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HomeMy WebLinkAbout01 - Appendix C Part 2A STUDY RELATED DOCUMENTS Al Salt Marsh Restoration Plan from USACOE Santa Ana River Tide Gates • There are two tide gates installed in the east levee: one at Sta. 17 +80 (approximately 100' upstream of the PCH bridge) and the other at Sta. 32 +87 (approx. 1300' upstream of the PCH bridge). • The purpose of the gates is allow the circulation of natural tidal flows in and out of the marsh restoration area and to prevent increased inflow of the river's storm water into the marsh. (The term "increased" is used because as the river stage rises, some storm flow will enter the marsh until the water surface reaches the elevation that triggers closing of the gates). Please refer to the table below for the design actuating elevations. o The natural position of the gates is open, assuming natural tidal ebb and flows. o The water level in the marsh controls the opening and closing of the gates, not the stage in the river. However, during a rising river stage (open gate), the water surface elevation on the marsh side of the gate will be equal to the river stage, so in a way, a rising river stage can close the gate. Once closed, only the drop in water level on the marsh side could re -open the gate. Please refer to the table below for the design actuating elevations. o There are nine outlet pipes at sta. 19 +00 (seven, 42" RCPS included in the original plans and two, 48" RCPS built by change order) which are flapgated on the river side constructed to drain the marsh when the tide gates are closed and river storm flow stage subsides sufficiently. Gates begin to open when marsh water level falls below 3.5' MSL 3.5' MSL Top of SAR levee Elevation 10.4" 13.6' Design water surface w /sediment 81± 9.51± Design water surface wo /sed 5.5'± 7.51± Gate 1 Gate 2 Station 17 +80 32 +87 Intake Elevation -4.0' MSL -1.0' MSL Maximum marsh design water level 6.0' MSL 6.0' MSL Gate.remains completely open until marsh water level rises above 3.0' MSL 3.0' MSL Gate completely closed when marsh water level reaches 3.5' MSL 3.5' MSL Gates begin to open when marsh water level falls below 3.5' MSL 3.5' MSL Top of SAR levee Elevation 10.4" 13.6' Design water surface w /sediment 81± 9.51± Design water surface wo /sed 5.5'± 7.51± g�u W ,�: ..� Y 1 i MID d F 4 YIw YOg x _ 4 WM�![81 2 io tyJ � wn aim[ .mnsy L VIM � Lp IYbX W `r.. tlLL� nlottlaegs_x % 2 x j ,! N[PGLEbrSSM tll�'WJG 6 WPALEtlEP� £ 4 - e r SANTA ANA- RNfR _ / FLOW i SAFETY PAYS Legend 'Nw dos tsat cL) PI •It rRr Inch Pluai of n <+flo c101.11 , t mot am... �e.e r.:t xtti P ml t 6.6 InC� plug. of M..Y+a p+mYYa o. e.rYt ten: m.wtYt eew n g.e vP YI tTlpS 0.1 ..t.agertes - en 6Awt gntert X Le IN FIST LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION PLANTING PLAN OF I VALUt tNumttKiNu rATb MATCH LINE SHEET 81 WWLE WARS" N, % 'd s 0J NIAIMI DISPIZUKE I in —A -Y M LE M4115 IN ff "up -d- a all IS row, - lizdffim uptsw s N 2 "41 N zz 1 1 IN NuIR 0 kot-wz c: Ct 1 i ; ), f s Am S USL - .,Ipllrl Y/ UN-III&III ':. W11 11L 4G i pnp� 4�- r If I ; y / . �t \I ! '�!! 1�`� r-rJ �`�-I� ,.. pis, -:h'l /-i ham. \. \ \';.: SAFETY PAYS I U Y 1(O 4M 1117 GEODETIC VERTICAL 0ATlJW OF I929 SANTA ANA RIVER MAJ tAUIn()RMA PHASE 11 GENERAL DESIGN MEMOR.&ND1.1,1 LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION sw PLANTING PLAN S.EEI SN, OF M MIN S.;E�s I PLANE 0 LEGEND P 'I,:, b 1.. .1 1-1 :Id—, R. Ns a A z i�ch LN W pillt �14 P199 P.11(1p M9 ..full S U.1.5 KIEDVII.M19I IN unnually and pull NIM: p`.ppSp To 1,n,,7 I'll, pEi >IES . 'Apa" U Y 1(O 4M 1117 GEODETIC VERTICAL 0ATlJW OF I929 SANTA ANA RIVER MAJ tAUIn()RMA PHASE 11 GENERAL DESIGN MEMOR.&ND1.1,1 LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION sw PLANTING PLAN S.EEI SN, OF M MIN S.;E�s I PLANE 0 0.9. I � t- Y Y�F 5ECTION L N Ty Is' et. 4.Qx 6111¢1 0.All-� r— YGPOP R o oR (ttF) O 4ialTY uNCO Et 0.5 G ¢ "D GMwRUN l_ Ll'N)e� l LOw OR1 6 IXY�TINq 1.vJTPUR tINE> -�� (TMPP ". TIN, -IT,M GF fJDTItVa. I--I, T PILE ITYP.J/ \ ¢ m MM6B MU1MNOT Raft eN TµENT ( l TY.�L.YL I G PAL PNASf II GENERAL X.I. Cfsl(N NEYpiAN01N N LOWER SANTA ANA RIVER CHANNEL 9NP MARSH RESTORATION MISCELLANEOUS DETAILS t MVIY>RF lRl1yY 1 > =1'l0 6ai :lo � 1 I L.Y. L. ! %HTIIJQ G[NTdl0. i I : I DATE E %151IN6 GN TOlx0. ANI,D'ID' 79 'I JTILITT L1NE5� IDS SurtLFTING TRJ»(TYp) ^\ N v k h £ %ISIING CaNTOLR LINES --'-' NOTE: CGNTOU¢ ONES pcR GPfOIN'a / PLaN IN 54EET ]H \ 0.9. I � t- Y Y�F 5ECTION L N Ty Is' et. 4.Qx 6111¢1 0.All-� r— YGPOP R o oR (ttF) O 4ialTY uNCO Et 0.5 G ¢ "D GMwRUN l_ Ll'N)e� l LOw OR1 (TMPP ". TIN, -IT,M GF fJDTItVa. I--I, T PILE ITYP.J/ \ SECTION M Tc� CHIRVRON OIL LANE ACCMn Sxv CR 61Nfa MAR>N QIpQPP- <LN4TRUCT 2'A"12'W �T'k F.C. H.W UYP) 8 � R RIPQPP N ¢�G� N.. !ON>TR CTYPJ SOUTH MARSH w. PLA 7(14.@: 1' -br ��ilNfi LONTOV2 I-INEp I- i 5 III I ExIST. ZA'F.M� , IKT I 9TECL PIpeB 56'1. L. j E'tISI. 2T "G.M. ' Exlsr. ao^ � II iE %ITIK'i CON MJR 41NE> NOTCS : E %I >i1N$ "ISO 41 EW RENb VEO. CONTONp. llol PkR 6Ragl'K Pr.aN ON SHECT ]S 3EGTION N .X/a.E 1 "�IOI SECTION P iGPLE P'wo' 9TESAL PIPf°6 eawNeCTIN6 NORTH * 5011TH N0126M6 i1Ml I I DATUM IS NATIONAL GEODETIC VERTICAL DATUM OF 1929 T 3fv1310Ni Y. f: wMT fNOMIlt W111,X m MM6B Nfn.! SANTA R IFDFNIob 9ANTA ANA RNFJi MNN3TEN, CALIFANDUNE TY.�L.YL I G PAL PNASf II GENERAL X.I. Cfsl(N NEYpiAN01N LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION MISCELLANEOUS DETAILS L.Y. L. WR ®SY. DATE 6NE! ANI,D'ID' 79 OF e3RCT IY M. IDS VALUE ENGINEERING PAYS MATGN LI 11111 11111 ') . N >BG n r tz V�� I1, "' 1111 {{ R� ` ♦�' 'P'.'I 7 7 1 1 °vo" P ♦ "�� m� ik; �NA" 1, y IIII�II n I d� Mo , r o I '- �� '- �• \ li ry y T I M1� A .: cz ```T �j I II _ • ' 1. i I� I� � I .I:, I I {u: hJ �:;� ••� -. � ,, � ,� � �� PPP n I r•1 � 1 r R" z ■ 0/6 ^� \ � X �. I. i. !L II f 1 �` I � }I .' o�l F ; � q °,� � ` � �. � � I it � >,.. ;� � /,: �.`�� i -� �� __ � _ _ - i� t � 9 N I -'��a1 u;. a r ` / ` i / \. v1��e;rEt�:\��� "� r jF , / I ��� ��� �` j� �P' ,✓/7 ��J p�}.� F'•. 77 (lP. �� 'E �': rz- rj,' f �ki f��fyy l— r f f /'`�'LE6END r_ �1) I ICI L Q� I .. X •�-.In ' �- 0(�,.A .\ �V �. �"y FM I'Ani WIN 9lwwR LING _`' �`� 1 41`� 1 I '' I -l"1.% I ., a /' ♦ / / \ N.N. MANI 1 _ eee ❑❑ ❑PPP" "��� 1 Ab.MDeWO liML OIL muw+u +e ' 7 ! P ). •A � - \I' � ' m WE.L ie ?'` v.; r\ / / - -I 1 $ "1 x - .p -� �� '_ r �" ' /•L nL weu.0 Be .uA mws vranmw . �'1, J i! •/! � r! —�-� d Q x13Tr (`\_ \J _ f wwA ,M p nccwe*Irw+B rem arwerlw _ ar<ii MooTC"N.wurNw' ewealI Nmm) IN M[iT 1 / ff r !� �•� /7; , DATUM 6 NATONAL 9EDDETO vERTIUL DAi� a 1829 ' /� IIIVUIOM\ (r rr � ', � � ! � � 4` 4 � �i� ?• 1 a a rw rola� rry SANTA FIVER MISR M, CNLIPoflNW l! 1 C£IiRAI M Df ISTI MEYd1Md.Y i �9 7 ' r 1 r. /' �` I _ t lIr ; 1 r ..� •�! .' ��- e. c. LOWER MAR SH . RESTORATION CHANNEL . OIL WELLI UTILITY AND ACCESS RD Ij F 1 }I I� I E(ENERAL -NOTED I. rtdNl¢ACroM TO VlWRY TF4 D WVTmn w CNIW OIL uw Ma 10 GYCAVPI . ! z. cONTRAC TO 6On T evnwe -N CAOI q- OPn. coNmwr MDR roNeR RX¢ pl MCV1 L, ,5 CINiTRILTO¢ TO KGIFY TM6 LIX.tT ANO CL /VAT.N Or TNp llI Of N OW M placM OIL 1I10. BUOY TO DRLAVATION. 4 FIRM TOTC¢ W oDTPIN AvILI MRL pe6uL.Rl L ANO gpMlTi C TO a9NICEM I N T9 CL WD.TGTI o L yVyLLf. 4 conli¢KTO6 b FbpIF( TH2 1 W6CLS p5¢ pbpOpn F1WIyyv DLC VATfcNS q1 Tu r TD PNCTb 0 Cc1R¢fCCa Tp tdTACT WL"+T NDxAORT aL LyNNNT FoY qL MY.L vpLOUTIaJ. �. courACT PGA., - i' f1TILITY TELEP(ONE pE¢y9N W.67 NEWR]MT aL COMMNT (llt)650.4LCV LE[M4RC WA— W[}i NEW(b¢T Olt LpM ➢AN( OFR.CG elf.)Gpl -I1. JA`( R. 3TAFIBLO -"-'•S 5to-2910 1241 pvJA WOLpRRICT - F" IG pC F T, ll' W RALB R19) H9D -PSOD .4) p..JOO M,lpD Ab 0 A(1p31 If0}O TG OC dgl.NGgVpp 4LNWIl NM60 D. NlWip{eT D¢ALH (TI <)466'Sp11 yllEpH T. LE6DND WGLL NDMDDR. DANNIND'40. - m AI WiLL m OIL 1LLLL TO pD 4d(NG OILN TO O ANC Pp0.P/py OIL KELL TY DO RpII4cRD M1AN tl 1 -"-'•S qL TO l NOb - F" IG pC F T, ll' W RALB K AOTA RIP~ lff 14L6 l7 b PM.gp Ab 0 A(1p31 If0}O TG OC dgl.NGgVpp Suu� A/atst A Ta pNt MAWTAIN�y M MAI MAIn I e AeF xWDp u.JD I MH MPNN0.E O fa I® }lJ�LE,IN FepT I w lOwvD, —•�-� _ _ �_�� I �EYIilOM1 111411001111111t *AWA y �p In 9GNR ANA RIVER MHIH4fEM CfIIfURNW () O J 1T'((L.YL. PHASEU GENERAL DESIGN MENORARCUM LOWER SANTA ANA RIVER CHANNEL / \. ' } �^ 1 `, / _ MARSH RESTORATION 1 'J YS w OIL WELL, 'UTILITY AND ACCESS ND r^ 1.:. MINOR o AFFTY PAYC $RcTicIN, sec`rlON D D. RAOt# He. SECTOR c SECTION D Ib SECTION E 'v -V SECTION F f Li75. SIA ❑ I. ONAGINISP cT aHvASSNR. MIGHL. T at Ai tz • ;00 IS.I 51ECTOGIM I W.. 51 A GUT- AIIHIIt� 4Y PILL- !Mt W-157,4. .7 AWREM, PILL, I,Scto ,.YALK I GREENVILLE BANNING CHANNEL tItt;ALe ON FMGHnT FLOW DATUM IS NATIONAL GEODETIC VERTICAL DATUM OF 1929 Avr� S ANA R VEk--- U, L Alliff SANTA +Y' ANA RIVER MANSTEM. CAURQNNIA PHASE 11 GENERAL DESIGN MEMORANDUM LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION PROPOSED GRADING PLAN 76 OF 105 Ar-fTY PAYS I . . PL 41i 4 016 IGU.,., Eat nHRNHNSP GPAON BnIPY a M."N"N' �.Ptl P.G. WALL PoOSIDADA, 111HAHEL Rt 'a. DREAN" R.R. RAPT. "am SARR�. IAVNdal` L loFM. JCTIaI �m.I,tt R.`G� Kw. �N.Pttt 4tt'AlReT. ~G`Ral� 7... lb, � `.'HAL, pw M Gr We LL 61. a d"ItAt F.M. �,HIV m­ PEt,`.K 11"'. A GUT- AIIHIIt� 4Y PILL- !Mt W-157,4. .7 AWREM, PILL, I,Scto ,.YALK I GREENVILLE BANNING CHANNEL tItt;ALe ON FMGHnT FLOW DATUM IS NATIONAL GEODETIC VERTICAL DATUM OF 1929 Avr� S ANA R VEk--- U, L Alliff SANTA +Y' ANA RIVER MANSTEM. CAURQNNIA PHASE 11 GENERAL DESIGN MEMORANDUM LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION PROPOSED GRADING PLAN 76 OF 105 Ar-fTY PAYS I . . PL VALUE ENGINEERING PAYS AW"r 79 i, ��r11�11i ]P 1111"T l �.: i I ij r I� 1; I u< Ls � w-r c.Y \� I .• L.. `' � �... � i' `� � / `y,� -�Ye`f'n I ;:" ..' rF be Iv, ''I pu 2 Y. • i . +r ^ r s I r 11 Ik rw 9�ooc7 , 1 t \ r�� 41. 14 4G�.. _ .� � �/' j `� 1i..., II: II` 1 _I fix%.- ti. % ✓ /, -f `-- �J -1 n \ s o . If it V. �'i � ILA .• � i - I ! I c jp sFei� - r. { y ll11 I /�.,' J wA• I �.. Sao �� ,�iTL�`y� ' i y�' �� _ I(I : /.. �.'F\ s::' /�, �-�� r L ..•� / %�` (I �1\ Il ` c :�'�ll �l[ QM+NInWUI oavrN �� ' I _ . r� �➢ _ jlj. y 4HA< \- _iL-J�iV! ,l� /�� I lri 4 - / / ' / I A f � ���: \ `� -�• � o.1w Is NanwrnL cEOOeTC veancN- o.rw ov lass � � _ /: uvulaHEt jp, u t •ar. .✓.`/ T.` ^ i IOa YIAS I \� r' A 641 SANTE.NA RWEIIM, TR R- UWg l// " J. PNASE Il C-0ER1L E9tll Y[YOPYD'JI LOWER SANTA ANA RIVER tlMINEL Lam' /' ' I. ..✓� "Ci'� ' \ \��� .�\ d / - - - MARSH RESTORATION P PROPOSED GRADING LAM ' ms SMESTS N .. TE ' SAFETY PAY • • • 9 sa W O hBB O� \\1 \a J N53 0 06 T TOJ t `5'•a Y O K. . N,. S'A 241 00 0 -1-• E1 m2 X215 1-i e02,Vl 0e ERtlfs f 2..- E�1Sr ,yam HI,83195 y imew 354'A 1\ RIAS ...a \ N 3•a'r�- `9 r`STA- 13640391 / N5iT 1ITO00 �o E14B3,1T0 NEWPORT / [ TBS1e/ 23°11'S4Y 2 l'...: fl/W - N526566 W 2® Msf? E�4B I µ.536 OS 5 ESaO N w JW .. ten• W, 'E ' AOP 6 016 P � 53 Sy,Ge� WEST /"/ J p 5'9 g j•l6>1 R/W NI MWeN ,� © 1 , an PTW'W BARBI��OC F" ig 65 w O n 9ANNING . • o �Pennel Pa' WNe W 1 +.I1 5 GREE NVILLE _ • - PIV�R cn5mel �O ANA Ma P ver $ SANTA _ E 5�°0 ExISTING ,.�' SEWAGE ..�.. TREATMENT i PLANT PLAN SGAI I m.. 200 IT -.,.k M 53T �9T0!'I E.105 . 1 D 5 IT 49 3T R.2?30 33102 �.650B2 l @PRO W As RAF M 1 MORES HOMES OWNER AREA REMARKS Qi WEST WWPOTt OIL 8 W ac 4EST NEWR CI 6949 Ac Eca02.2t5 CRY f NEWPO REACH 5 03 H. 4 CITY OF NEWPoRT BRACH JTI Ac. EA3NENT ONLY NEWPJrtT SH E5 HOMn 1,74 Ac ® WEST NEWPoRT I W!Ac CITY OF NEWPORT GE CH 1.36 4c fU90KW FA`.£IAENT N53 0 06 T TOJ t `5'•a Y O K. . N,. S'A 241 00 0 -1-• E1 m2 X215 1-i e02,Vl 0e ERtlfs f 2..- E�1Sr ,yam HI,83195 y imew 354'A 1\ RIAS ...a \ N 3•a'r�- `9 r`STA- 13640391 / N5iT 1ITO00 �o E14B3,1T0 NEWPORT / [ TBS1e/ 23°11'S4Y 2 l'...: fl/W - N526566 W 2® Msf? E�4B I µ.536 OS 5 ESaO N w JW .. ten• W, 'E ' AOP 6 016 P � 53 Sy,Ge� WEST /"/ J p 5'9 g j•l6>1 R/W NI MWeN ,� © 1 , an PTW'W BARBI��OC F" ig 65 w O n 9ANNING . • o �Pennel Pa' WNe W 1 +.I1 5 GREE NVILLE _ • - PIV�R cn5mel �O ANA Ma P ver $ SANTA _ E 5�°0 ExISTING ,.�' SEWAGE ..�.. TREATMENT i PLANT PLAN SGAI I m.. 200 IT -.,.k M 53T �9T0!'I E.105 . 1 D 5 IT 49 3T R.2?30 33102 �.650B2 l @PRO W As RAF M 1 MORES HOMES !/�41015 W1 Eca02.2t5 ++ E Z V O N 536. EJ.40I,9421 D, r _ EI,M0.950.92 - �S I a � � n i O . b q0 35'50 "w -46 20 340220. W� IBYTS /'. � r HLPI •2 w,ez a3 a + —`—pro 4 I?p� 0 LEGEND: -- R/W BOUNDARY FOP MARSH RESTORATION IQ ACOOISITION BY OCEMA IS 04C] Q2 rh0� ACOVISITION 9 COE iO4} AC] lEVI5.OHS "A"I' - GENCAAL OE"" AENg RHOLIA LOWER SANTA ANA RIVER CHANNEL MARSH RESTORATION BOUNDARY 06 STMa THE MD 195 A2 FEMA Map NOTES TO USERS This map is for use in administering the National Flood Insurance Program. It does not necessarily identify all areas subject to flooding, particularly from local drainage sources Of small size. The community map repository should be cohsufted for possible updated or additional flood ha2ardinformation. To obtain more detailed information in lareas where Base Flood Elevation IBFEs) andior floodways have been determined, users are encouraged to consult the Flood Fireflies and Floodway Data tables contained within (the Flood insur- ance Study IRS) report that accompanies this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded whole-foot elevations. These BFEs are intended for Iflood insurance rating purposes only and should not be used as the sole source of flood elevation information. Accordingly, flood elevation data presented in the FIS should be utilized in conjunction with the FIRM for purposes of construction and /or floodplain management. Coastal Base Flood Elevation (BFEs) shown on this map apply only land- ward of 0,0' North American Vertical Datum (NAVD). Users of this FIRM should be aware that coastal flood elevations may also be provided in the Summary of Stillwater Elevations table in the Flood Insurance Study report for thisl community. Elevations shown in the Summary of Stillwater Elevations table should be used for construction, andior floodplain management purposes when they are higher than the elevations shown on this FIRM. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the National Flood Insurance Program. Floodway widths and other pertinent Roodway data are provided in the Flood Insurance Study report for this jurisdiction. Certain areas not in Special Flood Hazard Areas may be protected by goad control structures. Refer to Section 2.4 "Flood Protection Measures' of the Flood Insurance Study report for information on flood control structures in this jurisdiction. The projection used in the preparation of this map is Universal Tlanverse 1 Mercator IUTM) zone 11. The horizontal datum is NAD83, GRS1980 spheroid. Differences in datum, spheroid, projection or UTM zones used in the pioduction of FIRMS for adjacent jurisdictions may result in slight positional differences in map features across jurisdiction boundaries. These differences do not affect the accuracy of the FIRM. Flood elevations on this map are referenced to the North American Vertical l Datum of 198B. These flood elevations must be compared to structure and ground elevations referenced to the same vertical datum. For information regarding conversion between the National Geodetic Vertical Datum of 1929 and the North American Vertical Datum of 1988, visit the National Geodetic Survey website at www.ngs.noaa.gov or contact the National Geodetic Survey at the following address: Spatial Reference System Division National Geodetic Survey, NOAA Silver Spring Metro Center 1315 East -West Highway Silver Spring, Maryland 20910 (301) 713 -3191 TO obtain current elevation, description, and /or location information for bench marks shown on this I map, please contact the Information Services Branch of the National Geodetic Survey at 1301) 713.3242, or visit their website at www,ngs. noal Base map information shown on this FIRM was provided in digital format by Con I Department. Orange u ty G S Corporate limits shown on this map are based on the best data available at the time of publication. Because changes due to annexations or de- annexations may have occurred after this map was published, map users should contact appropriate community officials to verify current corporate limit locations. Please refer to the separately printed Map Index for an overview map of the COU n ty showing the layout of map panels; communi ty m ap repository ry add r O SSes; and a Listing of Communities table containing National Flood Insurance Program dates for each community as well as a listing of the panels on which each community is located. An accompanying Flood Insurance Study report, Letters of Map Revision or Letters of M Amendment revisit portions of this panel, and digital versions Map 9 P P 9 of this PANEL may be available. Contact the FEMA Map Service Center at the following phone numbers and Internet address for iniomation on all related products available from FEMA; Phone: 800-358-9616 FAX, 800 -358 -9620 www.foma.gov /mist If you have questions about this map or l questions concerning the National Flood Insurance Program in general, please call 1- 877 -FEMA -MAP (1- 877 -336- 2627) or visitthe FEMA website at www.ferna.gov. This map reflects more detailed and up-to -date stream channel configurations than those shown on the previous FIRM for this jurisdiction. The floodplain and floodways that were transferred from the previous FIRM may have been adjusted to conform to these new stream channel configurations. As a result, the Flood Profiles and Floodway Data tables in the flood Insurance Study report may reflect stream channel distances that differ from what Iis shown on this map. 117 058'07,5' 33°39'22.5" F_ M m p J w Z 4 m z 0 33 °37'30' -1- 117 ° 58'07,5" ZONE .HAITI J HAMRTt7N ZONE X' J` .l lam , :c • J Q• J ¢ � 1117 °56.15 - I3¢U t I ozo UQ V) J rtU, \:GE LNXMTY WILSON CITY OF ¢ ST. T POWER d DR WESTWARD WA,n /4` ¢ VALLEY COSTA MESA in J m o d. C Q U GLEN 00 VOLANTE DR - 'BLUERELD ¢ 'DR. J z y0 9 o mOnF s?y RIDGECREST Cl �� WESTWARD h4. CIR O o W SEA BLUFF DR, x _ LAWTON CONGRESS ST, c0i BIAGKFIN S LINDEN O U Z r AMr... _Ul STOREBROOK S7. CIA, m 20 V u V IN. w _ ? m I 8 w E THIS.AREA- PROTECTED FROM v v O = R! col NEIYPORT EltMIST Z ¢ T THE III ANNUAL CHANCE FLOOD. t CIR. 0 227 Lnm UDF OT. y n '-� u BY,LEVEE, DIKE OR OTHER _ bl 4 oG - - STRUCTURE SUBJECT' TO ;$ RWACEA bit POSSIBLE FAILURE DURING EFFINCNAM. DR - LAROER FLOODS. - ' ZONE;AE' SEASP81TE 'SEACOVE' CI - ZONE CIR. R agRRft - - pLUEREEF GA, CIR d J SOUTHSHOFE Pj -UR, 0 cHEVYCHASEDR UNTE CARLO ;F,. CORALCOVE I, - ,o. yyy ` _ _. CIR m :CIR V, d TIDEWATER PORT ROYAL p � JAMAICA > 0 0 u 3 INDIAN WELLS m CIR . O CIR �. � .CIR:. m - T CIR} L VILLA j PACIFIC - DR. WA7ERFOANT DR. U- 3. g W - O a BROOKHA7EN CIR ¢ HARBOR >' w BREAKWATERS W a I~ a z. ¢ Z w v POINTCIR 9 IC)R 0 ce > (BROOK - BAY ¢ SUNSTAA C? CIR on LL U''- Q Q :,.:� u `.J` CIR-' -. - o m ♦ VERDE:,MAR DR. :PIER DR I PEPPERE TRE/I SR. AGEAN CARRISEAN iVORTHSHORE LN. AV; a SPYGLASS - Z. NEOI.ANI ? iN. J Z DR. I 0.. 2i ._ ''DRUMBEAT ¢ J. J KEOKI' gyp- ¢ y '_ 2 'CfR IJ CCFARBAOOK - aft JOINS PANEL 0292 SPRIT CIR. SPARGIR y jt'1i : r - CIR: .. W 2 3 Mx ;' o, a Alai _ o g J ZONE X. CIR: LANDFALL U OR.. s� #IriR. f yq IOLANI �Jh`; f.4ALAHINEbR, �� � - . 'N .¢. ,AOI ANA OR. .. ,. . .., , 1 O: .m - . k ` Q d xfS RDCKPORT CI. Y OF ■� It 14UDSONIDPI - ORI HUNTIN' ON BEACH 'OCEANCREST DR' , W 0 5034 _ - 1 cal _ �• �_ nr)"tr BEACHSIDE to ¢. SHOREBREEZE t "• RAMBLER : DR:' SVAFCAEST DR, ,t ni GOLSTRAND r r4.s F1 _ W U { + "`fs°++„ CIR _ _ w '> jj .w. ¢ ¢ \20 DAYfONA Z ¢ to 4x�'`�V; ¢ U b p m CIR: °¢' o iivnsYa 4 rti'n AV, - '.-I- 'MARaLFHEAO LN..,T'n r a, ?: - POAT'CLVOEOR' - A1EUNDA C 1/`� " if �h m ¢ w' [1 ,(Ora J:. '41!ODOS' I iri",{.'�,Eayr rtSM1i y{t c -.Fell U Q, v col c? 'Rc` 'i,6a nHOLE,°'ougq,N' >�k, 5 1 c ;U :r,0 E' .ALLISON s �'M44 ' G \k \G q LN. t Q• J ¢ � 1117 °56.15 - I3¢U S ozo UQ V) J rtU, \:GE LNXMTY WILSON CITY OF ¢ ST. DORPORATED AREAS n d S l7 WESTWARD WA,n /4` ¢ VALLEY COSTA MESA in CIR m o Q U GLEN 00 060216 J y0 9 o mOnF s?y RIDGECREST Cl �� WESTWARD h4. CIR SBVATE Wy. SEA BLUFF DR, GLENEAGLES CONGRESS ST, t e V W a LINDEN O w T Z 9� AMr... w O STOREBROOK S7. m 20 > IN. w w ? m I 8 w E O CIT]'OF ZONE X TER. U GROVE PL < W ty N SEA TERRACE LN Q• J ¢ � 1117 °56.15 - I3¢U S ozo UQ V) 33 °39'22.5° w WILSON CITY OF ¢ ST. 'M n 0. S l7 � Q F /4` RNUIFELL mCAPITAL COSTA MESA in m o Q U g 00 060216 y0 9 o mOnF s?y W u. O I Q �� WESTWARD h4. SBVATE Wy. o°y3s 1 sr. CONGRESS ST, t e V W a LINDEN w T Z AMr... w O GOVERNOR S7. TER. U GROVE PL < W ty N SEA TERRACE LN Q• J ¢ � t I3¢U S ozo UQ V) w o w CITY OF a L 'M n 0. S l7 � Q F /4` RNUIFELL m m COSTA MESA in m o Q U g 00 060216 9 o mOnF s?y W u. O I Q WESTWARD L'TT Wy. o°y3s 1 OAK m y C H U LINDEN PL Z w O LN. m 20 y J TER. U GROVE PL < W ty N SEA TERRACE LN MOLAKA.C` DR, :,GAP, y. ( Yrwe• ^ - - ¢ y � l lk- ;C/aJC1LLA !I''J` - cIR 5 P hoc \fie F ? 3 ran I -4 ..7. O f I CIR - 7� 4A rTCHHARBOR ON SA y K:a :.. ,cATE8HEA0.DR - �)i , ; :. _ - _ _ - ONE''X ivy r�'aklJe! • d, �q�Le n_^Isf cS CIR. 5. c S -\�•i, ^, n'9 FOh' .. - - ,L `'r1 aA" r Y a : - _ - � - -. -. r. '�'. 's _ •kti. _ ,:♦y_ I e - S ,• ".`ys o ORANGE COUNTY a >m ,• . °; ���'.��' It ,5 UNINCORPORATED AREAS ♦t'- cM a Er i .r^ • ,r. ' `,j(Z 1 . `� ": a�n�' �" -. °#�1, - , •.. 0564.., m,�„ THIS A N 'S '' ' �.. `^ "`.'• , gE wr, -, FLOOD;BY'LEV `�.OIK OR`. , `',r +h'• .rz - - _ ._.. - EE,.. E,.- ,..,._OTHERtSTRIICTURE.SUe;IEOT GER FLOOD ,;y ,.q`t" +. o �? f,'C o -• Tt �1 - ..: - _ D 347 f. it .: 1 rS , Y 1 d 'mid rza 'I4 a I a `'L o j�F,;p�'µti, 6, ���,�11 n' `+, u�••f l �i o .. 'ZONE, x20NE'. * 1 { d t " ?nr�{"`'k - �1j ,. ZONE A. - NTAIINED - ' - w l'YSitk � �- ZONE X� \ ,. �°JV Vi{µ r'�1 M@ t'�•.,ro' ] ✓Y ! 'tfl� F A I � �'1� � I { � � ' . try �}p •d�T i]'FSp IM'! V'j� ,�xJ4rs•, Ew+ar 3 , 4�. �R '1 a ;'��*r, " .>? "t t e' rl°IdE "ri ,.IA , s< dirantr'lxL � � aad"N r}h irx,�iL�r', 4Y `l�yt 'v' a' . y` " , Tn� ¢, � ?a { l z A � r - - sk a,^�'ti" ro- i°It •st . , dY s e - . - RAX41 C- U } �^ , - ' . ' 2 - . �1t } 341 C�°1 eta ZONEAE s'S ,;tfr ¢ xJS O Q F %•„i '}r xrytt"'7+"ti r Q� K .'fLJi� �r6'f? t� t °I i ��- <rrE�rds't _ / '. '. ° ^r�3i.,; , i/ Q . - - -a� °� w4 .du� °1 �C ky� '�i .vd �'" z ', { �f nR•� r "�- ,�'k�dy��yi rrY't�+p35' j*l:\ It+ � '� rS gyp. t � J O - e r I ���2.�` r tl .� rYS. , ° P `:7 e � - +�i^.�' " y4+}y M' Hh`e � :�� t •m` z^ � ,A' - II �'+ n F -� r x n 1 i w •2 � s � :K 9F 11�� d3 f Y tk` 3 a elk, s :2 y - a � a � 1 ? w `"d,,v ^ •^?, r m vv';x , y,� t"r CQ, THIS AREA EVEEL CiED FROM THE 1 %: MINUAL CHANCE=. ,a}ta, ° ' oTRr JA7( M1ti: ., -. - , nFLOOD:BY,LEVEEDIKE OR -OTHER STRUCTURE•SUBJECT; '.�-r rv. -1 4a .l` `'" "' f "y' `' •':'8 ,e,rh •• /°� "y%'Y §f TO pO5kf6 LE FA1Ll1.HE DURIN01liROER FLODUS. ,d�f , rn t.; ,.r a�it_vr'rr _ v�.'- ��.dki% 1� NOTE: COASTAL BASE FLOOD ELEVATIONS APPLY ONLY LANDWARD OF 0,0 FEET NAVD 411000 M e- L yam. \C O� 0 JOINS PANEL 0377 F. 1�EREPO�IiT BE CA "F 06022'7 w' v' 4 Ltl' Q cc 1. , Q• J ¢ � W I3¢U S ozo UQ V) o w a M °z WIW m n S O � 6 tz S l7 � Q F /4` RNUIFELL m m m in m o Q U 00 9 o mOnF s?y W u. O I Q L'TT o°y3s 1 m y C H U O � s� — SUNOANCE V LN. m 20 ° D I m I 8 w E O CIT]'OF m O = R! G NEIYPORT EltMIST m BEACH CIR. 0 227 Lnm UDF OT. bl MOLAKA.C` DR, :,GAP, y. ( Yrwe• ^ - - ¢ y � l lk- ;C/aJC1LLA !I''J` - cIR 5 P hoc \fie F ? 3 ran I -4 ..7. O f I CIR - 7� 4A rTCHHARBOR ON SA y K:a :.. ,cATE8HEA0.DR - �)i , ; :. _ - _ _ - ONE''X ivy r�'aklJe! • d, �q�Le n_^Isf cS CIR. 5. c S -\�•i, ^, n'9 FOh' .. - - ,L `'r1 aA" r Y a : - _ - � - -. -. r. '�'. 's _ •kti. _ ,:♦y_ I e - S ,• ".`ys o ORANGE COUNTY a >m ,• . °; ���'.��' It ,5 UNINCORPORATED AREAS ♦t'- cM a Er i .r^ • ,r. ' `,j(Z 1 . `� ": a�n�' �" -. °#�1, - , •.. 0564.., m,�„ THIS A N 'S '' ' �.. `^ "`.'• , gE wr, -, FLOOD;BY'LEV `�.OIK OR`. , `',r +h'• .rz - - _ ._.. - EE,.. E,.- ,..,._OTHERtSTRIICTURE.SUe;IEOT GER FLOOD ,;y ,.q`t" +. o �? f,'C o -• Tt �1 - ..: - _ D 347 f. it .: 1 rS , Y 1 d 'mid rza 'I4 a I a `'L o j�F,;p�'µti, 6, ���,�11 n' `+, u�••f l �i o .. 'ZONE, x20NE'. * 1 { d t " ?nr�{"`'k - �1j ,. ZONE A. - NTAIINED - ' - w l'YSitk � �- ZONE X� \ ,. �°JV Vi{µ r'�1 M@ t'�•.,ro' ] ✓Y ! 'tfl� F A I � �'1� � I { � � ' . try �}p •d�T i]'FSp IM'! V'j� ,�xJ4rs•, Ew+ar 3 , 4�. �R '1 a ;'��*r, " .>? "t t e' rl°IdE "ri ,.IA , s< dirantr'lxL � � aad"N r}h irx,�iL�r', 4Y `l�yt 'v' a' . y` " , Tn� ¢, � ?a { l z A � r - - sk a,^�'ti" ro- i°It •st . , dY s e - . - RAX41 C- U } �^ , - ' . ' 2 - . �1t } 341 C�°1 eta ZONEAE s'S ,;tfr ¢ xJS O Q F %•„i '}r xrytt"'7+"ti r Q� K .'fLJi� �r6'f? t� t °I i ��- <rrE�rds't _ / '. '. ° ^r�3i.,; , i/ Q . - - -a� °� w4 .du� °1 �C ky� '�i .vd �'" z ', { �f nR•� r "�- ,�'k�dy��yi rrY't�+p35' j*l:\ It+ � '� rS gyp. t � J O - e r I ���2.�` r tl .� rYS. , ° P `:7 e � - +�i^.�' " y4+}y M' Hh`e � :�� t •m` z^ � ,A' - II �'+ n F -� r x n 1 i w •2 � s � :K 9F 11�� d3 f Y tk` 3 a elk, s :2 y - a � a � 1 ? w `"d,,v ^ •^?, r m vv';x , y,� t"r CQ, THIS AREA EVEEL CiED FROM THE 1 %: MINUAL CHANCE=. ,a}ta, ° ' oTRr JA7( M1ti: ., -. - , nFLOOD:BY,LEVEEDIKE OR -OTHER STRUCTURE•SUBJECT; '.�-r rv. -1 4a .l` `'" "' f "y' `' •':'8 ,e,rh •• /°� "y%'Y §f TO pO5kf6 LE FA1Ll1.HE DURIN01liROER FLODUS. ,d�f , rn t.; ,.r a�it_vr'rr _ v�.'- ��.dki% 1� NOTE: COASTAL BASE FLOOD ELEVATIONS APPLY ONLY LANDWARD OF 0,0 FEET NAVD 411000 M e- L yam. \C O� 0 JOINS PANEL 0377 F. 1�EREPO�IiT BE CA "F 06022'7 w' v' 4 Ltl' Q cc 1. , FUCKE PL j ZONE ZONEX ::1_DX W— LX2D49 of U 3 tu a '1 s• w n Ch i i x 1 3 2��q n0�� U IV S� ZONE X DOGWOOD PL c CEDAR Q PL ARBOR PVTST'S m m N 0 J W 2 a N P O 18TH ST, I 16TH —ST. 'I I ITY O NEWPORT .B I 060227 a 2 m 010 I CL W g 0 La Z Z 2 LL O V IL) U . I I 4aN CT. slN T�N,4 4�J 33 °37'30' 117 °56'16" M LEGEND SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD EVENT The 1 % annual chance flood 1100 -year flood), also known as the base flood, is the flood that has a 1 % chance of being equaled or exceeded in any given year. The Special Rood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and 'VE. The Base Flood Elevation is the water surface elevotion of the 19G annual chance flood. ZONEA No base flood elevations determined. ZONEAE Base flood elevations determined. ZONEAH Rood depths of i ro 3 feet (usually areas of p ondin g), base flood elevations determined. ZONEAO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths daterminod. For areas of !alluvial fan flooding, velocities also determined. ZONEAR Area of special flood hazard formerly protected from the 1% annual chance flood event by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is being restored to provide proitiI from the 1% annual chance or greater good event. ZONEA99 Area to be protected from 1% annual chance flood event by a Federal flood protection System under construction; no base flood elevations determined. ZONEV Coastal flood zone with velocity hazard Hveve action); no base flood elevations determined. ZONEVE Coastal flood zone with velocity hazard (wave action): base flood elevation's determined. FLOODWAY AREAS IN ZONE AE The floodway is the channel of a stream plus any adjacent floodplain areas that must' be kept free of encroachment so that the 1 % annual chance flood can be carried without substantial increases in flood heights. OTHER FLOOD AREAS ZONE Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of lass than 1 fcot or with drainage areas less than 1 square mile; and areas protected by levees from 1% lannual chance Road. OTHER AREAS ZONE X (Areas determined to be outside the 0.2% annuall chance floodplain. ZONED Areas in which flood hazards are undetermined, but possible. ® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS OTHERWISE PROTECTED AREAS IOPA31 CBRS areas and OPI are normally located within or adjacent to Special Flood Hazard Areas. Floodplain boundary Floodway boundary Zone b boundary eeeeeeeeeeeeeeee CEIRS and OPAboundary Boundary dividing Special Flood Hazard Areas of different Base Flood Elevations, flood depths or velocities. $f,i^^^^^^^^' pose Flood Elevation line and value; elevation in feet' IEL 987) Base Flood Elevation value where uniform within zone; elevation in feet 'Referenced to the North American Vertical Datum of 1988 Cross Section Line Transact Line 97° °07'10-, 32 °2290' Geographic coordinates referenced to the North American Datum of 1983 (NAD 83) 427601 1000 -meter Universal Transverse Morcator grid valuos, zono 1 1 800000 FT 5000 -foot grid ticks DX5510X Bench mark face explanation in Notes to Users section of this FIRM panel). • M1.5 River Mile MAP REPOSITORY Referto Repository Listingon Index Map EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP SEPTEMBER 15, 1589 EFFECTIVE DATE(S) OF REVISION(SI TO THIS PANEL . 1992 November 3 199 Janus 3 1997 em 3 N January February 18, 200x: to update corporate Bmits, to add special flood hazard areas, to change zone designaticnii, to update map format, to incorporate previously issued letters of map revision, to update roads and read names. For community map revision history prior to countywide mapping, refer to the Community Mlap History table located in the Flood Insurance Study report for thisljurisdiction. To determine if flood insurance Is available in this community, contact your insurance ' agent or call the National Flood Insurance Program at (800) 638 -6620. A& MAP SCALE 1' - 500' 250 0 SOD 10000 FEET METERS PANEL 0254H FIRM FLOOD INSURANCE RATE MAP ORANGE COUNTY, CALIFORNIA AND INCORPORATED AREAS PANEL 264 OF 550 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) SDCLfAIf� CON1t1DIJITY NUMBER PANEL 19 BEL HUim/KiT011 BEACH• CRY C&R134 0294 H ORANGE ccuirrv, UNINCORPORATED AREAS 060212 0264 H CO3TAMEakCT'CF 040216 0264 H NLMfCW BEACH, CITY OF 01 0241 H Notic° to U�t The Map Numbs °hewn below should be used when id°eiae _., °tdua; the Commnnity Number abown abase °hauld be used ea tnm,enee eIofi.ybne for the subject o°mmunaY, I cy I v MAP NUMBER 106059CO264H _ a r� MAP REVISED: FEBRUARY 18, 2004 Federal Emergency Management Agency Q• J ¢ � W I3¢U YU ¢ ¢ n /4` RNUIFELL D,R FUCKE PL j ZONE ZONEX ::1_DX W— LX2D49 of U 3 tu a '1 s• w n Ch i i x 1 3 2��q n0�� U IV S� ZONE X DOGWOOD PL c CEDAR Q PL ARBOR PVTST'S m m N 0 J W 2 a N P O 18TH ST, I 16TH —ST. 'I I ITY O NEWPORT .B I 060227 a 2 m 010 I CL W g 0 La Z Z 2 LL O V IL) U . I I 4aN CT. slN T�N,4 4�J 33 °37'30' 117 °56'16" M LEGEND SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD EVENT The 1 % annual chance flood 1100 -year flood), also known as the base flood, is the flood that has a 1 % chance of being equaled or exceeded in any given year. The Special Rood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and 'VE. The Base Flood Elevation is the water surface elevotion of the 19G annual chance flood. ZONEA No base flood elevations determined. ZONEAE Base flood elevations determined. ZONEAH Rood depths of i ro 3 feet (usually areas of p ondin g), base flood elevations determined. ZONEAO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths daterminod. For areas of !alluvial fan flooding, velocities also determined. ZONEAR Area of special flood hazard formerly protected from the 1% annual chance flood event by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is being restored to provide proitiI from the 1% annual chance or greater good event. ZONEA99 Area to be protected from 1% annual chance flood event by a Federal flood protection System under construction; no base flood elevations determined. ZONEV Coastal flood zone with velocity hazard Hveve action); no base flood elevations determined. ZONEVE Coastal flood zone with velocity hazard (wave action): base flood elevation's determined. FLOODWAY AREAS IN ZONE AE The floodway is the channel of a stream plus any adjacent floodplain areas that must' be kept free of encroachment so that the 1 % annual chance flood can be carried without substantial increases in flood heights. OTHER FLOOD AREAS ZONE Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of lass than 1 fcot or with drainage areas less than 1 square mile; and areas protected by levees from 1% lannual chance Road. OTHER AREAS ZONE X (Areas determined to be outside the 0.2% annuall chance floodplain. ZONED Areas in which flood hazards are undetermined, but possible. ® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS OTHERWISE PROTECTED AREAS IOPA31 CBRS areas and OPI are normally located within or adjacent to Special Flood Hazard Areas. Floodplain boundary Floodway boundary Zone b boundary eeeeeeeeeeeeeeee CEIRS and OPAboundary Boundary dividing Special Flood Hazard Areas of different Base Flood Elevations, flood depths or velocities. $f,i^^^^^^^^' pose Flood Elevation line and value; elevation in feet' IEL 987) Base Flood Elevation value where uniform within zone; elevation in feet 'Referenced to the North American Vertical Datum of 1988 Cross Section Line Transact Line 97° °07'10-, 32 °2290' Geographic coordinates referenced to the North American Datum of 1983 (NAD 83) 427601 1000 -meter Universal Transverse Morcator grid valuos, zono 1 1 800000 FT 5000 -foot grid ticks DX5510X Bench mark face explanation in Notes to Users section of this FIRM panel). • M1.5 River Mile MAP REPOSITORY Referto Repository Listingon Index Map EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP SEPTEMBER 15, 1589 EFFECTIVE DATE(S) OF REVISION(SI TO THIS PANEL . 1992 November 3 199 Janus 3 1997 em 3 N January February 18, 200x: to update corporate Bmits, to add special flood hazard areas, to change zone designaticnii, to update map format, to incorporate previously issued letters of map revision, to update roads and read names. For community map revision history prior to countywide mapping, refer to the Community Mlap History table located in the Flood Insurance Study report for thisljurisdiction. To determine if flood insurance Is available in this community, contact your insurance ' agent or call the National Flood Insurance Program at (800) 638 -6620. A& MAP SCALE 1' - 500' 250 0 SOD 10000 FEET METERS PANEL 0254H FIRM FLOOD INSURANCE RATE MAP ORANGE COUNTY, CALIFORNIA AND INCORPORATED AREAS PANEL 264 OF 550 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) SDCLfAIf� CON1t1DIJITY NUMBER PANEL 19 BEL HUim/KiT011 BEACH• CRY C&R134 0294 H ORANGE ccuirrv, UNINCORPORATED AREAS 060212 0264 H CO3TAMEakCT'CF 040216 0264 H NLMfCW BEACH, CITY OF 01 0241 H Notic° to U�t The Map Numbs °hewn below should be used when id°eiae _., °tdua; the Commnnity Number abown abase °hauld be used ea tnm,enee eIofi.ybne for the subject o°mmunaY, I cy I v MAP NUMBER 106059CO264H _ a r� MAP REVISED: FEBRUARY 18, 2004 Federal Emergency Management Agency HYDROLOGY CALCULATIONS B Existing Condition Rational Method Calculations a) High Confidence Events HC 100 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_A.DAT TIME /DATE OF STUDY: 16:12 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 9.605 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 91 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.79 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.79 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 11.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.869 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET /SEC.) = 1.79 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 13.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.510 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 10.59 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 16.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 FLOW VELOCITY(FEET /SEC.) = 2.23 DEPTH *VELOCITY(FT *FT /SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25..60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 15.51 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.239 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 18.71 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 33.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.13 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 990.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 99.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 30.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.95 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 18.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.962 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 22.22 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 53.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 32.91 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 2.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. .******************************************** ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 76.14 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.89 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.41 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 2.68 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 19.84 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.809 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 46.26 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 96.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIOTH(FEET) = 38.57 FLOW VELOCITY(FEET /SEC.) = 3.67 DEPTH *VELOCITY(FT *FT /SEC.) = 3.07 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 71.9 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 96.49 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 20.45 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. I+*I**I***********************************:+ ****:************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.760 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.81 0.20 0.100 91 NATURAL FAIR COVER "OPEN BRUSH" D 4.99 0.20 1.000 96 COMMERCIAL D 6.24 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.473 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 28.89 EFFECTIVE AREA(ACRES) = 50.57 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 50.6 PEAK FLOW RATE(CFS) = 123.70 ********************************************* ******************************* FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 29.54 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 123.70 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 20.53 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2600.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 1180.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.550 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 25.52 0.20 1.000 96 NATURAL POOR COVER "BARREN" D 6.51 0.20 1.000 98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 157.60 226.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.66 = 6.13 AVERAGE FLOW DEPTH(FEET) = 0.91 TRAVEL TIME(MIN.) = 2.95 = 1.79 TC(MIN.) = 23.48 SUBAREA AREA(ACRES) = 32.03 SUBAREA RUNOFF(CFS) = 67.75 EFFECTIVE AREA(ACRES) = 82.60 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 82.6 PEAK FLOW RATE(CFS) = 181.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET /SEC.) = 7.02 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3780.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.445 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 29.92 0.20 1.000 NATURAL POOR COVER "BARREN" D 14.41 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 226.69 TRAVEL TIME THAN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.13 AVERAGE FLOW DEPTH(FEET) = 1.40 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 25.28 SCS ON 96 98 SUBAREA AREA(ACRES) = 44.33 SUBAREA RUNOFF(CFS) = 89.56 EFFECTIVE AREA(ACRES) = 126.93 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 126.9 PEAK FLOW RATE(CFS) = 263.62 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.54 FLOW VELOCITY(FEET /SEC.) = 6.47 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4440.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THOU SUBAREA(FEET) = 580.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.367 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 14.64 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 277.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) _ .6.60 AVERAGE FLOW DEPTH(FEET) = 1.58 TRAVEL TIME(MIN.) = 1.4.6 Tc(MIN.) = 26.74 SUBAREA AREA(ACRES) = 14.64 SUBAREA RUNOFF(CFS) = 28.56 EFFECTIVE AREA(ACRES) = 141.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 141.6 PEAK FLOW RATE(CFS) = 283.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.61 FLOW VELOCITY(FEET /SEC.) = 6.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 5020.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 284.89 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.94 HALFSTREET FLOOD WIDTH(FEET) = 43.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.22 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 7.72 STREET FLOW TRAVEL TIME(MIN.) = 0.89 TC(MIN.) = 27.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.323 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 1.83 0.40 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 143.40 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 143.4 PEAK FLOW RATE(CFS) = 283.31 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.94 HALFSTREET FLOOD WIDTH(FEET) = 43.58 FLOW VELOCITY(FEET /SEC.) = 8.20 DEPTH *VELOCITY(FT *FT /SEC.) = 7.70 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Is = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.316 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS IT LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 91 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 12.20 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 12.20 wxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUEAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.62 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.20 PIPE TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 11.56 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* wwwwxwwxwww* ww* ww*ww*ww*ww*ww*ww*ww*ww*wxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- -- -- -- - _ 11 56 - - ------------------------------------------------ MAINLINE .) * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.827 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 31.84 SUBAREA RUNOFF(CFS) = 107.94 EFFECTIVE AREA(ACRES) = 35.01 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 35.0 PEAK FLOW RATE(CFS) = 118.74 w+ ww+ ww+ ww+ ww+ wwxwwxwwxww+ ww+ ww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxww +ww +ww +wwxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 780.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.702 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 91 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 66 COMMERCIAL D 2.65 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.586 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 163.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 18.88 AVERAGE FLOW DEPTH(FEET) = 2.08 TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 12.25 SUBAREA AREA(ACRES) = 28.25 SUBAREA RUNOFF(CFS) = 88.63 EFFECTIVE AREA(ACRES) = 63.26 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 63.3 PEAK FLOW RATE(CFS) = 203.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.26 FLOW VELOCITY(FEET /SEC.) = 19.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.74 ESTIMATED PIPE DIAMETER(INCH) = 6.6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 203.44 PIPE TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 14.60 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4320.00 FEET. ***}**}**}**}**}**}**}**}**}**}**}**}**}**}** } **} **} * *} * *} * *} * *} * *} * *} **} * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.349 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 44.48 0.20 1.000 96 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 52 COMMERCIAL A 4.75 0.40 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.834 SUBAREA AREA(ACRES) = 55.34 SUBAREA RUNOFF(CFS) = 158.17 EFFECTIVE AREA(ACRES) = 118.60 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 118.6 PEAK FLOW RATE(CFS) = 341.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.72 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 341.49 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 14.88 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4590.00 FEET. ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.88 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.312 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 93 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 52 COMMERCIAL A 2.82 0.40 0.100 52 NATURAL FAIR COVER "OPEN BRUSH" A 2.64 0.40 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431 SUBAREA AREA(ACRES) = 24.05 SUBAREA RUNOFF(CFS) = 67.95 EFFECTIVE AREA(ACRES) = 142.65 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 142.7 PEAK FLOW RATE(CFS) = 405.49 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.190 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" P. 2.68 0.40 1.000 66 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 422.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 10.16 AVERAGE FLOW DEPTH(FEET) = 1.12 TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 15.88 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 33.97 EFFECTIVE AREA(ACRES) = 155.06 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 155.1 PEAK FLOW RATE(CFS) = 423.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.12 FLOW VELOCITY(FEET /SEC.) = 10.18 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5200.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THAN SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.981 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.58 0.40 0.100 5 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 425.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.01 AVERAGE FLOW DEPTH(FEET) = 1.05 TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 17.88 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 4.1 EFFECTIVE AREA(ACRES) = 156.64 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 156.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 423.90 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.04 FLOW VELOCITY(FEET /SEC.) = 3.01 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ************:*****:***********************:* ** * *: * ** * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 423.90 17.88 2.981 0.28( 0.15) 0.54 156.6 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q It Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 283.31 27.63 2.323 0.20( 0.15) 0.72 143.4 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 662.66 17.88 2.981 0.25( 0.15) 0.61 249.4 13.00 2 608.62 27.63 2.323 0.24( 0.15) 0.63 300.0 1.00 TOTAL AREA(ACRES) = 300.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 662.66 TC(MIN.) = 17.881 EFFECTIVE AREA(ACRES) = 249.43 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 300.0 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. > xx> xx> xx> xx> xx> xx> xx> xx> xx >xx >xx >xx::x:xx::x:xx:xx +xx:xx+ x x:: x: x x:: x: x x x x xx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 1 ««< xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.757 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap Sc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C. RESIDENTIAL "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 5 NATURAL FAIR COVER "OPEN BRUSH" D 16.10 0.20 1.000 9 COMMERCIAL A 1.56 0.40 0.100 5 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.631 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 697.40 TRAVEL TIME THOU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.63 AVERAGE FLOW DEPTH(FEET) = 1.40 TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 20.50 SUBAREA AREA(ACRES) = 29.53 SUBAREA RUNOFF(CFS) = 69.4 EFFECTIVE AREA(ACRES) = 278.96 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 329.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 662.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.36 FLOW VELOCITY(FEET /SEC.) = 3.56 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6130.00 FEET. x+xx+xx+xx+xx+xx+xx+xx+xx+xx+xx + xx + xx + xx + xx + xx + xx + xx + xx+xx+ x x x x x x x x x x x x x x+xx FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.563 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN Sc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.73 0.40 0.100 5 NATURAL FAIR COVER "OPEN BRUSH" D 8.52 0.20 1.000 9 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.848 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 673.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.59 AVERAGE FLOW DEPTH(FEET) = 1.37 TRAVEL TIME(MIN.) = 2.78 TC(MIN.) - 23.28 SUBAREA AREA(ACRES) = 10.25 SUBAREA RUNOFF(CFS) = 22.0 EFFECTIVE AREA(ACRES) = 289.21 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 339.8 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 662.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.36 FLOW VELOCITY(FEET /SEC.) = 3.56 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6730.00 FEET. x.xx.xxxxxxxxxxxxxxxxx.xx . xx . xxxxxxxxxxxxxxxxx . xxx xxxxxxxxxxxxxxxxxxxx . xxxx FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.440 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 5 NATURAL FAIR COVER "OPEN BRUSH" D 4.47 0.20 1.000 9 COMMERCIAL A 1.68 0.40 0.100 5 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.549 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 672.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.59 AVERAGE FLOW DEPTH(FEET) = 1.37 TRAVEL TIME(MIN.) = 2.09 TC(MIN.) = 25.37 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 20.3 EFFECTIVE AREA(ACRES) = 298.98 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 349.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 662.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.36 FLOW VELOCITY(FEET /SEC.) = 3.56 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 349.6 TC(MIN.) = 25.37 EFFECTIVE AREA(ACRES) = 298.98 AREA - AVERAGED Fm(INCH /HR)= 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.617 PEAK FLOW RATE(CFS) = 662.66 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 662.66 25.37 2.440 0.24( 0.15) 0.62 299.0 13.00 2 609.02 35.37 2.017 0.24( 0.15) 0.63 349.6 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_B.DAT TIME /DATE OF STUDY: 16:13 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.477 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.913 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 91 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 2.38 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.82 TC(MIN.) = 10.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.091 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 2.31 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.47 FLOW VELOCITY(FEET /SEC.) = 2.16 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.93 TC(MIN.) = 13.23 * 100 YEAR RAINFALL INTENSITY(INCH /HR) 3.543 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.28 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.13 FLOW VELOCITY(FEET /SEC.) = 2.30 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 1.6.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.164 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 19.13 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 24.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.12 FLOW VELOCITY(FEET /SEC.) = 3.21 DEPTH *VELOCITY(FT *FT /SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.99 STREET FLOW TRAVEL TIME(MIN.) = 2.87 TC(MIN.) = 18.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.880 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 19.20 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 41.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 24.80 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 2.21 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 93.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0..61 HALFSTREET FLOOD WIDTH(FEET) = 25.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 21.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.701 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.97 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 3.55 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 92.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.09 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 56.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 27.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.60 STREET FLOW TRAVEL TIME(MIN.) = 2.9.6 Tc(MIN.) = 23.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.53.6 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 27.81 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 67.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.51 FLOW VELOCITY(FEET /SEC.) = 9.11 DEPTH *VELOCITY(FT *FT /SEC.) = 2.86 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 109.80 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 36.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.84 PRODUCT OF DEPTHSVELOCITY(FT *FT /SEC.) = 3.82 STREET FLOW TRAVEL TIME(MIN.) = 2.34 TC(MIN.) = 26.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.403 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 29.81 0.20 0.100 91 SCHOOL D 9.91 0.20 0.600 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 84.30 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 148.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIOTH(FEET) = 39.55 FLOW VELOCITY(FEET /SEC.) = 5.33 DEPTH *VELOCITY(FT *FT /SEC.) = 4.57 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 144.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** *** *** *** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.82 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 148.35 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 27.03 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.03 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.353 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 11.44 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 24.02 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 169.19 ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.29 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 169.19 PIPE TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 27.76 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * * * * * * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.317 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 15.82 0.20 0.100 91 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.122 SUBAREA AREA(ACRES) = 20.27 SUBAREA RUNOFF(CFS) = 41.82 EFFECTIVE AREA(ACRES) = 101.29 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 101.3 PEAK FLOW RATE(CFS) = 208.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.242 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 20.98 0.20 1.000 NATURAL POOR COVER "BARREN" D 12.82 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 239.49 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 9.66 AVERAGE FLOW DEPTH(FEET) = 1.31 TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 29.40 SCS ON m 98 SUBAREA AREA(ACRES) = 33.80 SUBAREA RUNOFF(CFS) = 62.12 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 135.1 PEAK FLOW RATE(CFS) = 263.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.38 FLOW VELOCITY(FEET /SEC.) = 9.95 LONGEST FLOWPATH FROM NODE 50.00 TO NODE .61.00 = 6200.00 FEET. ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 135.1 TC(MIN.) = 29.40 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.365 PEAK FLOW RATE(CFS) = 263.72 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_C.DAT TIME /DATE OF STUDY: 16:13 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) 109.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 12.912 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.593 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 2.27 0.20 1.000 98 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 6.93 TOTAL AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) = 6.93 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 15.01 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.295 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.61 0.20 1.000 98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.61 SUBAREA RUNOFF(CFS) = 12.84 EFFECTIVE AREA(ACRES) = 6.88 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 19.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.24 FLOW VELOCITY(FEET /SEC.) = 3.03 DEPTH *VELOCITY(FT *FT /SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*www wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.21 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.02 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 16.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.111 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 4.74 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.74 SUBAREA RUNOFF(CFS) = 12.42 EFFECTIVE AREA(ACRES) = 11.62 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 30.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.10 FLOW VELOCITY(FEET /SEC.) = 4.41 DEPTH *VELOCITY(FT *FT /SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1050.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 63.00 TO NODE 84.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.1200 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 STREET FLOW DEPTH(FEET) = 0.43 17.99 HALFSTREET FLOOD WIDTH(FEET) = 23.16 HALFSTREET FLOOD WIDTH(FEET) = 14.88 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.99 STREET FLOW TRAVEL TIME(MIN.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 17.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.028 SUBAREA LOSS RATE DATA(AMC III): SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 7.90 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 20.11 EFFECTIVE AREA(ACRES) = 19.52 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) _ b 0.20 49.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.21 FLOW VELOCITY(FEET/SEC.) = 9.78 DEPTH *VELOCITY(FT *FT /SEC.) = 4.42 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1500.00 FEET. .+..+..+.. x.. x.. x.. x.. x..+..+..+..+.. x.. x.. x. .x..x..x..x..x..x.. +.. +..x..x.. FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0900 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 104.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: TOTAL AREA(ACRES) = STREET FLOW DEPTH(FEET) = 0.58 TC(MIN.) = 17.99 HALFSTREET FLOOD WIDTH(FEET) = 23.16 63.61 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 10.50 AREA - AVERAGED Fp(INCH /HR) = 0.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 6.05 PEAK FLOW RATE(CFS) = STREET FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 17.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.971 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 34.33 0.20 1.000 96 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 44.09 SUBAREA RUNOFF(CFS) = 109.95 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.6 PEAK FLOW RATE(CFS) = 156.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.23 FLOW VELOCITY(FEET /SEC.) = 11.64 DEPTH *VELOCITY(FT *FT /SEC.) = 7.55 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 63.6 TC(MIN.) = 17.99 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR)= 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 158.62 END OF RATIONAL METHOD ANALYSIS Drainage D ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_D.DAT TIME /DATE OF STUDY: 10:01 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) 83.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.794 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.68.6 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.10 0.20 0.200 91 5.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 5.59 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 5.59 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 STREET FLOW DEPTH(FEET) = 0.46 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 HALFSTREET FLOOD WIDTH(FEET) = 16.60 SUBAREA LOSS RATE DATA(AMC III): AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.31 NATURAL FAIR COVER STREET FLOW TRAVEL TIME(MIN.) = 2.4.6 TC(MIN.) = 8.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.644 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA LOSS RATE DATA(AMC III): TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.68 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.58 0.20 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.58 SUBAREA RUNOFF(CFS) = 18.98 EFFECTIVE AREA(ACRES) = 5.68 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) _ 91 0.04 23.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.80 FLOW VELOCITY(FEET /SEC.) = 3.18 DEPTH *VELOCITY(FT *FT /SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 REPRESENTATIVE CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.096 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 8.61 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.10 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 10.27 SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 30.19 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 14.3 PEAK FLOW RATE(CFS) = 50.92 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.46 FLOW VELOCITY(FEET /SEC.) = 6.75 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 123.00 = 1440.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.3 TC(MIN.) = 10.27 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR)= 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.682 PEAK FLOW RATE(CFS) = 50.92 END OF RATIONAL METHOD ANALYSIS Drainage E ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_E.DAT TIME /DATE OF STUDY: 16:35 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.00 DOWNSTREAM(FEET) 103.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 9.151 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 9.37.6 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.39 0.20 0.200 91 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 9.33 TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 9.33 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 12.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.739 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.83 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.83 SUBAREA RUNOFF(CFS) = 12.75 EFFECTIVE AREA(ACRES) = 6.22 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 20.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 16.87 FLOW VELOCITY(FEET /SEC.) = 3.07 DEPTH *VELOCITY(FT *FT /SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 830.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.74 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 14.33 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.384 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.65 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 10.98 EFFECTIVE AREA(ACRES) = 9.87 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 29.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.76 FLOW VELOCITY(FEET /SEC.) = 3.36 DEPTH *VELOCITY(FT *FT /SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1280.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMA.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0..65 HALFSTREET FLOOD WIDTH(FEET) = 27.15 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.49 STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 15.89 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.189 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.18 0.20 0.100 91 RESIDENTIAL 91 "11+ DWELLINGS /ACRE" D 9.62 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.161 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 44.90 EFFECTIVE AREA(ACRES) = 25.67 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.18 = 0.03 TOTAL AREA(ACRES) = 25.7 PEAK FLOW RATE(CFS) = 72.87 END OF SUBAREA STREET FLOW HYDRAULICS: 111.06 DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 32.16 FLOW VELOCITY(FEET /SEC.) = 4.22 DEPTH *VELOCITY(FT *FT /SEC.) = 3.00 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, = 3.85 AND L = 360.0 FT WITH ELEVATION -DROP = 3.6 FT, IS 66.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 104.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1640.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEE SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 96.36 ' STREET FLOWING FULL "* STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 34.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.64 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.54 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 19.81 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.811 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 16.93 0.20 0.100 91 RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.76 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.109 SUBAREA AREA(ACRES) = 18.69 SUBAREA RUNOFF(CFS) = 46.92 EFFECTIVE AREA(ACRES) = 44.36 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 44.4 PEAK FLOW RATE(CFS) = 111.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 36.25 FLOW VELOCITY(FEET /SEC.) = 4.86 DEPTH *VELOCITY(FT *FT /SEC.) = 3.85 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1090.0 FT WITH ELEVATION -DROP = 10.9 FT, IS 61.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 105.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2730.00 FEET. I . I I . * I . * I . . I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 123.37 * STREET FLOWING FULL** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 37.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.04 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 4.10 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 22.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.639 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.36 0.20 0.200 91 COMMERCIAL D 8.10 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.123 SUBAREA AREA(ACRES) = 10.46 SUBAREA RUNOFF(CFS) = 24.61 EFFECTIVE AREA(ACRES) = 54.82 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 54.8 PEAK FLOW RATE(CFS) = 126.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 37.84 FLOW VELOCITY(FEET /SEC.) = 5.11 DEPTH *VELOCITY(FT *FT /SEC.) = 4.21 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 3430.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(ourb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 135.56 * STREET FLOWING FULL** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIDTH(FEET) = 38.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 4.34 STREET FLOW TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 24.14 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.510 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.09 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 13.54 EFFECTIVE AREA(ACRES) = 60.91 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 60.9 PEAK FLOW RATE(CFS) = 135.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIDTH(FEET) = 38.51 FLOW VELOCITY(FEET /SEC.) = 5.18 DEPTH *VELOCITY(FT *FT /SEC.) = 4.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 4060.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.130 DEPTH OF FLOW IN 114.0 INCH PIPE IS 92.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.20 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 135.96 PIPE TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 26.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 4310.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 26.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.404 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 4.84 0.20 0.100 91 RESIDENTIAL "11+ DWELLINGS /ACRE" D 14.79 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.175 SUBAREA AREA(ACRES) = 19.63 SUBAREA RUNOFF(CFS) = 41.85 EFFECTIVE AREA(ACRES) = 80.54 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 80.5 PEAK FLOW RATE(CFS) = 171.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 470.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.31 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 171.98 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 2.6.63 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 4780.00 FEET. ***************}**}************************** * ** * * *} * *} * *} ** * * * * * * * ** * ** * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 26.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.373 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 16.62 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 16.62 SUBAREA RUNOFF(CFS) = 32.50 EFFECTIVE AREA(ACRES) = 97.16 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 202.26 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 97.2 TC(MIN.) = 26.63 EFFECTIVE AREA(ACRES) = 97.16 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.300 PEAK FLOW RATE(CFS) = 202.26 END OF RATIONAL METHOD ANALYSIS Drainage F ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_F.DAT TIME /DATE OF STUDY: 16:35 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.737 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.80 0.40 0.200 52 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 24.31 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 24.31 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.8 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 24.31 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 7.97 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage G ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_G.DAT TIME /DATE OF STUDY: 16:35 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.110 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.690 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.75 0.40 0.200 52 8.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 7.26 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 7.26 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 EFFECTIVE AREA(ACRES) = 1.75 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 7.26 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 8.11 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage H ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_H.DAT TIME /DATE OF STUDY: 16:35 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) 9.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.187 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.63 0.40 0.200 52 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 3.46 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 3.46 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 680.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.46 PIPE TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 7.20 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 750.00 FEET. FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 7.20 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.019 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.53 0.40 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.200 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 15.69 EFFECTIVE AREA(ACRES) = 4.16 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED AN = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 18.49 FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.68 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.49 PIPE TRAVEL TIME(MIN.) = 0.87 TC(MIN.) = 8.07 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1150.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- MAINLINE Tc(MIN.) = 8.07 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.702 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 2.82 0.40 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 2.82 SUBAREA RUNOFF(CFS) = 11.73 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 29.04 --------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) 8.07 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 29.04 END OF RATIONAL METHOD ANALYSIS Drainage I ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_I.DAT TIME /DATE OF STUDY: 16:36 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.746 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.815 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.47 0.40 0.200 52 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 2.00 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 9.54 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.273 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.58 0.40 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.59 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 = 540.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 9.54 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 3.96 END OF RATIONAL METHOD ANALYSIS Drainage J ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_J.DAT TIME /DATE OF STUDY: 16:36 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.642 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.522 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.55 0.40 0.200 52 8.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 6.20 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW: STREET FLOW DEPTH(FEET) = 0.43 STREET FLOW DEPTH(FEET) = 0.53 13.38 HALFSTREET FLOOD WIDTH(FEET) = 15.12 HALFSTREET FLOOD WIDTH(FEET) = 20.82 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.27 = 0.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.18 1.75 STREET FLOW TRAVEL TIME(MIN.) = 2.44 Tc(MIN.) = 11.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.921 3.520 SUBAREA LOSS RATE DATA(AMC III): SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.46 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.46 SUBAREA RUNOFF(CFS) = 11.96 EFFECTIVE AREA(ACRES) = 5.01 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) _ 52 0.08 17.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.54 FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 11.0 STREET FLOW DEPTH(FEET) = 0.53 13.38 EFFECTIVE AREA(ACRES) = HALFSTREET FLOOD WIDTH(FEET) = 20.82 AREA - AVERAGED Fm(INCH /HR)= 0.06 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.27 = 0.40 AREA - AVERAGED PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.75 34.03 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 13.38 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.520 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.98 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 5.98 SUBAREA RUNOFF(CFS) = 18.51 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) _ 52 0.08 34.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.93 FLOW VELOCITY(FEET /SEC.) = 3.48 DEPTH *VELOCITY(FT *FT /SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1150.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.0 TC(MIN.) = 13.38 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 34.03 END OF RATIONAL METHOD ANALYSIS Drainage K ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X100_K.DAT TIME /DATE OF STUDY: 16:36 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.37.6 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.53 0.40 0.200 52 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 5.92 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 5.92 FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0150 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.29 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 10.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.975 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 4.77 0.40 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 16.72 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 22.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.77 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 227.00 = 660.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.08 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 228.00 = 830.00 FEET. -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- --- - -- -- -- - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 11.17 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 22.08 END OF RATIONAL METHOD ANALYSIS HC 25- YeorStorm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_A.DAT TIME /DATE OF STUDY: 16:13 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.603 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.18 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.1.6 Tc(MIN.) = 11.53 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.007 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET /SEC.) = 1.67 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww* ww* ww* ww*wx*wx*wx*wx*wx*wx*wx*wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 13.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 8.18 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 12.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 15.96 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 14.42 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 25.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.63 FLOW VELOCITY(FEET /SEC.) = 2.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 18.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.28.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 17.11 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 40.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.16 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 58.57 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 20.62 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.163 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 35.55 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 74.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIOTH(FEET) = 35.58 FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY(FT *FT /SEC.) = 2.64 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 56.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. ********************************************* *. ** *** *** *** *** *** *** *** *** *** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.15 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 74.11 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 21.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :*****:***********************************:* ** **: *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.27 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.126 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.81 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 4.99 0.20 1.000 83 COMMERCIAL D 6.24 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.473 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 22.01 EFFECTIVE AREA(ACRES) = 50.57 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 50.6 PEAK FLOW RATE(CFS) = 94.81 ********************************************* ** *** *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 27.66 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 94.81 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2600.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 1180.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.956 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 25.52 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 6.51 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 120.15 171.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.01 = 5.51 AVERAGE FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 3.27 = 2.00 TC(MIN.) = 24.63 SUBAREA AREA(ACRES) = 32.03 SUBAREA RUNOFF(CFS) = 50.63 EFFECTIVE AREA(ACRES) = 82.60 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 82.6 PEAK FLOW RATE(CFS) = 137.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET /SEC.) = 6.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3780.00 FEET. I..I****.**.**********+**.**.**.**+********** *. *I * *I * *I * *I * *I * *I * *I * *I * *I * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.872 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 29.92 0.20 1.000 NATURAL POOR COVER "BARREN" D 14.41 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 171.11 TRAVEL TIME THAN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.51 AVERAGE FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 26.62 SCS ON 83 93 SUBAREA AREA(ACRES) = 44.33 SUBAREA RUNOFF(CFS) = 66.71 EFFECTIVE AREA(ACRES) = 126.93 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 126.9 PEAK FLOW RATE(CFS) = 198.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.29 FLOW VELOCITY(FEET /SEC.) = 5.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4440.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 580.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.810 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 14.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 208.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.95 AVERAGE FLOW DEPTH(FEET) = 1.33 TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 28.25 SUBAREA AREA(ACRES) = 14.64 SUBAREA RUNOFF(CFS) = 21.22 EFFECTIVE AREA(ACRES) = 141.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 141.6 PEAK FLOW RATE(CFS) = 212.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.35 FLOW VELOCITY(FEET /SEC.) = 5.98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 5020.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 213.48 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 39.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.56 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 6.52 STREET FLOW TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 29.22 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.776 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 1.83 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 143.40 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 143.4 PEAK FLOW RATE(CFS) = 212.35 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 39.73 FLOW VELOCITY(FEET /SEC.) = 7.55 DEPTH *VELOCITY(FT *FT /SEC.) = 6.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Is = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.380 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS IT LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 9.53 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 9.53 wxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUEAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.07 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.53 PIPE TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* wwwwwwwxwww* ww* ww*ww*ww*ww*ww*ww*ww*ww*wxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- -- -- -- - _ 11 67 - - ------------------------------------------------ MAINLINE .) * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.986 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 31.84 SUBAREA RUNOFF(CFS) = 83.86 EFFECTIVE AREA(ACRES) = 35.01 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 35.0 PEAK FLOW RATE(CFS) = 92.26 w+ ww+ ww+ ww+ ww+ wwxwwxwwxww+ ww+ ww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxww +ww +ww +wwxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 780.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.586 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 126.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 17.71 AVERAGE FLOW DEPTH(FEET) = 1.89 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 12.40 SUBAREA AREA(ACRES) = 28.25 SUBAREA RUNOFF(CFS) = 67.86 EFFECTIVE AREA(ACRES) = 63.26 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 63.3 PEAK FLOW RATE(CFS) = 156.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.05 FLOW VELOCITY(FEET /SEC.) = 18.68 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1510.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 156.93 PIPE TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 14.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4320.00 FEET. ***}**}**}**}**}**}**}**}**}**}**}**}**}**}** } **} **} * *} * *} * *} * *} * *} * *} **} * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.90 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.600 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 44.48 0.20 1.000 83 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 4.75 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.834 SUBAREA AREA(ACRES) = 55.34 SUBAREA RUNOFF(CFS) = 120.88 EFFECTIVE AREA(ACRES) = 118.60 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 118.6 PEAK FLOW RATE(CFS) = 261.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.77 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 261.59 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 15.20 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4590.00 FEET. ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 15.20 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.570 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 COMMERCIAL A 2.82 0.40 0.100 32 NATURAL FAIR COVER "OPEN BRUSH" A 2.64 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431 SUBAREA AREA(ACRES) = 24.05 SUBAREA RUNOFF(CFS) = 51.91 EFFECTIVE AREA(ACRES) = 142.65 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 142.7 PEAK FLOW RATE(CFS) = 310.34 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 323.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 9.21 AVERAGE FLOW DEPTH(FEET) = 0.95 TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 16.31 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 25.93 EFFECTIVE AREA(ACRES) = 155.06 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 155.1 PEAK FLOW RATE(CFS) = 323.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.95 FLOW VELOCITY(FEET /SEC.) = 9.22 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5200.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THAN SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.299 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.58 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 325.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.72 AVERAGE FLOW DEPTH(FEET) = 0.89 TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 18.52 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 3.2 EFFECTIVE AREA(ACRES) = 156.64 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 156.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 323.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.89 FLOW VELOCITY(FEET /SEC.) = 2.71 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ************:*****************************:* ** * *: * ** * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 323.44 18.52 2.299 0.28( 0.15) 0.54 156.6 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 212.35 29.22 1.776 0.20( 0.15) 0.72 143.4 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 501.23 18.52 2.299 0.25( 0.15) 0.61 247.5 13.00 2 457.00 29.22 1.776 0.24( 0.15) 0.63 300.0 1.00 TOTAL AREA(ACRES) = 300.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 501.23 TC(MIN.) = 18.515 EFFECTIVE AREA(ACRES) = 247.52 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 300.0 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. > xx> xx> xx> xx> xx> xx> xx> xx> xx >xx >xx >xx::x:xx::x:xx:xx +xx:xx+ x x:: x: x x:: x: x x x x xx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 1 ««< xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 16.10 0.20 1.000 83 COMMERCIAL A 1.56 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.631 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 527.46 TRAVEL TIME THOU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.27 AVERAGE FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 21.42 SUBAREA AREA(ACRES) = 29.53 SUBAREA RUNOFF(CFS) = 52.46 EFFECTIVE AREA(ACRES) = 277.05 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 329.6 PEAK FLOW RATE(CFS) = 501.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6130.00 FEET. x+xx+xx+xx+xx+xx+xx+xx+xx+xx+xx + xx + xx + xx + xx + xx + xx + xx + xx+xx+ x x x x x x x x x x x x x x+xx FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.961 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN Sc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.73 0.40 0.100 3 NATURAL FAIR COVER "OPEN BRUSH" D 8.52 0.20 1.000 8 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.848 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 509.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.23 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 3.10 TC(MIN.) - 24.52 SUBAREA AREA(ACRES) = 10.25 SUBAREA RUNOFF(CFS) = 16.5 EFFECTIVE AREA(ACRES) = 287.30 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 339.8 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 501.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6730.00 FEET. x.xx.xxxxxxxxxxx.xxxxx.xx . xx . xxxxxxxxxxxxxxxxx . xxx xxxxxxxxxxxxxxxxxxxx . xxxx FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.863 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C. RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 3 NATURAL FAIR COVER "OPEN BRUSH" D 4.47 0.20 1.000 8 COMMERCIAL A 1.68 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.549 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 508.86 TRAVEL TIME THEE SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 2.33 TC(MIN.) = 26.85 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 15.2 EFFECTIVE AREA(ACRES) = 297.07 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 349.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 501.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 349.6 TC(MIN.) = 26.85 EFFECTIVE AREA(ACRES) = 297.07 AREA - AVERAGED Fm(INCH /HR)= 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.617 PEAK FLOW RATE(CFS) = 501.23 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 501.23 26.85 1.863 0.24( 0.15) 0.62 297.1 13.00 2 457.00 37.87 1.533 0.24( 0.15) 0.63 349.6 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_B.DAT TIME /DATE OF STUDY: 16:14 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.477 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.841 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.86 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 10.44 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.34 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY(FT *FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.12 TC(MIN.) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) 2.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.84 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 1.6.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.443 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 14.74 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 18.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.16 FLOW VELOCITY(FEET /SEC.) = 3.00 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 3.07 TC(MIN.) = 19.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.220 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 31.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET /SEC.) = 3.42 DEPTH *VELOCITY(FT *FT /SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 22.12 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 32.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.54 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY(FT *FT /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 24.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 21.34 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 51.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.07 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 2.49 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 84.11 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.44 PRODUCT OF DEPTHSVELOCITY(FT *FT/SEC.) = 3.27 STREET FLOW TRAVEL TIME(MIN.) = 2.55 TC(MIN.) = 27.29 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 64.38 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 113.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIOTH(FEET) = 36.44 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY(FT *FT /SEC.) = 3.90 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 112.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** * ** * ** * ** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.84 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 113.45 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 28.36 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 28.36 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 18.39 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 129.35 ********************************************* * * * * * * * * * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.34 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 129.35 PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 29.15 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * * * * * * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.15 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 15.82 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.122 SUBAREA AREA(ACRES) = 20.27 SUBAREA RUNOFF(CFS) = 32.00 EFFECTIVE AREA(ACRES) = 101.29 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 101.3 PEAK FLOW RATE(CFS) = 159.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.719 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 20.98 0.20 1.000 NATURAL POOR COVER "BARREN" D 12.82 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 182.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.83 AVERAGE FLOW DEPTH(FEET) = 1.12 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 30.94 SCS ON 83 93 SUBAREA AREA(ACRES) = 33.80 SUBAREA RUNOFF(CFS) = 46.22 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 135.1 PEAK FLOW RATE(CFS) = 200.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET /SEC.) = 9.10 LONGEST FLOWPATH FROM NODE 50.00 TO NODE .61.00 = 6200.00 FEET. ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 135.1 TC(MIN.) = 30.94 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.365 PEAK FLOW RATE(CFS) = 200.17 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_C.DAT TIME /DATE OF STUDY: 16:19 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) 109.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.912 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.819 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 2.27 0.20 1.000 93 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 5.35 TOTAL AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) = 5.35 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 15.15 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.57.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.61 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.61 SUBAREA RUNOFF(CFS) = 9.86 EFFECTIVE AREA(ACRES) = 6.88 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 14.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.37 FLOW VELOCITY(FEET /SEC.) = 2.64 DEPTH *VELOCITY(FT *FT /SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.97 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 16.83 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.427 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 4.74 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.74 SUBAREA RUNOFF(CFS) = 9.50 EFFECTIVE AREA(ACRES) = 11.62 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 23.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH *VELOCITY(FT *FT /SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1050.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 63.00 TO NODE 84.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.1200 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW: STREET FLOW DEPTH(FEET) = 0.40 STREET FLOW DEPTH(FEET) = 0.53 18.31 HALFSTREET FLOOD WIDTH(FEET) = 13.24 HALFSTREET FLOOD WIDTH(FEET) = 20.82 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.80 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.51 = 5.25 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 17.68 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.360 2.314 SUBAREA LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 7.90 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 15.36 EFFECTIVE AREA(ACRES) = 19.52 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) _ 83 0.20 37.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET/SEC.) = 9.17 DEPTH *VELOCITY(FT *FT /SEC.) = 3.86 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1500.00 FEET. FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0900 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 79.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 63.6 STREET FLOW DEPTH(FEET) = 0.53 18.31 EFFECTIVE AREA(ACRES) = HALFSTREET FLOOD WIDTH(FEET) = 20.82 AREA - AVERAGED Fm(INCH /HR)= 0.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.83 AREA - AVERAGED PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 5.25 121.03 STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 18.31 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.314 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 34.33 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 44.09 SUBAREA RUNOFF(CFS) = 83.89 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.6 PEAK FLOW RATE(CFS) = 121.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.57 FLOW VELOCITY(FEET /SEC.) = 10.84 DEPTH *VELOCITY(FT *FT /SEC.) = 6.52 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 63.6 TC(MIN.) = 18.31 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR)= 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 121.03 END OF RATIONAL METHOD ANALYSIS Drainage D ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_D.DAT TIME /DATE OF STUDY: 10:05 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) 83.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 5.794 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.438 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.10 0.20 0.200 75 5.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.35 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 STREET FLOW DEPTH(FEET) = 0.43 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 HALFSTREET FLOOD WIDTH(FEET) = 14.88 SUBAREA LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 1.16 NATURAL FAIR COVER STREET FLOW TRAVEL TIME(MIN.) = 2.59 TC(MIN.) = 8.39 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.600 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA LOSS RATE DATA(AMC II): TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.68 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.58 0.20 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.58 SUBAREA RUNOFF(CFS) = 14.67 EFFECTIVE AREA(ACRES) = 5.68 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) _ 75 0.04 18.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.85 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 REPRESENTATIVE CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 8.61 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.57 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 10.60 SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 22.88 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 14.3 PEAK FLOW RATE(CFS) = 38.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET /SEC.) = 6.12 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 123.00 = 1440.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.3 TC(MIN.) = 10.60 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR)= 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.682 PEAK FLOW RATE(CFS) = 38.79 END OF RATIONAL METHOD ANALYSIS Drainage E ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_E.DAT TIME /DATE OF STUDY: 16:37 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.00 DOWNSTREAM(FEET) 103.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.92.6 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.39 0.20 0.200 75 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 7.28 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 12.22 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.909 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.83 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.83 SUBAREA RUNOFF(CFS) = 9.89 EFFECTIVE AREA(ACRES) = 6.22 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 16.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 830.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 14.67 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.623 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.65 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 8.48 EFFECTIVE AREA(ACRES) = 9.87 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 22.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1280.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0..60 HALFSTREET FLOOD WIDTH(FEET) = 24.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 16.33 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.469 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.18 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 9.62 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.161 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 34.65 EFFECTIVE AREA(ACRES) = 25.67 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 25.7 PEAK FLOW RATE(CFS) = 56.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 27.93 FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY(FT *FT /SEC.) = 2.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1640.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME TIRE SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 74.26 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 32.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.03 STREET FLOW TRAVEL TIME(MIN.) = 4.28 Tc(MIN.) = 20.61 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.164 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 16.93 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.76 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.109 SUBAREA AREA(ACRES) = 18.69 SUBAREA RUNOFF(CFS) = 36.03 EFFECTIVE AREA(ACRES) = 44.36 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 44.4 PEAK FLOW RATE(CFS) = 85.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.57 FLOW VELOCITY(FEET /SEC.) = 4.46 DEPTH *VELOCITY(FT *FT /SEC.) = 3.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2730.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 94.65 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 34.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.50 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 23.13 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.36 0.20 0.200 75 COMMERCIAL D 8.10 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.123 SUBAREA AREA(ACRES) = 10.46 SUBAREA RUNOFF(CFS) = 18.85 EFFECTIVE AREA(ACRES) = 54.82 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 54.8 PEAK FLOW RATE(CFS) = 98.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 34.97 FLOW VELOCITY(FEET /SEC.) = 4.69 DEPTH *VELOCITY(FT *FT /SEC.) = 3.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 3430.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 103.76 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.70 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 25.34 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.925 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.09 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 10.33 EFFECTIVE AREA(ACRES) = 60.91 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 60.9 PEAK FLOW RATE(CFS) = 103.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.52 FLOW VELOCITY(FEET /SEC.) = 4.77 DEPTH *VELOCITY(FT *FT /SEC.) = 3.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 4060.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.130 DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.10 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 103.90 PIPE TRAVEL TIME(MIN.) = 1.98 TC(MIN.) = 27.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 4310.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.32 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.845 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 4.84 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 14.79 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.175 SUBAREA AREA(ACRES) = 19.63 SUBAREA RUNOFF(CFS) = 31.97 EFFECTIVE AREA(ACRES) = 80.54 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.16 TOTAL AREA(ACRES) = 80.5 PEAK FLOW RATE(CFS) = 131.46 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.35 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 131.46 PIPE TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 27.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 4780.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.96 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.821 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap ITS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 16.62 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 16.62 SUBAREA RUNOFF(CFS) = 24.24 EFFECTIVE AREA(ACRES) = 97.16 AREA- AVERAGED Fm(INCH /HR) = 0.06 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.30 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 153.98 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 97.2 TC(MIN.) = 27.96 EFFECTIVE AREA(ACRES) = 97.16 AREA - AVERAGED FM(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.300 PEAK FLOW RATE(CFS) = 153.98 END OF RATIONAL METHOD ANALYSIS Drainage F ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_F.DAT TIME /DATE OF STUDY: 16:37 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.705 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.80 0.40 0.200 32 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 18.92 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 18.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.8 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 18.92 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 7.97 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage G ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_G.DAT TIME /DATE OF STUDY: 16:37 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.110 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.669 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.75 0.40 0.200 32 8.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 5.65 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 5.65 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 EFFECTIVE AREA(ACRES) = 1.75 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 5.65 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 8.11 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage H ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_H.DAT TIME /DATE OF STUDY: 16:37 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) 9.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.824 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.63 0.40 0.200 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.69 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 680.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 750.00 FEET. FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) - 7.37 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.872 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.53 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.200 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 12.05 EFFECTIVE AREA(ACRES) = 4.16 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED AN = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 14.20 FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.20 PIPE TRAVEL TIME(MIN.) = 0.94 TC(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1150.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 8.31 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.618 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 2.82 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 2.82 SUBAREA RUNOFF(CFS) = 8.98 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 22.23 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) 8.31 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 22.23 END OF RATIONAL METHOD ANALYSIS Drainage I ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_I.DAT TIME /DATE OF STUDY: 16:39 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.746 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.765 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.47 0.40 0.200 32 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 1.56 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 9.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.335 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.58 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.53 FLOW VELOCITY(FEET /SEC.) = 2.68 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 = 540.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 9.60 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 3.08 END OF RATIONAL METHOD ANALYSIS Drainage J ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_J.DAT TIME /DATE OF STUDY: 16:39 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.642 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.539 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.55 0.40 0.200 32 8.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 4.83 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW: STREET FLOW DEPTH(FEET) = 0.41 STREET FLOW DEPTH(FEET) = 0.50 13.70 HALFSTREET FLOOD WIDTH(FEET) = 13.63 HALFSTREET FLOOD WIDTH(FEET) = 18.79 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 = 0.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 11.25 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.048 2.726 SUBAREA LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.46 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.46 SUBAREA RUNOFF(CFS) = 9.24 EFFECTIVE AREA(ACRES) = 5.01 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) _ 32 0.08 13.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 2.78 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 11.0 STREET FLOW DEPTH(FEET) = 0.50 13.70 EFFECTIVE AREA(ACRES) = HALFSTREET FLOOD WIDTH(FEET) = 18.79 AREA - AVERAGED Fm(INCH /HR)= 0.06 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 = 0.40 AREA- AVERAGED PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.53 26.18 STREET FLOW TRAVEL TIME(MIN.) = 2.45 TC(MIN.) = 13.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.726 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.98 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 5.98 SUBAREA RUNOFF(CFS) = 14.24 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) _ 32 0.08 26.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.66 FLOW VELOCITY(FEET /SEC.) = 3.27 DEPTH *VELOCITY(FT *FT /SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1150.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.0 TC(MIN.) = 13.70 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA- AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 26.18 END OF RATIONAL METHOD ANALYSIS Drainage K ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_K.DAT TIME /DATE OF STUDY: 16:39 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.42.6 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.53 0.40 0.200 32 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.61 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 4.61 FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0150 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.7.6 TC(MIN.) = 10.91 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.101 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 4.77 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 12.97 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 17.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.05 FLOW VELOCITY(FEET /SEC.) = 3.43 DEPTH *VELOCITY(FT *FT /SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 227.00 = 660.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.13 PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 228.00 = 830.00 FEET. -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- --- - -- -- -- - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 11.29 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 17.13 END OF RATIONAL METHOD ANALYSIS iii. HC 10 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_A.DAT TIME /DATE OF STUDY: 16:29 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.021 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 1.82 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 11.64 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.502 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 2.50 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET /SEC.) = 1.62 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww* ww* ww* ww*wx*wx*wx*wx*wx*wx*wx*wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.86 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.33 TC(MIN.) = 13.97 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.253 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 6.75 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 10.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.37 FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 16.28 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.064 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 11.86 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 21.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.91 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 19.15 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.881 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 14.05 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 33.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.13 FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. .******************************************** ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 47.99 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.61 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.90 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 21.22 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.773 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 29.08 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 60.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIOTH(FEET) = 33.63 FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY(FT *FT /SEC.) = 2.34 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 47.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. ********************************************* *. ** *** *** *** *** *** *** *** *** *** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.42 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 60.59 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :*****:***********************************:* ** **: *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.90 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.741 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.81 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 4.99 0.20 1.000 83 COMMERCIAL D 6.24 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.473 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 17.84 EFFECTIVE AREA(ACRES) = 50.57 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 50.6 PEAK FLOW RATE(CFS) = 77.32 ********************************************* ** *** *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 26.14 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 77.32 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 21.99 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2600.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ------------------------------------------------------------------ CHANNEL LENGTH THAN SUBAREA(FEET) = 1180.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.595 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 25.52 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 6.51 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 97.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.55 AVERAGE FLOW DEPTH(FEET) = 0.68 TRAVEL TIME(MIN.) = 3.54 TC(MIN.) = 25.54 SUBAREA AREA(ACRES) = 32.03 SUBAREA RUNOFF(CFS) = 40.21 EFFECTIVE AREA(ACRES) = 82.60 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 82.6 PEAK FLOW RATE(CFS) = 110.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.74 FLOW VELOCITY(FEET /SEC.) = 5.80 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3780.00 FEET. I..I****.**.**********+**.**.**.**+********** *. *I * *I * *I * *I * *I * *I * *I * *I * *I * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 29.92 0.20 1.000 NATURAL POOR COVER "BARREN" D 14.41 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 137.25 TRAVEL TIME THAN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.09 AVERAGE FLOW DEPTH(FEET) = 1.03 TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 27.70 SCS ON 83 93 SUBAREA AREA(ACRES) = 44.33 SUBAREA RUNOFF(CFS) = 52.75 EFFECTIVE AREA(ACRES) = 126.93 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 126.9 PEAK FLOW RATE(CFS) = 158.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.13 FLOW VELOCITY(FEET /SEC.) = 5.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4440.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 580.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.469 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 14.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.6.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.47 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 1.77 TC(MIN.) = 29.46 SUBAREA AREA(ACRES) = 14.64 SUBAREA RUNOFF(CFS) = 16.72 EFFECTIVE AREA(ACRES) = 141.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 141.6 PEAK FLOW RATE(CFS) = 168.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.17 FLOW VELOCITY(FEET /SEC.) = 5.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 5020.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 169.75 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 37.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 5.71 STREET FLOW TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 30.50 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.440 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 1.83 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 143.40 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 143.4 PEAK FLOW RATE(CFS) = 168.89 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 36.98 FLOW VELOCITY(FEET /SEC.) = 7.06 DEPTH *VELOCITY(FT *FT /SEC.) = 5.69 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Is = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.832 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS IT LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 7.97 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 7.97 wxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUEAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.58 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.97 PIPE TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 11.76 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* wwwww* wxwww* ww* ww*ww*ww*ww*ww*ww*ww*ww*wxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- -- -- -- - _ 11 76 - - ------------------------------------------------ MAINLINE .) * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.487 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 31.84 SUBAREA RUNOFF(CFS) = 69.53 EFFECTIVE AREA(ACRES) = 35.01 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 35.0 PEAK FLOW RATE(CFS) = 76.51 w+ ww+ ww+ ww+ ww+ wwxwwxwwxww+ ww+ ww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxww +ww +ww +wwxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 780.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.398 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.586 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 104.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 16.87 AVERAGE FLOW DEPTH(FEET) = 1.76 TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 12.53 SUBAREA AREA(ACRES) = 28.25 SUBAREA RUNOFF(CFS) = 55.47 EFFECTIVE AREA(ACRES) = 63.26 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 63.3 PEAK FLOW RATE(CFS) = 129.19 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.90 FLOW VELOCITY(FEET /SEC.) = 17.81 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1510.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.45 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 129.19 PIPE TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 15.19 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4320.00 FEET. ***}**}**}**}**}**}**}**}**}**}**}**}**}**}** } * *} * *} * *} * *} * *} * *} * *} * *} **} * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.19 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.147 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 44.48 0.20 1.000 83 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 4.75 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.834 SUBAREA AREA(ACRES) = 55.34 SUBAREA RUNOFF(CFS) = 98.33 EFFECTIVE AREA(ACRES) = 118.60 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 118.6 PEAK FLOW RATE(CFS) = 213.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.86 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 213.25 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 15.52 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4590.00 FEET. ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 15.52 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.121 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 COMMERCIAL A 2.82 0.40 0.100 32 NATURAL FAIR COVER "OPEN BRUSH" A 2.64 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431 SUBAREA AREA(ACRES) = 24.05 SUBAREA RUNOFF(CFS) = 42.19 EFFECTIVE AREA(ACRES) = 142.65 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 142.7 PEAK FLOW RATE(CFS) = 252.68 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.033 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 263.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.52 AVERAGE FLOW DEPTH(FEET) = 0.84 TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 16.71 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 21.04 EFFECTIVE AREA(ACRES) = 155.06 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 155.1 PEAK FLOW RATE(CFS) = 262.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET /SEC.) = 8.49 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5200.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THAN SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.884 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.58 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 263.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.52 AVERAGE FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 19.10 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 2.6 EFFECTIVE AREA(ACRES) = 156.64 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 156.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 262.40 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.78 FLOW VELOCITY(FEET /SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ************:*****************************:* ** * *: * ** * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 262.40 19.10 1.884 0.28( 0.15) 0.54 156.6 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 168.89 30.50 1.440 0.20( 0.15) 0.72 143.4 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 404.39 19.10 1.884 0.25( 0.15) 0.61 246.4 13.00 2 364.14 30.50 1.440 0.24( 0.15) 0.63 300.0 1.00 TOTAL AREA(ACRES) = 300.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 404.39 TC(MIN.) = 19.098 EFFECTIVE AREA(ACRES) = 246.43 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 300.0 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. > xx> xx> xx> xx> xx> xx> xx> xx> xx >xx >xx >xx::x:xx::x:xx:xx +xx:xx+ x x:: x: x x:: x: x x x x xx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 1 ««< xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.726 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 3 "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 32 NATURAL FAIR COVER 8 "OPEN BRUSH" D 16.10 0.20 1.000 83 COMMERCIAL A 1.56 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.631 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 425.42 TRAVEL TIME THOU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.02 AVERAGE FLOW DEPTH(FEET) = 1.04 TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 22.25 _ SUBAREA AREA(ACRES) = 29.53 SUBAREA RUNOFF(CFS) = 42.06 EFFECTIVE AREA(ACRES) = 275.96 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 329.6 PEAK FLOW RATE(CFS) = 404.39 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.01 FLOW VELOCITY(FEET /SEC.) = 2.96 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6130.00 FEET. x+xx+xx+xx+xx+xx+xx+xx+xx+xx+xx + xx + xx + xx + xx + xx + xx + xx + xx+xx+ x x x x x x x x x x x x x x+xx FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.592 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN Sc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C. COMMERCIAL A 1.73 0.40 0.100 3 NATURAL FAIR COVER "OPEN BRUSH" D 8.52 0.20 1.000 8 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.848 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 410.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.97 AVERAGE FLOW DEPTH(FEET) = 1.03 TRAVEL TIME(MIN.) = 3.37 TC(MIN.) - 25.62 SUBAREA AREA(ACRES) = 10.25 SUBAREA RUNOFF(CFS) = 13.0 EFFECTIVE AREA(ACRES) = 286.21 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 339.8 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 404.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.01 FLOW VELOCITY(FEET /SEC.) = 2.96 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6730.00 FEET. x.xx.xxxxxxxxxxxxxxxxx.xx . xx . xxxxxxxxxxxxxxxxx . xxx xxxxxxxxxxxxxxxxxxxx . xxxx FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.508 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C. RESIDENTIAL "Ili DWELLINGS /ACRE" A 3.62 0.40 0.200 3 NATURAL FAIR COVER "OPEN BRUSH" D 4.47 0.20 1.000 8 COMMERCIAL A 1.68 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.549 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 410.46 TRAVEL TIME THEE SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 1.03 TRAVEL TIME(MIN.) = 2.53 TC(MIN.) = 28.15 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 12.1 EFFECTIVE AREA(ACRES) = 295.98 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 349.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 404.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.01 FLOW VELOCITY(FEET /SEC.) = 2.96 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 349.6 TC(MIN.) = 28.15 EFFECTIVE AREA(ACRES) = 295.98 AREA - AVERAGED Fm(INCH /HR)= 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.616 PEAK FLOW RATE(CFS) = 404.39 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 404.39 28.15 1.508 0.24( 0.15) 0.62 296.0 13.00 2 364.14 39.93 1.234 0.24( 0.15) 0.63 349.6 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_B.DAT TIME /DATE OF STUDY: 16:26 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.477 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.224 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.56 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 3.0.6 TC(MIN.) = 10.54 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.648 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 3.22 TC(MIN.) = 13.75 * 10 YEAR RAINFALL INTENSITY(INCH /HR) 2.273 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 3.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 1.6.97 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.016 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCE SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 12.14 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 15.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 FLOW VELOCITY(FEET /SEC.) = 2.68 DEPTH *VELOCITY(FT *FT /SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 3.22 TC(MIN.) = 20.19 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.825 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 12.12 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 26.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.66 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.28 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 22.72 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.705 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 26.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.82 FLOW VELOCITY(FEET /SEC.) = 3.28 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 2.7.6 Tc(MIN.) = 25.48 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.597 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 17.42 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 42.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.04 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ .68.49 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.67 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.12 PRODUCT OF DEPTHSVELOCITY(FT *FT/SEC.) = 2.88 STREET FLOW TRAVEL TIME(MIN.) = 2.75 TC(MIN.) = 28.24 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.505 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 52.21 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 92.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIOTH(FEET) = 34.30 FLOW VELOCITY(FEET /SEC.) = 4.59 DEPTH *VELOCITY(FT *FT /SEC.) = 3.45 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 93.9 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** * ** * ** * ** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 92.13 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 29.36 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.36 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.472 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 14.95 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 105.00 ********************************************* * * * * * * * * * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.78 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 105.00 PIPE TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 30.18 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * * * * * * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 30.18 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.449 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 15.82 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.122 SUBAREA AREA(ACRES) = 20.27 SUBAREA RUNOFF(CFS) = 25.99 EFFECTIVE AREA(ACRES) = 101.29 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 101.3 PEAK FLOW RATE(CFS) = 129.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.399 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 20.98 0.20 1.000 NATURAL POOR COVER "BARREN" D 12.82 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 147.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.25 AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 32.10 SCS ON 83 93 SUBAREA AREA(ACRES) = 33.80 SUBAREA RUNOFF(CFS) = 36.47 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 135.1 PEAK FLOW RATE(CFS) = 161.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.05 FLOW VELOCITY(FEET /SEC.) = 8.48 LONGEST FLOWPATH FROM NODE 50.00 TO NODE .61.00 = 6200.00 FEET. ------------------------------------------ --------------------- --- - - -- - -_ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 135.1 TC(MIN.) = 32.10 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.365 PEAK FLOW RATE(CFS) = 161.20 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_C.DAT TIME /DATE OF STUDY: 16:15 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) 109.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 12.912 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.357 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 2.27 0.20 1.000 93 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 9.91 TOTAL AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) = 9.91 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 15.24 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.143 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.61 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.61 SUBAREA RUNOFF(CFS) = 8.06 EFFECTIVE AREA(ACRES) = 6.88 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 12.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTH *VELOCITY(FT *FT /SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*www wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.77 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 17.01 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.013 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 4.74 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.74 SUBAREA RUNOFF(CFS) = 7.73 EFFECTIVE AREA(ACRES) = 11.62 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 18.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 3.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1050.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 63.00 TO NODE 84.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.1200 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW: STREET FLOW DEPTH(FEET) = 0.38 STREET FLOW DEPTH(FEET) = 0.51 18.57 HALFSTREET FLOOD WIDTH(FEET) = 12.15 HALFSTREET FLOOD WIDTH(FEET) = 19.18 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.16 = 4.71 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 17.91 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.954 1.914 SUBAREA LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 7.90 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 12.47 EFFECTIVE AREA(ACRES) = 19.52 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) _ 83 0.20 30.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 8.76 DEPTH *VELOCITY(FT *FT /SEC.) = 3.49 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1500.00 FEET. FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0900 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 64.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 63.6 STREET FLOW DEPTH(FEET) = 0.51 18.57 EFFECTIVE AREA(ACRES) = HALFSTREET FLOOD WIDTH(FEET) = 19.18 AREA - AVERAGED Fm(INCH /HR)= 0.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.32 AREA - AVERAGED PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 4.71 98.11 STREET FLOW TRAVEL TIME(MIN.) = 0.6.6 Tc(MIN.) = 18.57 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.914 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 34.33 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 44.09 SUBAREA RUNOFF(CFS) = 68.00 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.6 PEAK FLOW RATE(CFS) = 98.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.62 FLOW VELOCITY(FEET /SEC.) = 10.30 DEPTH *VELOCITY(FT *FT /SEC.) = 5.84 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 63.6 TC(MIN.) = 18.57 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR)= 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 98.11 END OF RATIONAL METHOD ANALYSIS Drainage D ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_D.DAT TIME /DATE OF STUDY: 10:05 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) 83.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.794 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.731 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.10 0.20 0.200 75 5.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.65 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 STREET FLOW DEPTH(FEET) = 0.41 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 HALFSTREET FLOOD WIDTH(FEET) = 13.79 SUBAREA LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.06 NATURAL FAIR COVER STREET FLOW TRAVEL TIME(MIN.) = 2.71 TC(MIN.) = 8.50 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.995 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA LOSS RATE DATA(AMC II): TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.45 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.58 0.20 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.58 SUBAREA RUNOFF(CFS) = 12.18 EFFECTIVE AREA(ACRES) = 5.68 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) _ 75 0.04 15.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.52 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 REPRESENTATIVE CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.602 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 8.61 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.22 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 10.86 SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 18.62 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 14.3 PEAK FLOW RATE(CFS) = 31.71 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET /SEC.) = 5.71 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 123.00 = 1440.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.3 TC(MIN.) = 10.86 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR)= 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.682 PEAK FLOW RATE(CFS) = 31.71 END OF RATIONAL METHOD ANALYSIS Drainage E ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_E.DAT TIME /DATE OF STUDY: 16:90 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.00 DOWNSTREAM(FEET) 103.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 9.151 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.871 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.39 0.20 0.200 75 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 6.09 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.02 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 3.19 Tc(MIN.) = 12.34 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.419 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.83 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.83 SUBAREA RUNOFF(CFS) = 8.20 EFFECTIVE AREA(ACRES) = 6.22 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 13.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 830.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 2.56 TC(MIN.) = 14.89 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.172 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.65 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 7.00 EFFECTIVE AREA(ACRES) = 9.87 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 18.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.16 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.46 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 16.63 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.039 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.18 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 9.62 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.161 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 28.54 EFFECTIVE AREA(ACRES) = 25.67 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 25.7 PEAK FLOW RATE(CFS) = 46.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 25.90 FLOW VELOCITY(FEET /SEC.) = 3.74 DEPTH *VELOCITY(FT *FT /SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1640.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME TIRE SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 61.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 29.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.02 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.72 STREET FLOW TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 21.15 * 10 YEAR RAINFALL INTENSITY(INCH /HFO = 1.777 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 16.93 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.76 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.109 SUBAREA AREA(ACRES) = 18.69 SUBAREA RUNOFF(CFS) = 29.52 EFFECTIVE AREA(ACRES) = 44.36 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 44.4 PEAK FLOW RATE(CFS) = 69.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.80 FLOW VELOCITY(FEET /SEC.) = 4.16 DEPTH *VELOCITY(FT *FT /SEC.) = 2.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2730.00 FEET. ******************************************** ** * ** * ** * ** * * * * ** * * ** ** * ** * ** ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 77.45 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 32.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.31 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.11 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 23.85 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.36 0.20 0.200 75 COMMERCIAL D 8.10 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.123 SUBAREA AREA(ACRES) = 10.46 SUBAREA RUNOFF(CFS) = 15.38 EFFECTIVE AREA(ACRES) = 54.82 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 54.8 PEAK FLOW RATE(CFS) = 80.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.02 FLOW VELOCITY(FEET /SEC.) = 4.38 DEPTH *VELOCITY(FT *FT /SEC.) = 3.18 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 3430.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 84.60 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 3.28 STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 26.21 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.571 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.09 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 8.39 EFFECTIVE AREA(ACRES) = 60.91 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 60.9 PEAK FLOW RATE(CFS) = 84.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIOTH(FEET) = 33.51 FLOW VELOCITY(FEET /SEC.) = 4.44 DEPTH *VELOCITY(FT *FT /SEC.) = 3.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 4060.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.130 DEPTH OF FLOW IN 96.0 INCH PIPE IS 76.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.96 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 84.49 PIPE TRAVEL TIME(MIN.) = 2.12 TC(MIN.) = 28.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 4310.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 28.34 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.502 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 4.84 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 14.79 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.175 SUBAREA AREA(ACRES) = 19.63 SUBAREA RUNOFF(CFS) = 25.92 EFFECTIVE AREA(ACRES) = 80.54 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.16 TOTAL AREA(ACRES) = 80.5 PEAK FLOW RATE(CFS) = 106.66 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.80 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 106.66 PIPE TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 29.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 4780.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 --------------------------------------------------------------------- - - - - -- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.483 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 16.62 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 16.62 SUBAREA RUNOFF(CFS) = 19.19 EFFECTIVE AREA(ACRES) = 97.16 AREA- AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 124.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 97.2 TC(MIN.) = 29.00 EFFECTIVE AREA(ACRES) = 97.16 AREA- AVERAGED FM(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.300 PEAK FLOW RATE(CFS) = 124.41 END OF RATIONAL METHOD ANALYSIS Drainage F ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_F.DAT TIME /DATE OF STUDY: 16:41 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.108 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.80 0.40 0.200 32 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 15.81 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 15.81 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.8 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 15.81 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 7.97 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage G ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_G.DAT TIME /DATE OF STUDY: 16:41 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.110 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.077 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.75 0.40 0.200 32 8.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.72 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 4.72 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 EFFECTIVE AREA(ACRES) = 1.75 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 4.72 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 8.11 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage H ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_H.DAT TIME /DATE OF STUDY: 16:41 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) 9.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.060 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.63 0.40 0.200 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.26 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 680.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.61 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.26 PIPE TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 7.46 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 750.00 FEET. FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 7.46 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.228 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.53 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.200 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 10.00 EFFECTIVE AREA(ACRES) = 4.16 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED AN = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 11.79 FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.92 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.79 PIPE TRAVEL TIME(MIN.) = 0.96 TC(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1150.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 8.42 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.011 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 2.82 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 2.82 SUBAREA RUNOFF(CFS) = 7.44 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 18.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) 8.42 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 18.41 END OF RATIONAL METHOD ANALYSIS Drainage I ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_I.DAT TIME /DATE OF STUDY: 16:42 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.746 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.159 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.47 0.40 0.200 32 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 1.30 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 1.89 TC(MIN.) = 9.64 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.788 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.58 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.72 FLOW VELOCITY(FEET /SEC.) = 2.63 DEPTH *VELOCITY(FT *FT /SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 = 540.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 9.64 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 2.56 END OF RATIONAL METHOD ANALYSIS Drainage J ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_J.DAT TIME /DATE OF STUDY: 16:42 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.642 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.967 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.55 0.40 0.200 32 8.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.03 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 4.03 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: TOTAL AREA(ACRES) = STREET FLOW DEPTH(FEET) = 0.39 TC(MIN.) = 13.91 HALFSTREET FLOOD WIDTH(FEET) = 12.54 10.99 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 AREA - AVERAGED Fp(INCH /HR) = 0.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.95 PEAK FLOW RATE(CFS) = STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 11.35 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.538 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.46 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.46 SUBAREA RUNOFF(CFS) = 7.65 EFFECTIVE AREA(ACRES) = 5.01 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) _ 32 0.08 11.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.57 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 13.91 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.259 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.98 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 5.98 SUBAREA RUNOFF(CFS) = 11.73 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 21.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.10 FLOW VELOCITY(FEET /SEC.) = 3.12 DEPTH *VELOCITY(FT *FT /SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1150.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.0 TC(MIN.) = 13.91 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA- AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 21.55 END OF RATIONAL METHOD ANALYSIS Drainage K ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X010_K.DAT TIME /DATE OF STUDY: 16:42 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.871 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.53 0.40 0.200 32 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 3.84 FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0150 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.84 TC(MIN.) = 10.99 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.585 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 4.77 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 10.75 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 14.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.80 FLOW VELOCITY(FEET /SEC.) = 3.30 DEPTH *VELOCITY(FT *FT /SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 227.00 = 660.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxwx FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.20 PIPE TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 11.39 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 228.00 = 830.00 FEET. -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- --- - -- -- -- - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 11.39 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 14.20 END OF RATIONAL METHOD ANALYSIS b) Expected Value (50% Confidence) Events EV 100 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_A.DAT TIME /DATE OF STUDY: 16:13 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.603 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.18 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.1.6 Tc(MIN.) = 11.53 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.007 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET /SEC.) = 1.67 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww* ww* ww* ww*wx*wx*wx*wx*wx*wx*wx*wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 13.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 8.18 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 12.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 15.96 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 14.42 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 25.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.63 FLOW VELOCITY(FEET /SEC.) = 2.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 18.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.28.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 17.11 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 40.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.16 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 58.57 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 20.62 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.163 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 35.55 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 74.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIOTH(FEET) = 35.58 FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY(FT *FT /SEC.) = 2.64 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 56.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. ********************************************* *. ** *** *** *** *** *** *** *** *** *** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.15 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 74.11 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 21.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :*****:***********************************:* ** **: *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.27 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.126 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.81 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 4.99 0.20 1.000 83 COMMERCIAL D 6.24 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.473 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 22.01 EFFECTIVE AREA(ACRES) = 50.57 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 50.6 PEAK FLOW RATE(CFS) = 94.81 ********************************************* ** *** *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 27.66 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 94.81 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2600.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 1180.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.956 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 25.52 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 6.51 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 120.15 171.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.01 = 5.51 AVERAGE FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 3.27 = 2.00 TC(MIN.) = 24.63 SUBAREA AREA(ACRES) = 32.03 SUBAREA RUNOFF(CFS) = 50.63 EFFECTIVE AREA(ACRES) = 82.60 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 82.6 PEAK FLOW RATE(CFS) = 137.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET /SEC.) = 6.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3780.00 FEET. I..I****.**.**********+**.**.**.**+********** *. *I * *I * *I * *I * *I * *I * *I * *I * *I * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.872 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 29.92 0.20 1.000 NATURAL POOR COVER "BARREN" D 14.41 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 171.11 TRAVEL TIME THAN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.51 AVERAGE FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 26.62 SCS ON 83 93 SUBAREA AREA(ACRES) = 44.33 SUBAREA RUNOFF(CFS) = 66.71 EFFECTIVE AREA(ACRES) = 126.93 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 126.9 PEAK FLOW RATE(CFS) = 198.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.29 FLOW VELOCITY(FEET /SEC.) = 5.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4440.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 580.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.810 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 14.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 208.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.95 AVERAGE FLOW DEPTH(FEET) = 1.33 TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 28.25 SUBAREA AREA(ACRES) = 14.64 SUBAREA RUNOFF(CFS) = 21.22 EFFECTIVE AREA(ACRES) = 141.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 141.6 PEAK FLOW RATE(CFS) = 212.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.35 FLOW VELOCITY(FEET /SEC.) = 5.98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 5020.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 213.48 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 39.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.56 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 6.52 STREET FLOW TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 29.22 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.776 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 1.83 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 143.40 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 143.4 PEAK FLOW RATE(CFS) = 212.35 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIDTH(FEET) = 39.73 FLOW VELOCITY(FEET /SEC.) = 7.55 DEPTH *VELOCITY(FT *FT /SEC.) = 6.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Is = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.380 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS IT LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 9.53 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 9.53 wxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUEAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.07 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.53 PIPE TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* wwwwwwwxwww* ww* ww*ww*ww*ww*ww*ww*ww*ww*wxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- -- -- -- - _ 11 67 - - ------------------------------------------------ MAINLINE .) * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.986 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 31.84 SUBAREA RUNOFF(CFS) = 83.86 EFFECTIVE AREA(ACRES) = 35.01 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 35.0 PEAK FLOW RATE(CFS) = 92.26 w+ ww+ ww+ ww+ ww+ wwxwwxwwxww+ ww+ ww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxww +ww +ww +wwxwwxww FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 780.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.586 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 126.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 17.71 AVERAGE FLOW DEPTH(FEET) = 1.89 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 12.40 SUBAREA AREA(ACRES) = 28.25 SUBAREA RUNOFF(CFS) = 67.86 EFFECTIVE AREA(ACRES) = 63.26 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 63.3 PEAK FLOW RATE(CFS) = 156.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.05 FLOW VELOCITY(FEET /SEC.) = 18.68 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1510.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 156.93 PIPE TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 14.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4320.00 FEET. ***}**}**}**}**}**}**}**}**}**}**}**}**}**}** } **} **} * *} * *} * *} * *} * *} * *} **} * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.90 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.600 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 44.48 0.20 1.000 83 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 4.75 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.834 SUBAREA AREA(ACRES) = 55.34 SUBAREA RUNOFF(CFS) = 120.88 EFFECTIVE AREA(ACRES) = 118.60 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 118.6 PEAK FLOW RATE(CFS) = 261.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.77 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 261.59 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 15.20 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4590.00 FEET. ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 15.20 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.570 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 COMMERCIAL A 2.82 0.40 0.100 32 NATURAL FAIR COVER "OPEN BRUSH" A 2.64 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431 SUBAREA AREA(ACRES) = 24.05 SUBAREA RUNOFF(CFS) = 51.91 EFFECTIVE AREA(ACRES) = 142.65 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 142.7 PEAK FLOW RATE(CFS) = 310.34 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 323.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 9.21 AVERAGE FLOW DEPTH(FEET) = 0.95 TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 16.31 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 25.93 EFFECTIVE AREA(ACRES) = 155.06 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 155.1 PEAK FLOW RATE(CFS) = 323.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.95 FLOW VELOCITY(FEET /SEC.) = 9.22 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5200.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THAN SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.299 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.58 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 325.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.72 AVERAGE FLOW DEPTH(FEET) = 0.89 TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 18.52 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 3.2 EFFECTIVE AREA(ACRES) = 156.64 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 156.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 323.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.89 FLOW VELOCITY(FEET /SEC.) = 2.71 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ************:*****************************:* ** * *: * ** * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 323.44 18.52 2.299 0.28( 0.15) 0.54 156.6 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 212.35 29.22 1.776 0.20( 0.15) 0.72 143.4 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 501.23 18.52 2.299 0.25( 0.15) 0.61 247.5 13.00 2 457.00 29.22 1.776 0.24( 0.15) 0.63 300.0 1.00 TOTAL AREA(ACRES) = 300.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 501.23 TC(MIN.) = 18.515 EFFECTIVE AREA(ACRES) = 247.52 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 300.0 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. > xx> xx> xx> xx> xx> xx> xx> xx> xx >xx >xx >xx::x:xx::x:xx:xx +xx:xx+ x x:: x: x x:: x: x x x x xx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 1 ««< xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 16.10 0.20 1.000 83 COMMERCIAL A 1.56 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.631 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 527.46 TRAVEL TIME THOU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.27 AVERAGE FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 21.42 SUBAREA AREA(ACRES) = 29.53 SUBAREA RUNOFF(CFS) = 52.46 EFFECTIVE AREA(ACRES) = 277.05 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 329.6 PEAK FLOW RATE(CFS) = 501.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6130.00 FEET. x+xx+xx+xx+xx+xx+xx+xx+xx+xx+xx + xx + xx + xx + xx + xx + xx + xx + xx+xx+ x x x x x x x x x x x x x x+xx FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.961 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN Sc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.73 0.40 0.100 3 NATURAL FAIR COVER "OPEN BRUSH" D 8.52 0.20 1.000 8 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.848 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 509.48 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.23 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 3.10 TC(MIN.) - 24.52 SUBAREA AREA(ACRES) = 10.25 SUBAREA RUNOFF(CFS) = 16.5 EFFECTIVE AREA(ACRES) = 287.30 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 339.8 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 501.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6730.00 FEET. x.xx.xxxxxxxxxxx.xxxxx.xx . xx . xxxxxxxxxxxxxxxxx . xxx xxxxxxxxxxxxxxxxxxxx . xxxx FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.863 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C. RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 3 NATURAL FAIR COVER "OPEN BRUSH" D 4.47 0.20 1.000 8 COMMERCIAL A 1.68 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.549 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 508.86 TRAVEL TIME THEE SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 2.33 TC(MIN.) = 26.85 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 15.2 EFFECTIVE AREA(ACRES) = 297.07 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 349.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 501.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 349.6 TC(MIN.) = 26.85 EFFECTIVE AREA(ACRES) = 297.07 AREA - AVERAGED Fm(INCH /HR)= 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.617 PEAK FLOW RATE(CFS) = 501.23 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 501.23 26.85 1.863 0.24( 0.15) 0.62 297.1 13.00 2 457.00 37.87 1.533 0.24( 0.15) 0.63 349.6 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_B.DAT TIME /DATE OF STUDY: 16:14 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.477 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.841 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.86 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 10.44 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.34 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY(FT *FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.12 TC(MIN.) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) 2.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.84 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 1.6.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.443 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 14.74 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 18.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.16 FLOW VELOCITY(FEET /SEC.) = 3.00 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 3.07 TC(MIN.) = 19.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.220 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 31.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET /SEC.) = 3.42 DEPTH *VELOCITY(FT *FT /SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 22.12 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 32.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.54 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY(FT *FT /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 24.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 21.34 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 51.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.07 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 2.49 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 84.11 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.44 PRODUCT OF DEPTHSVELOCITY(FT *FT/SEC.) = 3.27 STREET FLOW TRAVEL TIME(MIN.) = 2.55 TC(MIN.) = 27.29 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 64.38 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 113.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIOTH(FEET) = 36.44 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY(FT *FT /SEC.) = 3.90 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 112.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** * ** * ** * ** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.84 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 113.45 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 28.36 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 28.36 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 18.39 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 129.35 ********************************************* * * * * * * * * * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.34 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 129.35 PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 29.15 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * * * * * * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.15 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 15.82 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.122 SUBAREA AREA(ACRES) = 20.27 SUBAREA RUNOFF(CFS) = 32.00 EFFECTIVE AREA(ACRES) = 101.29 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 101.3 PEAK FLOW RATE(CFS) = 159.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.719 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 20.98 0.20 1.000 NATURAL POOR COVER "BARREN" D 12.82 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 182.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.83 AVERAGE FLOW DEPTH(FEET) = 1.12 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 30.94 SCS ON 83 93 SUBAREA AREA(ACRES) = 33.80 SUBAREA RUNOFF(CFS) = 46.22 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 135.1 PEAK FLOW RATE(CFS) = 200.17 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET /SEC.) = 9.10 LONGEST FLOWPATH FROM NODE 50.00 TO NODE .61.00 = 6200.00 FEET. ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 135.1 TC(MIN.) = 30.94 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.365 PEAK FLOW RATE(CFS) = 200.17 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_C.DAT TIME /DATE OF STUDY: 16:19 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) 109.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.912 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.819 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 2.27 0.20 1.000 93 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 5.35 TOTAL AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) = 5.35 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 15.15 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.57.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.61 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.61 SUBAREA RUNOFF(CFS) = 9.86 EFFECTIVE AREA(ACRES) = 6.88 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 14.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.37 FLOW VELOCITY(FEET /SEC.) = 2.64 DEPTH *VELOCITY(FT *FT /SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.97 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 16.83 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.427 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 4.74 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.74 SUBAREA RUNOFF(CFS) = 9.50 EFFECTIVE AREA(ACRES) = 11.62 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 23.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH *VELOCITY(FT *FT /SEC.) = 1.94 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1050.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 63.00 TO NODE 84.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.1200 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW: STREET FLOW DEPTH(FEET) = 0.40 STREET FLOW DEPTH(FEET) = 0.53 18.31 HALFSTREET FLOOD WIDTH(FEET) = 13.24 HALFSTREET FLOOD WIDTH(FEET) = 20.82 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.80 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.51 = 5.25 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 17.68 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.360 2.314 SUBAREA LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 7.90 0.20 1.000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 15.36 EFFECTIVE AREA(ACRES) = 19.52 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) _ 83 0.20 37.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET/SEC.) = 9.17 DEPTH *VELOCITY(FT *FT /SEC.) = 3.86 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1500.00 FEET. FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0900 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 79.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 63.6 STREET FLOW DEPTH(FEET) = 0.53 18.31 EFFECTIVE AREA(ACRES) = HALFSTREET FLOOD WIDTH(FEET) = 20.82 AREA - AVERAGED Fm(INCH /HR)= 0.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.83 AREA - AVERAGED PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 5.25 121.03 STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 18.31 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.314 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 34.33 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 44.09 SUBAREA RUNOFF(CFS) = 83.89 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.6 PEAK FLOW RATE(CFS) = 121.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.57 FLOW VELOCITY(FEET /SEC.) = 10.84 DEPTH *VELOCITY(FT *FT /SEC.) = 6.52 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 63.6 TC(MIN.) = 18.31 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR)= 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 121.03 END OF RATIONAL METHOD ANALYSIS Drainage D ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_D.DAT TIME /DATE OF STUDY: 10:05 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) 83.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 5.794 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.438 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.10 0.20 0.200 75 5.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.35 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 STREET FLOW DEPTH(FEET) = 0.43 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 HALFSTREET FLOOD WIDTH(FEET) = 14.88 SUBAREA LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 1.16 NATURAL FAIR COVER STREET FLOW TRAVEL TIME(MIN.) = 2.59 TC(MIN.) = 8.39 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.600 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA LOSS RATE DATA(AMC II): TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.68 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.58 0.20 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.58 SUBAREA RUNOFF(CFS) = 14.67 EFFECTIVE AREA(ACRES) = 5.68 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) _ 75 0.04 18.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.85 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 REPRESENTATIVE CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 8.61 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.57 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 10.60 SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 22.88 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 14.3 PEAK FLOW RATE(CFS) = 38.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET /SEC.) = 6.12 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 123.00 = 1440.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.3 TC(MIN.) = 10.60 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR)= 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.682 PEAK FLOW RATE(CFS) = 38.79 END OF RATIONAL METHOD ANALYSIS Drainage E ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_E.DAT TIME /DATE OF STUDY: 16:37 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.00 DOWNSTREAM(FEET) 103.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.92.6 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.39 0.20 0.200 75 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 7.28 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 12.22 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.909 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.83 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.83 SUBAREA RUNOFF(CFS) = 9.89 EFFECTIVE AREA(ACRES) = 6.22 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 16.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 830.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 14.67 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.623 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.65 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 8.48 EFFECTIVE AREA(ACRES) = 9.87 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 22.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 FLOW VELOCITY(FEET/SEC.) = 3.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1280.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0..60 HALFSTREET FLOOD WIDTH(FEET) = 24.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.18 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 16.33 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.469 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.18 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 9.62 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.161 SUBAREA AREA(ACRES) = 15.60 SUBAREA RUNOFF(CFS) = 34.65 EFFECTIVE AREA(ACRES) = 25.67 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 25.7 PEAK FLOW RATE(CFS) = 56.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 27.93 FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY(FT *FT /SEC.) = 2.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1640.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME TIRE SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 74.26 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 32.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.03 STREET FLOW TRAVEL TIME(MIN.) = 4.28 Tc(MIN.) = 20.61 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.164 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 16.93 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.76 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.109 SUBAREA AREA(ACRES) = 18.69 SUBAREA RUNOFF(CFS) = 36.03 EFFECTIVE AREA(ACRES) = 44.36 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 44.4 PEAK FLOW RATE(CFS) = 85.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.57 FLOW VELOCITY(FEET /SEC.) = 4.46 DEPTH *VELOCITY(FT *FT /SEC.) = 3.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2730.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 94.65 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 34.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.50 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 23.13 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.36 0.20 0.200 75 COMMERCIAL D 8.10 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.123 SUBAREA AREA(ACRES) = 10.46 SUBAREA RUNOFF(CFS) = 18.85 EFFECTIVE AREA(ACRES) = 54.82 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 54.8 PEAK FLOW RATE(CFS) = 98.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 34.97 FLOW VELOCITY(FEET /SEC.) = 4.69 DEPTH *VELOCITY(FT *FT /SEC.) = 3.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 3430.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 103.76 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.70 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 25.34 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.925 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.09 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 10.33 EFFECTIVE AREA(ACRES) = 60.91 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 60.9 PEAK FLOW RATE(CFS) = 103.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.52 FLOW VELOCITY(FEET /SEC.) = 4.77 DEPTH *VELOCITY(FT *FT /SEC.) = 3.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 4060.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.130 DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.10 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 103.90 PIPE TRAVEL TIME(MIN.) = 1.98 TC(MIN.) = 27.32 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 4310.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.32 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.845 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 4.84 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 14.79 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.175 SUBAREA AREA(ACRES) = 19.63 SUBAREA RUNOFF(CFS) = 31.97 EFFECTIVE AREA(ACRES) = 80.54 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.16 TOTAL AREA(ACRES) = 80.5 PEAK FLOW RATE(CFS) = 131.46 FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.35 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 131.46 PIPE TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 27.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 4780.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.96 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.821 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap ITS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 16.62 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 16.62 SUBAREA RUNOFF(CFS) = 24.24 EFFECTIVE AREA(ACRES) = 97.16 AREA- AVERAGED Fm(INCH /HR) = 0.06 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.30 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 153.98 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 97.2 TC(MIN.) = 27.96 EFFECTIVE AREA(ACRES) = 97.16 AREA - AVERAGED FM(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.300 PEAK FLOW RATE(CFS) = 153.98 END OF RATIONAL METHOD ANALYSIS Drainage F ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_F.DAT TIME /DATE OF STUDY: 16:37 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.705 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.80 0.40 0.200 32 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 18.92 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 18.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.8 EFFECTIVE AREA(ACRES) = 5.80 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 18.92 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 7.97 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage G ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_G.DAT TIME /DATE OF STUDY: 16:37 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.110 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.669 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.75 0.40 0.200 32 8.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 5.65 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 5.65 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 EFFECTIVE AREA(ACRES) = 1.75 AREA - AVERAGED Fp(INCH /HR) = 0.40 PEAK FLOW RATE(CFS) = 5.65 END OF RATIONAL METHOD ANALYSIS TC(MIN.) = 8.11 AREA- AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Ap = 0.200 Drainage H ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_H.DAT TIME /DATE OF STUDY: 16:37 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) 9.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.824 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.63 0.40 0.200 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.69 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 680.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 750.00 FEET. FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) - 7.37 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.872 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.53 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.200 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 12.05 EFFECTIVE AREA(ACRES) = 4.16 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED AN = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 14.20 FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.20 PIPE TRAVEL TIME(MIN.) = 0.94 TC(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1150.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 8.31 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.618 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 2.82 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 2.82 SUBAREA RUNOFF(CFS) = 8.98 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 22.23 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) 8.31 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 22.23 END OF RATIONAL METHOD ANALYSIS Drainage I ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_I.DAT TIME /DATE OF STUDY: 16:39 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.746 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.765 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.47 0.40 0.200 32 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 1.56 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = 9.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.335 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.58 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.53 FLOW VELOCITY(FEET /SEC.) = 2.68 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 = 540.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 9.60 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 3.08 END OF RATIONAL METHOD ANALYSIS Drainage J ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_J.DAT TIME /DATE OF STUDY: 16:39 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) 6.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.642 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.539 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.55 0.40 0.200 32 8.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 4.83 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW: STREET FLOW DEPTH(FEET) = 0.41 STREET FLOW DEPTH(FEET) = 0.50 13.70 HALFSTREET FLOOD WIDTH(FEET) = 13.63 HALFSTREET FLOOD WIDTH(FEET) = 18.79 AREA - AVERAGED AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 = 0.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.04 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = 11.25 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.048 2.726 SUBAREA LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.46 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.46 SUBAREA RUNOFF(CFS) = 9.24 EFFECTIVE AREA(ACRES) = 5.01 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) _ 32 0.08 13.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 2.78 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 700.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 11.0 STREET FLOW DEPTH(FEET) = 0.50 13.70 EFFECTIVE AREA(ACRES) = HALFSTREET FLOOD WIDTH(FEET) = 18.79 AREA - AVERAGED Fm(INCH /HR)= 0.06 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 = 0.40 AREA- AVERAGED PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.53 26.18 STREET FLOW TRAVEL TIME(MIN.) = 2.45 TC(MIN.) = 13.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.726 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.98 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 5.98 SUBAREA RUNOFF(CFS) = 14.24 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) _ 32 0.08 26.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.66 FLOW VELOCITY(FEET /SEC.) = 3.27 DEPTH *VELOCITY(FT *FT /SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1150.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.0 TC(MIN.) = 13.70 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA- AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 26.18 END OF RATIONAL METHOD ANALYSIS Drainage K ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X025_K.DAT TIME /DATE OF STUDY: 16:39 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) 5.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.42.6 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.53 0.40 0.200 32 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 4.61 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 4.61 FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0150 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.7.6 TC(MIN.) = 10.91 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.101 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 4.77 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 12.97 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 17.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.05 FLOW VELOCITY(FEET /SEC.) = 3.43 DEPTH *VELOCITY(FT *FT /SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 227.00 = 660.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.13 PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 228.00 = 830.00 FEET. -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- --- - -- -- -- - END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 11.29 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 17.13 END OF RATIONAL METHOD ANALYSIS EV 2 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_A.DAT TIME /DATE OF STUDY: 16:16 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 240.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.372 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.180 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 0.70 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.33 STREET FLOW TRAVEL TIME(MIN.) = 3.86 Tc(MIN.) = 12.24 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.949 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 0.92 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 1.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.34 FLOW VELOCITY(FEET /SEC.) = 1.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0.37 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 15.1.6 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.839 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 2.44 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 3.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.51 FLOW VELOCITY(FEET /SEC.) = 1.58 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. ********************************************* ** *** *** *** *** *** *** *** * ** * ** ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 18.11 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.758 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 4.21 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 7.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.34 FLOW VELOCITY(FEET /SEC.) = 1.86 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 21.78 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.682 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 11.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Seetion(eurb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 24.45 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.638 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 10.25 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AD = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 21.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.84 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. x.* x** x** x** x** x** x** x** x** x** x** x** x** x** x** x * *x. *x. *x. *x. *x. *x * *x. *x. *x. *x FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.21 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 25.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :*****:** x* xx* xx* xx* xx* xx* xx* xx* xx* xx******* ** *** *** *xx *xx *xx *xx *xx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 25.36 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.625 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.81 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 4.99 0.20 1.000 83 COMMERCIAL D 6.24 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.473 SUBAREA AREA(ACRES) = 12.04 SUBAREA RUNOFF(CFS) = 5.74 EFFECTIVE AREA(ACRES) = 50.57 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED AN = 0.21 TOTAL AREA(ACRES) = 50.6 PEAK FLOW RATE(CFS) = 26.50 xx* xx* xx* xx* xx* xx* xx* x** x** x** xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xxxxxxx FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.50 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 25.48 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2600.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ------------------------------------------------------------------ CHANNEL LENGTH THAN SUBAREA(FEET) = 1180.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.557 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 25.52 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 6.51 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.59 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 5.48 Tc(MIN.) = 30.95 SUBAREA AREA(ACRES) = 32.03 SUBAREA RUNOFF(CFS) = 10.29 EFFECTIVE AREA(ACRES) = 82.60 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 82.6 PEAK FLOW RATE(CFS) = 33.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET /SEC.) = 3.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3780.00 FEET. *.******************************************* * *** *** * ** * ** * ** *** *** *** *** *** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.524 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 29.92 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 14.41 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.20 TRAVEL TIME THAN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.20 AVERAGE FLOW DEPTH(FEET) = 0.49 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 34.39 SUBAREA AREA(ACRES) = 44.33 SUBAREA RUNOFF(CFS) = 12.94 EFFECTIVE AREA(ACRES) = 126.93 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 126.9 PEAK FLOW RATE(CFS) = 44.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET /SEC.) = 3.31 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4440.00 FEET. ********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THOU SUBAREA(FEET) = 580.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 14.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.6.21 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.3.6 AVERAGE FLOW DEPTH(FEET) = 0.54 TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 37.27 SUBAREA AREA(ACRES) = 14.64 SUBAREA RUNOFF(CFS) = 3.96 EFFECTIVE AREA(ACRES) = 141.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 141.6 PEAK FLOW RATE(CFS) = 45.49 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET /SEC.) = 3.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 5020.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEEREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 45.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.73 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 38.79 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.489 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) COS NATURAL FAIR COVER "OPEN BRUSH" A 1.83 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 0.15 EFFECTIVE AREA(ACRES) = 143.40 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 143.4 PEAK FLOW RATE(CFS) = 45.49 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.46 FLOW VELOCITY(FEET /SEC.) = 4.84 DEPTH *VELOCITY(FT *FT /SEC.) = 2.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Is = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.106 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 3.04 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.94 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.04 PIPE TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. *.**.**.**.**.**.**.**.*****.**************** *. * *. * *. * * ** * * * * * * *. * *. * * * * *. ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.47 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.939 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 31.84 SUBAREA RUNOFF(CFS) = 25.18 EFFECTIVE AREA(ACRES) = 35.01 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 35.0 PEAK FLOW RATE(CFS) = 27.75 ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.898 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.586 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 12.96 AVERAGE FLOW DEPTH(FEET) = 1.19 TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 13.47 SUBAREA AREA(ACRES) = 28.25 SUBAREA RUNOFF(CFS) = 17.34 EFFECTIVE AREA(ACRES) = 63.26 AREA- AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 63.3 PEAK FLOW RATE(CFS) = 43.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.27 FLOW VELOCITY(FEET /SEC.) = 13.59 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1510.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.21 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 43.80 PIPE TRAVEL TIME(MIN.) = 3.49 Tc(MIN.) = 1.6.9.6 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4320.00 FEET. ***}**}**}**}**}**}**}**}**,***}**}**}**}**}** } * *} * *} * *} * *} * *} * *} * *} * *} * *} *** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 16.96 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.787 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 44.48 0.20 1.000 83 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 4.75 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.834 SUBAREA AREA(ACRES) = 55.34 SUBAREA RUNOFF(CFS) = 30.57 EFFECTIVE AREA(ACRES) = 118.60 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 118.6 PEAK FLOW RATE(CFS) = 68.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEE SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.63 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 68.04 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 17.38 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4590.00 FEET. ********************************************* * * ** * ** * ** * ** * ** * ** * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 17.38 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.776 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 COMMERCIAL A 2.82 0.40 0.100 32 NATURAL FAIR COVER "OPEN BRUSH" A 2.64 0.40 1.000 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431 SUBAREA AREA(ACRES) = 24.05 SUBAREA RUNOFF(CFS) = 13.06 EFFECTIVE AREA(ACRES) = 142.65 AREA- AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED AN = 0.56 TOTAL AREA(ACRES) = 142.7 PEAK FLOW RATE(CFS) = 79.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH TORN SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.732 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 83.18 TRAVEL TIME THOU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.47 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 19.24 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 6.51 EFFECTIVE AREA(ACRES) = 155.06 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 155.1 PEAK FLOW RATE(CFS) = 80.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET /SEC.) = 5.41 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5200.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.661 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.58 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 61.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.59 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 3.76 TC(MIN.) = 23.01 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 156.64 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 156.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 80.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET /SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ***************************************:**** ** * ** * ** * ** * *: * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 --------------------------------------------------------------------- - - - --- »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q It Intensity Fp(Fm) AN As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 80.79 23.01 0.661 0.28( 0.15) 0.54 156.6 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q IT Intensity Fp(Fm) Ap AT HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 45.49 38.79 0.489 0.20( 0.15) 0.72 143.4 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5460.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) AN Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 121.26 23.01 0.661 0.25( 0.15) 0.61 241.7 13.00 2 99.11 38.79 0.489 0.24( 0.15) 0.63 300.0 1.00 TOTAL AREA(ACRES) = 300.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.26 Tc(MIN.) = 23.007 EFFECTIVE AREA(ACRES) = 241.70 AREA - AVERAGED FM(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 300.0 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5560.00 FEET. wwwwxwIw* ww* ww* ww* ww* wx* wx* wx* wx* wx* wx* wx* wx* Ix*Ix*Ix*Ix*Ix*Ix*Ix*Iw*Iw*Iw*I FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 1 ««< wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.590 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 32 "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 32 NATURAL FAIR COVER 83 "OPEN BRUSH" D 16.10 0.20 1.000 83 COMMERCIAL A 1.56 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.631 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 127.19 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.89 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 5.03 Tc(MIN.) = 28.04 = 0.15 SUBAREA AREA(ACRES) = 29.53 SUBAREA RUNOFF(CFS) = 11.86 EFFECTIVE AREA(ACRES) = 271.23 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.25 AREA - AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 329.6 PEAK FLOW RATE(CFS) = 121.26 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: FEET. DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET /SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6130.00 FEET. w w w+ w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.533 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL A 1.73 0.40 0.100 32 NATURAL FAIR COVER "OPEN BRUSH" D 8.52 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.848 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 122.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) = 5.38 TC(MIN.) = 33.42 SUBAREA AREA(ACRES) = 10.25 SUBAREA RUNOFF(CFS) = 3.32 EFFECTIVE AREA(ACRES) = 281.48 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 339.8 PEAK FLOW RATE(CFS) = 121.26 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET /SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6730.00 FEET. wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwx* wx* wx* wx* wx* wx*wxwwxwwx*wx*wx*wxwwxwwx*wx*w FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.499 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) I RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 3 NATURAL FAIR COVER "OPEN BRUSH" D 4.47 0.20 1.000 8 COMMERCIAL A 1.68 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.549 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 122.89 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) = 4.03 TC(MIN.) = 37.45 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 3.2 EFFECTIVE AREA(ACRES) = 291.25 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA- AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 349.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 121.26 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET /SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 349.6 TC(MIN.) = 37.45 EFFECTIVE AREA(ACRES) = 291.25 AREA - AVERAGED Fm(INCH /HR)= 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.24 AREA - AVERAGED Ap = 0.615 PEAK FLOW RATE(CFS) = 121.26 ** PEAK FLOW RATE TABLE ** STREAM Q It Intensity Fp(Fm) AN As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 121.26 37.45 0.499 0.24( 0.15) 0.61 291.3 13.00 2 99.11 54.37 0.403 0.24( 0.15) 0.63 349.6 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_B.DAT TIME /DATE OF STUDY: 16:17 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.477 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.259 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 10.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.056 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 3.34 FLOW VELOCITY(FEET /SEC.) = 1.66 DEPTH *VELOCITY(FT *FT /SEC.) = 0.41 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 4.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 13.83 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.885 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 1.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.84 FLOW VELOCITY(FEET /SEC.) = 1.82 DEPTH *VELOCITY(FT *FT /SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 3.97 Tc(MIN.) = 17.81 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.765 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 4.53 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 5.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET /SEC.) = 2.28 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.4.6 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 4.07 TC(MIN.) = 21.88 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.680 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 4.43 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 9.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET /SEC.) = 2.55 DEPTH *VELOCITY(FT *FT /SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** ** * ** ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 25.11 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.628 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 0.80 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 9.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIOTH(FEET) = 13.71 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.74 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 28.63 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.583 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 6.22 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 15.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 FLOW VELOCITY(FEET /SEC.) = 2.85 DEPTH *VELOCITY(FT *FT /SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. ******************************************** ** * ** * ** * ** * * * * ** * * * * ** * ** * **w* FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 32.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.545 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 17.87 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 31.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET /SEC.) = 3.43 DEPTH *VELOCITY(FT *FT /SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *.******************************************* *. *I * *I * *I * ** * ** * ** * ** * *I * *I * ** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.85 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.98 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 33.59 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 33.59 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.532 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 5.27 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 36.41 ********************************************* * * * ** * * * * ** * ** * ** * ** * ** * ** * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.01 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 36.41 PIPE TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 34.67 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * * * * * * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 34.'.67 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 15.82 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.122 SUBAREA AREA(ACRES) = 20.27 SUBAREA RUNOFF(CFS) = 9.08 EFFECTIVE AREA(ACRES) = 101.29 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 101.3 PEAK FLOW RATE(CFS) = 44.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.499 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 20.98 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 12.82 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 49.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.62 AVERAGE FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 37.48 SUBAREA AREA(ACRES) = 33.80 SUBAREA RUNOFF(CFS) = 9.10 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 135.1 PEAK FLOW RATE(CFS) = 51.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET /SEC.) = 5.72 LONGEST FLOWPATH FROM NODE 50.00 TO NODE .61.00 = 6200.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 135.1 TC(MIN.) = 37.48 EFFECTIVE AREA(ACRES) = 135.09 AREA - AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.365 PEAK FLOW RATE(CFS) = 51.80 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_C.DAT TIME /DATE OF STUDY: 16:17 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 104.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATI0N CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.912 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.920 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) NATURAL POOR COVER "BARREN" D 2.27 0.20 1.000 93 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) = 1.47 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 15.88 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.817 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" D 4.61 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.61 SUBAREA RUNOFF(CFS) = 2.56 EFFECTIVE AREA(ACRES) = 6.88 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 3.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 FLOW VELOCITY(FEET /SEC.) = 2.09 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.94 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 18.15 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.757 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 4.74 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.74 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 11.62 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.6 PEAK FLOW RATE(CFS) = 5.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.28 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1050.00 FEET. ********************************************* ** *** *** *** *** *** *** *** * ** * ** ** FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.1200 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 19.28 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.731 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 7.90 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 19.52 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.5 PEAK FLOW RATE(CFS) = 9.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.41 FLOW VELOCITY(FEET /SEC.) = 6.82 DEPTH *VELOCITY(FT *FT /SEC.) = 2.01 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1500.00 FEET. * a** a** a** a** a** a** a** a** a** a** a** a** a** a** a* *a * *a * *a * *a * *a * *a * *a * *a * *a * *a ** FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0900 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ' *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.60 STREET FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 20.15 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.713 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 34.33 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 44.09 SUBAREA RUNOFF(CFS) = 20.34 EFFECTIVE AREA(ACRES) = 63.61 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 63.6 PEAK FLOW RATE(CFS) = 29.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET /SEC.) = 7.76 DEPTH *VELOCITY(FT *FT /SEC.) = 3.17 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1870.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 63.6 TC(MIN.) = 20.15 EFFECTIVE AREA(ACRES) = 63.61 AREA- AVERAGED Fm(INCH /HR)= 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 1.000 PEAK FLOW RATE(CFS) = 29.35 END OF RATIONAL METHOD ANALYSIS Drainage D ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_D.DAT TIME /DATE OF STUDY: 11:25 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) = 83.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.794 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.458 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.10 0.20 0.200 75 5.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 1.40 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.09 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 9.14 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.122 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.58 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.58 SUBAREA RUNOFF(CFS) = 4.46 EFFECTIVE AREA(ACRES) = 5.68 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) = 5.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 700.00 FEET. FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 740.00 REPRESENTATIVE CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 14.3 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 12.72 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.928 14.29 SUBAREA LOSS RATE DATA(AMC II): Fm(INCH /HR)= 0.14 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN NATURAL FAIR COVER 10.18 "OPEN BRUSH" D 8.61 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.44 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 3.58 Tc(MIN.) = 12.72 SUBAREA AREA(ACRES) = 8.61 SUBAREA RUNOFF(CFS) = 5.64 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 14.3 PEAK FLOW RATE(CFS) = 10.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET /SEC.) = 3.67 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 123.00 = 1440.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.3 TC(MIN.) = 12.72 EFFECTIVE AREA(ACRES) = 14.29 AREA - AVERAGED Fm(INCH /HR)= 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.682 PEAK FLOW RATE(CFS) = 10.18 END OF RATIONAL METHOD ANALYSIS Drainage E ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_E.DAT TIME /DATE OF STUDY: 16:43 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.00 DOWNSTREAM(FEET) = 103.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.121 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.39 0.20 0.200 75 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 2.33 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.97 Tc(MIN.) = 13.12 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.912 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.83 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.83 SUBAREA RUNOFF(CFS) = 3.01 EFFECTIVE AREA(ACRES) = 6.22 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = 4.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.12 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY(FT *FT /SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 830.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.33 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 1.6.33 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.804 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.65 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 2.51 EFFECTIVE AREA(ACRES) = 9.87 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 9.9 PEAK FLOW RATE(CFS) = 6.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1280.00 FEET. ********************************************* ** *** *** *** *** *** *** *** * ** * ** ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 18.55 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.747 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.18 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 9.62 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.161 SUBAREA AREA(ACRES) = 15.80 SUBAREA RUNOFF(CFS) = 10.17 EFFECTIVE AREA(ACRES) = 25.67 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 25.7 PEAK FLOW RATE(CFS) = 16.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET /SEC.) = 2.92 DEPTH *VELOCITY(FT *FT /SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1640.00 FEET. *:**:**************************************** ** * ** * ** * ** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21..65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.11 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 5.84 TC(MIN.) = 24.39 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.639 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.93 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.76 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.109 SUBAREA AREA(ACRES) = 18.69 SUBAREA RUNOFF(CFS) = 10.38 EFFECTIVE AREA(ACRES) = 44.36 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 44.4 PEAK FLOW RATE(CFS) = 24.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.12 FLOW VELOCITY(FEET /SEC.) = 3.19 DEPTH *VELOCITY(FT *FT /SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2730.00 FEET. ********************************************* ************************* *** *** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 3.54 Tc(MIN.) = 27.93 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.591 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 2.36 0.20 0.200 75 COMMERCIAL D 8.10 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.123 SUBAREA AREA(ACRES) = 10.46 SUBAREA RUNOFF(CFS) = 5.33 EFFECTIVE AREA(ACRES) = 54.82 AREA - AVERAGED Fm(INCH/HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 54.8 PEAK FLOW RATE(CFS) = 27.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.13 FLOW VELOCITY(FEET /SEC.) = 3.32 DEPTH *VELOCITY(FT *FT /SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 3430.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME TIRE SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 3.14 Tc(MIN.) = 31.07 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.556 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.09 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 60.91 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 60.9 PEAK FLOW RATE(CFS) = 28.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.52 FLOW VELOCITY(FEET /SEC.) = 3.33 DEPTH *VELOCITY(FT *FT /SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 4060.00 FEET. ******************:*****:*****************:* ** *** *** *** *** *** *** **: *** *** ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.130 DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 1.52 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 28.84 PIPE TRAVEL TIME(MIN.) = 2.74 TC(MIN.) = 33.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 4310.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 33.81 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.530 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 4.84 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 14.79 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.175 SUBAREA AREA(ACRES) = 19.63 SUBAREA RUNOFF(CFS) = 8.74 EFFECTIVE AREA(ACRES) = 80.54 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 80.5 PEAK FLOW RATE(CFS) = 36.13 *.**.**.************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.00 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 36.13 PIPE TRAVEL TIME(MIN.) = 0.87 TC(MIN.) = 34.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 4780.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 34.68 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 16.62 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 16.62 SUBAREA RUNOFF(CFS) = 4.81 EFFECTIVE AREA(ACRES) = 97.16 AREA- AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 97.2 PEAK FLOW RATE(CFS) = 40.39 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 97.2 TC(MIN.) = 34.68 EFFECTIVE AREA(ACRES) = 97.16 AREA - AVERAGED FM(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.300 PEAK FLOW RATE(CFS) = 40.39 END OF RATIONAL METHOD ANALYSIS Drainage F ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_F.DAT TIME /DATE OF STUDY: 16:43 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* ** *** *** *** *** *** *** *** *** ** * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 6.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.969 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.214 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.80 0.40 0.200 32 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 5.92 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 5.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.6 TC(MIN.) = 7.97 EFFECTIVE AREA(ACRES) = 5.80 AREA- AVERAGED Fm(INCH /HR)= 0.06 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 5.92 END OF RATIONAL METHOD ANALYSIS Drainage G ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_G.DAT TIME /DATE OF STUDY: 16:44 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* ** *** *** *** *** *** *** *** *** ** * ** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) 340.00 ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 5.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.110 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.202 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.75 0.40 0.200 32 8.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 1.77 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.8 TC(MIN.) = 8.11 EFFECTIVE AREA(ACRES) = 1.75 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 1.77 END OF RATIONAL METHOD ANALYSIS Drainage H ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_H.DAT TIME /DATE OF STUDY: 16:44 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 10.00 DOWNSTREAM(FEET) = 9.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.586 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.63 0.40 0.200 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 0.85 FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 680.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.63 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.85 PIPE TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 8.13 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 750.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 8.13 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.200 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.53 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.53 SUBAREA RUNOFF(CFS) = 3.56 EFFECTIVE AREA(ACRES) = 4.16 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 4.19 FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.38 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.19 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 213.00 = 1150.00 FEET. * a** a** a** a** a** a** a** a** a** a** a** a** a** a** a* *a * *a * *a * *a * *a * *a * *a * *a * *a * *a +* FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.37 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.106 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN RESIDENTIAL "11+ DWELLINGS /ACRE" A 2.82 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.200 SUBAREA AREA(ACRES) = 2.62 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 6.98 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 6.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.0 TC(MIN.) = 9.37 EFFECTIVE AREA(ACRES) = 6.98 AREA - AVERAGED FM(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 6.45 END OF RATIONAL METHOD ANALYSIS Drainage I ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_I.DAT TIME /DATE OF STUDY: 16:44 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) 250.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 6.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.746 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.234 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.47 0.40 0.200 32 7.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) = 0.49 FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0200 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 9.32 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.109 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 0.58 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 0.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET /SEC.) = 3.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 217.00 = 540.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 9.32 EFFECTIVE AREA(ACRES) = 1.05 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 0.97 END OF RATIONAL METHOD ANALYSIS Drainage J ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_J.DAT TIME /DATE OF STUDY: 16:44 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 6.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8..642 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.159 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.55 0.40 0.200 32 8.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 1.50 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.72 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 12.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.960 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.46 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.46 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 5.01 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = 3.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.09 FLOW VELOCITY(FEET /SEC.) = 2.13 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 700.00 FEET. FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.31 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 15.25 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.83.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.98 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 5.98 SUBAREA RUNOFF(CFS) = 4.07 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.0 PEAK FLOW RATE(CFS) = 7.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET /SEC.) = 2.42 DEPTH *VELOCITY(FT *FT /SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 1150.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.0 TC(MIN.) = 15.25 EFFECTIVE AREA(ACRES) = 10.99 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 7.48 END OF RATIONAL METHOD ANALYSIS Drainage K ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: X002_K.DAT TIME /DATE OF STUDY: 16:45 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) 330.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) = 5.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.121 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" A 1.53 0.40 0.200 32 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 1.43 FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0150 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 11.43 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.987 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 4.77 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 5.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.41 FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH *VELOCITY(FT *FT /SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 227.00 = 660.00 FEET. FLOW PROCESS FROM NODE 227.00 TO NODE 228.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THOU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.59 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.14 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.93 LONGEST FLOWPATH FROM NODE 225.00 TO NODE 228.00 = 830.00 FEET. ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 11.93 EFFECTIVE AREA(ACRES) = 6.30 AREA - AVERAGED Fm(INCH /HR)= 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.40 AREA - AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 5.14 END OF RATIONAL METHOD ANALYSIS B2 Proposed Condition Rational Method Calculations a) High Confidence Events HC 100 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P100_A.DAT TIME /DATE OF STUDY: 10:26 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 9.605 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 91 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.79 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.79 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 11.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.869 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET /SEC.) = 1.79 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww *wx*wx*wx*wx*wx*wx*wx*wx*wx*wxw wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 2.10 TC(MIN.) = 13.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.510 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 10.59 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 16.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 FLOW VELOCITY(FEET /SEC.) = 2.23 DEPTH *VELOCITY(FT *FT /SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25..60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 15.51 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.239 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 18.71 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 33.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.13 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 990.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 99.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 30.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.95 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 18.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.962 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 22.22 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 53.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 32.91 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 2.16 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. .******************************************** ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 76.14 ** *STREET FLOWING FULL * *x STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 35.89 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.41 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 2.68 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 19.84 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.809 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 46.26 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 96.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.84 HALFSTREET FLOOD WIOTH(FEET) = 38.57 FLOW VELOCITY(FEET /SEC.) = 3.67 DEPTH *VELOCITY(FT *FT /SEC.) = 3.07 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 71.9 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. x.. xx. xx. x** x* .xx.xx.xx.xx.x*.x*.x*.x*.x*.x*. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 96.49 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 20.45 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. : +*xx *: x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x * *x *:x *xx *:x ** x x x x x x x x x x x x x x x x x x x x x xx FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.760 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.24 0.20 0.100 91 PUBLIC PARK D 6.35 0.20 0.850 91 COMMERCIAL D 2.47 0.20 0.100 91 NATURAL POOR COVER "BARREN" D 3.55 0.20 1.000 98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.528 SUBAREA AREA(ACRES) = 18.61 SUBAREA RUNOFF(CFS) = 44.47 EFFECTIVE AREA(ACRES) = 57.14 AREA - AVERAGED Fm(INCH /HR) = 0.05 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 139.28 xx.xx.xx.xx.xx.xx . xx . xx.xxx xxxxx.xxx xxxxx.xx.xx.xx.xx . xx.xxx xxxxxxxx.xx.xx.x FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 29.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 30.13 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 139.28 PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN.) = 20.69 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2890.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 870.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.587 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 13.91 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 153.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.57 AVERAGE FLOW DEPTH(FEET) = 0.90 TRAVEL TIME(MIN.) = 2.21 TC(MIN.) = 22.90 SUBAREA AREA(ACRES) = 13.91 SUBAREA RUNOFF(CFS) = 28.81 EFFECTIVE AREA(ACRES) = 70.55 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 70.6 PEAK FLOW RATE(CFS) = 159.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.92 FLOW VELOCITY(FEET /SEC.) = 6.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3760.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THEN SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.966 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 9.71 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 169.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.98 AVERAGE FLOW DEPTH(FEET) = 1.18 TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 29.90 SUBAREA AREA(ACRES) = 9.71 SUBAREA RUNOFF(CFS) = 19.80 EFFECTIVE AREA(ACRES) = 80.26 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 80.3 PEAK FLOW RATE(CFS) = 171.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET /SEC.) = 5.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 9920.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.383 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 3.89 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 175.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.57 AVERAGE FLOW DEPTH(FEET) = 1.20 TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 26.43 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 7..64 EFFECTIVE AREA(ACRES) = 84.15 AREA - AVERAGED Em(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 84.2 PEAK FLOW RATE(CFS) = 172.96 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET /SEC.) = 5.53 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r + +r + +r + +r + +r + +r + +r + +r + +r + +r + +r FLOW PROCESS FROM NODE 11.01 TO NODE 11.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 120.00 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 Tc = K *[(LENGTH -* 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.375 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.936 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.19 0.20 0.100 91 5.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 1.01 FLOW PROCESS FROM NODE 11.02 TO NODE 11.03 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THAI SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 7.69 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.836 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 1.84 0.20 0.850 91 COMMERCIAL D 0.25 0.20 0.100 91 NATURAL FAIR COVER "OPEN BRUSH" D 0.64 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.816 SUBAREA AREA(ACRES) = 2.73 SUBAREA RUNOFF(CFS) = 11.48 EFFECTIVE AREA(ACRES) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.77 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 12.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET /SEC.) = 2.73 DEPTHwVELOCITY(FTwFT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.03 = 450.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.03 TO NODE 11.04 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.97 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.30 PIPE TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.04 = 940.00 FEET. wwwwwwwwwwwwwwwwwwwwww+ ww+ ww+ ww+ ww+ wwwwwwwwwww +wwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 11.04 TO NODE 11.04 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 8.86 w 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.458 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.18 0.20 0.100 91 CONDOMINIUMS D 1.15 0.20 0.350 91 CONDOMINIUMS D 4.75 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.308 SUBAREA AREA(ACRES) = 7.08 SUBAREA RUNOFF(CFS) = 28.01 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 39.33 wxww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.04 TO NODE 11.05 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.35 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 39.33 PIPE TRAVEL TIME(MIN.) = 0.71 TC(MIN.) = 9.57 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.05 = 1340.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.05 TO NODE 11.05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.57 w 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.265 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 6.10 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AD = 0.350 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 23.03 EFFECTIVE AREA(ACRES) = 16.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 60.61 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 11.05 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THOU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 910.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.19 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER. OF PIPES = 1 PIPE- FLOW(CFS) = 60.61 PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 11.06. LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK .# 1 WITH THE MAIN - STREAM MEMORY<<<<G ** MAIN STREAM CONFIDENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER. NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 60.61 11.06 3.926 0.20( 0.08) 0.41 16.1 11.01 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 172.96 26.43 2.383 0.20( 0.10) 0.50 84.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 181.89 11.06 3.926 0.20( 0.09) 0.47 51.3 11.01 2 209.25 26.43 2.383 0.20( 0.10) 0.48 100.2 1.00 TOTAL AREA(ACRES) = 100.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 209.25 Tc(MIN.) = 26.428 EFFECTIVE AREA(ACRES) = 100.25 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 100.2 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 12..00 TO NODE 12..00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 « «<. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ** * * * * * *11 * * * * *11 * = *w21 * * * * * * * * ** *PROCESS * *TO* *IS * FLOW FROM NODE *06 NODE *07 CODE ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 86.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.011 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.415 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) CONDOMINIUMS D 1.54 0.20 0.350 91 9.01 SUBAREA AVERAGE PERVIOUS LOSS. RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 6.02 TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 6.02 * xw* xw* xw* xw* xw* xw* xxx* xx* xx* xx*** xx* xw* xw* xx * *x *xx *xw *xw *xw *xw *xw *xw *xw *xww FLOW PROCESS FROM NODE 11.07 TO NODE 11.08 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.69 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.02 PIPE TRAVEL TIME(MIN.) = 1.32 TC(MIN.) = 10.33 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.08 = 790.00 FEET. xx> xx> xx> xx:: x: xx::x xxx:: x: xx::x xxx xxxx xx::x xxxxxxx +x:I*: +*:I*: +*:I*: +*:xx: FLOW PROCESS FROM NODE 11.08 TO NODE 11.08 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 10.33 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.083 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.43 0.20 0.100 91 CONDOMINIUMS D 1.14 0.20 0.350 91 CONDOMINIUMS D 4.05 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.331 SUBAREA AREA(ACRES) = 5.62 SUBAREA RUNOFF(CFS) = 20.32 EFFECTIVE AREA(ACRES) = 7.16 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 25.88 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx +xx +xx +xx +xx +xx +xx +xx +xx +xx +xx FLOW PROCESS FROM NODE 11.08 TO NODE 11.09 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.34 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.88 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 11.33 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.09 = 1290.00 FEET. xx. xx.xx. xx. x* .x*.xx.xx.xx.xx.xx.xx.xx.xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 11.09 TO NODE 11.09 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN.) = 11.33 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.872 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.41 0.20 0.100 91 CONDOMINIUMS D 1.13 0.20 0.350 91 CONDOMINIUMS D 0.62 0.20 0.350 91 CONDOMINIUMS D 0.48 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.311 SUBAREA AREA(ACRES) = 2.64 SUBAREA RUNOFF(CFS) = 9.05 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 33.58 xx+xx+xx+xx+xx+xx+xx+x ++x ++xx + xx+xx+x ++x ++xx+x ++ x x+ x x+ x x+ x x+ x x+ x x+ x x+ x x+ x x +x FLOW PROCESS FROM NODE 11.09 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 730.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.92 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 33.58 PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.10 = 2020.00 FEET. xx.xx.xx.xx.xx.xx . xx . xx.xxx xxxxx.xx.xx.xx.xx.xx . xxxxxxxx . xx . xx . xx . xx . xx.xx.x FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.69 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.628 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.01 0.20 0.100 91 CONDOMINIUMS D 2.10 0.20 0.350 91 CONDOMINIUMS D 1.33 0.20 0.350 91 CONDOMINIUMS D 7.17 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.328 SUBAREA AREA(ACRES) = 11.61 SUBAREA RUNOFF(CFS) = 37.23 EFFECTIVE AREA(ACRES) = 21.41 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 21.4 PEAK FLOW RATE(CFS) = 68.65 ............................................. ............................... FLOW PROCESS FROM NODE 11.10 TO NODE 11.11 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.65 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 68.65 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 13.49 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.11 = 2530.00 FEET. FLOW PROCESS FROM NODE 11.11 TO NODE 11.11 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.49 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.504 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.44 0.20 0.100 91 CONDOMINIUMS D 6.60 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.334 SUBAREA AREA(ACRES) = 7.04 SUBAREA RUNOFF(CFS) = 21.78 EFFECTIVE AREA(ACRES) = 28.45 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 88.02 ............................................. ............................... FLOW PROCESS FROM NODE 11.11 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.2.6 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 88.02 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 13.85 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) AN As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 68.02 13.85 3.452 0.20( 0.07) 0.33 28.5 11.06 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA *- STREAM Q Tc Intensity Fp(Fm) NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 1 181.89 11.06 3.926 0.20( 0.09) 2 209.25 26.43 2.383 0.20( 0.10) LONGEST FLOWPATH FROM NODE 1.00 TO NODE Ap As HEADWATER (ACRES) NODE 0.47 51.3 11.01 0.48 100.2 1.00 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 262.05 11.06 3.926 0.20( 0.09) 0.43 74.0 11.01 2 274.87 13.85 3.452 0.20( 0.09) 0.43 88.6 11.06 3 269.49 26.43 2.383 0.20( 0.09) 0.45 128.7 1.00 TOTAL AREA(ACRES) = 128.7 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 12.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 274.87 TC(MIN.) = 13.845 EFFECTIVE AREA(ACRES) = 88..63 AREA - AVERAGED Em(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 128.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.47 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 274.87 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 14.28 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.28 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.391 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN NATURAL FAIR COVER "OPEN BRUSH" D 3.58 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 10.28 EFFECTIVE AREA(ACRES) = 92.21 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 132.3 PEAK FLOW RATE(CFS) = 274.87 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.316 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SON SOIL AREA Fp Ap SOS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 91 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 12.20 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 12.20 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1.660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.62 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.20 PIPE TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 11.56 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 91 -- -- -- -- - _ 11 56- - ------------------------------------------------ MAINLINE .) * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.827 66 SUBAREA LOSS RATE DATA(AMC III): 91 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 76 PUBLIC PARK D 3.71 0.20 0.850 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.268 SUBAREA AREA(ACRES) = 35.55 SUBAREA RUNOFF(CFS) = 120.15 EFFECTIVE AREA(ACRES) = 38.72 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.26 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 38.7 PEAK FLOW RATE(CFS) = 130.95 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.704 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 91 NATURAL FAIR COVER "OPEN BRUSH" P. 13.96 0.40 1.000 66 COMMERCIAL D 2.65 0.20 0.100 91 PUBLIC PARK A 1.60 0.40 0.850 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 177.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 19.28 AVERAGE FLOW DEPTH(FEET) = 2.15 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 12.24 SUBAREA AREA(ACRES) = 29.85 SUBAREA RUNOFF(CFS) = 93.54 EFFECTIVE AREA(ACRES) = 68.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 220.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.32 FLOW VELOCITY(FEET /SEC.) = 20.39 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.81 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 220.23 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.60 = 3100.00 FEET. w*ww*.w**w*.w*.w*.w**w*.w*.w*.w**w**w**w*ww** wxxxxxxxxx **wxxxxxxxxxxxxxxxxxI FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12..69 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.629 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.13 0.40 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.65 EFFECTIVE AREA(ACRES) = 69.70 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 69.7 PEAK FLOW RATE(CFS) = 220.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE . wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww .wwxwwxwwxwwxwwxwwxwwxwwx FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ww. ww. ww. ww. ww. ww. ww. ww. wwwww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.ww.www wxwwxww FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.50 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.416 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.515 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ ITS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.80 0.20 0.350 91 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 5.58 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.58 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»> TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- - -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 400.00 -- - REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.365 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS B 2.42 0.30 0.350 76 COMMERCIAL B 0.90 0.30 0.100 76 PUBLIC PARK B 1.92 0.30 0.850 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.490 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.31 AVERAGE FLOW DEPTH(FEET) = 1.44 TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 14.47 SUBAREA AREA(ACRES) = 5.24 SUBAREA RUNOFF(CFS) = 15.18 EFFECTIVE AREA(ACRES) = 7.04 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 20.52 == »WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 9.12 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 730.00 FEET. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 1.6.30 TO NODE 1.6.40 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 790.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.52 PIPE TRAVEL TIME(MIN.) = 1.69 TC(MIN.) = 16.17 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 1520.00 FEET. x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 16.17 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.159 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL B 3.09 0.30 0.100 76 PUBLIC PARK B 2.54 0.30 0.850 76 PUBLIC PARK B 2.54 0.30 0.850 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.566 SUBAREA AREA(ACRES) = 8.17 SUBAREA RUNOFF(CFS) = 21.98 EFFECTIVE AREA(ACRES) = 15.21 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.2 PEAK FLOW RATE(CFS) = 41.18 x..xx.xx.xx.xx.xx . xx . xx . xx . xx . xx . xx . xx . xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 16.40 TO NODE 16.50 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.43 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.18 PIPE TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 16.85 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 1910.00 FEET. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 16.85 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.084 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.85 0.20 0.100 91 CONDOMINIUMS D 2.51 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.244 SUBAREA AREA(ACRES) = 4.36 SUBAREA RUNOFF(CFS) = 11.91 EFFECTIVE AREA(ACRES) = 19.57 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 52.07 xx .xx.xx.xx.xx.xx.xx.xx.xxxxx.xx. xxx +xxxx.xx.xx.xxxxxxxx. xxx xxxxxxxx.xx.xx.x FLOW PROCESS FROM NODE 16.50 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.99 ESTIMATED PIPE DIAMETER(INCH) 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 52.07 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 18.44 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.60 = 2860.00 FEET. wx* wx* wx* wx* wx* wx* wx* wx* wx* wx* wx* wx* wx* wx* wx* wx*wx*wx*wx*wx*wx*wx*wx*wx*wx*w FLOW PROCESS FROM NODE 1.6.60 TO NODE 16.60 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.44 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.929 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 2.21 0.20 0.850 91 COMMERCIAL D 2.81 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.430 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 12.85 EFFECTIVE AREA(ACRES) = 24.59 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 62.19 * x** x** x** x** x* wx* ww** x** w* ww* wx* ww *ww *ww *ww *ww *ww *ww *ww *ww **w *wxw *xw*xw*xwx FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q It Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 62.19 18.44 2.929 0.27( 0.12) 0.45 24.6 16.10 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 2860.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 220.23 12.69 3.629 0.33( 0.13) 0.40 69.7 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 273.68 12.69 3.629 0.32( 0.13) 0.41 86.6 13.00 2 238.32 16.44 2.929 0.31( 0.13) 0.42 94.3 16.10 TOTAL AREA(ACRES) = 94.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 273.68 Tc(MIN.) = 12.686 EFFECTIVE AREA(ACRES) = 86.62 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.31 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 94.3 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. *x**x*****************+**+**+********+**+**+* * +** *** *** *** +** +** +** +** +** +** FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 ««< * x** x** xw* x**x** xw* xw* xw* xw* xw* x** xw* xw* xw* xw *xw*xw*xw*xw*xw*xw*xw*x * *. * *. ** FLOW PROCESS FROM NODE 16.50 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 56.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.44 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 273.68 PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 14.48 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4330.00 FEET. ********************************************* ******************************* FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.48 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.365 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" A 8.07 0.40 1.000 66 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 52 COMMERCIAL A 3.62 0.40 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.542 SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 50.43 EFFECTIVE AREA(ACRES) = 104.42 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.34 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 112.1 PEAK FLOW RATE(CFS) = 302.48 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.26 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 302.48 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 14.77 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.77 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.326 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" A 2.09 0.40 1.000 66 NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 93 COMMERCIAL A 2.82 0.40 0.100 52 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.417 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 66.81 EFFECTIVE AREA(ACRES) = 127.92 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 135.6 PEAK FLOW RATE(CFS) = 3.65..66 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.199 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 382.69 TRAVEL TIME THEN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 9.82 AVERAGE FLOW DEPTH(FEET) = 1.05 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 15.81 SCS CN 66 52 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 34.07 EFFECTIVE AREA(ACRES) = 140.33 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 148.0 PEAK FLOW RATE(CFS) = 385.15 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.06 FLOW VELOCITY(FEET /SEC.) = 9.83 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5210.00 FEET. * xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx* FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.982 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.58 0.40 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 387.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.91 AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 17.87 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 4.18 EFFECTIVE AREA(ACRES) = 141.91 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 149.6 PEAK FLOW RATE(CFS) = 385.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.99 FLOW VELOCITY(FEET /SEC.) = 2.89 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x..x**x*.xx.xx.xx . xx . xx . xx . xx . xx . xx . xx . xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 385.15 17.87 2.982 0.35( 0.15) 0.42 141.9 13.00 2 335.83 23.86 2.527 0.35( 0.15) 0.42 149.6 16.10 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 262.05 11.51 3.837 0.20( 0.09) 0.45 77..6 11.01 2 274.87 14.28 3.391 0.20( 0.09) 0.45 92.2 11.06 3 270.02 26.87 2.361 0.20( 0.09) 0.46 132.3 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 584.97 11.51 3.837 0.28( 0.12) 0.44 169.0 11.01 2 627.07 14.28 3.391 0.28( 0.12) 0.43 205.6 11.06 3 658.64 17.87 2.982 0.28( 0.12) 0.44 245.5 13.00 4 607.00 23.86 2.527 0.28( 0.12) 0.44 272.3 16.10 5 582.42 26.87 2.361 0.27( 0.12) 0.44 281.9 1.00 TOTAL AREA(ACRES) = 281.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 658.64 Tc(MIN.) = 17.671 EFFECTIVE AREA(ACRES) = 245.55 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 281.9 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x. xx. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxx .xxxx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< x* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 SLOPE = 0.0050 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.75.6 130.00 "Z" FACTOR SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 52 "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 52 NATURAL FAIR COVER 96 "OPEN BRUSH" D 5.63 0.20 1.000 96 COMMERCIAL A 1.56 0.40 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.26 Ap SCS SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.428 GROUP (ACRES) TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 681.32 (DECIMAL) ON TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.60 AVERAGE FLOW DEPTH(FEET) = 1.38 TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 20.51 = 0.12 SUBAREA AREA(ACRES) = 19.06 SUBAREA RUNOFF(CFS) = 45.35 0.200 52 EFFECTIVE AREA(ACRES) = 264.61 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 300.9 PEAK FLOW RATE(CFS) = 658.64 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.36 FLOW VELOCITY(FEET /SEC.) = 3.55 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6140.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 SLOPE = 0.0050 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.561 130.00 "Z" FACTOR SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL A 1.73 0.40 0.100 52 NATURAL FAIR COVER "OPEN BRUSH" D 4.03 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.730 SCS SOIL AREA TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 664.88 Ap SCS TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.57 GROUP (ACRES) AVERAGE FLOW DEPTH(FEET) = 1.36 TRAVEL TIME(MIN.) = 2.80 (DECIMAL) ON Tc(MIN.) = 23.32 SUBAREA AREA(ACRES) = 5.76 SUBAREA RUNOFF(CFS) = 12.49 EFFECTIVE AREA(ACRES) = 270.37 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 0.200 52 TOTAL AREA(ACRES) = 306.7 PEAK FLOW RATE(CFS) = 658.64 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.36 FLOW VELOCITY(FEET /SEC.) = 3.55 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6740.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.437 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 52 NATURAL FAIR COVER "OPEN BRUSH" D 4.01 0.20 1.000 96 COMMERCIAL A 1.68 0.40 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 668.33 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.57 AVERAGE FLOW DEPTH(FEET) = 1.37 TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 25.42 SUBAREA AREA(ACRES) = 9.31 SUBAREA RUNOFF(CFS) = 19.38 EFFECTIVE AREA(ACRES) = 279.68 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 316.0 PEAK FLOW RATE(CFS) = 658.64 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.36 FLOW VELOCITY(FEET /SEC.) = 3.55 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 316.0 TC(MIN.) = 25.42 EFFECTIVE AREA(ACRES) = 279.68 AREA - AVERAGED Fm(INCH /HR)= 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.444 PEAK FLOW RATE(CFS) = 658.64 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 584.97 19.38 2.847 0.27( 0.12) 0.45 203.2 11.01 2 627.07 21.96 2.650 0.27( 0.12) 0.44 239.8 11.06 3 658.64 25.42 2.437 0.28( 0.12) 0.44 279.7 13.00 4 607.00 31.65 2.149 0.27( 0.12) 0.45 306.4 16.10 5 582.42 34.77 2.037 0.27( 0.12) 0.45 316.0 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P100_B.DAT TIME /DATE OF STUDY: 10:28 04/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.477 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.913 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 91 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 2.38 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.82 TC(MIN.) = 10.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.091 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 2.31 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.47 FLOW VELOCITY(FEET /SEC.) = 2.16 DEPTH *VELOCITY(FT *FT /SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.93 TC(MIN.) = 13.23 * 100 YEAR RAINFALL INTENSITY(INCH /HR) 3.543 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.28 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.13 FLOW VELOCITY(FEET /SEC.) = 2.30 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = 1.6.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.164 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 19.13 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 24.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.12 FLOW VELOCITY(FEET /SEC.) = 3.21 DEPTH *VELOCITY(FT *FT /SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.99 STREET FLOW TRAVEL TIME(MIN.) = 2.87 TC(MIN.) = 18.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.880 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 19.20 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 41.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 24.80 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 2.21 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 93.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0..61 HALFSTREET FLOOD WIDTH(FEET) = 25.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 21.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.701 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.97 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 3.55 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 92.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.09 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 56.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 27.93 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.60 STREET FLOW TRAVEL TIME(MIN.) = 2.9.6 Tc(MIN.) = 23.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.53.6 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 27.81 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 67.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.51 FLOW VELOCITY(FEET /SEC.) = 9.11 DEPTH *VELOCITY(FT *FT /SEC.) = 2.86 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 109.80 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 36.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.84 PRODUCT OF DEPTHSVELOCITY(FT *FT /SEC.) = 3.82 STREET FLOW TRAVEL TIME(MIN.) = 2.34 TC(MIN.) = 26.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.403 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 29.81 0.20 0.100 91 SCHOOL D 9.91 0.20 0.600 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 84.30 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 148.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.86 HALFSTREET FLOOD WIOTH(FEET) = 39.55 FLOW VELOCITY(FEET /SEC.) = 5.33 DEPTH *VELOCITY(FT *FT /SEC.) = 4.57 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 144.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** *** *** *** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.82 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 148.35 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 27.03 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** *** *** *** *** *** *** *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.03 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.353 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 11.44 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 24.02 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 169.19 ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.29 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 169.19 PIPE TRAVEL TIME(MIN.) = 0.73 TC(MIN.) = 27.76 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * *** *************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 27.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.317 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 13.88 0.20 0.100 91 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.124 SUBAREA AREA(ACRES) = 18.33 SUBAREA RUNOFF(CFS) = 37.81 EFFECTIVE AREA(ACRES) = 99.35 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 99.4 PEAK FLOW RATE(CFS) = 204.41 ********************************************* * * * * * * ** * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.242 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 24.16 0.20 1.000 CONDOMINIUMS D 4.43 0.20 0.350 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.899 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 230.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 9.54 AVERAGE FLOW DEPTH(FEET) = 1.28 TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 29.40 SCS ON 96 91 SUBAREA AREA(ACRES) = 28.59 SUBAREA RUNOFF(CFS) = 53.06 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 127.9 PEAK FLOW RATE(CFS) = 250.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.35 FLOW VELOCITY(FEET /SEC.) = 9.79 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 61.00 = 6190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 127.9 TC(MIN.) = 29.40 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.321 PEAK FLOW RATE(CFS) = 250.76 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P100_C.DAT TIME /DATE OF STUDY: 10:29 09/08/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) 106.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 19.003 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.929 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 1.53 0.20 1.000 98 19.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 9.95 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 9.95 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 1.6.21 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.154 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.73 0.20 1.000 98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.73 SUBAREA RUNOFF(CFS) = 12.57 EFFECTIVE AREA(ACRES) = 6.26 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 16.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 2.93 DEPTH *VELOCITY(FT *FT /SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.55 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.64 PIPE TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 17.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1010.00 FEET. *..**.**.**.**. w*.w*.w*.w**w**w* .w *.w *.w *.w *.w **w **w *.w *.w *.w *. w w w w w w w * . w * . w FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.069 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 2.81 0.20 0.100 91 CONDOMINIUMS D 2.09 0.20 0.350 91 CONDOMINIUMS D 3.05 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.2.62 SUBAREA AREA(ACRES) = 7.95 SUBAREA RUNOFF(CFS) = 21.58 EFFECTIVE AREA(ACRES) = 14.21 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 37.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.03 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 37.74 PIPE TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 17.46 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1260.00 FEET. ww* wwwww* ww* xw* ww* ww* ww* ww* wwwxwwxwwxwwxwwww *w. *xwwxwwxwwxwwxwwxw *ww *w.www* FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.46 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.022 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.73 0.20 0.100 91 CONDOMINIUMS D 1.21 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 5.19 EFFECTIVE AREA(ACRES) = 16.15 AREA - AVERAGED Fm(INCH /HR) = 0.11 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 42.33 FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.47 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 42.33 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 17.78 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1440.00 FEET. . a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a. .a..a..a..a..a..a..a..a..a..a.. FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.991 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.32 0.20 0.100 91 CONDOMINIUMS D 2.49 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.322 SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 7.40 EFFECTIVE AREA(ACRES) = 18.96 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 49.28 ............................................. ............................... FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 340.00 PLANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.28 PIPE TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 18.37 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 86.00 = 1780.00 FEET. .+ i.. i..+..+..+ ..+..+. +i.S..S.. +i..+..+..+..i. S.. S.. +i. +i. S.. S.. S.. +i..+..i. FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.37 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.936 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.14 0.20 0.350 91 COMMERCIAL D 0.62 0.20 0.100 91 PUBLIC PARK D 1.37 0.20 0.650 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.453 SUBAREA AREA(ACRES) = 5.13 SUBAREA RUNOFF(CFS) = 13.13 EFFECTIVE AREA(ACRES) = 24.09 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.1 PEAK FLOW RATE(CFS) = 61.47 FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 3.6.0 INCH PIPE IS 28..6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.20 ESTIMATED PIPE DIAMETER(INCH) = 3.6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) _ .61.47 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 19.40 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 87.00 = 2410.00 FEET. FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 19.40- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.845 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.51 0.20 0.350 91 COMMERCIAL D 1.12 0.20 0.100 91 NATURAL FAIR COVER "OPEN BRUSH" D 0.43 0.20 1.000 96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA AREA(ACRES) = 5.06 SUBAREA RUNOFF(CFS) = 12.64 EFFECTIVE AREA(ACRES) = 29.15 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 29.1 PEAK FLOW RATE(CFS) = 72.16 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 31 ----------------------------------------------- --- --- --- --- --- --- --- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- -- - --- »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.71 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 72.16 PIPE TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 19.83 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 88.00 = 2690.00 FEET. FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 19.83- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.809 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.34 0.20 0.350 91 COMMERCIAL D 0.48 0.20 0.100 91 CONDOMINIUMS D 2.16 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.335 SUBAREA AREA(ACRES) = 7.98 SUBAREA RUNOFF(CFS) = 19.70 EFFECTIVE AREA(ACRES) = 37.13 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 37.1 PEAK FLOW RATE(CFS) = 90.91 FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.29 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 90.91 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 20.23 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 89.00 = 2960.00 FEET. I.II.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.* I. *I * *I. *I. * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.23 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.777 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 2.41 0.20 0.350 91 COMMERCIAL D 2.55 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.221 SUBAREA AREA(ACRES) = 4.96 SUBAREA RUNOFF(CFS) = 12.20 EFFECTIVE AREA(ACRES) = 42.09 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 42.1 PEAK FLOW RATE(CFS) = 102.04 FLOW PROCESS FROM NODE 89.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.74 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 102.04 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 21.03 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 10 ----------------------------------------------- --- --- --- --- --- --- --- -------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * ** * ** * ** * ** * ** **I * ** * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.314 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.332 SUBAREA To AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.88 0.20 0.100 91 9.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 3.42 FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 11.23 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.891 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 1.06 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 3.69 EFFECTIVE AREA(ACRES) = 1.94 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTH *VELOCITY(FT *FT /SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 560.00 FEET. FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.76 PIPE TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 12.97 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 93.00 = 1190.00 FEET. FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.97 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.584 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.84 0.20 0.350 91 COMMERCIAL D 2.34 0.20 0.100 91 CONDOMINIUMS D 8.66 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.315 SUBAREA AREA(ACRES) = 16.84 SUBAREA RUNOFF(CFS) = 53.36 EFFECTIVE AREA(ACRES) = 18.78 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 59.59 FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.18 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 59.59 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 13.36 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 94.00 = 1430.00 FEET. ********************************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 94.00 TO NODE 94.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.36 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.523 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 3.80 0.20 0.850 91 COMMERCIAL D 0.27 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 12.32 EFFECTIVE AREA(ACRES) = 22.85 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 22.9 PEAK FLOW RATE(CFS) = 70.88 wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.69 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 70.88 PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 13.66 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 95.00 = 1620.00 FEET. w+ ww+ ww+ ww+ wwwww+ ww+ wwwwwwwwwwwwwwwwwwww+ ww+ wwwwwwwwwwwwwwwwwwww +ww +ww +ww +ww FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.66 w 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.479 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.20 0.20 0.100 91 CONDOMINIUMS D 2.24 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.330 SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 7.50 EFFECTIVE AREA(ACRES) = 25.29 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 25.3 PEAK FLOW RATE(CFS) = 77.47 w w w+ w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.76 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 77.47 PIPE TRAVEL TIME(MIN.) = 0.48 TC(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 96.00 = 1930.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.14 w 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.411 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON PUBLIC PARK D 5.07 0.20 0.850 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA AREA(ACRES) = 5.07 SUBAREA RUNOFF(CFS) = 14.79 EFFECTIVE AREA(ACRES) = 30.36 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.4 PEAK FLOW RATE(CFS) = 90.70 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.29 ESTIMATED PIPE DIAMETER(INCH) 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 90.70 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 14.48 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 90.70 14.48 3.365 0.20( 0.09) 0.46 30.4 90.00 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) AN Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 102.04 21.03 2.717 0.20( 0.08) 0.42 42.1 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 178.24 14.48 3.365 0.20( 0.09) 0.44 59.3 90.00 2 174.79 21.03 2.717 0.20( 0.09) 0.43 72.4 80.00 TOTAL AREA(ACRES) = 72.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 178.24 Tc(MIN.) = 14.475 EFFECTIVE AREA(ACRES) = 59.33 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 72.4 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. *..********.**.**.**.**.**.**.**.************ * *** * ** *** * ** *** *** *** *** *** * ** FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 « «< ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.35 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 178.24 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 98.00 = 3800.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** * ** * *** FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.319 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 22.13 0.20 1.000 96 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 31.89 SUBAREA RUNOFF(CFS) = 89.52 EFFECTIVE AREA(ACRES) = 91.22 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 104.3 PEAK FLOW RATE(CFS) = 262.10 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.3 TC(MIN.) = 14.82 EFFECTIVE AREA(ACRES) = 91.22 AREA - AVERAGED Fm(INCH /HR)= 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.635 PEAK FLOW RATE(CFS) = 262.10 '* PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 262.10 19.82 3.319 0.20( 0.13) 0.63 91.2 90.00 2 291.31 21.38 2..691 0.20( 0.12) 0.61 109.3 80.00 END OF RATIONAL METHOD ANALYSIS ii. HC 25 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P025_A.DAT TIME /DATE OF STUDY: 09:36 09/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.603 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.18 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.1.6 Tc(MIN.) = 11.53 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.007 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET /SEC.) = 1.67 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww* ww* ww* ww*wx*wx*wx*wx*wx*wx*wx*wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 13.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 8.18 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 12.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 15.96 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 14.42 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 25.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.63 FLOW VELOCITY(FEET /SEC.) = 2.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 18.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.28.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 17.11 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 40.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.16 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 58.57 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 20.62 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.163 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 35.55 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 74.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIOTH(FEET) = 35.58 FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY(FT *FT /SEC.) = 2.64 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 56.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. x.* x** x** x** x** x** x** x** x** x** x** x** x** x** x** xx *x **x **x **x **x **x **x **x **x **x FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.15 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 74.11 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 21.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :** x**:* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx*****:* *x **: *** *xx *xx *xx *xx *xx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.27 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.126 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.24 0.20 0.100 75 PUBLIC PARK D 6.35 0.20 0.850 75 COMMERCIAL D 2.47 0.20 0.100 75 NATURAL POOR COVER "BARREN" D 3.55 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.528 SUBAREA AREA(ACRES) = 18.61 SUBAREA RUNOFF(CFS) = 33.83 EFFECTIVE AREA(ACRES) = 57.14 AREA - AVERAGED Fm(INCH /HR) = 0.05 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 106.64 xx *xx *xx *xx *xx *xx *xx *xx *xxx xx *xx *xxx xxxxx *xx *xx *xx *xx *xx *xxx xxxxxxxx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.22 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 106.64 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2890.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 870.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.987 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 13.41 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 117.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.95 AVERAGE FLOW DEPTH(FEET) = 0.77 TRAVEL TIME(MIN.) = 2.44 TC(MIN.) = 23.96 SUBAREA AREA(ACRES) = 13.41 SUBAREA RUNOFF(CFS) = 21.57 EFFECTIVE AREA(ACRES) = 70.55 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 70.6 PEAK FLOW RATE(CFS) = 121.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.78 FLOW VELOCITY(FEET /SEC.) = 6.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3760.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THEN SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.890 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 9.71 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 128.4.6 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.9.6 AVERAGE FLOW DEPTH(FEET) = 1.00 TRAVEL TIME(MIN.) = 2.22 TC(MIN.) = 26.18 SUBAREA AREA(ACRES) = 9.71 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 80.26 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 80.3 PEAK FLOW RATE(CFS) = 129.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET /SEC.) = 4.98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4420.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.824 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 3.89 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 132.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.01 AVERAGE FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 27.88 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 5..69 EFFECTIVE AREA(ACRES) = 84.15 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 84.2 PEAK FLOW RATE(CFS) = 130.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET /SEC.) = 5.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r + +r + +r + +r + +r + +r + +r + +r + +r + +r + +r FLOW PROCESS FROM NODE 11.01 TO NODE 11.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 120.00 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 Tc = K *[(LENGTH -* 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.375 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.630 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.19 0.20 0.100 75 5.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.79 FLOW PROCESS FROM NODE 11.02 TO NODE 11.03 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THAI SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 7.83 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.742 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 1.84 0.20 0.850 75 COMMERCIAL D 0.25 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 0.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.816 SUBAREA AREA(ACRES) = 2.73 SUBAREA RUNOFF(CFS) = 8.79 EFFECTIVE AREA(ACRES) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.77 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 9.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTHwVELOCITY(FTwFT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.03 = 450.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.03 TO NODE 11.04 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.43 PIPE TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 9.10 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.04 = 940.00 FEET. wwwwwwwwwwwwwwwwwwwwww+ ww+ ww+ ww+ ww+ wwwwwwwwwww +wwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 11.04 TO NODE 11.04 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.10 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.436 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.18 0.20 0.100 75 CONDOMINIUMS D 1.15 0.20 0.350 75 CONDOMINIUMS D 4.75 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.308 SUBAREA AREA(ACRES) = 7.08 SUBAREA RUNOFF(CFS) = 21.50 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 30.13 wxww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.04 TO NODE 11.05 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 30.13 PIPE TRAVEL TIME(MIN.) = 0.76 TC(MIN.) = 9.87 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.05 = 1340.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.05 TO NODE 11.05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.87 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.283 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 6.10 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AD = 0.350 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 17.64 EFFECTIVE AREA(ACRES) = 16.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 46.40 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 11.05 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THOU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 910.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.59 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER. OF PIPES = 1 PIPE- FLOW(CFS) = 46.40 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 11.45. LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK .# 1 WITH THE MAIN - STREAM MEMORY<<<<G ** MAIN STREAM CONFIDENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER. NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.40 11.45 3.018 0.20( 0.08) 0.41 16.1 11.01 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 130.59 27.88 1.824 0.20( 0.10) 0.50 84.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 137.17 11.45 3.018 0.20( 0.09) 0.47 50.7 11.01 2 158.12 27.88 1.824 0.20( 0.10) 0.48 100.2 1.00 TOTAL AREA(ACRES) = 100.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 158.12 Tc(MIN.) = 27.878 EFFECTIVE AREA(ACRES) = 100.25 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 100.2 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 12..00 TO NODE 12..00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 « «<. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ** * * * * * *11 * * * * *11 * = *w21 * * * * * * * * ** *PROCESS * *TO* *IS * FLOW FROM NODE *06 NODE *07 CODE ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 86.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.011 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.456 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.54 0.20 0.350 75 9.01 SUBAREA AVERAGE PERVIOUS LOSS. RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 4.69 * xw* xw* xw* xw* xw* xw* xxx* xx* xx* xx*** xx* xw* xw* xx * *x *xx *xw *xw *xw *xw *xw *xw *xw *xww FLOW PROCESS FROM NODE 11.07 TO NODE 11.08 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.50 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.08 = 790.00 FEET. xx> xx> xx> xx:: x: xx::x xxx:: x: xx::x xxx xxx xxx::x xxxxxxx +x:I*: +*:I*: +*:I*: +*:xx: FLOW PROCESS FROM NODE 11.08 TO NODE 11.08 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 10.38 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.191 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.43 0.20 0.100 75 CONDOMINIUMS D 1.14 0.20 0.350 75 CONDOMINIUMS D 4.05 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.331 SUBAREA AREA(ACRES) = 5.62 SUBAREA RUNOFF(CFS) = 15.81 EFFECTIVE AREA(ACRES) = 7.16 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 20.13 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxx xxx FLOW PROCESS FROM NODE 11.08 TO NODE 11.09 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.77 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.13 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.09 = 1290.00 FEET. xx.xx.xx.xx.x*.x *.xx . xx . xx . xx . xx . xx . xx . xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 11.09 TO NODE 11.09 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.45 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.41 0.20 0.100 75 CONDOMINIUMS D 1.13 0.20 0.350 75 CONDOMINIUMS D 0.62 0.20 0.350 75 CONDOMINIUMS D 0.48 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.311 SUBAREA AREA(ACRES) = 2.64 SUBAREA RUNOFF(CFS) = 7.02 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 26.04 xx+xx+xx+xx+xx+xx+xx+x ++x ++xx + xx+xx+x ++x ++xx+x ++ x x+ x x+ x x+ x x+ x x+ x x+ x x +x ++x x +x FLOW PROCESS FROM NODE 11.09 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 730.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.35 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.04 PIPE TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.10 = 2020.00 FEET. xx.xx.xx.xx.xx.xx . xx . xx.xxx xxxxx.xx.xx.xx.xx.xx . xxxxxxxx . xx . xx . xx . xx . xx.xx.x FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.91 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.820 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.01 0.20 0.100 75 CONDOMINIUMS D 2.10 0.20 0.350 75 CONDOMINIUMS D 1.33 0.20 0.350 75 CONDOMINIUMS D 7.17 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.328 SUBAREA AREA(ACRES) = 11.61 SUBAREA RUNOFF(CFS) = 28.78 EFFECTIVE AREA(ACRES) = 21.41 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 21.4 PEAK FLOW RATE(CFS) = 53.08 FLOW PROCESS FROM NODE 11.10 TO NODE 11.11 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 53.08 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 13.75 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.11 = 2530.00 FEET. FLOW PROCESS FROM NODE 11.11 TO NODE 11.11 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.75 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.721 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.44 0.20 0.100 75 CONDOMINIUMS D 6.60 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.334 SUBAREA AREA(ACRES) = 7.04 SUBAREA RUNOFF(CFS) = 16.81 EFFECTIVE AREA(ACRES) = 28.45 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 67.97 ............................................. ............................... FLOW PROCESS FROM NODE 11.11 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.63 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 67.97 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 67.97 14.13 2.679 0.20( 0.07) LONGEST FLOWPATH FROM NODE 11.06 TO NODE ** MEMORY BANK # 2 CONFLUENCE DATA *- STREAM Q IT Intensity Fp(Fm) NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 1 137.17 11.45 3.018 0.20( 0.09) 2 158.12 27.88 1.824 0.20( 0.10) LONGEST FLOWPATH FROM NODE 1.00 TO NODE AN As HEADWATER (ACRES) NODE 0.33 28.5 11.0E 12.00 = 2770.00 FEET. Ap As HEADWATER (ACRES) NODE 0.47 50.7 11.01 0.48 100.2 1.00 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 199.38 11.45 3.018 0.20( 0.09) 0.43 73.7 11.01 2 208.56 14.13 2.679 0.20( 0.09) 0.43 87.2 11.06 3 203.84 27.88 1.824 0.20( 0.09) 0.45 128.7 1.00 TOTAL AREA(ACRES) = 128.7 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 9.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 208.56 TC(MIN.) = 14.130 EFFECTIVE AREA(ACRES) = 87.20 AREA - AVERAGED Em(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 128.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.12 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 208.56 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 14.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.630 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN NATURAL FAIR COVER "OPEN BRUSH" D 3.58 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 7.83 EFFECTIVE AREA(ACRES) = 90.78 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 132.3 PEAK FLOW RATE(CFS) = 208.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.380 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SON SOIL AREA Fp Ap SON Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 9.53 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 9.53 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1.660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.07 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.53 PIPE TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 75 -- -- -- -- - _ 11 67- - ------------------------------------------------ MAINLINE .) * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.986 46 SUBAREA LOSS RATE DATA(AMC II): 75 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 PUBLIC PARK D 3.71 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.268 SUBAREA AREA(ACRES) = 35.55 SUBAREA RUNOFF(CFS) = 93.26 EFFECTIVE AREA(ACRES) = 38.72 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.26 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 38.7 PEAK FLOW RATE(CFS) = 101.67 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.887 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 PUBLIC PARK A 1.60 0.40 0.850 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 137.4.6 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 18.07 AVERAGE FLOW DEPTH(FEET) = 1.95 TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 12.38 SUBAREA AREA(ACRES) = 29.85 SUBAREA RUNOFF(CFS) = 71.57 EFFECTIVE AREA(ACRES) = 68.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 169.77 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.11 FLOW VELOCITY(FEET /SEC.) = 19.06 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.14 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 169.77 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 12.86 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.60 = 3100.00 FEET. w*ww*.w**w*.w*.w*.w**w*.w*.w*.w**w**w**w*ww** wxxxxxxxxx **wxxxxxxxxxxxxxxxxxI FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.86 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.82.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.13 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 69.70 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 69.7 PEAK FLOW RATE(CFS) = 169.77 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE . wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww .wwxwwxwwxwwxwwxwwxwwxwwx FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ww. ww. ww. ww. ww. ww. ww. ww. wwwww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.ww.www wxwwxww FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.50 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.416 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.759 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.80 0.20 0.350 75 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 4.36 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 4.36 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»> TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- - -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 400.00 -- - REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.63.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS B 2.42 0.30 0.350 56 COMMERCIAL B 0.90 0.30 0.100 56 PUBLIC PARK B 1.92 0.30 0.850 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.490 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.92 AVERAGE FLOW DEPTH(FEET) = 1.32 TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 14.54 SUBAREA AREA(ACRES) = 5.24 SUBAREA RUNOFF(CFS) = 11.74 EFFECTIVE AREA(ACRES) = 7.04 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 15.69 == »WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.06 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 730.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 1.6.30 TO NODE 1.6.40 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 790.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.89 PIPE TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 16.30 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 1520.00 FEET. xwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwx FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 16.30 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL B 3.09 0.30 0.100 56 PUBLIC PARK B 2.54 0.30 0.850 56 PUBLIC PARK B 2.54 0.30 0.850 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.566 SUBAREA AREA(ACRES) = 8.17 SUBAREA RUNOFF(CFS) = 16.92 EFFECTIVE AREA(ACRES) = 15.21 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.2 PEAK FLOW RATE(CFS) = 31.77 w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w + +w + +w + +w + +w + +w + +w +ww +ww +ww + +w FLOW PROCESS FROM NODE 16.40 TO NODE 16.50 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.77 PIPE TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 17.04 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 1910.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 16.50 TO NODE 1.6.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 17.04 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.410 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.85 0.20 0.100 75 CONDOMINIUMS D 2.51 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.244 SUBAREA AREA(ACRES) = 4.36 SUBAREA RUNOFF(CFS) = 9.27 EFFECTIVE AREA(ACRES) = 19.57 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 40.20 wx+ wx +wx +wx +wx +wx +wx +wx +wwwwx +wx +wxw wxwww +wx +wx +wxwwxwwx +xxx wxwwxwwxwwx +wx +w FLOW PROCESS FROM NODE 16.50 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.39 ESTIMATED PIPE DIAMETER(INCH) 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.20 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 18.73 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.60 = 2860.00 FEET. * xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx* FLOW PROCESS FROM NODE 1.6.60 TO NODE 16.60 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.73 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.285 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 2.21 0.20 0.850 75 COMMERCIAL D 2.81 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.430 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 9.93 EFFECTIVE AREA(ACRES) = 24.59 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 47.92 xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xxx xxxxxxxxxx FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q It Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 47.92 18.73 2.285 0.27( 0.12) 0.45 24.6 16.10 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 2860.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 169.77 12.86 2.826 0.33( 0.13) 0.40 69.7 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 210.92 12.86 2.826 0.32( 0.13) 0.41 86.6 13.00 2 183.55 18.73 2.285 0.31( 0.13) 0.42 94.3 16.10 TOTAL AREA(ACRES) = 94.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 210.92 Tc(MIN.) = 12.862 EFFECTIVE AREA(ACRES) = 86.59 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.31 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 94.3 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. xx* xx* x** x** x** x** x** x+* x+* x+* x** x** x+* x+* x+* x + *x * *x * *x * *x + *x + *x + *x + *x + *x + *x FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 ««< xx* xx* xx* xx* xx* xx* xxxxxxxxxxxxxx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx . * *. * *. ** FLOW PROCESS FROM NODE 16.50 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.78 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 210.92 PIPE TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 14.76 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4330.00 FEET. x* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.614 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" A 8.07 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 3.62 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.542 SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 38.39 EFFECTIVE AREA(ACRES) = 104.39 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.34 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 112.1 PEAK FLOW RATE(CFS) = 231.84 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.30 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 231.84 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 15.08 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.583 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.09 0.40 1.000 46 NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 COMMERCIAL A 2.82 0.40 0.100 32 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.417 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 51.09 EFFECTIVE AREA(ACRES) = 127.89 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 135.6 PEAK FLOW RATE(CFS) = 280.01 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.478 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 293.02 TRAVEL TIME THEN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.87 AVERAGE FLOW DEPTH(FEET) = 0.90 TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 16.22 SCS CN 46 32 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 26.01 EFFECTIVE AREA(ACRES) = 140.30 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 148.0 PEAK FLOW RATE(CFS) = 293.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.90 FLOW VELOCITY(FEET /SEC.) = 8.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5210.00 FEET. * xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx* FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.299 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.58 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 295.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.84 TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 18.52 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 3.21 EFFECTIVE AREA(ACRES) = 141.88 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 149.6 PEAK FLOW RATE(CFS) = 293.95 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET /SEC.) = 2.62 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x..x**x*.xx.xx.xx . xx . xx . xx . xx . xx . xx . xx . xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER WFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 293.95 16.52 2.299 0.35( 0.15) 0.42 141.9 13.00 2 256.41 24.65 1.956 0.35( 0.15) 0.42 149.6 16.10 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 199.38 11.92 2.950 0.20( 0.09) 0.45 77.3 11.01 2 208.5.6 14.60 2..630 0.20( 0.09) 0.45 90.8 11.06 3 204.03 28.35 1.807 0.20( 0.09) 0.46 132.3 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 445.86 11.92 2.950 0.28( 0.12) 0.44 168.6 11.01 2 475.99 14.60 2.630 0.28( 0.12) 0.43 202.6 11.06 3 501.22 18.52 2.299 0.29( 0.12) 0.44 244.5 13.00 4 461.66 24.65 1.956 0.28( 0.12) 0.44 270.7 16.10 5 439.33 28.35 1.807 0.27( 0.12) 0.44 281.9 1.00 TOTAL AREA(ACRES) = 281.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 501.22 Tc(MIN.) = 18.518 EFFECTIVE AREA(ACRES) = 244.49 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 281.9 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x. xx. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxx .xxxx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< x* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.115 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 5.63 0.20 1.000 83 COMMERCIAL A 1.56 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.428 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 518.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.24 AVERAGE FLOW DEPTH(FEET) = 1.18 TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 21.45 SUBAREA AREA(ACRES) = 19.06 SUBAREA RUNOFF(CFS) = 34.36 EFFECTIVE AREA(ACRES) = 263.55 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 300.9 PEAK FLOW RATE(CFS) = 501.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6140.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.960 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.73 0.40 0.100 3 NATURAL FAIR COVER "OPEN BRUSH" D 4.03 0.20 1.000 8 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.730 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 505.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 24.56 SUBAREA AREA(ACRES) = 5.76 SUBAREA RUNOFF(CFS) = 9.3 EFFECTIVE AREA(ACRES) = 269.31 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 306.7 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.12 501.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6740.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.862 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 4.01 0.20 1.000 83 COMMERCIAL A 1.68 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 508.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 26.88 SUBAREA AREA(ACRES) = 9.31 SUBAREA RUNOFF(CFS) = 14.56 EFFECTIVE AREA(ACRES) = 278.62 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 316.0 PEAK FLOW RATE(CFS) = 501.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = LONGEST FLOWPATH FROM NODE 13.00 TO NODE 3.21 23.00 = 7190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 316.0 TC(MIN.) = 26.88 EFFECTIVE AREA(ACRES) = 278.62 AREA - AVERAGED Fm(INCH /HR)= 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.444 PEAK FLOW RATE(CFS) = 501.22 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 445.86 20.63 2.163 0.27( 0.12) 0.45 202.7 11.01 2 475.99 23.11 2.028 0.27( 0.12) 0.44 236.8 11.06 3 501.22 26.88 1.862 0.28( 0.12) 0.44 278.6 13.00 4 461.66 33.27 1.650 0.27( 0.12) 0.45 304.8 16.10 5 439.33 37.15 1.550 0.27( 0.12) 0.45 316.0 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P025_B.DAT TIME /DATE OF STUDY: 09:36 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.477 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.841 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.86 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 10.44 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.34 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY(FT *FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.12 TC(MIN.) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) 2.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.84 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 1.6.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.443 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 14.74 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 18.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.16 FLOW VELOCITY(FEET /SEC.) = 3.00 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 3.07 TC(MIN.) = 19.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.220 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 31.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET /SEC.) = 3.42 DEPTH *VELOCITY(FT *FT /SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 22.12 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 32.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.54 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY(FT *FT /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 24.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 21.34 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 51.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.07 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 2.49 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 84.11 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.44 PRODUCT OF DEPTHSVELOCITY(FT *FT/SEC.) = 3.27 STREET FLOW TRAVEL TIME(MIN.) = 2.55 TC(MIN.) = 27.29 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 64.38 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 113.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIOTH(FEET) = 36.44 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY(FT *FT /SEC.) = 3.90 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 112.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** * ** * ** * ** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.84 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 113.45 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 28.36 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 28.36 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 18.39 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 129.35 ********************************************* * * * * * * * * * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.34 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 129.35 PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 29.15 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * *** *************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.15 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 13.88 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.124 SUBAREA AREA(ACRES) = 18.33 SUBAREA RUNOFF(CFS) = 28.93 EFFECTIVE AREA(ACRES) = 99.35 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 99.4 PEAK FLOW RATE(CFS) = 156.26 ********************************************* * * * * * * ** * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.719 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 24.16 0.20 1.000 CONDOMINIUMS D 4.43 0.20 0.350 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.899 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 176.08 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.73 AVERAGE FLOW DEPTH(FEET) = 1.10 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 30.94 SCS ON 83 75 SUBAREA AREA(ACRES) = 28.59 SUBAREA RUNOFF(CFS) = 39.61 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 127.9 PEAK FLOW RATE(CFS) = 190.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 8.99 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 61.00 = 6190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 127.9 TC(MIN.) = 30.94 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.321 PEAK FLOW RATE(CFS) = 190.59 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P025_C.DAT TIME /DATE OF STUDY: 09:37 09/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) 106.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.003 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.693 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 1.53 0.20 1.000 93 19.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 3.93 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.3.6 Tc(MIN.) = 1.6.3.6 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.466 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.73 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.73 SUBAREA RUNOFF(CFS) = 9.65 EFFECTIVE AREA(ACRES) = 6.26 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 12.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY(FT *FT /SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.77 PIPE TRAVEL TIME(MIN.) = 0.86 TC(MIN.) = 17.21 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1010.00 FEET. *..**.**.**.**. w*.w*.w*.w**w**w* *w *.w *.w *.w *.w **w **w *.w *.w *.w *. w w w w w w w * . w * . w FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.21 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.396 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 2.81 0.20 0.100 75 CONDOMINIUMS D 2.09 0.20 0.350 75 CONDOMINIUMS D 3.05 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.2.62 SUBAREA AREA(ACRES) = 7.95 SUBAREA RUNOFF(CFS) = 16.77 EFFECTIVE AREA(ACRES) = 14.21 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 29.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.42 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.14 PIPE TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 17.71 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1260.00 FEET. ww* wwwww* ww* xw* ww* ww* ww* ww* wwwxwwxwwxwwxwwww *w. *xwwxwwxwwxwwxwwxw *ww *w.www* FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.71 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.358 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.73 0.20 0.100 75 CONDOMINIUMS D 1.21 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 16.15 AREA - AVERAGED Fm(INCH /HR) = 0.11 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 32.68 FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.88 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.68 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 18.05 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1440.00 FEET. . a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a. .a..a..a..a..a..a..a..a..a..a.. FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.333 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.32 0.20 0.100 75 CONDOMINIUMS D 2.49 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.322 SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 5.74 EFFECTIVE AREA(ACRES) = 18.96 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 38.05 ............................................. ............................... FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 340.00 PLANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 38.05 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 18.67 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 86.00 = 1780.00 FEET. .+ i.. i..+..+..+ ..+..+. +i.S..S.. +i..+..+..+..i. S.. S.. +i. +i. S.. S.. S.. +i..+..i. FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.67 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.288 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.14 0.20 0.350 75 COMMERCIAL D 0.62 0.20 0.100 75 PUBLIC PARK D 1.37 0.20 0.650 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.453 SUBAREA AREA(ACRES) = 5.13 SUBAREA RUNOFF(CFS) = 10.15 EFFECTIVE AREA(ACRES) = 24.09 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.1 PEAK FLOW RATE(CFS) = 47.44 FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25..6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.61 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 47.44 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 19.77 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 87.00 = 2410.00 FEET. FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 19.77- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.216 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.51 0.20 0.350 75 COMMERCIAL D 1.12 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 0.43 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA AREA(ACRES) = 5.06 SUBAREA RUNOFF(CFS) = 9.77 EFFECTIVE AREA(ACRES) = 29.15 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 29.1 PEAK FLOW RATE(CFS) = 55.64 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 31 ----------------------------------------------- --- --- --- --- --- --- --- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- -- - --- »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.10 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 55.64 PIPE TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 20.23 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 88.00 = 2690.00 FEET. FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 20.23- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.187 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.34 0.20 0.350 75 COMMERCIAL D 0.48 0.20 0.100 75 CONDOMINIUMS D 2.16 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.335 SUBAREA AREA(ACRES) = 7.98 SUBAREA RUNOFF(CFS) = 15.22 EFFECTIVE AREA(ACRES) = 37.13 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 37.1 PEAK FLOW RATE(CFS) = 70.11 FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.68 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 70.11 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 20.65 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 89.00 = 2960.00 FEET. I.II.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.* I. *I * *I. *I. * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20..65 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.161 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 2.41 0.20 0.350 75 COMMERCIAL D 2.55 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.221 SUBAREA AREA(ACRES) = 4.96 SUBAREA RUNOFF(CFS) = 9.45 EFFECTIVE AREA(ACRES) = 42.09 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 42.1 PEAK FLOW RATE(CFS) = 78.71 FLOW PROCESS FROM NODE 89.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.08 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 78.71 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 21.49 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 10 ----------------------------------------------- --- --- --- --- --- --- --- -------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * ** * ** * ** * ** * ** **I * ** * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.314 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.392 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.88 0.20 0.100 75 9.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.67 FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 11.35 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.034 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 1.06 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 2.88 EFFECTIVE AREA(ACRES) = 1.94 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 560.00 FEET. FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.26 PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 13.21 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 93.00 = 1190.00 FEET. FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.21 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.783 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.84 0.20 0.350 75 COMMERCIAL D 2.34 0.20 0.100 75 CONDOMINIUMS D 8.66 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.315 SUBAREA AREA(ACRES) = 16.84 SUBAREA RUNOFF(CFS) = 41.22 EFFECTIVE AREA(ACRES) = 18.78 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 46.04 FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.58 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 46.04 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 94.00 = 1430.00 FEET. FLOW PROCESS FROM NODE 94.00 TO NODE 94.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.734 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN PUBLIC PARK D 3.80 0.20 0.850 75 COMMERCIAL D 0.27 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 9.43 EFFECTIVE AREA(ACRES) = 22.85 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 22.9 PEAK FLOW RATE(CFS) = 54..65 w xwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 54.65 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 13.95 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 95.00 = 1620.00 FEET. w+ ww+ ww+ ww+ wwwww+ ww+ wwwwwwwwwwwwwwwwwwww+ ww+ wwwwwwww +ww +ww +wwwww +ww +ww +ww +ww FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.95 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.699 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.20 0.20 0.100 75 CONDOMINIUMS D 2.24 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.330 SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 5.78 EFFECTIVE AREA(ACRES) = 25.29 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 25.3 PEAK FLOW RATE(CFS) = 59.71 w w w+ w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.18 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 59.71 PIPE TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 14.45 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 96.00 = 1930.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.45 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 5.07 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA AREA(ACRES) = 5.07 SUBAREA RUNOFF(CFS) = 11.29 EFFECTIVE AREA(ACRES) = 30.36 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.4 PEAK FLOW RATE(CFS) = 69.78 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.67 ESTIMATED PIPE DIAMETER(INCH) 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 69.78 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 69.78 14.81 2.609 0.20( 0.09) 0.46 30.4 90.00 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) AN Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 78.71 21.49 2.113 0.20( 0.08) 0.42 42.1 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 137.27 14.81 2.609 0.20( 0.09) 0.44 59.4 90.00 2 134.75 21.49 2.113 0.20( 0.09) 0.43 72.4 80.00 TOTAL AREA(ACRES) = 72.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 137.27 Tc(MIN.) = 14.813 EFFECTIVE AREA(ACRES) = 59.37 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 72.4 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. *..********.**.**.**.**.**.**.**.************ * *** * ** *** * ** *** *** *** *** *** * ** FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 « «< ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 137.27 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 98.00 = 3800.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** * ** * *** FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.18 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.573 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 22.13 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 31.89 SUBAREA RUNOFF(CFS) = 68.10 EFFECTIVE AREA(ACRES) = 91.26 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 104.3 PEAK FLOW RATE(CFS) = 200.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.3 TC(MIN.) = 15.18 EFFECTIVE AREA(ACRES) = 91.26 AREA - AVERAGED Fm(INCH /HR)= 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.634 PEAK FLOW RATE(CFS) = 200.88 '* PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 200.88 15.18 2.573 0.20( 0.13) 0.63 91.3 90.00 2 185.08 21.87 2.092 0.20( 0.12) 0.61 104.3 80.00 END OF RATIONAL METHOD ANALYSIS iii. HC 10 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P010_A.DAT TIME /DATE OF STUDY: 09:37 09/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.021 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 1.82 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 11.64 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.502 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 2.50 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET /SEC.) = 1.62 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww* ww* ww* ww*wx*wx*wx*wx*wx*wx*wx*wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.86 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.33 TC(MIN.) = 13.97 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.253 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 6.75 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 10.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.37 FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 16.28 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.064 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 11.86 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 21.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.91 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = 19.15 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.881 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 14.05 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 33.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.13 FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. .******************************************** ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 47.99 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.61 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.90 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 21.22 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.773 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 29.08 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 60.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIOTH(FEET) = 33.63 FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY(FT *FT /SEC.) = 2.34 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 47.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. x.* x** x** x** x** x** x** x** x** x** x** x** x** x** x** xx *x **x **x **x **x **x **x **x **x **x FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.42 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 60.59 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :** x**:* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx*****:* *x **: * *x *xx *xx *xx *xx *xx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.90 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.741 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.24 0.20 0.100 75 PUBLIC PARK D 6.35 0.20 0.850 75 COMMERCIAL D 2.47 0.20 0.100 75 NATURAL POOR COVER "BARREN" D 3.55 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.528 SUBAREA AREA(ACRES) = 18.61 SUBAREA RUNOFF(CFS) = 27.40 EFFECTIVE AREA(ACRES) = 57.14 AREA - AVERAGED Fm(INCH /HR) = 0.05 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 86.88 xx *xx *xx *xx *xx *xx *xx *xx *xxx xx *xx *xxx xxxxx *xx *xx *xx *xx *xx *xxx xxxxxx *xxxx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 26.56 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 86.88 PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 22.17 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2890.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 870.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.621 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 13.41 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 95.46 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.50 AVERAGE FLOW DEPTH(FEET) = 0.68 TRAVEL TIME(MIN.) = 2.64 TC(MIN.) = 24.81 SUBAREA AREA(ACRES) = 13.41 SUBAREA RUNOFF(CFS) = 17.15 EFFECTIVE AREA(ACRES) = 70.55 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 70.6 PEAK FLOW RATE(CFS) = 97.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.69 FLOW VELOCITY(FEET /SEC.) = 5.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3760.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THEN SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.538 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 9.71 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 103.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.58 AVERAGE FLOW DEPTH(FEET) = 0.87 TRAVEL TIME(MIN.) = 2.40 TC(MIN.) = 27.21 SUBAREA AREA(ACRES) = 9.71 SUBAREA RUNOFF(CFS) = 11.69 EFFECTIVE AREA(ACRES) = 80.26 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 80.3 PEAK FLOW RATE(CFS) = 104.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.88 FLOW VELOCITY(FEET /SEC.) = 4.58 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4420.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.481 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 3.89 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 106.49 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.62 AVERAGE FLOW DEPTH(FEET) = 0.89 TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 29.05 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 4.49 EFFECTIVE AREA(ACRES) = 84.15 AREA - AVERAGED Em(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 84.2 PEAK FLOW RATE(CFS) = 104.65 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.88 FLOW VELOCITY(FEET /SEC.) = 4.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r + +r + +r + +r + +r + +r + +r + +r + +r + +r + +r FLOW PROCESS FROM NODE 11.01 TO NODE 11.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 120.00 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 Tc = K *[(LENGTH -* 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.375 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.895 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.19 0.20 0.100 75 5.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.66 FLOW PROCESS FROM NODE 11.02 TO NODE 11.03 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THAI SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.15 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 7.93 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 1.84 0.20 0.850 75 COMMERCIAL D 0.25 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 0.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.816 SUBAREA AREA(ACRES) = 2.73 SUBAREA RUNOFF(CFS) = 7.26 EFFECTIVE AREA(ACRES) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.77 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 7.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET /SEC.) = 2.44 DEPTHwVELOCITY(FTwFT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.03 = 450.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.03 TO NODE 11.04 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.79 PIPE TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 9.24 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.04 = 940.00 FEET. wwwwwwwwwwwwwwwwwwwwww+ ww+ ww+ ww+ ww+ wwwwwwwwwww +wwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 11.04 TO NODE 11.04 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.24 w 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.856 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.18 0.20 0.100 75 CONDOMINIUMS D 1.15 0.20 0.350 75 CONDOMINIUMS D 4.75 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.308 SUBAREA AREA(ACRES) = 7.08 SUBAREA RUNOFF(CFS) = 17.80 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 24.90 wxww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.04 TO NODE 11.05 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.29 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 24.90 PIPE TRAVEL TIME(MIN.) = 0.80 TC(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.05 = 1340.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.05 TO NODE 11.05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 10.04 w 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.722 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 6.10 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AD = 0.350 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 14.56 EFFECTIVE AREA(ACRES) = 16.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 38.26 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 11.05 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THOU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 910.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER. OF PIPES = 1 PIPE- FLOW(CFS) = 38.26 PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 11.72 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK .# 1 WITH THE MAIN - STREAM MEMORY<<<<G ** MAIN STREAM CONFIDENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER. NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.26 11.72 2.492 0.20( 0.08) 0.41 16.1 11.01 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 104.65 29.05 1.481 0.20( 0.10) 0.50 84.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 111.36 11.72 2.492 0.20( 0.09) 0.47 50.1 11.01 2 126.87 29.05 1.481 0.20( 0.10) 0.48 100.2 1.00 TOTAL AREA(ACRES) = 100.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 126.87 Tc(MIN.) = 29.048 EFFECTIVE AREA(ACRES) = 100.25 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 100.2 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 12..00 TO NODE 12..00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 « «<. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ** * * * * * *11 * * * * *11 * = *w21 * * * * * * * * ** *PROCESS * *TO* *IS * FLOW FROM NODE *06 NODE *07 CODE ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 86.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.011 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.897 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.54 0.20 0.350 75 9.01 SUBAREA AVERAGE PERVIOUS LOSS. RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 3.92 TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 3.92 * xw* xw* xw* xw* xw* xw* xxx* xx* xx* xx*** xx* xw* xw* xx * *x *xx *xw *xw *xw *xw *xw *xw *xw *xww FLOW PROCESS FROM NODE 11.07 TO NODE 11.08 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.92 PIPE TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 10.43 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.08 = 790.00 FEET. xx> xx> xx> xx:: x: xx::x xxx x: x: xx::x xxx xxx xxx::x xxxxxxx +x:I*: +*:I*: +*:I*: +*:xx: FLOW PROCESS FROM NODE 11.08 TO NODE 11.08 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 10.43 x 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.664 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.43 0.20 0.100 75 CONDOMINIUMS D 1.14 0.20 0.350 75 CONDOMINIUMS D 4.05 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.331 SUBAREA AREA(ACRES) = 5.62 SUBAREA RUNOFF(CFS) = 13.14 EFFECTIVE AREA(ACRES) = 7.16 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 16.74 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx +xx +xx +xx +xx +xx +xx +xx +xx +xx +xx FLOW PROCESS FROM NODE 11.08 TO NODE 11.09 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.55 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.74 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 11.53 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.09 = 1290.00 FEET. xx. xx.xx. xx. x* .x*.xx.xx.xx.xx.xx.xx.xx.xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 11.09 TO NODE 11.09 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN.) = 11.53 x 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.515 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.41 0.20 0.100 75 CONDOMINIUMS D 1.13 0.20 0.350 75 CONDOMINIUMS D 0.62 0.20 0.350 75 CONDOMINIUMS D 0.48 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.311 SUBAREA AREA(ACRES) = 2.64 SUBAREA RUNOFF(CFS) = 5.83 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 21.60 xx+xx+xx+xx+xx+xx+xx+x ++x ++xx + xx+xx+x ++x ++xx+x ++ x x+ x x+ x x+ x x+ x x +x + +x ++x x+x x +x FLOW PROCESS FROM NODE 11.09 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 730.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.08 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.60 PIPE TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 13.04 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.10 = 2020.00 FEET. xx.xx.xx.xx.xx.xx . xx . xx.xxx xxxxx.xx.xx.xx.xx.xx . xxxxxxxx . xx . xx . xx . xx . xx.xx.x FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.04 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.344 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.01 0.20 0.100 75 CONDOMINIUMS D 2.10 0.20 0.350 75 CONDOMINIUMS D 1.33 0.20 0.350 75 CONDOMINIUMS D 7.17 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.328 SUBAREA AREA(ACRES) = 11.61 SUBAREA RUNOFF(CFS) = 23.81 EFFECTIVE AREA(ACRES) = 21.41 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 21.4 PEAK FLOW RATE(CFS) = 43.90 ............................................. ............................... FLOW PROCESS FROM NODE 11.10 TO NODE 11.11 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.52 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 43.90 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 13.93 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.11 = 2530.00 FEET. FLOW PROCESS FROM NODE 11.11 TO NODE 11.11 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.93 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.257 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.44 0.20 0.100 75 CONDOMINIUMS D 6.60 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.334 SUBAREA AREA(ACRES) = 7.04 SUBAREA RUNOFF(CFS) = 13.88 EFFECTIVE AREA(ACRES) = 28.45 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 56.10 ............................................. ............................... FLOW PROCESS FROM NODE 11.11 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 3.6.0 INCH PIPE IS 26.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.11 ESTIMATED PIPE DIAMETER(INCH) = 3.6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 56.10 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 14.33 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) AN As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 56.10 14.33 2.221 0.20( 0.07) 0.33 28.5 11.06 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA *- STREAM Q Tc Intensity Fp(Fm) NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 1 111.36 11.72 2.492 0.20( 0.09) 2 126.87 29.05 1.481 0.20( 0.10) LONGEST FLOWPATH FROM NODE 1.00 TO NODE Ap As HEADWATER (ACRES) NODE 0.47 50.1 11.01 0.48 100.2 1.00 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 163.03 11.72 2.492 0.20( 0.08) 0.42 73.3 11.01 2 169.79 14.33 2.221 0.20( 0.08) 0.42 86.0 11.06 3 163.71 29.05 1.481 0.20( 0.09) 0.45 128.7 1.00 TOTAL AREA(ACRES) = 128.7 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.69.79 TC(MIN.) = 14.325 EFFECTIVE AREA(ACRES) = 86.05 AREA - AVERAGED Em(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 128.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.31 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 169.79 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ----------------------------------------------- --- ---- --- ------- -- --- -- --- -- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.82 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.178 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN NATURAL FAIR COVER "OPEN BRUSH" D 3.58 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 6.37 EFFECTIVE AREA(ACRES) = 89.63 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 132.3 PEAK FLOW RATE(CFS) = 169.79 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.832 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SON SOIL AREA Fp Ap SON Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 7.97 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 7.97 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1.660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.58 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.97 PIPE TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 11.76 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.76 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.487 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 PUBLIC PARK D 3.71 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.268 SUBAREA AREA(ACRES) = 35.55 SUBAREA RUNOFF(CFS) = 77.27 EFFECTIVE AREA(ACRES) = 38.72 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.26 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 38.7 PEAK FLOW RATE(CFS) = 84.25 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.400 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 PUBLIC PARK A 1.60 0.40 0.850 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 113.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 17.27 AVERAGE FLOW DEPTH(FEET) = 1.81 TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 12.52 SUBAREA AREA(ACRES) = 29.85 SUBAREA RUNOFF(CFS) = 58.49 EFFECTIVE AREA(ACRES) = 68.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 139.71 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.96 FLOW VELOCITY(FEET /SEC.) = 18.12 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.75 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 139.71 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.60 = 3100.00 FEET. ............................................. ............................... FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 13.01- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.347 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.13 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 2.35 EFFECTIVE AREA(ACRES) = 69.70 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 69.7 PEAK FLOW RATE(CFS) = 139.71 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE . wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww .wwxwwxwwxwwxwwxwwxwwxwwx FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ww. ww. ww. ww. ww. ww. ww. ww. wwwww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.ww.www wxwwxww FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.50 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.416 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.306 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ ITS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) CONDOMINIUMS D 1.80 0.20 0.350 75 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.62 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 400.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.197 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS B 2.42 0.30 0.350 56 COMMERCIAL B 0.90 0.30 0.100 56 PUBLIC PARK B 1.92 0.30 0.850 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.490 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.46 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.65 AVERAGE FLOW DEPTH(FEET) = 1.22 TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 14.60 SUBAREA AREA(ACRES) = 5.24 SUBAREA RUNOFF(CFS) = 9.67 EFFECTIVE AREA(ACRES) = 7.04 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 13.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.44 FLOW VELOCITY(FEET /SEC.) = 6.33 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 730.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 16.30 TO NODE 16.40 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 790.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.04 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.11 PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 1.6.47 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 1520.00 FEET. FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 16.47 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.051 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 3.09 0.30 0.100 56 PUBLIC PARK B 2.54 0.30 0.650 56 PUBLIC PARK B 2.54 0.30 0.650 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.566 SUBAREA AREA(ACRES) = 8.17 SUBAREA RUNOFF(CFS) = 13.83 EFFECTIVE AREA(ACRES) = 15.21 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.2 PEAK FLOW RATE(CFS) = 26.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.40 TO NODE 16.50 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.34 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.01 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 17.24 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 1910.00 FEET. ********************************************* * * ** * ** * ** * ** * ** * ** * ** * * * * * * * ** FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 17.24 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.997 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.85 0.20 0.100 75 CONDOMINIUMS D 2.51 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.244 SUBAREA AREA(ACRES) = 4.36 SUBAREA RUNOFF(CFS) = 7.64 EFFECTIVE AREA(ACRES) = 19.57 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 32.93 FLOW PROCESS FROM NODE 16.50 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.89 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.93 PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 19.03 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.60 = 2860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) 19.03 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.888 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 2.21 0.20 0.850 75 COMMERCIAL D 2.81 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.430 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 8.14 EFFECTIVE AREA(ACRES) = 24.59 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 39.14 FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Is Intensity Fp(Fm) AN As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 39.14 19.03 1.888 0.27( 0.12) 0.45 24.6 16.10 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 2860.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 139.71 13.01 2.347 0.33( 0.13) 0.40 69.7 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) AN As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 173.42 13.01 2.347 0.32( 0.13) 0.41 86.5 13.00 2 149.85 19.03 1.886 0.31( 0.13) 0.42 94.3 16.10 TOTAL AREA(ACRES) = 94.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 173.42 Tc(MIN.) = 13.011 EFFECTIVE AREA(ACRES) = 86.52 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.31 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 94.3 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.6.50 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.14 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 173.42 PIPE TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4330.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- ---- MAINLINE .)_ -15 03________________ _______________________________ * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.161 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 8.07 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 3.62 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.542 SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 31.14 EFFECTIVE AREA(ACRES) = 104.32 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.34 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 112.1 PEAK FLOW RATE(CFS) = 189.14 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.72 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 189.14 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 15.36 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4600.00 FEET. r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r + +r + +r + +r + +r + +r + +r + +r + +r + +r + +r FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 15.36 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.134 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.09 0.40 1.000 46 NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 COMMERCIAL A 2.82 0.40 0.100 32 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.417 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 41.60 EFFECTIVE AREA(ACRES) = 127.82 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 135.6 PEAK FLOW RATE(CFS) = 228.24 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.041 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 238.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.20 AVERAGE FLOW DEPTH(FEET) = 0.80 TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 16.60 SCS ON 46 32 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 21.13 EFFECTIVE AREA(ACRES) = 140.23 AREA- AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 148.0 PEAK FLOW RATE(CFS) = 238.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.80 FLOW VELOCITY(FEET /SEC.) = 8.19 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5210.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THAD SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.884 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C: COMMERCIAL A 1.58 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 240.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.42 AVERAGE FLOW DEPTH(FEET) = 0.74 TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) = 19.08 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 2.6 EFFECTIVE AREA(ACRES) = 141.81 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 149.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 238.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.74 FLOW VELOCITY(FEET /SEC.) = 2.40 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 238.69 19.08 1.884 0.35( 0.15) 0.42 141.8 13.00 2 207.12 25.39 1.600 0.35( 0.15) 0.42 149.6 16.10 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 163.03 12.22 2.433 0.20( 0.09) 0.45 76.9 11.01 2 169.79 14.82 2.178 0.20( 0.09) 0.45 89.6 11.06 3 163.71 29.54 1.467 0.20( 0.09) 0.46 132.3 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 364.12 12.22 2.433 0.28( 0.12) 0.44 167.7 11.01 2 386.50 14.82 2.178 0.28( 0.12) 0.43 199.7 11.06 3 40.6.72 19.08 1.884 0.29( 0.12) 0.44 243.8 13.00 4 372.54 25.39 1..600 0.28( 0.12) 0.44 2.69.8 16.10 5 351.8.6 29.54 1.467 0.27( 0.12) 0.44 281.9 1.00 TOTAL AREA(ACRES) = 281.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 406.72 Tc(MIN.) = 19.084 EFFECTIVE AREA(ACRES) = 243.80 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 281.9 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 3 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.725 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C'. RESIDENTIAL "11+ DWELLINGS /ACRE" P. 11.87 0.40 0.200 3 NATURAL FAIR COVER "OPEN BRUSH" D 5.63 0.20 1.000 8 COMMERCIAL A 1.56 0.40 0.100 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.428 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 420.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.99 AVERAGE FLOW DEPTH(FEET) = 1.04 TRAVEL TIME(MIN.) = 3.18 TC(MIN.) = 22.26 SUBAREA AREA(ACRES) = 19.06 SUBAREA RUNOFF(CFS) = 27.6 EFFECTIVE AREA(ACRES) = 262.86 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 300.9 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.12 406.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.02 FLOW VELOCITY(FEET /SEC.) = 2.96 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6140.00 FEET. r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r + +r + +r + +r + +r + +r + +r + +r + +r + +r + +r FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THOU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.591 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.73 0.40 0.100 32 NATURAL FAIR COVER "OPEN BRUSH" D 4.03 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.730 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 410.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 1.03 TRAVEL TIME(MIN.) = 3.38 Tc(MIN.) = 25.64 SUBAREA AREA(ACRES) = 5.76 SUBAREA RUNOFF(CFS) = 7.46 EFFECTIVE AREA(ACRES) = 268.62 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 306.7 PEAK FLOW RATE(CFS) = 406.72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.02 FLOW VELOCITY(FEET /SEC.) = 2.96 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6740.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.508 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 4.01 0.20 1.000 83 COMMERCIAL A 1.68 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 412.52 TRAVEL TIME THOU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.98 AVERAGE FLOW DEPTH(FEET) = 1.03 TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 28.16 SUBAREA AREA(ACRES) = 9.31 SUBAREA RUNOFF(CFS) = 11.59 EFFECTIVE AREA(ACRES) = 277.93 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.44 TOTAL AREA(ACRES) = 316.0 PEAK FLOW RATE(CFS) = 406..72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.02 FLOW VELOCITY(FEET /SEC.) = 2.96 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7190.00 FEET. -END OF STORY SUMMARY:___________ __________°_°_°_°_°_°_°_°_°_°__ TOTAL AREA(ACRES) = 316.0 TC(MIN.) = 28.16 EFFECTIVE AREA(ACRES) = 277.93 AREA - AVERAGED Fm(INCH /HR)= 0.12 AREA- AVERAGED FP(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.444 PEAK FLOW RATE(CFS) = 406.72 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER. NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 364.12 21.64 1.753 0.27( 0.12) 0.45 201.8 11.01 2 386.50 24.04 1.651 0.27( 0.12) 0.44 233.9 11.06 3 406.72 28.16 1.508 0.28( 0.12) 0.44 277.9 13.00 4 372.54 34.76 1.336 0.27( 0.12) 0.45 304.0 16.10 5 351.66 39.12 1.249 0.27( 0.12) 0.45 316.0 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P010_B.DAT TIME /DATE OF STUDY: 09:37 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.477 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.224 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.56 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.91 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 3.0.6 TC(MIN.) = 10.54 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.648 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 3.22 TC(MIN.) = 13.75 * 10 YEAR RAINFALL INTENSITY(INCH /HR) 2.273 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 3.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.87 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.59 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 1.6.97 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.016 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCE SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 12.14 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 15.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 FLOW VELOCITY(FEET /SEC.) = 2.68 DEPTH *VELOCITY(FT *FT /SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 3.22 TC(MIN.) = 20.19 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.825 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 12.12 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 26.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.66 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.28 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 22.72 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.705 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 26.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.82 FLOW VELOCITY(FEET /SEC.) = 3.28 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.50 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 2.7.6 Tc(MIN.) = 25.48 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.597 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 17.42 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 42.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.04 FLOW VELOCITY(FEET /SEC.) = 3.66 DEPTH *VELOCITY(FT *FT /SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ .68.49 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 31.67 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.12 PRODUCT OF DEPTHSVELOCITY(FT *FT/SEC.) = 2.88 STREET FLOW TRAVEL TIME(MIN.) = 2.75 TC(MIN.) = 28.24 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.505 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 52.21 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 92.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIOTH(FEET) = 34.30 FLOW VELOCITY(FEET /SEC.) = 4.59 DEPTH *VELOCITY(FT *FT /SEC.) = 3.45 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 93.9 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** * ** * ** * ** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 92.13 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 29.36 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.36 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.472 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 14.95 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 105.00 ********************************************* * * * * * * * * * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.78 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 105.00 PIPE TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 30.18 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * *** *************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 30.18 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.449 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 13.88 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.124 SUBAREA AREA(ACRES) = 18.33 SUBAREA RUNOFF(CFS) = 23.50 EFFECTIVE AREA(ACRES) = 99.35 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 99.4 PEAK FLOW RATE(CFS) = 126.82 ********************************************* * * * * * * ** * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.399 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 24.16 0.20 1.000 CONDOMINIUMS D 4.43 0.20 0.350 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.899 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 142.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.17 AVERAGE FLOW DEPTH(FEET) = 0.97 TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 32.10 SCS ON 83 75 SUBAREA AREA(ACRES) = 28.59 SUBAREA RUNOFF(CFS) = 31.37 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 127.9 PEAK FLOW RATE(CFS) = 153.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.02 FLOW VELOCITY(FEET /SEC.) = 8.37 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 61.00 = 6190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 127.9 TC(MIN.) = 32.10 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.321 PEAK FLOW RATE(CFS) = 153.69 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P010_C.DAT TIME /DATE OF STUDY: 09:37 09/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) 106.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.003 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.250 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 1.53 0.20 1.000 93 19.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 2.82 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.4.6 Tc(MIN.) = 1.6.47 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.051 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.73 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.73 SUBAREA RUNOFF(CFS) = 7.88 EFFECTIVE AREA(ACRES) = 6.26 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 10.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.16 FLOW VELOCITY(FEET /SEC.) = 2.62 DEPTH *VELOCITY(FT *FT /SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.43 PIPE TRAVEL TIME(MIN.) = 0.89 TC(MIN.) = 17.35 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1010.00 FEET. *..**.**.**.**. w*.w*.w*.w**w**w* .w *.w *.w *.w *.w **w **w *.w *.w *.w *. w w w w w w w * . w * . w FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.35 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.990 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 2.81 0.20 0.100 75 CONDOMINIUMS D 2.09 0.20 0.350 75 CONDOMINIUMS D 3.05 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.2.62 SUBAREA AREA(ACRES) = 7.95 SUBAREA RUNOFF(CFS) = 13.86 EFFECTIVE AREA(ACRES) = 14.21 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 23.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.24 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.95 PIPE TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 17.66 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1260.00 FEET. ww* wwwww* ww* xw* ww* ww* ww* ww* wwwxwwxwwxwwxwwww *w. *xwwxwwxwwxwwxwwxw *ww *w.www* FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.86 1 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.957 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.73 0.20 0.100 75 CONDOMINIUMS D 1.21 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 16.15 AREA - AVERAGED Fm(INCH /HR) = 0.11 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 26.86 FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.38 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.86 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 18.22 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1440.00 FEET. . a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a. .a..a..a..a..a..a..a..a..a..a.. FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.22 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.935 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.32 0.20 0.100 75 CONDOMINIUMS D 2.49 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.322 SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 4.73 EFFECTIVE AREA(ACRES) = 18.96 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 31.27 ............................................. ............................... FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 340.00 PLANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.81 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.27 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 18.86 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 86.00 = 1780.00 FEET. .+ i.. i..+..+..+ ..+..+. +i.S..S...i..+..+..+..i. S.. S.. +i. +i. S.. S.. S.. +i..+..i. FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.86 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.897 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.14 0.20 0.350 75 COMMERCIAL D 0.62 0.20 0.100 75 PUBLIC PARK D 1.37 0.20 0.650 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.453 SUBAREA AREA(ACRES) = 5.13 SUBAREA RUNOFF(CFS) = 8.34 EFFECTIVE AREA(ACRES) = 24.09 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.1 PEAK FLOW RATE(CFS) = 38.96 FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.33 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 38.96 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 19.99 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 87.00 = 2410.00 FEET. FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 19.99- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.51 0.20 0.350 75 COMMERCIAL D 1.12 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 0.43 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA AREA(ACRES) = 5.06 SUBAREA RUNOFF(CFS) = 8.04 EFFECTIVE AREA(ACRES) = 29.15 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 29.1 PEAK FLOW RATE(CFS) = 45.65 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 31 ----------------------------------------------- --- --- --- --- --- --- --- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- -- - --- »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.57 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.65 PIPE TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 20.47 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 88.00 = 2690.00 FEET. FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 20.47- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.810 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.34 0.20 0.350 75 COMMERCIAL D 0.48 0.20 0.100 75 CONDOMINIUMS D 2.16 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.335 SUBAREA AREA(ACRES) = 7.98 SUBAREA RUNOFF(CFS) = 12.52 EFFECTIVE AREA(ACRES) = 37.13 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 37.1 PEAK FLOW RATE(CFS) = 57.51 FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.14 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 57.51 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 20.92 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 89.00 = 2960.00 FEET. I.II.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.* I. *I * *I. *I. * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.92 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.788 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 2.41 0.20 0.350 75 COMMERCIAL D 2.55 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.221 SUBAREA AREA(ACRES) = 4.96 SUBAREA RUNOFF(CFS) = 7.78 EFFECTIVE AREA(ACRES) = 42.09 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 42.1 PEAK FLOW RATE(CFS) = 64.56 FLOW PROCESS FROM NODE 89.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.55 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 64.56 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 21.80 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 10 ----------------------------------------------- --- --- --- --- --- --- --- -------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * ** * ** * ** * ** * ** **I * ** * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.314 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.842 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.88 0.20 0.100 75 9.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA RUNOFF(CFS) = 2.24 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.24 FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.06 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 11.42 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.529 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 1.06 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 2.39 EFFECTIVE AREA(ACRES) = 1.94 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.59 FLOW VELOCITY(FEET /SEC.) = 2.16 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 560.00 FEET. FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.43 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.38 PIPE TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 13.36 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 93.00 = 1190.00 FEET. FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.36 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.312 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.84 0.20 0.350 75 COMMERCIAL D 2.34 0.20 0.100 75 CONDOMINIUMS D 8.66 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.315 SUBAREA AREA(ACRES) = 16.84 SUBAREA RUNOFF(CFS) = 34.08 EFFECTIVE AREA(ACRES) = 18.78 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 38.09 FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 38.09 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 13.80 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 94.00 = 1430.00 FEET. ********************************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 94.00 TO NODE 94.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.80 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.269 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN PUBLIC PARK D 3.80 0.20 0.850 75 COMMERCIAL D 0.27 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 7.73 EFFECTIVE AREA(ACRES) = 22.85 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 22.9 PEAK FLOW RATE(CFS) = 45.09 wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.09 PIPE TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 95.00 = 1620.00 FEET. w+ ww+ ww+ ww+ wwwww+ ww+ wwwwwwwwwwwwwwwwwwww+ ww+ wwwwwwwwwwwwwwwwwwww +ww +ww +ww +ww FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.13 w 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.238 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.20 0.20 0.100 75 CONDOMINIUMS D 2.24 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.330 SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 4.77 EFFECTIVE AREA(ACRES) = 25.29 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 25.3 PEAK FLOW RATE(CFS) = 49.23 w w w+ w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.23 PIPE TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 96.00 = 1930.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.67 w 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.191 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON PUBLIC PARK D 5.07 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA AREA(ACRES) = 5.07 SUBAREA RUNOFF(CFS) = 9.22 EFFECTIVE AREA(ACRES) = 30.36 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.4 PEAK FLOW RATE(CFS) = 57.37 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.14 ESTIMATED PIPE DIAMETER(INCH) 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 57.37 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 15.04 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 57.37 15.04 2.159 0.20( 0.09) 0.46 30.4 90.00 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) AN Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 64.56 21.80 1.746 0.20( 0.08) 0.42 42.1 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 113.00 15.04 2.159 0.20( 0.09) 0.44 59.4 90.00 2 110.46 21.80 1.746 0.20( 0.09) 0.43 72.4 80.00 TOTAL AREA(ACRES) = 72.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 113.00 Tc(MIN.) = 15.044 EFFECTIVE AREA(ACRES) = 59.40 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 72.4 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. *..********.**.**.**.**.**.**.**.************ * *** * ** *** * ** *** *** *** *** *** * ** FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 « «< ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.84 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 113.00 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 15.44 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 98.00 = 3800.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** * ** * *** FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.44 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 22.13 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 31.89 SUBAREA RUNOFF(CFS) = 55.33 EFFECTIVE AREA(ACRES) = 91.29 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 104.3 PEAK FLOW RATE(CFS) = 164.40 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.3 TC(MIN.) = 15.44 EFFECTIVE AREA(ACRES) = 91.29 AREA - AVERAGED Fm(INCH /HR)= 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.634 PEAK FLOW RATE(CFS) = 164.40 '* PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 164.40 15.44 2.128 0.20( 0.13) 0.63 91.3 90.00 2 150.87 22.20 1.728 0.20( 0.12) 0.61 104.3 80.00 END OF RATIONAL METHOD ANALYSIS b) Expected Value (50% Confidence) Events EV 100 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P025_A.DAT TIME /DATE OF STUDY: 09:36 09/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) 105.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 8.372 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.603 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 75 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.18 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.1.6 Tc(MIN.) = 11.53 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.007 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.02 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET /SEC.) = 1.67 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. ww* ww* ww* ww* ww* ww* ww* ww* wxwwxwwwwww* ww* ww* ww* ww*wx*wx*wx*wx*wx*wx*wx*wxwwxww FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 13.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 8.18 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 12.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET /SEC.) = 2.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. w+ xw+ xwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxwxxw +xw +xw +xw +xw +xw +xw +xw +xw +xw +xw FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 15.96 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 14.42 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 25.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.63 FLOW VELOCITY(FEET /SEC.) = 2.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THEN SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 18.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.28.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 8.39 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 17.11 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 40.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.16 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 58.57 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 2.29 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 20.62 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.163 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 35.55 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 74.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.78 HALFSTREET FLOOD WIOTH(FEET) = 35.58 FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY(FT *FT /SEC.) = 2.64 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 360.0 FT WITH ELEVATION -DROP = 1.8 FT, IS 56.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 7.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. x.* x** x** x** x** x** x** x** x** x** x** x** x** x** x** xx *x **x **x **x **x **x **x **x **x **x FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.15 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 74.11 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 21.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :** x**:* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx*****:* *x **: *** *xx *xx *xx *xx *xx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.27 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.126 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 6.24 0.20 0.100 75 PUBLIC PARK D 6.35 0.20 0.850 75 COMMERCIAL D 2.47 0.20 0.100 75 NATURAL POOR COVER "BARREN" D 3.55 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.528 SUBAREA AREA(ACRES) = 18.61 SUBAREA RUNOFF(CFS) = 33.83 EFFECTIVE AREA(ACRES) = 57.14 AREA - AVERAGED Fm(INCH /HR) = 0.05 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 106.64 xx *xx *xx *xx *xx *xx *xx *xx *xxx xx *xx *xxx xxxxx *xx *xx *xx *xx *xx *xxx xxxxxxxx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.22 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 106.64 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2890.00 FEET. FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THAN SUBAREA(FEET) = 870.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.987 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 13.41 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 117.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.95 AVERAGE FLOW DEPTH(FEET) = 0.77 TRAVEL TIME(MIN.) = 2.44 TC(MIN.) = 23.96 SUBAREA AREA(ACRES) = 13.41 SUBAREA RUNOFF(CFS) = 21.57 EFFECTIVE AREA(ACRES) = 70.55 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 70.6 PEAK FLOW RATE(CFS) = 121.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.78 FLOW VELOCITY(FEET /SEC.) = 6.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3760.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THEN SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.890 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 9.71 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 128.4.6 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.9.6 AVERAGE FLOW DEPTH(FEET) = 1.00 TRAVEL TIME(MIN.) = 2.22 TC(MIN.) = 26.18 SUBAREA AREA(ACRES) = 9.71 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 80.26 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 80.3 PEAK FLOW RATE(CFS) = 129.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET /SEC.) = 4.98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4420.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 510.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.824 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 3.89 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 132.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.01 AVERAGE FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 27.88 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 5..69 EFFECTIVE AREA(ACRES) = 84.15 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 84.2 PEAK FLOW RATE(CFS) = 130.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET /SEC.) = 5.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r++ r + +r + +r + +r + +r + +r + +r + +r + +r + +r + +r FLOW PROCESS FROM NODE 11.01 TO NODE 11.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 120.00 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 Tc = K *[(LENGTH -* 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.375 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.630 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.19 0.20 0.100 75 5.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.79 FLOW PROCESS FROM NODE 11.02 TO NODE 11.03 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THAI SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 7.83 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.742 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 1.84 0.20 0.850 75 COMMERCIAL D 0.25 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 0.64 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.816 SUBAREA AREA(ACRES) = 2.73 SUBAREA RUNOFF(CFS) = 8.79 EFFECTIVE AREA(ACRES) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.77 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 9.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTHwVELOCITY(FTwFT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.03 = 450.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.03 TO NODE 11.04 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.43 PIPE TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 9.10 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.04 = 940.00 FEET. wwwwwwwwwwwwwwwwwwwwww+ ww+ ww+ ww+ ww+ wwwwwwwwwww +wwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 11.04 TO NODE 11.04 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.10 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.436 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.18 0.20 0.100 75 CONDOMINIUMS D 1.15 0.20 0.350 75 CONDOMINIUMS D 4.75 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.308 SUBAREA AREA(ACRES) = 7.08 SUBAREA RUNOFF(CFS) = 21.50 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 30.13 wxww+ wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.04 TO NODE 11.05 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 30.13 PIPE TRAVEL TIME(MIN.) = 0.76 TC(MIN.) = 9.87 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.05 = 1340.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 11.05 TO NODE 11.05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 9.87 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.283 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 6.10 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AD = 0.350 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 17.64 EFFECTIVE AREA(ACRES) = 16.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 46.40 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 11.05 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THOU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 910.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.59 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER. OF PIPES = 1 PIPE- FLOW(CFS) = 46.40 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 11.45. LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK .# 1 WITH THE MAIN - STREAM MEMORY<<<<G ** MAIN STREAM CONFIDENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER. NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.40 11.45 3.018 0.20( 0.08) 0.41 16.1 11.01 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 130.59 27.88 1.824 0.20( 0.10) 0.50 84.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 137.17 11.45 3.018 0.20( 0.09) 0.47 50.7 11.01 2 158.12 27.88 1.824 0.20( 0.10) 0.48 100.2 1.00 TOTAL AREA(ACRES) = 100.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 158.12 Tc(MIN.) = 27.878 EFFECTIVE AREA(ACRES) = 100.25 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 100.2 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 12..00 TO NODE 12..00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 « «<. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ** * * * * * *11 * * * * *11 * = *w21 * * * * * * * * ** *PROCESS * *TO* *IS * FLOW FROM NODE *06 NODE *07 CODE ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 86.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.011 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.456 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.54 0.20 0.350 75 9.01 SUBAREA AVERAGE PERVIOUS LOSS. RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 4.69 * xw* xw* xw* xw* xw* xw* xxx* xx* xx* xx*** xx* xw* xw* xx * *x *xx *xw *xw *xw *xw *xw *xw *xw *xww FLOW PROCESS FROM NODE 11.07 TO NODE 11.08 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.50 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 1.36 TC(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.08 = 790.00 FEET. xx> xx> xx> xx:: x: xx::x xxx:: x: xx::x xxx xxx xxx::x xxxxxxx +x:I*: +*:I*: +*:I*: +*:xx: FLOW PROCESS FROM NODE 11.08 TO NODE 11.08 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 10.38 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.191 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.43 0.20 0.100 75 CONDOMINIUMS D 1.14 0.20 0.350 75 CONDOMINIUMS D 4.05 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.331 SUBAREA AREA(ACRES) = 5.62 SUBAREA RUNOFF(CFS) = 15.81 EFFECTIVE AREA(ACRES) = 7.16 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 20.13 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxx xxx FLOW PROCESS FROM NODE 11.08 TO NODE 11.09 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.77 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.13 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.09 = 1290.00 FEET. xx.xx.xx.xx.x*.x *.xx . xx . xx . xx . xx . xx . xx . xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 11.09 TO NODE 11.09 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 11.45 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.41 0.20 0.100 75 CONDOMINIUMS D 1.13 0.20 0.350 75 CONDOMINIUMS D 0.62 0.20 0.350 75 CONDOMINIUMS D 0.48 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.311 SUBAREA AREA(ACRES) = 2.64 SUBAREA RUNOFF(CFS) = 7.02 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 26.04 xx+xx+xx+xx+xx+xx+xx+x ++x ++xx + xx+xx+x ++x ++xx+x ++ x x+ x x+ x x+ x x+ x x+ x x+ x x +x ++x x +x FLOW PROCESS FROM NODE 11.09 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 730.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.35 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.04 PIPE TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.10 = 2020.00 FEET. xx.xx.xx.xx.xx.xx . xx . xx.xxx xxxxx.xx.xx.xx.xx.xx . xxxxxxxx . xx . xx . xx . xx . xx.xx.x FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.91 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.820 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.01 0.20 0.100 75 CONDOMINIUMS D 2.10 0.20 0.350 75 CONDOMINIUMS D 1.33 0.20 0.350 75 CONDOMINIUMS D 7.17 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.328 SUBAREA AREA(ACRES) = 11.61 SUBAREA RUNOFF(CFS) = 28.78 EFFECTIVE AREA(ACRES) = 21.41 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 21.4 PEAK FLOW RATE(CFS) = 53.08 FLOW PROCESS FROM NODE 11.10 TO NODE 11.11 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 53.08 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 13.75 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.11 = 2530.00 FEET. FLOW PROCESS FROM NODE 11.11 TO NODE 11.11 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.75 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.721 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.44 0.20 0.100 75 CONDOMINIUMS D 6.60 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.334 SUBAREA AREA(ACRES) = 7.04 SUBAREA RUNOFF(CFS) = 16.81 EFFECTIVE AREA(ACRES) = 28.45 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 67.97 ............................................. ............................... FLOW PROCESS FROM NODE 11.11 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.63 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 67.97 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 67.97 14.13 2.679 0.20( 0.07) LONGEST FLOWPATH FROM NODE 11.06 TO NODE ** MEMORY BANK # 2 CONFLUENCE DATA *- STREAM Q IT Intensity Fp(Fm) NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 1 137.17 11.45 3.018 0.20( 0.09) 2 158.12 27.88 1.824 0.20( 0.10) LONGEST FLOWPATH FROM NODE 1.00 TO NODE AN As HEADWATER (ACRES) NODE 0.33 28.5 11.0E 12.00 = 2770.00 FEET. Ap As HEADWATER (ACRES) NODE 0.47 50.7 11.01 0.48 100.2 1.00 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap An HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 199.38 11.45 3.018 0.20( 0.09) 0.43 73.7 11.01 2 208.56 14.13 2.679 0.20( 0.09) 0.43 87.2 11.06 3 203.84 27.88 1.824 0.20( 0.09) 0.45 128.7 1.00 TOTAL AREA(ACRES) = 128.7 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 9.53 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 208.56 TC(MIN.) = 14.130 EFFECTIVE AREA(ACRES) = 87.20 AREA - AVERAGED Em(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 128.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.12 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 208.56 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 14.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.630 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN NATURAL FAIR COVER "OPEN BRUSH" D 3.58 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 7.83 EFFECTIVE AREA(ACRES) = 90.78 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 132.3 PEAK FLOW RATE(CFS) = 208.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.380 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SON SOIL AREA Fp Ap SON Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 75 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 9.53 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 9.53 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1.660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.07 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.53 PIPE TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 75 -- -- -- -- - _ 11 67- - ------------------------------------------------ MAINLINE .) * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.986 46 SUBAREA LOSS RATE DATA(AMC II): 75 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 56 PUBLIC PARK D 3.71 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.268 SUBAREA AREA(ACRES) = 35.55 SUBAREA RUNOFF(CFS) = 93.26 EFFECTIVE AREA(ACRES) = 38.72 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.26 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 38.7 PEAK FLOW RATE(CFS) = 101.67 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.887 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 75 NATURAL FAIR COVER "OPEN BRUSH" A 13.96 0.40 1.000 46 COMMERCIAL D 2.65 0.20 0.100 75 PUBLIC PARK A 1.60 0.40 0.850 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 137.4.6 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 18.07 AVERAGE FLOW DEPTH(FEET) = 1.95 TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 12.38 SUBAREA AREA(ACRES) = 29.85 SUBAREA RUNOFF(CFS) = 71.57 EFFECTIVE AREA(ACRES) = 68.57 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 169.77 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.11 FLOW VELOCITY(FEET /SEC.) = 19.06 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.14 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 169.77 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 12.86 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.60 = 3100.00 FEET. w*ww*.w**w*.w*.w*.w**w*.w*.w*.w**w**w**w*ww** wxxxxxxxxx **wxxxxxxxxxxxxxxxxxI FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.86 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.82.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.13 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 69.70 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 69.7 PEAK FLOW RATE(CFS) = 169.77 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE . wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww .wwxwwxwwxwwxwwxwwxwwxwwx FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ww. ww. ww. ww. ww. ww. ww. ww. wwwww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.ww.www wxwwxww FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.50 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.416 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.759 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.80 0.20 0.350 75 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 4.36 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 4.36 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»> TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- -- -- -- -- -- -- -- -- - -- -- -- -- -- -- -- -- -- -- -- - CHANNEL LENGTH THRU SUBAREA(FEET) 400.00 -- - REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.63.6 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS B 2.42 0.30 0.350 56 COMMERCIAL B 0.90 0.30 0.100 56 PUBLIC PARK B 1.92 0.30 0.850 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.490 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.92 AVERAGE FLOW DEPTH(FEET) = 1.32 TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 14.54 SUBAREA AREA(ACRES) = 5.24 SUBAREA RUNOFF(CFS) = 11.74 EFFECTIVE AREA(ACRES) = 7.04 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 15.69 == »WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.50 FLOW VELOCITY(FEET /SEC.) = 7.06 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 730.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 1.6.30 TO NODE 1.6.40 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 790.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.89 PIPE TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 16.30 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 1520.00 FEET. xwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwx FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 16.30 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL B 3.09 0.30 0.100 56 PUBLIC PARK B 2.54 0.30 0.850 56 PUBLIC PARK B 2.54 0.30 0.850 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.566 SUBAREA AREA(ACRES) = 8.17 SUBAREA RUNOFF(CFS) = 16.92 EFFECTIVE AREA(ACRES) = 15.21 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.2 PEAK FLOW RATE(CFS) = 31.77 w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w + +w + +w + +w + +w + +w + +w +ww +ww +ww + +w FLOW PROCESS FROM NODE 16.40 TO NODE 16.50 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.77 PIPE TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 17.04 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 1910.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 16.50 TO NODE 1.6.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 17.04 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.410 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.85 0.20 0.100 75 CONDOMINIUMS D 2.51 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.244 SUBAREA AREA(ACRES) = 4.36 SUBAREA RUNOFF(CFS) = 9.27 EFFECTIVE AREA(ACRES) = 19.57 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 40.20 wx+ wx +wx +wx +wx +wx +wx +wx +wwwwx +wx +wxw wxwww +wx +wx +wxwwxwwx +xxx wxwwxwwxwwx +wx +w FLOW PROCESS FROM NODE 16.50 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.39 ESTIMATED PIPE DIAMETER(INCH) 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.20 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 18.73 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.60 = 2860.00 FEET. * xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx* FLOW PROCESS FROM NODE 1.6.60 TO NODE 16.60 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.73 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.285 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 2.21 0.20 0.850 75 COMMERCIAL D 2.81 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.430 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 9.93 EFFECTIVE AREA(ACRES) = 24.59 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA- AVERAGED AN = 0.45 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 47.92 xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xxx xxxxxxxxxx FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q It Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 47.92 18.73 2.285 0.27( 0.12) 0.45 24.6 16.10 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 2860.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 169.77 12.86 2.826 0.33( 0.13) 0.40 69.7 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 210.92 12.86 2.826 0.32( 0.13) 0.41 86.6 13.00 2 183.55 18.73 2.285 0.31( 0.13) 0.42 94.3 16.10 TOTAL AREA(ACRES) = 94.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 210.92 Tc(MIN.) = 12.862 EFFECTIVE AREA(ACRES) = 86.59 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.31 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 94.3 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. xx* xx* x** x** x** x** x** x+* x+* x+* x** x** x+* x+* x+* x + *x * *x * *x * *x + *x + *x + *x + *x + *x + *x FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 ««< xx* xx* xx* xx* xx* xx* xxxxxxxxxxxxxx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx . * *. * *. ** FLOW PROCESS FROM NODE 16.50 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.78 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 210.92 PIPE TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 14.76 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4330.00 FEET. x* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.76 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.614 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" A 8.07 0.40 1.000 46 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 32 COMMERCIAL A 3.62 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.542 SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 38.39 EFFECTIVE AREA(ACRES) = 104.39 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.34 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 112.1 PEAK FLOW RATE(CFS) = 231.84 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.30 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 231.84 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 15.08 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.583 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 2.09 0.40 1.000 46 NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 78 COMMERCIAL A 2.82 0.40 0.100 32 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.417 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 51.09 EFFECTIVE AREA(ACRES) = 127.89 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 135.6 PEAK FLOW RATE(CFS) = 280.01 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.478 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 293.02 TRAVEL TIME THEN SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.87 AVERAGE FLOW DEPTH(FEET) = 0.90 TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 16.22 SCS CN 46 32 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 26.01 EFFECTIVE AREA(ACRES) = 140.30 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 148.0 PEAK FLOW RATE(CFS) = 293.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.90 FLOW VELOCITY(FEET /SEC.) = 8.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5210.00 FEET. * xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx* FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 x 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.299 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.58 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 295.56 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.84 TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 18.52 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 3.21 EFFECTIVE AREA(ACRES) = 141.88 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 149.6 PEAK FLOW RATE(CFS) = 293.95 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET /SEC.) = 2.62 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x..x**x*.xx.xx.xx . xx . xx . xx . xx . xx . xx . xx . xx.xx. x x. x x. x x. x x. x x. x x. x x. x x. x x. x x.x FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER WFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 293.95 16.52 2.299 0.35( 0.15) 0.42 141.9 13.00 2 256.41 24.65 1.956 0.35( 0.15) 0.42 149.6 16.10 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 199.38 11.92 2.950 0.20( 0.09) 0.45 77.3 11.01 2 208.5.6 14.60 2..630 0.20( 0.09) 0.45 90.8 11.06 3 204.03 28.35 1.807 0.20( 0.09) 0.46 132.3 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 445.86 11.92 2.950 0.28( 0.12) 0.44 168.6 11.01 2 475.99 14.60 2.630 0.28( 0.12) 0.43 202.6 11.06 3 501.22 18.52 2.299 0.29( 0.12) 0.44 244.5 13.00 4 461.66 24.65 1.956 0.28( 0.12) 0.44 270.7 16.10 5 439.33 28.35 1.807 0.27( 0.12) 0.44 281.9 1.00 TOTAL AREA(ACRES) = 281.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 501.22 Tc(MIN.) = 18.518 EFFECTIVE AREA(ACRES) = 244.49 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 281.9 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x. xx. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxx .xxxx FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< x* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.115 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 5.63 0.20 1.000 83 COMMERCIAL A 1.56 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.428 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 518.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.24 AVERAGE FLOW DEPTH(FEET) = 1.18 TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 21.45 SUBAREA AREA(ACRES) = 19.06 SUBAREA RUNOFF(CFS) = 34.36 EFFECTIVE AREA(ACRES) = 263.55 AREA- AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 300.9 PEAK FLOW RATE(CFS) = 501.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6140.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.960 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C COMMERCIAL A 1.73 0.40 0.100 3 NATURAL FAIR COVER "OPEN BRUSH" D 4.03 0.20 1.000 8 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.730 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 505.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 24.56 SUBAREA AREA(ACRES) = 5.76 SUBAREA RUNOFF(CFS) = 9.3 EFFECTIVE AREA(ACRES) = 269.31 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 306.7 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.12 501.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6740.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.862 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 32 NATURAL FAIR COVER "OPEN BRUSH" D 4.01 0.20 1.000 83 COMMERCIAL A 1.68 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 508.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.22 AVERAGE FLOW DEPTH(FEET) = 1.16 TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 26.88 SUBAREA AREA(ACRES) = 9.31 SUBAREA RUNOFF(CFS) = 14.56 EFFECTIVE AREA(ACRES) = 278.62 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 316.0 PEAK FLOW RATE(CFS) = 501.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = LONGEST FLOWPATH FROM NODE 13.00 TO NODE 3.21 23.00 = 7190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 316.0 TC(MIN.) = 26.88 EFFECTIVE AREA(ACRES) = 278.62 AREA - AVERAGED Fm(INCH /HR)= 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AN = 0.444 PEAK FLOW RATE(CFS) = 501.22 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 445.86 20.63 2.163 0.27( 0.12) 0.45 202.7 11.01 2 475.99 23.11 2.028 0.27( 0.12) 0.44 236.8 11.06 3 501.22 26.88 1.862 0.28( 0.12) 0.44 278.6 13.00 4 461.66 33.27 1.650 0.27( 0.12) 0.45 304.8 16.10 5 439.33 37.15 1.550 0.27( 0.12) 0.45 316.0 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P025_B.DAT TIME /DATE OF STUDY: 09:36 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.477 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.841 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.54 0.20 0.100 75 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.86 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 10.44 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.63 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.34 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY(FT *FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.12 TC(MIN.) = 13.56 * 25 YEAR RAINFALL INTENSITY(INCH /HR) 2.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.72 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.84 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 1.6.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.443 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 14.74 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 18.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.16 FLOW VELOCITY(FEET /SEC.) = 3.00 DEPTH *VELOCITY(FT *FT /SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 3.07 TC(MIN.) = 19.70 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.220 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 7.46 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 14.77 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 31.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET /SEC.) = 3.42 DEPTH *VELOCITY(FT *FT /SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMP.L) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 22.12 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.47 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 32.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.54 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY(FT *FT /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 25.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.26 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 24.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 21.34 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 51.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.07 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 2.49 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 84.11 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 33.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.44 PRODUCT OF DEPTHSVELOCITY(FT *FT/SEC.) = 3.27 STREET FLOW TRAVEL TIME(MIN.) = 2.55 TC(MIN.) = 27.29 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 75 SCHOOL D 9.91 0.20 0.600 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 64.38 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 113.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIOTH(FEET) = 36.44 FLOW VELOCITY(FEET /SEC.) = 4.91 DEPTH *VELOCITY(FT *FT /SEC.) = 3.90 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 680.0 FT WITH ELEVATION -DROP = 6.8 FT, IS 112.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 58.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *******************.************************* * *** *** *** *** * ** * ** * ** *** *** *** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.84 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 113.45 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 28.36 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 28.36 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 18.39 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 129.35 ********************************************* * * * * * * * * * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.34 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 129.35 PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 29.15 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * *** *************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 29.15 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 13.88 0.20 0.100 75 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.124 SUBAREA AREA(ACRES) = 18.33 SUBAREA RUNOFF(CFS) = 28.93 EFFECTIVE AREA(ACRES) = 99.35 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 99.4 PEAK FLOW RATE(CFS) = 156.26 ********************************************* * * * * * * ** * ** * ** * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.719 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) NATURAL FAIR COVER "OPEN BRUSH" D 24.16 0.20 1.000 CONDOMINIUMS D 4.43 0.20 0.350 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.899 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 176.08 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.73 AVERAGE FLOW DEPTH(FEET) = 1.10 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 30.94 SCS ON 83 75 SUBAREA AREA(ACRES) = 28.59 SUBAREA RUNOFF(CFS) = 39.61 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 127.9 PEAK FLOW RATE(CFS) = 190.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.15 FLOW VELOCITY(FEET /SEC.) = 8.99 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 61.00 = 6190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 127.9 TC(MIN.) = 30.94 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.321 PEAK FLOW RATE(CFS) = 190.59 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P025_C.DAT TIME /DATE OF STUDY: 09:37 09/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) 106.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.003 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.693 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" D 1.53 0.20 1.000 93 19.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 3.93 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.3.6 Tc(MIN.) = 1.6.3.6 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.466 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.73 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.73 SUBAREA RUNOFF(CFS) = 9.65 EFFECTIVE AREA(ACRES) = 6.26 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 12.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET /SEC.) = 2.75 DEPTH *VELOCITY(FT *FT /SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww. ww .ww.ww.ww.ww.ww.ww.ww.ww.wxwwxw wxwwxww FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.77 PIPE TRAVEL TIME(MIN.) = 0.86 TC(MIN.) = 17.21 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1010.00 FEET. *..**.**.**.**. w*.w*.w*.w**w**w* *w *.w *.w *.w *.w **w **w *.w *.w *.w *. w w w w w w w * . w * . w FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.21 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.396 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 2.81 0.20 0.100 75 CONDOMINIUMS D 2.09 0.20 0.350 75 CONDOMINIUMS D 3.05 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.2.62 SUBAREA AREA(ACRES) = 7.95 SUBAREA RUNOFF(CFS) = 16.77 EFFECTIVE AREA(ACRES) = 14.21 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 29.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.42 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.14 PIPE TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 17.71 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1260.00 FEET. ww* wwwww* ww* xw* ww* ww* ww* ww* wwwxwwxwwxwwxwwww *w. *xwwxwwxwwxwwxwwxw *ww *w.www* FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.71 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.358 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.73 0.20 0.100 75 CONDOMINIUMS D 1.21 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 16.15 AREA - AVERAGED Fm(INCH /HR) = 0.11 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 32.68 FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.88 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.68 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 18.05 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1440.00 FEET. . a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a.. a. .a..a..a..a..a..a..a..a..a..a.. FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.333 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.32 0.20 0.100 75 CONDOMINIUMS D 2.49 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.322 SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 5.74 EFFECTIVE AREA(ACRES) = 18.96 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 38.05 ............................................. ............................... FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 340.00 PLANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 38.05 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 18.67 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 86.00 = 1780.00 FEET. .+ i.. i..+..+..+ ..+..+. +i.S..S.. +i..+..+..+..i. S.. S.. +i. +i. S.. S.. S.. +i..+..i. FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.67 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.288 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.14 0.20 0.350 75 COMMERCIAL D 0.62 0.20 0.100 75 PUBLIC PARK D 1.37 0.20 0.650 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.453 SUBAREA AREA(ACRES) = 5.13 SUBAREA RUNOFF(CFS) = 10.15 EFFECTIVE AREA(ACRES) = 24.09 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 24.1 PEAK FLOW RATE(CFS) = 47.44 FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25..6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.61 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 47.44 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 19.77 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 87.00 = 2410.00 FEET. FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 19.77- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.216 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.51 0.20 0.350 75 COMMERCIAL D 1.12 0.20 0.100 75 NATURAL FAIR COVER "OPEN BRUSH" D 0.43 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA AREA(ACRES) = 5.06 SUBAREA RUNOFF(CFS) = 9.77 EFFECTIVE AREA(ACRES) = 29.15 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 29.1 PEAK FLOW RATE(CFS) = 55.64 FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 31 ----------------------------------------------- --- --- --- --- --- --- --- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- -- - --- »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.10 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 55.64 PIPE TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 20.23 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 88.00 = 2690.00 FEET. FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- MAINLINE Tc(MIN.) = 20.23- - -- -- -- -- -- -- -- -- -- -- -- -- -- -- - * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.187 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.34 0.20 0.350 75 COMMERCIAL D 0.48 0.20 0.100 75 CONDOMINIUMS D 2.16 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.335 SUBAREA AREA(ACRES) = 7.98 SUBAREA RUNOFF(CFS) = 15.22 EFFECTIVE AREA(ACRES) = 37.13 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 37.1 PEAK FLOW RATE(CFS) = 70.11 FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ---------------------------------------------------------------------------- REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.68 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 70.11 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 20.65 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 89.00 = 2960.00 FEET. I.II.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.*I.* I. *I * *I. *I. * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20..65 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.161 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 2.41 0.20 0.350 75 COMMERCIAL D 2.55 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.221 SUBAREA AREA(ACRES) = 4.96 SUBAREA RUNOFF(CFS) = 9.45 EFFECTIVE AREA(ACRES) = 42.09 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 42.1 PEAK FLOW RATE(CFS) = 78.71 FLOW PROCESS FROM NODE 89.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.08 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 78.71 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 21.49 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 10 ----------------------------------------------- --- --- --- --- --- --- --- -------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * ** * ** * ** * ** * ** **I * ** * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 107.00 To = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.314 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.392 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.88 0.20 0.100 75 9.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.67 FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 11.35 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.034 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN COMMERCIAL D 1.06 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 2.88 EFFECTIVE AREA(ACRES) = 1.94 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET /SEC.) = 2.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 560.00 FEET. FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.26 PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 13.21 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 93.00 = 1190.00 FEET. FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.21 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.783 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.84 0.20 0.350 75 COMMERCIAL D 2.34 0.20 0.100 75 CONDOMINIUMS D 8.66 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.315 SUBAREA AREA(ACRES) = 16.84 SUBAREA RUNOFF(CFS) = 41.22 EFFECTIVE AREA(ACRES) = 18.78 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 46.04 FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.58 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 46.04 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 94.00 = 1430.00 FEET. FLOW PROCESS FROM NODE 94.00 TO NODE 94.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.734 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN PUBLIC PARK D 3.80 0.20 0.850 75 COMMERCIAL D 0.27 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 9.43 EFFECTIVE AREA(ACRES) = 22.85 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 22.9 PEAK FLOW RATE(CFS) = 54..65 w xwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 54.65 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 13.95 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 95.00 = 1620.00 FEET. w+ ww+ ww+ ww+ wwwww+ ww+ wwwwwwwwwwwwwwwwwwww+ ww+ wwwwwwww +ww +ww +wwwww +ww +ww +ww +ww FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 13.95 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.699 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.20 0.20 0.100 75 CONDOMINIUMS D 2.24 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.330 SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 5.78 EFFECTIVE AREA(ACRES) = 25.29 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 25.3 PEAK FLOW RATE(CFS) = 59.71 w w w+ w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w w x w FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.18 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 59.71 PIPE TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 14.45 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 96.00 = 1930.00 FEET. wxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 14.45 w 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 5.07 0.20 0.850 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA AREA(ACRES) = 5.07 SUBAREA RUNOFF(CFS) = 11.29 EFFECTIVE AREA(ACRES) = 30.36 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.4 PEAK FLOW RATE(CFS) = 69.78 wx.wx.wx.wx.wx.wx . wx . wx.wxw wxwwx.wxw wxwww.wx.wx.wx.wx . wx.www wxwwxwwxwwx.wx.w FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.67 ESTIMATED PIPE DIAMETER(INCH) 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 69.78 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 69.78 14.81 2.609 0.20( 0.09) 0.46 30.4 90.00 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) AN Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 78.71 21.49 2.113 0.20( 0.08) 0.42 42.1 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 137.27 14.81 2.609 0.20( 0.09) 0.44 59.4 90.00 2 134.75 21.49 2.113 0.20( 0.09) 0.43 72.4 80.00 TOTAL AREA(ACRES) = 72.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 137.27 Tc(MIN.) = 14.813 EFFECTIVE AREA(ACRES) = 59.37 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 72.4 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. *..********.**.**.**.**.**.**.**.************ * *** * ** *** * ** *** *** *** *** *** * ** FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 « «< ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 137.27 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 98.00 = 3800.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** * ** * *** FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.18 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.573 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 22.13 0.20 1.000 83 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 31.89 SUBAREA RUNOFF(CFS) = 68.10 EFFECTIVE AREA(ACRES) = 91.26 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 104.3 PEAK FLOW RATE(CFS) = 200.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.3 TC(MIN.) = 15.18 EFFECTIVE AREA(ACRES) = 91.26 AREA - AVERAGED Fm(INCH /HR)= 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.634 PEAK FLOW RATE(CFS) = 200.88 '* PEAK FLOW RATE TABLE '* STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 200.88 15.18 2.573 0.20( 0.13) 0.63 91.3 90.00 2 185.08 21.87 2.092 0.20( 0.12) 0.61 104.3 80.00 END OF RATIONAL METHOD ANALYSIS EV 2 -Year Storm Event Drainage A ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P002_A.DAT TIME /DATE OF STUDY: 09:37 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) 240.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 106.20 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.372 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.180 SUBAREA To AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SON To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 0.68 0.20 0.200 57 8.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 0.70 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.33 STREET FLOW TRAVEL TIME(MIN.) = 3.86 Tc(MIN.) = 12.24 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.949 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON RESIDENTIAL "11+ DWELLINGS /ACRE" D 1.13 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 0.92 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 1.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.34 FLOW VELOCITY(FEET /SEC.) = 1.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0.37 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 540.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 15.1.6 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.839 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.39 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 2.44 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 3.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.51 FLOW VELOCITY(FEET /SEC.) = 1.58 DEPTH *VELOCITY(FT *FT /SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 800.00 FEET. ********************************************* ** *** *** *** *** *** *** *** * ** * ** ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 18.11 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.758 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 6.51 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA AREA(ACRES) = 6.51 SUBAREA RUNOFF(CFS) = 4.21 EFFECTIVE AREA(ACRES) = 11.71 AREA - AVERAGED Fm(INCH /HR) = 0.04 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 11.7 PEAK FLOW RATE(CFS) = 7.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.34 FLOW VELOCITY(FEET /SEC.) = 1.86 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1110.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0050 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 21.78 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.682 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 8.39 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 8.39 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 20.10 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 20.1 PEAK FLOW RATE(CFS) = 11.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0050 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Seetion(eurb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 24.45 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.638 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 16.43 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 18.43 SUBAREA RUNOFF(CFS) = 10.25 EFFECTIVE AREA(ACRES) = 38.53 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AD = 0.13 TOTAL AREA(ACRES) = 38.5 PEAK FLOW RATE(CFS) = 21.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.84 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 1910.00 FEET. x.* x** x** x** x** x** x** x** x** x** x** x** x** x** x** x * *x. *x. *x. *x. *x. *x * *x. *x. *x. *x FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.21 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 25.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 2460.00 FEET. :*****:** x* xx* xx* xx* xx* xx* xx* xx* xx* xx******* ** *** *** *xx *xx *xx *xx *xx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 25.36 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.625 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.24 0.20 0.100 57 PUBLIC PARK D 6.35 0.20 0.850 57 COMMERCIAL D 2.47 0.20 0.100 57 NATURAL POOR COVER "BARREN" D 3.55 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.528 SUBAREA AREA(ACRES) = 18.61 SUBAREA RUNOFF(CFS) = 6.69 EFFECTIVE AREA(ACRES) = 57.14 AREA - AVERAGED Fm(INCH /HR) = 0.05 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED AN = 0.26 TOTAL AREA(ACRES) = 57.1 PEAK FLOW RATE(CFS) = 29.45 xx *xx *xx *xx *xx *xx *xx *xx *xxx xx *xx *xxx xxxx * *xx *xx *xx *xx *xx *xxx xxxxxxxx *xx *xx *x FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.1000 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.45 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 25.71 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2890.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< --------------------------------------------------------------------------- CHANNEL LENGTH THRU SUBAREA(FEET) - 870.00 REPRESENTATIVE CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.570 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 13.41 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.59 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 4.04 TC(MIN.) = 29.75 SUBAREA AREA(ACRES) = 13.41 SUBAREA RUNOFF(CFS) = 4.46 EFFECTIVE AREA(ACRES) = 70.55 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 70.6 PEAK FLOW RATE(CFS) = 31.10 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET /SEC.) = 3.54 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 3760.00 FEET. w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w++ w + +w + +w + +w + +w + +w + +w + +w + +w + +w + +w FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 660.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.532 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 9.71 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.92 AVERAGE FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 3.76 TC(MIN.) = 33.51 SUBAREA AREA(ACRES) = 9.71 SUBAREA RUNOFF(CFS) = 2.90 EFFECTIVE AREA(ACRES) = 80.26 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 80.3 PEAK FLOW RATE(CFS) = 31.61 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET /SEC.) = 2.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 11.00 = 4420.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -- -- -- -- - - - - -- -- -- -- -- - - - - - - - - - - - - CHANNEL LENGTH THRU SUBAREA(FEET) 510.00 REPRESENTATIVE CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 25.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.507 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 3.89 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.93 AVERAGE FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 36.42 SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 1.08 EFFECTIVE AREA(ACRES) = 84.15 AREA - AVERAGED Em(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 84.2 PEAK FLOW RATE(CFS) = 31.61 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET /SEC.) = 2.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.01 TO NODE 11.02 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 120.00 ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.375 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.522 SUBAREA To AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.19 0.20 0.100 57 5.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.26 ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 11.02 TO NODE 11.03 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.97 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 3.01 Tc(MIN.) = 8.38 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.179 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON PUBLIC PARK D 1.84 0.20 0.850 57 COMMERCIAL D 0.25 0.20 0.100 57 NATURAL FAIR COVER "OPEN BRUSH" D 0.64 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.816 SUBAREA AREA(ACRES) = 2.73 SUBAREA RUNOFF(CFS) = 2.50 EFFECTIVE AREA(ACRES) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 2.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.41 FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH *VELOCITY(FT *FT /SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.03 = 450.00 FEET. * xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 11.03 TO NODE 11.04 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 10.09 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.04 = 940.00 FEET. x+* x+* x+* x+* xx* x+* x+* x+* x+* x+* x+* xx* xx* x+* x+* x + *x + *x + *x + *x + *x + *x + *x + *x + *x + *x FLOW PROCESS FROM NODE 11.04 TO NODE 11.04 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 10.09 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.060 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.18 0.20 0.100 57 CONDOMINIUMS D 1.15 0.20 0.350 57 CONDOMINIUMS D 4.75 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.308 SUBAREA AREA(ACRES) = 7.08 SUBAREA RUNOFF(CFS) = 6.36 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 10.0 PEAK FLOW RATE(CFS) = 8.74 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x +xxxxx FLOW PROCESS FROM NODE 11.04 TO NODE 11.05 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 KANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.74 PIPE TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 11.14 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 11.05 = 1340.00 FEET. xx xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* xx* x x *xx *xx *xx *xx *xx *xx *xx *xx *xx *xx FLOW PROCESS FROM NODE 11.05 TO NODE 11.05 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 11.14 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.002 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 6.10 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 5.11 EFFECTIVE AREA(ACRES) = 16.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 13.33 x* xx* xx* xx* xx* xx *xx *xxxxxxxxxxxxxxxxxxxx *xx *xx *xxxxx *xxxxxxxxxxx *xx* *xxxx *x FLOW PROCESS FROM NODE 11.05 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 910.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.06 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.33 PIPE TRAVEL TIME(MIN.) = 2.15 TC(MIN.) = 13.29 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.33 13.29 0.905 0.20( 0.08) 0.41 16.1 11.01 LONGEST FLOWPATH FROM NODE 11.01 TO NODE 12.00 = 2250.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) AN Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.61 36.42 0.507 0.20( 0.10) 0.50 84.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CIS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.11 13.29 0.905 0.20( 0.09) 0.47 46.8 11.01 2 38.51 36.42 0.507 0.20( 0.10) 0.48 100.2 1.00 TOTAL AREA(ACRES) = 100.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.51 TC(MIN.) = 36.418 EFFECTIVE AREA(ACRES) = 100.25 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 100.2 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. w+* w+* w+* w+* w+* w+* w+* w+* w+* w+* w+* w+* w+* w+* w+* w + *w + *w + *w + *w + *w + *w + *w + *w + *w + *w FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 1 ««< *t*****t**t**t**t**t**t**t**t**t**t**t**t**t* * * ** * ** * ** * ** * * *t * *t * *t * *t * *t ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< *+**+**+**+**+**+**+**+**+**+**+**+**+**+**+ * ** * ** * ** * ** * ** * ** ** * ** * ** * * *** FLOW PROCESS FROM NODE 11.06 TO NODE 11.07 IS CODE = 21 ------------------------------------------------------------ --------- - - ---- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 86.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.011 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.131 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) CONDOMINIUMS D 1.54 0.20 0.350 57 9.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) = 1.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.07 TO NODE 11.08 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.03 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.47 PIPE TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 10.87 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.08 = 790.00 FEET. *********:*****:*****************:********:* ** *** *** *** *** *** *** *** ** * ** * ** FLOW PROCESS FROM NODE 11.08 TO NODE 11.08 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 10.87 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.016 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.43 0.20 0.100 57 CONDOMINIUMS D 1.14 0.20 0.350 57 CONDOMINIUMS D 4.05 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.331 SUBAREA AREA(ACRES) = 5.62 SUBAREA RUNOFF(CFS) = 4.80 EFFECTIVE AREA(ACRES) = 7.16 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED AN = 0.33 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 6.11 ********************************************* * * * * * * * * * ** * ** * ** * ** * * * * ** * ** ** FLOW PROCESS FROM NODE 11.08 TO NODE 11.09 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.69 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.11 PIPE TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.09 = 1290.00 FEET. *.******************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 11.09 TO NODE 11.09 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.34 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.945 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 0.41 0.20 0.100 57 CONDOMINIUMS D 1.13 0.20 0.350 57 CONDOMINIUMS D 0.62 0.20 0.350 57 CONDOMINIUMS D 0.48 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.311 SUBAREA AREA(ACRES) = 2.64 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 9.8 PEAK FLOW RATE(CFS) = 7.75 ********************************************* * ** * ** *** * ** * ** ** * ** * *** * ** * *** FLOW PROCESS FROM NODE 11.09 TO NODE 11.10 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 730.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.75 PIPE TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 14.29 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.10 = 2020.00 FEET. ******************************************** * * ** * ** * ** * * * * * * * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 11.10 TO NODE 11.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.29 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.868 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 1.01 0.20 0.100 57 CONDOMINIUMS D 2.10 0.20 0.350 57 CONDOMINIUMS D 1.33 0.20 0.350 57 CONDOMINIUMS D 7.17 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.328 SUBAREA AREA(ACRES) = 11.61 SUBAREA RUNOFF(CFS) = 8.39 EFFECTIVE AREA(ACRES) = 21.41 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 21.4 PEAK FLOW RATE(CFS) = 15.46 ww www. ww..w. ww. ww www wwxwww www www wwxwwxwwxwww ww wwww..w.wxwwxwwxwwxwwwwwxwwxww FLOW PROCESS FROM NODE 11.10 TO NODE 11.11 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.46 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 15.43 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 11.11 = 2530.00 FEET. w.ww.ww.ww.ww.ww.ww.ww.wwwww.ww . ww . ww . ww . ww . ww . ww . ww.www wxwwxwww.www wxwxxwx FLOW PROCESS FROM NODE 11.11 TO NODE 11.11 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.43 w 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.831 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.44 0.20 0.100 57 CONDOMINIUMS D 6.60 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.334 SUBAREA AREA(ACRES) = 7.04 SUBAREA RUNOFF(CFS) = 4.84 EFFECTIVE AREA(ACRES) = 28.45 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 28.5 PEAK FLOW RATE(CFS) = 19.58 I . I I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * I . * w x w w x w w x w w x w w x w w x w w x w w x w w x w w x ww FLOW PROCESS FROM NODE 11.11 TO NODE 12.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME TURN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.58 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 15.95 LONGEST FLOWPATH FROM NODE 11.06 TO NODE 12.00 = 2770.00 FEET. wxwww www www wwxwwxwwxwwxwwxwwxwwxwwxwwxwwxwwxww wwwxwwxwwxwwxwwxwwxwwwwww.ww.w FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK 4 2 WITH THE MAIN - STREAM MEMORY««< ww MAIN STREAM CONFLUENCE DATA ww STREAM Q Is Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 19.58 15.95 0.815 0.20( 0.07) LONGEST FLOWPATH FROM NODE 11.06 TO NODE ww MEMORY BANK N 2 CONFLUENCE DATA ww STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 36.11 13.29 0.905 0.20( 0.09) 2 38.51 36.42 0.507 0.20( 0.10) LONGEST FLOWPATH FROM NODE 1.00 TO NODE ww PEAK FLOW RATE TABLE ww AN As HEADWATER (ACRES) NODE 0.33 28.5 11.0E 12.00 = 2770.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.47 46.8 11.01 0.48 100.2 1.00 12.00 = 4930.00 FEET. STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 54.38 13.29 0.905 0.20( 0.08) 0.42 70.5 11.01 2 55.97 15.95 0.815 0.20( 0.08) 0.42 81.4 11.06 3 50.04 36.42 0.507 0.20( 0.09) 0.45 128.7 1.00 TOTAL AREA(ACRES) = 128.7 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.97 Tc(MIN.) = 15.948 EFFECTIVE AREA(ACRES) = 81.40 AREA - AVERAGED Em(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 128.7 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 4930.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 12.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.24 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 55.97 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 16.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 16.59 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.797 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 3.58 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 1.92 EFFECTIVE AREA(ACRES) = 84.98 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 132.3 PEAK FLOW RATE(CFS) = 55.97 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< *********}**}**}**}**}**************}******** * ** * ** * ** * ** * * * * * * * * * * **} * *} *** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 370.00 ELEVATION DATA: UPSTREAM(FEET) = 102.50 DOWNSTREAM(FEET) = 100.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.373 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.106 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS /ACRE" D 3.17 0.20 0.200 57 9.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) = 3.04 ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0500 FLOW LENGTH(FEET) = 1.660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.94 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.04 PIPE TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00 = 2030.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 12.47 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.939 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" B 31.84 0.30 0.200 36 PUBLIC PARK D 3.71 0.20 0.850 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.268 SUBAREA AREA(ACRES) = 35.55 SUBAREA RUNOFF(CFS) = 27.75 EFFECTIVE AREA(ACRES) = 38.72 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.26 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 38.7 PEAK FLOW RATE(CFS) = 30.31 * a** a** a** a** a** a** a** a** a** a** a** a** a** a** a* *a * *a * *a * *a * *a * * « * * « * *a * *a * *a ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 REPRESENTATIVE CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.899 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" D 11.64 0.20 0.200 57 NATURAL FAIR COVER "OPEN BRUSH" P. 13.96 0.40 1.000 28 COMMERCIAL D 2.65 0.20 0.100 57 PUBLIC PARK A 1.60 0.40 0.850 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.37 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.41 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 13.28 AVERAGE FLOW DEPTH(FEET) = 1.22 TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 13.45 SUBAREA AREA(ACRES) = 29.85 SUBAREA RUNOFF(CFS) = 18.17 EFFECTIVE AREA(ACRES) = 68.57 AREA - AVERAGED FM(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 68.6 PEAK FLOW RATE(CFS) = 47.09 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.31 FLOW VELOCITY(FEET /SEC.) = 13.77 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 2810.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.49 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 47.09 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.60 = 3100.00 FEET. FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - _ -- ---- ---------------------------------------------- MAINLINE .) = 19 09 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.875 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL A 1.13 0.40 0.100 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 69.70 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.33 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 69.7 PEAK FLOW RATE(CFS) = 47.09 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 105.50 DOWNSTREAM(FEET) = 105.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.416 * 2 YEAR RAINFALL INTENSITY(INCH /HR) 0.900 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) CONDOMINIUMS D 1.80 0.20 0.350 57 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 1.34 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 51 »»>C)MPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.50 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.846 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS B 2.42 0.30 0.350 36 COMMERCIAL B 0.90 0.30 0.100 36 PUBLIC PARK B 1.92 0.30 0.850 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.490 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.36 AVERAGE FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 14.94 SUBAREA AREA(ACRES) = 5.24 SUBAREA RUNOFF(CFS) = 3.30 EFFECTIVE AREA(ACRES) = 7.04 AREA- AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 4.55 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.97 FLOW VELOCITY(FEET /SEC.) = 4.82 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 730.00 FEET. FLOW PROCESS FROM NODE 16.30 TO NODE 16.40 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 790.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.55 PIPE TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 17.35 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 1520.00 FEET. ********************************************* * * * * ** * ** * ** * * * * * * * * * * * * * * * * *** FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 17.35 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.777 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL B 3.09 0.30 0.100 36 PUBLIC PARK B 2.54 0.30 0.650 36 PUBLIC PARK B 2.54 0.30 0.650 36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.566 SUBAREA AREA(ACRES) = 8.17 SUBAREA RUNOFF(CFS) = 4.46 EFFECTIVE AREA(ACRES) = 15.21 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.29 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.2 PEAK FLOW RATE(CFS) = 8.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.40 TO NODE 16.50 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»]FUSING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.57 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 18.38 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 1910.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 18.38 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.751 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.85 0.20 0.100 57 CONDOMINIUMS D 2.51 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.244 SUBAREA AREA(ACRES) = 4.36 SUBAREA RUNOFF(CFS) = 2.76 EFFECTIVE AREA(ACRES) = 19.57 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 19.6 PEAK FLOW RATE(CFS) = 10.99 FLOW PROCESS FROM NODE 16.50 TO NODE 16.60 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.82 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.99 PIPE TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 20.70 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.60 = 2860.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.60 TO NODE 16.60 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 20.70 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.702 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 2.21 0.20 0.850 57 COMMERCIAL D 2.81 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.430 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 24.59 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.27 AREA - AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 24.6 PEAK FLOW RATE(CFS) = 12.90 FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) AN As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.90 20.70 0.702 0.27( 0.12) 0.45 24.6 16.10 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.50 = 2860.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 47.09 14.09 0.875 0.33( 0.13) 0.40 69.7 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) AN As HEADWATER NUMBER (CPS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 58.49 14.09 0.875 0.32( 0.13) 0.41 86.4 13.00 2 48.98 20.70 0.702 0.31( 0.13) 0.42 94.3 16.10 TOTAL AREA(ACRES) = 94.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.49 Tc(MIN.) = 14.093 EFFECTIVE AREA(ACRES) = 86.44 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.31 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 94.3 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.50 = 3100.00 FEET. FLOW PROCESS FROM NODE 16.50 TO NODE 16.50 IS CODE = 12 _____________________________________________ _______________________________ » » >CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.6.50 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THAN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0050 FLOW LENGTH(FEET) = 1230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.90 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 58.49 PIPE TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 16.69 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00 = 4330.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 16.69 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.794 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 8.07 0.40 1.000 28 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.11 0.40 0.200 17 COMMERCIAL A 3.62 0.40 0.100 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.542 SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 9.25 EFFECTIVE AREA(ACRES) = 104.24 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.34 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 112.1 PEAK FLOW RATE(CFS) _ .60.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.19 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 60.81 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 17.13 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 18.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 17.13 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.782 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN NATURAL FAIR COVER "OPEN BRUSH" A 2.09 0.40 1.000 28 NATURAL POOR COVER "BARREN" A 4.65 0.40 1.000 61 COMMERCIAL A 2.82 0.40 0.100 17 RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.94 0.40 0.200 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.417 SUBAREA AREA(ACRES) = 23.50 SUBAREA RUNOFF(CFS) = 13.02 EFFECTIVE AREA(ACRES) = 127.74 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 135.6 PEAK FLOW RATE(CFS) = 72.72 ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 REPRESENTATIVE CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 35.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.736 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SOD SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" A 2.68 0.40 1.000 28 RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.73 0.40 0.200 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 76.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.29 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 19.05 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 6.56 EFFECTIVE AREA(ACRES) = 140.15 AREA- AVERAGED Fm(INCH /HR) = 0.15 AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 148.0 PEAK FLOW RATE(CFS) = 73.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET /SEC.) = 5.25 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 19.00 = 5210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 51 » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.661 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SON SOIL AREA Fp Ap SON LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.58 0.40 0.100 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 74.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.53 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 3.92 Tc(MIN.) = 22.98 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 141.73 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.35 AREA- AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 149.6 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.15 73.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.37 FLOW VELOCITY(FEET /SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. x* ww* ww* ww* ww* ww* ww* ww* ww* ww *ww*ww*ww*ww*ww*ww*ww*ww*ww*wxw wxwwxw*xwwxwwxw* FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 73.95 22.98 0.661 0.35( 0.15) 0.42 141.7 13.00 2 62.40 30.13 0.566 0.35( 0.15) 0.42 149.6 16.10 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q In Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 54.38 13.95 0.880 0.20( 0.09) 0.45 74.1 11.01 2 55.97 16.59 0.797 0.20( 0.09) 0.44 85.0 11.06 3 50.04 37.09 0.502 0.20( 0.09) 0.46 132.3 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 5440.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.49 13.95 0.880 0.28( 0.12) 0.43 160.1 11.01 2 123.51 16.59 0.797 0.28( 0.12) 0.43 187.3 11.06 3 128.07 22.98 0..661 0.29( 0.12) 0.43 241.5 13.00 4 114.45 30.13 0.566 0.28( 0.12) 0.44 2.65.8 16.10 5 102.9.6 37.09 0.502 0.27( 0.12) 0.44 281.9 1.00 TOTAL AREA(ACRES) = 281.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 128.07 Tc(MIN.) = 22.978 EFFECTIVE AREA(ACRES) = 241.45 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 281.9 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 20.00 = 5570.00 FEET. ********************************************* ******************************* FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< ********************************************* *** *** *** *** *** *** *** *** *** **** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.591 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SC LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) C'. RESIDENTIAL "11+ DWELLINGS /ACRE" A 11.87 0.40 0.200 1 NATURAL FAIR COVER "OPEN BRUSH" D 5.63 0.20 1.000 6 COMMERCIAL A 1.56 0.40 0.100 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.428 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 132.18 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.91 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 4.97 TC(MIN.) = 27.95 SUBAREA AREA(ACRES) = 19.06 SUBAREA RUNOFF(CFS) = 8.2 EFFECTIVE AREA(ACRES) = 260.51 AREA - AVERAGED FM(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 300.9 PEAK FLOW RATE(CFS) _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.12 128.07 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET /SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 21.00 = 6140.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.535 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL A 1.73 0.40 0.100 17 NATURAL FAIR COVER "OPEN BRUSH" D 4.03 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.730 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 129.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.89 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 5.28 Tc(MIN.) = 33.23 SUBAREA AREA(ACRES) = 5.76 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 266.27 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA- AVERAGED AT = 0.44 TOTAL AREA(ACRES) = 306.7 PEAK FLOW RATE(CFS) = 128.07 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET /SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 22.00 = 6740.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** * ** * *** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 REPRESENTATIVE CHANNEL SLOPE = 0.0050 CHANNEL BASE(FEET) = 130.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 6.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.502 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 3.62 0.40 0.200 17 NATURAL FAIR COVER "OPEN BRUSH" D 4.01 0.20 1.000 67 COMMERCIAL A 1.68 0.40 0.100 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 129.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 3.94 Tc(MIN.) = 37.17 SUBAREA AREA(ACRES) = 9.31 SUBAREA RUNOFF(CFS) = 3.16 EFFECTIVE AREA(ACRES) = 275.58 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 316.0 PEAK FLOW RATE(CFS) = 128.07 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET /SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 23.00 = 7190.00 FEET. ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 316.0 TC(MIN.) = 37.17 EFFECTIVE AREA(ACRES) = 275.58 AREA - AVERAGED Fm(INCH /HR)= 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.28 AREA - AVERAGED AN = 0.443 PEAK FLOW RATE(CFS) = 128.07 ** PEAK FLOW RATE TABLE ** STREAM Q IT Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.49 28.53 0.584 0.27( 0.12) 0.45 194.3 11.01 2 123.51 30.97 0.557 0.27( 0.12) 0.44 221.4 11.06 3 128.07 37.17 0.502 0.28( 0.12) 0.44 275.6 13.00 4 114.45 44.94 0.450 0.27( 0.12) 0.45 299.9 16.10 5 102.96 52.50 0.411 0.27( 0.12) 0.45 316.0 1.00 END OF RATIONAL METHOD ANALYSIS Drainage B ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P002_B.DAT TIME /DATE OF STUDY: 09:38 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.477 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.259 SUBAREA To AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.54 0.20 0.100 57 7.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 2.69 Tc(MIN.) = 10.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.056 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.63 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 1.17 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 3.34 FLOW VELOCITY(FEET /SEC.) = 1.66 DEPTH *VELOCITY(FT *FT /SEC.) = 0.41 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 650.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flaw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 4.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.82 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 13.83 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.885 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.72 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.100 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 1.89 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 1.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.84 FLOW VELOCITY(FEET /SEC.) = 1.82 DEPTH *VELOCITY(FT *FT /SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.016 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 3.97 Tc(MIN.) = 17.81 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.765 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 6.76 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 6.76 SUBAREA RUNOFF(CFS) = 4.53 EFFECTIVE AREA(ACRES) = 8.65 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.7 PEAK FLOW RATE(CFS) = 5.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET /SEC.) = 2.28 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.4.6 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 4.07 TC(MIN.) = 21.88 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.680 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 7.46 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 7.46 SUBAREA RUNOFF(CFS) = 4.43 EFFECTIVE AREA(ACRES) = 16.11 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 9.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET /SEC.) = 2.55 DEPTH *VELOCITY(FT *FT /SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2150.00 FEET. ********************************************* * ** * ** * ** * ** * ** * ** * ** * ** ** * ** ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 25.11 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.628 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.47 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 0.80 EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 9.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIOTH(FEET) = 13.71 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2650.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE 0.0100 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.74 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 28.63 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.583 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.28 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.28 SUBAREA RUNOFF(CFS) = 6.22 EFFECTIVE AREA(ACRES) = 29.86 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.9 PEAK FLOW RATE(CFS) = 15.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 FLOW VELOCITY(FEET /SEC.) = 2.85 DEPTH *VELOCITY(FT *FT /SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 3230.00 FEET. ******************************************** ** * ** * ** * ** * * * * ** * * * * ** * ** * **w* FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 32.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.545 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SOS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 29.81 0.20 0.100 57 SCHOOL D 9.91 0.20 0.600 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.225 SUBAREA AREA(ACRES) = 39.72 SUBAREA RUNOFF(CFS) = 17.87 EFFECTIVE AREA(ACRES) = 69.58 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 69.6 PEAK FLOW RATE(CFS) = 31.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET /SEC.) = 3.43 DEPTH *VELOCITY(FT *FT /SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3910.00 FEET. *.******************************************* *. *I * *I * *I * ** * ** * ** * ** * *I * *I * ** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.85 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.98 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 33.59 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 59.00 = 4670.00 FEET. :*****:***********:***********:*****:*****:* ** * ** *** ** * ** * ** * ** * ** * ** * *** ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 33.59 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.532 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 11.44 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.44 SUBAREA RUNOFF(CFS) = 5.27 EFFECTIVE AREA(ACRES) = 81.02 AREA- AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 81.0 PEAK FLOW RATE(CFS) = 36.41 ********************************************* * * * ** * * * * ** * ** * ** * ** * ** * ** * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.01 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 36.41 PIPE TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 34.67 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 60.00 = 5250.00 FEET. ********************************************* * *** *************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 34.'.67 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.522 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 13.88 0.20 0.100 57 RESIDENTIAL "11+ DWELLINGS /ACRE" D 4.45 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.124 SUBAREA AREA(ACRES) = 18.33 SUBAREA RUNOFF(CFS) = 8.20 EFFECTIVE AREA(ACRES) = 99.35 AREA - AVERAGED Fm(INCH /HR) = 0.03 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 99.4 PEAK FLOW RATE(CFS) = 43.91 ********************************************* * * * * * * ** * ** * ** * ** * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< Y»Y>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< CHANNEL LENGTH THRU SUBAREA(FEET) = 940.00 REPRESENTATIVE CHANNEL SLOPE = 0.0350 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 7.00 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.499 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SOS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL FAIR COVER "OPEN BRUSH" D 24.16 0.20 1.000 67 CONDOMINIUMS D 4.43 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.899 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 48.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 5.63 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 37.45 SUBAREA AREA(ACRES) = 28.59 SUBAREA RUNOFF(CFS) = 8.22 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 127.9 PEAK FLOW RATE(CFS) = 50.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET /SEC.) = 5.69 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 61.00 = 6190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 127.9 TC(MIN.) = 37.45 EFFECTIVE AREA(ACRES) = 127.94 AREA - AVERAGED Fm(INCH /HR)= 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.321 PEAK FLOW RATE(CFS) = 50.11 END OF RATIONAL METHOD ANALYSIS Drainage C ............................................. ............................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983 -2007 Advanced Engineering Software (sea) Ver. 13.5 Release Date: 02/06/2007 License ID 1355 Analysis prepared by: FILE NAME: P002_C.DAT TIME /DATE OF STUDY: 09:38 04/09/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(TO ;MIN)) = 0.5740 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 0.3810 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- INITIAL SUBAREA FLOW- LENGTH(FEET) 300.00 -- -- - ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) = 106.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATI0N CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.003 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.878 SUBAREA To AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCE To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) NATURAL POOR COVER "BARREN" D 1.53 0.20 1.000 83 14.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 0.93 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street low Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -o£ -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 17.08 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.784 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON NATURAL POOR COVER "BARREN" D 4.73 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 4.73 SUBAREA RUNOFF(CFS) = 2.48 EFFECTIVE AREA(ACRES) = 6.26 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 3.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.28 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 650.00 FEET. FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THOU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.91 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.29 PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 18.30 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 83.00 = 1010.00 FEET. FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 18.30 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.753 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 2.81 0.20 0.100 57 CONDOMINIUMS D 2.09 0.20 0.350 57 CONDOMINIUMS D 3.05 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.262 SUBAREA AREA(ACRES) = 7.95 SUBAREA RUNOFF(CFS) = 5.01 EFFECTIVE AREA(ACRES) = 14.21 AREA - AVERAGED Fm(INCH /HR) = 0.12 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 8.13 FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.13 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.97 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 84.00 = 1260.00 FEET. FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN.) = 18.97 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.738 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AT SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.73 0.20 0.100 57 CONDOMINIUMS D 1.21 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.256 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 1.20 EFFECTIVE AREA(ACRES) = 16.15 AREA - AVERAGED Fm(INCH /HR) = 0.11 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.55 TOTAL AREA(ACRES) = 16.1 PEAK FLOW RATE(CFS) = 9.14 FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.14 PIPE TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 19.43 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 85.00 = 1440.00 FEET. FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 19.43 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.728 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.32 0.20 0.100 57 CONDOMINIUMS D 2.49 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.322 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 1.68 EFFECTIVE AREA(ACRES) = 18.96 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.51 TOTAL AREA(ACRES) = 19.0 PEAK FLOW RATE(CFS) = 10.66 ********************************************* ** *** *** *** *** *** *** *** **: * * * ** FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.66 PIPE TRAVEL TIME(MIN.) = 0.84 TC(MIN.) = 20.27 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 86.00 = 1780.00 FEET. FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 20.27 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.710 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 3.14 0.20 0.350 57 COMMERCIAL D 0.62 0.20 0.100 57 PUBLIC PARK D 1.37 0.20 0.850 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.453 SUBAREA AREA(ACRES) = 5.13 SUBAREA RUNOFF(CFS) = 2.86 EFFECTIVE AREA(ACRES) = 24.09 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.50 TOTAL AREA(ACRES) = 24.1 PEAK FLOW RATE(CFS) = 13.23 *******************:*****:*****:*****:*****:* ** *** * ** * ** *** * *: * ** * *: * ** * * * ** FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME TERN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) _ .630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.05 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = I PIPE- FLOW(CFS) = 13.23 PIPE TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 21.76 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 87.00 = 2410.00 FEET. FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 21.76 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.682 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 3.51 0.20 0.350 57 COMMERCIAL D 1.12 0.20 0.100 57 NATURAL FAIR COVER "OPEN BRUSH" D 0.43 0.20 1.000 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 SUBAREA AREA(ACRES) = 5.06 SUBAREA RUNOFF(CFS) = 2.79 EFFECTIVE AREA(ACRES) = 29.15 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.47 TOTAL AREA(ACRES) = 29.1 PEAK FLOW RATE(CFS) = 15.40 *.***********.**.**.**.********************** * * *I. *I. ** * ** * *I. *I. *I. *I. *I. ** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.43 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.40 PIPE TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 22.39 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 88.00 = 2690.00 FEET. :*****:***********:***********:*****:*****:* ** * *: * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.39 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.671 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 5.34 0.20 0.350 57 COMMERCIAL D 0.48 0.20 0.100 57 CONDOMINIUMS D 2.16 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.335 SUBAREA AREA(ACRES) = 7.98 SUBAREA RUNOFF(CFS) = 4.34 EFFECTIVE AREA(ACRES) = 37.13 AREA- AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED AN = 0.44 TOTAL AREA(ACRES) = 37.1 PEAK FLOW RATE(CFS) = 19.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 89.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.45 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 22.97 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 89.00 = 2960.00 FEET. .+*******:*****:********************:******* ** * ** *** * ** *** * ** *** * ** *** * * * *x FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 22.97 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.661 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON CONDOMINIUMS D 2.41 0.20 0.350 57 COMMERCIAL D 2.55 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.221 SUBAREA AREA(ACRES) = 4.96 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 42.09 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.42 TOTAL AREA(ACRES) = 42.1 PEAK FLOW RATE(CFS) = 21.87 FLOW PROCESS FROM NODE 69.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.10 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.87 PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 24.12 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. *.*****.************************************* * * ** * ** * *I * ** * ** * ** * ** * ** * *I * ** FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 10 »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(FEET) = 108.00 DOWNSTREAM(FEET) 107.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.314 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.110 SUBAREA To AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON (MIN.) COMMERCIAL D 0.88 0.20 0.100 57 9.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 0.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< REPRESENTATIVE SLOPE = 0.0100 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 4.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.82 PRODUCT OF DEPTH&VELOCITY(FT *FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 11.70 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.974 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ON COMMERCIAL D 1.06 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 1.94 AREA - AVERAGED Fm(INCH /HR) = 0.02 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 1.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.41 FLOW VELOCITY(FEET /SEC.) = 1.63 DEPTH *VELOCITY(FT *FT /SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 560.00 FEET. * x** x** x** x** x** x** x*********************** x* *x * *x * *x * *x * *x * *x * *x *xx *xxxxxxx FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.67 PIPE TRAVEL TIME(MIN.) = 2.45 TC(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 93.00 = 1190.00 FEET. *.******************************************* x * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.14 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.873 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AN SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS D 5.84 0.20 0.350 57 COMMERCIAL D 2.34 0.20 0.100 57 CONDOMINIUMS D 8.66 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.315 SUBAREA AREA(ACRES) = 1.6.84 SUBAREA RUNOFF(CFS) = 12.28 EFFECTIVE AREA(ACRES) = 18.78 AREA - AVERAGED Fm(INCH /HR) = 0.06 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED AN = 0.29 TOTAL AREA(ACRES) = 18.8 PEAK FLOW RATE(CFS) = 13.77 x** x** x** x*********** x** x** x** x** x** x** x** x** x * * * * * * * *x * *x * *x * *x * * * ** * ** * * *x FLOW PROCESS FROM NODE 93.00 TO NODE 94.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.77 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.71 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 94.00 = 1430.00 FEET. ************ x***************** x* xx* xx* xx* x** * * * * * * * * *xx *xx *xx *xx * * * * * * * * * ** FLOW PROCESS FROM NODE 94.00 TO NODE 94.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.71 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.854 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 3.80 0.20 0.850 57 COMMERCIAL D 0.27 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 2.54 EFFECTIVE AREA(ACRES) = 22.85 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 22.9 PEAK FLOW RATE(CFS) = 15.98 FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.49 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.98 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 15.13 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 95.00 = 1620.00 FEET. * a** a** a** a** a** a** a** a** a** a** a** a** a** a** a* *a * *a * *a * *a * *a * *a * *a * *a * *a * *a ** FLOW PROCESS FROM NODE 95.00 TO NODE 95.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.13 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.840 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 0.20 0.20 0.100 57 CONDOMINIUMS D 2.24 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.330 SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 25.29 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 25.3 PEAK FLOW RATE(CFS) = 17.40 ********************************************* * * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.61 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.40 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 15.81 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 96.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * ** * ** * ** * ** * ** * ** * *** FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 15.81 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.819 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap BOB LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK D 5.07 0.20 0.650 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AN = 0.650 SUBAREA AREA(ACRES) = 5.07 SUBAREA RUNOFF(CFS) = 2.96 EFFECTIVE AREA(ACRES) = 30.36 AREA - AVERAGED Fm(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 30.4 PEAK FLOW RATE(CFS) = 19.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.89 PIPE TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 1.6.30 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. ********************************************** * * * * * * * * * ** * ** * * * * * * * * * * * * * * *.* FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK N 1 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.89 16.30 0.805 0.20( 0.09) 0.46 30.4 90.00 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 97.00 = 2160.00 FEET. ** MEMORY BANK M 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.87 24.12 0.643 0.20( 0.08) 0.42 42.1 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FP(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.96 16.30 0.805 0.20( 0.09) 0.44 58.8 90.00 2 37.24 24.12 0.643 0.20( 0.09) 0.43 72.4 80.00 TOTAL AREA(ACRES) = 72.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.96 Tc(MIN.) = 16.303 EFFECTIVE AREA(ACRES) = 58.81 AREA - AVERAGED FM(INCH /HR) = 0.09 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA- AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 72.4 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 97.00 = 3520.00 FEET. ********************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 97.00 TO NODE 97.00 IS CODE = 12 »»>CLEAR MEMORY BANK 4 1 ««< ** ** * * * ** *** * * ** ****t * ** * * * * * * * ** FLOW PROCESS FROM NODE 97.00 TO NODE 98.00 IS CODE 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH (FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.33" ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 38.96 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 16.80 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 98.00 = 3800.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * ** * ** * ** * ** FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 16.80 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.791 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" D 22.13 0.20 1.000 67 NATURAL POOR COVER "BARREN" D 9.76 0.20 1.000 83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 31.89 SUBAREA RUNOFF(CFS) = 16.96 EFFECTIVE AREA(ACRES) = 90.70 AREA - AVERAGED Fm(INCH /HR) = 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 104.3 PEAK FLOW RATE(CFS) = 54.19 ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 104.3 TC(MIN.) 16.80 EFFECTIVE AREA(ACRES) = 90.70 AREA - AVERAGED FM(INCH /HR)= 0.13 AREA - AVERAGED Fp(INCH /HR) = 0.20 AREA - AVERAGED Ap = 0.636 PEAK FLOW RATE(CFS) = 54.19 *' PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (SYS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 54.19 16.80 0.791 0.20( 0.13) 0.64 90.7 90.00 2 48.23 24.64 0.635 0.20( 0.12) 0.61 104.3 80.00 END OF RATIONAL METHOD ANALYSIS B3 Existing Condition Small Area Unit Hydrograph Calculations a) High Confidence Events Infiltration Analysis INFILTRATION RATE CALCULATION SUMMARY NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR HIGH - CONFIDENCE EVENT Existing Condition Node A B C D E F G H I J K Total Area 349.56 135.09 63.61 14.29 97.15 5.80 1.75 6.99 1.06 11.00 6.30 (ac) Y 0.89 0.95 0.89 0.93 0.96 0.84 0.84 0.84 0.84 0.84 0.84 Ybar 0.11 0.05 0.11 0.07 0.04 0.16 0.16 0.16 0.16 0.16 0.16 Average 0.64 0.37 1.00 0.68 0.30 0.20 0.20 0.20 0.20 0.20 0.20 aP Total Fm 0.15 0.07 0.20 0.14 0.06 0.08 0.08 0.08 0.08 0.08 0.08 (in /hr) Page 1 o(8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, =anFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area (in)= 5.63 Total Area (ac) = 349.56 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.89 Fp - See Table C -2 ON -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.11 Average a, = 0.64 Pervious 0.76 0.002 52 Total Fm Iini = 0.15 OHsite Area No. Land Use Pervious- mess I %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction) CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S 1, Y 1 y`q a, F, (In /hr) Fm (In /hr) Fm`A, (III 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 52 9.23 1.85 0.20 0.000 0.10 0.40 0.04 0.001 Impervious 6.81 0.019 100 0.00 0.00 1.00 0.019 2 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 91 0.99 0.20 0.82 0.001 0.10 0.20 0.02 0.000 Impervious 2.39 0.007 100 0.00 0.00 1.00 0.007 3 Single Family Residential (>10 dwellings/acre) 20 % 4527 A Pervious 9.05 0.026 52 9.23 1.85 0.20 0.005 0.20 0.40 0.08 0.010 Impervious 36.22 0.104 100 0.00 0.00 1.00 0.104 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 B Pervious 6.37 0.018 76 3.16 0.63 0.54 0.010 0.20 0.30 0.06 0.005 Impervious 25.47 0.073 100 0.00 0.00 1.00 0.073 5 Single Family Residential ( >10 dwellings/acre) 20% 26.51 U Pervious 5.30 0.015 91 0.99 0.20 0.82 0.012 0.20 0.20 0.04 0.003 Impervious 21.21 0.061 100 0.00 0.00 1.00 0.061 6 Commercial / Industrial 10% 31.91 U Pervious 3.19 0.009 91 0.99 0.20 0.82 0.007 0.10 0.20 0.02 0.002 Impervious 28.72 0.082 100 0.00 0.00 1.00 0.082 7 Oil Operations 100% 11.89 O Pervious 11.89 0.034 99 0.10 0.02 0.98 0.033 1.00 0.20 0.20 0.007 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 B Open Space /Habitat Area 100 % 16.64 A Pervious 16.64 0.048 66 5.15 1.03 0.39 0.018 1.00 0.40 0.40 0.019 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 9 Oxbow Loop Channel t0% 6.55 A Pervious 0.66 0.002 93 0.75 0.15 0.86 0.002 0.10 0.40 0.04 0.001 Impervious 5.90 0.017 100 0.00 0.00 1.00 0117 Costs Area No Land Use Pervious - mess I%) Area (ac) Soil Group up Pervious/ Impervious Area (ac) Ai Fraction) ON AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Yi Y� Ai ao Fp in /hr Fm in /hr Fm`Ai II 1 Oil Operations / Barren Area 100% 4.78 A Pervious 4.78 0.014 93 0.75 0.15 0.86 0.012 1.00 0.40 0.40 0.005 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 2 Oil Operations / Barren Area 100% 10.98 D Pervious 10.98 0.031 93 0.75 0.15 0.86 0.027 1.00 0.20 0.20 0.006 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 3 Open Space / Habitat Area 100% 152.97 D Pervious 152.97 0.438 96 0.42 0.08 0.92 0.401 1.00 0.20 0.20 0.088 Impervious 1 0.00 1 0.000 1 100 1 0.00 0.00 1.00 0.000 Total Area = 349.56 Y = 0.89 Total Fm = 0.15 Ybar =1 -Y= 0.11 Page 2 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,, =anFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area (in)= 5.63 Total Area (ac) = 135.09 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.95 Fp - See Table C -2 CN -See Figure C -i and C -3 Urban Cover - Roadway Ybar = 1 - V = 0.05 Average a, = 0.37 Pervious 0.54 0.004 91 Total Fm Ill = 0.07 Onsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 91 0.99 0.20 0.82 0.003 0.10 0.20 0.02 0.001 Impervious 4.82 0.036 100 0.00 0.00 1.00 0.036 2 Single Family Residential ( >10 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 91 0.99 0.20 0.82 0.007 0.20 0.20 0.04 0.002 Impervious 4.75 0.035 100 0.00 0.00 1.00 0.035 3 Commercial / Industrial 10% 80.09 D Pervious 8.01 0.059 91 0.99 0.20 0.82 0.048 0.10 0.20 0.02 0.012 Impervious 1 72.08 0.534 100 0.00 0.00 1.00 0.534 4 School 60% 9.91 D Pervious 5.95 0.044 91 0.99 0.20 0.82 0.036 0.60 0.20 0.12 0.009 Impervious 3.96 1 0.029 100 0.00 0.00 1.00 0.029 Onsite Area No. Land Use Pervious- ness ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A I (Area Fraction) CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI Wj AI ap Fp (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Oil Operations / Barren Area 100% 12.82 D Pervious 12.82 0.095 91 0.99 0.20 0.82 0.077 1.00 0.20 0.20 0.019 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 2 Open Space / Habitat Area 100% 20.98 D Pervious 20.98 0.155 96 0.42 0.08 0.92 0.142 1.00 0.20 0.20 0.031 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 Total Area = 135.09 Y = 0.95 Total Fm = 0.07 Ybar =1 -Y= 0.05 Page 3 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,.. =OnFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area (in)= 5.63 Total Area (so) = 63.61 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.89 Fp - See Table C -2 CN -See Figure C -i and C -3 Oil Operations / Barren Area Ybar = 1 - Y = 0.11 Average a, = 1.00 Pervious 17.24 0.271 91 Total Fm (ini = 0.20 Onsite Area No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) AJ (Area Frectlon) CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, Qn /hr Fm Qn /hr Fn'A, In /hr 1 Oil Operations / Barren Area 100% 17.24 U Pervious 17.24 0.271 91 0.99 0.20 0.82 0.221 1.00 0.20 0.20 0.054 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 2 Open Space / Habitat Area 100% 46.37 U Pervious 46.37 0.729 go 0.42 0.08 0.92 0.668 1.00 0.20 0.20 0.146 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 Total Area = 63.61 Y = 0.89 Total F, = 0.20 Ybar =1 -Y= 0.11 Page 4 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA D 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � �pza _ /„ +S)P,a A, +Az +... +A,, � j F,,. = °rFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area 111 5.63 Total Area (ac) = 14.29 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.93 Fp - See Table C -2 ON -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.07 Average a, = 0.68 ao Fp Fm Fm`Ai Total Fm (ini = 0.14 OHsite Area Pervious- Ai Low Loss Rate, Ybar Max. Loss Rate, F,� No. Land Use ness Area (ac) Sail Group Pervious/ Impervious Area (ac) (Area ON AMC III S 1, Y Y'A ao Fp Fm Fm`Ai (�) Fraction ) I I I (In /hr) (In /hr) Qn /hr) Single Family Residential Pervious 1.14 0.079 91 0.99 0.20 0.82 0.065 020 0.20 0.04 0.016 1 >tO dwellings/acre) slacre ( 9 ) 20% 5.68 U Impervious 4.54 0.318 100 0.00 0.00 1.00 0.318 Onsite Area Pervious- Ai Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Soil Sail P Area (Area ON Fp Fm Fm`Ai (ac) Group Impervious (ac) AMC III S la Yi Yj Ai ap (Y) Fraction) (in/hr) (in/hr) (in/hr) Pervious 8.61 0.603 96 0.42 0.08 0.92 0.552 1.00 0.20 0.20 0.121 1 Open Space /Habitat Area 100 % 8.61 O Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 Total Area = 14.29 Y = 0.93 Total Fm = 0.14 Ybar =1 -Y= 0.07 Page 5 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA E 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � �pza _ /„ +S)P,a A, +Az +... +A,, � j F,., =anFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area 111 5.63 Total Area (ac) = 97.15 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.96 Fp - See Table C -2 ON -See Figure C -1 and C -3 Single Family Residential >10 dwellin s /acre ( 9 ) Ybar = 1 - Y = 0.04 Average a, = 0.30 Pervious 8.90 0.092 91 Total Fm (ini = 0.06 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction ) ON AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Single Family Residential >10 dwellin s /acre ( 9 ) 20% 44.48 D Pervious 8.90 0.092 91 0.99 0.20 0.075 020 0.20 0.04 0.018 Impervious 35.50 0.366 100 0.00 0.00 0.366 Pervious 3.61 0.037 91 0.99 0.20 d0.82 0.030 0.10 0.20 0.02 0.007 2 Commercial / Industrial 10 % 36.05 D Impervious 32.45 0.334 100 0.00 0.00 0.334 Pervious 16.62 0.171 96 0.42 0.08 0.157 1.00 0.20 0.20 0.034 3 Open Space / Habitat Area 100% 16.62 D Impervious 0.00 0.000 100 0.00 0.00 0.000 Total Area = 97.15 Y = 0.96 Total Fm = 0.06 Ybar =1 -Y= 0.04 Page 6 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$s A, +Az +... +A,, � j F,,. =OnFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area 111 5.63 Total Area (so) = 5.80 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.84 Fp - See Table C -2 CN -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.16 Average a, = 0.20 ao Fp Fm Fm`Ai Total Fm (iNhr) = 0.08 Offsite Area -F No. Land Use Pervious- Area (ac) Soil Group Pervious/ Impervious Area (ac) AI CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Sail Group Pervious/ Impervious Area (ac) (Area CN AMC III S 1, Y YI 'A ao Fp Fm Fm`Ai 9.23 1.85 0.20 0.039 0.20 0.40 0.08 Fraction ) Impervious 1.40 0.800 I I 0.00 (In /hr) 0.800 in /hr Single Family Residential Pervious 1.16 0.200 52 9.23 1.85 0.20 0.039 020 0.40 0.08 0.080 1 >10 tlwellin slacre ( 9 ) 20% 5.80 A Impervious 4.64 0.800 100 0.00 0.00 1.00 0.800 Total Area = 5.80 Y = 0.84 Ybar =1 -Y= 0.16 Total Fm = 0.08 Otfsite Area -G No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC III Law Loss Rate, Ybar Max. Loss Rate, Fm $ la Yi Y,-A, ao Fs (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Single Family Residential ( >10 dwellingslacre) 20% 1 75 A Pery ious 0.35 0.200 52 9.23 1.85 0.20 0.039 0.20 0.40 0.08 0.080 Impervious 1.40 0.800 100 0.00 0.00 1.00 0.800 Total Area = 1.75 Y = 0.84 Ybar =1 -Y= 0.16 Total Fm = 0.08 Offsite Area -H Pervious- A Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Soil Pervious/ Area (Area N F, Fm Fm`AI ( %) (ac) Group Impervious (ac) Fraction) AMC III S Ia V i V'A I i a ° in /hr iNhr in /hr Single Family Residential Pervious 1.40 0.200 52 9.23 1.85 0.20 0.039 0.20 0.40 0.06 0.080 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.99 A Impervious 5.59 0.800 100 0.00 0.00 1.00 0.800 Total Area = 6.99 Y = 0.84 Total Fm = 0.08 Ybar =1 -Y= 0.16 Page 7 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K Offsite Area -1 Pervious - A, Low Loss Rate, Year Max. Lass Rate, Fm No. Land Use ness Area (ac) Sail Group Pervious/ Impervious Area (ac) (Area CN AMC III S la VI YI "AI ap Fp Fm Fm'Ai muse Group Impervious (ac) Fraction) AMC III S la Vi Y�`Ai ao (in/hr) (in/hr) (in /hr) Single Family Residential ta, t Pervious 0.21 0.200 52 9.23 1.85 0.20 0.039 0.20 0.40 0.08 0.080 1 (>10 dwellings /acre) 20% 1.06 A Impervious 0.85 0.800 100 0.00 0.00 1.00 0.800 Total Area = 1.06 Y = 0.84 Ybar =1 -Y= 0.16 Total Fm = 0.08 Offs its Area -J Pervious- A Law Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Soil Pervious/ Area (Area CN S la Yi Y�AI ao Fp Fm Fm !y (us) Group Impervious (ac) Fraction) AMC III S la Vi Y�`Ai ao (in /h1 (In /hr) (In /hr) Single Family Residential ta, Pery ious 2.20 0.200 52 9.23 1.85 0.20 0.039 0.20 0.40 0.08 0.080 1 ( >10 dwellings/acre) 20% 11.00 A Impervious 8.80 0.800 100 0.00 0.00 1.00 0.800 Total Area = 11.00 Y = 0.84 Ybar =1 -Y= 0.16 Total Fm = 0.08 Offsil , Area A Pervious- A, Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area (ac) Soil Group Pervious/ Impervious Area (ac) (Area CN AMC III S la Yi Y�AI ao Fp Fm Fm *Ai (�) Fraction (In /hr) (In /hr) (In /hr) Single Family Residential Pervious 1.26 0.200 52 9.23 1.85 0.20 0.039 0.20 0.40 0.08 0.080 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.30 A Impervious 5.04 0.800 100 0.00 0.00 1.00 0.800 Total Area = 6.30 Y = 0.84 Total Fm = 0.08 Ybar =1 -Y= 0.16 Page 8 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SUMMARY NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 25 -YEAR HIGH - CONFIDENCE EVENT Existing Condition Node A B C D E F G H I J K Total Area .349.56 135.09 63.61 14.29 97.15 5.80 1.75 6.99 1.06 11.00 6.30 (ac) Y 0.69 0.83 0.66 0.70 0.83 0.76 0.76 0.76 0.76 0.76 0.76 Ybar 0.31 0.17 0.34 0.30 0.17 0.24 0.24 0.24 0.24 0.24 0.24 Average 0.64 0.37 1.00 0.68 0.30 0.20 0.20 0.20 0.20 0.20 0.20 aP Total Fm 0.15 0.07 0.20 0.14 0.06 0.08 0.08 0.08 0.08 0.08 0.08 (in /hr) Page 1 o(8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; A Y (PM -1o)2 Y_Y,A, +Y,-4, +... +Y,„A„ = A, +Az +... +A,� - i (P24- 11 +S)P24 AI +A2 +... +Am i i Fm on Pp S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 349.56 ap - See Figure C4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.69 Fp - Sae Table C -2 CN - See Figure C -1 and C -3 Fm (in /hr) Vbar = 1 - Y = 0.31 Average ap = 0.64 9 Urban Cover - Roadway 10% 7.57 Total Fm (in/hr) = 0.15 Offsite Area No. In51. Class Land Use Pervious- ness ( %J Area (ac) Sail Group Pervious/ Impervious Area (ac) A ( Area Fraction) CN AMC It Low Loss Rate, Vbar Max. Loss Rate, F,� S la Y, Y'Ai i a ° F ° (in /hr) Fm (in /hr) Fm" A' (in /hr) a'A� 1 9 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.00 0.000 0.10 0.40 0.04 0.001 0.002 Impervious 6.81 0.019 98 0.20 0.04 0.95 0.018 2 9 Urban Cover- Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.45 0.000 0.10 0.20 0.02 0.000 0.001 Impervious 2.39 0.007 98 0.20 0.04 0.95 0.006 3 9 Single Family Residential ( >10 dwellings /acre) 20% 45.27 A Pervious 9.05 0.026 32 21.25 4.25 0.00 0.000 0.20 0.40 0.08 0.010 0.026 Impervious 1 36.22 0.104 1 98 1 0.20 0.04 0.95 0.098 4 9 Single Family Residential ( >10 dwellings /acre) 20% 31.84 B Pervious 6.37 0.018 56 7.86 1.57 0.18 0.003 0.20 0.30 0.06 0.005 0.018 Impervious 25.47 0.073 98 0.20 0.04 0.95 0.069 5 9 Single Family Residential ( >10dwellings /acre) 20 % 26.51 D Pervious 5.30 0.015 75 3.33 0.67 0.45 0.007 0.20 0.20 0.04 0.003 0.015 Impervious 21.21 0.061 98 0.20 0.04 0.95 0.057 6 9 Commercial /Industrial 10% 31.91 0 Pervious 3.19 0.009 75 3.33 0.67 0.45 0.004 0.10 0.20 0.02 0.002 0.009 Impervious 28.72 0.082 98 0.20 0.04 0.95 0.078 7 1 Oil Operations 100% 11.89 D Pervious 11.89 0.034 93 0.75 0.15 0.82 0.028 1.00 0.20 0.20 0.007 0.034 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 8 6 Open Space / Habitat Area 100% 16.64 A Pervious 16.64 0.048 46 11.74 2.35 0.07 0.004 1.00 0.40 0.40 0.019 0.048 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 9 1 Oxbow Loop Channel 10% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 0.51 0.001 0.10 0.40 0.04 0.001 0.002 Impervious 5.90 0.017 98 0.20 0.04 0.95 0.016 Onsite Area No. Infil. Class Land Use Pervious- ness ( %) Area ac ( ) Sail Group p Pervious/ Im Impervious p Area (ac) A (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'Ai ap Fp in/hr Fm in/hr Fm'Py in /hr av FY 1 1 Oil Operations / Barren Area 100% 4.78 A Pervious 4.78 0.014 78 2.82 0.56 0.51 0.007 1.00 0.40 0.40 0.005 0.014 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 2 1 Oil Operations / Barren Area 100% 10.98 D Pervious 10.98 0.031 93 0.75 0.15 0.82 0.026 1.00 0.20 0.20 0.006 0.031 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 3 6 Open Space / Habitat Area 100% 152.97 D Pervious 152.97 0.438 83 2.05 0.41 0.61 0.265 1.00 0.20 0.20 0.088 0.438 Impervious 1 0.00 1 0.000 1 98 0.20 0.04 0.95 0.000 Total Area = 349.56 Y = 0.69 Yost =1 -Y= 0.31 Total Fm = 0.15 0.64 Page 2 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; A Y (PM -1o)2 Y= Y, A, +Ya Az +... +Ym A„, =�YA = A, +Az +... +A,� = i (P24- 11 +S)P24 A, +A2 +... +Am i i Fm on Pp S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 135.09 ap - See Figure C4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.83 Fp - See Table C -2 CN - See Figure C -1 and C -3 Fm on/hr) Ybar = 1 - Y = 0.17 Average ap = 0.37 9 Urban Cover - Roadway 10% 5.35 Total Fm (in /hr) = 0.07 eOffsite Area rLow No. Infil. Class Land Use Pervious - ness ( %) Area ( ac ) Sail Group Pervious/ Impervious Area ( ac ) A, (Area Fraction ) CN AMC II Loss Rate, Ybar Max. Loss Rate, F, S la Y, Y•g a Fp n /hr) Fm on/hr) on/ hr) a •A, 1 9 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 75 3.33 0.67 0.45 0.002 0.10 0.20 0.02 0.001 0.004 Impervious 4.82 0.036 98 0.20 0.04 0.95 0.034 2 9 Single Family Residential ( >l0 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 75 3.33 0.67 0.45 0.004 0.20 0.20 0.04 0.002 0.009 Impervious 4.75 0.035 98 0.20 0.04 0.95 0.033 3 9 Commercial / Industrial 10% 80.09 D Pervious 8.01 0.059 75 3.33 0.67 0.45 0.027 0.10 0.20 0.02 0.012 0.059 Impervious 72.08 0.534 98 0.20 0.04 0.95 0.506 4 9 School 60% 9.91 D Pervious 5.95 0.044 75 3.33 0.67 0.45 0.020 0.60 0.20 0.12 0.009 0.044 Impervious 3.96 0.029 98 0.20 0.04 0.95 0.028 Onsite Area No. Infll. Class Land Use Pervious ness (%) Area (ac) Sail Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S I, Yi Y� Al a ° Fo (in /hr) Fm on/hr) Fm q on/hr) a •A Pervious 12.82 0.095 93 0.75 0.15 0.82 0.078 1.00 010 010 0.019 0.095 1 1 Oil Operations / Barren Area 100% 12.82 D Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Pervious 20.98 0.155 83 2.05 0.41 0.61 0.094 1.00 0.20 0.20 0.031 0155 2 6 Open Space / Habitat Area 100% 20.98 D Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 135.09 Y = 0.83 Ybar =1 -Y= 0.17 Total Fm = 0.07 0.37 Page 3 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; A Y (PM -1o)2 Y= Y, A, +Ya Az +... +Ym A„, =�YA = A, +Az +... +A,� = i (P24- 11 +S)P24 A, +A2 +... +Am i i Fm =Or Pp S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 63.61 ap - See Figure C-0 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.66 Fp - See Table C -2 CN - See Figure C -1 and C -3 Fm (in /hr Ybar = 1 - Y = 0.34 Average ap = 1.00 1 Oil Operations / Barren Area 100% 17.24 Total Fm (in/hr) = 0.20 Onsite Area No. Infll. Class Land Use Pervious - ness (%) Area (ac) Sail Group Pervious / Impervious Area (ac) Ai (Area Fraction) CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'g ap Fp (in /hr Fm (in /hr Fm "A, in /hr ap A, 1 1 Oil Operations / Barren Area 100% 17.24 D Pervious 17.24 0.271 93 0.75 0.15 0.82 0.223 1.00 0.20 0.20 0.054 0.271 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 2 6 Open Space /Habitat Area 100% 46.37 D Pervious 46.37 0.729 83 2.05 0.41 0.61 0.441 1,00 0.20 0.20 0.146 0.729 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 63.61 Y = 0.66 Ybar =1 -Y= 0.34 Total F, = 0.20 1.00 Page 4 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA D 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; A Y (PM -1o)2 Y_Y,A, +Y,-4, +... +Y,„A„ = A, +Az +... +A,� - i (P24- 11 +S)P24 AI +A2 +... +Am i i Fm on Pp S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 14.29 ap - See Figure C4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.70 Fp - See Table C -2 ON - See Figure C -1 and C -3 Pervious/ Impervious p Ybar = 1 - Y = 0.30 Average a° = 0.68 S la Y, Y'g Total Fm (in /hr) = 0.14 Offsite Area Pervious- ious- Low Loss Rate, Ybar Max. Loss Rate, F,� No. In51 . Class Land Use ness Area ac ( ) Sail Group p Pervious/ Impervious p Area ac ( ) (Area CN AMC It S la Y, Y'g a ° Fm AI a'Ai ° ( %J Fraction /h (in /hr) (in /hr) (in /hr) on Single Family Residential Pervious 1.14 0.079 75 3.33 0.67 0.45 0.036 0.20 0.20 0.04 0.016 0.079 1 9 ( >10 dwellingslacre) 20% 5.66 D Impervious 4.54 0.318 98 0.20 0.04 0.95 0.301 Onsite Area Pervious - Ai Low Loss Rate, Ybar Max. Loss Rate, Fm No Infil. Land Use ness Area Sail Pervious) Area (Area ON F° Fm Fm'AI Class %) (ac) Group Impervious (ac) AMC II S la Yi Yj -A, a4 a° Ai ( Fraction ) (in/hr) (in/hr) on/hr) Pervious 8.61 0.603 83 2.05 0.41 0.61 0.365 1.00 0.20 0.20 0.121 0.603 t 6 Open Space / Habitat Area 100% 8.61 D Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 14.29 Y = 0.70 Ybar =1 -Y= 0.30 Total F, = 0.14 0.66 Page 5 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA E 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; A Y (PM -1o)2 Y_Y,A, +Y1Az +... +Y,„A„ = A, +Az +... +A,� - i (P24- 11 +S)P24 AI +A2 +... +Am i i Fm on Pp S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 97.15 ap - See Figure C4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.83 Fp - See Table C -2 ON - See Figure C -1 and C -3 Fm (in /hr) Ybar = 1 - Y = 0.17 Average ap = 0.30 9 Single Family Residential ( >10 dwellings /acre) 20% 44.48 Total Fm (in /hr) = 0.06 Offsite Area No. Inil. Class Land Use Pervious- noes ( %J Area (act ac Sail Group p Pervious/ Impervious p Area ac ( ) A (Area Fraction ON AMC It Low Loss Rate, Ybar Max. Loss Rate, F,� S la Y, Y'g a Fp (in /hr) Fm (in /hr) on AI (in /hr) a'A] 1 9 Single Family Residential ( >10 dwellings /acre) 20% 44.48 D Pervious 8.90 0.092 75 3.33 0.67 0.45 0.042 020 0.20 0.04 0.018 0.092 Impervious 35.58 0.366 98 0.20 0.04 0.95 0.347 Pervious 3.61 0.037 75 3.33 0.67 0.45 0.017 0.10 0.20 0.02 0.007 0.037 2 9 Commercial /Industrial 10% 36.05 D Impervious 32.45 0.334 98 0.20 0.04 0.95 0.316 Pervious 16.62 0.171 83 2.05 0.41 0.61 0.104 1.00 0.20 0.20 0.034 0.171 3 6 Open Space / Habitat Area 100% 16.62 D Impervious 1 0.00 1 0.000 1 98 1 0.20 0.04 0.95 0.000 Total Area = 97.15 Y = 0.83 Ybar =1 -Y= 0.17 Iota] Fm = 0.06 0.30 Page 6 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET No. Infil. Class PROPOSED NEWPORT BANNING RANCH PROJECT Pervious- ness ( %) Area ac Sail Group p 25 -YEAR HIGH - CONFIDENCE EVENT Area ac ( ) A � (Area Fraction CN AMC It Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K Max. Loss Rate, F,� S 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; Y (PM -1o)2 A Y_Y,A, +Ya Az +... +Ym A„ A - - A, +Az + ... +A,� � (P24- 11 +S)P24 A, +A2 +... +Am i i Fm =Or Pp S_ 1000 - t0 I - 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 5.80 ap - See Figure C-4 u CN P24, 25 -Year Storm Event for Mountainous Area (in) = 8.76 Y = 0.76 Fp- See Table C -2 CN - See Figure C -1 and C -3 Ybar = 1 - Y = 0.24 Average a° = 0.20 40 0.08 0.080 Total Fm (in/hr) = 0.08 Offsite Area -F No. Infil. Class Land Use Pervious- ness ( %) Area ac Sail Group p Pervious/ Impervious p Area ac ( ) A � (Area Fraction CN AMC It Low Loss Rate, Ybar Max. Loss Rate, F,� S la Y, JE(_n_'�/hr) a° ° Fm (in /hr) (in /hr) a'AI ° 1 9 Single Family Residential ( >10 dwellings /acre) 20 % 5.80 A Pervious 1.16 0.200 32 21.25 4.25 0.00 0.000 020 40 0.08 0.080 0.200 Impervious 4.64 0.800 98 0.20 0.04 0.95 0.758 Total Area = 5.80 V = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.08 0.20 Offsite Area -G No. Infil. Class Land Use Pervious - ness m Area (ac) Sail Group Pervious/ Impervious Area (ac) qi (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S I, V, V,'A, a° F ° (in /hr) F, (in /hr) Fm Ai (in /hr) (Area 1 9 Single Family Resitlenlial ( >10 dwellings /acre) 20 % t 75 A Pervious 0.35 0.200 32 21.25 4.25 0.00 0.000 020 0.40 0.08 0.080 EO2*00] Impervious 1.40 0.800 98 0.20 0.04 0.95 0.758 Total Area = 1.75 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.08 0.20 Offsite Area -H Pervious - A, Low Loss Rate, Ybar Max. Loss Rate, Fn No. Ilas Class Land Use ness Area (ac) Soil Group Pervious/ Impervious Area (ac) (Area CN AMC II 5 I, Y Y'A, a Fp Fm Fm'A, a'A ( %) Fraction) i i ° in /hr in /hr in /hr ° I Single Family Residential Pervious 1.40 0.200 32 21.25 4.25 0.00 0.000 0.20 0.40 0.08 0.080 0.200 1 9 ( >10 dwellings /acre) 20% 6.99 q Impervious 5.59 0.800 98 0.20 0.04 0.95 0.758 Total Area = 6.99 V = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.08 0.20 Page 7 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K Offsite Area -1 No. InfL Class Land Use Pervious - Area (ac) Sail Group Perviousl Impervious Area (ac) A, CN AMC II Low Lass Rate, Ybar Max. Loss Rate, Fm No. Intl. Class Land Use ness Area (ac) Soil Group Pervious/ Impervious Area (ac) Area CN AMC II S I, Yi 11 00 A ° Fm Fm *A, ao AI 21.25 4.25 0.00 jtE 40 0.08 0.080 Fraction) r Impervious 8.80 0.800 98 gEn' 0.04 /hr) (in /hr) (in /hr Single Family Residential Pervious 0.21 0.200 32 21.25 4.25 0.00 40 0.08 0.080 0200 1 9 ( >10 dwellings /acre) 20 % 1.06 A Impervious 0.85 0.800 98 0.20 0.04 0.95 Total Area = 1.06 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.08 0.20 Offsite Area -J No. InfL Class Land Use Pervious - ness (%) Area (ac) Sail Group Perviousl Impervious Area (ac) A, (Area Fracllen ) CN AMC II Law Loss Rate, Ybar Max. Loss Rate, Fm 5 I, V, ness Area (ac) F ° /hr) Fm (in /hr) Fm A, (In /hr) ap CN II S Single Family Residential ( >10 dwellings /acre) 20 % 11 00 A Pervios 2.20 0.200 32 21.25 4.25 0.00 jtE 40 0.08 0.080 0.200 Impervious 8.80 0.800 98 0.20 0.04 0.95 Total Area = 11.00 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.08 0.20 Offsite Area -K Pervious - A, Low Lass Rata, Ybar Ma Loss Rate, Fm No. In01. Class Land Use ness Area (ac) Sail Group Perviousl Impervious Area (ac) (Area Area CN II S 1a Y, ap F ° Fm Fm" A' ap`Fy (!) Fraction) Jx. n /hr) (in /hr) (in /hr) Single Family Residential Pervious 1.26 0.200 32 21.25 4.25 0.00 040 0.08 0.080 0.200 1 9 ( >10 dwellings /acre) 20 % 6.30 A Impervious 5.04 0.800 98 0.20 0.04 0.95 Tolal Area = 6.30 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.08 0.20 Page 8 of 8, 41912008 INFILTRATION RATE CALCULATION SUMMARY NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 10 -YEAR HIGH - CONFIDENCE EVENT Existing Condition Node A B C D E F G H I J K Total Area .349.56 135.09 63.61 14.29 97.15 5.80 1.75 6.99 1.06 11.00 6.30 (ac) Y 0.65 0.80 0.61 0.66 0.80 0.75 0.75 0.75 0.75 0.75 0.75 Ybar 0.35 0.20 0.39 0.34 0.20 0.25 0.25 0.25 0.25 0.25 0.25 Average 0.64 0.37 1.00 0.68 0.30 0.20 0.20 0.20 0.20 0.20 0.20 aP Total Fm 0.15 0.07 0.20 0.14 0.06 0.08 0.08 0.08 0.08 0.08 0.08 (in /hr) Page 1 o(8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 3.68 Total Area (ac) = 349.56 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 7.05 Y= 0.65 Fp - See Table C -2 ON -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.35 Average a, = 0.64 Pervious 0.76 0.002 32 Total Fm Iini = 0.15 OHsite Area No. Land Use Pervious- mess ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S 1, Y 1 y`q a, F, (In /hr) Fm (In /hr) Fm`A, (in /hr) 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.00 0.000 0.10 0.40 0.04 0.001 Impervious 6.81 0.019 98 0.20 0.04 0.94 0.018 2 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.39 0.000 0.10 0.20 0.02 0.000 Impervious 2.39 0.007 98 0.20 0.04 0.94 0.006 3 Single Family Residential (>10 dwellings/acre) 20 °/ 4527 A Pervious 9.05 0.026 32 21.25 4.25 0.00 0.000 0.20 0.40 0.08 0.010 Impervious 36.22 1 0.104 1 98 0.20 0.04 0.94 0.097 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 B Pervious 6.37 0.018 56 7.86 1.57 0.12 0.002 0.20 0.30 0.06 0.005 Impervious 25.47 0.073 98 0.20 0.04 0.94 0.068 5 Single Family Residential ( >10 dwellings/acre) 20% 26.51 0 Pervious 5.30 0.015 75 3.33 0.67 0.39 0.20 0.20 0.04 0.003 Impervious 21.21 0.061 98 0.20 0.04 0.94 6 Commercial / Industrial 10% 31.91 0 Pervious 3.19 0.009 75 3.33 0.67 0.39 0.10 0.20 0.02 0.002 Impervious 28.72 0.082 98 0.20 0.04 0.94 7 Oil Operations 100% 11.89 O Pervious 11.89 0.034 93 0.75 0.15 0.79 FOO 1.00 0.20 0.20 0.007 Impervious 0.00 0.000 98 0.20 0.04 0.94 B Open Space /Habitat Area 100 % 16.64 A Pervious 16.64 0.048 46 11.74 2.35 0.04 1.00 0.40 0.40 0.019 Impervious 0.00 0.000 98 0.20 0.04 0.94 9 Oxbow Loop Channel t0% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 0.44 0.10 0.40 0.04 0.001 Impervious 5.90 0.017 98 0.20 0.04 0.94 Onske Area No Land Use Pervious - mess ( %) Area (ac) Sail Group up Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC 11 Low Loss Rate, Ybar Max. Loss Rate, Fm S la Yi Y� Ai ao Fp in /hr Fm in /hr Fm`Ai in /hr 1 Oil Operations / Barren Area 100% 4.78 A Pervious 4.78 0.014 78 2.82 0.56 0.44 0.006 1.00 0.40 0.40 0.005 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 2 Oil Operations / Barren Area 100% 10.98 D Pervious 10.98 0.031 93 0.75 0.15 0.79 0.025 1.00 0.20 0.20 0.006 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 3 Open Space / Habitat Area 100% 152.97 D Pervious 152.97 0.438 83 2.05 0.41 0.55 0.239 1.00 0.20 0.20 0.088 Impervious 1 0.00 0.000 98 0.20 0.04 0.94 0.000 Total Area = 349.56 Y = 0.65 Total Fm = 0.15 Ybar =1 -Y= 0.35 Page 2 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 3.68 Total Area (ac) = 135.09 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 7.05 Y= 0.80 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.20 Average a, = 0.37 Pervious 0.54 0.004 75 Total Fm (ini = 0.07 Onsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 75 3.33 0.67 0.39 0.002 0.10 0.20 0.02 0.001 Impervious 4.82 0.036 98 0.20 0.04 0.94 0.033 2 Single Family Residential ( >10 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 75 3.33 0.67 0.39 0.003 0.20 0.20 0.04 0.002 Impervious 4.75 0.035 98 0.20 0.04 0.94 0.033 3 Commercial / Industrial 10% 80.09 D Pervious 8.01 0.059 75 3.33 0.67 0.39 0.023 0.10 0.20 0.02 0.012 Impervious 1 72.0 1 0.5 1 98 0.20 0.04 0.94 0.500 4 School 60% 9.91 D Pervious 5.95 0.044 75 3.33 0.67 0.39 0.017 0.60 0.20 0.12 0.009 Impervious 3.96 0.029 98 0.20 0.04 0.94 0.027 Onsite Area No. Land Use Pervious- ness ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A I (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI WAI ap Fp (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Oil Operations / Barren Area 100% 12.82 D Pervious 12.82 0.095 93 0.75 0.15 0.79 0.075 1.00 0.20 0.20 0.019 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 2 Open Space / Habitat Area 100% 20.98 D Pervious 20.98 0.155 83 2.05 0.41 0.55 0.085 1.00 0.20 0.20 0.031 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 Total Area = 135.09 Y = 0.80 Total Fm = 0.07 Ybar =1 -Y= 0.20 Page 3 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,.. =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 3.68 Total Area (so) = 63.61 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 7.05 Y= 0.61 Fp - See Table C -2 CN -See Figure C -1 and C -3 Oil Operations / Barren Area Ybar = 1 - Y = 0.39 Average a, = 1.00 Pervious 17.24 0.271 93 Total Fm (ini = 0.20 Onsite Area No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) AJ (Area Frectlon) CN AMC 11 Low Loss Rate, Year Max. Loss Rate, Fm S la Y I Y'A I I ao F, Qn /hr Fm Qn /hr Fn`A, In /hr 1 Oil Operations / Barren Area 100% 17.24 U Pervious 17.24 0.271 93 0.75 0.15 0.79 0.214 1.00 0.20 0.20 0.054 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 2 Open Space / Habitat Area 100% 46.37 U Pervious 46.37 0.729 83 2.05 0.41 0.55 0.398 1.00 0.20 0.20 0.146 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 Total Area = 63.61 Y = 0.61 Total F, = 0.20 Ybar =1 -Y= 0.39 Page 4 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA D 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,. =anFa S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 3.68 Total Area (ac) = 14.29 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 7.05 Y= 0.66 Fp - See Table C -2 ON -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.34 Average a, = 0.68 ao Fp Fm Fm`A, Total Fm (ini = 0.14 Onsite Area Pervious- A Low Loss Rate, Ybar Max. Loss Rate, F,� No. Land Use ness Area (ac) Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S 1, Y Y'A ao Fp Fm Fm`A, (�) Fraction I (In /hr) (In/hr) (in /hr) Single Family Residential Pervious i.t4 0.079 75 3.33 0.67 0.39 0.031 020 0.20 0.04 0.016 1 >10 dwellings/acre) s /acre ( 9 ) 20% 5.68 0 Impervious 4.54 0.318 98 0.20 0.04 0.94 0.298 Onsite Area Pervious - AI Low Loss Rate, Ybar Max. Loss Rate, Fm No, Land Use ness Area Sail Pervious/ Area (Area ON Fp Fm Fm`AI roup Impervious (ac) AMC II S la YI Y� Ai a, (�) Fraction) dn/hr) (in/hr) (in/hr) t'# Pervous 8.61 0.603 83 2.05 0.41 0.55 0.329 1.00 0.20 0.20 0.121 1 Open Space / Habitat Area 100 % O Impervious 0.00 0.000 98 0.20 0.04 1 0.94 0.000 Total Area = 14.29 Y = 0.66 Total F, = 0.14 Ybar =1 -Y= 0.34 Page 5 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA E 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,., =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 3.68 Total Area (ac) = 97.15 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 7.05 Y= 0.80 Fp - See Table C -2 ON -See Figure C -1 and C -3 Single Family Residential >10 dwellin s /acre ( 9 ) Ybar = 1 - Y = 0.20 Average a, = 0.30 Pervious 8.90 0.092 75 Total Fm (ini = 0.06 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction ) ON AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Single Family Residential >10 dwellin s /acre ( 9 ) 20% 44.48 D Pervious 8.90 0.092 75 3.33 0.67 0.036 020 0.20 0.04 0.018 Impervious 35.50 0.366 98 0.20 0.04 0.343 Pervious 3.61 0.037 75 3.33 0.67 d0.39 0.014 0.10 0.20 0.02 0.007 2 Commercial / Industrial 10 % 36.05 D Impervious 32.45 0.334 98 0.20 0.04 0.313 Pervious 16.62 0.171 83 2.05 0.41 0.093 1.00 0.20 0.20 0.034 3 Open Space / Habitat Area 100 % 16.62 D Impervious 0.00 0.000 98 0.20 0.04 0.000 Total Area = 97.15 Y = 0.80 Total Fm = 0.06 Ybar =1 -Y= 0.20 Page 6 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,. =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 3.68 Total Area (ac) = 5.80 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 7.05 Y= 0.75 Fp - See Table C -2 CN -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.25 Average a, = 0.20 ao Fp Fm F,n`A, Total Fm (iNhr) = 0.08 ORsite Area -F No. Land Use Pervious- Area (ac) Soil Group Pervious/ Impervious Area (ac) AI CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S 1, Y Y'A ao Fp Fm F,n`A, 21.25 4.25 0.00 0.001 0.20 0.40 0.08 Fraction Impervious 1.40 0.800 I 0.20 1 0.04 (In /hr) (In/hr) (in /hr) Single Family Residential ( %) Pervious 1.16 0.200 32 21.25 4.25 0.00 0.001 020 0.40 0.08 0.080 1 >10 dwellings/acre) s /acre ( 9 ) 20% 5.80 A Pervious 1.40 0.200 32 Impervious 4.64 0.800 98 0.20 0.04 0.94 0.749 Total Area = 5.80 Y = 0.75 Ybar =1 -Y= 0.25 Total Fm = 0.08 OHsite Area -G No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm $ la Yi Y,-A, ao Fs (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Single Family Residential ( >10 dwellings/acre) 20% 1 75 A Pervious 0.35 0.200 32 21.25 4.25 0.00 0.001 0.20 0.40 0.08 0.080 Impervious 1.40 0.800 98 0.20 1 0.04 0.94 1 0.749 Total Area = 1.75 Y = 0.75 Ybar =1 -Y= 0.25 Total Fm = 0.08 0 ite Area -H Pervious - 7y Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Soil Pervious/ Area (Area CN Fp F,n Fm`AI (ac) Group Impervious (ac) AMC II S la Y i V'A i a ° ( %) Fraction) iNhr iNhr in /hr Single Family Residential Pervious 1.40 0.200 32 21.25 4.25 0.00 0.001 0.20 0.40 0.08 0.080 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.99 A Impervious 5.59 0.800 98 0.20 0.04 0.94 0.749 Total Area = 6.99 Y = 0.75 Total Fm = 0.08 Ybar =1 -Y= 0.25 Page 7 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K Offsite Area -1 Pervious - A, Low Lass Rate, Ybar Max. Lass Rate, Fm No. Land Use ness Area Sail Pervious/ Area (Area CN Fp Fm F,,-A, (%) (ac) Group Impervious (ac) Fraction) AMC II S la Y I Y'A a ° (in /hr) (in /hr) (in /hr) Single Family Residential ta Pervious 0.21 0.200 32 21.25 4.25 0.00 0.001 0.20 0.40 0.08 0.080 1 ( >10 dwellings /acre) 20% 1.06 A Impervious 0.85 0.800 98 0.20 0.04 0.94 0.749 Total Area = 1.06 Y = 0.75 Ybar =1 -Y= 0.25 Total Fm = 0.08 Offsite Area -J Pervious- A Law Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Soil Pervious/ Area (Area CN Fp Fm Fm !y (%) c ) Group Impervious (ac) Fraction) AMC II S 1a Yi Y�'A, ao (in /hr) in /hr) (in Single Family Residential ta Pery ious 2.20 0.200 32 21.25 4.25 0.00 0.001 0.20 0.40 0.08 0.080 1 ( >10 dwellings/acre) 20% 11.00 A Impervious 8.80 0.800 98 0.20 0.04 0.94 0.749 Total Area = 11.00 Y = 0.75 Ybar =1 -Y= 0.25 Total Fm = 0.08 Offsite Area A Pervious- A, Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Sail Pervious/ Area (Area CN Fp Fm Fm *Ai Group Impervious (ac) Fraction ) AMC II S la Y I Y I ' I A a o Qn /hr) (In /hr) (In /hr) Single Family Residential Pervious 1.26 0.200 32 21.25 4.25 0.00 0.001 0.20 0.40 0.08 0.080 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.30 A Impervious 5.04 0.800 98 0.20 0.04 0.94 0.749 Total Area = 6.30 Y = 0.75 Total Fm = 0.08 Ybar =1 -Y= 0.25 Page 8 of 8, 4/9/2008 HC 100 -Year Storm Event Drainage A X100-A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 349.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.150 LOW LOSS FRACTION = 0.110 TIME OF CONCENTRATION(MIN.) = 25.36 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 131.68 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 32.34 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr` kf} trxtrtrf}* tr4tr44tr4 *4f}tr4f}tr43trx3tr *trrt3trrt3trrttr4 TIME VOLUME Q 0. 177.5 355.0 532.5 710.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_--__-_------------------------------- 0.36 0.3668 24.57 .Q 0.78 1.2292 24.81 .Q 1.21 2.1061 25.39 .Q 1.63 2.9983 25.69 .Q 2.05 3.9068 26.33 .Q 2.47 4.8323 26.66 .Q 2.90 5.7758 27.36 .Q 3.32 6.7379 27.73 .Q 3.74 7.7200 28.50 .Q 4.17 8.7227 28.91 .Q 4.59 9.7478 29.78 .Q 5.01 10.7961 30.24 .Q 5.43 11.8694 31.22 .Q 5.86 12.9689 31.74 .Q 6.28 14.0968 32.85 .Q 6.70 15.2546 33.44 .Q 7.12 16.4450 34.72 .Q 7.55 17.6698 35.41 .Q 7.97 18.9325 36.89 Q 8.39 20.2354 37.70 Q 8.81 21.5832 39.46 Q 9.24 22.9785 40.43 Q 9.66 24.4279 42.56 Q 10.08 25.9350 43.73 Q 10.51 27.5086 46.37 Q 10.93 29.1540 47.84 Q 11.35 30.8841 51.21 Q 11.77 32.7065 53.14 Q 12.20 34.6921 60.55 Q 12.62 37.0650 75.31 Q 13.04 39.8132 82.03 Q Page 1 13.46 42.7499 86.11 13.89 45.9372 96.38 14.31 49.4211 103.09 14.73 53.3554 122.17 15.15 57.8636 135.95 15.58 63.3405 177.63 16.00 70.3328 222.72 16.42 86.6200 709.81 16.85 101.7331 155.50 17.27 106.4012 111.78 17.69 109.9400 90.83 18.11 112.8968 78.47 18.54 115.2325 55.26 18.96 117.0614 49.45 19.38 118.7111 45.00 19.80 120.2211 41.46 20.23 121.6186 38.56 20.65 122.9231 36.13 21.07 124.1490 34.06 21.49 125.3077 32.28 21.92 126.4080 30.72 22.34 127.4569 29.34 22.76 128.4602 28.11 23.19 129.4227 27.00 23.61 130.3485 26.00 24.03 131.2411 25.10 24.45 131.6794 0.00 Q Q Q Q Q Q Q Q Q Q Q Q Q .Q .Q Q Q Q Q . Q X100_A Page 2 IN Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 135.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.070 LOW LOSS FRACTION = 0.050 TIME OF CONCENTRATION(MIN.) = 29.40 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 53.95 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 9.43 TIME VOLUME Q 0. 65.0 130.0 195.0 260.0 (HOURS) (AF) (CFS) 0.32 0.0000 0.00 Q 0.81 0.2083 10.29 .Q 1.30 0.6276 10.42 .Q 1.79 1.0556 10.72 .Q 2.28 1.4927 10.87 .Q 2.77 1.9394 11.20 •Q 3.26 2.3963 11.37 .Q 3.75 2.8641 11.74 .Q 4.24 3.3433 11.93 .Q 4.73 3.8349 12.35 .Q 5.22 4.3394 12.57 .Q 5.71 4.8583 13.05 Q 6.20 5.3921 13.31 Q 6.69 5.9424 13.87 Q 7.18 6.5103 14.17 Q 7.67 7.0977 14.84 Q 8.16 7.7058 15.20 Q 8.65 8.3375 16.00 Q 9.14 8.9943 16.44 Q 9.63 9.6802 17.43 Q 10.12 10.3973 17.99 Q 10.61 11.1513 19.25 Q 11.10 11.9456 19.98 Q 11.59 12.7887 21.66 Q 12.08 13.6862 22.66 Q 12.57 14.7783 31.28 Q 13.06 16.0763 32.83 Q 13.55 17.4851 36.75 Q 14.04 19.0246 39.28 Q 14.53 20.7635 46.60 Q 15.02 22.7570 51.85 Q 15.51 25.2380 70.68 16.00 28.3734 84.17 16.49 35.3364 259.72 16.98 41.7960 59.31 17.47 43.8560 42.43 Q 17.96 45.4164 34.63 Q 18.45 46.6297 25.29 Q 18.94 47.5624 20.78 Q 19.43 48.3595 18.59 Q 19.92 49.0785 16.92 Q 20.41 49.7366 15.59 Q 20.90 50.3457 14.50 Q 21.39 50.9142 13.58 Q 21.88 51.4486 12.81 .Q 22.37 51.9536 12.13 .Q 22.86 52.4331 11.55 .Q 23.35 52.8902 11.03 .Q 2.3.84 53.3275 10.57 .Q 24.33 53.7471 10.15 .Q 24.82 53.9526 0.00 Q N 02 r m Drainage C X100_C SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: fk rt i[ fk rt ie Q rt 9Q rt 9 R rt rt rt rt rt R rt frss f} fru f} rt rt G rt rt G rt w` ie rt f` 4 rt R Yt # rt Yt fk rt R R R R R R R ak R G ak R G ak Ah ie Afr u R R 9 R R 9 R fT rt rt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 63.60 SOIL -LOSS RATE, FM,(INCH /HR) = 0.200 LOW LOSS FRACTION = 0.110 TIME OF CONCENTRATION(MIN.) = 17.98 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 23.95 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 5.89 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trR >triFtr 4f}tr4f}tr4u *trf} *tr4tr44tr44kf}tr kf}trk3trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 40.0 80.0 120.0 160.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _---------------------------------------- 0.12 0.0216 4.45 .Q 0.42 0.1321 4.47 .Q 0.72 0.2437 4.54 .Q 1.02 0.3567 4.58 .Q 1.32 0.4711 4.66 .Q 1.62 0.5869 4.70 .Q 1.92 0.7042 4.78 .Q 2.22 0.8230 4.82 .Q 2.52 0.9435 4.91 .Q 2.81 1.0656 4.95 .Q 3.11 1.1895 5.05 .Q 3.41 1.3151 5.10 .Q 3.71 1.4426 5.20 .Q 4.01 1.5720 5.25 .Q 4.31 1.7035 5.36 .Q 4.61 1.8370 5.42 .Q 4.91 1.9727 5.54 .Q 5.21 2.1106 5.60 .Q 5.51 2.2510 5.73 .Q 5.81 2.3938 5.80 .Q 6.11 2.5392 5.94 .Q 6.41 2.6873 6.02 .Q 6.71 2.8383 6.18 .Q 7.01 2.9923 6.26 .Q 7.31 3.1495 6.43 .Q 7.61 3.3100 6.53 .Q 7.91 3.4741 6.72 .Q 8.21 3.6418 6.83 .Q 8.51 3.8136 7.05 .Q 8.81 3.9896 7.16 .Q 9.11 4.1701 7.42 .Q Page 1 Page 2 X100_C 9.41 4.3555 7.55 .Q 9.71 4.5460 7.84 .Q 10.01 4.7420 7.99 .Q 10.31 4.9441 8.33 Q 10.61 5.1527 8.51 Q 10.91 5.3684 8.91 Q 11.21 5.5917 9.13 Q 11.51 5.8237 9.61 Q 11.80 6.0649 9.87 Q 12.10 6.3175 10.53 Q 12.40 6.6154 13.53 Q 12.70 6.9604 14.33 Q 13.00 7.3209 14.79 Q 13.30 7.7002 15.84 Q 13.60 8.1001 16.45 Q 13.90 8.5258 17.92 Q 14.20 8.9807 18.81 Q 14.50 9.4757 21.16 Q 14.80 10.0178 22.61 Q 15.10 10.6280 26.67 Q 15.40 11.3258 29.68 Q 15.70 12.1425 36.27 Q. 16.00 13.2067 49.67 Q 16.30 15.7668 157.07 Q. 16.60 18.1141 32.49 Q . 16.90 18.8185 24.40 Q 17.20 19.3677 19.95 Q 17.50 19.8270 17.14 Q 17.80 20.2286 15.29 Q 18.10 20.5902 13.91 Q 18.40 20.8882 10.16 Q 18.70 21.1299 9.36 Q 19.00 21.3536 8.70 Q 19.30 21.5624 8.16 Q 19.60 21.7586 7.69 .Q 19.90 21.9441 7.29 .Q 20.20 22.1202 6.93 .Q 20.49 22.2881 6.62 .Q 20.79 22.4486 6.35 .Q 21.09 22.6027 6.10 .Q 21.39 22.7509 5.87 .Q 21.69 22.8937 5.67 .Q 21.99 23.0317 5.48 .Q 22.29 23.1653 5.31 .Q 22.59 23.2947 5.15 .Q 22.89 23.4204 5.00 .Q 23.19 23.5426 4.86 .Q 23.49 23.6614 4.74 .Q 23.79 23.7773 4.62 .Q 24.09 23.8902 4.51 .Q 24.39 23.9460 0.00 Q Page 2 Drainage D X100_D #rt # #rt #h #hh #hh #rt4 #rt4 #rth #rth #h hhh hhh 4hhrthhrthh rthh rt #hh #hh # #S # # # # #hh #hhhhhhhhhh #h# SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: 4hh4hhhhhhhhhhhhhhhhhfeh hhh hhhhhhhhhhhhhhhhhhhhh hhAhhAhhhhhhh hrthhhhhhhhhhhhh# Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 14.29 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.140 LOW LOSS FRACTION = 0.070 TIME OF CONCENTRATION(MIN.) = 10.27 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 5.60 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.10 TIME VOLUME Q 0. 15.0 30.0 45.0 60.0 (HOURS) (AF) (CFS) 0.08 0.0035 1.05 Q 0.25 0.0183 1.05 Q 0.42 0.0332 1.06 Q 0.59 0.0482 1.06 Q 0.77 0.0633 1.07 Q 0.94 0.0785 1.08 Q 1.11 0.0938 1.09 Q 1.28 0.1093 1.09 Q 1.45 0.1248 1.10 Q 1.62 0.1404 1.11 Q 1.79 0.1562 1.12 Q 1.96 0.1721 1.13 Q 2.14 0.1881 1.14 Q 2.31 0.2042 1.14 Q 2.48 0.2205 1.15 Q 2.65 0.2368 1.16 Q 2.82 0.2534 1.17 Q 2.99 0.2700 1.18 Q 3.16 0.2868 1.19 Q 3.33 0.3037 1.20 Q 3.50 0.3208 1.21 Q 3.68 0.3380 1.22 Q 3.85 0.3554 1.23 Q 4.02 0.3729 1.24 Q 4.19 0.3905 1.26 Q 4.36 0.4084 1.26 Q 4.53 0.4263 1.28 Q 4.70 0.4445 1.29 Q 4.87 0.4628 1.30 Q Page 1 05 0.4813 1.31 Q 22 0.5000 1.33 Q 39 0.5189 1.34 Q 56 0.5380 1.36 Q 73 0.5572 1.37 Q 90 0.5767 1.38 Q 07 0.5963 1.39 Q 24 0.6162 1.41 Q 41 0.6363 1.43 Q 59 0.6566 1.45 Q 76 0.6771 1.46 Q 93 0.6979 1.48 Q 10 0.7189 1.49 Q 27 0.7402 1.52 .Q 44 0.7617 1.53 .Q 61 0.7835 1.55 .Q 78 0.8056 1.57 .Q 96 0.8280 1.59 .Q 13 0.8506 1.61 .Q 30 0.8736 1.64 .Q 47 0.8968 1.65 .Q 64 0.9204 1.68 .Q 81 0.9444 1.70 .Q 98 0.9687 1.73 .Q 15 0.9934 1.75 .Q 32 1.0184 1.79 .Q 50 1.0439 1.81 .Q 67 1.0697 1.85 .Q 84 1.0960 1.87 .Q 01 1.1228 1.91 .Q 18 1.1500 1.94 .Q 35 1.1777 1.98 .Q 52 1.2059 2.01 .Q 69 1.2347 2.06 .Q 86 1.2641 2.09 .Q 04 1.2940 2.15 .Q 21 1.3246 2.18 .Q 38 1.3559 2.24 .Q 55 1.3879 2.28 .Q 72 1.4206 2.35 .Q 89 1.4541 2.39 .Q 06 1.4888 2.51 .Q 23 1.5289 3.16 Q 41 1.5743 3.26 Q 58 1.6208 3.31 Q 75 1.6685 3.43 Q 92 1.7175 3.50 Q 09 1.7679 3.63 Q 26 1.8199 3.71 Q 43 1.8735 3.87 Q 60 1.9290 3.97 Q 77 1.9865 4.17 Q 95 2.0462 4.28 Q 12 2.1087 4.55 Q 29 2.1741 4.70 Q 46 2.2430 5.04 Q 63 2.3156 5.23 Q 80 2.3928 5.69 Q 97 2.4754 5.98 Q 14 2.5649 6.69 Q 32 2.6627 7.14 Q 49 2.7668 7.57 Q 66 2.8793 8.34 Q 83 3.0223 11.87 00 3.2210 16.22 17 3.6950 50.80 34 4.1228 9.68 Q 51 4.2458 7.71 Q 68 4.3449 6.30 Q 86 4.4280 5.45 Q 03 4.5009 4.86 Q 20 4.5664 4.40 Q 37 4.6263 4.06 Q 54 4.6818 3.79 Q 71 4.7338 3.56 Q 88 4.7829 3.37 Q 05 4.8294 3.21 Q 23 4.8693 2.43 .Q 40 4.9029 2.31 .Q X100_D Page 2 Page 3 X100_D 18.57 4.9349 2.21 .Q 18.74 4.9655 2.12 .Q 18.91 4.9948 2.03 .Q 19.08 5.0231 1.96 .Q 19.25 5.0503 1.89 .Q 19.42 5.0766 1.83 .Q 19.59 5.1021 1.77 .Q 19.77 5.1267 1.72 .Q 19.94 5.1507 1.67 .Q 20.11 5.1740 1.62 .Q 20.28 5.1966 1.58 .Q 20.45 5.2187 1.54 .Q 20.62 5.2402 1.50 .Q 20.79 5.2612 1.47 Q 20.96 5.2818 1.44 Q 21.14 5.3019 1.40 Q 21.31 5.3215 1.38 Q 21.48 5.3408 1.35 Q 21.65 5.3597 1.32 Q 21.82 5.3782 1.30 Q 21.99 5.3963 1.27 Q 22.16 5.4141 1.25 Q 22.33 5.4317 1.23 Q 22.50 5.4489 1.21 Q 22.68 5.4658 1.19 Q 22.85 5.4824 1.17 Q 23.02 5.4988 1.15 Q 23.19 5.5150 1.13 Q 23.36 5.5308 1.11 Q 23.53 5.5465 1.10 Q 23.70 5.5619 1.08 Q 23.87 5.5771 1.07 Q 24.04 5.5921 1.05 Q 24.22 5.5996 0.00 Q Page 3 Drainage E X100_E SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: fk rt i[ fk rt ie Q rt 9Q rt 9 R rt rt rt rt rt R rt frss f} fru f} rt rt G rt rt G rt w` ie rt f` 4 rt R Yt # rt Yt fk rt R R R R R R R ak R G ak R G ak Ah ie Afr u R R 9 R R 9 R fT rt rt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 97.20 SOIL -LOSS RATE, FM,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.040 TIME OF CONCENTRATION(MIN.) = 26.62 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 39.43 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 6.18 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f}tr4f}trxtrtrf} *tr4tr44tr44kf}tr kf}trk3trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 50.0 100.0 150.0 200.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_--_---------------------------------- 0.03 0.0000 0.00 Q 0.47 0.1354 7.39 .Q 0.92 0.4079 7.47 .Q 1.36 0.6853 7.66 .Q 1.80 0.9679 7.76 .Q 2.25 1.2560 7.96 .Q 2.69 1.5498 8.07 .Q 3.13 1.8497 8.29 .Q 3.58 2.1559 8.41 .Q 4.02 2.4689 8.66 .Q 4.46 2.7890 8.80 .Q 4.91 3.1168 9.08 .Q 5.35 3.4525 9.23 .Q 5.80 3.7969 9.56 .Q 6.24 4.1505 9.73 .Q 6.68 4.5140 10.10 Q 7.13 4.8880 10.30 Q 7.57 5.2736 10.73 Q 8.01 5.6714 10.97 Q 8.46 6.0830 11.48 Q 8.90 6.5091 11.76 Q 9.35 6.9517 12.38 Q 9.79 7.4119 12.72 Q 10.23 7.8924 13.49 Q 10.68 8.3949 13.92 Q 11.12 8.9231 14.90 Q 11.56 9.4796 15.46 Q 12.01 10.0704 16.76 Q 12.45 10.7423 19.89 Q 12.89 11.5464 23.97 Q 13.34 12.4473 25.17 Q Page 1 13.78 Q 13.4251 28.17 Q 14.23 Q. 14.4936 Q 30.11 14.67 15.7003 Q 35.71 15.11 17.0835 Q 39.74 15.56 18.7774 Q 52.66 16.00 20.9327 Q 64.90 16.44 25.7767 .Q 199.32 16.89 30.2641 45.45 17.33 31.6957 .Q 32.63 17.77 32.7806 .Q 26.55 18.22 33.6877 22.93 18.66 34.4028 16.08 19.11 34.9613 14.39 19.55 35.4651 13.09 19.99 35.9262 12.06 20.44 36.3529 11.22 20.88 36.7513 10.51 21.32 37.1256 9.91 21.77 37.4795 9.39 22.21 37.8154 8.94 22.66 38.1357 8.53 23.10 38.4421 8.18 23.54 38.7360 7.86 23.99 39.0188 7.57 24.43 39.2920 7.34 24.87 39.4266 0.00 X100_E Page 2 C� Q Q Q. Q Q Q Q Q Q Q Q Q .Q .Q .Q .Q .Q .Q Q Page 2 C� Drainage F X100_F �rt3�rt3rtrt9Rfi 9Rrtrtkrtrthrt# il## il# rtR4rtR4rtR4rt #4rt #4 #rt4 #rtR4rtRRrtRkR4kR4k Rfr uRfr uRfi 4Rfi 4R #rtrt SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: �rtrt�rtrtrtrt9rtrt9rtrtrtrtrtrtrt rtfr ssrtfr urtrtrtGrtrtGrtliertt4rtR4 #rt40rtRRfi RRfi RakRGakRGakAhrt Afr uRfi 9Rfi 9R #rtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 5.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.160 TIME OF CONCENTRATION(MIN.) = 7.97 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.11 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.61 > sc> san+.> n+.> RArtrtARrtA6ae< aeR44R44FrtkArtkArt-0 Artanrt #R�#R�RhAkhAkh >artS4rtrtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.06 0.0000 0.00 Q 0.19 0.0021 0.38 Q 0.33 0.0063 0.39 Q 0.46 0.0106 0.39 Q 0.59 0.0149 0.39 Q 0.72 0.0192 0.39 Q 0.86 0.0235 0.39 Q 0.99 0.0278 0.40 Q 1.12 0.0322 0.40 Q 1.26 0.0366 0.40 Q 1.39 0.0410 0.40 Q 1.52 0.0454 0.41 Q 1.65 0.0499 0.41 Q 1.79 0.0544 0.41 Q 1.92 0.0589 0.41 Q 2.05 0.0635 0.42 Q 2.19 0.0681 0.42 Q 2.32 0.0727 0.42 Q 2.45 0.0773 0.42 Q 2.58 0.0819 0.43 Q 2.72 0.0866 0.43 Q 2.85 0.0913 0.43 Q 2.98 0.0961 0.43 Q 3.12 0.1009 0.44 Q 3.25 0.1057 0.44 Q 3.38 0.1105 0.44 Q 3.51 0.1154 0.44 Q 3.65 0.1203 0.45 Q 3.78 0.1252 0.45 Q 3.91 0.1302 0.45 Q Page 1 4.05 0.1352 0.46 Q 4.18 0.1402 0.46 Q 4.31 0.1453 0.46 Q 4.44 0.1504 0.47 Q 4.58 0.1555 0.47 Q 4.71 0.1607 0.47 Q 4.84 0.1659 0.48 Q 4.97 0.1712 0.48 Q 5.11 0.1765 0.48 Q 5.24 0.1818 0.49 Q 5.37 0.1872 0.49 Q 5.51 0.1926 0.50 Q 5.64 0.1981 0.50 Q 5.77 0.2036 0.50 Q 5.90 0.2092 0.51 Q 6.04 0.2148 0.51 Q 6.17 0.2204 0.52 Q 6.30 0.2261 0.52 Q 6.44 0.2318 0.52 Q 6.57 0.2376 0.53 Q 6.70 0.2435 0.53 Q 6.83 0.2494 0.54 Q 6.97 0.2553 0.54 Q 7.10 0.2613 0.55 Q 7.23 0.2674 0.55 Q 7.37 0.2735 0.56 Q 7.50 0.2797 0.56 Q 7.63 0.2859 0.57 Q 7.76 0.2922 0.58 Q 7.90 0.2985 0.58 Q 8.03 0.3050 0.59 Q 8.16 0.3115 0.60 Q 8.30 0.3180 0.60 Q 8.43 0.3246 0.61 Q 8.56 0.3313 0.61 Q 8.69 0.3381 0.62 Q 8.83 0.3450 0.63 Q 8.96 0.3519 0.64 Q 9.09 0.3589 0.64 Q 9.23 0.3660 0.65 Q 9.36 0.3732 0.66 Q 9.49 0.3805 0.67 Q 9.62 0.3878 0.67 Q 9.76 0.3953 0.69 Q 9.89 0.4028 0.69 Q 10.02 0.4105 0.70 Q 10.16 0.4183 0.71 Q 10.29 0.4261 0.72 Q 10.42 0.4341 0.73 Q 10.55 0.4422 0.75 Q 10.69 0.4505 0.75 .Q 10.82 0.4588 0.77 .Q 10.95 0.4673 0.78 .Q 11.09 0.4759 0.79 .Q 11.22 0.4847 0.80 .Q 11.35 0.4936 0.82 .Q 11.48 0.5027 0.83 .Q 11.62 0.5119 0.85 .Q 11.75 0.5214 0.86 .Q 11.88 0.5310 0.89 .Q 12.02 0.5408 0.90 .Q 12.15 0.5520 1.16 .Q 12.28 0.5648 1.17 .Q 12.41 0.5778 1.20 .Q 12.55 0.5911 1.22 .Q 12.68 0.6046 1.25 .Q 12.81 0.6185 1.27 .Q 12.94 0.6326 1.31 .Q 13.08 0.6470 1.33 .Q 13.21 0.6618 1.37 .Q 13.34 0.6769 1.39 .Q 13.48 0.6925 1.44 .Q 13.61 0.7084 1.47 .Q 13.74 0.7249 1.52 Q 13.87 0.7418 1.56 Q 14.01 0.7592 1.63 Q 14.14 0.7773 1.67 Q 14.27 0.7961 1.76 Q 14.41 0.8157 1.80 Q X100_F Page 2 Page 3 X100_F 14.54 0.8361 1.91 Q 14.67 0.8574 1.97 Q 14.80 0.8798 2.11 Q 14.94 0.9034 2.19 Q 15.07 0.9288 2.42 Q 15.20 0.9562 2.57 Q 15.34 0.9863 2.92 Q 15.47 1.0183 2.92 Q 15.60 1.0526 3.34 Q 15.73 1.0918 3.81 Q 15.87 1.1435 5.60 Q 16.00 1.2170 7.80 Q 16.13 1.3935 24.36 16.27 1.5519 4.50 Q 16.40 1.5929 2.98 Q 16.53 1,6243 2.73 Q 16.66 1.6519 2.30 Q 16.80 1.6757 2.04 Q 16.93 1.6971 1.86 Q 17.06 1.7167 1.71 Q 17.20 1.7348 1.59 Q 17.33 1.7517 1.50 .Q 17.46 1.7677 1.41 .Q 17.59 1.7829 1.35 .Q 17.73 1,7973 1.29 .Q 17.86 1.8111 1.23 .Q 17.99 1.8244 1.19 .Q 18.13 1.8361 0.95 .Q 18.26 1.8462 0.87 .Q 18.39 1.8556 0.84 .Q 18.52 1.8647 0.81 .Q 18.66 1.8734 0.79 .Q 18.79 1.8819 0.76 .Q 18.92 1.8901 0.74 Q 19.06 1.8981 0.72 Q 19.19 1.9059 0.70 Q 19.32 1.9135 0.68 Q 19.45 1,9208 0.66 Q 19.59 1.9280 0.65 Q 19.72 1.9350 0.63 Q 19.85 1.9419 0.62 Q 19.98 1.9486 0.60 Q 20.12 1.9551 0.59 Q 20.25 1.9616 0.58 Q 20.38 1.9679 0.57 Q 20.52 1.9740 0.56 Q 20.65 1.9801 0.55 Q 20.78 1.9860 0.54 Q 20.91 1.9919 0.53 Q 21.05 1.9976 0.52 Q 21.18 2,0033 0.51 Q 21.31 2.0088 0.50 Q 21.45 2.0143 0.49 Q 21.58 2.0197 0.49 Q 21.71 2.0250 0.48 Q 21.84 2.0302 0.47 Q 21.98 2.0353 0.47 Q 22.11 2.0404 0.46 Q 22.24 2.0454 0.45 Q 22.38 2.0503 0.45 Q 22.51 2.0552 0.44 Q 22.64 2.0600 0.44 Q 22.77 2,0647 0.43 Q 22.91 2,0694 0.42 Q 23.04 2.0741 0.42 Q 23.17 2.0786 0.41 Q 23.31 2.0832 0.41 Q 23.44 2.0876 0.40 Q 23.57 2.0920 0.40 Q 23.70 2.0964 0.40 Q 23.84 2.1007 0.39 Q 23.97 2.1050 0.39 Q 24.10 2,1092 0.38 Q 24.24 2.1113 0.00 Q Page 3 Drainage G X100_G SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: �rtrt�rtrtrtrt9rtrt9rtrtrtrtrtrtrt rtfr ssrtfr urtrtrtGrtrtGrtliertt4rtR4 #rt40rtRRfi RRfi RakRGakRGakAhrt Afr uRfi 9Rfi 9R #rtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.160 TIME OF CONCENTRATION(MIN.) = 8.11 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.66 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.19 xsa> san+.> n+.> RArtrtArtrtA6ae< aeR44R44FrtkArtkArt -04rt-0Artrtrt�#rt�#hAfi hAkh >art¢4a rtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) 0.05 0.0000 0.00 Q 0.19 0.0007 0.12 Q 0.32 0.0020 0.12 Q 0.46 0.0033 0.12 Q 0.59 0.0047 0.12 Q 0.73 0.0061 0.12 Q 0.86 0.0074 0.12 Q 1.00 0.0088 0.12 Q 1.13 0.0102 0.12 Q 1.27 0.0116 0.12 Q 1.40 0.0129 0.13 Q 1.54 0.0144 0.13 Q 1.67 0.0158 0.13 Q 1.81 0.0172 0.13 Q 1.94 0.0186 0.13 Q 2.08 0.0201 0.13 Q 2.21 0.0215 0.13 Q 2.35 0.0230 0.13 Q 2.48 0.0244 0.13 Q 2.62 0.0259 0.13 Q 2.75 0.0274 0.13 Q 2.89 0.0289 0.13 Q 3.02 0.0304 0.13 Q 3.16 0.0319 0.14 Q 3.29 0.0334 0.14 Q 3.43 0.0349 0.14 Q 3.56 0.0365 0.14 Q 3.70 0.0380 0.14 Q 3.84 0.0396 0.14 Q 3.97 0.0412 0.14 Q Page 1 X100_G 4.11 0.0427 0.14 Q 4.24 0,0443 0.14 Q 4.38 0.0459 0.14 Q 4.51 0.0476 0.15 Q 4.65 0.0492 0.15 Q 4.78 0.0508 0.15 Q 4.92 0.0525 0.15 Q 5.05 0.0542 0.15 Q 5.19 0.0558 0.15 Q 5.32 0.0575 0.15 Q 5.46 0.0592 0.15 Q 5.59 0.0610 0.15 Q 5.73 0.0627 0.16 Q 5.86 0.0644 0.16 Q 6.00 0.0662 0.16 Q 6.13 0.0680 0.16 Q 6.27 0.0698 0.16 Q 6.40 0.0716 0.16 Q 6.54 0.0734 0.16 Q 6.67 0.0753 0.17 Q 6.81 0.0771 0.17 Q 6.94 0.0790 0.17 Q 7.08 0.0809 0.17 Q 7.21 0.0828 0.17 Q 7.35 0.0847 0.17 Q 7.48 0.0867 0.18 Q 7.62 0.0886 0.18 Q 7.75 0.0906 0.18 Q 7.89 0.0926 0.18 Q 8.03 0.0946 0.18 Q 8.16 0.0967 0.18 Q 8.30 0.0988 0.19 Q 8.43 0.1009 0.19 Q 8.57 0.1030 0.19 Q 8.70 0.1051 0.19 Q 8.84 0.1073 0.20 Q 8.97 0.1095 0.20 Q 9.11 0.1117 0.20 Q 9.24 0.1139 0.20 Q 9.38 0.1162 0.21 Q 9.51 0.1185 0.21 Q 9.65 0.1208 0.21 Q 9.78 0.1232 0.21 Q 9.92 0.1256 0.22 Q 10.05 0.1280 0.22 Q 10.19 0.1305 0.22 Q 10.32 0.1330 0.22 Q 10.46 0.1355 0.23 Q 10.59 0.1381 0.23 Q 10.73 0.1407 0.24 Q 10.86 0.1433 0.24 Q 11.00 0.1460 0.24 Q 11.13 0.1488 0.25 Q 11.27 0.1515 0.25 .Q 11.40 0.1544 0.26 .Q 11.54 0.1573 0.26 .Q 11.67 0.1602 0.26 .Q 11.81 0.1632 0.27 .Q 11.95 0.1663 0.28 .Q 12.08 0.1695 0.31 .Q 12.22 0.1733 0.36 .Q 12.35 0.1774 0.37 .Q 12.49 0.1815 0.37 .Q 12.62 0.1858 0.38 .Q 12.76 0.1901 0.39 .Q 12.89 0.1945 0.40 .Q 13.03 0.1990 0.41 .Q 13.16 0.2036 0.42 .Q 13.30 0.2084 0.43 .Q 13.43 0.2132 0.44 .Q 13.57 0.2182 0.45 .Q 13.70 0.2234 0.47 .Q 13.84 0.2287 0.48 .Q 13.97 0.2341 0.50 .Q 14.11 0.2398 0.51 Q 14.24 0.2457 0.54 Q 14.38 0.2518 0.55 Q 14.51 0.2582 0.59 Q 14.65 0.2648 0.61 Q Page 2 14.78 0.2718 0.65 14.92 0.2792 0.67 15.05 0.2872 0.74 15.19 0.2957 0.79 15.32 0.3051 0.90 15.46 0.3152 0.91 15.59 0.3260 1.02 15.73 0.3383 1.17 15.86 0.3544 1.72 16.00 0.3774 2.39 16.14 0.4325 7.48 16.27 0.4820 1.38 16.41 0.4948 0.92 16.54 0.5046 0.84 16.68 0.5133 0.71 16.81 0.5207 0.63 16.95 0.5274 0.57 17.08 0.5335 0.53 17.22 0.5392 0.49 17.35 0.5445 0.46 17.49 0.5495 0.44 17.62 0.5542 0.41 17.76 0.5588 0.40 17.89 0.5631 0.38 18.03 0.5672 0.36 18.16 0.5708 0.28 18.30 0.5739 0.27 18.43 0.5768 0.26 18.57 0.5797 0.25 18.70 0.5824 0.24 18.84 0.5851 0.23 18.97 0.5876 0.23 19.11 0.5901 0.22 19.24 0.5926 0.21 19.38 0.5949 0.21 19.51 0.5972 0.20 19.65 0.5995 0.20 19.78 0.6017 0.19 19.92 0.6038 0.19 20.06 0.6059 0.19 20.19 0.6079 0.18 20.33 0.6099 0.18 20.46 0.6119 0.17 20.60 0.6138 0.17 20.73 0.6157 0.17 20.87 0.6176 0.16 21.00 0.6194 0.16 21.14 0.6212 0.16 21.27 0.6230 0.16 21.41 0.6247 0.15 21.54 0.6264 0.15 21.68 0.6281 0.15 21.81 0.6297 0.15 21.95 0.6314 0.14 22.08 0.6330 0.14 22.22 0.6346 0.14 22.35 0.6361 0.14 22.49 0.6377 0.14 22.62 0.6392 0.14 22.76 0.6407 0.13 22.89 0.6422 0.13 23.03 0.6436 0.13 23.16 0.6451 0.13 23.30 0.6465 0.13 23.43 0.6479 0.13 23.57 0.6493 0.12 23.70 0.6507 0.12 23.84 0.6521 0.12 23.97 0.6534 0.12 24.11 0.6547 0.12 24.25 0.6554 0.00 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q .Q Q Q .Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q a X100_G Page 3 am Drainage H X100_H �rt3�rt3rtrt9Rfi 9Rrtrtkrtrthrt# il## il# rtR4rtR4rtR4rt #4rt #4 #rt4 #rtRRrtRRrtRkR4kR4k Afr uRfr uRfi 4Rfi 4R #rt4 SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: �rtrt�rtrtrtrt9rtrt9rtrtrtrtrtrtrt rtfr ssrtfr urtrtrtGrtrtGrtliertt4rtR4 #rt40rtRRfi RRfi RakRGakRGakAhrt Afr uRfi 9Rfi 9R #rtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 7.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.160 TIME OF CONCENTRATION(MIN.) = 8.07 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.55 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.73 > sc> san+.> n+.> RARrtArtrtA6ae< aeR44R44FrtkArtkArt-0 Artanrt #R�#R�RhAkhAkh >artS4rtrtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.13 0.0026 0.46 Q 0.26 0.0077 0.47 Q 0.40 0.0129 0.47 Q 0.53 0.0181 0.47 Q 0.67 0.0234 0.47 Q 0.80 0.0286 0.48 Q 0.94 0.0339 0.48 Q 1.07 0.0393 0.48 Q 1.21 0.0446 0.48 Q 1.34 0.0500 0.49 Q 1.47 0.0554 0.49 Q 1.61 0.0609 0.49 Q 1.74 0.0663 0.49 Q 1.88 0.0719 0.50 Q 2.01 0.0774 0.50 Q 2.15 0.0830 0.50 Q 2.28 0.0886 0.51 Q 2.42 0.0942 0.51 Q 2.55 0.0999 0.51 Q 2.68 0.1056 0.52 Q 2.82 0.1114 0.52 Q 2.95 0.1172 0.52 Q 3.09 0.1230 0.53 Q 3.22 0.1289 0.53 Q 3.36 0.1348 0.53 Q 3.49 0.1407 0.54 Q 3.63 0.1467 0.54 Q 3.76 0.1527 0.54 Q 3.90 0.1588 0.55 Q 4.03 0.1649 0.55 Q Page 1 4.16 0.1710 0.55 Q 4.30 0.1772 0.56 Q 4.43 0.1835 0.56 Q 4.57 0.1898 0.57 Q 4.70 0.1961 0.57 Q 4.84 0.2025 0.58 Q 4.97 0.2089 0.58 Q 5.11 0.2154 0.59 Q 5.24 0.2219 0.59 Q 5.37 0.2285 0.59 Q 5.51 0.2351 0.60 Q 5.64 0.2418 0.60 Q 5.78 0.2485 0.61 Q 5.91 0.2553 0.61 Q 6.05 0.2621 0.62 Q 6.18 0.2690 0.62 Q 6.32 0.2760 0.63 Q 6.45 0.2830 0.64 Q 6.59 0.2901 0.64 Q 6.72 0.2972 0.65 Q 6.85 0.3045 0.65 Q 6.99 0.3117 0.66 Q 7.12 0.3191 0.66 Q 7.26 0.3265 0.67 Q 7.39 0.3340 0.68 Q 7.53 0.3415 0.68 Q 7.66 0.3492 0.69 Q 7.80 0.3569 0.70 Q 7.93 0.3647 0.70 Q 8.06 0.3725 0.71 Q 8.20 0.3805 0.72 Q 8.33 0.3885 0.73 Q 8.47 0.3966 0.73 Q 8.60 0.4049 0.74 Q 8.74 0.4132 0.75 .Q 8.87 0.4216 0.76 .Q 9.01 0.4301 0.77 .Q 9.14 0.4387 0.78 .Q 9.27 0.4474 0.79 .Q 9.41 0.4562 0.80 .Q 9.54 0.4651 0.81 .Q 9.68 0.4742 0.82 .Q 9.81 0.4833 0.83 .Q 9.95 0.4926 0.84 .Q 10.08 0.5020 0.85 .Q 10.22 0.5116 0.87 .Q 10.35 0.5213 0.88 .Q 10.49 0.5311 0.89 .Q 10.62 0.5411 0.90 .Q 10.75 0.5512 0.92 .Q 10.89 0.5615 0.93 .Q 11.02 0.5720 0.95 .Q 11.16 0.5826 0.96 .Q 11.29 0.5934 0.98 .Q 11.43 0.6044 1.00 .Q 11.56 0.6156 1.02 .Q 11.70 0.6270 1.03 .Q 11.83 0.6387 1.06 .Q 11.97 0.6506 1.08 .Q 12.10 0.6636 1.28 .Q 12.23 0.6785 1.40 .Q 12.37 0.6943 1.44 .Q 12.50 0.7104 1.46 .Q 12.64 0.7269 1.50 .Q 12.77 0.7437 1.52 Q 12.91 0.7608 1.56 Q 13.04 0.7783 1.59 Q 13.18 0.7963 1.64 Q 13.31 0.8147 1.67 Q 13.44 0.8335 1.73 Q 13.58 0.8529 1.76 Q 13.71 0.8728 1.83 Q 13.85 0.8934 1.87 Q 13.98 0.9146 1.95 Q 14.12 0.9365 2.00 Q 14.25 0.9593 2.11 Q 14.39 0.9831 2.16 Q 14.52 1.0078 2.29 Q 14.65 1.0337 2.36 Q X100_H Page 2 14.79 1.0609 2.53 Q 14.92 1.0896 2.63 Q 15.06 1.1203 2.90 Q 15.19 1.1535 3.07 Q 15.33 1.1901 3.50 Q 15.46 1.2292 3.54 Q 15.60 1.2710 3.99 Q 15.73 1.3186 4.56 Q 15.87 1.3812 6.70 Q 16.00 1.4703 9.34 16.13 1.6843 29.18 16.27 1.8765 5.39 Q 16.40 1.9262 3.57 Q 16.54 1.9642 3.27 Q 16.67 1.9977 2.76 Q 16.81 2.0266 2.44 Q 16.94 2.0526 2.22 Q 17.08 2.0764 2.05 Q 17.21 2.0984 1.91 Q 17.34 2.1189 1.79 Q 17.48 2.1383 1.70 Q 17.61 2.1567 1.61 Q 17.75 2.1743 1.54 Q 17.88 2.1910 1.48 .Q 18.02 2.2072 1.42 .Q 18.15 2.2211 1.09 .Q 18.29 2.2330 1.05 .Q 18.42 2.2444 1.01 .Q 18.56 2.2554 0.97 .Q 18.69 2.2661 0.94 .Q 18.82 2.2764 0.91 .Q 18.96 2.2863 0.88 .Q 19.09 2.2960 0.86 .Q 19.23 2.3054 0.84 .Q 19.36 2.3146 0.81 .Q 19.50 2.3235 0.79 .Q 19.63 2.3322 0.77 .Q 19.77 2.3407 0.76 .Q 19.90 2.3491 0.74 Q 20.03 2.3572 0.72 Q 20.17 2.3651 0.71 Q 20.30 2.3729 0.69 Q 20.44 2.3806 0.68 Q 20.57 2.3880 0.67 Q 20.71 2.3954 0.65 Q 20.84 2.4026 0.64 Q 20.98 2.4097 0.63 Q 21.11 2.4166 0.62 Q 21.25 2.4235 0.61 Q 21.38 2.4302 0.60 Q 21.51 2.4368 0.59 Q 21.65 2.4434 0.58 Q 21.78 2.4498 0.57 Q 21.92 2.4561 0.57 Q 22.05 2.4624 0.56 Q 22.19 2.4685 0.55 Q 22.32 2.4746 0.54 Q 22.46 2.4806 0.53 Q 22.59 2.4865 0.53 Q 22.73 2.4923 0.52 Q 22.86 2.4980 0.51 Q 22.99 2.5037 0.51 Q 23.13 2.5093 0.50 Q 23.26 2.5149 0.50 Q 23.40 2.5204 0.49 Q 23.53 2.5258 0.48 Q 23.67 2.5311 0.48 Q 23.80 2.5364 0.47 Q 23.94 2.5417 0.47 Q 24.07 2.5469 0.46 Q 24.20 ________ _______________________________ 2.5494 0.00 Q X10O_H Page 3 m Drainage I X100_I fkrt 3fkrt 3RYe9RYe9Rrtrtkrtrthrt# il## il# akR4akR4ie R4rt# 4rt# Yt# rtYt# rtR4RRRRRkrtrtkrtrtk Afr uRfr uRYe4 RR4 RfTrtrt SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: fk rt i[ fk rt ie Q rt 9Q rt 9 R rt rt rt rt rt R rt frss f} fru f} rt rt G rt rt G rt w` ie rt f` 4 rt R Yt # rt Yt fk rt R R R R R R R ak R G ak R G ak Ah ie Afr u R R 9 R R 9 R fT rt rt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.10 SOIL -LOSS RATE, FM,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.160 TIME OF CONCENTRATION(MIN.) = 9.54 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.40 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.12 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f}tr`kf}trxtrtrf} *tr4tr44tr44kf}tr kf}trk3trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_--__-_------------------------------- 0.10 0.0000 0.00 Q 0.26 0.0005 0.07 Q 0.42 0.0014 0.07 Q 0.58 0.0024 0.07 Q 0.74 0.0034 0.07 Q 0.90 0.0044 0.07 Q 1.05 0.0054 0.08 Q 1.21 0.0063 0.08 Q 1.37 0.0073 0.08 Q 1.53 0.0084 0.08 Q 1.69 0.0094 0.08 Q 1.85 0.0104 0.08 Q 2.01 0.0114 0.08 Q 2.17 0.0125 0.08 Q 2.33 0.0135 0.08 Q 2.49 0.0146 0.08 Q 2.64 0.0156 0.08 Q 2.80 0.0167 0.08 Q 2.96 0.0177 0.08 Q 3.12 0.0188 0.08 Q 3.28 0.0199 0.08 Q 3.44 0.0210 0.08 Q 3.60 0.0221 0.08 Q 3.76 0.0232 0.09 Q 3.92 0.0244 0.09 Q 4.07 0.0255 0.09 Q 4.23 0.0267 0.09 Q 4.39 0.0278 0.09 Q 4.55 0.0290 0.09 Q 4.71 0.0301 0.09 Q 4.87 0.0313 0.09 Q Page 1 5.03 0.0325 0.09 Q 5.19 0.0337 0.09 Q 5.35 0.0349 0.09 Q 5.51 0.0362 0.09 Q 5.66 0.0374 0.09 Q 5.82 0.0387 0.10 Q 5.98 0.0399 0.10 Q 6.14 0.0412 0.10 Q 6.30 0.0425 0.10 Q 6.46 0.0438 0.10 Q 6.62 0.0451 0.10 Q 6.78 0.0464 0.10 Q 6.94 0.0478 0.10 Q 7.10 0.0491 0.10 Q 7.25 0.0505 0.11 Q 7.41 0.0519 0.11 Q 7.57 0.0533 0.11 Q 7.73 0.0547 0.11 Q 7.89 0.0562 0.11 Q 8.05 0.0576 0.11 Q 8.21 0.0591 0.11 Q 8.37 0.0606 0.11 Q 8.53 0.0621 0.12 Q 8.69 0.0636 0.12 Q 8.85 0.0652 0.12 Q 9.00 0.0668 0.12 Q 9.16 0.0684 0.12 Q 9.32 0.0700 0.12 Q 9.48 0.0716 0.13 Q 9.64 0.0733 0.13 Q 9.80 0.0750 0.13 Q 9.96 0.0767 0.13 Q 10.12 0.0785 0.13 Q 10.28 0.0802 0.14 Q 10.43 0.0821 0.14 Q 10.59 0.0839 0.14 Q 10.75 0.0858 0.14 Q 10.91 0.0877 0.15 Q 11.07 0.0896 0.15 Q 11.23 0.0916 0.15 Q 11.39 0.0936 0.16 Q 11.55 0.0957 0.16 Q 11.71 0.0978 0.16 Q 11.87 0.1000 0.17 Q 12.02 0.1022 0.17 Q 12.18 0.1047 0.21 Q 12.34 0.1075 0.22 Q 12.50 0.1105 0.23 Q 12.66 0.1136 0.24 Q 12.82 0.1167 0.24 Q 12.98 0.1199 0.25 Q 13.14 0.1232 0.25 .Q 13.30 0.1266 0.26 .Q 13.46 0.1301 0.27 .Q 13.62 0.1337 0.28 .Q 13.77 0.1374 0.29 .Q 13.93 0.1412 0.30 .Q 14.09 0.1453 0.31 .Q 14.25 0.1495 0.33 .Q 14.41 0.1539 0.34 .Q 14.57 0.1585 0.36 .Q 14.73 0.1634 0.38 .Q 14.89 0.1685 0.41 .Q 15.05 0.1741 0.44 .Q 15.20 0.1802 0.50 .Q 15.36 0.1870 0.54 Q 15.52 0.1942 0.56 Q 15.68 0.2021 0.64 Q 15.84 0.2126 0.95 Q 16.00 0.2275 1.32 16.16 0.2634 4.15 16.32 0.2957 0.76 Q 16.48 0.3043 0.56 Q 16.64 0.3110 0.46 .Q 16.80 0.3167 0.39 .Q 16.95 0.3216 0.35 .Q 17.11 0.3260 0.32 .Q 17.27 0.3300 0.29 .Q 17.43 0.3337 0.27 .Q X100_I Page 2 17.59 0.3372 17.75 0.3405 17.91 0.3437 18.07 0.3466 18.23 0.3492 18.39 0.3514 18.54 0.3534 18.70 0.3554 18.86 0.3573 19.02 0.3592 19.18 0.3610 19.34 0.3627 19.50 0.3643 19.66 0.3660 19.82 0.3675 19.98 0.3691 20.13 0.3706 20.29 0.3720 20.45 0.3734 20.61 0.3748 20.77 0.3762 20.93 0.3775 21.09 0.3788 21.25 0.3801 21.41 0.3814 21.57 0.3826 21.72 0.3838 21.88 0.3850 22.04 0.3861 22.20 0.3873 22.36 0.3884 22.52 0.3895 22.68 0.3906 22.84 0.3917 23.00 0.3927 23.16 0.3938 23.31 0.3948 23.47 0.3958 23.63 0.3968 23.79 0.3978 23.95 0.3988 24.11 0.3997 24.27 ---- ---------- 0.4002 ---- X100_I Page 3 Drainage J X100_I SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: fk rt i[ fk rt ie Q rt 9Q rt 9 R rt rt rt rt rt R rt frss f} fru f} rt rt G rt rt G rt w` ie rt f` 4 rt R Yt # rt Yt fk rt R R R R R R R ak R G ak R G ak Ah ie Afr u R R 9 R R 9 R fT rt rt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 11.00 SOIL -LOSS RATE, FM,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.160 TIME OF CONCENTRATION(MIN.) = 13.39 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 4.01 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.16 trtrxtrtrxtrN3trN3trfktr4# tr4# trrt4trrt 4if >trif >triFtr 4f} tr4f} trxtrtrf}* tr4tr44tr444f }tr4f}tr43trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_--_---------------------------------- 0.16 0.0047 0.73 Q 0.38 0.0181 0.73 Q 0.60 0.0317 0.74 Q 0.82 0.0454 0.74 Q 1.05 0.0592 0.75 Q 1.27 0.0731 0.76 Q 1.49 0.0872 0.77 Q 1.72 0.1014 0.77 Q 1.94 0.1157 0.78 Q 2.16 0.1302 0.79 Q 2.39 0.1448 0.80 Q 2.61 0.1596 0.80 Q 2.83 0.1745 0.82 Q 3.06 0.1896 0.82 Q 3.28 0.2049 0.83 Q 3.50 0.2203 0.84 Q 3.73 0.2359 0.85 Q 3.95 0.2516 0.86 Q 4.17 0.2676 0.87 Q 4.40 0.2837 0.88 Q 4.62 0.3000 0.89 Q 4.84 0.3165 0.90 Q 5.06 0.3333 0.91 Q 5.29 0.3502 0.92 Q 5.51 0.3674 0.94 Q 5.73 0.3848 0.95 Q 5.96 0.4024 0.96 Q 6.18 0.4202 0.97 Q 6.40 0.4384 0.99 Q 6.63 0.4567 1.00 .Q 6.85 0.4754 1.02 .Q Page 1 7.07 0.4943 1.03 7.30 0.5135 1.05 7.52 0.5331 1.06 7.74 0.5529 1.09 7.97 0.5731 1.10 8.19 0.5936 1.13 8.41 0.6145 1.14 8.64 0.6358 1.17 8.86 0.6574 1.18 9.08 0.6795 1.21 9.30 0.7021 1.23 9.53 0.7251 1.26 9.75 0.7485 1.28 9.97 0.7725 1.32 10.20 0.7971 1.34 10.42 0.8222 1.38 10.64 0.8479 1.41 10.87 0.8743 1.46 11.09 0.9015 1.48 11.31 0.9293 1.54 11.54 0.9580 1.57 11.76 0.9876 1.64 11.98 1.0181 1.67 12.21 1.0532 2.14 12.43 1.0937 2.24 12.65 1.1359 2.34 12.88 1.1795 2.39 13.10 1.2248 2.52 13.32 1.2718 2.58 13.55 1.3209 2.74 13.77 1.3722 2.82 13.99 1.4261 3.03 14.21 1.4831 3.15 14.44 1.5438 3.44 14.66 1.6088 3.61 14.88 1.6794 4.04 15.11 1.7567 4.35 15.33 1.8453 5.27 15.55 1.9450 5.55 15.78 2.0663 7.60 16.00 2.2350 10.70 16.22 2.6458 33.86 16.45 3.0140 6.06 16.67 3.1138 4.75 16.89 3.1927 3.81 17.12 3.2581 3.29 17.34 3.3154 2.92 17.56 3.3668 2.66 17.79 3.4139 2.45 18.01 3.4577 2.29 18.23 3.4945 1.71 18.45 3.5251 1.60 18.68 3.5538 1.51 18.90 3.5809 1.43 19.12 3.6067 1.36 19.35 3.6312 1.30 19.57 3.6547 1.25 19.79 3.6772 1.20 20.02 3.6989 1.15 20.24 3.7198 1.11 20.46 3.7400 1.08 20.69 3.7595 1.04 20.91 3.7785 1.01 21.13 3.7968 0.98 21.36 3.8147 0.96 21.58 3.8321 0.93 21.80 3.8490 0.91 22.03 3.8656 0.89 22.25 3.8817 0.86 22.47 3.8975 0.85 22.69 3.9129 0.83 22.92 3.9280 0.81 23.14 3.9427 0.79 23.36 3.9572 0.78 23.59 3.9714 0.76 23.81 3.9854 0.75 24.03 3.9991 0.74 24.26 -- - ----- 4.0058 -- --- --- -- 0.00 -- -- --- X100_) .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q . Q Q Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q ------------------------------------------ Page 2 Drainage K X100_K �rt3�rt3rtrt9Rfi 9Rrtrtkrtrthrt# il## il# rtR4rtR4rtR4rt #4rt #4 #rt4 #rtRRrtRRrtRkR4kR4k Afr uRfr uRfi 4Rfi 4R #rt4 SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: �rtrt�rtrtrtrt9rtrt9rtrtrtrtrtrtrt rtfr ssrtfr urtrtrtGrtrtGrtliertt4rtR4 #rt40rtRRfi RRfi RakRGakRGakAhrt Afr uRfi 9Rfi 9R #rtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 6.30 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.160 TIME OF CONCENTRATION(MIN.) = 11.17 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.29 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.66 > sc> san+.> n+.> RRRrtRRrtR< ae< aeR44R44FrtkArtkArt-0 Artanrt #R�#R�RhAkhAkh >artS4rtrtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.18 0.0030 0.42 Q 0.36 0.0095 0.42 Q 0.55 0.0159 0.42 Q 0.73 0.0225 0.43 Q 0.92 0.0290 0.43 Q 1.11 0.0357 0.43 Q 1.29 0.0423 0.44 Q 1.48 0.0491 0.44 Q 1.67 0.0559 0.44 Q 1.85 0.0627 0.45 Q 2.04 0.0696 0.45 Q 2.22 0.0765 0.45 Q 2.41 0.0836 0.46 Q 2.60 0.0906 0.46 Q 2.78 0.0978 0.47 Q 2.97 0.1050 0.47 Q 3.15 0.1122 0.47 Q 3.34 0.1195 0.48 Q 3.53 0.1269 0.48 Q 3.71 0.1344 0.49 Q 3.90 0.1419 0.49 Q 4.09 0.1495 0.50 Q 4.27 0.1572 0.50 Q 4.46 0.1650 0.51 Q 4.64 0.1728 0.51 Q 4.83 0.1807 0.52 Q 5.02 0.1887 0.52 Q 5.20 0.1968 0.53 Q 5.39 0.2049 0.53 Q 5.57 0.2132 0.54 Q Page 1 5.76 0.2215 0.55 Q 5.95 0.2300 0.55 Q 6.13 0.2385 0.56 Q 6.32 0.2471 0.56 Q 6.51 0.2559 0.57 Q 6.69 0.2647 0.58 Q 6.88 0.2737 0.59 Q 7.06 0.2827 0.59 Q 7.25 0.2919 0.60 Q 7.44 0.3012 0.61 Q 7.62 0.3107 0.62 Q 7.81 0.3202 0.62 Q 7.99 0.3299 0.64 Q 8.18 0.3398 0.64 Q 8.37 0.3498 0.66 Q 8.55 0.3599 0.66 Q 8.74 0.3702 0.68 Q 8.93 0.3806 0.68 Q 9.11 0.3913 0.70 Q 9.30 0.4021 0.71 Q 9.48 0.4130 0.72 Q 9.67 0.4242 0.73 Q 9.86 0.4356 0.75 Q 10.04 0.4472 0.76 .Q 10.23 0.4590 0.78 .Q 10.41 0.4711 0.79 .Q 10.60 0.4834 0.81 .Q 10.79 0.4960 0.82 .Q 10.97 0.5088 0.85 .Q 11.16 0.5220 0.86 .Q 11.35 0.5354 0.89 .Q 11.53 0.5492 0.90 .Q 11.72 0.5633 0.93 .Q 11.90 0.5778 0.95 .Q 12.09 0.5932 1.05 .Q 12.28 0.6110 1.26 .Q 12.46 0.6307 1.31 .Q 12.65 0.6510 1.33 .Q 12.84 0.6719 1.38 .Q 13.02 0.6934 1.41 .Q 13.21 0.7157 1.48 .Q 13.39 0.7386 1.51 Q 13.58 0.7624 1.59 Q 13.77 0.7872 1.63 Q 13.95 0.8130 1.73 Q 14.14 0.8400 1.78 Q 14.32 0.8685 1.92 Q 14.51 0.8985 1.99 Q 14.70 0.9305 2.17 Q 14.88 0.9647 2.28 Q 15.07 1.0021 2.58 Q 15.26 1.0433 2.79 Q 15.44 1.0893 3.19 Q 15.63 1.1393 3.31 Q 15.81 1.2024 4.90 i 16.00 1.2929 6.86 16.19 1.5121 21.62 16.37 1.7085 3.92 Q 16.56 1.7620 3.04 Q 16.74 1.8039 2.40 Q 16.93 1.8384 2.07 Q 17.12 1.8686 1.85 Q 17.30 1.8957 1.68 Q 17.49 1.9205 1.55 Q 17.68 1.9435 1.44 .Q 17.86 1.9650 1.36 .Q 18.05 1.9853 1.28 .Q 18.23 2.0027 0.97 .Q 18.42 2.0172 0.92 .Q 18.61 2.0310 0.87 .Q 18.79 2.0441 0.83 .Q 18.98 2.0567 0.80 .Q 19.16 2.0688 0.77 .Q 19.35 2.0804 0.74 Q 19.54 2.0916 0.71 Q 19.72 2.1024 0.69 Q 19.91 2.1128 0.67 Q 20.10 2.1230 0.65 Q 20.28 2.1328 0.63 Q a X100_K Page 2 Page 3 X100_K 20.47 2.1424 0.61 Q 20.65 2.1517 0.60 Q 20.84 2.1607 0.58 Q 21.03 2.1696 0.57 Q 21.21 2.1782 0.55 Q 21.40 2.1867 0.54 Q 21.58 2.1949 0.53 Q 21.77 2.2030 0.52 Q 21.96 2.2109 0.51 Q 22.14 2.2187 0.50 Q 22.33 2.2263 0.49 Q 22.52 2.2337 0.48 Q 22.70 2.2411 0.47 Q 22.89 2.2483 0.46 Q 23.07 2.2553 0.46 Q 23.26 2.2623 0.45 Q 23.45 2.2691 0.44 Q 23.63 2.2758 0.43 Q 23.82 2.2825 0.43 Q 24.01 2.2890 0.42 Q 24.19 2.2922 0.00 Q Page 3 iii. HC 25 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 349.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.150 LOW LOSS FRACTION = 0.310 TIME OF CONCENTRATION(MIN.) = 26.85 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 86.12 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 44.68 **#***#*******************#***#************** * * * * * * * * * * * * * * * * * * * # * * * * * * * * * #* TIME VOLUME Q 0. 135.0 270.0 405.0 540.0 (HOURS) (AF) (CFS) 0.34 0.2071 14.85 .Q 0.78 0.7590 14.99 •Q 1.23 1.3205 15.37 .Q 1.68 1.8925 15.57 Q 2.13 2.4759 15.98 .Q 2.57 3.0709 16.20 .Q 3.02 3.6784 16.66 .Q 3.47 4.2990 16.90 .Q 3.92 4.9335 17.41 .Q 4.36 5.5825 17.69 .Q 4.81 6.2472 18.26 .Q 5.26 6.9284 18.57 .Q 5.71 7.6274 19.23 .Q 6.15 8.3452 19.58 Q 6.60 9.0834 20.34 Q 7.05 9.8433 20.75 Q 7.50 10.6270 21.63 .Q 7.94 11.4359 22.11 .Q 8.39 12.2731 23.16 .Q 8.84 13.1403 23.73 Q 9.29 14.0414 25.00 .Q 9.73 14.9789 25.70 Q 10.18 15.9584 27.27 Q 10.63 16.9831 28.15 Q 11.08 18.0612 30.15 Q 11.52 19.1977 31.30 Q 11.97 20.4050 33.99 Q 12.42 21.7786 40.30 Q 12.87 23.4708 51.21 Q 13.32 25.4105 53.68 Q 13.76 27.5108 59.90 Q 14.21 29.8004 63.92 Q 14.66 32.3547 74.21 Q 15.10 35.2522 82.48 Q 15.55 38.8080 109.80 Q . 16.00 43.4845 143.09 Q 16.45 56.0374 535.78 Q. 16.90 67.6872 94.20 Q 17.34 70.6907 68.23 Q 17.79 72.9980 56.54 Q 18.24 74.9505 49.05 Q 18.68 76.4597 32.57 Q 19.13 77.6003 29.11 Q 19.58 78.6278 26.45 Q 20.03 79.5671 24.35 Q 20.48 80.4356 22.62 .Q 20.92 81.2456 21.18 .Q 21.37 82.0062 19.95 .Q 21.82 82.7245 18.89 .Q 22.27 83.4062 17.97 .Q 22.71 84.0556 17.15 .Q 23.16 84.6764 16.42 .Q 23.61 85.2717 15.77 .Q 24.06 85.8440 15.18 .Q 24.50 86.1247 0.00 Q Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 135.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.070 LOW LOSS FRACTION = 0.170 TIME OF CONCENTRATION(MIN.) = 30.94 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 38.91 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 11.64 TIME VOLUME Q 0. 50.0 100.0 150.0 200.0 (HOURS) (AF) (CFS) 0.01 0.0000 0.00 Q 0.53 0.1471 6.90 Q 1.05 0.4449 7.08 .Q 1.56 0.7487 7.18 .Q 2.08 1.0592 7.40 .Q 2.59 1.3769 7.51 .Q 3.11 1.7023 7.76 .Q 3.62 2.0357 7.89 .Q 4.14 2.3779 8.17 .Q 4.66 2.7292 8.32 •Q 5.17 3.0906 8.64 .Q 5.69 3.4625 8.81 .Q 6.20 3.8461 9.19 .Q 6.72 4.2421 9.39 Q 7.23 4.6519 9.84 Q 7.75 5.0763 10.08 Q 8.27 5.5174 10.62 Q 8.78 5.9763 10.92 Q 9.30 6.4558 11.58 Q 9.81 6.9573 11.96 Q 10.33 7.4851 12.81 Q 10.84 8.0414 13.30 Q 11.36 8.6323 14.44 Q 11.87 9.2619 15.11 Q 12.39 10.0135 20.16 Q 12.91 10.9372 23.19 Q 13.42 11.9827 25.87 Q 13.94 13.1223 27.61 Q 14.45 14.3947 32.10 Q 14.97 15.8372 35.60 Q 15.48 17.6626 50.07 16.00 19.9858 58.96 16.52 25.4866 199.19 17.03 30.5973 40.65 Q 17.55 32.0972 29.74 Q 18.06 33.2513 24.42 Q 18.58 34.1098 15.87 Q 19.09 34.7427 13.84 Q 19.61 35.3010 12.36 Q 20.13 35.8039 11.24 Q 20.64 36.2637 10.34 Q 21.16 36.6889 9.61 .Q 21.67 37.0853 9.00 .Q 22.19 37.4576 8.48 .Q 22.70 37.8092 8.03 Q 23.22 38.1429 7.63 .Q 23.73 38.4608 7.29 .Q 24.25 38.7647 6.98 .Q 24.77 ------------- 38.9133 ---- -- --- 0.00 --- ---- Q -- -- - - - - -- I• 9 Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 63.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.200 LOW LOSS FRACTION = 0.340 TIME OF CONCENTRATION(MIN.) = 18.31 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 14.98 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.82 **#***#*******************#***#************** * * * * * # * * * * * * * * * * * # * * * # * * * * * * * #* TIME VOLUME Q 0. 32.5 65.0 97.5 130.0 (HOURS) (AF) (CFS) 0.13 0.0000 0.00 Q 0.44 0.0328 2.60 Q 0.74 0.0986 2.62 Q 1.05 0.1652 2.66 Q 1.35 0.2327 2.69 Q 1.66 0.3011 2.73 Q 1.96 0.3703 2.76 Q 2.27 0.4406 2.81 Q 2.57 0.5118 2.84 Q 2.88 0.5840 2.89 Q 3.18 0.6573 2.92 Q 3.49 0.7317 2.98 Q 3.79 0.8072 3.01 Q 4.10 0.8839 3.07 Q 4.40 0.9619 3.11 Q 4.71 1.0411 3.18 Q 5.01 1.1217 3.21 Q 5.32 1.2037 3.29 .Q 5.62 1.2871 3.33 .Q 5.93 1.3721 3.41 Q 6.23 1.4587 3.46 Q 6.54 1.5470 3.55 Q 6.85 1.6371 3.60 Q 7.15 1.7290 3.70 .Q 7.46 1.8230 3.75 .Q 7.76 1.9190 3.87 .Q 8.07 2.0172 3.93 .Q 8.37 2.1179 4.05 .Q 8.68 2.2210 4.12 .Q 8.98 2.3268 4.27 .Q 9.29 2.4354 4.35 .Q 9.59 2.5472 4.52 .Q 9.90 2.6622 4.61 .Q 10.20 2.7808 4.80 .Q 10.51 2.9033 4.91 .Q 10.81 3.0300 5.14 .Q 11.12 3.1612 5.27 .Q 11.42 3.2976 5.55 .Q 11.73 3.4395 5.70 .Q 12.03 3.5878 6.05 .Q 12.34 3.7597 7.58 Q 12.64 3.9656 8.74 Q 12.95 4.1895 9.01 Q 13.25 4.4246 9.64 Q 13.56 4.6722 10.00 Q 13.86 4.9353 10.86 Q 14.17 5.2159 11.39 Q 14.47 5.5178 12.56 Q 14.78 5.8452 13.41 Q 15.08 6.2133 15.78 Q 15.39 6.6336 17.54 Q 15.69 7.1157 20.69 Q 16.00 7.8009 33.64 Q 16.31 9.7419 120.28 Q 16.61 11.5001 19.14 Q 16.92 11.9238 14.45 Q 17.22 12.2558 11.87 Q 17.53 12.5367 10.41 Q 17.83 12.7852 9.31 Q 18.14 13.0097 8.49 Q 18.44 13.1909 5.87 .Q 18.75 13.3331 5.40 .Q 19.05 13.4645 5.02 .Q 19.36 13.5871 4.70 .Q 19.66 13.7022 4.43 .Q 19.97 13.8110 4.19 .Q 20.27 13.9141 3.99 .Q 20.58 14.0124 3.81 .Q 20.88 14.1064 3.65 .Q 21.19 14.1965 3.50 Q 21.49 14.2832 3.37 Q 21.80 14.3666 3.25 .Q 22.10 14.4472 3.14 Q 22.41 14.5252 3.04 Q 22.71 14.6007 2.95 Q 23.02 14.6740 2.86 Q 23.32 14.7453 2.78 Q 23.63 14.8146 2.71 Q 23.93 14.8821 2.64 Q 24.24 14.94.79 2.58 Q 24.54 14.9805 0.00 Q Drainage D x025_D fli tY[ fli tYe RY: 9 RY: 9 R rt rt h rt rt h rt# il ## ie # R R 4 rt rt 4 rt R ie rt R R rt R Yt fk rt Yt fk rt R R Ye R RY[ R k R G 4 R G 4 Afr u Art u RY: 4 RY: 4 R fT rt 4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1.355 Analysis prepared by: 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrtfe> rtYe> rtrtRrtrtRrtkrtrtGrtrtkYe9rtYe9rtrt GYeAGYeArtY :GrtY:Grt >RYe >RYekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 14.29 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.140 LOW LOSS FRACTION = 0.300 TIME OF CONCENTRATION(MIN.) = 10.60 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 3.56 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.78 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44RrtkArt k' krt-0> rta> rt# Ri.#Ri.#hAkhAkh > < + > < + >sn >sn > *krt TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) 0.10 0.0000 0.28 0.0045 0.45 0.0135 0.63 0.0226 0.81 0.0318 0.98 0.0410 1.16 0.0503 1.34 0.0597 1.51 0.0692 1.69 0.0787 1.87 0.0883 2.04 0.0979 2.22 0.1077 2.40 0.1175 2.57 0.1274 2.75 0.1374 2.93 0.1475 3.10 0.1576 3.28 0.1678 3.46 0.1782 3.63 0.1886 3.81 0.1991 3.99 0.2097 4.16 0.2205 4.34 0.2313 4.52 0.2422 4.69 0.2532 4.87 0.2643 5.05 0.2756 5.22 0.2869 (CFS) 00 62 62 63 63 64 64 65 65 66 66 67 67 68 68 69 69 70 70 71 72 72 73 74 74 75 76 77 77 78 Page 1 40 0.2984 0.79 Q 58 0.3100 0.80 Q 75 0.3217 0.81 Q 93 0.3336 0.82 Q 11 0.3456 0.82 Q 28 0.3577 0.84 Q 46 0.3699 0.84 Q 64 0.3823 0.86 Q 81 0.3949 0.86 Q 99 0.4076 0.88 Q 17 0.4204 0.88 Q 34 0.4334 0.90 Q 52 0.4466 0.91 Q 70 0.4599 0.92 Q 87 0.4735 0.93 Q 05 0.4872 0.95 Q 23 0.5011 0.96 Q 40 0.5152 0.98 Q 58 0.5295 0.99 Q 76 0.5440 1.00 .Q 93 0.5588 1.02 .Q 11 0.5738 1.04 .Q 29 0.5890 1.05 .Q 46 0.6045 1.07 .Q 64 0.6202 1.08 .Q 82 0.6362 1.11 .Q 99 0.6525 1.12 .Q 17 0.6691 1.15 .Q 35 0.6860 1.17 .Q 52 0.7033 1.20 .Q 70 0.7209 1.21 .Q 88 0.7388 1.25 .Q 05 0.7572 1.27 .Q 23 0.7759 1.30 .Q 41 0.7951 1.32 .Q 58 0.8147 1.37 .Q 76 0.8349 1.39 .Q 94 0.8555 1.44 .Q 11 0.8768 1.47 .Q 29 0.9021 2.01 Q 47 0.9316 2.04 Q 64 0.9619 2.11 Q 82 0.9930 2.15 Q 00 1.0249 2.23 Q 17 1.0578 2.27 Q 35 1.0918 2.37 Q 53 1.1268 2.43 Q 70 1.1631 2.55 Q 88 1.2008 2.61 Q 06 1.2400 2.76 Q 23 1.2808 2.81 Q 41 1.3233 3.01 Q 59 1.3681 3.13 Q 76 1.4157 3.40 Q 94 1.4666 3.57 Q 12 1.5217 3.98 Q 29 1.5820 4.28 Q 47 1.6471 4.63 Q 65 1.7177 5.04 Q 82 1.8169 8.56 00 1.9695 12.34 18 2.3409 38.54 35 2.6672 6.16 53 2.7469 4.75 Q 71 2.8090 3.76 Q 88 2.8602 3.25 Q 06 2.9052 2.91 Q 24 2.9460 2.69 Q 41 2.9838 2.48 Q 59 3.0189 2.32 Q 77 3.0518 2.19 Q 94 3.0829 2.07 Q 12 3.1123 1.96 .Q 30 3.1369 1.41 .Q 47 3.1571 1.35 .Q 65 3.1763 1.28 .Q 83 3.1946 1.23 .Q 00 3.2122 1.18 .Q 18 3.2292 1.14 .Q x025_D Page 2 m Page 3 x025_D 19.36 3.2455 1.10 .Q 19.53 3.2612 1.06 .Q 19.71 3.2764 1.03 .Q 19.89 3.2912 0.99 Q 20.06 3.3055 0.97 Q 20.24 3.3194 0.94 Q 20.42 3.3329 0.91 Q 20.59 3.3461 0.89 Q 20.77 3.3590 0.87 Q 20.95 3.3715 0.85 Q 21.12 3.3838 0.83 Q 21.30 3.3957 0.81 Q 21.48 3.4075 0.79 Q 21.65 3.4189 0.78 Q 21.83 3.4302 0.76 Q 22.01 3.4412 0.75 Q 22.18 3.4520 0.73 Q 22.36 3.4626 0.72 Q 22.54 3.4731 0.71 Q 22.71 3.4833 0.70 Q 22.89 3.4934 0.68 Q 23.07 3.5033 0.67 Q 23.24 3.5130 0.66 Q 23.42 3.5226 0.65 Q 23.60 3.5321 0.64 Q 23.77 3.5414 0.63 Q 23.95 3.5505 0.62 Q 24.13 3.5596 0.61 Q 24.30 -------------------------------------------------- 3.5641 0.00 Q -- --- -- --------- - -- -- Page 3 Drainage E X025_E fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 97.20 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.170 TIME OF CONCENTRATION(MIN.) = 27.94 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 28.13 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.23 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt .} >rt-0 >rtzn�znzznnnnnnn >aoS4 i.rtARrtRRR >nc TIME VOLUME Q 0. 40.0 80.0 120.0 160.0 (HOURS) (AF) (CFS) 0.17 0.0000 0.00 Q 0.63 0.0964 5.01 .Q 1.10 0.2906 5.08 .Q 1.56 0.4885 5.21 .Q 2.03 0.6904 5.28 .Q 2.50 0.8966 5.43 .Q 2.96 1.1071 5.51 .Q 3.43 1.3224 5.68 .Q 3.89 1.5427 5.77 .Q 4.36 1.7682 5.96 .Q 4.82 1.9994 6.06 .Q 5.29 2.2366 6.27 .Q 5.76 2.4801 6.39 .Q 6.22 2.7306 6.63 .Q 6.69 2.9885 6.77 .Q 7.15 3.2544 7.05 .Q 7.62 3.5289 7.21 .Q 8.08 3.8130 7.55 .Q 8.55 4.1072 7.74 .Q 9.01 4.4130 8.15 Q 9.48 4.7311 8.38 Q 9.95 5.0635 8.89 Q 10.41 5.4112 9.18 Q 10.88 5.7770 9.83 Q 11.34 6.1627 10.21 Q 11.81 6.5724 11.08 Q 12.27 7.0088 11.60 Q 12.74 7.5548 16.78 Q 13.21 8.2161 17.59 Q 13.67 8.9322 19.62 Q Page 1 14.14 9.7127 20.94 14.60 10.5834 24.31 15.07 11.5765 27.30 15.53 12.8353 38.12 16.00 14.4581 46.22 16.47 18.2959 153.22 16.93 21.8586 31.92 17.40 22.9044 22.43 17.86 23.6924 18.52 18.33 24.3494 15.62 18.79 24.8545 10.62 19.26 25.2415 9.49 19.73 25.5901 8.63 20.19 25.9089 7.94 20.66 26.2036 7.38 21.12 26.4784 6.91 21.59 26.7365 6.51 22.05 26.9802 6.16 22.52 27.2115 5.86 22.98 27.4319 5.59 23.45 27.6426 5.36 23.92 27.8446 5.14 24.38 28.0390 4.96 24.85 28.1346 0.00 Q Q Q Q . Q Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q Q • •, X02 5_E Page 2 m Drainage F X025_F fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 5.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 7.97 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.57 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.60 >sc >san +. >n +. >RRRrtRRrtR<a,+ <a,+R 44R44Rrtk* rtkArt .} >rt-0 >rt#Ri.#rti,RhA >rtn¢rt >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) 0.06 0.0000 0.19 0.0015 0.33 0.0045 0.46 0.0075 0.59 0.0105 0.72 0.0135 0.86 0.0166 0.99 0.0196 1.12 0.0227 1.26 0.0258 1.39 0.0290 1.52 0.0321 1.65 0.0352 1.79 0.0384 1.92 0.0416 2.05 0.0448 2.19 0.0481 2.32 0.0513 2.45 0.0546 2.58 0.0579 2.72 0.0612 2.85 0.0645 2.98 0.0679 3.12 0.0712 3.25 0.0746 3.38 0.0781 3.51 0.0815 3.65 0.0850 3.78 0.0885 3.91 0.0920 (CFS) 00 27 27 27 28 28 28 28 28 28 28 29 29 29 29 29 29 30 30 30 30 30 31 31 31 31 31 32 32 32 Page 1 4.05 0.0955 0.32 Q 4.18 0.0991 0.33 Q 4.31 0.1027 0.33 Q 4.44 0.1063 0.33 Q 4.58 0.1099 0.33 Q 4.71 0.1136 0.34 Q 4.84 0.1173 0.34 Q 4.97 0.1210 0.34 Q 5.11 0.1248 0.34 Q 5.24 0.1285 0.35 Q 5.37 0.1324 0.35 Q 5.51 0.1362 0.35 Q 5.64 0.1401 0.35 Q 5.77 0.1440 0.36 Q 5.90 0.1479 0.36 Q 6.04 0.1519 0.36 Q 6.17 0.1559 0.37 Q 6.30 0.1599 0.37 Q 6.44 0.1640 0.37 Q 6.57 0.1681 0.38 Q 6.70 0.1722 0.38 Q 6.83 0.1764 0.38 Q 6.97 0.1806 0.39 Q 7.10 0.1849 0.39 Q 7.23 0.1892 0.39 Q 7.37 0.1935 0.40 Q 7.50 0.1979 0.40 Q 7.63 0.2023 0.41 Q 7.76 0.2068 0.41 Q 7.90 0.2113 0.41 Q 8.03 0.2158 0.42 Q 8.16 0.2204 0.42 Q 8.30 0.2251 0.43 Q 8.43 0.2298 0.43 Q 8.56 0.2345 0.43 Q 8.69 0.2394 0.44 Q 8.83 0.2442 0.44 Q 8.96 0.2491 0.45 Q 9.09 0.2541 0.46 Q 9.23 0.2592 0.46 Q 9.36 0.2643 0.47 Q 9.49 0.2694 0.47 Q 9.62 0.2747 0.48 Q 9.76 0.2800 0.49 Q 9.89 0.2854 0.49 Q 10.02 0.2908 0.50 .Q 10.16 0.2963 0.51 .Q 10.29 0.3019 0.52 .Q 10.42 0.3076 0.52 .Q 10.55 0.3134 0.53 .Q 10.69 0.3192 0.54 .Q 10.82 0.3252 0.55 .Q 10.95 0.3312 0.55 .Q 11.09 0.3374 0.57 .Q 11.22 0.3436 0.57 .Q 11.35 0.3500 0.59 .Q 11.48 0.3565 0.59 .Q 11.62 0.3631 0.61 .Q 11.75 0.3698 0.62 .Q 11.88 0.3766 0.63 .Q 12.02 0.3836 0.64 .Q 12.15 0.3919 0.87 .Q 12.28 0.4015 0.88 .Q 12.41 0.4113 0.90 .Q 12.55 0.4213 0.91 .Q 12.68 0.4315 0.94 .Q 12.81 0.4418 0.95 .Q 12.94 0.4524 0.98 .Q 13.08 0.4633 0.99 .Q 13.21 0.4743 1.02 Q 13.34 0.4857 1.04 Q 13.48 0.4973 1.08 Q 13.61 0.5092 1.10 Q 13.74 0.5215 1.14 Q 13.87 0.5341 1.16 Q 14.01 0.5472 1.21 Q 14.14 0.5606 1.23 Q 14.27 0.5744 1.28 Q 14.41 0.5887 1.32 Q X025_F Page 2 Page 3 X025_F 14.54 0.6037 1.42 Q 14.67 0.6196 1.48 Q 14.80 0.6365 1.61 Q 14.94 0.6546 1.69 Q 15.07 0.6742 1.87 Q 15.20 0.6953 1.98 Q 15.34 0.7186 2.26 Q 15.47 0.7432 2.21 Q 15.60 0.7691 2.50 Q 15.73 0.7986 2.88 Q 15.87 0.8395 4.58 Q. 16.00 0.8994 6.33 Q 16.13 1.0375 18.82 16.27 1.1607 3.63 Q 16.40 1.1929 2.22 Q 16.53 1,2167 2.11 Q 16.66 1.2380 1.77 Q 16.80 1.2562 1.54 Q 16.93 1.2721 1.37 Q 17.06 1.2865 1.25 Q 17.20 1.2999 1.19 Q 17.33 1.3126 1.12 Q 17.46 1.3245 1.06 Q 17.59 1.3359 1.01 Q 17.73 1,3467 0.96 .Q 17.86 1.3571 0.93 .Q 17.99 1.3670 0.89 .Q 18.13 1.3757 0.69 .Q 18.26 1.3829 0.62 .Q 18.39 1.3896 0.60 .Q 18.52 1.3961 0.58 .Q 18.66 1.4023 0.56 .Q 18.79 1.4084 0.54 .Q 18.92 1.4142 0.53 .Q 19.06 1.4199 0.51 .Q 19.19 1.4255 0.50 Q 19.32 1.4308 0.48 Q 19.45 1,4361 0.47 Q 19.59 1.4412 0.46 Q 19.72 1.4461 0.45 Q 19.85 1.4510 0.44 Q 19.98 1.4558 0.43 Q 20.12 1.4604 0.42 Q 20.25 1.4650 0.41 Q 20.38 1.4695 0.40 Q 20.52 1.4738 0.39 Q 20.65 1.4781 0.39 Q 20.78 1.4823 0.38 Q 20.91 1.4865 0.37 Q 21.05 1.4906 0.37 Q 21.18 1,4946 0.36 Q 21.31 1.4985 0.36 Q 21.45 1.5024 0.35 Q 21.58 1.5062 0.34 Q 21.71 1.5099 0.34 Q 21.84 1.5136 0.33 Q 21.98 1.5173 0.33 Q 22.11 1.5208 0.32 Q 22.24 1.5244 0.32 Q 22.38 1.5279 0.32 Q 22.51 1.5313 0.31 Q 22.64 1.5347 0.31 Q 22.77 1.5381 0.30 Q 22.91 1,5414 0.30 Q 23.04 1.5447 0.30 Q 23.17 1.5479 0.29 Q 23.31 1.5511 0.29 Q 23.44 1.5542 0.29 Q 23.57 1.5574 0.28 Q 23.70 1.5604 0.28 Q 23.84 1.5635 0.28 Q 23.97 1.5665 0.27 Q 24.10 1,5695 0.27 Q 24.24 1.5710 0.00 Q Page 3 Drainage G x025_G fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 8.11 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.49 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.19 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.05 0.0000 0.19 0.0005 0.32 0.0014 0.46 0.0024 0.59 0.0033 0.73 0.0043 0.86 0.0052 1.00 0.0062 1.13 0.0072 1.27 0.0082 1.40 0.0091 1.54 0.0101 1.67 0.0111 1.81 0.0121 1.94 0.0131 2.08 0.0142 2.21 0.0152 2.35 0.0162 2.48 0.0172 2.62 0.0183 2.75 0.0193 2.89 0.0204 3.02 0.0214 3.16 0.0225 3.29 0.0236 3.43 0.0247 3.56 0.0258 3.70 0.0269 3.84 0.0280 3.97 0.0291 (CFS) 00 08 08 09 09 09 09 09 09 09 09 09 09 09 09 09 09 09 09 09 09 09 10 10 10 10 10 10 10 10 Page 1 4.11 0.0302 4.24 0.0313 4.38 0.0325 4.51 0.0336 4.65 0.0348 4.78 0.0359 4.92 0.0371 5.05 0.0383 5.19 0.0395 5.32 0.0407 5.46 0.0419 5.59 0.0431 5.73 0.0443 5.86 0.0456 6.00 0.0468 6.13 0.0481 6.27 0.0493 6.40 0.0506 6.54 0.0519 6.67 0.0532 6.81 0.0545 6.94 0.0559 7.08 0.0572 7.21 0.0586 7.35 0.0599 7.48 0.0613 7.62 0.0627 7.75 0.0641 7.89 0.0655 8.03 0.0670 8.16 0.0684 8.30 0.0699 8.43 0.0714 8.57 0.0729 8.70 0.0744 8.84 0.0759 8.97 0.0775 9.11 0.0791 9.24 0.0807 9.38 0.0823 9.51 0.0839 9.65 0.0856 9.78 0.0873 9.92 0.0890 10.05 0.0907 10.19 0.0924 10.32 0.0942 10.46 0.0960 10.59 0.0978 10.73 0.0997 10.86 0.1016 11.00 0.1035 11.13 0.1055 11.27 0.1074 11.40 0.1095 11.54 0.1115 11.67 0.1136 11.81 0.1158 11.95 0.1179 12.08 0.1203 12.22 0.1231 12.35 0.1262 12.49 0.1293 12.62 0.1325 12.76 0.1357 12.89 0.1390 13.03 0.1424 13.16 0.1459 13.30 0.1494 13.43 0.1531 13.57 0.1568 13.70 0.1607 13.84 0.1646 13.97 0.1687 14.11 0.1729 14.24 0.1772 14.38 0.1817 14.51 0.1864 14.65 0.1914 x025_G Page 2 14.78 0.1966 0.49 .Q 14.92 0.2023 0.52 Q 15.05 0.2084 0.57 Q 15.19 0.2150 0.61 Q 15.32 0.2223 0.70 Q 15.46 0.2301 0.70 Q 15.59 0.2382 0.77 Q 15.73 0.2474 0.88 Q 15.86 0.2602 1.41 16.00 0.2789 1.94 16.14 0.3221 5.78 16.27 0.3606 1.11 16.41 0.3706 0.68 Q 16.54 0.3780 0.65 Q 16.68 0.3847 0.54 Q 16.81 0.3903 0.47 .Q 16.95 0.3953 0.42 .Q 17.08 0.3998 0.39 .Q 17.22 0.4040 0.36 .Q 17.35 0.4080 0.34 .Q 17.49 0.4117 0.33 .Q 17.62 0.4153 0.31 .Q 17.76 0.4186 0.30 .Q 17.89 0.4219 0.28 .Q 18.03 0.4250 0.27 .Q 18.16 0.4277 0.20 Q 18.30 0.4298 0.19 Q 18.43 0.4319 0.18 Q 18.57 0.4340 0.18 Q 18.70 0.4359 0.17 Q 18.84 0.4378 0.17 Q 18.97 0.4396 0.16 Q 19.11 0.4414 0.16 Q 19.24 0.4431 0.15 Q 19.38 0.4448 0.15 Q 19.51 0.4465 0.14 Q 19.65 0.4480 0.14 Q 19.78 0.4496 0.14 Q 19.92 0.4511 0.13 Q 20.06 0.4526 0.13 Q 20.19 0.4541 0.13 Q 20.33 0.4555 0.13 Q 20.46 0.4569 0.12 Q 20.60 0.4583 0.12 Q 20.73 0.4596 0.12 Q 20.87 0.4609 0.12 Q 21.00 0.4622 0.11 Q 21.14 0.4635 0.11 Q 21.27 0.4647 0.11 Q 21.41 0.4660 0.11 Q 21.54 0.4672 0.11 Q 21.68 0.4684 0.11 Q 21.81 0.4695 0.10 Q 21.95 0.4707 0.10 Q 22.08 0.4718 0.10 Q 22.22 0.4729 0.10 Q 22.35 0.4740 0.10 Q 22.49 0.4751 0.10 Q 22.62 0.4762 0.10 Q 22.76 0.4773 0.09 Q 22.89 0.4783 0.09 Q 23.03 0.4793 0.09 Q 23.16 0.4804 0.09 Q 23.30 0.4814 0.09 Q 23.43 0.4824 0.09 Q 23.57 0.4834 0.09 Q 23.70 0.4843 0.09 Q 23.84 0.4853 0.09 Q 23.97 0.4863 0.08 Q 24.11 0.4872 0.08 Q 24.25 0.4877 0.00 Q e x025_G Page 3 Drainage H x025_H fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRG4RGk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 7.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 8.31 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.90 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.72 xsa >san +. >n +. >RRRrtRRrtA<a,+ <a,+R 44R44FrtkArtkArt -0Art-0Artznzzn�znnnnnnn >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) 0.07 0.0010 0.21 0.0047 0.35 0.0085 0.49 0.0123 0.63 0.0161 0.76 0.0199 0.90 0.0237 1.04 0.0276 1.18 0.0315 1.32 0.0354 1.46 0.0393 1.60 0.0433 1.73 0.0473 1.87 0.0513 2.01 0.0553 2.15 0.0594 2.29 0.0635 2.43 0.0676 2.57 0.0717 2.70 0.0759 2.84 0.0801 2.98 0.0843 3.12 0.0885 3.26 0.0928 3.40 0.0971 3.53 0.1015 3.67 0.1058 3.81 0.1102 3.95 0.1146 4.09 0.1191 (CFS) Page 1 4.23 0.1236 0.39 Q 4.37 0.1281 0.40 Q 4.50 0.1327 0.40 Q 4.64 0.1373 0.40 Q 4.78 0.1419 0.41 Q 4.92 0.1466 0.41 Q 5.06 0.1513 0.41 Q 5.20 0.1560 0.42 Q 5.34 0.1608 0.42 Q 5.47 0.1656 0.42 Q 5.61 0.1705 0.43 Q 5.75 0.1754 0.43 Q 5.89 0.1803 0.43 Q 6.03 0.1853 0.44 Q 6.17 0.1904 0.44 Q 6.30 0.1954 0.44 Q 6.44 0.2005 0.45 Q 6.58 0.2057 0.45 Q 6.72 0.2109 0.46 Q 6.86 0.2162 0.46 Q 7.00 0.2215 0.47 Q 7.14 0.2269 0.47 Q 7.27 0.2323 0.48 Q 7.41 0.2378 0.48 Q 7.55 0.2433 0.49 Q 7.69 0.2489 0.49 Q 7.83 0.2545 0.50 Q 7.97 0.2602 0.50 Q 8.11 0.2660 0.51 Q 8.24 0.2718 0.51 Q 8.38 0.2777 0.52 Q 8.52 0.2837 0.52 Q 8.66 0.2897 0.53 Q 8.80 0.2958 0.54 Q 8.94 0.3020 0.54 Q 9.07 0.3082 0.55 Q 9.21 0.3146 0.56 Q 9.35 0.3210 0.56 Q 9.49 0.3275 0.57 Q 9.63 0.3341 0.58 Q 9.77 0.3408 0.59 Q 9.91 0.3475 0.59 Q 10.04 0.3544 0.61 Q 10.18 0.3614 0.61 Q 10.32 0.3684 0.62 Q 10.46 0.3756 0.63 Q 10.60 0.3829 0.64 Q 10.74 0.3903 0.65 Q 10.88 0.3978 0.67 Q 11.01 0.4055 0.67 Q 11.15 0.4133 0.69 Q 11.29 0.4212 0.70 Q 11.43 0.4293 0.71 Q 11.57 0.4375 0.72 Q 11.71 0.4459 0.74 Q 11.85 0.4545 0.75 .Q 11.98 0.4632 0.77 .Q 12.12 0.4726 0.87 .Q 12.26 0.4837 1.07 .Q 12.40 0.4960 1.08 .Q 12.54 0.5085 1.11 .Q 12.68 0.5213 1.12 .Q 12.81 0.5343 1.16 .Q 12.95 0.5477 1.17 .Q 13.09 0.5613 1.21 .Q 13.23 0.5753 1.23 .Q 13.37 0.5896 1.27 .Q 13.51 0.6043 1.30 .Q 13.65 0.6194 1.35 .Q 13.78 0.6349 1.37 .Q 13.92 0.6510 1.43 .Q 14.06 0.6676 1.46 .Q 14.20 0.6846 1.52 Q 14.34 0.7022 1.56 Q 14.48 0.7207 1.66 Q 14.62 0.7401 1.73 Q 14.75 0.7608 1.89 Q 14.89 0.7830 1.98 Q 15.03 0.8069 2.20 Q X025_H Page 2 Page 3 x025_H 15.17 0.8328 2.33 Q 15.31 0.8614 2.66 Q 15.45 0.8925 2.76 Q 15.58 0.9250 2.93 Q 15.72 0.9611 3.37 Q 15.86 1.0112 5.38 Q 16.00 1.0847 7.45 Q. 16.14 1.2542 22.18 Q. 16.28 1.4053 4.22 Q 16.42 1.4443 2.60 Q 16.55 1.4734 2.48 Q 16.69 1.4996 2.08 Q 16.83 1.5218 1.81 Q 16.97 1.5414 1.60 Q 17.11 1.5590 1.49 .Q 17.25 1.5756 1.40 .Q 17.39 1.5911 1.32 .Q 17.52 1.6058 1.25 .Q 17.66 1.6198 1.19 .Q 17.80 1.6331 1.14 .Q 17.94 1.6459 1.09 .Q 18.08 1.6582 1.05 .Q 18.22 1.6686 0.76 .Q 18.35 1.6772 0.73 Q 18.49 1.6854 0.71 Q 18.63 1.6934 0.68 Q 18.77 1.7010 0.66 Q 18.91 1.7084 0.64 Q 19.05 1.7156 0.62 Q 19.19 1.7226 0.60 Q 19.32 1.7293 0.58 Q 19.46 1.7359 0.57 Q 19.60 1.7423 0.55 Q 19.74 1.7486 0.54 Q 19.88 1.7547 0.53 Q 20.02 1.7607 0.52 Q 20.16 1.7665 0.50 Q 20.29 1.7722 0.49 Q 20.43 1.7778 0.48 Q 20.57 1.7833 0.47 Q 20.71 1.7886 0.46 Q 20.85 1.7939 0.46 Q 20.99 1.7991 0.45 Q 21.12 1.8041 0.44 Q 21.26 1.8091 0.43 Q 21.40 1.8140 0.42 Q 21.54 1.8188 0.42 Q 21.68 1.8236 0.41 Q 21.82 1.8283 0.40 Q 21.96 1.8328 0.40 Q 22.09 1.8374 0.39 Q 22.23 1.8418 0.39 Q 22.37 1.8462 0.38 Q 22.51 1.8506 0.38 Q 22.65 1.8548 0.37 Q 22.79 1.8591 0.37 Q 22.92 1.8632 0.36 Q 23.06 1.8673 0.36 Q 23.20 1.8714 0.35 Q 23.34 1.8754 0.35 Q 23.48 1.8794 0.34 Q 23.62 1.8833 0.34 Q 23.76 1.8872 0.34 Q 23.89 1.8910 0.33 Q 24.03 1.8948 0.33 Q 24.17 -------------------------------------------------- 1.8966 0.00 Q ---------- ---------- - ----- Page 3 Drainage I x025_I fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRG4RGk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 9.62 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.30 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.11 >sc >san +. >n +. >RRRrtRRrtA<a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.13 0.0003 0.29 0.0010 0.45 0.0016 0.61 0.0023 0.77 0.0030 0.93 0.0037 1.09 0.0044 1.25 0.0051 1.41 0.0058 1.57 0.0066 1.73 0.0073 1.89 0.0080 2.05 0.0088 2.21 0.0095 2.37 0.0102 2.53 0.0110 2.69 0.0117 2.85 0.0125 3.01 0.0133 3.17 0.0140 3.33 0.0148 3.49 0.0156 3.65 0.0164 3.81 0.0172 3.98 0.0180 4.14 0.0188 4.30 0.0196 4.46 0.0205 4.62 0.0213 4.78 0.0221 (CFS) Page 1 4.94 0.0230 0.06 Q 5.10 0.0238 0.06 Q 5.26 0.0247 0.07 Q 5.42 0.0256 0.07 Q 5.58 0.0265 0.07 Q 5.74 0.0274 0.07 Q 5.90 0.0283 0.07 Q 6.06 0.0292 0.07 Q 6.22 0.0301 0.07 Q 6.38 0.0310 0.07 Q 6.54 0.0319 0.07 Q 6.70 0.0329 0.07 Q 6.86 0.0338 0.07 Q 7.02 0.0348 0.07 Q 7.18 0.0358 0.07 Q 7.34 0.0368 0.07 Q 7.50 0.0378 0.08 Q 7.66 0.0388 0.08 Q 7.82 0.0398 0.08 Q 7.98 0.0408 0.08 Q 8.14 0.0419 0.08 Q 8.30 0.0430 0.08 Q 8.46 0.0440 0.08 Q 8.62 0.0451 0.08 Q 8.78 0.0462 0.08 Q 8.95 0.0474 0.09 Q 9.11 0.0485 0.09 Q 9.27 0.0496 0.09 Q 9.43 0.0508 0.09 Q 9.59 0.0520 0.09 Q 9.75 0.0532 0.09 Q 9.91 0.0544 0.09 Q 10.07 0.0557 0.10 Q 10.23 0.0570 0.10 Q 10.39 0.0583 0.10 Q 10.55 0.0596 0.10 Q 10.71 0.0609 0.10 Q 10.87 0.0623 0.10 Q 11.03 0.0637 0.11 Q 11.19 0.0651 0.11 Q 11.35 0.0665 0.11 Q 11.51 0.0680 0.11 Q 11.67 0.0695 0.12 Q 11.83 0.0711 0.12 Q 11.99 0.0727 0.12 Q 12.15 0.0744 0.14 Q 12.31 0.0764 0.17 Q 12.47 0.0787 0.17 Q 12.63 0.0810 0.18 Q 12.79 0.0833 0.18 Q 12.95 0.0858 0.19 Q 13.11 0.0882 0.19 Q 13.27 0.0908 0.20 Q 13.43 0.0934 0.20 Q 13.60 0.0961 0.21 Q 13.76 0.0989 0.21 Q 13.92 0.1018 0.22 Q 14.08 0.1048 0.23 Q 14.24 0.1079 0.24 Q 14.40 0.1111 0.25 Q 14.56 0.1146 0.27 .Q 14.72 0.1182 0.28 .Q 14.88 0.1222 0.31 .Q 15.04 0.1265 0.33 .Q 15.20 0.1312 0.38 .Q 15.36 0.1365 0.41 .Q 15.52 0.1420 0.42 .Q 15.68 0.1479 0.48 .Q 15.84 0.1562 0.77 Q 16.00 0.1684 1.07 Q 16.16 0.1967 3.20 16.32 0.2217 0.58 Q 16.48 0.2284 0.43 .Q 16.64 0.2336 0.36 .Q 16.80 0.2379 0.30 .Q 16.96 0.2416 0.26 .Q 17.12 0.2449 0.23 Q 17.28 0.2479 0.22 Q 17.44 0.2507 0.20 Q X025_I Page 2 Page 3 X025_I 17.60 0.2533 0.19 Q 17.76 0.2558 0.18 Q 17.92 0.2581 0.17 Q 18.08 0.2604 0.17 Q 18.24 0.2623 0.12 Q 18.41 0.2638 0.11 Q 18.57 0.2653 0.11 Q 18.73 0.2667 0.10 Q 18.89 0.2681 0.10 Q 19.05 0.2694 0.10 Q 19.21 0.2707 0.09 Q 19.37 0.2719 0.09 Q 19.53 0.2731 0.09 Q 19.69 0.2742 0.09 Q 19.85 0.2754 0.08 Q 20.01 0.2765 0.08 Q 20.17 0.2775 0.08 Q 20.33 0.2786 0.08 Q 20.49 0.2796 0.08 Q 20.65 0.2806 0.07 Q 20.81 0.2815 0.07 Q 20.97 0.2825 0.07 Q 21.13 0.2834 0.07 Q 21.29 0.2843 0.07 Q 21.45 0.2852 0.07 Q 21.61 0.2861 0.07 Q 21.77 0.2869 0.06 Q 21.93 0.2878 0.06 Q 22.09 0.2886 0.06 Q 22.25 0.2894 0.06 Q 22.41 0.2902 0.06 Q 22.57 0.2910 0.06 Q 22.73 0.2918 0.06 Q 22.89 0.2925 0.06 Q 23.05 0.2933 0.06 Q 23.22 0.2940 0.06 Q 23.38 0.2947 0.05 Q 23.54 0.2955 0.05 Q 23.70 0.2962 0.05 Q 23.86 0.2969 0.05 Q 24.02 0.2976 0.05 Q 24.18 0.2979 0.00 Q Page 3 Drainage J x025_] fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 11.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 13.68 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.98 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.13 xsa >san +. >n +. >RArtrtArtrtA6a,+ <a,+R 44R44FrtkArtkArt -0Art-0Artzn�zn�nnnnnnnn >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) 0.04 0.0000 0.27 0.0049 0.50 0.0146 0.72 0.0244 0.95 0.0343 1.18 0.0443 1.41 0.0545 1.64 0.0647 1.86 0.0750 2.09 0.0854 2.32 0.0959 2.55 0.1065 2.78 0.1173 3.00 0.1282 3.23 0.1391 3.46 0.1503 3.69 0.1615 3.92 0.1729 4.14 0.1844 4.37 0.1960 4.60 0.2078 4.83 0.2197 5.06 0.2318 5.28 0.2441 5.51 0.2565 5.74 0.2690 5.97 0.2818 6.20 0.2947 6.42 0.3079 6.65 0.3212 (CFS) 00 52 52 52 53 53 54 55 55 56 56 57 57 58 59 59 60 61 61 62 63 64 64 66 66 67 68 69 70 71 Page 1 6.88 0.3347 0.72 7.11 0.3485 0.74 7.34 0.3624 0.74 7.56 0.3766 0.76 7.79 0.3910 0.77 8.02 0.4057 0.79 8.25 0.4207 0.80 8.48 0.4359 0.82 8.70 0.4514 0.83 8.93 0.4672 0.85 9.16 0.4833 0.86 9.39 0.4998 0.89 9.62 0.5166 0.90 9.84 0.5338 0.93 10.07 0.5514 0.94 10.30 0.5694 0.97 10.53 0.5879 0.99 10.76 0.6069 1.02 10.98 0.6263 1.04 11.21 0.6463 1.08 11.44 0.6669 1.10 11.67 0.6882 1.15 11.90 0.7101 1.18 12.12 0.7340 1.36 12.35 0.7625 1.67 12.58 0.7946 1.74 12.81 0.8277 1.78 13.04 0.8620 1.87 13.26 0.8976 1.91 13.49 0.9347 2.02 13.72 0.9735 2.09 13.95 1.0141 2.23 14.18 1.0569 2.31 14.40 1.1021 2.49 14.63 1.1504 2.64 14.86 1.2039 3.04 15.09 1.2637 3.30 15.32 1.3327 4.03 15.54 1.4106 4.24 15.77 1.5049 5.77 16.00 1.6405 8.63 16.23 1.9676 26.08 16.46 2.2554 4.47 16.68 2.3316 3.62 16.91 2.3923 2.82 17.14 2.4414 2.38 17.37 2.4841 2.16 17.60 2.5229 1.97 17.82 2.5586 1.82 18.05 2.5918 1.70 18.28 2.6191 1.20 18.51 2.6411 1.13 18.74 2.6617 1.06 18.96 2.6812 1.01 19.19 2.6997 0.96 19.42 2.7173 0.91 19.65 2.7341 0.87 19.88 2.7502 0.84 20.10 2.7658 0.81 20.33 2.7807 0.78 20.56 2.7951 0.75 20.79 2.8091 0.73 21.02 2.8226 0.71 21.24 2.8358 0.69 21.47 2.8485 0.67 21.70 2.8609 0.65 21.93 2.8730 0.63 22.16 2.8848 0.62 22.38 2.8963 0.60 22.61 2.9076 0.59 22.84 2.9185 0.58 23.07 2.9293 0.56 23.30 2.9398 0.55 23.52 2.9501 0.54 23.75 2.9602 0.53 23.98 2.9702 0.52 24.21 2.9799 0.51 24.44 -- - ----- 2.9847 -- --- --- ---- 0.00 -- --- x025_] 9 Q Q Q Q Q Q .Q .Q .Q Q Q Q Q Q Q Q Q .Q Q Q .Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q . Q Q Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q .Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q ------------------------------------------ Page 2 Drainage K X025_K fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 6.30 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 11.30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.71 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.65 >sc >san +. >n +. >RARrtArtrtA6a,+ <a,+R 44R44Rrtk* rtkArt .} >rt-0 >rt#Ri.#rti,RhA¢rtA¢rt >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) 0.18 0.0023 0.37 0.0069 0.56 0.0115 0.74 0.0162 0.93 0.0209 1.12 0.0256 1.31 0.0304 1.50 0.0352 1.69 0.0400 1.87 0.0449 2.06 0.0499 2.25 0.0548 2.44 0.0599 2.63 0.0649 2.82 0.0700 3.00 0.0752 3.19 0.0804 3.38 0.0856 3.57 0.0909 3.76 0.0963 3.95 0.1017 4.13 0.1071 4.32 0.1126 4.51 0.1182 4.70 0.1238 4.89 0.1295 5.08 0.1353 5.26 0.1411 5.45 0.1469 5.64 0.1529 (CFS) 29 30 30 30 30 31 31 31 31 32 32 32 32 33 33 33 34 34 34 35 35 35 36 36 36 37 37 38 38 38 Page 1 83 0.1589 0.39 Q 02 0.1649 0.39 Q 21 0.1711 0.40 Q 39 0.1773 0.40 Q 58 0.1836 0.41 Q 77 0.1900 0.41 Q 96 0.1964 0.42 Q 15 0.2030 0.42 Q 34 0.2096 0.43 Q 53 0.2163 0.44 Q 71 0.2231 0.44 Q 90 0.2300 0.45 Q 09 0.2371 0.45 Q 28 0.2442 0.46 Q 47 0.2514 0.47 Q 65 0.2587 0.48 Q 84 0.2662 0.48 Q 03 0.2738 0.49 Q 22 0.2815 0.50 Q 41 0.2893 0.51 .Q 60 0.2973 0.52 .Q 78 0.3054 0.53 .Q 97 0.3137 0.54 .Q 16 0.3222 0.55 .Q 35 0.3308 0.56 .Q 54 0.3396 0.57 .Q 73 0.3486 0.58 .Q 91 0.3578 0.60 .Q 10 0.3672 0.61 .Q 29 0.3768 0.63 .Q 48 0.3867 0.64 .Q 67 0.3968 0.66 .Q 86 0.4072 0.67 .Q 05 0.4179 0.70 .Q 23 0.4304 0.91 .Q 42 0.4451 0.98 .Q 61 0.4605 0.99 .Q 80 0.4762 1.03 Q 99 0.4925 1.05 Q 18 0.5092 1.10 Q 36 0.5265 1.12 Q 55 0.5444 1.18 Q 74 0.5630 1.21 Q 93 0.5824 1.28 Q 12 0.6026 1.32 Q 30 0.6238 1.39 Q 49 0.6459 1.45 Q 68 0.6698 1.62 Q 87 0.6957 1.72 Q 06 0.7244 1.97 Q 25 0.7564 2.14 Q 43 0.7921 2.45 Q 62 0.8302 2.45 Q 81 0.8796 3.89 00 0.9532 5.56 19 1.1264 16.70 38 1.2791 2.92 Q 57 1.3201 2.34 Q 75 1.3526 1.84 Q 94 1.3788 1.53 Q 13 1.4011 1.35 Q 32 1.4213 1.24 Q 51 1.4399 1.15 Q 69 1.4573 1.08 Q 88 1.4735 1.01 Q 07 1.4889 0.96 .Q 26 1.5017 0.69 .Q 45 1.5121 0.65 .Q 64 1.5220 0.62 .Q 83 1.5314 0.59 .Q 01 1.5403 0.57 .Q 20 1.5490 0.54 .Q 39 1.5573 0.52 .Q 58 1.5652 0.50 .Q 77 1.5730 0.49 Q 95 1.5804 0.47 Q 14 1.5876 0.46 Q 33 1.5947 0.44 Q 52 1.6015 0.43 Q X025_K Page 2 Page 3 X025_K 20.71 1.6081 0.42 Q 20.90 1.6146 0.41 Q 21.08 1.6209 0.40 Q 21.27 1.6270 0.39 Q 21.46 1.6330 0.38 Q 21.65 1.6389 0.37 Q 21.84 1.6446 0.37 Q 22.03 1.6502 0.36 Q 22.22 1.6557 0.35 Q 22.40 1.6611 0.34 Q 22.59 1.6664 0.34 Q 22.78 1.6716 0.33 Q 22.97 1.6768 0.33 Q 23.16 1.6818 0.32 Q 23.34 1.6867 0.31 Q 23.53 1.6916 0.31 Q 23.72 1.6963 0.30 Q 23.91 1.7010 0.30 Q 24.10 1.7057 0.29 Q 24.29 1.7080 0.00 Q Page 3 iv. HC 10 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 349.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.150 LOW LOSS FRACTION = 0.350 TIME OF CONCENTRATION(MIN.) = 28.15 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 67.35 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 39.86 TIME VOLUME Q 0. 107.5 215.0 322.5 430.0 (HOURS) (AF) (CFS) 0.05 0.0000 0.00 Q 0.52 0.2275 11.73 .Q 0.99 0.6852 11.88 .Q 1.46 1.1520 12.19 .Q 1.93 1.6279 12.36 .Q 2.39 2.1138 12.70 .Q 2.86 2.6099 12.89 .Q 3.33 3.1171 13.27 .Q 3.80 3.6357 13.48 .Q 4.27 4.1668 13.92 .Q 4.74 4.7109 14.15 .Q 5.21 5.2690 14.64 .Q 5.68 5.8420 14.91 .Q 6.15 6.4311 15.48 .Q 6.62 7.0373 15.79 .Q 7.09 7.6623 16.45 .Q 7.56 8.3072 16.81 .Q 8.02 8.9744 17.60 .Q 8.49 9.6652 18.03 .Q 8.96 10.3828 18.98 Q 9.43 11.1290 19.51 .Q 9.90 11.9082 20.68 .Q 10.37 12.7231 21.35 .Q 10.84 13.5799 22.85 Q 11.31 14.4826 23.71 Q 11.78 15.4410 25.72 Q 12.25 16.4612 26.90 Q 12.72 17.7036 37.18 Q 13.18 19.1810 39.02 Q 13.65 20.7842 43.67 Q 14.12 22.5358 46.68 Q 14.59 24.5093 55.11 Q 15.06 26.7670 61.34 Q 15.53 29.5533 82.38 16.00 33.1616 103.74 16.47 43.3728 422.96 16.94 52.9334 70.18 17.41 55.2710 50.39 Q 17.88 57.0459 41.16 Q 18.35 58.5035 34.03 Q 18.82 59.6414 24.66 Q 19.28 60.5473 22.06 Q 19.75 61.3642 20.07 .Q 20.22 62.1119 18.49 .Q 20.69 62.8037 17.19 Q 21.16 63.4495 16.11 .Q 21.63 64.0562 15.19 Q 22.10 64.6297 14.39 .Q 22.57 65.1741 13.69 .Q 23.04 65.6931 13.08 .Q 23.51 66.1895 12.53 .Q 23.98 66.6656 12.03 .Q 24.44 67.1248 11.65 .Q 24.91 67.3506 0.00 Q 0 N a Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 135.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.070 LOW LOSS FRACTION = 0.200 TIME OF CONCENTRATION(MIN.) = 32.10 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 30.86 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 10.57 TIME VOLUME Q 0. 40.0 80.0 120.0 160.0 (HOURS) (AF) (CFS) 0.49 0.1116 5.57 Q 1.02 0.3595 5.64 Q 1.56 0.6127 5.81 .Q 2.09 0.8717 5.90 Q 2.63 1.1370 6.09 .Q 3.16 1.4086 6.20 .Q 3.70 1.6874 6.41 .Q 4.23 1.9735 6.53 .Q 4.77 2.2677 6.78 .Q 5.30 2.5704 6.91 .Q 5.84 2.8825 7.20 .Q 6.37 3.2046 7.36 .Q 6.91 3.5377 7.71 .Q 7.44 3.8827 7.90 Q 7.98 4.2410 8.31 Q 8.51 4.6137 8.54 Q 9.05 5.0028 9.06 Q 9.58 5.4097 9.35 Q 10.12 5.8376 10.01 Q 10.65 6.2884 10.38 Q 11.19 6.7669 11.26 Q 11.72 7.2764 11.78 Q 12.26 7.8415 13.78 Q 12.79 8.5289 17.31 Q 13.32 9.3397 19.37 Q 13.86 10.2257 20.71 Q 14.40 11.2238 24.44 Q 14.93 12.3656 27.21 Q 15.47 13.8104 38.15 16.00 15.6758 46.23 16.53 20.2264 159.61 17.07 24.4433 31.13 Q 17.61 25.6255 22.35 Q 18.14 26.5232 18.26 Q 18.67 27.2002 12.37 Q 19.21 27.7123 10.80 Q 19.74 28.1647 9.66 Q 20.28 28.5727 8.79 Q 20.82 28.9460 8.10 Q 21.35 29.2915 7.53 .Q 21.89 29.6140 7.06 .Q 22.42 29.9170 6.65 .Q 22.95 30.2033 6.30 .Q 23.49 30.4752 6.00 Q 24.02 30.7344 5.73 .Q 24.56 30.8610 0.00 Q N me 9 Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 63.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.200 LOW LOSS FRACTION = 0.390 TIME OF CONCENTRATION(MIN.) = 18.57 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 11.50 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.01 **#***#*******************#***#*******#****** * * * * * * * * * * * * * * * * * # * * * # * * * * * * * #* TIME VOLUME Q 0. 25.0 50.0 75.0 100.0 (HOURS) (AF) (CFS) 0.22 0.0177 1.99 Q 0.53 0.0688 2.00 Q 0.83 0.1205 2.04 Q 1.14 0.1728 2.05 Q 1.45 0.2259 2.09 Q 1.76 0.2796 2.11 Q 2.07 0.3340 2.15 Q 2.38 0.3892 2.17 Q 2.69 0.4452 2.21 Q 3.00 0.5020 2.23 Q 3.31 0.5596 2.28 Q 3.62 0.6181 2.30 Q 3.93 0.6776 2.35 Q 4.24 0.7379 2.37 Q 4.55 0.7993 2.42 Q 4.86 0.8616 2.45 Q 5.17 0.9251 2.51 .Q 5.48 0.9896 2.54 .Q 5.79 1.0554 2.60 .Q 6.10 1.1224 2.63 .Q 6.41 1.1906 2.70 .Q 6.72 1.2603 2.74 .Q 7.02 1.3314 2.82 .Q 7.33 1.4040 2.86 .Q 7.64 1.4782 2.94 .Q 7.95 1.5540 2.99 .Q 8.26 1.6317 3.09 .Q 8.57 1.7113 3.14 .Q 8.88 1.7930 3.25 .Q 9.19 1.8768 3.31 .Q 9.50 1.9630 3.43 .Q 9.81 2.0517 3.50 Q 10.12 2.1431 3.65 .Q 10.43 2.2375 3.73 .Q 10.74 2.3351 3.90 .Q 11.05 2.4362 4.00 .Q 11.36 2.5412 4.21 .Q 11.67 2.650.3 4.33 .Q 11.98 2.7643 4.59 .Q 12.29 2.8897 5.22 Q 12.60 3.0374 6.33 Q 12.90 3.2020 6.54 Q 13.21 3.3751 7.00 Q 13.52 3.5576 7.27 Q 13.83 3.7519 7.92 Q 14.14 3.9595 8.31 Q 14.45 4.1848 9.31 Q 14.76 4.4310 9.95 Q 15.07 4.7084 11.74 Q 15.38 5.0255 13.06 Q 15.69 5.3918 15.57 Q 16.00 5.9062 24.65 16.31 7.4682 97.48 16.62 8.8993 14.42 Q 16.93 9.2209 10.74 Q 17.24 9.4704 8.77 Q 17.55 9.6794 7.57 Q 17.86 9.8627 6.76 Q 18.17 10.0278 6.15 Q 18.48 10.1634 4.45 .Q 18.79 10.2727 4.10 .Q 19.09 10.3740 3.81 .Q 19.40 10.4684 3.57 .Q 19.71 10.5572 3.37 .Q 20.02 10.6411 3.19 .Q 20.33 10.7208 3.04 .Q 20.64 10.7967 2.90 .Q 20.95 10.8693 2.78 Q 21.26 10.9390 2.67 .Q 21.57 11.0060 2.57 .Q 21.88 11.0706 2.48 Q 22.19 11.1330 2.40 Q 22.50 11.1933 2.32 Q 22.81 11.2518 2.25 Q 23.12 11.3086 2.19 Q 23.43 11.3639 2.13 Q 23.74 11.4176 2.07 Q 24.05 11.4699 2.02 Q 24.36 11.4958 0.00 Q le Drainage D X010_D fli tY[ fli tYe RY: 9 RY: 9 R rt rt h rt rt h rt# il ## ie # R R 4 rt rt 4 rt R ie rt R R rt R Yt fk rt Yt fk rt R R Ye R RY[ R k R G 4 R G 4 Afr u Art u RY: 4 RY: 4 R fT rt 4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrtfe> rtYe> rtrtRrtrtRrtkrtrtGrtrtkYe9rtYe9rtrt GYeAGYeArtY :GrtY:Grt >RYe >RYekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 14.29 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.140 LOW LOSS FRACTION = 0.340 TIME OF CONCENTRATION(MIN.) = 10.86 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.78 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.60 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44RrtkArt k' krt-0> rta> rt# Ri.#Ri.RhAkhAkh > < + > < + >sn >sn > *krt TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) 0.07 0.0000 0.25 0.0036 0.43 0.0109 0.62 0.0182 0.80 0.0256 0.98 0.0331 1.16 0.0406 1.34 0.0481 1.52 0.0557 1.70 0.0634 1.88 0.0711 2.06 0.0789 2.24 0.0868 2.43 0.0947 2.61 0.1027 2.79 0.1108 2.97 0.1189 3.15 0.1271 3.33 0.1354 3.51 0.1437 3.69 0.1521 3.87 0.1606 4.05 0.1692 4.24 0.1779 4.42 0.1866 4.60 0.1954 4.78 0.2043 4.96 0.2133 5.14 0.2224 5.32 0.2316 (CFS) 00 49 49 49 50 50 50 51 51 52 52 52 53 53 54 54 54 55 55 56 56 57 57 58 59 59 60 61 61 62 Page 1 5.50 0.2409 0.62 Q 5.68 0.2503 0.63 Q 5.86 0.2598 0.64 Q 6.05 0.2694 0.65 Q 6.23 0.2791 0.65 Q 6.41 0.2889 0.66 Q 6.59 0.2988 0.67 Q 6.77 0.3088 0.68 Q 6.95 0.3190 0.68 Q 7.13 0.3293 0.69 Q 7.31 0.3397 0.70 Q 7.49 0.3503 0.71 Q 7.67 0.3610 0.72 Q 7.86 0.3718 0.73 Q 8.04 0.3828 0.74 Q 8.22 0.3940 0.75 Q 8.40 0.4053 0.76 Q 8.58 0.4168 0.78 Q 8.76 0.4284 0.78 Q 8.94 0.4403 0.80 Q 9.12 0.4523 0.81 Q 9.30 0.4645 0.83 Q 9.48 0.4770 0.84 Q 9.66 0.4896 0.85 Q 9.85 0.5025 0.86 Q 10.03 0.5156 0.89 Q 10.21 0.5289 0.90 Q 10.39 0.5425 0.92 Q 10.57 0.5564 0.93 Q 10.75 0.5705 0.96 Q 10.93 0.5850 0.97 Q 11.11 0.5998 1.00 .Q 11.29 0.6149 1.02 .Q 11.48 0.6304 1.05 .Q 11.66 0.6462 1.07 .Q 11.84 0.6625 1.11 .Q 12.02 0.6792 1.13 .Q 12.20 0.6986 1.47 .Q 12.38 0.7209 1.50 .Q 12.56 0.7437 1.55 .Q 12.74 0.7671 1.58 .Q 12.92 0.7912 1.64 .Q 13.10 0.8160 1.68 .Q 13.28 0.8417 1.75 .Q 13.47 0.8681 1.79 .Q 13.65 0.8956 1.88 .Q 13.83 0.9242 1.93 .Q 14.01 0.9539 2.05 Q 14.19 0.9851 2.11 Q 14.37 1.0178 2.26 Q 14.55 1.0524 2.35 Q 14.73 1.0891 2.56 Q 14.91 1.1284 2.69 Q 15.10 1.1710 3.01 Q 15.28 1.2175 3.22 Q 15.46 1.2678 3.50 Q 15.64 1.3219 3.74 Q 15.82 1.3977 6.39 16.00 1.5162 9.46 16.18 1.8235 31.63 16.36 2.0948 4.65 Q 16.54 2.1555 3.47 Q 16.72 2.2027 2.84 Q 16.91 2.2422 2.45 Q 17.09 2.2769 2.19 Q 17.27 2.3081 1.99 .Q 17.45 2.3367 1.84 .Q 17.63 2.3632 1.71 .Q 17.81 2.3881 1.61 .Q 17.99 2.4115 1.52 .Q 18.17 2.4319 1.19 .Q 18.35 2.4489 1.09 .Q 18.53 2.4648 1.03 .Q 18.72 2.4799 0.99 Q 18.90 2.4944 0.95 Q 19.08 2.5082 0.91 Q 19.26 2.5216 0.88 Q 19.44 2.5345 0.84 Q 19.62 2.5469 0.82 Q Q Q x010_D Page 2 Me Page 3 x010_D 19.80 2.5589 0.79 Q 19.98 2.5706 0.77 Q 20.16 2.5819 0.75 Q 20.34 2.5929 0.73 Q 20.52 2.6036 0.71 Q 20.71 2.6140 0.69 Q 20.89 2.6242 0.67 Q 21.07 2.6341 0.66 Q 21.25 2.6438 0.64 Q 21.43 2.6533 0.63 Q 21.61 2.6626 0.61 Q 21.79 2.6717 0.60 Q 21.97 2.6806 0.59 Q 22.15 2.6893 0.58 Q 22.33 2.6979 0.57 Q 22.52 2.7063 0.56 Q 22.70 2.7146 0.55 Q 22.88 2.7227 0.54 Q 23.06 2.7307 0.53 Q 23.24 2.7386 0.52 Q 23.42 2.7463 0.51 Q 23.60 2.7539 0.51 Q 23.78 2.7614 0.50 Q 23.96 2.7688 0.49 Q 24.14 2.7761 0.48 Q 24.33 2.7797 0.00 Q Page 3 Drainage E XO10_E fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 97.20 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.200 TIME OF CONCENTRATION(MIN.) = 29.02 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 22.38 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 7.43 xsa >san +. >n +. >RARrtArtrtA6a,+ <a,+rt nxrtnxi; rtkArtkArt -0Art-0Artznzzn�znnnnnnn >aoS4 i.rtARrtRRR >nc TIME VOLUME Q 0. 32.5 65.0 97.5 130.0 (HOURS) (AF) 0.04 0.0000 0.52 0.0799 1.01 0.2416 1.49 0.4063 1.97 0.5745 2.46 0.7462 2.94 0.9217 3.42 1.1012 3.91 1.2850 4.39 1.4733 4.88 1.6665 5.36 1.8647 5.84 2.0686 6.33 2.2784 6.81 2.4947 7.29 2.7179 7.78 2.9488 8.26 3.1879 8.74 3.4362 9.23 3.6945 9.71 3.9642 10.20 4.2462 10.68 4.5427 11.16 4.8551 11.65 5.1868 12.13 5.5398 12.61 5.9706 13.10 6.4834 13.58 7.0399 14.07 7.6479 (CFS) 00 Q 00 .Q 09 .Q 15 .Q 26 .Q 33 .Q 46 .Q 53 .Q 67 .Q 75 .Q 92 .Q 01 .Q 20 .Q 30 .Q 52 .Q 64 .Q 91 .Q 05 .Q 37 .Q 55 Q 94 Q 17 Q 67 Q 96 Q 63 Q 03 Q 52 Q 14 Q 70 Q 72 Q Page 1 14.55 8.3329 18.56 15.03 9.1165 20.65 15.52 10.1245 29.78 16.00 11.4368 35.88 16.48 14.6159 123.18 16.97 17.5632 24.29 17.45 18.3877 16.97 17.93 19.0038 13.86 18.42 19.4905 10.50 18.90 19.8657 8.28 19.39 20.1793 7.41 19.87 20.4620 6.74 20.35 20.7207 6.21 20.84 20.9602 5.77 21.32 21.1836 5.41 21.80 21.3936 5.10 22.29 21.5921 4.83 22.77 21.7805 4.60 23.26 21.9601 4.39 23.74 22.1319 4.21 24.22 22.2967 4.04 24.71 22.3774 0.00 a Q. .Q XO10_E Page 2 Drainage F X010_F fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 5.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 7.97 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.26 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.51 >sc >san +. >n +. >RRRrtRRrtR<a,+ <a,+R 44R44Rrtk* rtkArt .} >rt-0 >rt#Ri.#rti,RhA >rtn¢rt >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) 0.06 0.0000 0.19 0.0012 0.33 0.0037 0.46 0.0062 0.59 0.0086 0.72 0.0111 0.86 0.0137 0.99 0.0162 1.12 0.0187 1.26 0.0213 1.39 0.0239 1.52 0.0264 1.65 0.0290 1.79 0.0317 1.92 0.0343 2.05 0.0369 2.19 0.0396 2.32 0.0423 2.45 0.0450 2.58 0.0477 2.72 0.0504 2.85 0.0531 2.98 0.0559 3.12 0.0587 3.25 0.0615 3.38 0.0643 3.51 0.0671 3.65 0.0700 3.78 0.0728 3.91 0.0757 (CFS) 00 22 22 23 23 23 23 23 23 23 23 24 24 24 24 24 24 24 25 25 25 25 25 25 26 26 26 26 26 26 Page 1 4.05 0.0786 0.27 Q 4.18 0.0816 0.27 Q 4.31 0.0845 0.27 Q 4.44 0.0875 0.27 Q 4.58 0.0905 0.27 Q 4.71 0.0935 0.28 Q 4.84 0.0965 0.28 Q 4.97 0.0996 0.28 Q 5.11 0.1027 0.28 Q 5.24 0.1058 0.28 Q 5.37 0.1089 0.29 Q 5.51 0.1121 0.29 Q 5.64 0.1153 0.29 Q 5.77 0.1185 0.29 Q 5.90 0.1217 0.30 Q 6.04 0.1250 0.30 Q 6.17 0.1282 0.30 Q 6.30 0.1316 0.30 Q 6.44 0.1349 0.31 Q 6.57 0.1383 0.31 Q 6.70 0.1417 0.31 Q 6.83 0.1451 0.31 Q 6.97 0.1486 0.32 Q 7.10 0.1521 0.32 Q 7.23 0.1556 0.32 Q 7.37 0.1591 0.33 Q 7.50 0.1627 0.33 Q 7.63 0.1664 0.33 Q 7.76 0.1700 0.33 Q 7.90 0.1737 0.34 Q 8.03 0.1775 0.34 Q 8.16 0.1812 0.35 Q 8.30 0.1851 0.35 Q 8.43 0.1889 0.35 Q 8.56 0.1928 0.36 Q 8.69 0.1968 0.36 Q 8.83 0.2008 0.36 Q 8.96 0.2048 0.37 Q 9.09 0.2089 0.37 Q 9.23 0.2130 0.38 Q 9.36 0.2172 0.38 Q 9.49 0.2214 0.39 Q 9.62 0.2257 0.39 Q 9.76 0.2300 0.40 Q 9.89 0.2344 0.40 Q 10.02 0.2389 0.41 Q 10.16 0.2434 0.41 Q 10.29 0.2480 0.42 Q 10.42 0.2527 0.43 Q 10.55 0.2574 0.43 Q 10.69 0.2622 0.44 Q 10.82 0.2670 0.45 Q 10.95 0.2720 0.45 Q 11.09 0.2770 0.46 Q 11.22 0.2821 0.47 Q 11.35 0.2873 0.48 Q 11.48 0.2926 0.48 Q 11.62 0.2980 0.50 Q 11.75 0.3035 0.50 .Q 11.88 0.3091 0.52 .Q 12.02 0.3148 0.52 .Q 12.15 0.3214 0.68 .Q 12.28 0.3289 0.69 .Q 12.41 0.3365 0.70 .Q 12.55 0.3443 0.71 .Q 12.68 0.3522 0.73 .Q 12.81 0.3603 0.74 .Q 12.94 0.3686 0.76 .Q 13.08 0.3770 0.78 .Q 13.21 0.3857 0.80 .Q 13.34 0.3945 0.81 .Q 13.48 0.4036 0.84 .Q 13.61 0.4130 0.86 .Q 13.74 0.4226 0.89 .Q 13.87 0.4325 0.91 .Q 14.01 0.4427 0.95 .Q 14.14 0.4533 0.97 .Q 14.27 0.4643 1.02 Q 14.41 0.4757 1.05 Q X010_F Page 2 Page 3 XO10_F 14.54 0.4876 1.11 Q 14.67 0.5000 1.15 Q 14.80 0.5130 1.23 Q 14.94 0.5269 1.29 Q 15.07 0.5418 1.44 Q 15.20 0.5581 1.53 Q 15.34 0.5762 1.76 Q 15.47 0.5954 1.73 Q 15.60 0.6158 1.98 Q 15.73 0.6392 2.29 Q 15.87 0.6715 3.60 Q 16.00 0.7190 5.05 Q 16.13 0.8336 15.82 16.27 0.9361 2.84 Q 16.40 0.9613 1.75 Q 16.53 0.9799 1.64 Q 16.66 0.9963 1.36 Q 16.80 1.0103 1.19 Q 16.93 1.0228 1.08 Q 17.06 1.0342 1.00 .Q 17.20 1.0448 0.93 .Q 17.33 1.0547 0.88 .Q 17.46 1.0641 0.83 .Q 17.59 1.0729 0.79 .Q 17.73 1,0814 0.75 .Q 17.86 1.0895 0.72 .Q 17.99 1.0973 0.69 .Q 18.13 1.1041 0.55 .Q 18.26 1.1100 0.51 .Q 18.39 1.1154 0.49 Q 18.52 1.1207 0.47 Q 18.66 1.1258 0.46 Q 18.79 1.1308 0.44 Q 18.92 1.1356 0.43 Q 19.06 1.1402 0.42 Q 19.19 1.1448 0.41 Q 19.32 1.1492 0.40 Q 19.45 1,1535 0.39 Q 19.59 1.1576 0.38 Q 19.72 1.1617 0.37 Q 19.85 1.1657 0.36 Q 19.98 1.1696 0.35 Q 20.12 1.1734 0.34 Q 20.25 1.1772 0.34 Q 20.38 1.1808 0.33 Q 20.52 1.1844 0.32 Q 20.65 1.1880 0.32 Q 20.78 1.1914 0.31 Q 20.91 1.1948 0.31 Q 21.05 1.1982 0.30 Q 21.18 1,2014 0.30 Q 21.31 1.2047 0.29 Q 21.45 1.2079 0.29 Q 21.58 1.2110 0.28 Q 21.71 1.2141 0.28 Q 21.84 1.2171 0.27 Q 21.98 1.2201 0.27 Q 22.11 1.2231 0.27 Q 22.24 1.2260 0.26 Q 22.38 1.2288 0.26 Q 22.51 1.2317 0.26 Q 22.64 1.2345 0.25 Q 22.77 1.2372 0.25 Q 22.91 1,2399 0.25 Q 23.04 1.2426 0.24 Q 23.17 1.2453 0.24 Q 23.31 1.2479 0.24 Q 23.44 1.2505 0.24 Q 23.57 1.2531 0.23 Q 23.70 1.2556 0.23 Q 23.84 1.2582 0.23 Q 23.97 1.2606 0.23 Q 24.10 1,2631 0.22 Q 24.24 1.2643 0.00 Q Page 3 Drainage G X010_G flit i[fl'rt ie RYe 9RYe 9R rtrth rtrth rt# il # #ss #R R4 rt rt 4 rt R ie rtRRrtR Yt fkrt Yt fkrt RRR RRY[Rk RGk Rrtk Rfr u Rfr u RR 4 RR 4 R fTrt 4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrt kfkrt Gfkrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 8.11 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.39 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.16 xsa >san +. >n +. >RArtrtARrtA6af+ <af+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifrtrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.05 0.0000 0.19 0.0004 0.32 0.0012 0.46 0.0019 0.59 0.0027 0.73 0.0035 0.86 0.0043 1.00 0.0051 1.13 0.0059 1.27 0.0067 1.40 0.0075 1.54 0.0083 1.67 0.0092 1.81 0.0100 1.94 0.0108 2.08 0.0117 2.21 0.0125 2.35 0.0134 2.48 0.0142 2.62 0.0151 2.75 0.0159 2.89 0.0168 3.02 0.0177 3.16 0.0185 3.29 0.0194 3.43 0.0203 3.56 0.0212 3.70 0.0221 3.84 0.0230 3.97 0.0239 (CFS) Page 1 14.78 0.1585 0.38 .Q 14.92 0.1628 0.39 .Q 15.05 0.1675 0.44 .Q 15.19 0.1726 0.47 .Q 15.32 0.1782 0.54 Q 15.46 0.1843 0.54 Q 15.59 0.1907 0.61 Q 15.73 0.1980 0.70 Q 15.86 0.2081 1.10 Q 16.00 0.2230 1.55 Q 16.14 0.2588 4.86 16.27 0.2908 0.87 Q 16.41 0.2986 0.54 Q 16.54 0.3044 0.50 Q 16.68 0.3096 0.42 .Q 16.81 0.3139 0.37 .Q 16.95 0.3178 0.33 .Q 17.08 0.3214 0.31 .Q 17.22 0.3247 0.29 .Q 17.35 0.3278 0.27 .Q 17.49 0.3307 0.25 .Q 17.62 0.3335 0.24 Q 17.76 0.3362 0.23 Q 17.89 0.3387 0.22 Q 18.03 0.3411 0.21 Q 18.16 0.3432 0.16 Q 18.30 0.3450 0.16 Q 18.43 0.3467 0.15 Q 18.57 0.3484 0.15 Q 18.70 0.3500 0.14 Q 18.84 0.3515 0.14 Q 18.97 0.3530 0.13 Q 19.11 0.3545 0.13 Q 19.24 0.3559 0.12 Q 19.38 0.3573 0.12 Q 19.51 0.3586 0.12 Q 19.65 0.3599 0.12 Q 19.78 0.3612 0.11 Q 19.92 0.3624 0.11 Q 20.06 0.3637 0.11 Q 20.19 0.3648 0.11 Q 20.33 0.3660 0.10 Q 20.46 0.3672 0.10 Q 20.60 0.3683 0.10 Q 20.73 0.3694 0.10 Q 20.87 0.3705 0.10 Q 21.00 0.3715 0.09 Q 21.14 0.3726 0.09 Q 21.27 0.3736 0.09 Q 21.41 0.3746 0.09 Q 21.54 0.3756 0.09 Q 21.68 0.3766 0.09 Q 21.81 0.3775 0.09 Q 21.95 0.3785 0.08 Q 22.08 0.3794 0.08 Q 22.22 0.3803 0.08 Q 22.35 0.3813 0.08 Q 22.49 0.3821 0.08 Q 22.62 0.3830 0.08 Q 22.76 0.3839 0.08 Q 22.89 0.3848 0.08 Q 23.03 0.3856 0.08 Q 23.16 0.3865 0.07 Q 23.30 0.3873 0.07 Q 23.43 0.3881 0.07 Q 23.57 0.3889 0.07 Q 23.70 0.3897 0.07 Q 23.84 0.3905 0.07 Q 23.97 0.3913 0.07 Q 24.11 0.3921 0.07 Q 24.25 ---- --------- 0.3925 -- 0.00 ---- - Q -- - -- XO10_G Page 3 Drainage H x010_H fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRG4RGk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 7.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 8.42 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.53 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.62 >sc >san +. >n +. >RRRrtRRrtR<a,+ <a,+R 44R44Rrtk* rtkArt .} >rt-0 >rt#Ri.#rti,RhA >rtn¢rt >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) 0.00 0.0000 0.14 0.0016 0.28 0.0047 0.42 0.0078 0.56 0.0110 0.70 0.0142 0.84 0.0174 0.98 0.0206 1.12 0.0238 1.26 0.0271 1.41 0.0304 1.55 0.0337 1.69 0.0370 1.83 0.0403 1.97 0.0437 2.11 0.0471 2.25 0.0505 2.39 0.0539 2.53 0.0573 2.67 0.0608 2.81 0.0643 2.95 0.0678 3.09 0.0713 3.23 0.0749 3.37 0.0785 3.51 0.0821 3.65 0.0857 3.79 0.0894 3.93 0.0931 4.07 0.0968 (CFS) 00 27 27 27 27 28 28 28 28 28 28 29 29 29 29 29 29 30 30 30 30 30 31 31 31 31 31 32 32 32 Page 1 4.21 0.1005 0.32 Q 4.35 0.1043 0.33 Q 4.49 0.1081 0.33 Q 4.63 0.1119 0.33 Q 4.77 0.1158 0.33 Q 4.91 0.1197 0.34 Q 5.05 0.1236 0.34 Q 5.19 0.1275 0.34 Q 5.33 0.1315 0.34 Q 5.47 0.1355 0.35 Q 5.62 0.1396 0.35 Q 5.76 0.1437 0.35 Q 5.90 0.1478 0.36 Q 6.04 0.1519 0.36 Q 6.18 0.1561 0.36 Q 6.32 0.1603 0.37 Q 6.46 0.1646 0.37 Q 6.60 0.1689 0.37 Q 6.74 0.1733 0.38 Q 6.88 0.1776 0.38 Q 7.02 0.1821 0.38 Q 7.16 0.1865 0.39 Q 7.30 0.1910 0.39 Q 7.44 0.1956 0.40 Q 7.58 0.2002 0.40 Q 7.72 0.2049 0.40 Q 7.86 0.2096 0.41 Q 8.00 0.2143 0.41 Q 8.14 0.2191 0.42 Q 8.28 0.2240 0.42 Q 8.42 0.2289 0.43 Q 8.56 0.2339 0.43 Q 8.70 0.2389 0.44 Q 8.84 0.2440 0.44 Q 8.98 0.2491 0.45 Q 9.12 0.2544 0.45 Q 9.26 0.2596 0.46 Q 9.40 0.2650 0.47 Q 9.54 0.2704 0.47 Q 9.68 0.2759 0.48 Q 9.83 0.2815 0.48 Q 9.97 0.2871 0.49 Q 10.11 0.2928 0.50 Q 10.25 0.2987 0.51 .Q 10.39 0.3046 0.51 .Q 10.53 0.3106 0.52 .Q 10.67 0.3166 0.53 .Q 10.81 0.3228 0.54 .Q 10.95 0.3291 0.55 .Q 11.09 0.3355 0.56 .Q 11.23 0.3420 0.57 .Q 11.37 0.3487 0.58 .Q 11.51 0.3554 0.59 .Q 11.65 0.3623 0.60 .Q 11.79 0.3694 0.61 .Q 11.93 0.3765 0.63 .Q 12.07 0.3839 0.64 .Q 12.21 0.3923 0.82 .Q 12.35 0.4020 0.84 .Q 12.49 0.4118 0.86 .Q 12.63 0.4218 0.87 .Q 12.77 0.4320 0.90 .Q 12.91 0.4425 0.91 .Q 13.05 0.4532 0.94 .Q 13.19 0.4642 0.95 .Q 13.33 0.4755 0.99 .Q 13.47 0.4871 1.01 Q 13.61 0.4990 1.05 Q 13.75 0.5112 1.07 Q 13.90 0.5239 1.12 Q 14.04 0.5370 1.14 Q 14.18 0.5506 1.20 Q 14.32 0.5647 1.23 Q 14.46 0.5794 1.31 Q 14.60 0.5948 1.35 Q 14.74 0.6110 1.44 Q 14.88 0.6280 1.50 Q 15.02 0.6464 1.67 Q 15.16 0.6664 1.78 Q x010_H Page 2 Page 3 x010_H 15.30 0.6887 2.05 Q 15.44 0.7132 2.18 Q 15.58 0.7391 2.30 Q 15.72 0.7678 2.66 Q 15.86 0.8075 4.19 Q . 16.00 0.8660 5.89 .Q 16.14 1.0073 18.48 16.28 1.1335 3.27 Q 16.42 1.1642 2.03 Q 16.56 1.1870 1.91 Q 16.70 1.2072 1.58 Q 16.84 1.2245 1.39 Q 16.98 1.2399 1.27 Q 17.12 1.2540 1.17 Q 17.26 1.2671 1.09 Q 17.40 1,2794 1.03 Q 17.54 1.2910 0.97 .Q 17.68 1.3020 0.92 .Q 17.82 1.3125 0.88 .Q 17.96 1.3225 0.85 .Q 18.11 1.3319 0.77 .Q 18.25 1.3400 0.62 .Q 18.39 1.3470 0.59 .Q 18.53 1.3538 0.57 .Q 18.67 1,3603 0.55 .Q 18.81 1.3666 0.53 .Q 18.95 1.3727 0.52 .Q 19.09 1.3786 0.50 .Q 19.23 1.3843 0.49 Q 19.37 1.3899 0.47 Q 19.51 1.3953 0.46 Q 19.65 1.4006 0.45 Q 19.79 1.4057 0.44 Q 19.93 1.4108 0.43 Q 20.07 1.4157 0.42 Q 20.21 1.4205 0.41 Q 20.35 1.4252 0.40 Q 20.49 1,4298 0.39 Q 20.63 1.4343 0.39 Q 20.77 1.4387 0.38 Q 20.91 1.4431 0.37 Q 21.05 1.4473 0.36 Q 21.19 1.4515 0.36 Q 21.33 1.4556 0.35 Q 21.47 1.4597 0.35 Q 21.61 1.4637 0.34 Q 21.75 1.4676 0.34 Q 21.89 1.4714 0.33 Q 22.03 1.4752 0.33 Q 22.17 1.4790 0.32 Q 22.32 1,4827 0.32 Q 22.46 1.4863 0.31 Q 22.60 1.4899 0.31 Q 22.74 1.4934 0.30 Q 22.88 1.4969 0.30 Q 23.02 1.5004 0.30 Q 23.16 1.5038 0.29 Q 23.30 1.5071 0.29 Q 23.44 1.5104 0.28 Q 23.58 1.5137 0.28 Q 23.72 1.5169 0.28 Q 23.86 1.5201 0.27 Q 24.00 1.5233 0.27 Q 24.14 1,5264 0.27 Q 24.28 --------------------------- 1.5280 0.00 ------- Q --- --- -- --- -- --- -- --- --- Page 3 Drainage I X010_I fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRG4RGk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 9.63 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.24 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.10 >sc >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.11 0.0002 0.27 0.0008 0.43 0.0013 0.59 0.0019 0.75 0.0025 0.91 0.0030 1.07 0.0036 1.23 0.0042 1.39 0.0048 1.55 0.0054 1.72 0.0060 1.88 0.0066 2.04 0.0072 2.20 0.0078 2.36 0.0084 2.52 0.0090 2.68 0.0096 2.84 0.0103 3.00 0.0109 3.16 0.0115 3.32 0.0122 3.48 0.0128 3.64 0.0135 3.80 0.0141 3.96 0.0148 4.12 0.0155 4.28 0.0161 4.44 0.0168 4.60 0.0175 4.76 0.0182 (CFS) Page 1 4.93 0.0189 0.05 Q 5.09 0.0196 0.05 Q 5.25 0.0203 0.05 Q 5.41 0.0210 0.05 Q 5.57 0.0218 0.05 Q 5.73 0.0225 0.06 Q 5.89 0.0232 0.06 Q 6.05 0.0240 0.06 Q 6.21 0.0247 0.06 Q 6.37 0.0255 0.06 Q 6.53 0.0263 0.06 Q 6.69 0.0270 0.06 Q 6.85 0.0278 0.06 Q 7.01 0.0286 0.06 Q 7.17 0.0294 0.06 Q 7.33 0.0302 0.06 Q 7.49 0.0310 0.06 Q 7.65 0.0319 0.06 Q 7.81 0.0327 0.06 Q 7.97 0.0336 0.06 Q 8.14 0.0344 0.07 Q 8.30 0.0353 0.07 Q 8.46 0.0362 0.07 Q 8.62 0.0371 0.07 Q 8.78 0.0380 0.07 Q 8.94 0.0389 0.07 Q 9.10 0.0398 0.07 Q 9.26 0.0408 0.07 Q 9.42 0.0417 0.07 Q 9.58 0.0427 0.07 Q 9.74 0.0437 0.08 Q 9.90 0.0447 0.08 Q 10.06 0.0457 0.08 Q 10.22 0.0468 0.08 Q 10.38 0.0478 0.08 Q 10.54 0.0489 0.08 Q 10.70 0.0500 0.08 Q 10.86 0.0511 0.08 Q 11.02 0.0523 0.09 Q 11.18 0.0534 0.09 Q 11.35 0.0546 0.09 Q 11.51 0.0558 0.09 Q 11.67 0.0571 0.09 Q 11.83 0.0583 0.10 Q 11.99 0.0596 0.10 Q 12.15 0.0610 0.11 Q 12.31 0.0626 0.13 Q 12.47 0.0644 0.13 Q 12.63 0.0662 0.14 Q 12.79 0.0680 0.14 Q 12.95 0.0699 0.14 Q 13.11 0.0718 0.15 Q 13.27 0.0738 0.15 Q 13.43 0.0759 0.16 Q 13.59 0.0780 0.16 Q 13.75 0.0802 0.17 Q 13.91 0.0824 0.18 Q 14.07 0.0848 0.18 Q 14.23 0.0873 0.19 Q 14.40 0.0898 0.20 Q 14.56 0.0926 0.21 Q 14.72 0.0954 0.22 Q 14.88 0.0985 0.24 Q 15.04 0.1017 0.26 .Q 15.20 0.1054 0.29 .Q 15.36 0.1095 0.32 .Q 15.52 0.1138 0.33 .Q 15.68 0.1184 0.38 .Q 15.84 0.1249 0.60 Q 16.00 0.1346 0.85 Q 16.16 0.1580 2.68 16.32 0.1788 0.46 .Q 16.48 0.1841 0.34 .Q 16.64 0.1881 0.27 .Q 16.80 0.1915 0.23 Q 16.96 0.1943 0.20 Q 17.12 0.1969 0.19 Q 17.28 0.1993 0.17 Q 17.44 0.2015 0.16 Q X010_I Page 2 Page 3 X010_I 17.61 0.2035 0.15 Q 17.77 0.2055 0.14 Q 17.93 0.2073 0.14 Q 18.09 0.2091 0.13 Q 18.25 0.2106 0.10 Q 18.41 0.2118 0.09 Q 18.57 0.2130 0.09 Q 18.73 0.2142 0.09 Q 18.89 0.2153 0.08 Q 19.05 0.2164 0.08 Q 19.21 0.2174 0.08 Q 19.37 0.2184 0.07 Q 19.53 0.2194 0.07 Q 19.69 0.2204 0.07 Q 19.85 0.2213 0.07 Q 20.01 0.2222 0.07 Q 20.17 0.2230 0.06 Q 20.33 0.2239 0.06 Q 20.49 0.2247 0.06 Q 20.65 0.2255 0.06 Q 20.82 0.2263 0.06 Q 20.98 0.2271 0.06 Q 21.14 0.2279 0.06 Q 21.30 0.2286 0.06 Q 21.46 0.2293 0.05 Q 21.62 0.2301 0.05 Q 21.78 0.2308 0.05 Q 21.94 0.2315 0.05 Q 22.10 0.2321 0.05 Q 22.26 0.2328 0.05 Q 22.42 0.2335 0.05 Q 22.58 0.2341 0.05 Q 22.74 0.2347 0.05 Q 22.90 0.2354 0.05 Q 23.06 0.2360 0.05 Q 23.22 0.2366 0.05 Q 23.38 0.2372 0.04 Q 23.54 0.2378 0.04 Q 23.70 0.2384 0.04 Q 23.86 0.2390 0.04 Q 24.02 0.2395 0.04 Q 24.19 0.2398 0.00 Q Page 3 Drainage J 4.11 0.0249 4.24 0.0258 4.38 0.0267 4.51 0.0277 4.65 0.0286 4.78 0.0296 4.92 0.0305 5.05 0.0315 5.19 0.0325 5.32 0.0335 5.46 0.0345 5.59 0.0355 5.73 0.0365 5.86 0.0375 6.00 0.0385 6.13 0.0396 6.27 0.0406 6.40 0.0417 6.54 0.0427 6.67 0.0438 6.81 0.0449 6.94 0.0460 7.08 0.0471 7.21 0.0482 7.35 0.0493 7.48 0.0504 7.62 0.0516 7.75 0.0527 7.89 0.0539 8.03 0.0551 8.16 0.0563 8.30 0.0575 8.43 0.0587 8.57 0.0599 8.70 0.0612 8.84 0.0624 8.97 0.0637 9.11 0.0650 9.24 0.0663 9.38 0.0676 9.51 0.0690 9.65 0.0703 9.78 0.0717 9.92 0.0731 10.05 0.0745 10.19 0.0759 10.32 0.0774 10.46 0.0789 10.59 0.0804 10.73 0.0819 10.86 0.0834 11.00 0.0850 11.13 0.0866 11.27 0.0882 11.40 0.0899 11.54 0.0915 11.67 0.0933 11.81 0.0950 11.95 0.0968 12.08 0.0987 12.22 0.1009 12.35 0.1033 12.49 0.1057 12.62 0.1082 12.76 0.1107 12.89 0.1133 13.03 0.1160 13.16 0.1187 13.30 0.1214 13.43 0.1243 13.57 0.1272 13.70 0.1302 13.84 0.1333 13.97 0.1365 14.11 0.1398 14.24 0.1433 14.38 0.1468 14.51 0.1505 14.65 0.1544 X010_G Page 2 x010_I fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 11.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 13.89 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.40 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.97 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt -0Art-0Artzn�zn�nnnnnnnn >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) 0.03 0.0000 0.26 0.0040 0.49 0.0122 0.72 0.0204 0.95 0.0287 1.18 0.0371 1.42 0.0455 1.65 0.0541 1.88 0.0627 2.11 0.0714 2.34 0.0802 2.57 0.0891 2.80 0.0981 3.04 0.1072 3.27 0.1164 3.50 0.1257 3.73 0.1351 3.96 0.1446 4.19 0.1542 4.42 0.1640 4.66 0.1739 4.89 0.1839 5.12 0.1940 5.35 0.2042 5.58 0.2146 5.81 0.2252 6.05 0.2359 6.28 0.2467 6.51 0.2577 6.74 0.2689 (CFS) 00 42 43 43 44 44 44 45 45 46 46 47 47 48 48 49 50 50 51 51 52 52 53 54 55 55 56 57 58 59 Page 1 6.97 0.2802 0.60 Q 7.20 0.2917 0.61 Q 7.43 0.3035 0.62 Q 7.67 0.3154 0.63 Q 7.90 0.3275 0.64 Q 8.13 0.3398 0.65 Q 8.36 0.3524 0.66 Q 8.59 0.3651 0.67 Q 8.82 0.3782 0.69 Q 9.05 0.3915 0.70 Q 9.29 0.4050 0.72 Q 9.52 0.4189 0.73 Q 9.75 0.4331 0.75 .Q 9.98 0.4476 0.76 .Q 10.21 0.4624 0.79 .Q 10.44 0.4776 0.80 .Q 10.68 0.4932 0.83 .Q 10.91 0.5092 0.84 .Q 11.14 0.5256 0.88 .Q 11.37 0.5426 0.89 .Q 11.60 0.5600 0.93 .Q 11.83 0.5781 0.95 .Q 12.06 0.5967 1.00 .Q 12.30 0.6183 1.26 .Q 12.53 0.6433 1.34 .Q 12.76 0.6693 1.38 .Q 12.99 0.6963 1.44 .Q 13.22 0.7243 1.48 .Q 13.45 0.7535 1.57 Q 13.68 0.7840 1.62 Q 13.92 0.8162 1.74 Q 14.15 0.8501 1.80 Q 14.38 0.8861 1.97 Q 14.61 0.9247 2.06 Q 14.84 0.9665 2.31 Q 15.07 1.0125 2.50 Q 15.31 1.0660 3.09 Q 15.54 1.1273 3.32 Q 15.77 1.2022 4.51 16.00 1.3096 6.72 16.23 1.5797 21.51 16.46 1.8188 3.49 Q 16.69 1.8786 2.76 Q 16.93 1.9258 2.18 Q 17.16 1.9646 1.88 Q 17.39 1.9987 1.68 Q 17.62 2.0293 1.53 Q 17.85 2.0574 1.41 .Q 18.08 2.0834 1.31 .Q 18.32 2.1053 0.97 .Q 18.55 2.1233 0.91 .Q 18.78 2.1403 0.86 .Q 19.01 2.1563 0.81 .Q 19.24 2.1715 0.78 .Q 19.47 2.1860 0.74 Q 19.70 2.1999 0.71 Q 19.94 2.2132 0.68 Q 20.17 2.2260 0.66 Q 20.40 2.2383 0.63 Q 20.63 2.2502 0.61 Q 20.86 2.2617 0.59 Q 21.09 2.2729 0.58 Q 21.32 2.2838 0.56 Q 21.56 2.2943 0.54 Q 21.79 2.3046 0.53 Q 22.02 2.3146 0.52 Q 22.25 2.3243 0.50 Q 22.48 2.3338 0.49 Q 22.71 2.3431 0.48 Q 22.94 2.3522 0.47 Q 23.18 2.3611 0.46 Q 23.41 2.3698 0.45 Q 23.64 2.3784 0.44 Q 23.87 2.3867 0.43 Q 24.10 2.3950 0.43 Q 24.33 2.3990 0.00 Q m X010_) Page 2 Drainage K x010_K fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 6.30 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.080 LOW LOSS FRACTION = 0.250 TIME OF CONCENTRATION(MIN.) = 11.39 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.37 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.56 >sc >san +. >n +. >RARrtArtrtA6a,+ <a,+rt nxrtnxi ;rtkArtkArt.} >rt-0 >rt#Ri.#rti,RhAfi hAfih >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) 0.05 0.0000 0.24 0.0019 0.43 0.0057 0.62 0.0096 0.81 0.0135 1.00 0.0174 1.19 0.0213 1.38 0.0253 1.57 0.0293 1.76 0.0333 1.95 0.0374 2.14 0.0415 2.33 0.0457 2.52 0.0499 2.71 0.0541 2.90 0.0583 3.09 0.0626 3.28 0.0669 3.47 0.0713 3.66 0.0757 3.85 0.0802 4.04 0.0847 4.23 0.0892 4.42 0.0938 4.61 0.0985 4.80 0.1031 4.99 0.1079 5.18 0.1127 5.37 0.1175 5.56 0.1224 (CFS) 00 24 24 25 25 25 25 25 26 26 26 26 26 27 27 27 27 28 28 28 28 29 29 29 30 30 30 31 31 31 Page 1 0.1273 0.32 Q 0.1323 0.32 Q 0.1374 0.32 Q 0.1425 0.33 Q 0.1477 0.33 Q 0.1530 0.34 Q 0.1583 0.34 Q 0.1637 0.35 Q 0.1691 0.35 Q 0.1747 0.36 Q 0.1803 0.36 Q 0.1859 0.37 Q 0.1917 0.37 Q 0.1976 0.38 Q 0.2035 0.38 Q 0.2096 0.39 Q 0.2157 0.39 Q 0.2219 0.40 Q 0.2283 0.41 Q 0.2347 0.42 Q 0.2413 0.42 Q 0.2479 0.43 Q 0.2547 0.44 Q 0.2617 0.45 Q 0.2687 0.45 Q 0.2760 0.47 Q 0.2833 0.47 Q 0.2909 0.49 Q 0.2986 0.50 Q 0.3065 0.51 .Q 0.3146 0.52 .Q 0.3229 0.54 .Q 0.3314 0.55 .Q 0.3401 0.57 .Q 0.3499 0.67 .Q 0.3611 0.76 .Q 0.3731 0.77 .Q 0.3854 0.80 .Q 0.3981 0.82 .Q 0.4113 0.86 .Q 0.4249 0.88 .Q 0.4389 0.92 .Q 0.4536 0.94 .Q 0.4688 1.00 Q 0.4847 1.03 Q 0.5015 1.11 Q 0.5192 1.15 Q 0.5380 1.25 Q 0.5582 1.31 Q 0.5803 1.51 Q 0.6050 1.64 Q 0.6329 1.92 Q 0.6630 1.92 Q 0.7018 3.04 0.7600 4.37 0.9032 13.88 1.0302 2.31 Q 1.0625 1.81 Q 1.0876 1.39 Q 1.1079 1.20 Q 1.1257 1.07 Q 1.1416 0.97 .Q 1.1563 0.90 .Q 1,1699 0.84 .Q 1.1826 0.79 .Q 1.1946 0.74 .Q 1.2048 0.56 .Q 1.2134 0.53 .Q 1.2215 0.50 .Q 1.2292 0.48 Q 1.2366 0.46 Q 1.2436 0.44 Q 1,2504 0.43 Q 1.2570 0.41 Q 1.2633 0.40 Q 1.2695 0.38 Q 1.2754 0.37 Q 1.2812 0.36 Q 1.2868 0.35 Q W, X010_K Page 2 Page 3 X010_K 20.75 1.2923 0.34 Q 20.94 1.2976 0.33 Q 21.13 1.3028 0.33 Q 21.32 1.3078 0.32 Q 21.51 1.3128 0.31 Q 21.69 1.3176 0.30 Q 21.88 1.3223 0.30 Q 22.07 1.3270 0.29 Q 22.26 1.3315 0.29 Q 22.45 1.3360 0.28 Q 22.64 1.3403 0.28 Q 22.83 1.3446 0.27 Q 23.02 1.3489 0.27 Q 23.21 1.3530 0.26 Q 23.40 1.3571 0.26 Q 23.59 1.3611 0.25 Q 23.78 1.3650 0.25 Q 23.97 1.3689 0.25 Q 24.16 1.3727 0.24 Q 24.35 -------------------------------------------------- 1.3746 0.00 Q ---------- ---------- - ----- Page 3 b) Expected Value (50% Confidence) Events Infiltration Analysis INFILTRATION RATE CALCULATION SUMMARY NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR EXPECTED VALUE EVENT Existing Condition Node A B C D E F G H I J K Total Area .349.56 135.09 63.61 14.29 97.15 5.80 1.75 6.99 1.06 11.00 6.30 (ac) Y 0.69 0.83 0.66 0.70 0.83 0.76 0.76 0.76 0.76 0.76 0.76 Ybar 0.31 0.17 0.34 0.30 0.17 0.24 0.24 0.24 0.24 0.24 0.24 Average 0.64 0.37 1.00 0.68 0.30 0.20 0.20 0.20 0.20 0.20 0.20 aP Total Fm 0.19 0.11 0.30 0.20 0.09 0.06 0.06 0.06 0.06 0.06 0.06 (in /hr) Page 1 o(8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 349.56 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.69 Fp - See Table C -2 ON -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.31 Average a, = 0.64 Pervious 0.76 0.002 32 Total Fm Iini = 0.19 OHsite Area No. Land Use Pervious- mess ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S 1, Y 1 y`q a, F, (In /hr) Fm (In /hr) Fm`A, (in /hr) 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.00 0.000 0.10 0.30 0.03 0.001 Impervious 6.81 0.019 98 0.20 0.04 0.95 0.018 2 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.45 0.000 0.10 0.30 0.03 0.000 Impervious 2.39 0.007 98 0.20 0.04 0.95 0.006 3 Single Family Residential (>10 dwellings/acre) 20 °/ 4527 A Pervious 9.05 0.026 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.008 Impervious 36.22 1 0.104 1 98 0.20 0.04 0.95 0.098 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 B Pervious 6.37 0.018 56 7.86 1.57 0.18 0.003 0.20 0.30 0.06 0.005 Impervious 25.47 0.073 98 0.20 0.04 0.95 0.069 5 Single Family Residential ( >10 dwellings/acre) 20% 26.51 0 Pervious 5.30 0.015 75 3.33 0.67 0.45 0.20 0.30 0.06 0.005 Impervious 21.21 0.061 98 0.20 0.04 0.95 6 Commercial / Industrial 10% 31.91 0 Pervious 3.19 0.009 75 3.33 0.67 0.45 0.10 0.30 0.03 0.003 Impervious 28.72 0.082 98 0.20 0.04 0.95 7 Oil Operations 100% 11.89 O Pervious 11.89 0.034 93 0.75 0.15 0.82 F0.078 1.00 0.30 0.30 0.010 Impervious 0.00 0.000 98 0.20 0.04 0.95 B Open Space /Habitat Area 100 % 16.64 A Pervious 16.64 0.048 46 11.74 2.35 0.07 1.00 0.30 0.30 0.014 Impervious 0.00 0.000 98 0.20 0.04 0.95 9 Oxbow Loop Channel t0% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 0.51 0.10 0.30 0.03 0.001 Impervious 5.90 0.017 98 0.20 0.04 0.95 Onske Area No Land Use Pervious - mess ( %) Area (ac) Sail Group up Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC 11 Low Loss Rate, Ybar Max. Loss Rate, Fm S la Yi Y� Ai ao Fp in /hr Fm in /hr Fm`Ai in /hr 1 Oil Operations / Barren Area 100% 4.78 A Pervious 4.78 0.014 78 2.82 0.56 0.51 0.007 1.00 0.30 0.30 0.004 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 2 Oil Operations / Barren Area 100% 10.98 D Pervious 10.98 0.031 93 0.75 0.15 0.82 0.026 1.00 0.30 0.30 0.009 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 3 Open Space / Habitat Area 100% 152.97 D Pervious 152.97 0.438 83 2.05 0.41 0.61 0.265 1.00 0.30 0.30 0.131 Impervious 1 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 349.56 Y = 0.69 Total Fm = 0.19 Ybar =1 -Y= 0.31 Page 2 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 135.09 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.83 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - V = 0.17 Average a, = 0.37 Pervious 0.54 0.004 75 Total Fm (ini = 0.11 Onsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm`A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 75 3.33 0.67 0.45 0.002 0.10 0.30 0.03 0.001 Impervious 4.82 0.036 98 0.20 0.04 0.95 0.034 2 Single Family Residential ( >10 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 75 3.33 0.67 0.45 0.004 0.20 0.30 0.06 0.003 Impervious 4.75 0.035 98 0.20 0.04 0.95 0.033 3 Commercial / Industrial 10% 80.09 D Pervious 8.01 0.059 75 3.33 0.67 0.45 0.027 0.10 0.30 0.03 0.018 Impervious 1 72.0 1 0.5 1 98 0.20 0.04 0.95 0.506 4 School 60% 9.91 D Pervious 5.95 0.044 75 3.33 0.67 0.45 0.020 0.60 0.30 0.18 0.013 Impervious 3.96 0.029 98 0.20 0.04 0.95 0.028 Onsite Area No. Land Use Pervious- ness I %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A I (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI Wj Al ap Fp (in/hr) Fm (in /hr) Fm`Ai (in /hr) 1 Oil Operations / Barren Area 100% 12.82 D Pervious 12.82 0.095 93 0.75 0.15 0.82 0.078 1.00 0.30 0.30 0.028 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 2 Open Space / Habitat Area 100% 20.98 D Pervious 20.98 0.155 83 2.05 0.41 0.61 0.094 1.00 0.30 0.30 0.047 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 135.09 Y = 0.83 Total Fm = 0.11 Ybar =1 -Y= 0.17 Page 3 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,.. =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 63.61 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.66 Fp - See Table C -2 CN -See Figure C -1 and C -3 Oil Operations / Barren Area Ybar = 1 - Y = 0.34 Average a, = 1.00 Pervious 17.24 0.271 93 Total Fm (ini = 0.30 Onsite Area No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) AJ (Area Frectlon) CN AMC 11 Low Loss Rate, Year Max. Loss Rate, Fm S la Y I Y'A I I ao F, Qn /hr Fm Qn /hr Fn *A, In /hr 1 Oil Operations / Barren Area 100% 17.24 U Pervious 17.24 0.271 93 0.75 0.15 0.82 0.223 1.00 0.30 0.30 0.081 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 2 Open Space / Habitat Area 100% 46.37 U Pervious 46.37 0.729 83 2.05 0.41 0.61 0.441 1.00 0.30 0.30 0.219 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 63.61 Y = 0.66 Total F, = 0.30 Ybar =1 -Y= 0.34 Page 4 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA D 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,. =anFa S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 14.29 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.70 Fp - See Table C -2 ON -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.30 Average a, = 0.68 ao Fp Fm Fm`A, Total Fm (ini = 0.20 Onsite Area Pervious- A Low Loss Rate, Ybar Max. Loss Rate, F,� No. Land Use ness Area (ac) Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S 1, Y Y'A ao Fp Fm Fm`A, (�) Fraction I (In /hr) (In/hr) (in /hr) Single Family Residential Pervious i.t4 0.079 75 3.33 0.67 0.45 0.036 020 0.30 0.06 0.024 1 >10 dwellings/acre) s /acre ( 9 ) 20% 5.68 U Impervious 4.54 0.318 98 0.20 0.04 0.95 0.301 Onsite Area Pervious - AI Low Loss Rate, Ybar Max. Loss Rate, Fm No, Land Use ness Area Sail Pervious/ Area (Area ON Fp Fm Fm`AI roup Impervious (ac) AMC II S la YI Yj Ai a, (�) Fraction) dn/hr) (in/hr) (in/hr) t'# Pery ous 8.61 0.603 83 2.05 0.41 0.61 0.365 1.00 0.30 0.30 0.181 1 Open Space /Habitat Area 100 % O Impervious 0.00 0.000 98 0.20 0.04 1 0.95 0.000 Total Area = 14.29 Y = 0.70 Total Fm = 0.20 Ybar =1 -Y= 0.30 Page 5 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA E 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,., =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 97.15 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.83 Fp - See Table C -2 ON -See Figure C -1 and C -3 Single Family Residential >10 dwellings/acre) s /acre ( 9 ) Ybar = 1 - Y = 0.17 Average a, = 0.30 Pervious 8.90 0.092 75 Total Fm (ini = 0.09 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction ) ON AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Single Family Residential >10 dwellings/acre) s /acre ( 9 ) 20% 44.48 D Pervious 8.90 0.092 75 3.33 0.67 0.042 020 0.30 0.06 0.027 Impervious 35.50 0.366 98 0.20 0.04 0.347 Pervious 3.61 0.037 75 3.33 0.67 d0.45 0.017 0.10 0.30 0.03 0.011 2 Commercial / Industrial 10 % 36.05 D Impervious 32.45 0.334 98 0.20 0.04 0.316 Pervious 16.62 0.171 83 2.05 0.41 0.104 1.00 0.30 0.30 0.051 3 Open Space / Habitat Area 100 % 16.62 D Impervious 0.00 0.000 98 0.20 0.04 0.000 Total Area = 97.15 Y = 0.83 Total Fm = 0.09 Ybar =1 -Y= 0.17 Page 6 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,. =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 5.80 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.76 Fp - See Table C -2 CN -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.24 Average a, = 0.20 ao Fp Fm F,n`A, Total Fm (iNhr) = 0.06 ORsite Area -F No. Land Use Pervious- Area (ac) Soil Group Pervious/ Impervious Area (ac) AI CN AMC II Low Loss Rate, Ybar Max. Loss Rate, F,n No. Land Use ness Area Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S 1, Y Y'A ao Fp Fm F,n`A, 21.25 4.25 0.00 0.000 0.20 0.30 0.06 Fraction Impervious 1.40 0.800 I 0.20 1 0.04 (In /hr) (In/hr) (in /hr) Single Family Residential ( %) Pervious 1.16 0.200 32 21.25 4.25 0.00 0.000 020 0.30 0.06 0.060 1 >10 dwellings/acre) s /acre ( 9 ) 20% 5.80 A Pervious 1.40 0.200 32 Impervious 4.64 0.800 98 0.20 0.04 0.95 0.758 Total Area = 5.80 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.06 Otfsite Area -G No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm $ la Yi Y,-A, ap Fs (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Single Family Residential ( >10 dwellingslacre) 20% 1 75 A Pervious 0.35 0.200 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.060 Impervious 1.40 0.800 98 0.20 1 0.04 0.95 1 0.758 Total Area = 1.75 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.06 0 ite Area -H Pervious - Ar Low Loss Rate, Ybar Max. Loss Rate, F. No. Land Use ness Area Soil Pervious/ Area (Area CN Fp F,n Fm`AI (ac) Group Impervious (ac) AMC II S la Y i V'A i a ° ( %) Fraction) iNhr iNhr in /hr Single Family Residential Pervious 1.40 0.200 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.060 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.99 A Impervious 5.59 0.800 98 0.20 0.04 0.95 0.758 Total Area = 6.99 Y = 0.76 Total Fm = 0.06 Ybar =1 -Y= 0.24 Page 7 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K Offsite Area -1 Pervious - A, Low Lass Rate, Ybar Max. Lass Rate, Fm No. Land Use ness Area Sail Pervious/ Area (Area CN Fp Fm Fm'Ai (%) (ac) Group Impervious (ac) Fraction) AMC II S la Y I Y'A I I a ° (in /hr) (in /hr) (in /hr) Single Family Residential ta Pervious 0.21 0.200 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.060 1 ( >10 dwellings /acre) 20% 1.06 A Impervious 0.85 0.800 98 0.20 0.04 0.95 0.758 Total Area = 1.06 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.06 Offsite Area -J Pervious- A Law Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Soil Pervious/ Area (Area CN Fp Fm Fm !y (%) c ) Group Impervious (ac) Fraction) AMC II S 1a Yi Y�'A, ao (in /hr) in /hr) (in Single Family Residential ta Pery ious 2.20 0.200 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.060 1 ( >10 dwellings/acre) 20 % 11.00 A Impervious 8.80 0.800 98 0.20 0.04 0.95 0.758 Total Area = 11.00 Y = 0.76 Ybar =1 -Y= 0.24 Total Fm = 0.06 Offsite Area -K Pervious- A Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Sail Pervious/ Area (Area CN Fp Fm Fm'Ai Group Impervious (ac) Fraction ) AMC II S la Y I Y I ' I A a o Qn /hr) (In /hr) (In /hr) Single Family Residential Pervious 1.26 0.200 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.060 1 >10 dwellings/acre) s /acre ( 9 ) 20 66.30 A Impervious 5.04 0.800 98 0.20 0.04 0.95 0.758 Total Area = 6.30 Y = 0.76 Total Fm = 0.06 Ybar =1 -Y= 0.24 Page 8 of 8, 4/9/2008 INFILTRATION RATE CALCULATION SUMMARY NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 2 -YEAR EXPEXTED VALUE EVENT Existing Condition Node A B C D E F G H I J K Total Area .349.56 135.09 63.61 14.29 97.15 5.80 1.75 6.99 1.06 11.00 6.30 (ac) Y 0.46 0.64 0.33 0.42 0.65 0.74 0.74 0.74 0.74 0.74 0.74 Ybar 0.54 0.36 0.67 0.58 0.35 0.26 0.26 0.26 0.26 0.26 0.26 Average 0.64 0.37 1.00 0.68 0.30 0.20 0.20 0.20 0.20 0.20 0.20 aP Total Fm 0.38 0.22 0.60 0.41 0.18 0.12 0.12 0.12 0.12 0.12 0.12 (in /hr) Page 1 o(8, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (p24 - I1 +S)P,e A, +Az +... +A,, � j F,,. =apFp S _ 1000 10 I� = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 349.56 ap - See Figure C-4 CN P24,2 -Year Storm Event for Mountainous Area (in)= 2.67 Y= 0.46 Fp - See Table C -2 ON -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.54 Average a, = 0.64 Pervious 0.76 0.002 32 Total Fm Iini = 0.36 OHsite Area No. Land Use Pervious- mess ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S 1, Y 1 y`q a, F, (In /hr) Fm (In /hr) Fm`A, (in /hr) 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.30 0.001 0.10 0.60 0.06 0.001 Impervious 6.81 0.019 98 0.20 0.04 0.85 0.017 2 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.10 0.000 0.10 0.60 0.06 0.000 Impervious 2.39 0.007 98 0.20 0.04 0.85 0.006 3 Single Family Residential (>10 dwellings/acre) 20 °/ 4527 A Pervious 9.05 0.026 32 21.25 4.25 0.30 0.008 0.20 0.60 0.12 0.016 Impervious 36.22 1 0.104 1 98 0.20 0.04 0.85 0.088 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 B Pervious 6.37 0.018 56 7.86 1.57 0.00 0.000 0.20 0.60 0.12 0.011 Impervious 25.47 0.073 98 0.20 0.04 0.85 0.062 5 Single Family Residential ( >10 dwellings/acre) 20% 26.51 0 Pervious 5.30 0.015 75 3.33 0.67 0.10 0.20 0.60 0.12 0.009 Impervious 21.21 0.061 98 0.20 0.04 0.85 6 Commercial / Industrial 10% 31.91 0 Pervious 3.19 0.009 75 3.33 0.67 0.10 0.10 0.60 0.06 0.005 Impervious 28.72 0.082 98 0.20 0.04 0.85 7 Oil Operations 100% 11.89 O Pervious 11.89 0.034 93 0.75 0.15 0.56 FOO 1.00 0.60 0.60 0.020 Impervious 0.00 0.000 98 0.20 0.04 0.85 B Open Space /Habitat Area 100 % 16.64 A Pervious 16.64 0.048 46 11.74 2.35 0.05 1.00 0.60 0.60 0.029 Impervious 0.00 0.000 98 0.20 0.04 0.85 9 Oxbow Loop Channel t0% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 0.14 0.10 0.60 0.06 0.001 Impervious 5.90 0.017 98 0.20 0.04 0.85 Onske Area No Land Use Pervious - mess ( %) Area (ac) Sail Group up Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC 11 Low Loss Rate, Ybar Max. Loss Rate, Fm S la Yi Y� Ai ao Fp in /hr Fm in /hr Fin-A, in /hr 1 Oil Operations / Barren Area 100% 4.78 A Pervious 4.78 0.014 78 2.82 0.56 0.14 0.002 1.00 0.60 0.60 0.008 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 2 Oil Operations / Barren Area 100% 10.98 D Pervious 10.98 0.031 93 0.75 0.15 0.56 0.018 1.00 0.60 0.60 0.019 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 3 Open Space / Habitat Area 100% 152.97 D Pervious 152.97 0.438 83 2.05 0.41 0.24 0.104 1.00 0.60 0.60 0.263 Impervious 1 0.00 0.000 98 0.20 0.04 0.85 0.000 Total Area = 349.56 Y = 0.46 Total Fm = 0.38 Ybar =1 -Y= 0.54 Page 2 of 8, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (p24 - I1 +S)P,e A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I„ = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 135.09 ap - See Figure C-4 CN P24,2 -Year Storm Event for Mountainous Area (in)= 2.67 Y= 0.64 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.36 Average a, = 0.37 Pervious 0.54 0.004 75 Total Fm (ini = 0.22 Onsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 75 3.33 0.67 0.10 0.000 0.10 0.60 0.06 0.002 Impervious 4.82 0.036 98 0.20 0.04 0.85 0.030 2 Single Family Residential (>10 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 75 3.33 0.67 0.10 0.001 0.20 0.60 0.12 0.005 Impervious 4.75 0.035 98 0.20 0.04 0.85 0.030 3 Commercial / Industrial 10% 80.09 D Pervious 8.01 0.059 75 3.33 0.67 0.10 0.006 0.10 0.60 0.06 0.036 Impervious 1 72.0 1 0.5 1 98 0.20 0.04 0.85 0.452 4 School 60% 9.91 D Pervious 5.95 0.044 75 3.33 0.67 0.10 0.004 0.60 0.60 0.36 0.026 Impervious 3.96 0.029 98 0.20 0.04 0.85 0.025 Onsite Area No. Land Use Pervious- ness ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A I (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI Wj Al ap F, (in /hr) % (in /hr) Fm Ai (in /hr) 1 Oil Operations / Barren Area 100% 12.82 D Pervious 12.82 0.095 93 0.75 0.15 0.56 0.054 1.00 0.60 0.60 0.057 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 2 Open Space / Habitat Area 100% 20.98 D Pervious 20.98 0.155 83 2.05 0.41 0.24 0.037 1.00 0.60 0.60 0.093 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 Total Area = 135.09 Y = 0.64 Total Fm = 0.22 Ybar =1 -Y= 0.36 Page 3 of 8, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET NEWPORT BANNING RANCH PROJECT - EXISTING CONDITION 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (p24 - I1 +S)P,e A, +Az +... +A,, � j F,.. =apFp S _ 1000 10 I� = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (so) = 63.61 ap - See Figure C-4 CN P24,2 -Year Storm Event for Mountainous Area (in)= 2.67 Y= 0.33 Fp - See Table C -2 CN -See Figure C -1 and C -3 Oil Operations / Barren Area Ybar = 1 - Y = 0.67 Average a, = 1.00 Pervious 17.24 0.271 93 Total Fm (ini = 0.60 Onsite Area No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) AJ (Area Frectlon) CN AMC 11 Low Loss Rate, Year Max. Loss Rate, Fm S la Y I Y'A I I ao F, Qn /hr Fm Qn /hr Fn`A, In /hr 1 Oil Operations / Barren Area 100% 17.24 U Pervious 17.24 0.271 93 0.75 0.15 0.56 0.153 1.00 0.60 0.60 0.163 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 2 Open Space / Habitat Area 100% 46.37 U Pervious 46.37 0.729 83 2.05 0.41 0.24 0.174 1.00 0.60 0.60 0.437 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 Total Area = 63.61 Y = 0.33 Total F, = 0.60 Ybar =1 -Y= 0.67 Page 4 of 8, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA D 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (p24 - I1 +S)P,e A, +Az +... +A,, � j F,,. =anFa S _ 1000 10 I„ = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 14.29 ap - See Figure C-4 CN P24,2 -Year Storm Event for Mountainous Area (in)= 2.67 Y= 0.42 Fp - See Table C -2 ON -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.58 Average a, = 0.68 ao Fp Fm Fm`A, Total Fm (ini = 0.41 Onsite Area Pervious- A Low Loss Rate, Ybar Max. Loss Rate, F,� No. Land Use ness Area (ac) Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S 1, Y Y'A ao Fp Fm Fm`A, (�) Fraction i (in /hr) (in/hr) (in /hr) Single Family Residential Pervious i.t4 0.079 75 3.33 0.67 0.10 0.008 020 0.60 0.12 0.048 1 >10 dwellings/acre) s /acre ( 9 ) 20% 5.68 U Impervious 4.54 0.318 98 0.20 0.04 0.85 0.269 Onsite Area Pervious - Ai Low Loss Rate, Ybar Max. Loss Rate, Fm No, Land Use ness Area Sail Pervious/ Area (Area ON Fp Fm Fm`Ai roup Impervious (ac) AMC II S la Yi Yj Ai a, (�) Fraction) dn/hr) (in/hr) (in/hr) t'# Pervous 8.61 0.603 83 2.05 0.41 0.24 0.144 1.00 0.60 0.60 0.362 1 Open Space / Habitat Area 100 % D Impervious 0.00 0.000 98 0.20 0.04 1 0.85 0.000 Total Area = 14.29 Y = 0.42 Total F, = 0.41 Ybar =1 -Y= 0.58 Page 5 of 8, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA E 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (p24 - I1 +S)P,e A, +Az +... +A,, � j F,., =apFp S _ 1000 10 I„ = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 97.15 ap - See Figure C-4 CN P24,2 -Year Storm Event for Mountainous Area (in)= 2.67 Y= 0.65 Fp - See Table C -2 ON -See Figure C -1 and C -3 Single Family Residential >10 dwellings/acre) s /acre ( 9 ) Ybar = 1 - Y = 0.35 Average a, = 0.30 Pervious 8.90 0.092 75 Total Fm (ini = 0.18 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction ) ON AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y'A i i ao F, (in /hr) Fm (in /hr) Fm'A, (in /hr) 1 Single Family Residential >10 dwellings/acre) s /acre ( 9 ) 20% 44.48 D Pervious 8.90 0.092 75 3.33 0.67 0.009 020 0.60 0.12 0.055 Impervious 35.50 0.366 98 0.20 0.04 0.310 Pervious 3.61 0.037 75 3.33 0.67 d0.24 0.004 0.10 0.60 0.06 0.022 2 Commercial / Industrial 10% 36.05 D Impervious 32.45 0.334 98 0.20 0.04 0.283 Pervious 16.62 0.171 83 2.05 0.41 0.041 1.00 0.60 0.60 0.103 3 Open Space /Habitat Area 100 % 16.62 D Impervious 0.00 0.000 98 0.20 0.04 0.000 Total Area = 97.15 Y = 0.65 Total Fm = 0.18 Ybar =1 -Y= 0.35 Page 6 of 8, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (p24 - I1 +S)P,e A, +Az +... +A,, � j F,,. =apFp S _ 1000 10 I„ = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 5.60 ap - See Figure C-4 CN P24,2 -Year Storm Event for Mountainous Area (in)= 2.67 Y= 0.74 Fp - See Table C -2 CN -See Figure C -1 and C -3 S Ybar = 1 - Y = 0.26 Average a, = 0.20 ao Fp Fm F,n`A, Total Fm (iNhr) = 0.12 ORsite Area -F No. Land Use Pervious- Area (ac) Soil Group Pervious/ Impervious Area (ac) AI CN AMC II Low Loss Rate, Ybar Max. Loss Rate, F,n No. Land Use ness Area Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S 1, Y Y'A ao Fp Fm F,n`A, 21.25 4.25 0.30 0.060 0.20 0.60 0.12 Fraction Impervious 1.40 0.800 I 0.20 1 0.04 (In /hr) (In/hr) (in /hr) Single Family Residential ( %) Pervious 1.16 0.200 32 21.25 4.25 0.30 0.060 020 0.60 0.12 0.120 1 >10 dwellings/acre) s /acre ( 9 ) 20% 5.80 A Pervious 1.40 0.200 32 Impervious 4.64 0.800 98 0.20 0.04 0.85 0.678 Total Area = 5.80 Y = 0.74 Ybar =1 -Y= 0.26 Total Fm = 0.12 OHsite Area -G No. Land Use Pervious- ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm $ la Yi Y,-A, ap Fs (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Single Family Residential ( >10 dwellingslacre) 20% 1 75 A Pervious 0.35 0.200 32 21.25 4.25 0.30 0.060 0.20 0.60 0.12 0.120 Impervious 1.40 0.800 98 0.20 1 0.04 0.85 1 0.678 Total Area = 1.75 Y = 0.74 Ybar =1 -Y= 0.26 Total Fm = 0.12 0 ite Area -H Pervious - Ar Low Loss Rate, Ybar Max. Loss Rate, F. No. Land Use ness Area Soil Pervious/ Area (Area CN Fp F,n Fm`AI (ac) Group Impervious (ac) AMC II S la Y i V'A i a ° ( %) Fraction) iNhr iNhr in /hr Single Family Residential Pervious 1.40 0.200 32 21.25 4.25 0.30 0.060 0.20 0.60 0.12 0.120 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.99 A Impervious 5.59 0.800 98 0.20 0.04 0.85 0.678 Total Area = 6.99 Y = 0.74 Total Fm = 0.12 Ybar =1 -Y= 0.26 Page 7 of 8, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA F to K Offsite Area -1 Pervious - A, Low Lass Rate, Ybar Max. Lass Rate, Fm No. Land Use mess Area (ac) Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S la Y Y'A I a Fp Fm Fm'Ai (%) c ) Group Impervious (ac) Fraction) AMC II S 1a I I ° (in /hr) (in /hr) (in /hr) Single Family Residential ta Pervious 0.21 0.200 32 21.25 4.25 0.30 0.060 0.20 0.60 0.12 0.120 1 ( >10 dwellings /acre) 20% 1.06 A Impervious 0.85 0.800 98 0.20 0.04 0.85 0.678 Total Area = 1.06 Y = 0.74 Ybar =1 -Y= 0.26 Total Fm = 0.12 Offsite Area -J Pervicus- A Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use mess Area Soil Pervious/ Area (Area CN S la Y Y ' A a Fp Fm Fm !y (%) c ) Group Impervious (ac) Fraction) AMC II S 1a Yi Y�'Ai ao (im /hr) (im /hr) (im /hr) Single Family Residential ta Pery ious 2.20 0.200 32 21.25 4.25 0.30 0.060 0.20 0.60 0.12 0.120 1 ( >10 dwellingslacre) 20% 11.00 A Impervious 8.80 0.800 98 0.20 0.04 0.85 0.678 Total Area = 11.00 Y = 0.74 Ybar =1 -Y= 0.26 Total Fm = 0.12 Offsite Area A Pervious- A Low Loss Rate, Ybar Max. Loss Rate, Fm No. Land Use ness Area Sail Group Pervious/ Impervious Area (ac) (Area CN AMC II S la Y Y ' A a Fp Fm Fm'Ai Fraction ) I I I o Qn /hr) (In /hr) (In /hr) Single Family Residential Pervious 1.26 0.200 32 21.25 4.25 0.30 0.060 0.20 0.60 0.12 0.120 1 >10 dwellings/acre) s /acre ( 9 ) 20% 6.30 A Impervious 5.04 0.800 98 0.20 0.04 0.85 0.678 Total Area = 6.30 Y = 0.74 Total Fm = 0.12 Ybar =1 -Y= 0.26 Page 8 of 8, 41912008 EV 100 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 349.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.190 LOW LOSS FRACTION = 0.310 TIME OF CONCENTRATION(MIN.) = 26.83 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 85.15 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 45.66 TIME VOLUME Q 0. 132.5 265.0 397.5 530.0 (HOURS) (AF) (CFS) 0.35 0.2143 14.85 Q 0.80 0.7659 15.00 .Q 1.24 1.3273 15.38 .Q 1.69 1.8992 15.57 Q 2.14 2.4824 15.99 .Q 2.59 3.0772 16.21 .Q 3.03 3.6846 16.66 .Q 3.48 4.3050 16.91 .Q 3.93 4.9393 17.42 .Q 4.37 5.5881 17.69 .Q 4.82 6.2527 18.27 .Q 5.27 6.9337 18.58 .Q 5.72 7.6325 19.24 .Q 6.16 8.3501 19.59 .Q 6.61 9.0881 20.35 Q 7.06 9.8478 20.76 .Q 7.50 10.6313 21.64 .Q 7.95 11.4400 22.12 .Q 8.40 12.2770 23.17 .Q 8.85 13.1439 23.74 Q 9.29 14.0448 25.01 .Q 9.74 14.9820 25.71 .Q 10.19 15.9612 27.28 4 10.63 16.9857 28.16 Q 11.08 18.0635 30.17 Q 11.53 19.1997 31.32 Q 11.98 20.4067 34.00 Q 12.42 21.7820 40.43 Q 12.87 23.4758 51.23 Q 13.32 25.4148 53.70 Q 13.76 27.5143 59.92 Q 14.21 29.8031 63.94 Q 14.66 32.3565 74.24 Q 15.11 35.2530 82.52 Q 15.55 38.7797 108.34 Q . 16.00 43.2090 131.37 Q. 16.45 55.3085 523.44 Q. 16.89 66.7217 94.23 Q 17.34 69.7241 68.25 Q 17.79 72.0304 56.56 Q 18.24 73.9822 49.06 Q 18.68 75.4910 32.59 Q 19.13 76.6313 29.12 Q 19.58 77.6584 26.47 Q 20.02 78.5975 24.36 Q 20.47 79.4658 22.63 .Q 20.92 80.2755 21.19 .Q 21.37 81.0359 19.96 .Q 21.81 81.7540 18.90 .Q 22.26 82.4355 17.98 .Q 22.71 83.0847 17.16 .Q 23.15 83.7054 16.43 .Q 23.60 84.3006 15.78 .Q 24.05 84.8727 15.19 .Q 24.50 85.1534 0.00 Q Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 135.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.110 LOW LOSS FRACTION = 0.170 TIME OF CONCENTRATION(MIN.) = 30.93 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 38.51 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 12.04 TIME VOLUME Q 0. 50.0 100.0 150.0 200.0 (HOURS) (AF) (CFS) 0.02 0.0000 0.00 Q 0.53 0.1470 6.90 Q 1.05 0.4448 7.08 .Q 1.57 0.7485 7.18 .Q 2.08 1.0591 7.40 .Q 2.60 1.3767 7.51 .Q 3.11 1.7021 7.76 .Q 3.63 2.0355 7.89 .Q 4.14 2.3776 8.17 .Q 4.66 2.7289 8.32 •Q 5.17 3.0902 8.64 .Q 5.69 3.4621 8.82 .Q 6.21 3.8456 9.19 Q 6.72 4.2416 9.39 Q 7.24 4.6513 9.84 .Q 7.75 5.0757 10.08 Q 8.27 5.5168 10.62 Q 8.78 5.9756 10.92 Q 9.30 6.4550 11.58 Q 9.81 6.9565 11.96 Q 10.33 7.4842 12.81 Q 10.85 8.0404 13.30 Q 11.36 8.6313 14.44 Q 11.88 9.2608 15.11 Q 12.39 10.0127 20.19 Q 12.91 10.9368 23.19 Q 13.42 11.9820 25.88 Q 13.94 13.1215 27.61 Q 14.45 14.3936 32.11 Q 14.97 15.8359 35.60 Q 15.48 17.6302 48.63 16.00 19.8591 56.01 16.52 25.1924 194.37 17.03 30.1989 40.66 Q 17.55 31.6986 29.74 Q 18.06 32.8525 24.43 Q 18.58 33.7109 15.87 Q 19.09 34.3437 13.84 Q 19.61 34.9020 12.37 Q 20.12 35.4048 11.24 Q 20.64 35.8646 10.34 Q 21.16 36.2896 9.61 .Q 21.67 36.6860 9.00 .Q 22.19 37.0583 8.48 Q 22.70 37.4099 8.03 Q 23.22 37.7435 7.63 .Q 23.73 38.0613 7.29 .Q 24.25 38.3652 6.98 .Q 24.76 -------------- 38.5138 --- -- --- 0.00 --- ---- Q -- -- - - - - -- N A 4 . Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 63.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.300 LOW LOSS FRACTION = 0.340 TIME OF CONCENTRATION(MIN.) = 18.32 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 14.74 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 9.06 **#***#*******************#***#*********#**** * * * * * * * * * # * * * * * * * # * * * # * * * * * * * #* TIME VOLUME Q 0. 30.0 60.0 90.0 120.0 (HOURS) (AF) (CFS) 0.12 0.0000 0.00 Q 0.43 0.0328 2.60 Q 0.73 0.0986 2.62 Q 1.04 0.1652 2.66 Q 1.34 0.2327 2.69 Q 1.65 0.3011 2.73 Q 1.95 0.3704 2.76 Q 2.26 0.4407 2.81 Q 2.57 0.5119 2.84 Q 2.87 0.5841 2.89 Q 3.18 0.6574 2.92 Q 3.48 0.7318. 2.98 Q 3.79 0.8074 3.01 .Q 4.09 0.8841 3.07 .Q 4.40 0.9621 3.11 .Q 4.70 1.0413 3.18 .Q 5.01 1.1219 3.21 .Q 5.31 1.2039 3.29 .Q 5.62 1.2874 3.33 .Q 5.92 1.3724 3.41 .Q 6.23 1.4590 3.45 Q 6.53 1.5473 3.55 Q 6.84 1.6374 3.59 Q 7.15 1.7294 3.70 .Q 7.45 1.8233 3.75 .Q 7.76 1.9194 3.86 .Q 8.0.6 2.0176 3.92 .Q 8.37 2.1183 4.05 .Q 8.67 2.2214 4.12 .Q 8.98 2.3272 4.27 .Q 9.28 2.4359 4.35 .Q 9.59 2.5477 4.51 .Q 9.89 2.6627 4.60 Q 10.20 2.7813 4.80 .Q 10.50 2.9038 4.91 .Q 10.81 3.0306 5.14 .Q 11.11 3.1618 5.27 .Q 11.42 3.2983 5.55 .Q 11.73 3.4402 5.70 .Q 12.03 3.5885 6.05 Q 12.34 3.7602 7.56 Q 12.64 3.9658 8.74 Q 12.95 4.1898 9.01 Q 13.25 4.4250 9.63 Q 13.56 4.6726 10.00 Q 13.86 4.9358 10.86 Q 14.17 5.2165 11.39 Q 14.47 5.5185 12.55 Q 14.78 5.8460 13.40 Q 15.08 6.2142 15.78 Q 15.39 6.6345 17.54 Q 15.69 7.1167 20.68 Q 16.00 7.7531 29.75 Q. 16.31 9.5733 114.52 Q . 16.61 11.2598 19.14 Q 16.92 11.6836 14.45 Q 17.22 12.0157 11.87 Q 17.53 12.2966 10.40 Q 17.83 12.5453 9.31 Q 18.14 12.7698 8.49 Q 18.44 12.9510 5.87 .Q 18.75 13.0932 5.40 .Q 19.05 13.2247 5.02 .Q 19.36 13.3473 4.70 .Q 19.66 13.4625 4.43 .Q 19.97 13.5712 4.19 .Q 20.27 13.6744 3.99 .Q 20.58 13.7728 3.81 Q 20.89 13.8668 3.64 Q 21.19 13.9569 3.50 Q 21.50 14.0435 3.37 Q 21.80 14.1270 3.25 .Q 22.11 14.2076 3.14 .Q 22.41 14.2856 3.04 .Q 22.72 14.3612 2.95 Q 23.02 14.4345 2.86 Q 23.33 14.5057 2.78 Q 23.63 14.5751 2.71 Q 23.94 14.6426 2.64 Q 24.24 14.7084 2.58 Q 24.55 14.7410 0.00 Q Drainage D X100EV_D fli tY[ fli tYe RY: 9 RY: 9 R rt rt h rt rt h rt# il ## ie # R R 4 rt rt 4 rt R ie rt R R rt R Yt fk rt Yt fk rt R R Ye R RY[ R k R G k R G k Afr u Afr u RY: 4 RY: 4 R fT rt 4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2007 Advanced Engineering Software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1.355 Analysis prepared by: 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrtfe> rtYe> rtrtRrtrtRrtkrtrtGrtrtkYe9rtYe9rtrt GYeAGYeArtY :GrtY:Grt >RYe >RYekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 14.29 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.200 LOW LOSS FRACTION = 0.300 TIME OF CONCENTRATION(MIN.) = 10.60 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 3.51 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.83 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44RrtkArt k' krt-0> rta> rt# Ri.#Ri.RhAkhAfih > < + > < + >sn >sn > *krt TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) 0.10 0.0000 0.28 0.0045 0.45 0.0135 0.63 0.0226 0.81 0.0318 0.98 0.0410 1.16 0.0503 1.34 0.0597 1.51 0.0692 1.69 0.0787 1.87 0.0883 2.04 0.0979 2.22 0.1077 2.40 0.1175 2.57 0.1274 2.75 0.1374 2.93 0.1475 3.10 0.1576 3.28 0.1678 3.46 0.1782 3.63 0.1886 3.81 0.1991 3.99 0.2097 4.16 0.2205 4.34 0.2313 4.52 0.2422 4.69 0.2532 4.87 0.2643 5.05 0.2756 5.22 0.2869 (CFS) 00 62 62 63 63 64 64 65 65 66 66 67 67 68 68 69 69 70 70 71 72 72 73 74 74 75 76 77 77 78 Page 1 40 0.2984 0.79 Q 58 0.3100 0.80 Q 75 0.3217 0.81 Q 93 0.3336 0.82 Q 11 0.3456 0.82 Q 28 0.3577 0.84 Q 46 0.3699 0.84 Q 64 0.3823 0.86 Q 81 0.3949 0.86 Q 99 0.4076 0.88 Q 17 0.4204 0.88 Q 34 0.4334 0.90 Q 52 0.4466 0.91 Q 70 0.4599 0.92 Q 87 0.4735 0.93 Q 05 0.4872 0.95 Q 23 0.5011 0.96 Q 40 0.5152 0.98 Q 58 0.5295 0.99 Q 76 0.5440 1.00 .Q 93 0.5588 1.02 .Q 11 0.5738 1.04 .Q 29 0.5890 1.05 .Q 46 0.6045 1.07 .Q 64 0.6202 1.08 .Q 82 0.6362 1.11 .Q 99 0.6525 1.12 .Q 17 0.6691 1.15 .Q 35 0.6860 1.17 .Q 52 0.7033 1.20 .Q 70 0.7209 1.21 .Q 88 0.7388 1.25 .Q 05 0.7572 1.27 .Q 23 0.7759 1.30 .Q 41 0.7951 1.32 .Q 58 0.8147 1.37 .Q 76 0.8349 1.39 .Q 94 0.8555 1.44 .Q 11 0.8768 1.47 .Q 29 0.9021 2.01 Q 47 0.9316 2.04 Q 64 0.9619 2.11 Q 82 0.9930 2.15 Q 00 1.0249 2.23 Q 17 1.0578 2.27 Q 35 1.0918 2.37 Q 53 1.1268 2.43 Q 70 1.1631 2.55 Q 88 1.2008 2.61 Q 06 1.2400 2.76 Q 23 1.2808 2.81 Q 41 1.3233 3.01 Q 59 1.3681 3.13 Q 76 1.4157 3.40 Q 94 1.4666 3.57 Q 12 1.5217 3.98 Q 29 1.5818 4.25 Q 47 1.6458 4.50 Q 65 1.7136 4.79 Q 82 1.8054 7.78 00 1.9467 11.57 18 2.3069 37.76 35 2.6232 5.57 Q 53 2.6974 4.59 Q 71 2.7583 3.76 Q 88 2.8095 3.25 Q 06 2.8545 2.91 Q 24 2.8953 2.69 Q 41 2.9331 2.48 Q 59 2.9682 2.32 Q 77 3.0011 2.19 Q 94 3.0322 2.07 Q 12 3.0616 1.96 .Q 30 3.0862 1.41 .Q 47 3.1064 1.35 .Q 65 3.1256 1.28 .Q 83 3.1439 1.23 .Q 00 3.1615 1.18 .Q 18 3.1785 1.14 .Q X100EV_D Page 2 Page 3 X100EV_D 19.36 3.1948 1.10 .Q 19.53 3.2105 1.06 .Q 19.71 3.2257 1.03 .Q 19.89 3.2405 0.99 Q 20.06 3.2548 0.97 Q 20.24 3.2687 0.94 Q 20.42 3.2822 0.91 Q 20.59 3.2954 0.89 Q 20.77 3.3083 0.87 Q 20.95 3.3208 0.85 Q 21.12 3.3331 0.83 Q 21.30 3.3450 0.81 Q 21.48 3.3568 0.79 Q 21.65 3.3682 0.78 Q 21.83 3.3795 0.76 Q 22.01 3.3905 0.75 Q 22.18 3.4013 0.73 Q 22.36 3.4119 0.72 Q 22.54 3.4224 0.71 Q 22.71 3.4326 0.70 Q 22.89 3.4427 0.68 Q 23.07 3.4526 0.67 Q 23.24 3.4623 0.66 Q 23.42 3.4719 0.65 Q 23.60 3.4814 0.64 Q 23.77 3.4907 0.63 Q 23.95 3.4998 0.62 Q 24.13 3.5089 0.61 Q 24.30 -------------------------------------------------- 3.5134 0.00 Q ---------- ---------- ------ Page 3 Drainage E X100EV_E SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 97.20 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.090 LOW LOSS FRACTION = 0.170 TIME OF CONCENTRATION(MIN.) = 27.94 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 27.80 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.57 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr4f} tr4u* trf}* tr4tr44tr44kf }tr4f}tr43trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 40.0 80.0 120.0 160.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.17 0.0000 0.00 Q 0.63 0.0964 5.01 .Q 1.10 0.2906 5.08 .Q 1.56 0.4885 5.21 .Q 2.03 0.6904 5.28 .Q 2.50 0.8966 5.43 .Q 2.96 1.1071 5.51 .Q 3.43 1.3224 5.68 .Q 3.89 1.5427 5.77 .Q 4.36 1.7682 5.96 .Q 4.82 1.9994 6.06 .Q 5.29 2.2366 6.27 .Q 5.76 2.4801 6.39 .Q 6.22 2.7306 6.63 .Q 6.69 2.9885 6.77 .Q 7.15 3.2544 7.05 .Q 7.62 3.5289 7.21 .Q 8.08 3.8130 7.55 .Q 8.55 4.1072 7.74 .Q 9.01 4.4130 8.15 Q 9.48 4.7311 8.38 Q 9.95 5.0635 8.89 Q 10.41 5.4112 9.18 Q 10.88 5.7770 9.83 Q 11.34 6.1627 10.21 Q 11.81 6.5724 11.08 Q 12.27 7.0088 11.60 Q 12.74 7.5548 16.78 Q 13.21 8.2161 17.59 Q 13.67 8.9322 19.62 Q 14.14 9.7127 20.94 Q Page 1 Page 2 X100EV_E 14.60 10.5834 24.31 Q 15.07 11.5710 27.02 Q 15.53 12.7835 35.99 Q . 16.00 14.3149 43.59 Q 16.47 18.0517 150.60 Q 16.93 21.5433 30.85 Q 17.40 22.5685 22.43 Q 17.86 23.3565 18.52 Q 18.33 24.0136 15.62 Q 18.79 24.5186 10.62 Q 19.26 24.9056 9.49 Q 19.73 25.2542 8.63 Q 20.19 25.5730 7.94 .Q 20.66 25.8677 7.38 .Q 21.12 26.1425 6.91 .Q 21.59 26.4006 6.51 .Q 22.05 26.6444 6.16 .Q 22.52 26.8757 5.86 .Q 22.98 27.0960 5.59 .Q 23.45 27.3067 5.36 .Q 23.92 27.5087 5.14 .Q 24.38 27.7032 4.96 .Q 24.85 -------------------------- 27.7987 0.00 ------------------------ Q ---------- ---------- - ----- Page 2 Drainage F X100EV_F SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 5.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 7.97 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.60 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.57 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr4f} trxtrtrf}* tr4tr44tr444f }tr4 #tr43trx3tr *trrt3trrt3trrttr4 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) --- ------------ --- ---_ - -_ _--_------------------------------- 0.06 0.0000 0.00 Q 0.19 0.0015 0.27 Q 0.33 0.0045 0.27 Q 0.46 0.0075 0.27 Q 0.59 0.0105 0.28 Q 0.72 0.0135 0.28 Q 0.86 0.0166 0.28 Q 0.99 0.0196 0.28 Q 1.12 0.0227 0.28 Q 1.26 0.0258 0.28 Q 1.39 0.0290 0.28 Q 1.52 0.0321 0.29 Q 1.65 0.0352 0.29 Q 1.79 0.0384 0.29 Q 1.92 0.0416 0.29 Q 2.05 0.0448 0.29 Q 2.19 0.0481 0.29 Q 2.32 0.0513 0.30 Q 2.45 0.0546 0.30 Q 2.58 0.0579 0.30 Q 2.72 0.0612 0.30 Q 2.85 0.0645 0.30 Q 2.98 0.0679 0.31 Q 3.12 0.0712 0.31 Q 3.25 0.0746 0.31 Q 3.38 0.0781 0.31 Q 3.51 0.0815 0.31 Q 3.65 0.0850 0.32 Q 3.78 0.0885 0.32 Q 3.91 0.0920 0.32 Q 4.05 0.0955 0.32 Q Page 1 4.18 0.0991 0.33 Q 4.31 0.1027 0.33 Q 4.44 0.1063 0.33 Q 4.58 0.1099 0.33 Q 4.71 0.1136 0.34 Q 4.84 0.1173 0.34 Q 4.97 0.1210 0.34 Q 5.11 0.1248 0.34 Q 5.24 0.1285 0.35 Q 5.37 0.1324 0.35 Q 5.51 0.1362 0.35 Q 5.64 0.1401 0.35 Q 5.77 0.1440 0.36 Q 5.90 0.1479 0.36 Q 6.04 0.1519 0.36 Q 6.17 0.1559 0.37 Q 6.30 0.1599 0.37 Q 6.44 0.1640 0.37 Q 6.57 0.1681 0.38 Q 6.70 0.1722 0.38 Q 6.83 0.1764 0.38 Q 6.97 0.1806 0.39 Q 7.10 0.1849 0.39 Q 7.23 0.1892 0.39 Q 7.37 0.1935 0.40 Q 7.50 0.1979 0.40 Q 7.63 0.2023 0.41 Q 7.76 0.2068 0.41 Q 7.90 0.2113 0.41 Q 8.03 0.2158 0.42 Q 8.16 0.2204 0.42 Q 8.30 0.2251 0.43 Q 8.43 0.2298 0.43 Q 8.56 0.2345 0.43 Q 8.69 0.2394 0.44 Q 8.83 0.2442 0.44 Q 8.96 0.2491 0.45 Q 9.09 0.2541 0.46 Q 9.23 0.2592 0.46 Q 9.36 0.2643 0.47 Q 9.49 0.2694 0.47 Q 9.62 0.2747 0.48 Q 9.76 0.2800 0.49 Q 9.89 0.2854 0.49 Q 10.02 0.2908 0.50 .Q 10.16 0.2963 0.51 .Q 10.29 0.3019 0.52 .Q 10.42 0.3076 0.52 .Q 10.55 0.3134 0.53 .Q 10.69 0.3192 0.54 .Q 10.82 0.3252 0.55 .Q 10.95 0.3312 0.55 .Q 11.09 0.3374 0.57 .Q 11.22 0.3436 0.57 .Q 11.35 0.3500 0.59 .Q 11.48 0.3565 0.59 .Q 11.62 0.3631 0.61 .Q 11.75 0.3698 0.62 .Q 11.88 0.3766 0.63 .Q 12.02 0.3836 0.64 .Q 12.15 0.3919 0.87 .Q 12.28 0.4015 0.88 .Q 12.41 0.4113 0.90 .Q 12.55 0.4213 0.91 .Q 12.68 0.4315 0.94 .Q 12.81 0.4418 0.95 .Q 12.94 0.4524 0.98 .Q 13.08 0.4633 0.99 .Q 13.21 0.4744 1.04 Q 13.34 0.4859 1.06 Q 13.48 0.4978 1.10 Q 13.61 0.5100 1.13 Q 13.74 0.5227 1.19 Q 13.87 0.5359 1.22 Q 14.01 0.5496 1.28 Q 14.14 0.5638 1.31 Q 14.27 0.5785 1.38 Q 14.41 0.5939 1.42 Q 14.54 0.6101 1.52 Q X100EV_P Page 2 Page 3 X100EV_F 14.67 0.6271 1.58 Q 14.80 0.6452 1.71 Q 14.94 0.6644 1.79 Q 15.07 0.6851 1.98 Q 15.20 0.7074 2.09 Q 15.34 0.7319 2.37 Q 15.47 0.7576 2.32 Q 15.60 0.7846 2.61 Q 15.73 0.8153 2.98 Q 15.87 0.8574 4.68 Q. 16.00 0.9184 6.43 Q 16.13 1.0576 18.93 Q 16.27 1.1820 3.74 Q 16.40 1.2153 2.33 Q 16.53 1.2402 2.22 Q 16.66 1.2627 1.88 Q 16.80 1.2820 1.64 Q 16.93 1.2991 1.47 Q 17.06 1.3145 1.34 Q 17.20 1.3287 1.25 Q 17.33 1.3419 1.16 Q 17.46 1.3542 1.08 Q 17.59 1.3657 1.01 Q 17.73 1.3766 0.96 .Q 17.86 1.3869 0.93 .Q 17.99 1.3969 0.89 .Q 18.13 1.4056 0.69 .Q 18.26 1.4128 0.62 .Q 18.39 1.4195 0.60 .Q 18.52 1.4260 0.58 .Q 18.66 1.4322 0.56 .Q 18.79 1.4383 0.54 .Q 18.92 1.4441 0.53 .Q 19.06 1.4498 0.51 .Q 19.19 1.4553 0.50 Q 19.32 1.4607 0.48 Q 19.45 1.4659 0.47 Q 19.59 1.4710 0.46 Q 19.72 1.4760 0.45 Q 19.85 1.4809 0.44 Q 19.98 1.4856 0.43 Q 20.12 1.4903 0.42 Q 20.25 1.4949 0.41 Q 20.38 1.4993 0.40 Q 20.52 1.5037 0.39 Q 20.65 1.5080 0.39 Q 20.78 1.5122 0.38 Q 20.91 1.5164 0.37 Q 21.05 1.5204 0.37 Q 21.18 1.5244 0.36 Q 21.31 1.5284 0.36 Q 21.45 1.5322 0.35 Q 21.58 1.5360 0.34 Q 21.71 1.5398 0.34 Q 21.84 1.5435 0.33 Q 21.98 1.5471 0.33 Q 22.11 1.5507 0.32 Q 22.24 1.5543 0.32 Q 22.38 1.5577 0.32 Q 22.51 1.5612 0.31 Q 22.64 1.5646 0.31 Q 22.77 1.5679 0.30 Q 22.91 1.5713 0.30 Q 23.04 1.5745 0.30 Q 23.17 1.5778 0.29 Q 23.31 1.5810 0.29 Q 23.44 1.5841 0.29 Q 23.57 1.5872 0.28 Q 23.70 1.5903 0.28 Q 23.84 1.5934 0.28 Q 23.97 1.5964 0.27 Q 24.10 1.5994 0.27 Q 24.24 1.6009 0.00 Q Page 3 Drainage G X100EV_G SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 8.11 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.50 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.18 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f}tr`kf}trxtrtrf} *tr4tr44tr44kf}tr kf}trk3trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_--__-_------------------------------- 0.05 0.0000 0.00 Q 0.19 0.0005 0.08 Q 0.32 0.0014 0.08 Q 0.46 0.0024 0.09 Q 0.59 0.0033 0.09 Q 0.73 0.0043 0.09 Q 0.86 0.0052 0.09 Q 1.00 0.0062 0.09 Q 1.13 0.0072 0.09 Q 1.27 0.0082 0.09 Q 1.40 0.0091 0.09 Q 1.54 0.0101 0.09 Q 1.67 0.0111 0.09 Q 1.81 0.0121 0.09 Q 1.94 0.0131 0.09 Q 2.08 0.0142 0.09 Q 2.21 0.0152 0.09 Q 2.35 0.0162 0.09 Q 2.48 0.0172 0.09 Q 2.62 0.0183 0.09 Q 2.75 0.0193 0.09 Q 2.89 0.0204 0.09 Q 3.02 0.0214 0.10 Q 3.16 0.0225 0.10 Q 3.29 0.0236 0.10 Q 3.43 0.0247 0.10 Q 3.56 0.0258 0.10 Q 3.70 0.0269 0.10 Q 3.84 0.0280 0.10 Q 3.97 0.0291 0.10 Q 4.11 0.0302 0.10 Q Page 1 X100EV_G 4.24 0.0313 0.10 Q 4.38 0.0325 0.10 Q 4.51 0.0336 0.10 Q 4.65 0.0348 0.10 Q 4.78 0.0359 0.10 Q 4.92 0.0371 0.11 Q 5.05 0.0383 0.11 Q 5.19 0.0395 0.11 Q 5.32 0.0407 0.11 Q 5.46 0.0419 0.11 Q 5.59 0.0431 0.11 Q 5.73 0.0443 0.11 Q 5.86 0.0456 0.11 Q 6.00 0.0468 0.11 Q 6.13 0.0481 0.11 Q 6.27 0.0493 0.11 Q 6.40 0.0506 0.12 Q 6.54 0.0519 0.12 Q 6.67 0.0532 0.12 Q 6.81 0.0545 0.12 Q 6.94 0.0559 0.12 Q 7.08 0.0572 0.12 Q 7.21 0.0586 0.12 Q 7.35 0.0599 0.12 Q 7.48 0.0613 0.12 Q 7.62 0.0627 0.13 Q 7.75 0.0641 0.13 Q 7.89 0.0655 0.13 Q 8.03 0.0670 0.13 Q 8.16 0.0684 0.13 Q 8.30 0.0699 0.13 Q 8.43 0.0714 0.13 Q 8.57 0.0729 0.14 Q 8.70 0.0744 0.14 Q 8.84 0.0759 0.14 Q 8.97 0.0775 0.14 Q 9.11 0.0791 0.14 Q 9.24 0.0807 0.14 Q 9.38 0.0823 0.15 Q 9.51 0.0839 0.15 Q 9.65 0.0856 0.15 Q 9.78 0.0873 0.15 Q 9.92 0.0890 0.15 Q 10.05 0.0907 0.16 Q 10.19 0.0924 0.16 Q 10.32 0.0942 0.16 Q 10.46 0.0960 0.16 Q 10.59 0.0978 0.16 Q 10.73 0.0997 0.17 Q 10.86 0.1016 0.17 Q 11.00 0.1035 0.17 Q 11.13 0.1055 0.18 Q 11.27 0.1074 0.18 Q 11.40 0.1095 0.18 Q 11.54 0.1115 0.19 Q 11.67 0.1136 0.19 Q 11.81 0.1158 0.19 Q 11.95 0.1179 0.20 Q 12.08 0.1203 0.23 Q 12.22 0.1231 0.27 .Q 12.35 0.1262 0.28 .Q 12.49 0.1293 0.28 .Q 12.62 0.1325 0.29 .Q 12.76 0.1357 0.29 .Q 12.89 0.1390 0.30 .Q 13.03 0.1424 0.31 .Q 13.16 0.1459 0.32 .Q 13.30 0.1495 0.32 .Q 13.43 0.1532 0.34 .Q 13.57 0.1570 0.35 .Q 13.70 0.1610 0.36 .Q 13.84 0.1651 0.37 .Q 13.97 0.1694 0.39 .Q 14.11 0.1738 0.40 .Q 14.24 0.1784 0.42 .Q 14.38 0.1832 0.44 .Q 14.51 0.1883 0.47 .Q 14.65 0.1936 0.49 .Q 14.78 0.1993 0.53 . Q Page 2 Page 3 X100EV_G 14.92 0.2053 0.55 Q 15.05 0.2117 0.61 Q 15.19 0.2187 0.64 Q 15.32 0.2264 0.73 Q 15.46 0.2345 0.73 Q 15.59 0.2430 0.80 Q 15.73 0.2526 0.91 Q 15.86 0.2657 1.44 Q 16.00 0.2848 1.98 Q 16.14 0.3283 5.82 Q 16.27 0.3672 1.14 Q 16.41 0.3775 0.71 Q 16.54 0.3853 0.68 Q 16.68 0.3924 0.58 Q 16.81 0.3984 0.50 Q 16.95 0.4037 0.45 .Q 17.08 0.4086 0.41 .Q 17.22 0.4130 0.38 .Q 17.35 0.4171 0.35 .Q 17.49 0.4209 0.33 .Q 17.62 0.4245 0.31 .Q 17.76 0.4279 0.30 .Q 17.89 0.4312 0.28 .Q 18.03 0.4343 0.27 .Q 18.16 0.4369 0.20 Q 18.30 0.4391 0.19 Q 18.43 0.4412 0.18 Q 18.57 0.4432 0.18 Q 18.70 0.4452 0.17 Q 18.84 0.4471 0.17 Q 18.97 0.4489 0.16 Q 19.11 0.4507 0.16 Q 19.24 0.4524 0.15 Q 19.38 0.4541 0.15 Q 19.51 0.4557 0.14 Q 19.65 0.4573 0.14 Q 19.78 0.4589 0.14 Q 19.92 0.4604 0.13 Q 20.06 0.4619 0.13 Q 20.19 0.4633 0.13 Q 20.33 0.4648 0.13 Q 20.46 0.4662 0.12 Q 20.60 0.4675 0.12 Q 20.73 0.4689 0.12 Q 20.87 0.4702 0.12 Q 21.00 0.4715 0.11 Q 21.14 0.4727 0.11 Q 21.27 0.4740 0.11 Q 21.41 0.4752 0.11 Q 21.54 0.4764 0.11 Q 21.68 0.4776 0.11 Q 21.81 0.4788 0.10 Q 21.95 0.4799 0.10 Q 22.08 0.4811 0.10 Q 22.22 0.4822 0.10 Q 22.35 0.4833 0.10 Q 22.49 0.4844 0.10 Q 22.62 0.4855 0.10 Q 22.76 0.4865 0.09 Q 22.89 0.4876 0.09 Q 23.03 0.4886 0.09 Q 23.16 0.4896 0.09 Q 23.30 0.4906 0.09 Q 23.43 0.4916 0.09 Q 23.57 0.4926 0.09 Q 23.70 0.4936 0.09 Q 23.84 0.4946 0.09 Q 23.97 0.4955 0.08 Q 24.11 0.4965 0.08 Q 24.25 0.4969 0.00 Q Page 3 Drainage H X100EV_H SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 7.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 8.31 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.93 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.69 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr4f} trxtrtrf}* tr4tr44tr444f }tr4f}tr43trx3tr *trrt3trrt3trrttr4 TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.07 0.0010 0.33 Q 0.21 0.0047 0.33 Q 0.35 0.0085 0.33 Q 0.49 0.0123 0.33 Q 0.63 0.0161 0.33 Q 0.76 0.0199 0.33 Q 0.90 0.0237 0.34 Q 1.04 0.0276 0.34 Q 1.18 0.0315 0.34 Q 1.32 0.0354 0.34 Q 1.46 0.0393 0.35 Q 1.60 0.0433 0.35 Q 1.73 0.0473 0.35 Q 1.87 0.0513 0.35 Q 2.01 0.0553 0.35 Q 2.15 0.0594 0.36 Q 2.29 0.0635 0.36 Q 2.43 0.0676 0.36 Q 2.57 0.0717 0.36 Q 2.70 0.0759 0.36 Q 2.84 0.0801 0.37 Q 2.98 0.0843 0.37 Q 3.12 0.0885 0.37 Q 3.26 0.0928 0.37 Q 3.40 0.0971 0.38 Q 3.53 0.1015 0.38 Q 3.67 0.1058 0.38 Q 3.81 0.1102 0.39 Q 3.95 0.1146 0.39 Q 4.09 0.1191 0.39 Q 4.23 0.1236 0.39 Q Page 1 4.37 0.1281 0.40 Q 4.50 0.1327 0.40 Q 4.64 0.1373 0.40 Q 4.78 0.1419 0.41 Q 4.92 0.1466 0.41 Q 5.06 0.1513 0.41 Q 5.20 0.1560 0.42 Q 5.34 0.1608 0.42 Q 5.47 0.1656 0.42 Q 5.61 0.1705 0.43 Q 5.75 0.1754 0.43 Q 5.89 0.1803 0.43 Q 6.03 0.1853 0.44 Q 6.17 0.1904 0.44 Q 6.30 0.1954 0.44 Q 6.44 0.2005 0.45 Q 6.58 0.2057 0.45 Q 6.72 0.2109 0.46 Q 6.86 0.2162 0.46 Q 7.00 0.2215 0.47 Q 7.14 0.2269 0.47 Q 7.27 0.2323 0.48 Q 7.41 0.2378 0.48 Q 7.55 0.2433 0.49 Q 7.69 0.2489 0.49 Q 7.83 0.2545 0.50 Q 7.97 0.2602 0.50 Q 8.11 0.2660 0.51 Q 8.24 0.2718 0.51 Q 8.38 0.2777 0.52 Q 8.52 0.2837 0.52 Q 8.66 0.2897 0.53 Q 8.80 0.2958 0.54 Q 8.94 0.3020 0.54 Q 9.07 0.3082 0.55 Q 9.21 0.3146 0.56 Q 9.35 0.3210 0.56 Q 9.49 0.3275 0.57 Q 9.63 0.3341 0.58 Q 9.77 0.3408 0.59 Q 9.91 0.3475 0.59 Q 10.04 0.3544 0.61 Q 10.18 0.3614 0.61 Q 10.32 0.3684 0.62 Q 10.46 0.3756 0.63 Q 10.60 0.3829 0.64 Q 10.74 0.3903 0.65 Q 10.88 0.3978 0.67 Q 11.01 0.4055 0.67 Q 11.15 0.4133 0.69 Q 11.29 0.4212 0.70 Q 11.43 0.4293 0.71 Q 11.57 0.4375 0.72 Q 11.71 0.4459 0.74 Q 11.85 0.4545 0.75 .Q 11.98 0.4632 0.77 .Q 12.12 0.4726 0.87 .Q 12.26 0.4837 1.07 .Q 12.40 0.4960 1.08 .Q 12.54 0.5085 1.11 .Q 12.68 0.5213 1.12 .Q 12.81 0.5343 1.16 .Q 12.95 0.5477 1.17 .Q 13.09 0.5613 1.21 .Q 13.23 0.5754 1.24 .Q 13.37 0.5899 1.30 .Q 13.51 0.6049 1.33 .Q 13.65 0.6205 1.39 .Q 13.78 0.6366 1.43 .Q 13.92 0.6534 1.51 Q 14.06 0.6709 1.55 Q 14.20 0.6890 1.62 Q 14.34 0.7078 1.67 Q 14.48 0.7276 1.79 Q 14.62 0.7485 1.86 Q 14.75 0.7707 2.02 Q 14.89 0.7943 2.11 Q 15.03 0.8196 2.32 Q 15.17 0.8470 2.46 Q X100EV_H Page 2 Page 3 7 X100EV_H 15.31 0.8770 2.79 Q 15.45 0.9095 2.89 Q 15.58 0.9435 3.06 Q 15.72 0.9811 3.50 Q 15.86 1.0326 5.51 Q 16.00 1.1075 7.57 Q 16.14 1.2785 22.30 16.28 1.4310 4.34 Q 16.42 1.4715 2.73 Q 16.55 1.5020 2.61 Q 16.69 1.5296 2.21 Q 16.83 1.5533 1.93 Q 16.97 1.5743 1.73 Q 17.11 1.5932 1.58 Q 17.25 1.6106 1.47 .Q 17.39 1,6268 1.36 .Q 17.52 1.6418 1.27 .Q 17.66 1.6559 1.19 .Q 17.80 1.6692 1.14 .Q 17.94 1.6820 1.09 .Q 18.08 1.6943 1.05 .Q 18.22 1.7047 0.76 .Q 18.35 1.7132 0.73 Q 18.49 1.7215 0.71 Q 18.63 1,7294 0.68 Q 18.77 1.7371 0.66 Q 18.91 1.7445 0.64 Q 19.05 1.7517 0.62 Q 19.19 1.7586 0.60 Q 19.32 1.7654 0.58 Q 19.46 1.7720 0.57 Q 19.60 1.7784 0.55 Q 19.74 1.7847 0.54 Q 19.88 1.7908 0.53 Q 20.02 1.7967 0.52 Q 20.16 1.8026 0.50 Q 20.29 1.8083 0.49 Q 20.43 1,8138 0.48 Q 20.57 1.8193 0.47 Q 20.71 1.8247 0.46 Q 20.85 1.8300 0.46 Q 20.99 1.8351 0.45 Q 21.12 1.8402 0.44 Q 21.26 1.8452 0.43 Q 21.40 1.8501 0.42 Q 21.54 1.8549 0.42 Q 21.68 1.8596 0.41 Q 21.82 1.8643 0.40 Q 21.96 1.8689 0.40 Q 22.09 1.8734 0.39 Q 22.23 1,8779 0.39 Q 22.37 1.8823 0.38 Q 22.51 1.8866 0.38 Q 22.65 1.8909 0.37 Q 22.79 1.8951 0.37 Q 22.92 1.8993 0.36 Q 23.06 1.9034 0.36 Q 23.20 1.9075 0.35 Q 23.34 1.9115 0.35 Q 23.48 1.9154 0.34 Q 23.62 1.9193 0.34 Q 23.76 1.9232 0.34 Q 23.89 1.9270 0.33 Q 24.03 1,9308 0.33 Q 24.17 --------------------------- 1.9327 0.00 ------- Q --- --- -- --- -- --- -- --- --- Page 3 7 Drainage I X100EV_I SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 9.62 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.30 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.11 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr` kf} trxtrtrf}* tr4tr44tr444f }tr4f}tr43trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) --------------- --- --- - - -_ _--_--__-_------------------------------- 0.13 0.0003 0.05 Q 0.29 0.0010 0.05 Q 0.45 0.0016 0.05 Q 0.61 0.0023 0.05 Q 0.77 0.0030 0.05 Q 0.93 0.0037 0.05 Q 1.09 0.0044 0.05 Q 1.25 0.0051 0.05 Q 1.41 0.0058 0.05 Q 1.57 0.0066 0.05 Q 1.73 0.0073 0.05 Q 1.89 0.0080 0.06 Q 2.05 0.0088 0.06 Q 2.21 0.0095 0.06 Q 2.37 0.0102 0.06 Q 2.53 0.0110 0.06 Q 2.69 0.0117 0.06 Q 2.85 0.0125 0.06 Q 3.01 0.0133 0.06 Q 3.17 0.0140 0.06 Q 3.33 0.0148 0.06 Q 3.49 0.0156 0.06 Q 3.65 0.0164 0.06 Q 3.81 0.0172 0.06 Q 3.98 0.0180 0.06 Q 4.14 0.0188 0.06 Q 4.30 0.0196 0.06 Q 4.46 0.0205 0.06 Q 4.62 0.0213 0.06 Q 4.78 0.0221 0.06 Q 4.94 0.0230 0.06 Q Page 1 10 0.0238 0.06 26 0.0247 0.07 42 0.0256 0.07 58 0.0265 0.07 74 0.0274 0.07 90 0.0283 0.07 06 0.0292 0.07 22 0.0301 0.07 38 0.0310 0.07 54 0.0319 0.07 70 0.0329 0.07 86 0.0338 0.07 02 0.0348 0.07 18 0.0358 0.07 34 0.0368 0.07 50 0.0378 0.08 66 0.0388 0.08 82 0.0398 0.08 98 0.0408 0.08 14 0.0419 0.08 30 0.0430 0.08 46 0.0440 0.08 62 0.0451 0.08 78 0.0462 0.08 95 0.0474 0.09 11 0.0485 0.09 27 0.0496 0.09 43 0.0508 0.09 59 0.0520 0.09 75 0.0532 0.09 91 0.0544 0.09 07 0.0557 0.10 23 0.0570 0.10 39 0.0583 0.10 55 0.0596 0.10 71 0.0609 0.10 87 0.0623 0.10 03 0.0637 0.11 19 0.0651 0.11 35 0.0665 0.11 51 0.0680 0.11 67 0.0695 0.12 83 0.0711 0.12 99 0.0727 0.12 15 0.0744 0.14 31 0.0764 0.17 47 0.0787 0.17 63 0.0810 0.18 79 0.0833 0.18 95 0.0858 0.19 11 0.0882 0.19 27 0.0908 0.20 43 0.0935 0.20 60 0.0962 0.21 76 0.0991 0.22 92 0.1022 0.24 08 0.1053 0.24 24 0.1086 0.26 40 0.1121 0.27 56 0.1158 0.29 72 0.1197 0.30 88 0.1239 0.33 04 0.1284 0.35 20 0.1335 0.40 36 0.1390 0.43 52 0.1447 0.44 68 0.1509 0.50 84 0.1595 0.79 00 0.1720 1.09 16 0.2005 3.22 32 0.2258 0.60 48 0.2328 0.45 64 0.2382 0.38 80 0.2428 0.32 96 0.2468 0.28 12 0.2502 0.25 28 0.2534 0.23 44 0.2563 0.21 60 0.2590 0.19 d I X100EV_I Page 2 17.76 0.2614 17.92 0.2638 18.08 0.2660 18.24 0.2679 18.41 0.2695 18.57 0.2710 18.73 0.2724 18.89 0.2738 19.05 0.2751 19.21 0.2763 19.37 0.2776 19.53 0.2788 19.69 0.2799 19.85 0.2810 20.01 0.2821 20.17 0.2832 20.33 0.2842 20.49 0.2852 20.65 0.2862 20.81 0.2872 20.97 0.2881 21.13 0.2891 21.29 0.2900 21.45 0.2909 21.61 0.2917 21.77 0.2926 21.93 0.2934 22.09 0.2943 22.25 0.2951 22.41 0.2959 22.57 0.2967 22.73 0.2974 22.89 0.2982 23.05 0.2989 23.22 0.2997 23.38 0.3004 23.54 0.3011 23.70 0.3018 23.86 0.3025 24.02 0.3032 24.18 0.3036 X100EV_I Page 3 Drainage J X100EV_7 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 11.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 13.68 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 3.04 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.07 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f}tr4f}trxtrtrf} *tr4tr44tr44kf}tr kf}trk3trx3tr *trrt3trrt3trrttr4 TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.04 0.0000 0.00 Q 0.27 0.0049 0.52 Q 0.50 0.0146 0.52 Q 0.72 0.0244 0.52 Q 0.95 0.0343 0.53 Q 1.18 0.0443 0.53 Q 1.41 0.0545 0.54 Q 1.64 0.0647 0.55 Q 1.86 0.0750 0.55 Q 2.09 0.0854 0.56 Q 2.32 0.0959 0.56 Q 2.55 0.1065 0.57 Q 2.78 0.1173 0.57 Q 3.00 0.1282 0.58 Q 3.23 0.1391 0.59 Q 3.46 0.1503 0.59 Q 3.69 0.1615 0.60 Q 3.92 0.1729 0.61 Q 4.14 0.1844 0.61 Q 4.37 0.1960 0.62 Q 4.60 0.2078 0.63 Q 4.83 0.2197 0.64 Q 5.06 0.2318 0.64 Q 5.28 0.2441 0.66 Q 5.51 0.2565 0.66 Q 5.74 0.2690 0.67 Q 5.97 0.2818 0.68 Q 6.20 0.2947 0.69 Q 6.42 0.3079 0.70 Q 6.65 0.3212 0.71 Q 6.88 0.3347 0.72 Q Page 1 X100EV_7 7.11 0.3485 0.74 Q 7.34 0.3624 0.74 Q 7.56 0.3766 0.76 .Q 7.79 0.3910 0.77 .Q 8.02 0.4057 0.79 .Q 8.25 0.4207 0.80 .Q 8.48 0.4359 0.82 .Q 8.70 0.4514 0.83 .Q 8.93 0.4672 0.85 .Q 9.16 0.4833 0.86 .Q 9.39 0.4998 0.89 .Q 9.62 0.5166 0.90 .Q 9.84 0.5338 0.93 .Q 10.07 0.5514 0.94 .Q 10.30 0.5694 0.97 .Q 10.53 0.5879 0.99 .Q 10.76 0.6069 1.02 .Q 10.98 0.6263 1.04 .Q 11.21 0.6463 1.08 .Q 11.44 0.6669 1.10 .Q 11.67 0.6882 1.15 .Q 11.90 0.7101 1.18 .Q 12.12 0.7340 1.36 .Q 12.35 0.7625 1.67 Q 12.58 0.7946 1.74 Q 12.81 0.8277 1.78 Q 13.04 0.8620 1.87 Q 13.26 0.8977 1.92 Q 13.49 0.9353 2.07 Q 13.72 0.9751 2.15 Q 13.95 1.0175 2.34 Q 14.18 1.0626 2.45 Q 14.40 1.1109 2.68 Q 14.63 1.1628 2.84 Q 14.86 1.2200 3.24 Q 15.09 1.2835 3.50 Q 15.32 1.3563 4.22 Q 15.54 1,4379 4.44 Q 15.77 1.5359 5.96 Q 16.00 1.6753 8.83 .Q 16.23 2.0061 26.28 16.46 2.2976 4.67 Q 16.68 2.3776 3.82 Q 16.91 2.4420 3.02 Q 17.14 2.4944 2.54 Q 17.37 2.5394 2.24 Q 17.60 2.5794 1.99 Q 17.82 2.6153 1.82 Q 18.05 2.6485 1.70 Q 18.28 2.6758 1.20 .Q 18.51 2,6978 1.13 .Q 18.74 2.7184 1.06 .Q 18.96 2.7379 1.01 .Q 19.19 2.7563 0.96 .Q 19.42 2.7740 0.91 .Q 19.65 2.7908 0.87 .Q 19.88 2.8069 0.84 .Q 20.10 2.8224 0.81 .Q 20.33 2.8374 0.78 .Q 20.56 2.8518 0.75 .Q 20.79 2.8658 0.73 Q 21.02 2.8793 0.71 Q 21.24 2.8924 0.69 Q 21.47 2,9052 0.67 Q 21.70 2.9176 0.65 Q 21.93 2.9297 0.63 Q 22.16 2.9415 0.62 Q 22.38 2.9530 0.60 Q 22.61 2.9642 0.59 Q 22.84 2.9752 0.58 Q 23.07 2.9860 0.56 Q 23.30 2.9965 0.55 Q 23.52 3.0068 0.54 Q 23.75 3.0169 0.53 Q 23.98 3.0268 0.52 Q 24.21 3.0366 0.51 Q 24.44 ---------------------------------------------------------- 3.0414 0.00 Q Page 2 Drainage K X100EV_K SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 fkrt i[fkrt ieQrt9Qte9RrtrtrtrtrtR rtfr ssf}fruf}rtrtGrtrtGrt w`ie rtf`4rt RYtRrtYtRrtRRRRRR RakRGakRGakAhie Afr uRR9RR9 RfTrtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 6.30 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.240 TIME OF CONCENTRATION(MIN.) = 11.30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 1.74 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.62 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr4f} trxtrtrf}* tr4tr44tr44kf }tr4f}trk3trx3tr *trrt3trrt3trrttr4 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_------------------------------- 0.18 0.0023 0.29 Q 0.37 0.0069 0.30 Q 0.56 0.0115 0.30 Q 0.74 0.0162 0.30 Q 0.93 0.0209 0.30 Q 1.12 0.0256 0.31 Q 1.31 0.0304 0.31 Q 1.50 0.0352 0.31 Q 1.69 0.0400 0.31 Q 1.87 0.0449 0.32 Q 2.06 0.0499 0.32 Q 2.25 0.0548 0.32 Q 2.44 0.0599 0.32 Q 2.63 0.0649 0.33 Q 2.82 0.0700 0.33 Q 3.00 0.0752 0.33 Q 3.19 0.0804 0.34 Q 3.38 0.0856 0.34 Q 3.57 0.0909 0.34 Q 3.76 0.0963 0.35 Q 3.95 0.1017 0.35 Q 4.13 0.1071 0.35 Q 4.32 0.1126 0.36 Q 4.51 0.1182 0.36 Q 4.70 0.1238 0.36 Q 4.89 0.1295 0.37 Q 5.08 0.1353 0.37 Q 5.26 0.1411 0.38 Q 5.45 0.1469 0.38 Q 5.64 0.1529 0.38 Q 5.83 0.1589 0.39 Q Page 1 6.02 0.1649 0.39 Q 6.21 0.1711 0.40 Q 6.39 0.1773 0.40 Q 6.58 0.1836 0.41 Q 6.77 0.1900 0.41 Q 6.96 0.1964 0.42 Q 7.15 0.2030 0.42 Q 7.34 0.2096 0.43 Q 7.53 0.2163 0.44 Q 7.71 0.2231 0.44 Q 7.90 0.2300 0.45 Q 8.09 0.2371 0.45 Q 8.28 0.2442 0.46 Q 8.47 0.2514 0.47 Q 8.65 0.2587 0.48 Q 8.84 0.2662 0.48 Q 9.03 0.2738 0.49 Q 9.22 0.2815 0.50 Q 9.41 0.2893 0.51 .Q 9.60 0.2973 0.52 .Q 9.78 0.3054 0.53 .Q 9.97 0.3137 0.54 .Q 10.16 0.3222 0.55 .Q 10.35 0.3308 0.56 .Q 10.54 0.3396 0.57 .Q 10.73 0.3486 0.58 .Q 10.91 0.3578 0.60 .Q 11.10 0.3672 0.61 .Q 11.29 0.3768 0.63 .Q 11.48 0.3867 0.64 .Q 11.67 0.3968 0.66 .Q 11.86 0.4072 0.67 .Q 12.05 0.4179 0.70 .Q 12.23 0.4304 0.91 .Q 12.42 0.4451 0.98 .Q 12.61 0.4605 0.99 .Q 12.80 0.4762 1.03 Q 12.99 0.4925 1.05 Q 13.18 0.5093 1.11 Q 13.36 0.5267 1.14 Q 13.55 0.5450 1.21 Q 13.74 0.5642 1.25 Q 13.93 0.5844 1.34 Q 14.12 0.6057 1.40 Q 14.30 0.6282 1.49 Q 14.49 0.6520 1.56 Q 14.68 0.6776 1.73 Q 14.87 0.7054 1.83 Q 15.06 0.7359 2.09 Q 15.25 0.7696 2.25 Q 15.43 0.8071 2.56 Q 15.62 0.8469 2.56 Q 15.81 0.8981 4.01 16.00 0.9734 5.67 16.19 1.1484 16.81 16.38 1.3029 3.04 16.57 1.3456 2.45 Q 16.75 1.3799 1.95 Q 16.94 1.4078 1.64 Q 17.13 1.4317 1.43 Q 17.32 1.4530 1.30 Q 17.51 1.4722 1.17 Q 17.69 1.4897 1.08 Q 17.88 1.5060 1.01 Q 18.07 1.5213 0.96 .Q 18.26 1.5341 0.69 .Q 18.45 1.5445 0.65 .Q 18.64 1.5544 0.62 .Q 18.83 1.5638 0.59 .Q 19.01 1.5728 0.57 .Q 19.20 1.5814 0.54 .Q 19.39 1.5897 0.52 .Q 19.58 1.5977 0.50 .Q 19.77 1.6054 0.49 Q 19.95 1.6129 0.47 Q 20.14 1.6201 0.46 Q 20.33 1.6271 0.44 Q 20.52 1.6339 0.43 Q 20.71 1.6405 0.42 Q Q .Q X100EV_K Page 2 Page 3 X100EV_K 20.90 1.6470 0.41 Q 21.08 1.6533 0.40 Q 21.27 1.6594 0.39 Q 21.46 1.6655 0.38 Q 21.65 1.6713 0.37 Q 21.84 1.6771 0.37 Q 22.03 1.6827 0.36 Q 22.22 1.6882 0.35 Q 22.40 1.6936 0.34 Q 22.59 1.6989 0.34 Q 22.78 1.7041 0.33 Q 22.97 1.7092 0.33 Q 23.16 1.7142 0.32 Q 23.34 1.7192 0.31 Q 23.53 1.7240 0.31 Q 23.72 1.7288 0.30 Q 23.91 1.7335 0.30 Q 24.10 1.7381 0.29 Q 24.29 --------------------------------------------- 1.7404 0.00 Q ----------- --- ---------- - -- --- Page 3 iii. EV 2 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 349.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.380 LOW LOSS FRACTION = 0.54.0 TIME OF CONCENTRATION(MIN.) = 37.45 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 17.29 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 24.66 **#***#*******************#***#*********#**** * * * * * # * * * # * * * * * * * # * * * * * * * * * * * ** TIME VOLUME Q 0. 20.0 40.0 60.0 80.0 (HOURS) (AF) (CFS) 0.40 0.0542 3.31 .Q 1.02 0.2262 3.35 .Q 1.64 0.4022 3.47 .Q 2.27 0.5828 3.53 Q 2.89 0.7684 3.67 .Q 3.52 0.9593 3.74 .Q 4.14 1.1561 3.89 .Q 4.76 1.3590 3.98 .Q 5.39 1.5688 4.16 Q 6.01 1.7860 4.26 Q 6.64 2.0114 4.48 Q 7.26 2.2457 4.60 Q 7.89 2.4902 4.88 Q 8.51 2.7458 5.03 Q 9.13 3.0143 5.38 Q 9.76 3.2969 5.58 Q 10.38 3.5967 6.04 Q 11.01 3.9156 6.32 Q 11.63 4.2586 6.98 Q 12.26 4.6291 7.38 Q 12.88 5.0771 9.99 Q 13.50 5.6104 10.69 Q 14.13 6.2128 12.67 Q 14.75 6.9133 14.49 Q 15.38 7.8026 19.99 16.00 8.9432 24.24 16.62 11.3992 70.98 17.25 13.6601 16.67 Q 17.87 14.3883 11.56 Q 18.50 14.9136 8.80 Q 19.12 15.3116 6.63 Q 19.74 15.6321 5.80 Q 20.37 15.9158 5.20 Q 20.99 16.1719 4.73 Q 21.62 16.4067 4.37 Q 22.24 16.6242 4.06 Q 22.87 16.8273 3.81 .Q 23.49 17.0184 3.60 .Q 24.11 17.1992 3.41 .Q 24.74 --------------------------------- 17.2871 0.00 Q - - - - -- A E 0 Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 135.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.220 LOW LOSS FRACTION = 0.360 TIME OF CONCENTRATION(MIN.) = 37.48 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 9.30 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 6.92 **#***#*******************#***#*********#**** * * * * * * * * * * * * * * * * * # * * * # * * * * * * * #* TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) 0.38 0.0282 1.78 .Q 1.01 0.1207 1.80 .Q 1.63 0.2154 1.86 .Q 2.26 0.3125 1.90 Q 2.88 0.4123 1.97 .Q 3.51 0.5150 2.01 Q 4.13 0.6208 2.09 Q 4.76 0.7300 2.14 Q 5.38 0.8428 2.24 Q 6.01 0.9596 2.29 Q 6.63 1.0809 2.41 Q 7.25 1.2069 2.47 Q 7.88 1.3384 2.62 Q 8.50 1.4758 2.70 Q 9.13 1.6202 2.89 Q 9.75 1.7722 3.00 Q 10.38 1.9335 3.25 Q 11.00 2.1050 3.40 Q 11.63 2.2894 3.75 Q 12.25 2.4887 3.97 Q 12.88 2.7296 5.37 Q 13.50 3.0165 5.75 Q 14.13 3.3405 6.81 Q 14.75 3.7173 7.79 Q 15.38 4.1955 10.74 Q 16.00 4.8091 13.03 Q 16.62 6.1300 38.15 17.25 7.3460 8.96 Q . 17.87 7.7377 6.21 Q 18.50 8.0201 4.73 Q 19.12 8.2340 3.56 Q 19.75 8.4064 3.12 Q 20.37 8.5589 2.79 Q 21.00 8.6967 2.54 Q 21.62 8.8229 2.35 Q 22.25 8.9399 2.18 Q 22.87 9.0492 2.05 Q 23.50 9.1519 1.93 .Q 24.12 9.2492 1.83 .Q 24.75 9.2965 0.00 Q 0 Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 63.60 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.600 LOW LOSS FRACTION = 0.670 TIME OF CONCENTRATION(MIN.) = 20.15 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.25 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 5.38 **#***#*******************#***#***********#** * * * * * * * # * * * * * * * * * * * * * * * * * * * * * ** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) 0.22 0.0039 0.43 Q 0.55 0.0159 0.43 Q 0.89 0.0280 0.44 Q 1.22 0.0404 0.45 Q 1.56 0.0529 0.45 Q 1.90 0.0656 0.46 Q 2.23 0.0785 0.47 Q 2.57 0.0915 0.47 Q 2.90 0.1048 0.48 Q 3.24 0.1182 0.49 Q 3.57 0.1319 0.50 Q 3.91 0.1459 0.50 .Q 4.25 0.1600 0.52 .Q 4.58 0.1744 0.52 Q 4.92 0.1891 0.53 Q 5.25 0.2040 0.54 Q 5.59 0.2192 0.56 .Q 5.93 0.2347 0.56 .Q 6.26 0.250.5 0.58 .Q 6.60 0.2667 0.59 Q 6.93 0.2832 0.60 Q 7.27 0.3001 0.61 .Q 7.60 0.3174 0.63 .Q 7.94 0.3351 0.64 .Q 8.28 0.3532 0.66 .Q 8.61 0.3718 0.68 .Q 8.95 0.3910 0.70 .Q 9.28 0.4106 0.72 .Q 9.62 0.4309 0.75 .Q 9.95 0.4519 0.76 .Q 10.29 0.4735 0.80 .Q 10.63 0.4959 0.82 Q 10.96 0.5191 0.86 Q 11.30 0.5433 0.88 Q 11.63 0.5685 0.93 Q 11.97 0.5948 0.96 .Q 12.31 0.6249 1.21 Q 12.64 0.6593 1.27 Q 12.98 0.6959 1.37 Q 13.31 0.7346 1.42 Q 13.65 0.7758 1.55 Q 13.98 0.8198 1.63 Q 14.32 0.8685 1.88 Q 14.66 0.9226 2.01 Q 14.99 0.9835 2.37 Q 15.33 1.0531 2.64 Q 15.66 1.1335 3.15 Q 16.00 1.2390 4.45 16.34 1.4851 13.28 16.67 1.7113 3.02 Q 17.01 1.7834 2.17 Q 17.34 1.8375 1.72 Q 17.68 1.8818. 1.48 Q 18.02 1.9207 1.32 Q 18.35 1.9527 1.00 .Q 18.69 1.9792 0.91 Q 19.02 2.0034 0.84 .Q 19.36 2.0258 0.78 Q 19.69 2.0467 0.73 Q 20.0.3 2.0664 0.69 .Q 20.37 2.0851 0.65 .Q 20.70 2.1028 0.62 .Q 21.04 2.1197 0.59 .Q 21.37 2.1358 0.57 .Q 21.71 2.1513 0.55 .Q 22.05 2.1663 0.53 .Q 22.38 2.1807 0.51 .Q 22.72 2.1946 0.49 Q 23.05 2.2081 0.48 Q 23.39 2.2211 0.46 Q 23.72 2.2338 0.45 Q 24.06 2.2462 0.44 Q 24.40 ------ ----- 2.2523 -------------- 0.00 -------- Q - --- Lal 0 Drainage D x002_D fli tY[ fli tYe RY: 9 RY: 9 R rt rt h rt rt h rt# il ## ie # R R 4 rt rt 4 rt R ie rt R R rt R Yt fk rt Yt fk rt R R Ye R R Ye R k R G 4 R G 4 Afr u Art u RY: 4 RY: 4 R fT rt 4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1.355 Analysis prepared by: 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrtfe> rtYe> rtrtRrtrtRrtkrtrtGrtrtkYe9rtYe9rtrt GYeAGYeArtY :GrtY:Grt >RYe >RYekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 14.29 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.410 LOW LOSS FRACTION = 0.580 TIME OF CONCENTRATION(MIN.) = 12.72 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.67 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 1.04 >sc >san +. >n +. >RArtrtArtrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti,Rrti,RhAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.10 0.0005 0.31 0.0027 0.52 0.0049 0.74 0.0071 0.95 0.0093 1.16 0.0115 1.37 0.0138 1.58 0.0160 1.80 0.0183 2.01 0.0207 2.22 0.0230 2.43 0.0254 2.64 0.0277 2.86 0.0301 3.07 0.0326 3.28 0.0350 3.49 0.0375 3.70 0.0400 3.92 0.0426 4.13 0.0451 4.34 0.0477 4.55 0.0503 4.76 0.0530 4.98 0.0556 5.19 0.0584 5.40 0.0611 5.61 0.0639 5.82 0.0667 6.04 0.0695 6.25 0.0724 (CFS) 12 12 13 13 13 13 13 13 13 13 13 14 14 14 14 14 14 14 15 15 15 15 15 15 16 16 16 16 16 17 Page 1 6.46 0.0753 0.17 Q 6.67 0.0783 0.17 Q 6.88 0.0813 0.17 Q 7.10 0.0843 0.17 Q 7.31 0.0874 0.18 Q 7.52 0.0906 0.18 Q 7.73 0.0938 0.18 Q 7.94 0.0970 0.19 Q 8.16 0.1003 0.19 Q 8.37 0.1036 0.19 Q 8.58 0.1070 0.20 Q 8.79 0.1105 0.20 Q 9.00 0.1140 0.20 Q 9.22 0.1176 0.21 Q 9.43 0.1212 0.21 Q 9.64 0.1249 0.21 Q 9.85 0.1287 0.22 Q 10.06 0.1326 0.22 Q 10.28 0.1366 0.23 Q 10.49 0.1406 0.23 Q 10.70 0.1448 0.24 Q 10.91 0.1490 0.24 Q 11.12 0.1534 0.25 .Q 11.34 0.1579 0.26 .Q 11.55 0.1625 0.27 .Q 11.76 0.1672 0.27 .Q 11.97 0.1721 0.28 .Q 12.18 0.1772 0.31 .Q 12.40 0.1831 0.36 .Q 12.61 0.1895 0.37 .Q 12.82 0.1961 0.39 .Q 13.03 0.2029 0.39 .Q 13.24 0.2100 0.42 .Q 13.46 0.2174 0.43 .Q 13.67 0.2251 0.45 .Q 13.88 0.2332 0.47 .Q 14.09 0.2417 0.50 Q 14.30 0.2508 0.54 Q 14.52 0.2606 0.59 Q 14.73 0.2711 0.61 Q 14.94 0.2826 0.69 Q 15.15 0.2950 0.73 Q 15.36 0.3090 0.87 Q 15.58 0.3242 0.87 Q 15.79 0.3424 1.21 Q 16.00 0.3680 1.71 16.21 0.4398 6.49 16.42 0.5051 0.96 Q 16.64 0.5205 0.79 Q 16.85 0.5331 0.65 Q 17.06 0.5437 0.56 Q 17.27 0.5529 0.48 .Q 17.48 0.5609 0.44 .Q 17.70 0.5683 0.40 .Q 17.91 0.5752 0.38 .Q 18.12 0.5816 0.35 .Q 18.33 0.5871 0.28 .Q 18.54 0.5918 0.26 .Q 18.76 0.5963 0.25 Q 18.97 0.6006 0.24 Q 19.18 0.6046 0.23 Q 19.39 0.6085 0.22 Q 19.60 0.6122 0.21 Q 19.82 0.6158 0.20 Q 20.03 0.6193 0.19 Q 20.24 0.6226 0.19 Q 20.45 0.6258 0.18 Q 20.66 0.6290 0.18 Q 20.88 0.6320 0.17 Q 21.09 0.6350 0.17 Q 21.30 0.6379 0.16 Q 21.51 0.6407 0.16 Q 21.72 0.6434 0.15 Q 21.94 0.6461 0.15 Q 22.15 0.6487 0.15 Q 22.36 0.6513 0.14 Q 22.57 0.6538 0.14 Q 22.78 0.6562 0.14 Q 23.00 0.6587 0.14 Q X002_D Page 2 Page 3 X002_D 23.21 0.6610 0.13 Q 23.42 0.6633 0.13 Q 23.63 0.6656 0.13 Q 23.84 0.6678 0.13 Q 24.06 0.6700 0.12 Q 24.27 -------------------------------------------------- 0.6711 0.00 Q ---------- ---------- - ----- Page 3 Drainage E X002_E fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 97.20 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.180 LOW LOSS FRACTION = 0.350 TIME OF CONCENTRATION(MIN.) = 34.68 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 6.79 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 4.88 >sc >san +. >n +. >RRRrtRRrtA<a,+a a,+R L4R44FrtkArtkArt -0Art-0Artznzzn�znnnnnnn >aoS4 i.rtRRrtRRR >nc TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) 0.39 0.0212 1.30 .Q 0.97 0.0838 1.32 .Q 1.55 0.1477 1.36 .Q 2.13 0.2132 1.38 .Q 2.71 0.2804 1.43 .Q 3.28 0.3493 1.46 .Q 3.86 0.4201 1.51 Q 4.44 0.4929 1.54 Q 5.02 0.5680 1.60 Q 5.60 0.6454 1.64 Q 6.17 0.7255 1.71 Q 6.75 0.8084 1.76 Q 7.33 0.8944 1.85 Q 7.91 0.9838 1.90 Q 8.49 1.0771 2.01 Q 9.06 1.1746 2.07 Q 9.64 1.2770 2.22 Q 10.22 1.3849 2.30 Q 10.80 1.4993 2.49 Q 11.38 1.6209 2.60 Q 11.95 1.7518 2.88 Q 12.53 1.8987 3.27 Q 13.11 2.0745 4.09 Q 13.69 2.2769 4.38 Q 14.27 2.5062 5.22 Q 14.84 2.7734 5.97 Q 15.42 3.1112 8.18 Q 16.00 3.5398 9.77 Q 16.58 4.4705 29.20 Q . 17.16 5.3308 6.82 Q. Page 1 17.73 5.6069 4.74 18.31 5.8120 3.85 18.89 5.9692 2.73 19.47 6.0915 2.39 20.05 6.1997 2.14 20.62 6.2974 1.95 21.20 6.3870 1.80 21.78 6.4700 1.67 22.36 6.5475 1.57 22.94 6.6204 1.48 23.51 6.6894 1.41 24.09 6.7549 1.34 24.67 6.7869 0.00 X002_E Q Q Q Q Q Q Q Q Q Page 2 Drainage F X002_F fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 5.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 7.97 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.47 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.23 >sc >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAfihAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.06 0.0000 0.19 0.0005 0.33 0.0015 0.46 0.0024 0.59 0.0034 0.72 0.0044 0.86 0.0054 0.99 0.0064 1.12 0.0074 1.26 0.0084 1.39 0.0094 1.52 0.0105 1.65 0.0115 1.79 0.0125 1.92 0.0136 2.05 0.0146 2.19 0.0157 2.32 0.0167 2.45 0.0178 2.58 0.0188 2.72 0.0199 2.85 0.0210 2.98 0.0221 3.12 0.0232 3.25 0.0243 3.38 0.0254 3.51 0.0265 3.65 0.0277 3.78 0.0288 3.91 0.0299 (CFS) Page 1 4.05 0.0311 4.18 0.0322 4.31 0.0334 4.44 0.0346 4.58 0.0357 4.71 0.0369 4.84 0.0381 4.97 0.0393 5.11 0.0406 5.24 0.0418 5.37 0.0430 5.51 0.0443 5.64 0.0455 5.77 0.0468 5.90 0.0481 6.04 0.0493 6.17 0.0506 6.30 0.0519 6.44 0.0532 6.57 0.0546 6.70 0.0559 6.83 0.0573 6.97 0.0586 7.10 0.0600 7.23 0.0614 7.37 0.0628 7.50 0.0642 7.63 0.0656 7.76 0.0671 7.90 0.0685 8.03 0.0700 8.16 0.0715 8.30 0.0730 8.43 0.0745 8.56 0.0760 8.69 0.0776 8.83 0.0791 8.96 0.0807 9.09 0.0823 9.23 0.0840 9.36 0.0856 9.49 0.0873 9.62 0.0889 9.76 0.0906 9.89 0.0924 10.02 0.0941 10.16 0.0959 10.29 0.0977 10.42 0.0995 10.55 0.1014 10.69 0.1032 10.82 0.1052 10.95 0.1071 11.09 0.1091 11.22 0.1111 11.35 0.1131 11.48 0.1152 11.62 0.1173 11.75 0.1194 11.88 0.1216 12.02 0.1238 12.15 0.1263 12.28 0.1291 12.41 0.1319 12.55 0.1348 12.68 0.1378 12.81 0.1408 12.94 0.1438 13.08 0.1470 13.21 0.1502 13.34 0.1535 13.48 0.1569 13.61 0.1604 13.74 0.1639 13.87 0.1676 14.01 0.1715 14.14 0.1755 14.27 0.1797 14.41 0.1840 X002_F Page 2 Page 3 X002_F 14.54 0.1886 0.43 .Q 14.67 0.1934 0.44 .Q 14.80 0.1985 0.47 .Q 14.94 0.2038 0.49 .Q 15.07 0.2094 0.54 Q 15.20 0.2155 0.56 Q 15.34 0.2220 0.63 Q 15.47 0.2289 0.62 Q 15.60 0.2361 0.69 Q 15.73 0.2442 0.78 Q 15.87 0.2550 1.18 Q 16.00 0.2702 1.60 Q 16.13 0.3097 5.61 Q 16.27 0.3458 0.96 Q 16.40 0.3545 0.63 Q 16.53 0.3612 0.59 Q 16.66 0.3673 0.51 Q 16.80 0.3726 0.46 .Q 16.93 0.3774 0.42 .Q 17.06 0.3818 0.39 .Q 17.20 0.3858 0.35 .Q 17.33 0.3895 0.33 .Q 17.46 0.3930 0.31 .Q 17.59 0.3963 0.29 .Q 17.73 0.3995 0.28 .Q 17.86 0.4025 0.27 .Q 17.99 0.4054 0.26 .Q 18.13 0.4079 0.21 Q 18.26 0.4102 0.20 Q 18.39 0.4124 0.19 Q 18.52 0.4144 0.19 Q 18.66 0.4164 0.18 Q 18.79 0.4184 0.17 Q 18.92 0.4202 0.17 Q 19.06 0.4221 0.16 Q 19.19 0.4238 0.16 Q 19.32 0.4256 0.16 Q 19.45 0.4272 0.15 Q 19.59 0.4289 0.15 Q 19.72 0.4305 0.14 Q 19.85 0.4321 0.14 Q 19.98 0.4336 0.14 Q 20.12 0.4351 0.14 Q 20.25 0.4366 0.13 Q 20.38 0.4380 0.13 Q 20.52 0.4394 0.13 Q 20.65 0.4408 0.13 Q 20.78 0.4422 0.12 Q 20.91 0.4435 0.12 Q 21.05 0.4448 0.12 Q 21.18 0.4461 0.12 Q 21.31 0.4474 0.12 Q 21.45 0.4486 0.11 Q 21.58 0.4499 0.11 Q 21.71 0.4511 0.11 Q 21.84 0.4523 0.11 Q 21.98 0.4535 0.11 Q 22.11 0.4546 0.11 Q 22.24 0.4558 0.10 Q 22.38 0.4569 0.10 Q 22.51 0.4580 0.10 Q 22.64 0.4591 0.10 Q 22.77 0.4602 0.10 Q 22.91 0.4613 0.10 Q 23.04 0.4624 0.10 Q 23.17 0.4634 0.10 Q 23.31 0.4645 0.09 Q 23.44 0.4655 0.09 Q 23.57 0.4665 0.09 Q 23.70 0.4675 0.09 Q 23.84 0.4685 0.09 Q 23.97 0.4695 0.09 Q 24.10 0.4705 0.09 Q 24.24 0.4709 0.00 Q Page 3 Drainage G X002_G fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.80 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 8.11 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.15 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.07 xsa >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.05 0.0000 0.19 0.0002 0.32 0.0005 0.46 0.0008 0.59 0.0011 0.73 0.0014 0.86 0.0017 1.00 0.0020 1.13 0.0023 1.27 0.0027 1.40 0.0030 1.54 0.0033 1.67 0.0036 1.81 0.0040 1.94 0.0043 2.08 0.0046 2.21 0.0049 2.35 0.0053 2.48 0.0056 2.62 0.0060 2.75 0.0063 2.89 0.0066 3.02 0.0070 3.16 0.0073 3.29 0.0077 3.43 0.0080 3.56 0.0084 3.70 0.0087 3.84 0.0091 3.97 0.0095 (CFS) Page 1 4.11 0.0098 4.24 0.0102 4.38 0.0106 4.51 0.0109 4.65 0.0113 4.78 0.0117 4.92 0.0121 5.05 0.0124 5.19 0.0128 5.32 0.0132 5.46 0.0136 5.59 0.0140 5.73 0.0144 5.86 0.0148 6.00 0.0152 6.13 0.0156 6.27 0.0160 6.40 0.0164 6.54 0.0169 6.67 0.0173 6.81 0.0177 6.94 0.0181 7.08 0.0186 7.21 0.0190 7.35 0.0194 7.48 0.0199 7.62 0.0203 7.75 0.0208 7.89 0.0213 8.03 0.0217 8.16 0.0222 8.30 0.0227 8.43 0.0231 8.57 0.0236 8.70 0.0241 8.84 0.0246 8.97 0.0251 9.11 0.0256 9.24 0.0261 9.38 0.0267 9.51 0.0272 9.65 0.0277 9.78 0.0283 9.92 0.0288 10.05 0.0294 10.19 0.0299 10.32 0.0305 10.46 0.0311 10.59 0.0316 10.73 0.0322 10.86 0.0328 11.00 0.0335 11.13 0.0341 11.27 0.0347 11.40 0.0354 11.54 0.0360 11.67 0.0367 11.81 0.0374 11.95 0.0381 12.08 0.0388 12.22 0.0396 12.35 0.0405 12.49 0.0414 12.62 0.0423 12.76 0.0433 12.89 0.0442 13.03 0.0452 13.16 0.0462 13.30 0.0473 13.43 0.0483 13.57 0.0494 13.70 0.0505 13.84 0.0517 13.97 0.0529 14.11 0.0541 14.24 0.0554 14.38 0.0568 14.51 0.0582 14.65 0.0597 x002_G Page 2 Page 3 x002_G 14.78 0.0613 0.15 Q 14.92 0.0630 0.15 Q 15.05 0.0648 0.17 Q 15.19 0.0666 0.17 Q 15.32 0.0687 0.19 Q 15.46 0.0709 0.20 Q 15.59 0.0731 0.21 Q 15.73 0.0757 0.24 Q 15.86 0.0790 0.36 .Q 16.00 0.0838 0.49 .Q 16.14 0.0962 1.72 Q 16.27 0.1074 0.29 .Q 16.41 0.1101 0.19 Q 16.54 0.1122 0.18 Q 16.68 0.1141 0.16 Q 16.81 0.1158 0.14 Q 16.95 0.1173 0.13 Q 17.08 0.1187 0.12 Q 17.22 0.1199 0.11 Q 17.35 0.1211 0.10 Q 17.49 0.1222 0.09 Q 17.62 0.1232 0.09 Q 17.76 0.1242 0.09 Q 17.89 0.1251 0.08 Q 18.03 0.1260 0.08 Q 18.16 0.1268 0.06 Q 18.30 0.1275 0.06 Q 18.43 0.1282 0.06 Q 18.57 0.1288 0.06 Q 18.70 0.1295 0.06 Q 18.84 0.1301 0.05 Q 18.97 0.1307 0.05 Q 19.11 0.1312 0.05 Q 19.24 0.1318 0.05 Q 19.38 0.1323 0.05 Q 19.51 0.1328 0.05 Q 19.65 0.1334 0.05 Q 19.78 0.1339 0.04 Q 19.92 0.1344 0.04 Q 20.06 0.1348 0.04 Q 20.19 0.1353 0.04 Q 20.33 0.1358 0.04 Q 20.46 0.1362 0.04 Q 20.60 0.1366 0.04 Q 20.73 0.1371 0.04 Q 20.87 0.1375 0.04 Q 21.00 0.1379 0.04 Q 21.14 0.1383 0.04 Q 21.27 0.1387 0.04 Q 21.41 0.1391 0.04 Q 21.54 0.1395 0.03 Q 21.68 0.1399 0.03 Q 21.81 0.1403 0.03 Q 21.95 0.1407 0.03 Q 22.08 0.1410 0.03 Q 22.22 0.1414 0.03 Q 22.35 0.1418 0.03 Q 22.49 0.1421 0.03 Q 22.62 0.1425 0.03 Q 22.76 0.1428 0.03 Q 22.89 0.1432 0.03 Q 23.03 0.1435 0.03 Q 23.16 0.1438 0.03 Q 23.30 0.1441 0.03 Q 23.43 0.1445 0.03 Q 23.57 0.1448 0.03 Q 23.70 0.1451 0.03 Q 23.84 0.1454 0.03 Q 23.97 0.1457 0.03 Q 24.11 0.1460 0.03 Q 24.25 ------------------------------------------------------------ 0.1462 0.00 Q --------------- Page 3 Drainage H x002_H fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRG4RGk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 7.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 9.37 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.57 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.27 xsa >san +. >n +. >RArtrtArtrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.07 0.0000 0.23 0.0007 0.38 0.0021 0.54 0.0035 0.70 0.0049 0.85 0.0063 1.01 0.0077 1.16 0.0091 1.32 0.0105 1.48 0.0120 1.63 0.0134 1.79 0.0149 1.95 0.0164 2.10 0.0179 2.26 0.0194 2.41 0.0209 2.57 0.0224 2.73 0.0239 2.88 0.0255 3.04 0.0270 3.19 0.0286 3.35 0.0301 3.51 0.0317 3.66 0.0333 3.82 0.0349 3.98 0.0365 4.13 0.0382 4.29 0.0398 4.44 0.0415 4.60 0.0432 (CFS) 00 11 11 11 11 11 11 11 11 11 11 11 11 12 12 12 12 12 12 12 12 12 12 12 12 13 13 13 13 13 Page 1 4.76 0.0448 0.13 Q 4.91 0.0466 0.13 Q 5.07 0.0483 0.13 Q 5.22 0.0500 0.14 Q 5.38 0.0518 0.14 Q 5.54 0.0535 0.14 Q 5.69 0.0553 0.14 Q 5.85 0.0571 0.14 Q 6.01 0.0589 0.14 Q 6.16 0.0607 0.14 Q 6.32 0.0626 0.14 Q 6.47 0.0645 0.15 Q 6.63 0.0663 0.15 Q 6.79 0.0683 0.15 Q 6.94 0.0702 0.15 Q 7.10 0.0721 0.15 Q 7.25 0.0741 0.15 Q 7.41 0.0761 0.16 Q 7.57 0.0781 0.16 Q 7.72 0.0801 0.16 Q 7.88 0.0822 0.16 Q 8.04 0.0843 0.16 Q 8.19 0.0864 0.16 Q 8.35 0.0885 0.17 Q 8.50 0.0907 0.17 Q 8.66 0.0929 0.17 Q 8.82 0.0951 0.17 Q 8.97 0.0973 0.18 Q 9.13 0.0996 0.18 Q 9.28 0.1019 0.18 Q 9.44 0.1042 0.18 Q 9.60 0.1066 0.19 Q 9.75 0.1090 0.19 Q 9.91 0.1115 0.19 Q 10.07 0.1140 0.19 Q 10.22 0.1165 0.20 Q 10.38 0.1190 0.20 Q 10.53 0.1217 0.20 Q 10.69 0.1243 0.21 Q 10.85 0.1270 0.21 Q 11.00 0.1298 0.21 Q 11.16 0.1326 0.22 Q 11.32 0.1354 0.22 Q 11.47 0.1384 0.23 Q 11.63 0.1413 0.23 Q 11.78 0.1444 0.24 Q 11.94 0.1475 0.24 Q 12.10 0.1508 0.27 .Q 12.25 0.1545 0.30 .Q 12.41 0.1585 0.31 .Q 12.56 0.1626 0.32 .Q 12.72 0.1668 0.33 .Q 12.88 0.1711 0.33 .Q 13.03 0.1755 0.35 .Q 13.19 0.1800 0.35 .Q 13.35 0.1847 0.37 .Q 13.50 0.1895 0.38 .Q 13.66 0.1944 0.39 .Q 13.81 0.1996 0.40 .Q 13.97 0.2049 0.42 .Q 14.13 0.2104 0.44 .Q 14.28 0.2163 0.48 .Q 14.44 0.2226 0.49 .Q 14.59 0.2291 0.53 Q 14.75 0.2361 0.55 Q 14.91 0.2434 0.59 Q 15.06 0.2513 0.62 Q 15.22 0.2598 0.70 Q 15.38 0.2691 0.75 Q 15.53 0.2788 0.76 Q 15.69 0.2893 0.86 Q 15.84 0.3032 1.30 16.00 0.3229 1.75 16.16 0.3736 6.11 16.31 0.4195 1.01 Q 16.47 0.4310 0.76 Q 16.62 0.4401 0.66 Q 16.78 0.4480 0.57 Q 16.94 0.4550 0.51 Q a X002_H Page 2 17.09 0.4612 17.25 0.4669 17.41 0.4720 17.56 0.4768 17.72 0.4813 17.87 0.4856 18.03 0.4897 18.19 0.4933 18.34 0.4964 18.50 0.4994 18.65 0.5023 18.81 0.5050 18.97 0.5077 19.12 0.5102 19.28 0.5127 19.44 0.5151 19.59 0.5175 19.75 0.5197 19.90 0.5220 20.06 0.5241 20.22 0.5262 20.37 0.5283 20.53 0.5303 20.68 0.5323 20.84 0.5342 21.00 0.5361 21.15 0.5379 21.31 0.5397 21.47 0.5415 21.62 0.5433 21.78 0.5450 21.93 0.5467 22.09 0.5483 22.25 0.5500 22.40 0.5516 22.56 0.5532 22.72 0.5547 22.87 0.5563 23.03 0.5578 23.18 0.5593 23.34 0.5607 23.50 0.5622 23.65 0.5636 23.81 0.5651 23.96 0.5665 24.12 0.5678 24.28 __________________ 0.5685 X002_H Page 3 Drainage I X002_I fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRG4RGk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 1.10 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 9.32 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.09 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.04 >sc >san +. >n +. >RArtrtARrtA6a,+ <a,+R 44R44FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.00 0.0000 0.16 0.0001 0.31 0.0003 0.47 0.0005 0.62 0.0008 0.78 0.0010 0.93 0.0012 1.09 0.0014 1.24 0.0016 1.40 0.0019 1.55 0.0021 1.71 0.0023 1.86 0.0026 2.02 0.0028 2.18 0.0030 2.33 0.0033 2.49 0.0035 2.64 0.0037 2.80 0.0040 2.95 0.0042 3.11 0.0044 3.26 0.0047 3.42 0.0049 3.57 0.0052 3.73 0.0054 3.88 0.0057 4.04 0.0059 4.19 0.0062 4.35 0.0065 4.51 0.0067 (CFS) Page 1 4.66 0.0070 4.82 0.0072 4.97 0.0075 5.13 0.0078 5.28 0.0081 5.44 0.0083 5.59 0.0086 5.75 0.0089 5.90 0.0092 6.06 0.0095 6.21 0.0097 6.37 0.0100 6.52 0.0103 6.68 0.0106 6.84 0.0109 6.99 0.0112 7.15 0.0115 7.30 0.0118 7.46 0.0121 7.61 0.0125 7.77 0.0128 7.92 0.0131 8.08 0.0134 8.23 0.0138 8.39 0.0141 8.54 0.0144 8.70 0.0148 8.85 0.0151 9.01 0.0155 9.17 0.0158 9.32 0.0162 9.48 0.0166 9.63 0.0169 9.79 0.0173 9.94 0.0177 10.10 0.0181 10.25 0.0185 10.41 0.0189 10.56 0.0193 10.72 0.0197 10.87 0.0201 11.03 0.0206 11.18 0.0210 11.34 0.0215 11.50 0.0219 11.65 0.0224 11.81 0.0229 11.96 0.0233 12.12 0.0239 12.27 0.0245 12.43 0.0251 12.58 0.0257 12.74 0.0264 12.89 0.0271 13.05 0.0278 13.20 0.0285 13.36 0.0292 13.51 0.0299 13.67 0.0307 13.83 0.0315 13.98 0.0324 14.14 0.0332 14.29 0.0342 14.45 0.0351 14.60 0.0362 14.76 0.0373 14.91 0.0384 15.07 0.0396 15.22 0.0410 15.38 0.0424 15.53 0.0440 15.69 0.0456 15.84 0.0478 16.00 0.0509 16.16 0.0588 16.31 0.0660 16.47 0.0678 16.62 0.0692 16.78 0.0705 x002_I Page 2 Page 3 X002_I 16.93 0.0716 0.08 Q 17.09 0.0725 0.07 Q 17.24 0.0734 0.07 Q 17.40 0.0742 0.06 Q 17.55 0.0750 0.06 Q 17.71 0.0757 0.05 Q 17.86 0.0764 0.05 Q 18.02 0.0770 0.05 Q 18.17 0.0776 0.04 Q 18.33 0.0781 0.04 Q 18.49 0.0785 0.04 Q 18.64 0.0790 0.03 Q 18.80 0.0794 0.03 Q 18.95 0.0798 0.03 Q 19.11 0.0802 0.03 Q 19.26 0.0806 0.03 Q 19.42 0.0810 0.03 Q 19.57 0.0814 0.03 Q 19.73 0.0817 0.03 Q 19.88 0.0821 0.03 Q 20.04 0.0824 0.03 Q 20.19 0.0827 0.03 Q 20.35 0.0831 0.02 Q 20.50 0.0834 0.02 Q 20.66 0.0837 0.02 Q 20.82 0.0840 0.02 Q 20.97 0.0843 0.02 Q 21.13 0.0846 0.02 Q 21.28 0.0849 0.02 Q 21.44 0.0851 0.02 Q 21.59 0.0854 0.02 Q 21.75 0.0857 0.02 Q 21.90 0.0860 0.02 Q 22.06 0.0862 0.02 Q 22.21 0.0865 0.02 Q 22.37 0.0867 0.02 Q 22.52 0.0870 0.02 Q 22.68 0.0872 0.02 Q 22.83 0.0875 0.02 Q 22.99 0.0877 0.02 Q 23.15 0.0879 0.02 Q 23.30 0.0882 0.02 Q 23.46 0.0884 0.02 Q 23.61 0.0886 0.02 Q 23.77 0.0888 0.02 Q 23.92 0.0891 0.02 Q 24.08 0.0893 0.02 Q 24.23 0.0894 0.00 Q Page 3 Drainage J X002_) fl'rti[fl'rt ie RYe9RYe9Rrtrthrtrthrt# il## ss# RR4rtrt4rt RiertRRrt RYt fkrt Yt fkrt RRRRRRRkRGkRrtk Rfr uRfr uRR4RR4 RfTrt4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe Engineering 16795 Von Karmon #100. Irvine. CA 92606 4rtL4rtLGrt9Grt9Grtrtkrtrtkrtrt4> rt4> rtrtRrtrtRrtkrtrtGrtrtkk9rtk9rtrt GYeAGYeArti :Grti:Grt >Rie >Riekrtrt < rtrt<rtk's Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 11.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 15.25 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.89 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.43 >sc >san +. >n +. >RRRrtRRrtA<a,+ <a,+R L4RL4FrtkArtkArt -04rt-0Artrtrti.#rti.#hAkhAkh >ao ¢ifxrtf.RrtARrt¢Rrt TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) 0.24 0.0018 0.50 0.0053 0.75 0.0089 1.00 0.0125 1.26 0.0161 1.51 0.0198 1.77 0.0235 2.02 0.0273 2.28 0.0311 2.53 0.0349 2.78 0.0388 3.04 0.0428 3.29 0.0467 3.55 0.0508 3.80 0.0549 4.05 0.0590 4.31 0.0632 4.56 0.0674 4.82 0.0717 5.07 0.0761 5.32 0.0805 5.58 0.0850 5.83 0.0896 6.09 0.0942 6.34 0.0989 6.60 0.1037 6.85 0.1085 7.10 0.1135 7.36 0.1185 7.61 0.1236 (CFS) 17 17 17 17 17 18 18 18 18 18 19 19 19 19 20 20 20 20 21 21 21 22 22 22 22 23 23 24 24 25 Page 1 Page 2 X002_) 7.87 0.1288 0.25 Q 8.12 0.1341 0.26 .Q 8.38 0.1395 0.26 .Q 8.63 0.1450 0.27 .Q 8.88 0.1507 0.27 .Q 9.14 0.1564 0.28 .Q 9.39 0.1623 0.28 .Q 9.65 0.1684 0.29 .Q 9.90 0.1745 0.30 .Q 10.15 0.1809 0.31 .Q 10.41 0.1874 0.31 .Q 10.66 0.1940 0.32 .Q 10.92 0.2009 0.33 .Q 11.17 0.2080 0.34 .Q 11.43 0.2153 0.35 .Q 11.68 0.2228 0.37 .Q 11.93 0.2306 0.38 .Q 12.19 0.2392 0.44 .Q 12.44 0.2490 0.48 .Q 12.70 0.2594 0.51 Q 12.95 0.2703 0.52 Q 13.20 0.2816 0.56 Q 13.46 0.2935 0.57 Q 13.71 0.3060 0.62 Q 13.97 0.3192 0.64 Q 14.22 0.3335 0.72 Q 14.48 0.3490 0.76 Q 14.73 0.3658 0.85 Q 14.98 0.3842 0.91 Q 15.24 0.4049 1.07 Q 15.49 0.4286 1.19 Q 15.75 0.4562 1.44 Q 16.00 0.4932 2.08 Q . 16.25 0.5884 6.97 Q 16.51 0.6741 1.18 Q 16.76 0.6968 0.98 Q 17.02 0.7154 0.80 Q 17.27 0.7308 0.67 Q 17.52 0.7441 0.59 Q 17.78 0.7560 0.54 Q 18.03 0.7669 0.50 .Q 18.29 0.7761 0.39 .Q 18.54 0.7840 0.36 .Q 18.80 0.7913 0.34 .Q 19.05 0.7981 0.32 .Q 19.30 0.8046 0.30 .Q 19.56 0.8108 0.29 .Q 19.81 0.8167 0.27 .Q 20.07 0.8224 0.26 .Q 20.32 0.8278 0.25 .Q 20.58 0.8330 0.24 Q 20.83 0.8380 0.23 Q 21.08 0.8429 0.23 Q 21.34 0.8476 0.22 Q 21.59 0.8521 0.21 Q 21.85 0.8565 0.21 Q 22.10 0.8608 0.20 Q 22.35 0.8650 0.20 Q 22.61 0.8691 0.19 Q 22.86 0.8731 0.19 Q 23.12 0.8770 0.18 Q 23.37 0.8808 0.18 Q 23.62 0.8845 0.18 Q 23.88 0.8882 0.17 Q 24.13 0.8917 0.17 Q 24.39 -------------------------------------------------- 0.8935 0.00 Q ---------- ---------- - ----- Page 2 Drainage K X002_K SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1355 Analysis prepared by: Fuscoe En ineering 16795 Von Karmon #100, Irvine, CA 92606 trrti[tr rtieQrt9Qrt9RrtrtrtrtrtR rtfr ssrtfr urtrtrtGrtrtGrtl iertt4rtR4Rrt4RrtRRfi RRfi RakRGakRGakAhrt Afr uRfi 9Rfi 9R #rtrt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 6.30 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 11.93 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 0.51 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 0.24 trtrxtrtrxtrN3trN3tr# tr4# tr4trtrtr4trtr4tr> trtr> trtrtr4# trtr# tritrtru* tr4tr44tr44k #trk #trk3trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) --------------- --- --- - - -_ _--_--__-_------------------------------- 0.09 0.0000 0.00 Q 0.29 0.0008 0.10 Q 0.49 0.0024 0.10 Q 0.69 0.0040 0.10 Q 0.89 0.0056 0.10 Q 1.09 0.0072 0.10 Q 1.29 0.0089 0.10 Q 1.49 0.0105 0.10 Q 1.68 0.0122 0.10 Q 1.88 0.0139 0.10 Q 2.08 0.0155 0.10 Q 2.28 0.0173 0.10 Q 2.48 0.0190 0.11 Q 2.68 0.0207 0.11 Q 2.88 0.0225 0.11 Q 3.08 0.0243 0.11 Q 3.27 0.0260 0.11 Q 3.47 0.0279 0.11 Q 3.67 0.0297 0.11 Q 3.87 0.0315 0.11 Q 4.07 0.0334 0.11 Q 4.27 0.0353 0.12 Q 4.47 0.0372 0.12 Q 4.67 0.0391 0.12 Q 4.87 0.0410 0.12 Q 5.06 0.0430 0.12 Q 5.26 0.0450 0.12 Q 5.46 0.0470 0.12 Q 5.66 0.0490 0.12 Q 5.86 0.0511 0.13 Q 6.06 0.0531 0.13 Q Page 1 6.26 0.0552 0.13 Q 6.46 0.0574 0.13 Q 6.65 0.0595 0.13 Q 6.85 0.0617 0.13 Q 7.05 0.0639 0.14 Q 7.25 0.0662 0.14 Q 7.45 0.0685 0.14 Q 7.65 0.0708 0.14 Q 7.85 0.0731 0.14 Q 8.05 0.0755 0.15 Q 8.25 0.0779 0.15 Q 8.44 0.0803 0.15 Q 8.64 0.0828 0.15 Q 8.84 0.0854 0.15 Q 9.04 0.0879 0.16 Q 9.24 0.0906 0.16 Q 9.44 0.0932 0.16 Q 9.64 0.0960 0.17 Q 9.84 0.0987 0.17 Q 10.03 0.1015 0.17 Q 10.23 0.1044 0.18 Q 10.43 0.1074 0.18 Q 10.63 0.1104 0.19 Q 10.83 0.1134 0.19 Q 11.03 0.1166 0.19 Q 11.23 0.1198 0.20 Q 11.43 0.1231 0.20 Q 11.63 0.1265 0.21 Q 11.82 0.1300 0.22 Q 12.02 0.1336 0.22 Q 12.22 0.1376 0.27 .Q 12.42 0.1422 0.28 .Q 12.62 0.1468 0.29 .Q 12.82 0.1517 0.30 .Q 13.02 0.1567 0.31 .Q 13.22 0.1618 0.32 .Q 13.42 0.1672 0.33 .Q 13.61 0.1727 0.34 .Q 13.81 0.1785 0.36 .Q 14.01 0.1846 0.38 .Q 14.21 0.1911 0.42 .Q 14.41 0.1981 0.43 .Q 14.61 0.2055 0.47 .Q 14.81 0.2134 0.49 .Q 15.01 0.2220 0.55 Q 15.20 0.2314 0.59 Q 15.40 0.2420 0.69 Q 15.60 0.2532 0.67 Q 15.80 0.2668 0.99 Q 16.00 0.2862 1.38 16.20 0.3361 4.70 16.40 0.3811 0.78 Q 16.60 0.3927 0.64 Q 16.80 0.4022 0.52 Q 16.99 0.4102 0.45 .Q 17.19 0.4171 0.39 .Q 17.39 0.4232 0.35 .Q 17.59 0.4288 0.33 .Q 17.79 0.4340 0.30 .Q 17.99 0.4388 0.28 .Q 18.19 0.4430 0.23 Q 18.39 0.4467 0.21 Q 18.58 0.4501 0.20 Q 18.78 0.4533 0.19 Q 18.98 0.4564 0.18 Q 19.18 0.4593 0.18 Q 19.38 0.4621 0.17 Q 19.58 0.4649 0.16 Q 19.78 0.4675 0.16 Q 19.98 0.4700 0.15 Q 20.18 0.4725 0.15 Q 20.37 0.4749 0.14 Q 20.57 0.4772 0.14 Q 20.77 0.4794 0.13 Q 20.97 0.4816 0.13 Q 21.17 0.4837 0.13 Q 21.37 0.4858 0.12 Q 21.57 0.4878 0.12 Q 21.77 0.4898 0.12 Q X002_K Page 2 Page 3 X002_K 21.97 0.4918 0.12 Q 22.16 0.4937 0.11 Q 22.36 0.4955 0.11 Q 22.56 0.4973 0.11 Q 22.76 0.4991 0.11 Q 22.96 0.5009 0.11 Q 23.16 0.5026 0.10 Q 23.36 0.5043 0.10 Q 23.56 0.5060 0.10 Q 23.75 0.5076 0.10 Q 23.95 0.5092 0.10 Q 24.15 0.5108 0.10 Q 24.35 0.5116 0.00 Q Page 3 B4 Proposed Condition Small Area Unit Hydrograph Calculations a) High Confidence Events Infiltration Analysis INFILTRATION RATE CALCULATION SUMMARY PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Proposed Condition Node A B C Total Area 315.98 127.93 104.35 (ac) Y 0.88 0.96 0.94 Ybar 0.12 0.04 0.06 Average 0.47 0.32 0.61 aP Total Fm 0.12 0.06 0.12 (in /hr) Page 1 o(5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � �pza _ /„ +S)$,1 A, +Az +... +A,, � j F,,, =anFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area 111 5.63 Total Area (ac) = 315.98 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.88 Fp - See Table C -2 ON -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.12 Average a, = 0.47 Pervious 0.76 0.002 52 Total Fm (ini = 0.12 OHsite Area No. Land Use Pervious- mess I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) ON AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 52 9.23 1.85 0.20 0.000 0.10 0.40 0.04 0.001 Impervious 6.81 0.022 100 0.00 0.00 1.00 0.022 2 Urban Cover - Roadway 10% 2.65 U Pervious 0.27 0.001 91 0.99 0.20 0.82 0.001 0.10 0.20 0.02 0.000 Impervious 2.39 0.008 100 0.00 0.00 1.00 0.008 3 Single Family Residential (>10 dwellings /acre) 20 % 45 27 A Pervious 9.05 0.029 52 9.23 1.85 0.20 0.006 0.20 0.40 0.08 0.011 Impervious 36.22 1 0.115 1 100 0.00 0.00 1.00 0.115 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 S Pervious 6.37 0.020 76 3.16 0.63 0.54 0.011 0.20 0.30 0.06 0.006 Impervious 25.47 0.081 100 0.00 0.00 1.00 0.081 5 Single Family Residential >10 dwellings/acre) s /acre ( 9 ) 20% 26.51 U Pervious 5.30 0.017 91 0.99 0.20 0.82 0.014 0.20 0.20 0.04 0.003 Impervious 21.21 0.067 100 0.00 0.00 1.00 0.067 6 Commercial / Industrial 10% 31.91 U Pervious 3.19 0.010 91 0.99 0.20 0.82 0.008 0.10 0.20 0.02 0.002 Impervious 28.72 0.091 100 0.00 0.00 1.00 0.091 7 Oil Operations 100% 4.70 O Pervious 4.70 0.015 99 0.10 0.02 0.98 0.015 1.00 0.20 0.20 0.003 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 8 Open Space /Habitat Area 100 % 16.64 A Pervious 16.64 0.053 66 5.15 1.03 0.39 0.020 1.00 0.40 0.40 0.021 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 9 Oxbow Loop Channel 10% 6.55 A Pervious 0.66 0.002 93 0.75 0.15 0.86 0.002 0.10 0.40 0.04 0.001 Impervious 5.90 0.019 100 0.00 0.00 1.00 0.019 Page 2 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A Onsite Area No. Land Use Pervious - ness (%) Area Area (ac) Soil Group Pervious/ Impervious Area (ac) (Area Fraction) CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI YI'AI ap Fp (in /hr Fm (in /hr Fm'Ai in /hr 1 Urban Cover - Roadway 10% 15.02 0 Pervious 1.50 0.005 91 0.99 0.20 0.82 0.004 0.10 0.20 0.02 0.001 Impervious 13.52 0.043 100 0.00 0.00 1.00 0.043 2 Single Family Residential (Condominium) Condominium 35% 4.22 B Pervious 1.48 0.005 76 3.16 0.63 0.54 0.003 0.35 0.30 0.11 0.001 Impervious 2.74 0.009 100 0.00 0.00 1.00 0.009 3 Single Family Residential (Condominium) 35% 34.29 U Pervious 12.00 0.038 91 0.99 0.20 0.82 0.031 0.35 0.20 0.07 0.008 Impervious 22.29 0.071 100 0.00 0.00 1.00 0.071 4 Public Park 85% 12.22 B Pervious 10.39 0.033 76 3.16 0.63 0.54 0.018 0.85 0.30 0.26 0.010 Impervious 1.83 0.006 100 0.00 0.00 1.00 0.006 5 Public Park 85% 10.74 O Pervious 9.13 0.029 91 0.99 0.20 0.82 0.024 0.85 0.20 0.17 0.006 Impervious 1.61 0.005 100 0.00 0.00 1.00 0.005 6 Oil Operations 100% 4.78 A Pervious 4.78 0.015 93 0.75 0.15 0.86 0.013 1.00 0.40 0.40 0.006 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 7 Open Space / Habitat Area 100% 61.07 0 Pervious 61.07 0.193 96 0.42 0.08 0.92 0.177 1.00 0.20 0.20 0.039 Impervious 0.00 0.000 100 0.00 0.00 1.00 0000 Total Area = 315.98 Y = 0.88 Total F,, = 0.12 Ybar =1 -Y= 0.12 Page 3 of 5, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, = °rFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area 111 5.63 Total Area (ac) = 127.93 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.96 Fp - See Table C -2 ON -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - V = 0.04 Average a, = 0.32 Pervious 0.54 0.004 91 Total Fm (ini = 0.06 Onsite Area No. Land Use Pervious- mess I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) ON AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 91 0.99 0.20 0.82 0.003 0.10 0.20 0.02 0.001 Impervious 4.82 0.038 100 0.00 0.00 1.00 0.038 2 Single Family Residential >10 dwellings/acre) s /acre ( 9 ) 20% 5.94 D Pervious 1.19 0.009 91 0.99 0.20 0.82 0.008 0.20 0.20 0.04 0.002 Impervious 4.75 0.037 100 0.00 0.00 1.00 0.037 3 Commercial / Industrial 10% 78.14 D Pervious 7.81 0.061 91 0.99 0.20 0.82 0.050 0.10 0.20 0.02 0.012 Impervious 1 70.33 0.550 100 0.00 0.00 1.00 0.550 4 School 60% 9.91 p Pervious 5.95 0.046 91 0.99 0.20 0.82 0.038 0.60 0.20 0.12 0.009 Imervious p 3.96 0.031 100 0.00 0.00 1.00 0.031 Onsite Area No. Land Use Pervious- mess ( %) Area (ac) Soil Group Pervious/ Impervious Area (ac) A I (Area Fraction) ON AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI Wj Al ap Fp (in /hr) Fm (in /hr) Fm Ai (in /hr) Single Family Residential (Condominium) 35% 4. 43 D Pervious 1.55 0.012 91 0.99 0.20 0.82 0.010 0.35 0.20 0.07 0.002 Impervious 2.88 0.023 100 0.00 0.00 1.00 0.023 2 Open Space / Habitat Area 100% 24.16 D Pervious 24.16 0.189 96 0.42 0.08 0.92 0.173 1.00 0.20 0.20 0.038 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 Total Area = 127.93 Y = 0.96 Total Fm = 0.06 Ybar =1 -Y= 0.04 Page 4 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +Y Am. YA A' A, +Az +... +A,,. � �pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, =anFa S _ 1000 10 I� = 0.2 S P24, 100 -Year Storm Event for Non - Mountainous Area 111 5.63 Total Area (ac) = 104.35 ap - See Figure C-4 CN P24, 100 -Year Storm Event for Mountainous Area (in) 11.27 Y= 0.94 Fp - See Table C -2 CN -See Figure C -i and C -3 Commercial / Industrial Ybar = 1 - Y = 0.06 Average a, = 0.61 Pervious 0 J6.26 0.002 91 Total Fm (ini = 0.12 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious A, (Area Fraction ) CN AMC III Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Commercial / Industrial 10% 1.95 0 Pervious 0 J6.26 0.002 91 0.99 0.20 0.82 0.002 0.10 0.20 0.02 0.000 Impervious 6 0.017 100 0.00 0.00 1.00 0.017 2 Oil Operations 100% 6.26 D Pervious 0.060 99 0.10 0.02 0.98 0.059 1.00 0.20 0.20 0.012 Impervious 0 0.000 100 0.00 0.00 1.00 0.000 Onsfte Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction) CN AMC III Low Loss Rate, Ybar Max. Lass Rate, Fm S la Yi YI*AI zp F, (in/hr) Fm (in/hr) F.`Ai (in/hr) 1 Urban Cover - Roadway 10% 11.35 D Pervious 1.14 0.011 91 0.99 0.20 0.82 0.009 0.10 0.20 0.02 0.002 Impervious 10.22 0.098 100 0.00 0.00 1.00 0.098 2 Single Family Residential (Condominium) 35% 4168 D Pervious 14.59 0.140 91 0.99 0.20 0.82 0.114 0.35 0.20 0.07 0.028 Impervious 27.09 0.260 100 0.00 0.00 1.00 0.260 3 Public Park 85% 9.61 D Pervious 8.17 0.078 91 0.99 0.20 0.82 0.064 0.85 0.20 0.17 0.016 Impervious 1 1.44 1 0.014 1 100 1 0.00 0.00 1.00 0.014 4 Oil Operations 100% 9.76 D Pervious 9.76 0.094 99 0.10 0.02 0.98 0.092 1.00 0.20 0.20 0.019 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 5 Open Space / Habitat Area 700 % 23.74 D Pervious 23.74 0.228 96 0.42 0.08 0.92 0.208 1.00 0.20 0.20 0.046 Impervious 0.00 0.000 100 0.00 0.00 1.00 0.000 Total Area = 104.35 Y = 0.94 Total Fm = 0.12 Ybar =1 -Y= 0.06 Page 5 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SUMMARY PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Proposed Condition Node A B C Total Area 315.98 127.93 104.35 (ac) Y 0.70 0.82 0.74 Ybar 0.30 0.18 0.26 Average 0.47 0.32 0.61 aP Total Fm 0.12 0.06 0.12 (in /hr) Page 1 o(5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A, A Y_ (PM -Ia)2 Y_Y,A, +Y1A2 +... +PA„ YA = A, +Az +... +A,� i- (P2n- 10 +S)P24 A, +A2 +... +Am Fm = °n Fa S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 315.98 ap - See Figure C4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.70 Fp - See Table C -2 CN - See Figure C -1 and C -3 Fm (in /hr) Ybar = 1 - Y = 0.30 Average ap = 0.47 9 Urban Cover - Roadway 10% 7.57 Total Fm (in /hr) = 0.12 Offsite Area No. Infil. Class Land Use Pervious- i nets I %) Area ac ( ) Sail Group p Pervious/ Impervious p Area ac ( ) A, (Area Fraction CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'g a Fp (in /hr) Fm (in /hr) Fm A, (in /hr) a'Ai 1 9 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.00 0.000 0.10 0.40 0.04 0.001 0.002 Impervious 6.81 0.022 98 0.20 0.04 0.95 0.020 2 9 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.45 0.000 0.10 0.20 0.02 0.000 0.001 Impervious 2.39 0.008 98 0.20 0.04 0.95 0.007 3 9 Single Family Residential ( >l0 dwellings /acre) 20% 45.27 A Pervious 9.05 0.029 32 21.25 4.25 0.00 0.000 0.20 0.40 0.08 0.011 0.029 Impervious 1 36.22 0.115 1 98 1 0.20 0.04 0.95 0.109 4 9 Single Family Residential ( >10 dwellings /acre) 20% 31.84 g Pervious 6.37 0.020 56 7.86 1.57 0.18 0.004 0.20 0.30 0.06 0.006 0.020 Impervious 25.47 0.081 98 0.20 0.04 0.95 0.076 5 9 Single Family Residential ( >10dwellings /acre) 20% . 2651 D Pervious 5.30 0.017 75 3.33 0.67 0.45 0.008 020 0.20 0.04 0.003 0.017 Impervious 21.21 0.067 98 0.20 0.04 0.95 0.064 6 9 Commercial / Industrial 10% 31.91 0 Pervious 3.19 0.010 75 3.33 0.67 0.45 0.005 0.10 0.20 0.02 0.002 0.010 Impervious 28.72 0.091 98 0.20 0.04 0.95 0.086 7 1 Oil Operations 1DO% 4.70 D Pervious 4.70 0.015 93 0.75 0.15 0.82 0.012 1.00 0.20 0.20 0.003 0.015 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 8 6 Open Space/ Habitat Area 100% 16.64 A Pervious 16.64 0.053 46 11.74 2.35 0.07 0.004 1.00 0.40 0.40 0.021 0.053 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 9 1 Oxbow Loop Channel 10% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 O.S1 0.001 0.10 0.40 0.04 0.001 0.1102 Impervious 5.90 0.019 98 0.20 0.04 0.95 0.018 Page 2 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A Onsite Area re No. Infll. Class Land Use Pervious - ness ( %) Area (ac) Soil Group Pervious/ Impervious Area (ac) A, (Area Fraction) CN AMC II Low Lass Rate, Ybar Max. Loss Rate, Fm S I, Yi Yi'Ai ao Fp inlhr Fm inlhr Fm *Ai in /hr ao AI 1 9 Urban Cover - Roadway 10% 15.02 D Pervious 1.50 0.005 75 3.33 0.67 0.45 0.002 0.10 0.20 0.02 0.001 0.005 Impervious 13.52 0.043 98 0.20 0.04 0.95 0.041 2 9 Single Family Residential (Condominium) 35% 4.22 B Pervious 1.48 0.005 56 7.86 1.57 0.18 0.001 0.35 0.30 0.11 0.001 0.005 Impervious 2.74 0.009 98 0.20 0.04 0.95 0.008 3 9 Single Family Residential (Condominium) 35% 34.29 D Pervious 12.00 0.038 75 3.33 0.67 0.45 0.017 0.35 0.20 0.07 0.008 0.038 Impervious 1 22.29 0.071 1 98 0.20 0.04 0.95 0.067 4 9 Public Park 85% 12.22 B Pervious 10.39 0.033 56 7.86 1.57 0.18 0.006 0.85 0.30 0.26 0.010 0.033 Impervious 1.83 0.006 98 0.20 0.04 0.95 0.005 5 9 Public Park 85% 10.74 D Pervious 9.13 0.029 75 3.33 0.67 0.45 0.013 0.85 0.20 0.17 0.006 0.029 Impervious 1.61 0.005 98 0.20 0.04 0.95 0.005 6 1 Oil Operations 100% 4.78 A Pervious 4.78 0.015 78 2.82 0.56 0.51 0.008 1.00 0.40 0.40 0.006 0.015 mpervieus 0.00 0.000 98 0.20 0.04 0.95 0.000 7 6 Open Space /Habitat Area 100% 61.07 D Pervious 61.07 0.193 83 2.05 0.41 0.61 0.117 1,00 0.20 0.20 0.039 0.193 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 315.98 Y = 0.70 Total F, = 0.12 0.47 Ybar =1 -Y= 0.30 Page 3 of 5, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A, A Y_ (PM -Ia)2 Y_Y,A, +YaA2 +... +PA„ YA = A, +Az +... +A ,� i- �P2a- 10 +S)P24 A, +A2 +... +Am Fm = °n Fa S = 0.2S 1000 -l0 Iu = P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 127.93 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.82 Fp - See Table C -2 CN - See Figure C -1 and C -3 Fm on/hr) Ybar = 1 - Y = 0.18 Average ap = 0.32 9 Urban Cover - Roadway 10% 5.35 Total Fm (in /hr) = 0.06 Offsite Area No. Infil. Class Land Use Pervious- nets ( %) Area ( ac ) Sail Group Pervious/ Impervious Area ( ac ) A, (Area Fraction CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y� 'A, a ° Fp n /hr) Fm on/hr) Fm A, on/hr) a'A, 1 9 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 75 3.33 0.67 0.45 0.002 0.10 0.20 0.02 0.001 0.004 Impervious 4.82 0.038 98 0.20 0.04 0.95 0.036 2 9 Single Family Residential ( >10 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 75 3.33 0.67 0.45 0.004 0.20 0.20 0.04 0.002 0.009 Impervious 4.75 0.037 98 0.20 0.04 0.95 0.035 3 9 Commercial l Industrial 10% 78.14 D Pervious 7.81 0.061 75 3.33 0.67 0.45 0.028 0.10 0.20 0.02 0.012 0.061 Impervious 70.33 0.550 98 0.20 0.04 0.95 0.521 4 9 School 60% 9.91 D Pervious 5.95 0.046 75 3.33 0.67 0.45 0.021 0.60 0.20 0.12 0.009 0.046 Impervious 1 3.96 0.031 98 0.20 0.04 0.95 0.029 Onsite Area No. Infil. Class Land Use Pervious nest (%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S I. Yi Y� Al ap Fo (in /hr) Fm (inlhr) Fm q (inlhr) ap AI 1 9 Single Family Residential (Condominium) ) 35% 4.43 D Pervious 1.55 0.012 75 3.33 0.67 0.45 0.006 0.35 0.20 0,07 0.002 0.012 Impervious 2.88 0.023 98 0.20 0.04 0.95 0.021 2 6 Open Space / Habitat Area 100% 24.16 D Pervious 24.16 0.189 83 2.05 0.41 0.61 0.114 1.00 0.20 0.20 0.038 0.189 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 127.93 Y = 0.82 Ybar =1 -Y= 0.18 Total Fm = 0.06 0.32 Page 4 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 25 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A; A Y (PM -1o)2 Y_Y,A, +Y1Az +... +Y,„A„ = A, +Az +... +A,� - i (P24- 11 +S)P24 AI +A2 +... +Am i i Fm on Pp 1000 S = l0 I -u = 0.2S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 104.35 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.74 Fp - See Table C -2 CN - See Figure C -1 and C -3 Fm (in /hr) Ybar = 1 - Y = 0.26 Average a° = 0.61 9 Commercial / Industrial 10% 1.95 Total Fm (in /hr) = 0.12 Offsite Area No. In51. Class Land Use Pervious- mss ( %) Area (so) ac Sail Group p Pervious/ Impervious p Area ac ( ) � (Area Fraction) CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'g a ° F° (in /hr) Fm (in /hr) Fm Ai (in /hr) a'AI ° 1 9 Commercial / Industrial 10% 1.95 D Pervious 0.20 0.002 75 3.33 0.67 0.45 0.001 0.10 0.20 0.02 0.000 0.002 Impervious 1.76 0.017 98 0.20 0.04 0.95 0.016 2 1 Oil Operations 100% 6.26 D Pervious 6.26 0.060 93 0.75 0.15 0.82 0.049 1.00 0.20 0.20 0.012 0.066 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Onsite Area No. Infil . Class Land Use Pervious - ness M Area (ac) Sail Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm 5 la Yi Vi'!y a° F° (iNhr) Fm (iNhr) Fm`Ai (in/hr av Al 1 9 Urban Cover - Roadway 10% 11.35 D Pervious 1.14 0.011 75 3.33 0.67 0.45 0.005 0.10 0.20 0.02 0.002 0.011 Impervious 10.22 0.098 98 0.20 0.04 0.95 0.093 2 9 Single Family Residential (Condominium) ) 35% 41.68 D Pervious 14.59 0.140 75 3.33 0.67 0.45 0.064 0.35 0.20 0.07 0.028 0.140 Impervious 27.09 0.260 98 0.20 0.04 0.95 0.246 3 9 Public Park 85% 9.61 D Pervious 8.17 0.078 75 3.33 0.67 0.45 0.036 0.85 0.20 0,17 0.016 0.078 Impervious 1 1.44 1 0.014 1 98 1 0.20 0.04 0.95 0.013 4 1 Oil Operations 100% 9.76 D Pervious 9.76 0.094 93 0.75 0.15 0.82 0.077 1,00 0.20 0.20 0.019 0.094 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 5 6 Open Space / Habitat Area 100% 23.74 D Pervious 23.74 0.228 83 2.05 0.41 O.6t 0.138 1.00 0.20 0.20 0.046 0.228 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 104.35 Y = 0.74 Ybar =1 -Y= 0.26 I oral Fm = 0.12 0.61 Page 5 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SUMMARY PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Proposed Condition Node A B C Total Area 315.98 127.93 104.35 (ac) Y 0.67 0.79 0.70 Ybar 0.33 0.21 0.30 Average 0.47 0.32 0.61 aP Total Fm 0.12 0.06 0.12 (in /hr) Page 1 o(5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,., =anFa S _ 1000 10 I� = 0.2 S P24, 10 -Year Storm Event for Non - Mountainous Area (in)= 3.68 Total Area (ac) = 315.98 ap - See Figure C-4 CN P24,10 -Year Storm Event for Mountainous Area (in) 7.05 Y= 0.67 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.33 Average a° = 0.47 Pervious 0.76 0.002 32 Total Fm (ini = 0.12 OHsite Area No. Land Use Pervious- mess I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I a° F ° (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.00 0.000 0.10 0.40 0.04 0.001 Impervious 6.81 0.022 98 0.20 0.04 0.94 0.020 2 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.39 0.000 0.10 0.20 0.02 0.000 Impervious 2.39 0.008 98 0.20 0.04 0.94 0.007 3 Single Family Residential (>10 dwellings/acre) 20 °/ 4527 A Pervious 9.05 0.029 32 21.25 4.25 0.00 0.000 0.20 0.40 0.08 0.011 Impervious 36.22 1 0.115 1 98 0.20 0.04 0.94 0.107 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 B Pervious 6.37 0.020 56 7.86 1.57 0.12 0.002 0.20 0.30 0.06 0.006 Impervious 25.47 0.081 98 0.20 0.04 0.94 0.075 5 Single Family Residential ( >10 dwellings/acre) 20% 26.51 0 Pervious 5.30 0.017 75 3.33 0.67 0.39 0.007 0.20 0.20 0.04 0.003 Impervious 21.21 0.067 98 0.20 0.04 0.94 0.063 6 Commercial / Industrial 10% 31.91 D Pervious 3.19 0.010 75 3.33 0.67 0.39 0.004 0.10 0.20 0.02 0.002 Impervious 28.72 0.091 98 0.20 0.04 0.94 0.085 7 Oil Operations 100% 4.70 D Pervious 4.70 0.015 93 0.75 0.15 0.79 0.012 1.00 0.20 0.20 0.003 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 8 Open Space / Habitat Area 100% 16.64 A Pervious 16.64 0.053 46 11.74 2.35 0.04 0.002 1.00 0.40 0.40 0.021 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 9 Oxbow Loop Channel t0% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 0.44 0.001 0.10 0.40 0.04 0.001 Impervious 5.90 0.019 98 0.20 0.04 0.94 1 0.017 Page 2 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A Onsite Area No. Land Use Pervious - ness (%) Area Area (ac) Soil Group Pervious/ Impervious Area (ac) (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Vi YI'Ai ap Fp (in /hr Fm (in /hr Fm'Ai in /hr 1 Urban Cover - Roadway 10% 15.02 0 Pervious 1.50 0.005 75 3.33 0.67 0.39 0.002 0.10 0.20 0.02 0.001 Impervious 13.52 0.043 98 0.20 0.04 0.94 0.040 2 Single Family Residential (Condominiums) 35% 4.22 B Pervious 1.48 0.005 56 7.86 1.57 0.12 0.001 0.35 0.30 0.11 0.001 Impervious 2.74 0.009 98 0.20 0.04 0.94 0.008 3 Single Family Residential (Condominiums) 35% 34.29 U Pervious 12.00 0.038 75 3.33 0.67 0.39 0.015 0.35 0.20 0.07 0.008 Impervious 22.29 0.071 98 0.20 0.04 0.94 0.06fi 4 Public Park 85% 1222 B Pervious 10.39 0.033 56 7.86 1.57 0.12 0.004 0.85 0.30 0.26 0.010 Impervious 1.83 0.006 98 0.20 0.04 0.94 0.005 5 Public Park 85% 10.74 D Pervious 9.13 0.029 75 3.33 0.67 0.39 0.011 0.85 0.20 0.17 0.006 Impervious 1.61 0.005 98 0.20 0.04 0.94 0.005 6 Oil Operations 100% 4.78 A Pervious 4.78 0.015 78 2.82 0.56 0.44 0.007 1.00 0.40 0.40 0.006 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 7 Open Space / Habitat Area 100% 61.07 0 Pervious 61.07 0.193 83 2.05 0.41 0.55 0.106 1.00 0.20 0.20 0.039 Impervious 0.00 0.000 98 0.20 0.04 0.94 0000 Total Area = 315.98 Y = 0.67 Total F,, = 0.12 Ybar =1 -Y= 0.33 Page 3 of 5, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,, =anFa S _ 1000 10 I� = 0.2 S P24, 10 -Year Storm Event for Non - Mountainous Area (in)= 3.68 Total Area (ac) = 127.93 as - See Figure C-4 CN P24,10 -Year Storm Event for Mountainous Area (in) 7.05 Y= 0.79 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.21 Average a, = 0.32 Pervious 0.54 0.004 75 Total Fm (ini = 0.06 Onsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 U Pervious 0.54 0.004 75 3.33 0.67 0.39 0.002 0.10 0.20 0.02 0.001 Impervious 4.82 0.038 98 0.20 0.04 0.94 0.035 2 Single Family Residential ( >10 dwellings /acre) 20% 5:94 O Pervious 1.19 0.009 75 3.33 0.67 0.39 0.004 0.20 0.20 0.04 0.002 Impervious 4.75 0.037 98 0.20 0.04 0.94 0.035 3 Commercial / Industrial 10% 78.14 D Pervious 7.81 0.061 75 3.33 0.67 0.39 0.024 0.10 0.20 0.02 0.012 Impervious 1 70.3 1 .550 1 98 0.20 0.04 0.94 0.515 4 School 60% 9.91 D Pervious 5.95 0.046 75 3.33 0.67 0.39 0.018 0.60 0.20 0.12 0.009 Impervious 3.96 0.031 98 0.20 0.04 0.94 0.029 Onsite Area No. Land Use Pervious- ness ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A I (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI WAI ap Fp (in /hr) Fm (in /hr) Fm Ai (in /hr) 1 Single Family Residential Condominiums (Condominiums) 35% 4.43 D Pervious 1.55 0.012 75 3.33 0.67 0.39 0.005 0.35 0.20 0.07 0.002 Impervious 2.88 0.023 98 0.20 0.04 0.94 0.021 2 Open Space / Habitat Area 100% 24.16 D Pervious 24.16 0.189 83 2.05 0.41 0.55 0.103 1.00 0.20 0.20 0.038 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 Total Area = 127.93 Y = 0.79 Total Fm = 0.06 Ybar =1 -Y= 0.21 Page 4 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 10 -YEAR HIGH - CONFIDENCE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +Y Am. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I� = 0.2 S P24, 10 -Year Storm Event for Non - Mountainous Area (in)= 3.68 Total Area (ac) = 104.35 ap - See Figure C-4 CN P24,10 -Year Storm Event for Mountainous Area (in) 7.05 Y= 0.70 Fp - See Table C -2 ON -See Figure C -i and C -3 Commercial / Industrial Ybar = 1 - Y = 0.30 Average a, = 0.61 Pervious 0 J6.26 0.002 75 Total Fm (ini = 0.12 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious A, (Area Fraction ) ON AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Commercial / Industrial 10% 1.95 D Pervious 0 J6.26 0.002 75 3.33 0.67 0.39 0.001 0.10 0.20 0.02 0.000 Impervious 6 0.017 98 0.20 0.04 0.94 0.016 2 Oil Operations 100% 6.26 D Pervious 0.060 93 0.75 0.15 0.79 0.047 1.00 0.20 0.20 0.012 Impervious 0 0.000 98 0.20 0.04 0.94 0.000 OnsOe Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction) ON AMC II Low Loss Rate, Ybar Max. Lass Rate, Fm S 1, Yi YI *AI a, F, (in/hr) Fm (in/hr) Fm'A, (in/hr) 1 Urban Cover - Roadway 10% 11.35 D Pervious 1.14 0.011 75 3.33 0.67 0.39 0.004 0.10 0.20 0.02 0.002 Impervious 10.22 0.098 98 0.20 0.04 0.94 0.092 2 Single Family Residential (Condominiums) Condominiums 35% 41.68 D Pervious 14.59 0.140 75 3.33 0.67 0.39 0.054 0.35 0.20 0.07 0.028 Impervious 27.09 0.260 98 0.20 0.04 0.94 0.243 3 Public Park 85% 9.61 D Pervious 8.17 0.078 75 3.33 0.67 0.39 0.030 0.85 0.20 0.17 0.016 Impervious 1 1.44 1 0.014 1 98 0.20 0.04 0.94 0.013 4 Oil Operations 100% 9.76 D Pervious 9.76 0.094 93 0.75 0.15 0.79 0.074 1.00 0.20 0.20 0.019 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 5 Open Space /Habitat Area 100% 23.74 D Pervious 23.74 0.228 83 2.05 0.41 0.55 0.124 1.00 0.20 0.20 0.046 Impervious 0.00 0.000 98 0.20 0.04 0.94 0.000 Total Area = 104.35 Y = 0.70 Total Fm = 0.12 Ybar =1 -Y= 0.30 Page 5 of 5, 4/9/2008 HC 100 -Year Storm Event Drainage A P100-A fkrt 3fkrt 3RYe9RYe9Rrtrtkrtrthrt# il## il# akR4akR4ie R4rt# 4rt# Yt# rtYt# rtRRRRRRRkrtrtkrtrtk Afr uRfr uRYe4 RR4 RfTrt4 SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: fk rt i[ fk rt ie Q rt 9Q rt 9 R rt rt rt rt rt R rt frss f} fru f} rt rt G rt rt G rt w` ie rt f` 4 rt R Yt # rt Yt fk rt R R R R R R R ak R G ak R G ak Ah ie Afr u R R 9 R R 9 R fT rt rt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 316.00 SOIL -LOSS RATE, FM,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.120 TIME OF CONCENTRATION(MIN.) = 25.42 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 118.31 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 29.95 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f}tr`kf}trxtrtrf}trtr4tr44tr4 *4f } tr4f } tr43trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 162.5 325.0 487.5 650.0 (HOURS) (AF) (CFS) --------------- --- ---_ - -_ _--_--__-_------------------------------- 0.32 0.2940 21.94 .Q 0.75 1.0658 22.14 .Q 1.17 1.8501 22.66 .Q 1.60 2.6482 22.93 .Q 2.02 3.4609 23.49 .Q 2.44 4.2888 23.79 .Q 2.87 5.1327 24.42 .Q 3.29 5.9934 24.74 .Q 3.71 6.8719 25.44 .Q 4.14 7.7689 25.80 .Q 4.56 8.6858 26.57 .Q 4.98 9.6235 26.99 .Q 5.41 10.5836 27.86 .Q 5.83 11.5671 28.32 .Q 6.26 12.5761 29.31 .Q 6.68 13.6117 29.84 .Q 7.10 14.6766 30.98 .Q 7.53 15.7721 31.60 .Q 7.95 16.9017 32.92 Q 8.37 18.0671 33.65 Q 8.80 19.2727 35.22 Q 9.22 20.5209 36.08 Q 9.65 21.8174 37.98 Q 10.07 23.1655 39.03 Q 10.49 24.5732 41.38 Q 10.92 26.0450 42.70 Q 11.34 27.5926 45.70 Q 11.76 29.2228 47.42 Q 12.19 30.9912 53.59 Q 12.61 33.1063 67.23 Q 13.03 35.5652 73.22 Q Page 1 Page 2 a P100_A 13.46 38.1927 76.86 Q 13.88 41,0444 86.03 Q 14.31 44,1614 92.01 Q 14.73 47.6813 109.05 Q 15.15 51.7150 121.36 Q 15.58 56.6173 158.66 Q. 16.00 62.8749 198.77 Q 16.42 77.7198 649.18 16.85 91.5148 138.80 Q . 17.27 95.6916 99.78 Q 17.69 98.8577 81.07 Q 18.12 101.5033 70.04 Q 18.54 103.5929 49.32 Q 18.97 105.2289 44.13 Q 19.39 106.7046 40.16 Q 19.81 108,0553 37.00 Q 20.24 109.3054 34.41 Q 20.66 110.4722 32.24 .Q 21.08 111.5689 30.40 .Q 21.51 112.6054 28.81 .Q 21.93 113.5896 27.41 .Q 22.36 114.5279 26.18 .Q 22.78 115.4254 25.08 .Q 23.20 116.2864 24.10 .Q 23.63 117,1146 23.21 .Q 24.05 117.9130 22.40 .Q 24.47 118.3051 0.00 Q Page 2 a Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 127.90 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.04.0 TIME OF CONCENTRATION(MIN.) = 29.40 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 51.56 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 8.45 TIME VOLUME Q 0. 62.5 125.0 187.5 250.0 (HOURS) (AF) (CFS) 0.32 0.0000 0.00 Q 0.81 0.1992 9.84 .Q 1.30 0.6004 9.97 Q 1.79 1.0099 10.25 Q 2.28 1.4280 10.40 .Q 2.77 1.8554 10.71 .Q 3.26 2.2925 10.88 .Q 3.75 2.7400 11.23 .Q 4.24 3.1984 11.41 .Q 4.73 3.6687 11.81 .Q 5.22 4.1514 12.03 .Q 5.71 4.6478 12.49 .Q 6.20 5.1584 12.73 Q 6.69 5.6850 13.27 Q 7.18 6.2282 13.56 Q 7.67 6.7901 14.19 Q 8.16 7.3719 14.54 Q 8.65 7.9762 15.31 Q 9.14 8.6046 15.73 Q 9.63 9.2607 16.68 Q 10.12 9.9468 17.21 Q 10.61 10.6681 18.42 Q 11.10 11.4280 19.11 Q 11.59 12.2346 20.73 Q 12.08 13.0932 21.68 Q 12.57 14.1380 29.92 Q 13.06 15.3798 31.41 Q 13.55 16.7275 35.15 Q 14.04 18.2003 37.58 Q 14.53 19.8639 44.58 Q 15.02 21.7709 49.61 Q 15.51 24.1445 67.62 16.00 27.1440 80.52 16.49 33.7762 247.03 16.98 39.9268 56.74 17.47 41.8976 40.59 Q 17.96 43.3903 33.13. Q 18.45 44.5511 24.20 Q 18.94 45.4434 19.88 Q 19.43 46.2060 17.79 Q 19.92 46.8938 16.18 Q 20.41 47.5234 14.91 Q 20.90 48.1061 13.87 Q 21.39 48.6500 12.99 Q 21.88 49.1612 12.25 .Q 22.37 49.6443 11.61 .Q 22.86 50.1031 11.05 .Q 23.35 50.5404 10.55 .Q 2.3.84 50.9587 10.11 .Q 24.33 51.3601 9.71 .Q 24.82 51.5567 0.00 Q N 02 r m Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 104.40 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.060 TIME OF CONCENTRATION(MIN.) = 14.82 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) = 5.63 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 41.38 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 7.60 TIME VOLUME Q 0. 75.0 150.0 225.0 300.0 (HOURS) (AF) (CFS) 0.19 0.0788 7.72 .Q 0.44 0.2371 7.80 .Q 0.69 0.3969 7.85 Q 0.93 0.5582 7.96 .Q 1.18 0.7212 8.01 .Q 1.43 0.8858 8.12 .Q 1.67 1.0522 8.18 .Q 1.92 1.2204 8.30 .Q 2.17 1.3904 8.36 .Q 2.42 1.5624 8.48 .Q 2.66 1.7362 8.55 .Q 2.91 1.9121 8.68 .Q 3.16 2.0900 8.75 .Q 3.40 2.2700 8.89 Q 3.65 2.4523 8.96 Q 3.90 2.6368 9.11 Q 4.14 2.8236 9.19 .Q 4.39 3.0129 9.35 .Q 4.64 3.2047 9.44 .Q 4.89 3.3990 9.61 Q 5.13 3.5960 9.70 Q 5.38 3.7959 9.88 Q 5.63 3.9986 9.98 Q 5.87 4.2043 10.18 .Q 6.12 4.4130 10.28 .Q 6.37 4.6251 10.50 .Q 6.61 4.840.5 10.61 .Q 6.86 5.0594 10.84 .Q 7.11 5.2820 10.96 .Q 7.36 5.5084 11.22 .Q 7.60 5.7388 11.35 .Q 7.85 5.9734 11.63 Q 8.10 6.2124 11.78 .Q 8.34 6.4560 12.09 .Q 8.59 6.7044 12.25 .Q 8.84 6.9580 12.59 .Q 9.08 7.2170 12.78 .Q 9.33 7.4817 13.16 .Q 9.58 7.7524 13.36 .Q 9.82 8.0295 13.79 .Q 10.07 8.3135 14.02 .Q 10.32 8.6047 14.51 .Q 10.57 8.9037 14.78 .Q 10.81 9.2111 15.34 Q 11.06 9.5273 15.65 Q 11.31 9.8534 16.30 Q 11.55 10.1899 16.66 Q 11.80 10.5379 17.44 Q 12.0.5 10.8982 17.86 Q 12.30 11.3208 23.54 Q 12.54 11.8068 24.09 Q 12.79 12.3110 25.31 Q 13.04 12.8347 26.00 Q 13.28 13.3811 27.54 Q 13.53 13.9522 28.41 Q 13.78 14.5529 30.44 Q 14.02 15.1863 31.62 Q 14.27 15.8624 34.62 Q 14.52 16.5866 36.33 Q 14.77 17.3722 40.64 Q 15.01 18.2304 43.44 Q 15.26 19.1966 51.23 Q 15.51 20.2976 56.64 Q 15.75 21.5949 70.47 16.00 23.2997 96.56 16.25 27.3328 298.58 16.49 30.9685 57.63 Q 16.74 32.0350 46.87 Q 16.99 32.9045 38.31 Q 17.23 33.6320 32.97 Q 17.48 34.2684 29.38 Q 17.73 34.8411 26.73 Q 17.98 35.3659 24.68 Q 18.22 35.8187 19.69 Q 18.47 36.1936 17.04 Q 18.72 36.5305 15.97 Q 18.96 36.8470 15.05 Q 19.21 37.1463 14.26 .Q 19.46 37.4304 13.57 .Q 19.70 37.7012 12.96 .Q 19.95 37.9603 12.42 .Q 20.20 38.2089 11.93 .Q 20.45 38.4479 11.49 .Q 20.69 38.6784 11.09 .Q 20.94 38.9010 10.72 .Q 21.19 39.1165 10.39 .Q N Cel 9 21.43 39.3253 10.08 Q 21.68 39.5281 9.79 Q 21.93 39.7251 9.52 Q 22.17 39.9169 9.27 .Q 22.42 40.1038 9.04 .Q 22.67 40.2861 8.82 .Q 22.92 40.4640 8.61 .Q 23.16 40.6379 8.42 .Q 23.41 40.8079 8.24 .Q 23.66 40.9744 8.07 .Q 23.90 41.1374 7.90 .Q 24.15 41.2971 7.75 .Q 24.40 41.3762 0.00 Q iii. HC 25 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 316.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.300 TIME OF CONCENTRATION(MIN.) = 26.88 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 79.67 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 38.57 TIME VOLUME Q 0. 125.0 250.0 375.0 500.0 (HOURS) (AF) (CFS) 0.32 0.1800 13.61 Q 0.77 0.6863 13.74 .Q 1.22 1.2014 14.08 .Q 1.66 1.7262 14.26 .Q 2.11 2.2614 14.64 .Q 2.56 2.8072 14.84 .Q 3.01 3.3646 15.26 .Q 3.46 3.9338 15.49 .Q 3.90 4.5159 15.96 .Q 4.35 5.1113 16.21 .Q 4.80 5.7211 16.74 .Q 5.25 6.3460 17.02 .Q 5.70 6.9872 17.62 •Q 6.14 7.6457 17.94 .Q 6.59 8.3229 18.64 Q 7.04 9.0200 19.01 .Q 7.49 9.7389 19.82 .Q 7.94 10.4810 20.26 .Q 8.38 11.2490 21.22 .Q 8.83 12.0445 21.75 .Q 9.28 12.8712 22.91 .Q 9.73 13.7312 23.55 Q 10.18 14.6298 24.99 Q 10.62 15.5698 25.79 Q 11.07 16.5588 27.63 Q 11.52 17.6014 28.69 Q 11.97 18.7089 31.14 Q 12.42 19.9662 36.77 Q 12.86 21.5157 46.93 Q 13.31 23.2953 49.20 Q 13.76 25.2224 54.90 Q 14.21 27.3230 58.58 Q 14.66 29.6665 68.01 Q 15.10 32.3249 75.59 Q 15.55 35.7192 107.76 Q . 16.00 40.2639 137.74 .Q 16.45 51.9308 492.48 Q. 16.90 62.6990 89.20 Q 17.34 65.5079 62.53 Q 17.79 67.6249 51.82 Q 18.24 69.4163 44.95 Q 18.69 70.8010 29.85 Q 19.14 71.8473 26.67 Q 19.58 72.7898 24.24 Q 20.03 73.6515 22.31 Q 20.48 74.4482 20.73 .Q 20.93 75.1913 19.41 Q 21.38 75.8890 18.28 .Q 21.82 76.5480 17.31 .Q 22.27 77.1733 16.47 .Q 22.72 77.7691 15.72 .Q 23.17 78.3386 15.05 .Q 23.62 78.8847 14.45 .Q 24.06 79.4097 13.91 .Q 24.51 79.6672 0.00 Q Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 127.90 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.180 TIME OF CONCENTRATION(MIN.) = 30.94 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 36.77 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 11.08 TIME VOLUME Q 0. 47.5 95.0 142.5 190.0 (HOURS) (AF) (CFS) 0.01 0.0000 0.00 Q 0.53 0.1376 6.46 .Q 1.05 0.4161 6.62 .Q 1.56 0.7002 6.71 Q 2.08 0.9907 6.92 .Q 2.59 1.2878 7.03 .Q 3.11 1.5922 7.26 .Q 3.62 1.9040 7.38 .Q 4.14 2.2240 7.64 .Q 4.66 2.5526 7.78 .Q 5.17 2.8906 8.08 .Q 5.69 3.2385 8.24 .Q 6.20 3.5973 8.59 .Q 6.72 3.9676 8.79 .Q 7.23 4.3509 9.20 Q 7.75 4.7479 9.43 .Q 8.27 5.1605 9.93 Q 8.78 5.5897 10.21 Q 9.30 6.0381 10.83 Q 9.81 6.5072 11.18 Q 10.33 7.0008 11.98 Q 10.84 7.5211 12.44 Q 11.36 8.0738 13.50 4 11.87 8.6626 14.13 Q 12.39 9.3656 18.86 Q 12.91 10.2296 21.69 Q 13.42 11.2074 24.20 Q 13.94 12.2733 25.82 Q 14.45 13.4633 30.02 Q 14.97 14.8211 33.70 Q 15.48 16.5736 48.55 16.00 18.8221 56.97 16.52 24.0787 189.73 17.03 28.9624 39.46 Q 17.55 30.3960 27.81 Q 18.06 31.4754 22.84 Q 18.58 32.2784 14.84 Q 19.09 32.8704 12.94 Q 19.61 33.3925 11.56 Q 20.13 33.8629 10.51 Q 20.64 34.2930 9.67 Q 21.16 34.6906 8.99 .Q 21.67 35.0614 8.41 .Q 22.19 35.4096 7.93 Q 22.70 35.7385 7.51 .Q 23.22 36.0505 7.14 .Q 23.73 36.3478 6.81 .Q 24.25 36.6321 6.52 .Q 24.77 -------- 36.7711 -- --- --- --- --- 0.00 --- ---- Q -- -- - - - - -- I• 9 Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 104.40 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 15.18 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 27.23 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 11.83 TIME VOLUME Q 0. 57.5 115.0 172.5 230.0 (HOURS) (AF) (CFS) 0.06 0.0000 0.00 Q 0.31 0.0497 4.75 Q 0.57 0.1497 4.81 Q 0.82 0.2507 4.85 Q 1.07 0.3528 4.92 Q 1.33 0.4559 4.95 Q 1.58 0.5602 5.02 Q 1.83 0.6656 5.06 Q 2.08 0.7723 5.14 Q 2.34 0.8801 5.18 Q 2.59 0.9892 5.26 Q 2.84 1.0996 5.30 Q 3.10 1.2114 5.39 Q 3.35 1.3245 5.43 Q 3.60 1.4390 5.52 Q 3.86 1.5550 5.57 Q 4.11 1.6726 5.67 Q 4.36 1.7917 5.72 Q 4.61 1.9124 5.83 .Q 4.87 2.0348 5.88 .Q 5.12 2.1590 6.00 .Q 5.37 2.2850 6.05 Q 5.63 2.4129 6.18 Q 5.88 2.5427 6.24 .Q 6.13 2.6745 6.37 .Q 6.39 2.8085 6.44 .Q 6.64 2.9447 6.59 .Q 6.89 3.0832 6.66 .Q 7.14 3.2242 6.82 .Q 7.40 3.3676 6.90 .Q 7.65 3.5137 7.07 .Q 7.90 3.6626 7.16 Q 8.16 3.8143 7.35 Q 8.41 3.9692 7.45 Q 8.66 4.1273 7.67 .Q 8.92 4.2887 7.78 .Q 9.17 4.4538 8.01 .Q 9.42 4.6227 8.14 .Q 9.68 4.7957 8.41 .Q 9.93 4.9729 8.55 .Q 10.18 5.1548 8.85 .Q 10.43 5.3415 9.01 .Q 10.69 5.5336 9.36 .Q 10.94 5.7313 9.55 Q 11.19 5.9353 9.96 Q 11.45 6.1458 10.18 .Q 11.70 6.3636 10.66 Q 11.95 6.5892 10.92 .Q 12.20 6.8515 14.16 Q 12.46 7.1623 15.56 Q 12.71 7.4957 16.33 Q 12.96 7.8417 16.76 Q 13.22 8.2023 17.73 Q 13.47 8.5786 18.28 Q 13.72 8.9740 19.54 Q 13.98 9.3903 20.28 Q 14.23 9.8301 21.79 Q 14.48 10.2965 22.82 Q 14.73 10.8016 25.49 Q 14.99 11.3527 27.22 Q 15.24 11.9723 32.05 Q 15.49 12.6927 36.86 Q 15.75 13.5619 46.28 16.00 14.8082 72.92 16.25 17.9666 229.18 16.51 20.7392 36.03 Q 16.76 21.4227 29.35 Q 17.01 21.9810 24.05 Q 17.27 22.4530 21.10 Q 17.52 22.8710 18.88 Q 17.77 23.2484 17.22 Q 18.02 23.5951 15.93 Q 18.28 23.8788 11.20 .Q 18.53 24.1048 10.41 .Q 18.78 24.3155 9.75 .Q 19.04 24.5134 9.18 .Q 19.29 24.7003 8.70 .Q 19.54 24.8777 8.27 .Q 19.80 25.0467 7.89 .Q 20.05 25.2082 7.56 .Q 20.30 25.3631 7.26 .Q 20.55 25.5120 6.99 .Q 20.81 25.6555 6.74 .Q 21.06 25.7941 6.51 .Q 21.31 25.9281 6.31 .Q 21.57 26.0580 6.12 .Q 0 I lom 21.82 26.1840 5.94 22.07 26.3064 5.77 22.33 26.4255 5.62 22.58 26.5416 5.48 22.83 26.6547 5.34 23.08 26.7651 5.22 23.34 26.8730 5.10 23.59 26.9784 4.99 23.84 27.0816 4.88 24.10 27.1826 4.78 24.35 27.2326 0.00 s, s, iv. HC 10 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 316.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.330 TIME OF CONCENTRATION(MIN.) = 28.16 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 62.99 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 33.91 TIME VOLUME Q 0. 100.0 200.0 300.0 400.0 (HOURS) (AF) (CFS) 0.04 0.0000 0.00 Q 0.51 0.2119 10.93 .Q 0.98 0.6385 11.07 Q 1.45 1.0734 11.36 Q 1.92 1.5169 11.51 .Q 2.39 1.9697 11.83 .Q 2.86 2.4320 12.00 .Q 3.33 2.9046 12.36 .Q 3.80 3.3879 12.56 .Q 4.27 3.8827 12.96 •Q 4.74 4.3897 13.18 .Q 5.21 4.9098 13.64 .Q 5.67 5.4437 13.89 Q 6.14 5.9927 14.42 .Q 6.61 6.5575 14.71 Q 7.08 7.1400 15.32 .Q 7.55 7.7409 15.66 .Q 8.02 8.3626 16.39 .Q 8.49 9.0063 16.80 .Q 8.96 9.6749 17.68 .Q 9.43 10.3703 18.17 .Q 9.90 11.0964 19.27 Q 10.37 11.8557 19.88 .Q 10.84 12.6541 21.28 Q 11.31 13.4953 22.09 Q 11.78 14.3883 23.96 Q 12.25 15.3390 25.06 Q 12.71 16.4967 34.63 Q 13.18 17.8734 36.35 Q 13.65 19.3674 40.68 Q 14.12 20.9996 43.48 Q 14.59 22.8386 51.34 Q 15..06 24.9424 57.14 Q 15.53 27.6104 80.42 16.00 31.1534 102.27 16.47 40.7151 390.76 16.94 49.5613 65.38 17.41 51.7396 46.94 Q 17.88 53.3936 38.34 Q 18.35 54.7513 31.66 Q 18.82 55.8110 22.97 Q 19.29 56.6551 20.55 Q 19.75 57.4164 18.70 .Q 20.22 58.1131 17.22 .Q 20.69 58.7577 16.02 Q 21.16 59.3594 15.01 Q 21.63 59.9248 14.15 .Q 22.10 60.4592 13.40 .Q 22.57 60.9665 12.75 .Q 23.04 61.4501 12.18 .Q 23.51 61.9126 11.67 .Q 23.98 62.3563 11.21 .Q 24.45 62.7842 10.85 .Q 24.92 62.9946 0.00 Q 0 M a Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 127.90 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.210 TIME OF CONCENTRATION(MIN.) = 32.10 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 29.17 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 10.05 TIME VOLUME Q 0. 40.0 80.0 120.0 160.0 (HOURS) (AF) (CFS) 0.49 0.1043 5.21 .Q 1.02 0.3361 5.28 .Q 1.56 0.5728 5.43 Q 2.09 0.8150 5.52 Q 2.63 1.0629 5.70 .Q 3.16 1.3169 5.79 .Q 3.70 1.5775 6.00 .Q 4.23 1.8450 6.10 .Q 4.77 2.1200 6.34 .Q 5.30 2.4030 6.46 .Q 5.84 2.6948 6.74 .Q 6.37 2.9959 6.88 .Q 6.91 3.3073 7.21 .Q 7.44 3.6298 7.38 .Q 7.98 3.9648 7.77 .Q 8.51 4.3132 7.99 Q 9.05 4.6770 8.47 Q 9.58 5.0574 8.74 Q 10.12 5.4574 9.35 Q 10.65 5.8788 9.71 Q 11.19 6.3262 10.53 Q 11.72 6.8025 11.01 Q 12.26 7.3308 12.88 Q 12.79 7.9734 16.18 Q 13.32 8.7315 18.11 Q 13.86 9.5597 19.36 Q 14.40 10.4928 22.85 Q 14.93 11.5603 25.44 Q 15.47 12.9464 37.26 Q. 16.00 14.7633 44.92 .Q 16.53 19.1223 152.26 Q . 17.07 23.1500 29.93 Q 17.61 24.2736 20.89 Q 18.14 25.1128 17.07 Q 18.67 25.7457 11.56 Q 19.21 26.2245 10.10 Q 19.74 26.6474 9.03 Q 20.28 27.0288 8.22 Q 20.82 27.3779 7.57 .4 21.35 27.7009 7.04 .Q 21.89 28.0023 6.60 .Q 22.42 28.2856 6.22 .Q 22.95 28.5533 5.89 .Q 23.49 28.8075 5.61 Q 24.02 29.0497 5.35 Q 24.56 29.1681 0.00 Q Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TIME TOTAL CATCHMENT AREA(ACRES) = 104.40 Q 0 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 (AF) LOW LOSS FRACTION = 0.300 0.05 TIME OF CONCENTRATION(MIN.) = 15.44 0.00 c SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 3.79 c 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 21.35 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 10.66 47.5 95.0 142.5 190.0 TIME VOLUME Q 0 (HOURS) (AF) (CFS) 0.05 0.0000 0.00 c 0.30 0.0400 3.76 c 0.56 0.1203 3.79 c 0.82 0.2014 3.84 c 1.07 0.2834 3.87 c 1.33 0.3662 3.92 c 1.59 0.4500 3.95 c 1.85 0.5347 4.01 r 2.10 0.6203 4.04 2.36 0.7070 4.11 2.62 0.7947 4.14 c 2.88 0.8834 4.20 { 3.13 0.9732 4.24 t 3.39 1.0641 4.31 { 3.65 1.1561 4.35 c 3.91 1.2494 4.42 c 4.16 1.3439 4.46 c 4.42 1.4397 4.54 c 4.68 1.5368 4.59 r 47.5 95.0 142.5 190.0 4.93 1.6352 4.67 Q 5.19 1.7351 4.72 Q 5.45 1.8365 4.81 Q 5.71 1.9394 4.86 Q 5.96 2.0439 4.97 .Q 6.22 2.1501 5.02 .Q 6.48 2.2580 5.13 .Q 6.74 2.3677 5.19 .Q 6.99 2.4793 5.31 .Q 7.25 2.5928 5.37 .Q 7.51 2.7085 5.50 .Q 7.77 2.8263 5.57 .Q 8.02 2.9464 5.72 .Q 8.28 3.0689 5.80 Q 8.54 3.1939 5.96 Q 8.79 3.3216 6.05 Q 9.05 3.4521 6.23 .Q 9.31 3.5856 6.32 .Q 9.57 3.7223 6.53 .Q 9.82 3.8623 6.64 .Q 10.08 4.0059 6.87 .Q 10.34 4.1534 7.00 .Q 10.60 4.3050 7.26 .Q 10.85 4.4610 7.41 .Q 11.11 4.6218 7.72 .Q 11.37 4.7878 7.89 .Q 11.63 4.9595 8.26 Q 11.88 5.1373 8.46 Q 12.14 5.3298 9.65 Q 12.40 5.5549 11.51 Q 12.65 5.8060 12.10 Q 12.91 6.0668 12.42 Q 13.17 6.3388 13.16 Q 13.43 6.6232 13.58 Q 13.68 6.9222 14.55 Q 13.94 7.2376 15.11 Q 14.20 7.5733 16.46 Q 14.46 7.9321 17.28 Q 14.71 8.3215 19.34 Q 14.97 8.7469 20.67 Q 15.23 9.2259 24.38 Q 15.49 9.7776 27.50 Q 15.74 10.4480 35.54 16.00 11.4174 55.62 16.26 14.0056 187.78 16.51 16.2955 27.56 Q 16.77 16.8258 22.31 Q 17.03 17.2568 18.23 Q 17.29 17.6180 15.74 Q 17.54 17.9346 14.04 Q 17.80 18.2198 12.78 Q 18.06 18.4811 11.80 Q 18.32 18.6988 8.68 .Q 18.57 18.8768 8.07 .Q 18.83 19.0430 7.56 .Q 19.09 19.1991 7.13 .Q 19.35 19.3467 6.75 .Q 19.60 19.4868 6.42 .Q 19.86 19.6204 6.14 .Q 20.12 19.7481 5.88 .Q 20.37 19.8707 5.65 .Q 20.63 19.9885 5.44 Q 20.89 20.1021 5.25 .Q 21.15 20.2119 5.07 .Q 21.40 20.3181 4.91 .Q 21.66 20.4210 4.77 .Q 21.92 20.5209 4.63 Q 0 0 9 22.18 20.6180 4.50 Q 22.43 20.7125 4.38 Q 22.69 20.8046 4.27 Q 22.95 20.8944 4.17 Q 23.21 20.9821 4.07 Q 23.46 21.0677 3.98 Q 23.72 21.1515 3.90 Q 23.98 21.2335 3.81 Q 24.23 21.3139 3.75 Q 24.49 21.3537 0.00 Q b) Expected Value (50% Confidence) Events ( Infiltration Analysis INFILTRATION RATE CALCULATION SUMMARY PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Proposed Condition Node A B C Total Area 315.98 127.93 104.35 (ac) Y 0.70 0.82 0.74 Ybar 0.30 0.18 0.26 Average 0.47 0.32 0.61 aP Total Fm 0.14 0.10 0.18 (in /hr) Page 1 o(5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,1 A, +Az +... +A,, � j F,., =anFa S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 315.98 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.70 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - Y = 0.30 Average a° = 0.47 Pervious 0.76 0.002 32 Total Fm (ini = 0.14 OHsite Area No. Land Use Pervious- mess I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I a° F ° (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.00 0.000 0.10 0.30 0.03 0.001 Impervious 6.81 0.022 98 0.20 0.04 0.95 0.020 2 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.45 0.000 0.10 0.30 0.03 0.000 Impervious 2.39 0.008 98 0.20 0.04 0.95 0.007 3 Single Family Residential (>10 dwellings /acre) 20 °/ 4527 A Pervious 9.05 0.029 32 21.25 4.25 0.00 0.000 0.20 0.30 0.06 0.009 Impervious 36.22 1 0.115 1 98 0.20 0.04 0.95 0.109 4 Single Family Residential ( >10 tlwellingslacre) 20% 31.84 B Pervious 6.37 0.020 56 7.86 1.57 0.18 0.004 0.20 0.30 0.06 0.006 Impervious 25.47 0.081 98 0.20 0.04 0.95 0.076 5 Single Family Residential ( >10 dwellings /acre) 20% 26.51 D Pervious 5.30 0.017 75 3.33 0.67 0.45 0.008 0.20 0.30 0.06 0.005 Impervious 21.21 0.067 98 0.20 0.04 0.95 0.064 6 Commercial / Industrial 10% 31.91 D Pervious 3.19 0.010 75 3.33 0.67 0.45 0.005 0.10 0.30 0.03 0.003 Impervious 28.72 0.091 98 0.20 0.04 0.95 0.086 7 Oil Operations 100% 4.70 D Pervious 4.70 0.015 93 0.75 0.15 0.82 0.012 1.00 0.30 0.30 0.004 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 8 Open Space / Habitat Area 100% 16.64 A Pervious 16.64 0.053 46 11.74 2.35 0.07 0.004 1.00 0.30 0.30 0.016 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 9 Oxbow Loop Channel t0% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 0.51 0.001 0.10 0.30 0.03 0.001 Impervious 5.90 0.019 98 0.20 0.04 0.95 1 0.018 Page 2 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A Onsite Area No. Land Use Pervious - ness (%) Area (ac) Soil Group Pervious/ Impervious Area (ac) %4 (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Vi YI'Ai ap Fp (in /hr Fm (in /hr Fm'Ai in /hr 1 Urban Cover - Roadway 10% 15.02 0 Pervious 1.50 0.005 75 3.33 0.67 0.45 0.002 0.10 0.30 0.03 0.001 Impervious 13.52 0.043 98 0.20 0.04 0.95 0.041 2 Single Family Residential (Condominiums) 35% 4.22 B Pervious 1.48 0.005 56 7.86 1.57 0.18 0.001 0.35 0.30 0.11 0.001 Impervious 2.74 0.009 98 0.20 0.04 0.95 0.008 3 Single Family Residential (Condominiums) 35% 34.29 U Pervious 12.00 0.038 75 3.33 0.67 0.45 0.017 0.35 0.30 0.11 0.011 Impervious 22.29 0.071 98 0.20 0.04 0.95 0.067 4 Public Park 85% 1222 B Pervious 10.39 0.033 56 7.86 1.57 0.18 0.006 0.85 0.30 0.26 0.010 Impervious 1.83 0.006 98 0.20 0.04 0.95 0.005 5 Public Park 85% 10.74 D Pervious 9.13 0.029 75 3.33 0.67 0.45 0.013 0.85 0.30 0.26 0.009 Impervious 1.61 0.005 98 0.20 0.04 0.95 0.005 6 Oil Operations 100% 4.78 A Pervious 4.78 0.015 78 2.82 0.56 0.51 0.008 1.00 0.30 0.30 0.005 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 7 Open Space / Habitat Area 100% 61.07 0 Pervious 61.07 0.193 83 2.05 0.41 0.61 0.117 1.00 0.30 0.30 0.058 Impervious 0.00 0.000 98 0.20 0.04 0.95 0000 Total Area = 315.98 Y = 010 Total F,, = 0.14 Ybar =1 -Y= 0.30 Page 3 of 5, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +YAM. YA A' A, +Az +... +A,,. � (pza _ /„ +S)$,t A, +Az +... +A,, � j F,,, =anFa S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 127.93 as - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.82 Fp - See Table C -2 CN -See Figure C -1 and C -3 Urban Cover - Roadway Ybar = 1 - V = 0.18 Average a, = 0.32 Pervious 0.54 0.004 75 Total Fm (ini = 0.10 Onsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A, (Area Fraction ) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) Fm'A, (in /hr) 1 Urban Cover - Roadway 10% 5.35 U Pervious 0.54 0.004 75 3.33 0.67 0.45 0.002 0.10 0.30 0.03 0.001 Impervious 4.82 0.038 98 0.20 0.04 0.95 0.036 2 Single Family Residential ( >10 dwellings /acre) 20% 5:94 O Pervious 1.19 0.009 75 3.33 0.67 0.45 0.004 0.20 0.30 0.06 0.003 Impervious 4.75 0.037 98 0.20 0.04 0.95 0.035 3 Commercial / Industrial 10% 78.14 D Pervious 7.81 0.061 75 3.33 0.67 0.45 0.028 0.10 0.30 0.03 0.018 Impervious 1 70.3 1 .550 1 98 0.20 0.04 0.95 0.521 4 School 60% 9.91 D Pervious 5.95 0.046 75 3.33 0.67 0.45 0.021 0.60 0.30 0.18 0.014 Impervious 3.96 0.031 98 0.20 0.04 0.95 0.029 Onsite Area No. Land Use Pervious- ness ( %) Area (ac) Sail Group Pervious/ Impervious Area (ac) A I (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la VI Wj Al ap Fp (in /h Fm Ai (in /hr) Single Family Residential Condominiums ( ) 35% 4.43 D Pervious 1.55 0.012 75 3.33 0.67 0.45 0.006 0.35 0.30 t(inlh,) 0.004 Impervious 2.88 0.023 98 0.20 0.04 0.95 0.021 2 Open Space / Habitat Area 100% 24.16 D Pervious 24.16 0.189 83 2.05 0.41 0.61 0.114 1.00 0.30 0.057 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 127.93 Y = 0.82 Total Fm = 0.10 Ybar =1 -Y= 0.18 Page 4 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 100 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F (inch /hour), equations taken from Orange County Hydrology Manual, Section C Ai (pza -I„)2 Y- Y,A, +Y, A2 +... +Y Am. YA A' A, +Az +... +A,,. � (pza _ /„ +S)P,a A, +Az +... +A,, � j F,,, =apFp S _ 1000 10 I� = 0.2 S P24, 25 -Year Storm Event for Non - Mountainous Area (in) = 4.49 Total Area (ac) = 104.35 ap - See Figure C-4 CN P24,25 -Year Storm Event for Mountainous Area (in)= 8.76 Y= 0.74 Fp - See Table C -2 ON -See Figure C -i and C -3 Commercial / Industrial Ybar = 1 - Y = 0.26 Average a, = 0.61 Pervious 0 J6.26 0.002 75 Total Fm (ini = 0.16 OHsite Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious A, (Area Fraction ) ON AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y I Y'A I I ao F, (In /hr) Fm (In /hr) F,� A� (in /hr) 1 Commercial / Industrial 10% 1.95 D Pervious 0 J6.26 0.002 75 3.33 0.67 0.45 0.001 0.10 0.30 0.03 0.001 Impervious 6 0.017 98 0.20 0.04 0.95 0.016 2 Oil Operations 100% 6.26 D Pervious 0.060 93 0.75 0.15 0.82 0.049 1.00 0.30 0.30 0.018 Impervious 0 0.000 98 0.20 0.04 0.95 0.000 OnsOe Area No. Land Use Pervious- ness I%) Area (ac) Sail Group Pervious/ Impervious Area (ac) AI (Area Fraction) ON AMC II Low Loss Rate, Ybar Max. Lass Rate, Fm S 1, Yi YI *AI a, F, (in/hr) Fm (in/hr) Fm'AI (in/hr) 1 Urban Cover - Roadway 10% 11.35 D Pervious 1.14 0.011 75 3.33 0.67 0.45 0.005 0.10 0.30 0.03 0.003 Impervious 10.22 0.098 98 0.20 0.04 0.95 0.093 2 Single Family Residential (Condominiums) Condominiums 35% 41.68 D Pervious 14.59 0.140 75 3.33 0.67 0.45 0.064 0.35 0.30 0.11 0.042 Impervious 27.09 0.260 98 0.20 0.04 0.95 0.246 3 Public Park 85% 9.61 D Pervious 8.17 0.078 75 3.33 0.67 0.45 0.036 0.85 0.30 0.26 0.023 Impervious 1 1.44 1 0.014 1 98 0.20 0.04 0.95 0.013 4 Oil Operations 100% 9.76 D Pervious 9.76 0.094 93 0.75 0.15 0.82 0.077 1.00 0.30 0.30 0.028 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 5 Open Space /Habitat Area 100% 23.74 D Pervious 23.74 0.228 83 2.05 0.41 0.61 0.138 1.00 0.30 0.30 0.068 Impervious 0.00 0.000 98 0.20 0.04 0.95 0.000 Total Area = 104.35 Y = 0.74 Total Fm = 0.16 Ybar =1 -Y= 0.26 Page 5 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SUMMARY PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Proposed Condition Node A B C Total Area 315.98 127.93 104.35 (ac) Y 0.53 0.63 0.49 Ybar 0.47 0.37 0.51 Average 0.47 0.32 0.61 aP Total Fm 0.28 0.19 0.37 (in /hr) Page 1 o(5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A, A Y_ (PM -Ia)2 Y_Y,A, +Y1A2 +... +PA„ YA -�jJ - A, +Az +... +A ,� J- �P2a- 10 +S)P2a A, +A2 +... +Am Fm =on Fp S_ 1000 - t0 I = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 315.98 ap - See Figure C-0 CN u P24, 2 -Year Storm Event for Mountainous Area (in) = 2.67 Y = 0.53 Fp- See Table C -2 CN - See Figure C -1 and C -3 Fm (in /hr) Ybar = 1 - Y = 8.47 Average ap = 0.47 9 Urban Cover - Roadway 10% 7.57 Total Fm (in /hr) = 0.28 Offsite Area No. Infil. Class Land Use Pervious- nets I %) Area ( ac ) Sail Group Pervious/ Impervious Area ( ac ) A, (Area Fraction CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'g a (iFp n /hr) Fm (in /hr) m , (in /hr) a'Ai 1 9 Urban Cover - Roadway 10% 7.57 A Pervious 0.76 0.002 32 21.25 4.25 0.30 0.001 0.10 0.60 0.06 0.001 0.002 Impervious 6.81 0.022 98 0.20 0.04 0.85 0.018 2 9 Urban Cover - Roadway 10% 2.65 D Pervious 0.27 0.001 75 3.33 0.67 0.10 0.000 0.10 0.60 0.06 0.001 0.001 Impervious 2.39 0.008 98 0.20 0.04 0.85 0.006 3 9 Single Family Residential ( >10 dwellings /acre) 20% 45.27 A Pervious 9.05 0.029 32 21.25 4.25 0.30 0.009 0.20 0.60 0.12 0.017 0.029 Impervious 1 36.22 0.115 1 98 1 0.20 0.04 0.85 0.097 4 9 Single Family Residential ( >10 dwellings /acre) 20% 31.84 g Pervious 6.37 0.020 56 7.86 1.57 0.00 0.000 0.20 0.60 0.12 0.012 0.020 Impervious 25.47 0.081 98 0.20 0.04 0.85 0.068 5 9 Single Family Residential ( >10dwellings /acre) 20% . 2651 D Pervious 5.30 0.017 75 3.33 0.67 0.10 0.002 020 0.60 0.12 0.010 0.017 Impervious 21.21 0.067 98 0.20 0.04 0.85 0.057 6 9 Commercial / Industrial 10% 31.91 0 Pervious 3.19 0.010 75 3.33 0.67 0.10 0.001 0.10 0.60 0.06 0.006 0.010 Impervious 28.72 0.091 98 0.20 0.04 0.85 0.077 7 1 Oil Operations 1DO% 4.70 D Pervious 4.70 0.015 93 0.75 0.15 0.56 0.008 1.00 0.60 0.60 0.009 0.015 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 8 6 Open Space/ Habitat Area 100% 16.64 A Pervious 16.64 0.053 46 11.74 2.35 0.05 0.003 1.00 0.60 0.60 0.032 0.053 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 9 1 Oxbow Loop Channel 10% 6.55 A Pervious 0.66 0.002 78 2.82 0.56 O.t4 0.000 0.10 0.60 0.06 0.001 0.002 Impervious 5.90 0.019 98 0.20 0.04 0.85 0.016 Page 2 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA A Onsite Area re No. Infll. Class Land Use Pervious - ness ( %) Area (ac) Soil Group Pervious/ Impervious Area (ac) A, (Area Fraction) CN AMC II Low Lass Rate, Ybar Max. Loss Rate, Fm S I, Yi Yi'Ai ao Fp inlhr Fm inlhr Fm *Ai in /hr ao AI 1 9 Urban Cover - Roadway 10% 15.02 D Pervious 1.50 0.005 75 3.33 0.67 0.10 0.000 0.10 0.60 0.06 0.003 0.005 Impervious 13.52 0.043 98 0.20 0.04 0.85 0.036 2 9 Single Family Residential (Condominium) 35% 4.22 B Pervious 1.48 0.005 56 7.86 1.57 0.00 0.000 0.35 0.60 0.21 0.003 0.005 Impervious 2.74 0.009 98 0.20 0.04 0.85 0.007 3 9 Single Family Residential (Condominium) 35% 34.29 D Pervious 12.00 0.038 75 3.33 0.67 0.10 0.004 0.35 0.60 0.21 0.023 0.038 Impervious 1 22.29 0.071 1 98 0.20 0.04 0.85 0.060 4 9 Public Park 85% 12.22 B Pervious 10.39 0.033 56 7.86 1.57 0.00 0.000 0.85 0.60 0.51 0.020 0.033 Impervious 1.83 0.006 98 0.20 0.04 0.85 0.005 5 9 Public Park 85% 10.74 D Pervious 9.13 0.029 75 3.33 0.67 0.10 0.003 0.85 0.60 0.51 0.017 0.029 Impervious 1.61 0.005 98 0.20 0.04 0.85 0.004 6 1 Oil Operations 100% 4.78 A Pervious 4.78 0.015 78 2.82 0.56 0.14 0.002 1.00 0.60 0.60 0.009 0.015 mpervieus 0.00 0.000 98 0.20 0.04 0.85 0.000 7 6 Open Space /Habitat Area 100% 61.07 D Pervious 61.07 0.193 83 2.05 0.41 0.24 0.046 1,00 0.60 0.60 0.116 0.193 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 Total Area = 315.98 Y = 0.53 Total F, = 0.28 0.47 Ybar =1 -Y= 0.47 Page 3 of 5, 41912008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA B 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A, A Y_ (PM -Ia)2 Y_Y,A, +YaA2 +... +PA„ YA -�jl - A, +Az +... +A,� 7- (P24- 10 +S)P24 A, +A2 +... +Am Fm =on Fp S_ 1000 - t0 I = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 127.93 ap - See Figure C-4 CN u P24, 2 -Year Storm Event for Mountainous Area (in) = 2.67 Y = 0.63 Fp- See Table C -2 CN - See Figure C -1 and C -3 Fm on/hr) Ybar = 1 - Y = 0.37 Average ap = 0.32 9 Urban Cover - Roadway 10% 5.35 Total Fm (in /hr) = 0.19 Offsite Area No. Infil. Class Land Use Pervious- nets ( %) Area ( ac ) Sail Group Pervious/ Impervious Area ( ac ) A, (Area Fraction ) CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'g a Fp n /hr) Fm on/hr) Fm A, on/hr) a'A, 1 9 Urban Cover - Roadway 10% 5.35 D Pervious 0.54 0.004 75 3.33 0.67 0.10 0.000 0.10 0.60 0.06 0.003 0.004 Impervious 4.82 0.038 98 0.20 0.04 0.85 0.032 2 9 Single Family Residential ( >10 dwellings /acre) 20% 5.94 D Pervious 1.19 0.009 75 3.33 0.67 0.10 0.001 0.20 0.60 0.12 0.006 0.009 Impervious 4.75 0.037 98 0.20 0.04 0.85 0.031 3 9 Commercial l Industrial 10% 78.14 D Pervious 7.81 0.061 75 3.33 0.67 0.10 0.006 0.10 0.60 0.06 0.037 0.061 Impervious 70.33 0.550 98 0.20 0.04 0.85 0.466 4 9 School 60% 9.91 D Pervious 5.95 0.046 75 3.33 0.67 0.10 0.005 0.60 0.60 0.36 0.028 0.046 Impervious 3.96 0.031 98 0.20 0.04 0.85 0.026 Onsite Area No. ofil. Class Land Use Pervious nest (%) Area (ac) Sail Group Pervious/ Impervious Area (ac) A (Area Fraction) CN AMC II Low Loss Rate, Ybar Max. Loss Rate, Fm S I. Yi Y� Al ap F (in /hr) Fm (inlhr) Fm '/j (in/hr) ap A, 1 9 Single Family Residential (Condominium) ) 35% 4.43 D Pervious 1.55 0.012 75 3.33 0.67 0.10 0.001 0.35 0.60 0.21 0.007 0.012 Impervious 2.88 0.023 98 0.20 0.04 0.85 0.019 2 6 Open Space / Habitat Area 100% 24.16 D Pervious 24.16 0.189 83 2.05 0.41 0.24 0.045 1.00 0.60 0.60 0.113 0.189 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 Total Area = 127.93 Y = 0.63 Ybar =1 -Y= 0.37 Total Fm = 0.19 0.32 Page 4 of 5, 4/9/2008 INFILTRATION RATE CALCULATION SPREADSHEET PROPOSED NEWPORT BANNING RANCH PROJECT 2 -YEAR EXPECTED VALUE EVENT Single Area Unit Hydrograph Designation: DRAINAGE AREA C 1) Loss Rate Calculation - Area - Averaged Low Loss Rate Fraction, Ybar and Area - Averaged maximum Loss Rate, F, (inch /hour), equations taken from Orange County Hydrology Manual, Section C A, A Y_ (PM -Ia)2 Y_Y,A, +YaA2 +... +PA„ YA -�7 - A, +Az +... +A,� J- (P2n- 10 +S)P2a A, +A2 +... +Am J Fm =on Fp S_ 1000 - t0 I,, = 0.2 S P24. 2-Year Storm Event for Non - Mountainous Area (in) = 1.44 Total Area (ac) = 104.35 ap - See Figure C-4 CN P24, 2 -Year Storm Event for Mountainous Area (in) = 2.67 Y = 0.49 Fp- See Table C -2 CN - See Figure C -1 and C -3 Fm (in /hr) Ybar = 1 - Y = 0.51 Average a° = 0.61 9 Commercial / Industrial 10% 1.95 Total Fm (in /hr) = 0.37 Offsite Area No. Intl. Class Land Use Pervious- miss (%) Area ac ( ) Sail Group p Pervious/ Impervious p Area (act ac � (Area Fraction) CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm S la Y, Y'A, a ° F° (in /hr) Fm (in /hr) Fm ,, (in /hr) a'AI ° 1 9 Commercial / Industrial 10% 1.95 D Pervious 0.20 0.002 75 3.33 0.67 0.10 0.000 0.10 0.60 0,06 0.001 0.002 Impervious 1.76 0.017 98 0.20 0.04 0.85 0.014 2 1 Oil Operations 100% 6.26 D Pervious 6.26 0.060 93 0.75 0.15 0.56 0.034 1.00 0.60 0.60 0.036 0.060 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 Onsite Area No. Infil. Class Land Use Pervious - ness M Area (ac) Sail Group Pervious/ Impervious Area (ac) Ai (Area Fraction) CN AMC It Low Loss Rate, Ybar Max. Loss Rate, Fm 5 la Y, Yi'A, a° F (iNhr) Fm (iNhr) Fm`Ai (in/hr) av Al 1 9 Urban Cover - Roadway 10% 11.35 D Pervious 1.14 0.011 75 3.33 0.67 0.10 0.001 0.10 0.60 0.06 0.007 0.011 Impervious 10.22 0.098 98 0.20 0.04 0.85 0.083 2 9 Single Family Residential (Condominium) ) 35% 41.68 D Pervious 14.59 0.140 75 3.33 0.67 0.10 0.014 0.35 0.60 0.21 0.084 0.140 Impervious 27.09 0.260 98 0.20 0.04 0.85 0.220 3 9 Public Park 85% 9.61 D Pervious 8.17 0.078 75 3.33 0.67 0.10 0.008 0.85 0,60 0.51 0.047 0.078 Impervious 1 1.44 1 0.014 1 98 1 0.20 0.04 0.85 0.012 4 1 Oil Operations 100% 9.76 D Pervious 9.76 0.094 93 0.75 0.15 0.56 0.053 1,00 0.60 0.60 0.056 0.094 mpervicus 0.00 0.000 98 0.20 0.04 0.85 0.000 5 6 Open Space / Habitat Area 100% 23.74 D Pervious 23.74 0.228 83 2.05 0.41 0.24 0.054 1.00 0.60 0.60 0.137 0.228 Impervious 0.00 0.000 98 0.20 0.04 0.85 0.000 Total Area = 104.35 Y = 0.49 Ybar =1 -Y= 0.51 I oral Fm = 0.37 0.61 Page 5 of 5, 4/9/2008 EV 100 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 316.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.300 TIME OF CONCENTRATION(MIN.) = 26.88 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 79.67 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 38.57 TIME VOLUME Q 0. 125.0 250.0 375.0 500.0 (HOURS) (AF) (CFS) 0.32 0.1800 13.61 Q 0.77 0.6863 13.74 .Q 1.22 1.2014 14.08 .Q 1.66 1.7262 14.26 .Q 2.11 2.2614 14.64 .Q 2.56 2.8072 14.84 .Q 3.01 3.3646 15.26 .Q 3.46 3.9338 15.49 .Q 3.90 4.5159 15.96 .Q 4.35 5.1113 16.21 .Q 4.80 5.7211 16.74 .Q 5.25 6.3460 17.02 .Q 5.70 6.9872 17.62 •Q 6.14 7.6457 17.94 .Q 6.59 8.3229 18.64 Q 7.04 9.0200 19.01 .Q 7.49 9.7389 19.82 .Q 7.94 10.4810 20.26 .Q 8.38 11.2490 21.22 .Q 8.83 12.0445 21.75 .Q 9.28 12.8712 22.91 .Q 9.73 13.7312 23.55 Q 10.18 14.6298 24.99 Q 10.62 15.5698 25.79 Q 11.07 16.5588 27.63 Q 11.52 17.6014 28.69 Q 11.97 18.7089 31.14 Q 12.42 19.9662 36.77 Q 12.86 21.5157 46.93 Q 13.31 23.2953 49.20 Q 13.76 25.2224 54.90 Q 14.21 27.3230 58.58 Q 14.66 29.6665 68.01 Q 15.10 32.3249 75.59 Q 15.55 35.7192 107.76 Q . 16.00 40.2639 137.74 .Q 16.45 51.9308 492.48 Q. 16.90 62.6990 89.20 Q 17.34 65.5079 62.53 Q 17.79 67.6249 51.82 Q 18.24 69.4163 44.95 Q 18.69 70.8010 29.85 Q 19.14 71.8473 26.67 Q 19.58 72.7898 24.24 Q 20.03 73.6515 22.31 Q 20.48 74.4482 20.73 .Q 20.93 75.1913 19.41 Q 21.38 75.8890 18.28 .Q 21.82 76.5480 17.31 .Q 22.27 77.1733 16.47 .Q 22.72 77.7691 15.72 .Q 23.17 78.3386 15.05 .Q 23.62 78.8847 14.45 .Q 24.06 79.4097 13.91 .Q 24.51 79.6672 0.00 Q Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 127.90 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.060 LOW LOSS FRACTION = 0.180 TIME OF CONCENTRATION(MIN.) = 30.94 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 36.77 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 11.08 TIME VOLUME Q 0. 47.5 95.0 142.5 190.0 (HOURS) (AF) (CFS) 0.01 0.0000 0.00 Q 0.53 0.1376 6.46 .Q 1.05 0.4161 6.62 .Q 1.56 0.7002 6.71 Q 2.08 0.9907 6.92 .Q 2.59 1.2878 7.03 .Q 3.11 1.5922 7.26 .Q 3.62 1.9040 7.38 .Q 4.14 2.2240 7.64 .Q 4.66 2.5526 7.78 .Q 5.17 2.8906 8.08 .Q 5.69 3.2385 8.24 .Q 6.20 3.5973 8.59 .Q 6.72 3.9676 8.79 .Q 7.23 4.3509 9.20 Q 7.75 4.7479 9.43 .Q 8.27 5.1605 9.93 Q 8.78 5.5897 10.21 Q 9.30 6.0381 10.83 Q 9.81 6.5072 11.18 Q 10.33 7.0008 11.98 Q 10.84 7.5211 12.44 Q 11.36 8.0738 13.50 4 11.87 8.6626 14.13 Q 12.39 9.3656 18.86 Q 12.91 10.2296 21.69 Q 13.42 11.2074 24.20 Q 13.94 12.2733 25.82 Q 14.45 13.4633 30.02 Q 14.97 14.8211 33.70 Q 15.48 16.5736 48.55 16.00 18.8221 56.97 16.52 24.0787 189.73 17.03 28.9624 39.46 Q 17.55 30.3960 27.81 Q 18.06 31.4754 22.84 Q 18.58 32.2784 14.84 Q 19.09 32.8704 12.94 Q 19.61 33.3925 11.56 Q 20.13 33.8629 10.51 Q 20.64 34.2930 9.67 Q 21.16 34.6906 8.99 .Q 21.67 35.0614 8.41 .Q 22.19 35.4096 7.93 Q 22.70 35.7385 7.51 .Q 23.22 36.0505 7.14 .Q 23.73 36.3478 6.81 .Q 24.25 36.6321 6.52 .Q 24.77 -------- 36.7711 -- --- --- --- --- 0.00 --- ---- Q -- -- - - - - -- I• 9 Drainage C PEV100_C SMALL AREA UNIT HYDROGRAPH MODEL (C) copyright 1989 -2007 Advanced Engineering software (aes) ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: fk rt i[ fk rt ie Q rt 9Q rt 9 R rt rt rt rt rt R rt frss f} fru f} rt rt G rt rt G rt w` ie rt f` 4 rt R Yt # rt Yt fk rt R R R R R R R ak R G ak R G ak Ah ie Afr u R R 9 R R 9 R fT rt rt Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 104.40 SOIL -LOSS RATE, FM,(INCH /HR) = 0.120 LOW LOSS FRACTION = 0.260 TIME OF CONCENTRATION(MIN.) = 15.18 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) = 4.49 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 27.23 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 11.83 trtrxtrtrxtrN3trN3trfktr4# tr4f} trrt4trrt 4if >trif >triFtr 4f} tr4f} trxtrtrf}* tr4tr44tr444f }tr4f}tr43trx3trxtrrt3trrt3trrttr4 TIME VOLUME Q 0. 57.5 115.0 172.5 230.0 (HOURS) (AF) (CFS) -------------- - --- ---_ _--_--_--_------------------------------- 0.06 0.0000 0.00 Q 0.31 0.0497 4.75 Q 0.57 0.1497 4.81 Q 0.82 0.2507 4.85 Q 1.07 0.3528 4.92 Q 1.33 0.4559 4.95 Q 1.58 0.5602 5.02 Q 1.83 0.6656 5.06 Q 2.08 0.7723 5.14 Q 2.34 0.8801 5.18 Q 2.59 0.9892 5.26 Q 2.84 1.0996 5.30 Q 3.10 1.2114 5.39 Q 3.35 1.3245 5.43 Q 3.60 1.4390 5.52 Q 3.86 1.5550 5.57 Q 4.11 1.6726 5.67 Q 4.36 1.7917 5.72 Q 4.61 1.9124 5.83 .Q 4.87 2.0348 5.88 .Q 5.12 2.1590 6.00 .Q 5.37 2.2850 6.05 .Q 5.63 2.4129 6.18 .Q 5.88 2.5427 6.24 .Q 6.13 2.6745 6.37 .Q 6.39 2.8085 6.44 .Q 6.64 2.9447 6.59 .Q 6.89 3.0832 6.66 .Q 7.14 3.2242 6.82 .Q 7.40 3.3676 6.90 .Q 7.65 3.5137 7.07 .Q Page 1 Page 2 PEV100_C 7.90 3.6626 7.16 .Q 8.16 3.8143 7.35 .Q 8.41 3.9692 7.45 .Q 8.66 4.1273 7.67 .Q 8.92 4.2887 7.78 .Q 9.17 4.4538 8.01 .Q 9.42 4.6227 8.14 .Q 9.68 4.7957 8.41 .Q 9.93 4.9729 8.55 .Q 10.18 5.1548 8.85 .Q 10.43 5.3415 9.01 .Q 10.69 5.5336 9.36 .Q 10.94 5.7313 9.55 .Q 11.19 5.9353 9.96 .Q 11.45 6.1458 10.18 .Q 11.70 6.3636 10.66 .Q 11.95 6.5892 10.92 .Q 12.20 6.8515 14.16 Q 12.46 7.1623 15.56 Q 12.71 7.4957 16.33 Q 12.96 7.8417 16.76 Q 13.22 8.2023 17.73 Q 13.47 8.5786 18.28 Q 13.72 8.9740 19.54 Q 13.98 9.3903 20.28 Q 14.23 9.8301 21.79 Q 14.48 10.2965 22.82 Q 14.73 10.8016 25.49 Q 14.99 11.3527 27.22 Q 15.24 11.9723 32.05 Q 15.49 12.6927 36.86 Q 15.75 13.5619 46.28 Q . 16.00 14.8082 72.92 Q 16.25 17.9666 229.18 Q. 16.51 20.7392 36.03 Q 16.76 21.4227 29.35 Q 17.01 21.9810 24.05 Q 17.27 22.4530 21.10 Q 17.52 22.8710 18.88 Q 17.77 23.2484 17.22 Q 18.02 23.5951 15.93 Q 18.28 23.8788 11.20 .Q 18.53 24.1048 10.41 .Q 18.78 24.3155 9.75 .Q 19.04 24.5134 9.18 .Q 19.29 24.7003 8.70 .Q 19.54 24.8777 8.27 .Q 19.80 25.0467 7.89 .Q 20.05 25.2082 7.56 .Q 20.30 25.3631 7.26 .Q 20.55 25.5120 6.99 .Q 20.81 25.6555 6.74 .Q 21.06 25.7941 6.51 .Q 21.31 25.9281 6.31 .Q 21.57 26.0580 6.12 .Q 21.82 26.1840 5.94 .Q 22.07 26.3064 5.77 .Q 22.33 26.4255 5.62 Q 22.58 26.5416 5.48 Q 22.83 26.6547 5.34 Q 23.08 26.7651 5.22 Q 23.34 26.8730 5.10 Q 23.59 26.9784 4.99 Q 23.84 27.0816 4.88 Q 24.10 27.1826 4.78 Q 24.35 -------------------------------------------------- 27.2326 0.00 Q ---------- ---------- - ----- Page 2 iii. EV 2 -Year Storm Event Drainage A SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 316.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.280 LOW LOSS FRACTION = 0.470 TIME OF CONCENTRATION(MIN.) = 37.17 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 17.97 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 19.95 **#***#*******************#***#*********#**** * * * * * # * * * # * * * * * * * # * * * * * * * * * * * ** TIME VOLUME Q 0. 20.0 40.0 60.0 80.0 (HOURS) (AF) (CFS) 0.51 0.0733 3.46 .Q 1.13 0.2517 3.51 .Q 1.75 0.4344 3.63 Q 2.37 0.6220 3.70 .Q 2.99 0.8148 3.83 .Q 3.61 1.0130 3.91 .Q 4.23 1.2173 4.07 Q 4.85 1.4281 4.16 Q 5.47 1.6460 4.35 Q 6.09 1.8715 4.46 Q 6.71 2.1056 4.69 Q 7.33 2.3489 4.82 Q 7.95 2.6028 5.10 Q 8.57 2.8682 5.26 Q 9.19 3.1470 5.63 Q 9.81 3.4405 5.84 Q 10.42 3.7519 6.32 Q 11.04 4.0830 6.61 Q 11.66 4.4392 7.30 Q 12.28 4.8239 7.73 Q 12.90 5.2890 10.44 Q 13.52 5.8425 11.18 Q 14.14 6.4678 13.25 Q 14.76 7.1952 15.17 Q 15.38 8.1185 20.90 16.00 9.3012 25.30 16.62 11.8500 74.26 17.24 14.1972 17.44 Q 17.86 14.9530 12.09 Q 18.48 15.5012 9.32 Q 19.10 15.9174 6.93 Q 19.72 16.2503 6.07 Q 20.34 16.5448 5.44 Q 20.96 16.8109 4.95 Q 21.58 17.0546 4.57 Q 22.19 17.2805 4.25 Q 22.81 17.4915 3.99 .Q 23.43 17.6899 3.76 .Q 24.05 17.8776 3.57 .Q 24.67 --------------------------------- 17.9689 0.00 Q - - - - -- m V 0 Drainage B SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 127.90 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.190 LOW LOSS FRACTION = 0.370 TIME OF CONCENTRATION(MIN.) = 37.45 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 8.66 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 6.69 **#***#*******************#***#*********#**** * * * * * # * * * # * * * * * * * # * * * # * * * * * * * #* TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) 0.40 0.0272 1.66 .Q 1.02 0.1133 1.68 Q 1.64 0.2015 1.74 .Q 2.27 0.2920 1.77 .Q 2.89 0.3850 1.84 .Q 3.52 0.4807 1.87 .Q 4.14 0.5793 1.95 .Q 4.76 0.6809 1.99 .Q 5.39 0.7861 2.08 Q 6.01 0.8949 2.13 Q 6.64 1.0078 2.25 Q 7.26 1.1252 2.31 Q 7.89 1.24.77 2.44 Q 8.51 1.3758 2.52 Q 9.13 1.5103 2.70 Q 9.76 1.6519 2.80 Q 10.38 1.8021 3.03 Q 11.01 1.9619 3.17 Q 11.63 2.1338 3.50 Q 12.26 2.3194 3.70 Q 12.88 2.5439 5.00 Q 13.50 2.8111 5.36 Q 14.13 3.1129 6.35 Q 14.75 3.4639 7.26 Q 15.38 3.9095 10.01 Q 16.00 4.4810 12.14 Q 16.62 5.7116 35.57 17.25 6.8444 8.35 Q . 17.87 7.2093 5.79 Q 18.50 7.4725 4.41 Q 19.12 7.6719 3.32 Q 19.74 7.8325 2.91 Q 20.37 7.9746 2.60 Q 20.99 8.1030 2.37 Q 21.62 8.2206 2.19 Q 22.24 8.3295 2.04 Q 22.87 8.4313 1.91 .Q 23.49 8.5271 1.80 .Q 24.11 8.6177 1.71 .Q 24.74 8.6617 0.00 Q 0 Drainage C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1355 Analysis prepared by: ---------------------------------------------------------------------------- Problem Descriptions: RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 104.40 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.370 LOW LOSS FRACTION = 0.510 TIME OF CONCENTRATION(MIN.) = 16.80 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.13 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.28 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.37 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.62 6 -HOUR POINT RAINFALL VALUE(INCHES) = 0.85 24 -HOUR POINT RAINFALL VALUE(INCHES) = 1.44 TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 5.55 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 6.98 **#***#*******************#***#*********#**** * * * * * * * * * * * * * * * * * # * * * # * * * * * * * #* TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) 0.04 0.0000 0.00 Q 0.32 0.0122 1.05 .Q 0.60 0.0367 1.07 .Q 0.88 0.0615 1.08 Q 1.16 0.0866 1.09 .Q 1.44 0.1120 1.10 .Q 1.72 0.1376 1.12 .Q 2.0.0 0.1636 1.13 .Q 2.28 0.1899 1.15 .Q 2.56 0.2166 1.16 .Q 2.84 0.2435 1.18 .Q 3.12 0.2708 1.19 .Q 3.40 0.2985 1.21 .Q 3.68 0.3266 1.22 Q 3.96 0.3550 1.24 .Q 4.24 0.3839 1.25 Q 4.52 0.4132 1.28 .Q 4.80 0.4429 1.29 .Q 5.0.8 0.4731 1.32 .Q 5.36 0.5037 1.33 Q 5.64 0.5348 1.36 .Q 5.92 0.5665 1.38 .Q 6.20 0.5987 1.41 .Q 6.48 0.6314 1.42 .Q 6.76 0.6648 1.46 .Q 7.04 0.6987 1.48 .Q 7.32 0.7333 1.51 .Q 7.60 0.7686 1.53 .Q 7.88 0.8046 1.58 .Q 8.16 0.8413 1.60 .Q 8.44 0.8789 1.65 .Q 8.72 0.9173 1.67 .Q 9.00 0.9566 1.73 Q 9.28 0.9968 1.75 Q 9.56 1.0381 1.81 Q 9.84 1.0805 1.85 .Q 10.12 1.1240 1.92 .Q 10.40 1.1688 1.95 .Q 10.68 1.2149 2.03 Q 10.96 1.2625 2.08 Q 11.24 1.3117 2.17 Q 11.52 1.3626 2.23 Q 11.80 1.4155 2.34 Q 12.08 1.4705 2.41 Q 12.36 1.5335 3.04 Q 12.64 1.6049 3.13 Q 12.92 1.6794 3.32 Q 13.20 1.7574 3.42 Q 13.48 1.8395 3.67 Q 13.76 1.9262 3.82 Q 14.04 2.0186 4.17 Q 14.32 2.1187 4.48 Q 14.60 2.2290 5.06 Q 14.88 2.3501 5.40 Q 15.16 2.4864 6.37 Q 15.44 2.6422 7.09 Q 15.72 2.8230 B.53 Q 16.00 3.0637 12.27 16.28 3.6515 38.54 16.56 4.1835 7.45 Q 16.84 4.3372 5.83 Q 17.12 4.4598 4.77 Q 17.40 4.5610 3.98 Q 17.68 4.6481 3.54 Q 17.96 4.7263 3.22 Q 18.24 4.7946 2.69 Q 18.52 4.8521 2.28 Q 18.80 4.9031 2.13 Q 19.08 4.9507 1.99 .Q 19.36 4.9955 1.88 Q 19.64 5.0379 1.78 .Q 19.92 5.0782 1.70 .Q 20.20 5.1166 1.62 .Q 20.48 5.1534 1.56 .Q 20.76 5.1887 1.50 .Q 21.04 5.2227 1.44 .Q 21.32 5.2554 1.39 .Q 21.60 5.2871 1.35 .Q 21.88 5.3177 1.30 .Q 22.16 5.34.74 1.27 .Q 22.44 5.3763 1.23 Q 22.72 5.4044 1.20 .Q 23.00 5.4317 1.17 .Q 23.28 5.4583 1.14 .Q 23.56 5.4843 1.11 .Q 23.84 5.5097 1.08 .Q L 4 . 24.12 5.5345 1.06 .Q 24.40 5.5467 0.00 Q C HEC -RAS MODELING C1 HEC -RAS Modeling Report for Northerly Arroyo Channel ras82101_N— Arroyo.rep HEC -RAs Version 3.1.3 May 2005 U.5. Army Corp of Engineers Hydrologic Engineering center 609 second street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X. XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Newport Banning Ranch Protect File : ras82101.prj Run Date and Time: 4/15/2008 11:14:38 AM Project in English units PLAN DATA Plan Title: N Arroyo Run Plan File : p: \Projects \821 \01 \wat \HH \EIR Study \HEC_RAS \ras82101.pO2 Geometry Title: NOUth Arroyo Geometry File p: \Projects \821 \01 \Wat \HH \EIR Study \HEC_RAS \ras82101.gO2 Flow Title N— Arroyo Flows Flow File p: \Pro3ects \821 \01 \Wat \HH \EIR study \HEC_RAS \ras82101.fO2 Plan summary Information: Number of: Cross Sections = 6 Multiple openings = 0 Culverts = 0 Inline structures = 0 Bridges = 0 Lateral structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation options critical depth computed only where necessary conveyance calculation Method: At breaks in n values only Friction slope Method: Average Conveyance computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: N—Arroyo Flows Flow File : p: \Projects \821 \01 \wat \HH \EIR Study \HEC_RAS \ras82101.fO2 Flow Data (cfs) River Reach RS EV 2yr EV 100yr N_4rroyo 1 809 45 160 Boundary Conditions River Reach Profile Upstream N_4rroyo 1 EV 2yr Critical N_Arroyo 1 EV 100yr critical Page 1 Downstream Critical critical ras82101_N- Arroyo.rep GEOMETRY DATA Geometry Title: Nouth Arroyo Geometry File : p: \Projects \821 \01 \Wat \HH \EIR study \HEC_RAS \ras82101.gO2 CROSS SECTION RIVER: N_lrroyo REACH: 1 RS: 809 Element Left OB INPUT Right oB vel Head (ft) 0.16 Description; 0.060 W.S. Elev (ft) Station Elevation Data num= 17 121.96 124.01 Sta EleV Sta Elev Sta Elev Sta Elev Sta Elev 0 52.72 3.16 50.65 4.16 50 31.73 45 31.73 44.94 46.96 40 53.35 40 55.35 40.42 58.51 41 61.67 41.62 63.91 42 64.91 42.2 68.51 43 72.64 44 73.64 44.1 76.8 45 100.23 45.4 29.22 Top width (ft) Manning's n values num= 3 Vel Total (ft /s) 3.20 Sta n Val Sta n Val Sta n Val 3.20 0 .06 31.73 .06 76.8 .06 Hydr. Depth (ft) Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 31.73 76.8 121.96 124.01 131.23 .1 .3 CROSS SECTION OUTPUT Profile #EV 2yr 29.93 E.G. Elev (ft) 41.75 Element Left oB channel Vel Head (ft) 0.06 wt. n -Val. Alpha 0.060 W.S. Elev (ft) 41.69 Reach Len. (ft) 121.96 124.01 Crit W.S. (ft) 40.94 Flow Area (sq ft) Cum volume (acre -ft) 22.47 E.G. slope (ft /ft) 0.005884 Area (sq ft) 0.03 22.47 Q Total (cfs) 45.00 Flow (cfs) 0.02 45.00 Top width (ft) 20.33 Top width (ft) 20.33 Vel Total (ft /s) 2.00 Avg. Vel. (ft /s) 2.00 Max Chl Dpth (ft) 1.69 Hydr. Depth (ft) 1.11 Conv. Total (cfs) 586.6 Conv. (cfs) 586.6 Length wtd. (ft) 124.01 wetted Per. (ft) 20.76 Min ch E1 (ft) 40.00 shear (lb /sq ft) 0.40 Alpha 1.00 stream Power (1b /ft s) 0.80 Frctn Loss (ft) 1.75 Cum volume (acre -ft) 0.22 C & E Loss (ft) 0.02 Cum SA (acres) 0.26 Right oB 131.23 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EV 100yr E.G. Elev (ft) 42.95 Element Left OB channel Right oB vel Head (ft) 0.16 wt. n -Val. 0.060 W.S. Elev (ft) 42.79 Reach Len. (ft) 121.96 124.01 131.23 Crit W.S. (ft) Flow Area (sq ft) 49.94 E.G. slope (ft /ft) 0.008456 Area (sq ft) 49.94 Q Total (cfs) 160.00 Flow (cfs) 160.00 Top width (ft) 29.22 Top width (ft) 29.22 Vel Total (ft /s) 3.20 Avg. Vel. (ft/5) 3.20 Max chl Dpth (ft) 2.79 Hydr. Depth (ft) 1.71 Conv. Total (cfs) 1740.0 Conv. (cfs) 1740.0 Length wtd. (ft) 124.04 wetted Per. (ft) 29.93 Min ch E1 (ft) 40.00 shear (1b /sq ft) 0.88 Alpha 1.00 stream Power (1b /ft s) 2.82 Frctn Loss (ft) 2.14 Cum volume (acre -ft) 0.00 0.55 0.00 C & E Loss (ft) 0.03 Cum SA (acres) 0.01 0.37 0.02 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION Page 2 ras82101_N- Arroyo.rep RIVER: N_4rroyo REACH: 1 Rs: 685 INPUT Description: Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 55.6 1 55 9.6 49.98 19.6 46.85 21.84 45.74 23.25 45.72 24.67 45 26.9 43.36 29.14 42.35 32.74 40 32.74 39.92 32.74 39.89 32.74 39.86 34.16 39.76 35.57 39.36 37.81 39.1 38.81 39 44.28 39 51.49 39.36 62.89 40 65.31 40 67.54 40.2 69.78 40.35 78.38 41 85.68 41 90.68 41.21 94.29 41.05 95.29 41 98.12 40.76 99.53 40.68 100.53 40.65 101.95 40.61 102.95 40.62 104.36 40.7 106.6 40.84 107.6 40.89 108.6 41 110.01 41.18 111.42 41.24 112.42 41.42 117.42 42.03 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 32.74 .06 65.31 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 32.74 65.31 161.18 166.09 167.39 .1 .3 CROSS SECTION OUTPUT Profile #EV 2yr E.G. Elev (ft) 39.98 Element Left OB Channel Right oB Vel Head (ft) 0.24 Wt. n -Val. 0.060 W.S. Elev (ft) 39.74 Reach Len. (ft) 161.18 166.09 167.39 Crit W.S. (ft) 39.74 Flow Area (sq ft) 11.37 E.G. slope (ft /ft) 0.069249 Area (sq ft) 11.37 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 23.95 Top width (ft) 23.95 vel Total (ft /s) 3.96 Avg. vel. (ft /s) 3.96 Max Chl Dpth (ft) 0.74 Hydr. Depth (ft) 0.47 Conv. Total (cfs) 171.0 Conv. (cfs) 171.0 Length wtd. (ft) 166.09 Wetted Per. (ft) 24.05 Min Ch E1 (ft) 39.00 shear (1b /sq ft) 2.04 Alpha 1.00 stream Power (lb /ft s) 8.09 Frctn Loss (ft) 7.97 cum volume (acre -ft) 0.17 C & E LOSS (ft) 0.01 Cum SA (acres) 0.20 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #EV 100yr E.G. Elev (ft) 40.78 Element Left OB Channel Right OB Vel Head (ft) 0.44 Wt. n -Val. 0.060 0.060 0.060 W.S. Elev (ft) 40.34 Reach Len. (ft) 161.18 166.09 167.39 Crit W.S. (ft) 40.34 Flow Area (sq ft) 0.09 29.73 0.69 E.G. slope (ft /ft) 0.053032 Area (sq ft) 0.09 29.73 0.69 Q Total (cfs) 160.00 Flow (cfs) 0.14 158.71 1.15 Top width (ft) 37.44 Top width (ft) 0.52 32.57 4.35 Vel Total (ft /s) 5.25 Avg. Vel. (ft /s) 1.56 5.34 1.67 Max chl Dpth (ft) 1.34 Hydr. Depth (ft) 0.17 0.91 0.16 conv. Total (cfs) 694.8 Conv. (cfs) 0.6 689.2 5.0 Length wtd. (ft) 166.09 Wetted Per. (ft) 0.63 32.82 4.36 Min ch E1 (ft) 39.00 shear (1b /sq ft) 0.47 3.00 0.52 Alpha 1.03 stream Power (lb /ft s) 0.74 16.01 0.87 Frctn LOSS (ft) 8.69 cum volume (acre -ft) 0.00 0.44 0.00 C & E Loss (ft) 0.02 Cum SA (acres) 0.01 0.28 0.02 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Page 3 ras82101_N- Arroyo.rep CROSS SECTION RIVER: N_4rroyo REACH: 1 RS: 519 INPUT Description: Station Elevation Data num= 65 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 49.84 0 49.21 5 45 7.24 43.24 12.24 39.94 14.47 39.57 15.89 39.1 17.3 39 18.71 38.74 21.54 38.37 22.96 38.19 24.37 38 37.1 37.09 38.1 37 39.1 36.98 44.76 36.67 46.99 36.63 49.82 36.5 54.06 36.45 56.89 36.34 63.96 36.22 66.79 36.19 69.03 36.16 70.03 36.16 72.86 36.1 76.46 36.05 77.46 36.05 86.13 35.97 88.37 35.96 90.6 35.94 91.6 35.94 100.09 35.87 102.92 35.83 107.16 35.75 109.99 35.69 112.82 35.62 115.65 35.54 119.89 35.4 121.3 35.35 124.13 35.26 125.54 35.22 130.54 35.04 131.54 35 142.86 31.27 146.46 30 150.07 28.48 157.88 25 162.12 24.13 163.54 24 166.37 23.29 167.78 22.94 172.02 22 174.85 21.35 176.26 20.84 179.87 20.25 180.87 20.06 181.87 20 184.11 20 189.11 20.98 190.11 21.03 202.16 25 203.57 25.89 210.64 30 213.47 33.56 214.89 34.93 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 157.88 .06 202.16 .06 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 157.88 202.16 129.98 119.28 109.74 .1 .3 CROSS SECTION OUTPUT Profile #EV 2yr E.G. Elev (ft) 21.46 Element Left OB Channel vel Head (ft) 0.23 wt. n -Val. 0.060 W.S. Elev (ft) 21.24 Reach Len. (ft) 129.98 119.28 Crit W.S. (ft) 21.10 Flow Area (sq ft) 11.79 E.G. slope (ft /ft) 0.035202 Area (sq ft) 11.79 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 15.57 Top width (ft) 15.57 Vel Total (ft /s) 3.82 Avg. Vel. (ft /s) 3.82 Max chl Dpth (ft) 1.24 Hydr. Depth (ft) 0.76 Conv. Total (cfs) 239.8 Conv. (cfs) 239.8 Length wtd. (ft) 119.28 wetted Per. (ft) 15.84 Min Ch E1 (ft) 20.00 Shear (lb /sq ft) 1.64 Alpha 1.00 Stream Power (lb /ft s) 6.25 Frctn Loss (ft) 2.31 Cum volume (acre -ft) 0.13 C & E Loss (ft) 0.03 Cum SA (acres) 0.12 Right OB 109.74 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EV 100yr E.G. Elev (ft) 22.60 Element Left OB Channel Right OB Vel Head (ft) 0.62 wt. n -Val. 0.060 W.S. Elev (ft) 21.98 Reach Len. (ft) 129.98 119.28 109.74 Crit W.S. (ft) 21.98 Flow Area (sq ft) 25.38 E.G. slope (ft /ft) 0.051614 Area (sq ft) 25.38 Q Total (cfs) 160.00 Flow (cfs) 160.00 Top width (ft) 20.91 Top width (ft) 20.91 Vel Total (ft /s) 6.30 Avg. Vel. (ft /s) 6.30 Max chl Dpth (ft) 1.98 Hydr. Depth (ft) 1.21 Conv. Total (cfs) 704.3 Conv. (cfs) 704.3 Length wtd. (ft) 119.27 wetted Per. (ft) 21.39 Min Ch E1 (ft) 20.00 Shear (lb /sq ft) 3.82 Alpha 1.00 Stream Power (lb /ft s) 24.10 Frctn Loss (ft) 1.54 Cum volume (acre -ft) 0.00 0.33 0.00 C & E Loss (ft) 0.14 Cum SA (acres) 0.01 0.18 0.01 warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Page 4 ras82101_N- Arroyo.rep warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: N_Arroyo REACH: 1 RS: 399 INPUT Description: station Elevation Data num= 45 5ta Elev Sta EIeV 5ta EIeV Sta Elev Sta Elev 0 39.82 3.16 37.27 7.16 35 9.4 34.55 10.4 34 11.4 33.6 13.4 32.78 15.63 32 17.63 31 22.73 30.21 23.73 30 27.86 29.75 34.93 29.59 38.09 29.67 39.09 29.68 42.25 29.78 43.25 29.8 45.25 29.86 46.25 29.87 48.49 29.91 49.49 29.81 50.49 29.6 51.49 29.6 52.49 29.53 53.9 29 54.9 28.57 55.9 28 56.9 27.23 57.9 27 58.9 26.53 60.32 25.71 61.32 25 71.51 21.91 77.6 20 83.68 19 87.8 18.13 88.8 17.82 91.8 17 93.22 17.14 96.22 18 100.34 19 103.34 20 105.58 20.49 115.77 25.01 128.93 29.19 Manning's n values num= 3 5ta n Val Sta n Val 5ta n Val 0 .06 77.6 .06 103.34 .06 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 77.6 103.34 133.51 133.65 129.63 .1 .3 CROSS SECTION OUTPUT Profile #EV 2yr E.G. Elev (ft) 19.11 Element Left OB Channel Right OB Vel Head (ft) 0.11 wt. n -val. 0.060 W.S. Elev (ft) 19.00 Reach Len. (ft) 133.51 133.65 129.63 Crit W.S. (ft) Flow Area (sq ft) 16.71 E.G. slope (ft /ft) 0.012262 Area (sq ft) 16.71 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 16.68 Top width (ft) 16.68 Vel Total (ft /s) 2.69 Avg. Vel. (ft /s) 2.69 Max chl Dpth (ft) 2.00 Hydr. Depth (ft) 1.00 Conv. Total (cfs) 406.4 Conv. (cfs) 406.4 Length Wtd. (ft) 133.65 wetted Per. (ft) 17.17 Min Ch E1 (ft) 17.00 Shear (lb /sq ft) 0.74 Alpha 1.00 Stream Power (lb /ft s) 2.01 Frctn Loss (ft) 1.47 cum volume (acre -ft) 0.09 C & E Loss (ft) 0.00 Cum 5A (acres) 0.08 warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EV 100yr E.G. Elev (ft) 20.73 Element Left OB Channel Right OB Vel Head (ft) 0.14 wt. n -Val. 0.060 0.060 0.060 W.S. Elev (ft) 20.60 Reach Len. (ft) 133.51 133.65 129.63 Crit W.S. (ft) Flow Area (sq ft) 0.56 53.20 0.80 E.G. slope (ft /ft) 0.005736 Area (sq ft) 0.56 53.20 0.80 Q Total (cfs) 160.00 Flow (cfs) 0.46 158.85 0.69 Top width (ft) 30.11 Top width (ft) 1.90 25.74 2.48 Vel Total (ft /s) 2.93 Avg. Vel. (ft /s) 0.81 2.99 0.86 Max chl Dpth (ft) 3.60 Hydr. Depth (ft) 0.30 2.07 0.32 Conv. Total (cfs) 2112.6 Conv. (cfs) 6.0 2097.5 9.1 Length wtd. (ft) 133.64 wetted Per. (ft) 1.99 26.48 2.55 Min Ch E1 (ft) 17.00 Shear (lb /sq ft) 0.10 0.72 0.11 Alpha 1.03 Stream Power (lb /ft s) 0.08 2.15 0.10 Frctn Loss (ft) 1.19 Cum volume (acre -ft) 0.00 0.22 0.00 C & E Loss (ft) 0.02 Cum SA (acres) 0.00 0.12 0.00 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Page 5 ras82101_N- Arroyo.rep CROSS SECTION RIVER: N_4rroyo 19.52 Element Left OB Channel Right OB REACH: 1 Rs: 266 wt. n -Val. 0.060 INPUT 19.13 Reach Len. (ft) 135.31 134.23 135.07 Description: 18.04 Flow Area (sq ft) 32.20 Station Elevation Data num= 25 32.20 Q Total (cfs) Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 23.08 4 23.2 16.04 24 21.04 24 22.04 23.6 24.04 23 25.04 22.48 26.04 22 28.04 21.17 29.04 21 30.04 20 32.04 18.98 37.04 15 40.46 15 41.46 16.5 45.46 20 48 24.233 48.46 25 50.46 26.53 52.46 30 53.46 30.1 67.49 35 71.49 37.33 76.49 40 79.49 41.38 Manning's n values num= 3 Alpha 1.00 Sta n Val Sta n Val Sta n Val Frctn Loss (ft) 3.60 0 .06 21.04 .06 48 .06 C & E Loss (ft) 0.01 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21.04 48 135.31 134.23 135.07 .1 .3 CROSS SECTION OUTPUT Profile #EV 2yr E.G. Elev (ft) 17.64 Element Left OB Channel Vel Head (ft) 0.14 wt. n -val. 0.060 W.5. Elev (ft) 17.50 Reach Len. (ft) 135.31 134.23 Crit W.S. (ft) Flow Area (sq ft) 14.77 E.G. Slope (ft /ft) 0.009905 Area (s ft) 14.77 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 8.70 Top width (ft) 8.70 Vel Total (ft /s) 3.05 Avg. Vel. (ft /s) 3.05 Max Chl Dpth (ft) 2.50 Hydr. Depth (ft) 1.70 Conv. Total (cfs) 452.2 Conv. (cfs) 452.2 Length wtd. (ft) 134.23 wetted Per. (ft) 10.75 Min ch E1 (ft) 15.00 shear (1b /sq ft) 0.85 Alpha 1.00 stream Power (1b /ft s) 2.59 Frctn Loss (ft) 2.72 Cum volume (acre -ft) 0.04 C & E Loss (ft) 0.01 Cum SA (acres) 0.04 Right oB 135.07 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EV 100yr E.G. Elev (ft) 19.52 Element Left OB Channel Right OB Vel Head (ft) 0.38 wt. n -Val. 0.060 W.S. Elev (ft) 19.13 Reach Len. (ft) 135.31 134.23 135.07 Crit W.S. (ft) 18.04 Flow Area (sq ft) 32.20 E.G. Slope (ft /ft) 0.015769 Area (sq ft) 32.20 Q Total (cfs) 160.00 Flow (cfs) 160.00 Top width (ft) 12.72 Top width (ft) 12.72 vel Total (ft /s) 4.97 Avg. Vel. (ft /s) 4.97 Max Chl Dpth (ft) 4.13 Hydr. Depth (ft) 2.53 Conv. Total (cfs) 1274.1 Conv. (cfs) 1274.1 Length wtd. (ft) 134.23 wetted Per. (ft) 15.94 Min Ch E1 (ft) 15.00 shear (1b /sq ft) 1.99 Alpha 1.00 stream Power (lb /ft s) 9.88 Frctn Loss (ft) 3.60 cum volume (acre -ft) 0.09 C & E Loss (ft) 0.01 Cum SA (acres) 0.06 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: N_4rroyo REACH: 1 RS: 132 INPUT Description: Page 6 ras82101_N- Arroyo.rep Station Elevation Data num= 34 Sta Elev Sta Elev Sta Elev 5ta Elev 5ta Elev 0 17.66 1 18 12 18 13 17.99 19.08 17 23.08 16 24.08 15.96 28.08 15 30.08 14.85 33.08 14.71 37.08 14.43 40.08 14.25 42.32 14.14 44.32 14 45.32 13.41 47.32 13 48.32 13 49.32 14 50.32 14.3 52.32 15 54.32 17.13 55 17.805 57.32 20.11 58.32 20.25 62.32 22.93 63.32 23.47 66.32 25 68.32 26.21 69.73 26.61 71.73 27.77 73.73 28.8 74.73 29.27 76.73 30 82.73 30 Manning's n values num= 3 Sta n Val Sta n Val Sta. n Val 0 .06 12 .06 55 .06 Bank Sta; Left Right Lengths: Left channel Right 12 55 11.17 131.59 25.19 CROSS SECTION OUTPUT Profile #EV 2yr E.G. Elev (ft) 14.92 nl Vel Head (ft) 0.29 0.53 W.S. Elev (ft) 14.63 W.S. Elev (ft) Crit W.S. (ft) 14.63 Reach Len. (ft) E.G. Slope (ft /ft) 0.062119 Q Total (cfs) 45.00 E.G, slope (ft /ft) Top width (ft) 17.03 Q Total (cfs) vel Total (ft /s) 4.32 Flow (cfs) Max chl Dpth (ft) 1.63 1 Conv. Total (cfs) 180.6 Length wtd. (ft) .06 Avg. vel. (ft /s) Min ch E1 (ft) 13.00 .06 Alpha 1.00 679.2 Frctn Loss (ft) Length wtd. (ft) C & E LOSS (ft) wetted Per. (ft) Min ch E1 (ft) Element Wt. n -Val. Reach Len. (ft) Flow Area (sq ft) Area (sq ft) Flow (Cis) Top width (ft) Avg. vel. (ft /s) Hydr. Depth (ft) Conv. (cfs) wetted Per. (ft) shear (1b /sq ft) stream Power (lb /ft s) Cum volume (acre -ft) CUM SA (acres) CROSS SECTION OUTPUT Profile #EV 100yr E.G. Elev (ft) 15.90 nl Element vel Head (ft) 0.53 809 wt. n -Val. W.S. Elev (ft) 15.37 1 Reach Len. (ft) Crit W.S. (ft) 15.37 .06 Flow Area (sq ft) E.G, slope (ft /ft) 0.055499 Area (sq ft) Q Total (cfs) 160.00 399 Flow (cfs) Top width (ft) 26.10 1 Top width (ft) vel Total (ft /s) 5.86 .06 Avg. vel. (ft /s) Max Chl Dpth (ft) 2.37 .06 Hydr. Depth (ft) Conv. Total (cfs) 679.2 Conv. (cfs) Length wtd. (ft) wetted Per. (ft) Min ch E1 (ft) 13.00 Shear (1b /sq ft) Alpha 1.00 stream Power (1b /ft s) Frctn Loss (ft) Cum volume (acre -ft) C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River : NJ.r royo coeff contr. Expan. .1 .3 Reach River Sta. nl n2 n3 1 809 .06 .06 .06 1 685 .06 .06 .06 1 519 .06 .06 .06 1 399 .06 .06 .06 1 266 .06 .06 .06 1 132 .06 .06 .06 SUMMARY OF REACH LENGTHS River: N-Arroyo Reach River Sta. Left channel Right Page 7 Left OB Left OB channel 0.060 10.41 10.41 45.00 17.03 4.32 0.61 180.6 17.77 2.27 9.82 channel 0.060 27.30 27.30 160.00 26.10 5.86 1.05 679.2 27.12 3.49 20.44 Right OB Right oB SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: N- 4rrOyo Reach River Sta. ras82101_N— Arroyo.rep 809 121.96 124.01 .3 131.23 .1 685 161.18 166.09 .3 167.39 .1 519 129.98 119.28 .3 109.74 .1 399 133.51 133.65 129.63 266 135.31 134.23 135.07 132 11.17 131.59 25.19 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: N- 4rrOyo Reach River Sta. Contr, Expan. 809 .1 .3 685 .1 .3 519 .1 .3 399 .1 .3 266 .1 .3 132 .1 .3 Page 8 RS = 809 .06 .06 .06 54 Legend 52 WS EV 100yr 50 WS EV 2yr Ground 0 48 • Bank Sta 46 w 44 42 40 0 20 40 60 80 100 120 Station (ft) RS = 685 .06 �4 .06 )4 .06 56 Legend WS EV 100yr 52 WS EV 2yr 50 • Ground � • 0 48- Bank Sta > 46 w 44 42 40 38 0 20 40 60 80 100 120 Station (ft) RS = 519 .06 .06 06 50 Legend 45 WS EV 100yr WS EV 2yr 40 Ground � • 0 Bank Sta 35 w 30 25 20� 0 50 100 150 200 250 Station (ft) RS = 399 .06 .06 ��.06� 40 Legend WS EV 100yr 35 WS EV 2yr 30 Ground 0 • Bank Sta 6 w 25 20 15 0 20� 40 60 80 100 120 140 Station (ft) RS = 266 .06 )4 .06 .06 45 Legend 40 WS EV 100yr WS EV 2yr 35 • Ground � • Bank Sta 30 w 25 20 15 0 20 40 60 80 Station (ft) RS = 132 .064.06 .06 30 Legend 28 WS EV 100yr 26 WS EV 2yr 24 Ground � • 0 22- Bank Sta > 20 N w 16 16 14 12 0 20 40 60 80 100 Station (ft) 45 N_Arroyo 1 Legend WS EV 100yr WS EV 2yr 40- Ground 35 30 x 0 v w 25 20 15 10 0 100 200 300 400 500 600 700 Main Channel Distance (ft) C2 HEC -RAS Modeling Report for Southerly Arroyo Channel under Existing Condition ras82101_Ex_s —Arroyo.rep HEC -RAS Version 3.1.3 May 2005 U.5. Army Corp of Engineers Hydrologic Engineering center 609 second street Davis, California X X XXXXXX xxxx xxxx xx XXXX X X X x x X X X X X X X X X X X X X X Xxxxxxx xxxx x XXX Xxxx XXXXXX xxxx X X X X X X X X X X X X X X X X X X X X x xxxxxx xxxx X X X X xxxxx PROJECT DATA Project Title: Newport Banning Ranch Protect File : ras82101.prj Run Date and Time: 4/15/2008 3:54:07 PM Project in English units PLAN DATA Plan Title: Ex. S Arroyo Run Plan File : p: \Projects \821 \O1 \Wat \HH \EIR Study \HEC_RAS \ras82101.p01 Geometry Title: x. South Arroyo Geometry File p: \Projects \821 \01 \wat \HH \EIR Study \HEC_RAS \ras82101.gO1 Flow Title Ex. s_Arroyo Flows Flow File p: \Projects \821 \01 \Wat \HH \EIR study \HEC_RAs \ras82101.f01 Plan summary Information: Number of: cross sections = 12 Multiple openings = 0 Culverts = 0 Inline structures = 0 Bridges = 0 Lateral structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 computation options Critical depth computed only where necessary conveyance calculation Method: At breaks in n values only Friction Slope Method: Average conveyance Computational Flow Regime: subcritical Flow Flow Title: EX. 5_4rroyo Flows Flow File : p: \Projects \821 \01 \Wat \HH \EIR Study \HEC_RAS \ras82101.f01 Flow Data (cfs) River Reach RS EX EV 2yr Ex EV 100yr S—Arroyo 1 2256 27 95 5—Arroyo 1 1112 34 138 S_Arroyo 1 481 45 198 Boundary Conditions River Reach Profile Upstream Downstream S_Arroyo 1 Ex EV 2yr Critical Critical SJlrroyo 1 EX EV 100yr Critical Critical Page 1 ras82101_Ex_s -Arroyo.rep GEOMETRY DATA Geometry Title: x south Arroyo Geometry File : p: \Projects \821 \01 \Wat \HH \EIR Study \HEC_RAS \ras82101.g01 CROSS SECTION RIVER: S-Arroyo REACH: 1 RS: 2256 INPUT Description; station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 72.65 4.47 71.39 5.47 71.06 9.08 70 14.91 67.75 21.23 65.41 22.2365.24367 23.23 65 25.47 64.23 36.65 60 38.06 59.17 44.77 55 57.13 55 58.54 55.24 59.54 55.85 63.15 56.85 64.15 57.3 66.39 57.79 74.45 59.97 74.45 59.98 74.45 60 74.45 60.07 79.83 65 80.83 66.97 82.83 70 84.25 70.88 85.25 71.05 86.25 71 87.25 70.93 88.25 70.48 89.66 70.28 90.66 70.17 92.9 70.44 94.31 70.61 95.31 70.5 96.73 70 103.61 70 104.61 70.27 106.85 70.49 109.68 71 110.68 71 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 36.65 .06 74.45 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 36.65 74.45 193.64 193.64 193.64 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 56.09 Element Left OB Channel vel Head (ft) 0.05 wt. n -val. 0.060 W.S. Elev (ft) 56.04 Reach Len. (ft) 193.64 193.64 Grit W.S. (ft) 55.50 Flow Area (sq ft) 15.61 E.G, slope (ft /ft) 0.005746 Area (s ft) 15.61 Q Total (cfs) 27.00 Flow (cfs) 27.00 Top width (ft) 17.14 Top Width (ft) 17.14 Vel Total (ft /s) 1.73 Avg. vel. (ft /s) 1.73 Max Chl Dpth (ft) 1.04 Hydr. Depth (ft) 0.91 Conv. Total (cfs) 356.2 Conv. (cfs) 356.2 Length wtd. (ft) 193.64 wetted Per. (ft) 17.65 Min ch E1 (ft) 55.00 Shear (1b /sq ft) 0.32 Alpha 1.00 stream Power (1b /ft s) 0.55 Frctn Loss (ft) 2.43 Cum volume (acre -ft) 0.86 C & E Loss (ft) 0.02 Cum SA (acres) 1.52 Right oB 193.64 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 57.18 Element Left OB Channel Right OB vel Head (ft) 0.11 Wt. n -Val. 0.060 W.S. Elev (ft) 57.07 Reach Len. (ft) 193.64 193.64 193.64 Crit W.S. (ft) Flow Area (sq ft) 35.99 E.G. slope (ft /ft) 0.006317 Area (sq ft) 35.99 Q Total (cfs) 95.00 Flow (cfs) 95.00 Top width (ft) 22.20 Top width (ft) 22.20 vel Total (ft /s) 2.64 Avg. vel. (ft /s) 2.64 Max Chl Dpth (ft) 2.07 Hydr. Depth (ft) 1.62 Conv. Total (cfs) 1195.3 Conv. (cfs) 1195.3 Length wtd. (ft) 193.64 Wetted Per. (ft) 23.17 Min Ch E1 (ft) 55.00 shear (1b /sq ft) 0.61 Alpha 1.00 stream Power (1b /ft s) 1.62 Frctn Loss (ft) 2.58 Cum volume (acre -ft) 0.01 2.16 0.01 C & E Loss (ft) 0.03 Cum SA (acres) 0.05 1.90 0.04 Page 2 ras82101_Ex_S -Arroyo.rep warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 2062 INPUT Description: station Elevation Data num= 43 Sta Elev Sta Elev Sta Elev 5ta Elev 5ta Elev 0 65.75 2.83 65 5.66 64 8.49 64 9.9 64.71 11.31 65.13 12.73 65.34 14.14 65.49 15.56 65.54 16.97 65.51 18.38 65 21.21 65 22.63 64.16 24.04 64 25.46 63.38 26.87 62.85 31.11 61.16 33.94 60.6 35.36 60.14 36.77 60 38.18 59.67 39.6 59.43 41.01 59 45.25 56.16 46.67 54.82 48.08 54 50.91 53.42 52.33 52.97 56.57 52.65 57.98 52.65 62.23 53 63.64 53 65.05 55 67.88 56.47 73.54 59.7 74.95 60 82.02 62.8 86.27 64.6 87.68 65 91.92 67.15 97.58 70 107.48 72.65 111.72 73.52 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 36.77 .06 74.95 .06 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 36.77 74.95 160.23 160.23 160.23 .1 .3 CROSS SECTION OUTPUT Profile #EX Ev 2yr E.G. Elev (ft) 53.65 Element Left OB Channel Vel Head (ft) 0.20 Wt. n -Val. 0.060 W.5. Elev (ft) 53.45 Reach Len. (ft) 160.23 160.23 Grit W.S. (ft) 53.38 Flow Area (sq ft) 7.52 E.G. Slope (ft /ft) 0.045880 Area (s ft) 7.52 Q Total (cfs) 27.00 Flow (cfs) 27.00 Top width (ft) 13.17 Top width (ft) 13.17 Vel Total ft /s) 3.59 Avg. Vel. (ft /s) 3.59 Max chl Dpth (ft) 0.80 Hydr. Depth (ft) 0.57 Conv. Total (cfs) 126.1 Conv. (cfs) 126.1 Length wtd. (ft) 160.23 wetted Per. (ft) 13.50 Min Ch E1 (ft) 52.65 Shear (lb /sq ft) 1.60 Alpha 1.00 Stream Power (lb /ft s) 5.73 Frctn Loss (ft) 2.89 Cum volume (acre -ft) 0.81 C & E Loss (ft) 0.05 Cum SA (acres) 1.45 Right OB 160.23 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 54.57 Element Left OB Channel Right OB Vel Head (ft) 0.44 wt. n -Val. 0.060 W.S. Elev (ft) 54.13 Reach Len. (ft) 160.23 160.23 160.23 Grit W.S. (ft) 54.05 Flow Area (sq ft) 17.84 E.G. Slope (ft /ft) 0.044582 Area (sq ft) 17.84 Q Total (cfs) 95.00 Flow (cfs) 95.00 Top width (ft) 16.59 Top width (ft) 16.59 Vel Total (ft /s) 5.32 Avg. Vel. (ft /s) 5.32 Max chl Dpth (ft) 1.48 Hydr. Depth (ft) 1.08 Conv. Total (cfs) 449.9 Conv. (cfs) 449.9 Length wtd. (ft) 160.23 wetted Per. (ft) 17.36 Min Ch E1 (ft) 52.65 Shear (1b /sq ft) 2.86 Alpha 1.00 Stream Power (1b /ft s) 15.23 Frctn Loss (ft) 3.00 Cum volume (acre -ft) 0.01 2.04 0.01 C & E Loss (ft) 0.10 Cum 5A (acres) 0.05 1.82 0.04 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Page 3 ras82101_Ex_s -Arroyo.rep CROSS SECTION RIVER: S- Arroyo REACH: 1 Rs: 1902 INPUT Description: Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 64.29 2.24 62.79 6.71 60.14 7.71 59.78 18 55 22.48 53.97 31.08 52.07 36.91 50.9 37.91 50.54 40.74 50 61.11 50 65.59 51.14 66.59 51.33 71.06 52.74 73.3 53.66 77.77 55 82.77 57.7 87.77 60 92.24 61.4 102.54 65 103.95 65.27 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 18 .06 77.77 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 18 77.77 245.09 245.09 245.09 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 50.72 Element Left OB Channel Vel Head (ft) 0.05 wt. n -val. 0.060 W.S. Elev (ft) 50.67 Reach Len. (ft) 245.09 245.09 Crit W.S. (ft) Flow Area (sq ft) 15.73 E.G. slope (ft /ft) 0.009555 Area (sq ft) 15.73 Q Total (cfs) 27.00 Flow (cfs) 27.00 Top width (ft) 26.21 Top width (ft) 26.21 Vel Total (ft /s) 1.72 Avg. Vel. (ft/5) 1.72 Max Chl Dpth (ft) 0.67 Hydr. Depth (ft) 0.60 Conv. Total (cfs) 276.2 Conv. (cfs) 276.2 Length wtd. (ft) 245.09 wetted Per. (ft) 26.36 Min ch E1 (ft) 50.00 shear (1b /sq ft) 0.36 Alpha 1.00 Stream Power (1b /ft s) 0.61 Frctn Loss (ft) 5.02 cum volume (acre -ft) 0.77 C & E Loss (ft) 0.02 Cum SA (acres) 1.38 Right OB 245.09 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Ex EV 100yr E.G. Elev (ft) 51.47 Element Left OB Channel Right OB Vel Head (ft) 0.11 wt. n -Val. 0.060 W.S. Elev (ft) 51.36 Reach Len. (ft) 245.09 245.09 245.09 Crit w.s. (ft) Flow Area (sq ft) 35.56 E.G. Slope (ft /ft) 0.010268 Area (s ft) 35.56 Q Total (cfs) 95.00 Flow (cfs) 95.00 Top width (ft) 32.05 Top width (ft) 32.05 vel Total (ft /s) 2.67 Avg. vel. (ft /s) 2.67 Max Chl Dpth (ft) 1.36 Hydr. Depth (ft) 1.11 Conv. Total (cfs) 937.5 Conv. (cfs) 937.5 Length wtd. (ft) 245.09 wetted Per. (ft) 32.38 Min Ch E1 (ft) 50.00 shear (1b /sq ft) 0.70 Alpha 1.00 Stream Power (lb /ft s) 1.88 Frctn Loss (ft) 4.95 Cum volume (acre -ft) 0.01 1.94 0.01 C & E Loss (ft) 0.03 Cum SA (acres) 0.05 1.73 0.04 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: SJlrroyo REACH: 1 RS: 1657 INPUT Page 4 ras82101_Ex_S -Arroyo.rep Description: station Elevation Data num= 21 5ta Elev 5ta Elev 5ta Elev Sta Elev Sta Elev 0 67.68 5 66.18 8.61 65 25.63 60.21 27.05 59.69 33.45 56.22 35.69 55 42.09 52.76 49.9 50 52.14 48.53 57.14 45 71.4 45 87.03 48.98 89.26 49.72 90.68 50 99.9 53.9 102.13 55 112.13 59.43 113.55 60 115.78 60.32 116.78 60.44 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 49.9 .06 90.68 .06 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 49.9 90.68 193.82 193.82 193.82 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 45.68 Element Left OB channel Right OB Vel Head (ft) 0.22 wt. n -Val. 0.060 W.S. Elev (ft) 45.47 Reach Len. (ft) 193.82 193.82 193.82 Crit W.S. (ft) 45.47 Flow Area (sq ft) 7.21 E.G. Slope (ft /ft) 0.071442 Area (sq ft) 7.21 Q Total (cfs) 27.00 Flow (cfs) 27.00 Top width (ft) 16.75 Top width (ft) 16.75 Vel Total (ft /s) 3.74 Avg. Vel. (ft /s) 3.74 Max Chl Dpth (ft) 0.47 Hydr. Depth (ft) 0.43 Conv. Total (cfs) 101.0 Conv. (cfs) 101.0 Length wtd. (ft) 193.82 wetted Per. (ft) 16.95 Min ch E1 (ft) 45.00 shear (lb /sq ft) 1.90 Alpha 1.00 stream Power (1b /ft s) 7.10 Frctn Loss (ft) 1.19 cum volume (acre -ft) 0.70 C & E Loss (ft) 0.06 Cum SA (acres) 1.26 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 46.49 Element Left OR Channel Right OR Vel Head (ft) 0.45 wt. n -Val. 0.060 W.5. Elev (ft) 46.04 Reach Len. (ft) 193.82 193.82 193.82 Crit W.S. (ft) 46.04 Flow Area (sq ft) 17.68 E.G. Slope (ft /ft) 0.056464 Area (sq ft) 17.68 Q Total (cfs) 95.00 Flow (cfs) 95.00 Top width (ft) 19.81 Top width (ft) 19.81 Vel Total ft /s) 5.37 Avg. Vel. (ft /s) 5.37 Max chl Dpth (ft) 1.04 Hydr. Depth (ft) 0.89 Conv. Total (cfs) 399.8 Conv. (cfs) 399.8 Length wtd. (ft) 193.82 wetted Per. (ft) 20.27 Min Ch E1 (ft) 45.00 Shear (lb /sq ft) 3.08 Alpha 1.00 Stream Power (lb /ft s) 16.52 Frctn Loss (ft) 1.79 Cum volume (acre -ft) 0.01 1.79 0.01 C & E Loss (ft) 0.11 Cum SA (acres) 0.05 1.58 0.04 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: S_4rroyo REACH: 1 Rs: 1463 Page 5 ras82101_Ex_S -Arroyo.rep INPUT Description: station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 59.42 0 59.38 14.87 55 21.94 52.69 29.75 50 41.06 45.83 43.3 45 46.13 43.98 56.76 40 66.66 40 68.07 40.44 75.14 45 85.77 49.14 87.18 50 88.6 50.37 91.43 51 92.84 51.5 94.26 52 97.91 53 98.91 53.26 101.14 54 102.56 55 103.97 55.22 106.8 55.7 107.8 55.81 108.8 55.91 110.8 56 112.21 56 113.21 56.09 114.21 56.16 115.21 56.45 116.63 56.72 118.04 57 119.46 57.45 122.28 58 123.7 58.49 Manning's n values num= 3 5ta n Val Sta n Val 5ta n Val 0 .06 43.3 .06 75.14 .06 Rank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 43.3 75.14 171.6 171.6 171.6 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev, (ft) 41.56 Element Left OR Channel Vel Head (ft) 0.03 wt. n -val. 0.060 W.S. Elev (ft) 41.54 Reach Len. (ft) 171.60 171.60 Grit W.S. (ft) Flow Area (sq ft) 21.19 E.G. Slope (ft /ft) 0.002097 Area (sq ft) 21.19 Q Total (cfs) 27.00 Flow (cfs) 27.00 Top width (ft) 17.12 Top width (ft) 17.12 Vel Total (ft /s) 1.27 Avg. Vel. (ft /s) 1.27 Max chl Dpth (ft) 1.54 Hydr. Depth (ft) 1.24 Conv. Total (cfs) 589.6 Conv. (cfs) 589.6 Length wtd. (ft) 171.60 wetted Per. (ft) 17.79 Min Ch E1 (ft) 40.00 Shear (lb /sq ft) 0.16 Alpha 1.00 Stream Power (lb /ft s) 0.20 Frctn Loss (ft) 1.06 cum volume (acre -ft) 0.64 C & E Loss (ft) 0.01 Cum 5A (acres) 1.18 Right OR 171.60 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Ex EV 100yr E.G. Elev (ft) 42.71 Element Left OR Channel Right OR Vel Head (ft) 0.08 wt. n -Val. 0.060 W.5. Elev (ft) 42.63 Reach Len. (ft) 171.60 171.60 171.60 Crit W.S. (ft) Flow Area (sq ft) 42.32 E.G. Slope (ft /ft) 0.003624 Area (sq ft) 42.32 Q Total (cfs) 95.00 Flow (cfs) 95.00 Top width (ft) 21.72 Top width (ft) 21.72 Vel Total ft /s) 2.24 Avg. Vel. (ft /s) 2.24 Max chl Dpth (ft) 2.63 Hydr. Depth (ft) 1.95 Conv. Total (cfs) 1578.2 Conv. (cfs) 1578.2 Length wtd. (ft) 171.60 wetted Per. (ft) 22.90 Min Ch E1 (ft) 40.00 Shear (lb /sq ft) 0.42 Alpha 1.00 Stream Power (lb /ft s) 0.94 Frctn Loss (ft) 1.61 cum volume (acre -ft) 0.01 1.66 0.01 C & E Loss (ft) 0.03 Cum SA (acres) 0.05 1.49 0.04 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_Arroyo REACH: 1 R5: 1292 INPUT Description: Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev Page 6 ras82101_Ex_S -Arroyo.rep 0 51.51 1 51.07 4.61 50 6.84 49.54 8.84 49.23 11.08 48.8 18.69 47.36 24.08 45.98 26.08 45.77 27.49 45.54 29.73 45 36.05 43.63 40.53 42.73 42.76 42.24 45 41.85 53.54 40 78.37 40 79.79 40.56 81.79 41 83.2 41.2 85.2 42 88.81 43 91.97 44 92.97 44.05 96.57 45 97.57 45.25 100.74 46 102.97 46.38 105.21 47 111.57 48 115.17 48.36 116.17 48.4 117.17 48.45 118.59 48.5 119.59 48.54 120.59 48.56 122 48.58 126.12 48.78 128.36 49 130.6 49.49 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 45 .06 85.2 .06 Bank Sta: Left Right Lengths: Left channel Right coeff Contr. Expan. 45 85.2 179.73 179.73 179.73 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 40.48 Element Left OB Channel Right OB Vel Head (ft) 0.16 wt. n -Val. 0.060 W.S. Elev (ft) 40.33 Reach Len. (ft) 179.73 179.73 179.73 Crit W.S. (ft) 40.33 Flow Area (sq ft) 8.48 E.G. Slope (ft /ft) 0.078501 Area (sq ft) 8.48 Q Total (cfs) 27.00 Flow (cfs) 27.00 Top width (ft) 27.16 Top width (ft) 27.16 Vel Total (ft /s) 3.19 Avg. Vel. (ft /s) 3.19 Max Chl Dpth (ft) 0.33 Hydr. Depth (ft) 0.31 Conv. Total (cfs) 96.4 Conv. (cfs) 96.4 Length wtd. (ft) 179.73 wetted Per. (ft) 27.26 Min ch E1 (ft) 40.00 shear (lb /sq ft) 1.52 Alpha 1.00 stream Power (1b /ft s) 4.85 Frctn Loss (ft) 1.44 cum volume (acre -ft) 0.58 C & E Loss (ft) 0.04 Cum SA (acres) 1.10 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 41.08 Element Left OR Channel Right OR Vel Head (ft) 0.34 wt. n -Val. 0.060 W.5. Elev (ft) 40.74 Reach Len. (ft) 179.73 179.73 179.73 Crit W.S. (ft) 40.74 Flow Area (sq ft) 20.45 E.G. Slope (ft /ft) 0.060563 Area (sq ft) 20.45 Q Total (cfs) 95.00 Flow (cfs) 95.00 Top width (ft) 30.51 Top width (ft) 30.51 Vel Total ft /s) 4.65 Avg. Vel. (ft /s) 4.65 Max chl Dpth (ft) 0.74 Hydr. Depth (ft) 0.67 Conv. Total (cfs) 386.0 Conv. (cfs) 386.0 Length wtd. (ft) 179.73 wetted Per. (ft) 30.71 Min Ch E1 (ft) 40.00 Shear (lb /sq ft) 2.52 Alpha 1.00 Stream Power (lb /ft s) 11.69 Frctn Loss (ft) 1.55 Cum volume (acre -ft) 0.01 1.53 0.01 C & E Loss (ft) 0.08 cum SA (acres) 0.05 1.38 0.04 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 1112 Page 7 Right Os 215.95 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 35.99 ras82101_Ex_S -Arroyo.rep Element INPUT Os Channel Right Os Vel Head (ft) Description: wt. n -Val. 0.060 0.060 station Elevation Data num= 29 Reach Len. (ft) Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 43.01 12.53 40 33.62 35.85 38.1 35 48.39 34 65.89 34 68.13 34.15 70.36 34.41 72.6 34.65 76.2 35 77.62 35.44 79.85 36 80.85 36.15 82.27 36.71 83.27 37 86.87 37.93 87.87 38.02 91.48 39.01 96.48 40 97.48 40.24 101.08 40.88 102.08 41 105.69 41.97 106.69 42 107.69 42.07 111.3 43 113.53 43.42 115.77 44.02 120.24 44.67 Top width (ft) Manning's n values num= 3 Sta n Val Sta n Val Sta n Val Avg. Vel. (ft /s) 0.18 0 .06 33.62 .06 79.85 .06 Max Chl Dpth (ft) Bank Sta; Left Right Lengths: Left Channel Right Coeff Contr. Expan. 33.62 79.85 215.95 215.95 215.95 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr 2123.0 E.G. Elev (ft) 35.04 Element Left OB Channel Vel Head (ft) 0.02 Wt. n -Val. 46.24 0.060 W.S. Elev, (ft) 35.02 Reach Len. (ft) 215.95 215.95 Crit W.S. (ft) 34.44 Flow Area (sq ft) 28.72 E.G. Slope (ft /ft) 0.003363 Area (s ft) Stream Power (lb /ft s) 28.72 Q Total (cfs) 34.00 Flow (cfs) 34.00 Top width (ft) 38.26 Top width (ft) 0.01 38.26 Vel Total (ft /s) 1.18 Avg. Vel. (ft /s) C & E Loss (ft) 1.18 Max chl Dpth (ft) 1.02 Hydr. Depth (ft) 0.75 Conv. Total (cfs) 586.3 Conv. (cfs) 586.3 Length wtd. (ft) 215.95 Wetted Per. (ft) 38.36 Min Ch E1 (ft) 34.00 Shear (lb /sq ft) 0.16 Alpha 1.00 Stream Power (lb /ft s) 0.19 Frctn Loss (ft) 1.99 Cum volume (acre -ft) 0.50 C & E Loss (ft) 0.01 Cum SA (acres) 0.96 Right Os 215.95 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 35.99 Element Left Os Channel Right Os Vel Head (ft) 0.07 wt. n -Val. 0.060 0.060 W.S. Elev (ft) 35.93 Reach Len. (ft) 215.95 215.95 215.95 Crit W.S. (ft) Flow Area (sq ft) 0.01 66.97 E.G. Slope (ft /ft) 0.004225 Area (sq ft) 0.01 66.97 Q Total (cfs) 138.00 Flow (cfs) 0.00 138.00 Top width (ft) 46.31 Top width (ft) 0.38 45.93 Vel Total (ft /s) 2.06 Avg. Vel. (ft /s) 0.18 2.06 Max Chl Dpth (ft) 1.93 Hydr. Depth (ft) 0.04 1.46 Conv. Total (cfs) 2123.1 Conv. (cfs) 0.0 2123.0 Length wtd. (ft) 215.95 wetted Per. (ft) 0.39 46.24 Min Ch E1 (ft) 34.00 Shear (1b /sq ft) 0.01 0.38 Alpha 1.00 Stream Power (lb /ft s) 0.00 0.79 Frctn Loss (ft) 2.29 Cum volume (acre -ft) 0.01 1.35 0.01 C & E Loss (ft) 0.03 Cum SA (acres) 0.05 1.23 0.04 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_Arroyo REACH: 1 RS: 896 INPUT Description: station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 43.13 1 42.74 11.2 40 27.32 35 30.32 34.3 31.74 34 34.74 33.51 37.74 33 40.9 32.79 43.9 32.61 Page 8 ras82101_Ex_s -Arroyo.rep 44.9 32.6 47.14 32.49 62.27 32.43 63.27 32.48 65.27 32.48 66.27 32.54 67.27 32.55 69.5 32.62 71.5 32.73 73.5 32.87 75.74 33 76.74 33.08 77.74 33.11 82.84 33.49 85.84 33.67 89.96 34 91.96 34.21 98.04 35 105.12 35.57 110.21 36 112.21 36.24 118.3 37 122.3 37.6 125.46 38 127.46 38.33 128.46 38.54 130.46 38.83 131.87 38.95 132.87 39 134.87 39.25 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 34.74 .06 82.84 .06 Rank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 34.74 82.84 240.26 240.26 240.26 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 33.02 Element Left DR Channel Right oR Vel Head (ft) 0.16 wt. n -Val. 0.060 W.S. Elev (ft) 32.86 Reach Len. (ft) 240.26 240.26 240.26 Crit W.S. (ft) 32.86 Flow Area (sq ft) 10.59 E.G. slope (ft /ft) 0.078473 Area (sq ft) 10.59 Q Total (cfs) 34.00 Flow (cfs) 34.00 Top width (ft) 33.62 Top width (ft) 33.62 Vel Total (ft /s) 3.21 Avg. Vel. (ft /s) 3.21 Max chl Dpth (ft) 0.43 Hydr. Depth (ft) 0.31 Conv. Total (cfs) 121.4 Conv. (cfs) 121.4 Length wtd. (ft) 240.26 wetted Per. (ft) 33.64 Min ch E1 (ft) 32.43 Shear (1b /sq ft) 1.54 Alpha 1.00 stream Power (1b /ft s) 4.95 Frctn Loss (ft) 3.36 Cum volume (acre -ft) 0.41 C & E Loss (ft) 0.04 Cum SA (acres) 0.78 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 33.68 Element Left OR Channel Right OR Vel Head (ft) 0.33 wt. n -Val. 0.060 W.S. Elev (ft) 33.34 Reach Len. (ft) 240.26 240.26 240.26 Crit W.S. (ft) 33.34 Flow Area (sq ft) 29.77 E.G. Slope (ft /ft) 0.061155 Area (sq ft) 29.77 Q Total (cfs) 138.00 Flow (cfs) 138.00 Top width (ft) 45.15 Top width (ft) 45.15 Vel Total (ft /s) 4.63 Avg. Vel. (ft /s) 4.63 Max chl Dpth (ft) 0.91 Hydr. Depth (ft) 0.66 Conv. Total (cfs) 558.0 Conv. (cfs) 558.0 Length wtd. (ft) 240.26 wetted Per. (ft) 45.22 Min Ch E1 (ft) 32.43 Shear (1b /sq ft) 2.51 Alpha 1.00 Stream Power (lb /ft s) 11.65 Frctn Loss (ft) 3.55 Cum volume (acre -ft) 0.01 1.11 0.01 C & E Loss (ft) 0.08 Cum SA (acres) 0.05 1.00 0.04 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: SJlrroyo REACH: 1 RS: 656 INPUT Page 9 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 481 INPUT Description: Station Elevation Data num= 46 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 37.91 3.16 37.28 4.16 37 6.4 36.61 9.56 36 10.56 35.82 13.72 35 15.14 34.43 17.37 34 20.98 33 24.58 32.09 25.58 32 27 31.62 29.23 30.96 31.47 30 32.88 29.73 37.36 29 39.59 28 41.01 27.75 43.24 27 47.72 26.76 57.15 26.27 71.09 25.53 80.53 25 86.36 24.73 103.36 24 120.86 24 141.45 23.87 144.28 24 161.28 25 168.49 25.51 176.55 26 183.26 26.6 186.87 27 190.47 28 191.89 28.21 194.12 29 195.12 29.21 200.12 30 202.36 30.47 Page 10 ras82101_Ex_S -Arroyo.rep Description: station Elevation Data num= 41 5ta Elev 5ta Elev 5ta Elev Sta Elev Sta EIeV 0 32.18 1 32 5.47 31.11 6.47 31 7.47 30.75 11.94 30 18.03 28.95 23.41 28 26.57 27.45 28.81 27 30.81 26.67 34.93 26 39.41 25.32 41.41 25 79.35 25 86.63 25.9 87.63 26 93.96 26.88 94.96 27 103.5 27.88 104.5 28 105.92 28.13 106.92 28.25 112.31 28.73 115.31 28.95 116.73 29 117.73 29.04 119.96 29.13 123.13 29.2 124.13 29.22 127.29 29.29 128.29 29.32 132.76 29.38 136.88 29.41 139.12 29.45 142.12 29.49 143.53 29.5 144.53 29.52 146.95 29.52 150.11 29.57 151.11 29.58 Manning's n values num= 3 5ta n Val 5ta n Val 5ta n Val 0 .06 34.93 .06 87.63 .06 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 34.93 87.63 175.08 175.08 175.08 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 25.65 Element Left OR Channel Right OR Vel Head (ft) 0.03 wt. n -Val. 0.060 W.S. Elev (ft) 25.63 Reach Len. (ft) 175.08 175.08 175.08 Crit W.S. (ft) Flow Area (sq ft) 26.74 E.G. slope (ft /ft) 0.005613 Area (sq ft) 26.74 Q Total (cfs) 34.00 Flow (cfs) 34.00 Top width (ft) 47.07 Top width (ft) 47.07 Vel Total (ft /s) 1.27 Avg. Vel. (ft /s) 1.27 Max chl Dpth (ft) 0.63 Hydr. Depth (ft) 0.57 Conv. Total (cfs) 453.8 Conv. (cfs) 453.8 Length Wtd. (ft) 175.08 wetted Per. (ft) 47.16 Min Ch E1 (ft) 25.00 Shear (lb /sq ft) 0.20 Alpha 1.00 Stream Power (lb /ft s) 0.25 Frctn Loss (ft) 0.99 Cum volume (acre -ft) 0.30 C & E LOSS (ft) 0.00 cum 5A (acres) 0.56 CROSS SECTION OUTPUT Profile #Ex EV 100yr E.G. Elev (ft) 26.39 Element Left OR channel Right OR Vel Head (ft) 0.08 wt. n -Val. 0.060 0.060 0.060 W.S. Elev (ft) 26.32 Reach Len. (ft) 175.08 175.08 175.08 Crit W.S. (ft) Flow Area (sq ft) 0.31 61.99 0.37 E.G. Slope (ft /ft) 0.006492 Area (s ft) 0.31 61.99 0.37 Q Total (cfs) 138.00 Flow (cfs) 0.18 137.61 0.21 Top width (ft) 56.95 Top width (ft) 1.96 52.70 2.29 Vel Total (ft /s) 2.20 Avg. Vel. (ft /s) 0.58 2.22 0.58 Max chl Dpth (ft) 1.32 Hydr. Depth (ft) 0.16 1.18 0.16 Conv. Total (cfs) 1712.7 Conv. (cfs) 2.3 1707.8 2.6 Length wtd. (ft) 175.08 wetted Per. (ft) 1.99 52.84 2.31 Min ch E1 (ft) 25.00 Shear (1b /sq ft) 0.06 0.48 0.06 Alpha 1.01 Stream Power (lb /ft s) 0.04 1.06 0.04 Frctn Loss (ft) 0.75 Cum volume (acre -ft) 0.01 0.86 0.01 C & E Loss (ft) 0.01 Cum SA (acres) 0.04 0.73 0.04 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 481 INPUT Description: Station Elevation Data num= 46 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 37.91 3.16 37.28 4.16 37 6.4 36.61 9.56 36 10.56 35.82 13.72 35 15.14 34.43 17.37 34 20.98 33 24.58 32.09 25.58 32 27 31.62 29.23 30.96 31.47 30 32.88 29.73 37.36 29 39.59 28 41.01 27.75 43.24 27 47.72 26.76 57.15 26.27 71.09 25.53 80.53 25 86.36 24.73 103.36 24 120.86 24 141.45 23.87 144.28 24 161.28 25 168.49 25.51 176.55 26 183.26 26.6 186.87 27 190.47 28 191.89 28.21 194.12 29 195.12 29.21 200.12 30 202.36 30.47 Page 10 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: SJlrroyo REACH: 1 INPUT Description: Station Elevation Data Sta Elev Sta 0 28.1 1 7.48 27.45 9.71 18.79 26.71 28.23 35.29 26.68 38.9 69.07 26.64 72.67 88.76 24 95.47 107.15 22 111.62 132.47 25 135.63 141.46 25.81 143.7 152.13 28.05 153.13 161.56 30.21 162.98 Manning's n values Rs: 331 num= 55 Elev Sta Elev Sta Elev 28 2.41 27.82 3.83 27.75 27.28 10.71 27.21 12.95 27 26.6 31.05 26.69 33.29 26.74 26.91 41.13 27 66.24 27 26.17 74.08 26 75.08 25.87 23.17 96.88 23 100.49 22.18 22.74 113.85 23 121.07 24.01 25.23 138.46 25.53 139.46 25.64 26 146.52 26.73 147.52 27.1 28.14 155.96 29 159.56 29.84 30.64 173.79 33.57 178.79 35 num= 3 Page 11 Sta Elev 6.06 27.53 15.19 26.87 34.29 26.72 67.65 26.94 84.52 24.98 101.49 22 126.07 24.46 140.46 25.72 151.13 28 160.56 30 182.4 35.89 ras82101_Ex_s -Arroyo.rep 203.36 30.65 210.57 32.22 214.17 32.97 224.47 35 230.3 37.02 232.54 37.67 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 80.53 .06 161.28 .06 Bank Sta: Left Right Lengths: Left channel Right coeff contr. Expan. 80.53 161.28 149.6 149.6 149.6 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr E.G. Elev (ft) 24.67 Element Left OB Channel Right oB Vel Head (ft) 0.02 wt. n -val. 0.060 W.5. Elev (ft) 24.64 Reach Len. (ft) 149.60 149.60 149.60 Crit W.S. (ft) Flow Area (sq ft) 36.24 E.G. Slope (ft /ft) 0.005694 Area (sq ft) 36.24 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 66.87 Top width (ft) 66.87 Vel Total ft /s) 1.24 Avg. Vel. (ft /s) 1.24 Max Chl Dpth (ft) 0.77 Hydr. Depth (ft) 0.54 Conv. Total (cfs) 596.3 Conv. (cfs) 596.3 Length wtd. (ft) 149.60 wetted Per. (ft) 66.91 Min Ch E1 (ft) 23.87 Shear (lb /sq ft) 0.19 Alpha 1.00 stream Power (1b /ft s) 0.24 Frctn Loss (ft) 1.18 cum volume (acre -ft) 0.18 C & E Loss (ft) 0.01 Cum SA (acres) 0.33 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 25.64 Element Left OB Channel Right OB Vel Head (ft) 0.05 wt. n -Val. 0.060 0.060 0.060 W.S. Elev (ft) 25.59 Reach Len. (ft) 149.60 149.60 149.60 crit W.S. (ft) Flow Area (sq ft) 3.14 110.49 2.50 E.G. slope (ft /ft) 0.003327 Area (sq ft) 3.14 110.49 2.50 Q Total (cfs) 198.00 Flow (cfs) 1.99 194.44 1.57 Top width (ft) 99.99 Top width (ft) 10.65 80.75 8.59 Vel Total (ft /s) 1.70 Avg. Vel. (ft /s) 0.63 1.76 0.63 Max Chl Dpth (ft) 1.72 Hydr. Depth (ft) 0.30 1.37 0.29 Conv. Total (cfs) 3432.6 Conv. (cfs) 34.5 3370.9 27.2 Length wtd. (ft) 149.60 wetted Per. (ft) 10.66 80.80 8.61 Min Ch E1 (ft) 23.87 Shear (1b /sq ft) 0.06 0.28 0.06 Alpha 1.05 stream Power (lb /ft s) 0.04 0.50 0.04 Frctn Loss (ft) 0.92 Cum volume (acre -ft) 0.01 0.51 0.00 C & E Loss (ft) 0.02 Cum 5A (acres) 0.02 0.46 0.01 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: SJlrroyo REACH: 1 INPUT Description: Station Elevation Data Sta Elev Sta 0 28.1 1 7.48 27.45 9.71 18.79 26.71 28.23 35.29 26.68 38.9 69.07 26.64 72.67 88.76 24 95.47 107.15 22 111.62 132.47 25 135.63 141.46 25.81 143.7 152.13 28.05 153.13 161.56 30.21 162.98 Manning's n values Rs: 331 num= 55 Elev Sta Elev Sta Elev 28 2.41 27.82 3.83 27.75 27.28 10.71 27.21 12.95 27 26.6 31.05 26.69 33.29 26.74 26.91 41.13 27 66.24 27 26.17 74.08 26 75.08 25.87 23.17 96.88 23 100.49 22.18 22.74 113.85 23 121.07 24.01 25.23 138.46 25.53 139.46 25.64 26 146.52 26.73 147.52 27.1 28.14 155.96 29 159.56 29.84 30.64 173.79 33.57 178.79 35 num= 3 Page 11 Sta Elev 6.06 27.53 15.19 26.87 34.29 26.72 67.65 26.94 84.52 24.98 101.49 22 126.07 24.46 140.46 25.72 151.13 28 160.56 30 182.4 35.89 Right Os 206.09 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 24.71 ras82101_Ex_S -Arroyo.rep Element Sta n Val Sta n Val Sta n Val 0 .06 84.52 .06 132.47 .06 24.50 Bank Sta; Left Right Lengths: Left Channel Right Coeff Contr. Expan. 84.52 132.47 206.09 206.09 206.09 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr 53.67 E.G. Elev (ft) 23.49 Element Left Os Channel Vel Head (ft) 0.09 Wt. n -Val. 0.060 W.S. Elev (ft) 23.40 Reach Len. (ft) 206.09 206.09 Crit W.S. (ft) 22.93 Flow Area (sq ft) 19.19 E.G. Slope (ft /ft) 0.011637 Area (sq ft) 19.19 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 23.11 Top width (ft) 23.11 Vel Total (ft /s) 2.34 Avg, Vel. (ft/5) 2.34 Max Chl Dpth (ft) 1.40 Hydr. Depth (ft) 0.83 Conv. Total (cfs) 417.1 Conv. (cfs) 417.1 Length wtd. (ft) 206.09 wetted Per. (ft) 23.35 Min ch E1 (ft) 22.00 shear (lb /sq ft) 0.60 Alpha 1.00 Stream Power (lb /ft s) 1.40 Frctn Loss (ft) 5.02 Cum volume (acre -ft) 0.08 C & E LOSS (ft) 0.01 Cum SA (acres) 0.18 Right Os 206.09 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 24.71 Element Left Os Channel Right Oa Vel Head (ft) 0.21 Wt. n -Val. 0.060 W.S. Elev (ft) 24.50 Reach Len. (ft) 206.09 206.09 206.09 Crit W.S. (ft) 23.93 Flow Area (sq ft) 53.67 E.G. Slope (ft /ft) 0.015136 Area (sq ft) 53.67 Q Total (cfs) 198.00 Flow (cfs) 198.00 Top width (ft) 39.89 Top width (ft) 39.89 Vel Total (ft /s) 3.69 Avg. Vel. (ft /s) 3.69 Max chl Dpth (ft) 2.50 Hydr. Depth (ft) 1.35 Conv. Total (cfs) 1609.4 Conv. (cfs) 1609.4 Length wtd. (ft) 206.09 wetted Per. (ft) 40.29 Min ch E1 (ft) 22.00 shear (1b /sq ft) 1.26 Alpha 1.00 Stream Power (1b /ft s) 4.64 Frctn Loss (ft) 5.58 Cum volume (acre -ft) 0.23 C & E Loss (ft) 0.01 CUM SA (acres) 0.26 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_Arroyo REACH: 1 INPUT Description: station Elevation Data 5ta Elev 5ta 0 32.23 0 8.3 30.57 14.13 21.02 30.48 22.02 30.27 30 31.69 38.57 27 40.81 47.28 24.46 48.7 58.34 21.23 59.34 69.83 19.53 74.3 90.49 18.11 92.73 149.6 19 152.76 163.24 23.08 166.85 171.68 28.27 173.09 179.98 30.15 184.45 192.85 31.31 193.85 202.26 32 203.67 RS: 125 num= 79 Elev 5ta Elev 32 2.24 31.31 30.45 15.13 30.46 30.47 23.43 30.45 29.72 33.92 29 26.14 41.81 26 23.83 51.86 23 21 62.94 20.18 19 78.77 18.76 18 132.94 18 19.31 158.59 20 25 167.85 26 29 175.33 29.59 30.63 185.45 30.77 31.39 195.27 31.43 32 207.28 32.66 Sta 3.65 16.55 27.04 35.34 42.81 53.27 63.94 83.25 137.94 159.59 169.26 176.33 188.28 196.27 208.28 Page 12 El ev 30.94 30.46 30.26 28.4 25.65 22.59 20 18.51 18.3 20.52 26.58 29.78 31 31.49 33 Sta El eV 6.89 30.68 18.78 30.49 29.27 30.12 36.34 27.69 45.05 25 55.51 22 65.36 20 89.08 18.17 143.77 18.63 161.01 21.17 170.26 27.22 178.56 30.08 191.44 31.27 199.1 31.59 209.69 33.19 CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 19.12 ras82101_Ex_S -Arroyo.rep Element 211.93 34 212.93 34.53 214.34 35 214.34 35.09 .06 Manning's n values num= 3 18.80 Sta n Val Sta n Val Sta n Val 1 0 .06 63.94 .06 158.59 .06 Flow Area (sq ft) Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 63.94 158.59 124.97 124.97 124.97 .1 .3 CROSS SECTION OUTPUT Profile #EX EV 2yr 198.00 E.G. Elev (ft) 18.46 Element Left OR Channel Vel Head (ft) 0.14 wt. n -val. 0.060 W.S. EleV (ft) 18.32 Reach Len. (ft) 4.55 Crit W.S. (ft) 18.32 Flow Area (sq ft) 14.82 E.G. slope (ft /ft) 0.079816 Area (sq ft) 14.82 Q Total (cfs) 45.00 Flow (cfs) 45.00 Top width (ft) 51.83 Top width (ft) 51.83 Vel Total ft /s) 3.04 Avg. Vel. (ft /s) 3.04 Max chl Dpth (ft) 0.32 Hydr. Depth (ft) 0.29 Conv. Total (cfs) 159.3 Conv. (cfs) 159.3 Length wtd. (ft) wetted Per. (ft) 51.84 Min Ch E1 (ft) 18.00 Shear (lb /sq ft) 1.42 Alpha 1.00 Stream Power (lb /ft s) 4.33 Frctn Loss (ft) Cum volume (acre -ft) C & E Loss (ft) Cum SA (acres) CROSS SECTION OUTPUT Profile #EX EV 100yr E.G. Elev (ft) 19.12 n1 Element Left OB channel Vel Head (ft) 0.32 .06 wt. n -Val. 0.060 W.S. Elev (ft) 18.80 .06 Reach Len. (ft) .06 1 Crit W.S. (ft) 18.80 .06 Flow Area (sq ft) 43.54 1657 E.G. Slope (ft /ft) 0.061593 Area (sq ft) 43.54 1463 Q Total (cfs) 198.00 .06 Flow (cfs) 198.00 .06 Top width (ft) 68.38 1 Top width (ft) 68.38 .06 Vel Total (ft /s) 4.55 896 Avg, Vel. (ft/5) 4.55 .06 Max Chl Dpth (ft) 0.80 .06 Hydr. Depth (ft) 0.64 1 Conv. Total (cfs) 797.8 Conv. (cfs) 797.8 1 Length wtd. (ft) .06 .06 wetted Per. (ft) 68.42 125 Min ch E1 (ft) 18.00 .06 Shear (lb /sq ft) 2.45 Alpha 1.00 stream Power (lb /ft s) 11.13 Frctn Loss (ft) cum volume (acre -ft) C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:S -Arroyo Reach River Sta. n1 n2 n3 1 2256 .06 .06 .06 1 2062 .06 .06 .06 1 1902 .06 .06 .06 1 1657 .06 .06 .06 1 1463 .06 .06 .06 1 1292 .06 .06 .06 1 1112 .06 .06 .06 1 896 .06 .06 .06 1 656 .06 .06 .06 1 481 .06 .06 .06 1 331 .06 .06 .06 1 125 .06 .06 .06 SUMMARY OF REACH LENGTHS River: S_Arroy0 Reach River Sta 1 2256 1 2062 Left channel Right 193.64 193.64 193.64 160.23 160.23 160.23 Page 13 Right OR Right OB SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: S- Arroyo Reach ras82101_Ex_S -Arroyo.rep 1 1902 245.09 245.09 245.09 1 1657 193.82 193.82 193.82 1 1463 171.6 171.6 171.6 1 1292 179.73 179.73 179.73 1 1112 215.95 215.95 215.95 1 896 240.26 240.26 240.26 1 656 175.08 175.08 175.08 1 481 149.6 149.6 149.6 1 331 206.09 206.09 206.09 1 125 124.97 124.97 124.97 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: S- Arroyo Reach River Sta. Contr. Expan. 1 2256 .1 .3 1 2062 .1 .3 1 1902 .1 .3 1 1657 .1 .3 1 1463 .1 .3 1 1292 .1 .3 1 1112 .1 .3 1 896 .1 .3 1 656 .1 .3 1 481 .1 .3 1 331 .1 .3 1 125 .1 .3 Page 14 w u 75 70 65 60 RS = 2256 .06 .06 .06 Legend WS Ex EV 100yr WS Ex EV 2yr Ground • Bank Sta 55 0 20 40 60 80 100 120 Station (ft) RS = 2062 .06 .06 .06 75 Legend WS Ex EV 100yr 70 WS Ex EV 2yr 65 • Ground o • Bank Sta w 60 55 50 0 20 40 60 80 100 120 Station (ft) RS = 1902 .06 .06 .06 66 Legend 64 WS Ex EV 100yr 62 WS Ex EV 2yr x 60 Ground 0 • Bank Sta 58 w 56 54 52 50 0 20 40 60 80 100 120 Station (ft) RS = 1657 .06 JL .06 .06� 70 Legend WS Ex EV 100yr 65 WS Ex EV 2yr 60 Ground o • Bank Sta w 55 50 45 0 20 40 60 80 100 120 Station (ft) RS = 1463 06 .06 .06� 60 Legend WS Ex EV 100yr 55 WS Ex EV 2yr • Ground • Bank Sta 50 w 45 40 0 20 40 60 80 100 120 140 Station (ft) RS = 1292 os O6 06 52 Legend 50 WS Ex EV 100yr WS Ex EV 2yr 48 Ground � • Bank Sta 46 w 44 42 40 0 20 40 60 80 100 120 140 Station (ft) � w u 46 44 42 40 38 36 RS = 1112 .06 .06 .06 Legend WS Ex EV 100yr WS Ex EV 2yr Ground • Bank Sta 34 0 20 40 60 80 100 120 140 Station (ft) RS = 896 .06 .06 .06 44 Legend 42 WS Ex EV 100yr WS Ex EV 2yr 40 Ground � • o Bank Sta 38 w 36 34 32 0 20 40 60 80 100 120 140 Station (ft) RS = 656 .06 .06 .06 33 Legend 322 WS Ex EV 100yr 31 WS Ex EV 2yr x 30 Ground 0 • Bank Sta 29 w 28 27 26 25 0 20 40 60 80 100 120 140 160 Station (ft) RS 481 .06 .06 .06 � 38 Legend 36 WS Ex EV 100yr 34 WS Ex EV 2yr 32 Ground o • Bank Sta 30 w 28 26 24 22 0 50 100 150 200 250 Station (ft) RS = 331 .06 �4 .06 .06 36 Legend 34 WS Ex EV 100yr 32 WS Ex EV 2yr • Ground 0 30 • Bank Sta 26 w 26 24 22 0 50 100 150 200 Station (ft) RS = 125 .06 .06 .06 36 Legend WS Ex EV 100yr 321 WS Ex EV 2yr 30 Ground � • 0 28- Bank Sta > 26 w 24 22 20 18 0 50 100 150 200 250 Station (ft) �< S_Arroyo 1 60 Legend WS Ex EV 100yr WS Ex EV 2yr Ground 50 40 x 0 v w 30 20 10 0 500 1000 1500 2000 2500 Main Channel Distance (ft) C3 HEC -RAS Modeling Report for Southerly Arroyo Channel under Proposed Condition ras82101_5_Pr_Arroyo.rep HEC -RAS version 3.1.3 May 2005 U.5. Army Corp of Engineers Hydrologic Engineering center 609 Second street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X. XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Newport Banning Ranch Protect File : ras82101.prj Run Date and Time: 4/15/2008 3:58:31 PM Project in English units PLAN DATA Plan Title: Pr. S Arroyo Run Plan File : p: \Projects \821 \O1 \Wat \HH \EIR Study \HEC_RAS \ras82101.pO3 Geometry Title: P South Arroyo Geometry File p: \Projects \821 \01 \Wat \HH \EIR Study \HEC_RAS \ras82101.gO3 Flow Title Pr. S —Arryo Flows Flow File p: \Projects \821 \O1 \Wat \HH \EIR study \HEC_RAS \ras82101.fO3 Plan summary Information: Number of: Cross Sections = 11 Multiple openings = 0 Culverts = 0 Inline structures = 0 Bridges = 0 Lateral structures = 0 Computational Information water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation options critical depth computed only where necessary conveyance calculation Method: At breaks in n values only Friction Slope Method: Average conveyance Computational Flow Regime: Subcritical Flow Flow Title: Pr. S—Arryo Flows Flow File : p: \Projects \821 \01 \Wat \HH \EIR Study \HEC_RAS \ras82101.fO3 Flow Data (cfs) River Reach RS Pr EV 2yr Pr EV 100yr S—Arroyo 1 2062 30 107 S—Arroyo 1 1112 32 122 S_Arroyo 1 481 32 130 Boundary Conditions River Reach Profile Upstream S_Arroyo 1 Pr EV 2yr Critical Page 1 Downstream critical ras82101_S_Pr _Arroyo.rep GEOMETRY DATA Geometry Title: P South Arroyo Geometry File : p: \Projects \821 \01 \Wat \HH \EIR study \HEC_RAS \ras82101.g03 CROSS SECTION RIVER: S- Arroyo REACH: 1 R5: 2062 INPUT Description: station Elevation Data num= 43 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 65.75 2.83 65 5.66 64 8.49 64 9.9 64.71 11.31 65.13 12.73 65.34 14.14 65.49 15.56 65.54 16.97 65.51 18.38 65 21.21 65 22.63 64.16 24.04 64 25.46 63.38 26.87 62.85 31.11 61.16 33.94 60.6 35.36 60.14 36.77 60 38.18 59.67 39.6 59.43 41.01 59 45.25 56.16 46.67 54.82 48.08 54 50.91 53.42 52.33 52.97 56.57 52.65 57.98 52.65 62.23 53 63.64 53 65.05 55 67.88 56.47 73.54 59.7 74.95 60 82.02 62.8 86.27 64.6 87.68 65 91.92 67.15 97.58 70 107.48 72.65 111.72 73.52 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 36.77 .06 74.95 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 36.77 74.95 160.23 160.23 160.23 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev (ft) 53.70 Element Left OB Channel Right OB Vel Head (ft) 0.21 wt. n -val. 0.060 W.S. Elev (ft) 53.49 Reach Len. (ft) 160.23 160.23 160.23 Crit W.S. (ft) 53.41 Flow Area (sq ft) 8.08 E.G. Slope (ft /ft) 0.045684 Area (s ft) 8.08 Q Total (cfs) 30.00 Flow (cfs) 30.00 Top width (ft) 13.41 Top width (ft) 13.41 Vel Total (ft /s) 3.71 Avg. Vel. (ft /s) 3.71 Max Chl Dpth (ft) 0.84 Hydr. Depth (ft) 0.60 Conv. Total (cfs) 140.4 Conv. (cfs) 140.4 Length wtd. (ft) 160.23 wetted Per. (ft) 13.77 Min Ch E1 (ft) 52.65 shear (1b /sq ft) 1.67 Alpha 1.00 Stream Power (1b /ft s) 6.22 Frctn Loss (ft) 2.90 Cum volume (acre -ft) 0.75 C & E Loss (ft) 0.05 Cum SA (acres) 1.41 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 54.70 Element Left OB Channel Right OB Vel Head (ft) 0.48 Wt. n -Val. 0.060 W.S. Elev (ft) 54.21 Reach Len. (ft) 160.23 160.23 160.23 Crit W.S. (ft) 54.14 Flow Area (sq ft) 19.20 E.G. Slope (ft /ft) 0.045174 Area (sq ft) 19.20 Q Total (cfs) 107.00 Flow (cfs) 107.00 Top width (ft) 16.78 Top width (ft) 16.78 vel Total (ft /s) 5.57 Avg. Vel. (ft /s) 5.57 Max Chl Dpth (ft) 1.56 Hydr. Depth (ft) 1.14 Conv. Total (cfs) 503.4 Conv. (cfs) 503.4 Length Wtd. (ft) 160.23 wetted Per. (ft) 17.62 Min ch E1 (ft) 52.65 shear (1b /sq ft) 3.07 Alpha 1.00 Stream Power (1b /ft s) 17.12 Frctn Loss (ft) 3.03 cum volume (acre -ft) 0.00 1.82 0.00 C & E Loss (ft) 0.11 Cum 5A (acres) 0.02 1.78 0.02 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than Page 2 ras82101_S_Pr_Arroyo.rep 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo 51.57 Element Left OB REACH: 1 RS: 1902 Vel Head (ft) 0.12 INPUT 0.060 W.S. Elev (ft) Description: Reach Len. (ft) 245.09 245.09 Station Elevation Data num= 21 Flow Area (sq ft) Sta Elev Sta Elev Sta EleV Sta Elev Sta Elev 0 64.29 2.24 62.79 6.71 60.14 7.71 59.78 18 55 22.48 53.97 31.08 52.07 36.91 50.9 37.91 50.54 40.74 50 61.11 50 65.59 51.14 66.59 51.33 71.06 52.74 73.3 53.66 77.77 55 82.77 57.7 87.77 60 92.24 61.4 102.54 65 103.95 65.27 Avg. Vel. (ft /s) 2.78 manning's n Values num= 3 Hydr. Depth (ft) Sta n Val Sta n Val Sta n Val 1053.9 Conv. (cfs) 0 .06 18 .06 77.77 .06 Length wtd. (ft) 245.09 Bank Sta: Left Right Lengths: Left channel Right Coeff Contr. Expan. 18 77.77 245.09 245.09 245.09 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr Alpha 1.00 E.G. Elev (ft) 50.76 Element Left OB channel Vel Head (ft) 0.05 wt. n -Val. cum volume (acre -ft) 0.060 W.S. Elev (ft) 50.71 Reach Len. (ft) 245.09 245.09 Crit W.S. (ft) 0.02 Flow Area (sq ft) 0.02 16.79 E.G. Slope (ft /ft) 0.009636 Area (sq ft) 16.79 Q Total (cfs) 30.00 Flow (cfs) 30.00 Top width (ft) 26.48 Top width (ft) 26.48 Vel Total (ft /s) 1.79 Avg. Vel. (ft /s) 1.79 Max chl Dpth (ft) 0.71 Hydr. Depth (ft) 0.63 Conv. Total (cfs) 305.6 Conv. (cfs) 305.6 Length wtd. (ft) 245.09 wetted Per. (ft) 26.65 Min ch E1 (ft) 50.00 shear (1b /sq ft) 0.38 Alpha 1.00 stream Power (1b /ft s) 0.68 Frctn Loss (ft) 5.02 cum volume (acre -ft) 0.71 C & E LOSS (ft) 0.02 Cum SA (acres) 1.34 Right oB 245.09 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 51.57 Element Left OB Channel Right OB Vel Head (ft) 0.12 wt. n -Val. 0.060 W.S. Elev (ft) 51.45 Reach Len. (ft) 245.09 245.09 245.09 Crit W.S. (ft) Flow Area (sq ft) 38.50 E.G. slope (ft /ft) 0.010308 Area (sq ft) 38.50 Q Total (cfs) 107.00 Flow (cfs) 107.00 Top width (ft) 32.79 Top width (ft) 32.79 Vel Total (ft /s) 2.78 Avg. Vel. (ft /s) 2.78 Max Chl Dpth (ft) 1.45 Hydr. Depth (ft) 1.17 Conv. Total (cfs) 1053.9 Conv. (cfs) 1053.9 Length wtd. (ft) 245.09 wetted Per. (ft) 33.14 Min ch E1 (ft) 50.00 shear (lb /sq ft) 0.75 Alpha 1.00 stream Power (1b /ft s) 2.08 Frctn LOSS (ft) 4.94 cum volume (acre -ft) 0.00 1.72 0.00 C & E LOSS (ft) 0.04 Cum SA (acres) 0.02 1.69 0.02 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S- Arroyo Page 3 Right Oa 193.82 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 46.60 ras82101_S_Pr_Arroyo.rep Element REACH: 1 RS: 1657 Right os Vel Head (ft) 0.48 INPUT wt. n -Val. 0.060 Description; 46.12 Reach Len. (ft) 193.82 Station Elevation Data num= 21 46.12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 67.68 5 66.18 8.61 65 25.63 60.21 27.05 59.69 33.45 56.22 35.69 55 42.09 52.76 49.9 50 52.14 48.53 57.14 45 71.4 45 87.03 48.98 89.26 49.72 90.68 50 99.9 53.9 102.13 55 112.13 59.43 113.55 60 115.78 60.32 116.78 60.44 Avg. vel. (ft /s) 5.57 manning's n values num= 3 Hydr. Depth (ft) Sta n Val Sta n Val Sta n Val Conv. Total (cfs) 452.9 0 .06 49.9 .06 90.68 .06 Length wtd. (ft) Bank Sta; Left Right Lengths: Left Channel Right Coeff Contr. Expan. 49.9 90.68 193.82 193.82 193.82 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr Alpha E.G. Elev (ft) 45.73 Element Left OB Channel Vel Head (ft) 0.23 wt. n -val. 0.060 W.S. Elev (ft) 45.50 Reach Len. (ft) 193.82 193.82 Crit W.S. (ft) 45.50 Flow Area (sq ft) 1.54 7.77 E.G. Slope (ft /ft) 0.069784 Area (s ft) 7.77 Q Total (cfs) 30.00 Flow (cfs) 30.00 Top width (ft) 16.92 Top width (ft) 16.92 Vel Total (ft /s) 3.86 Avg. Vel. (ft /s) 3.86 Max chl Dpth (ft) 0.50 Hydr. Depth (ft) 0.46 conv. Total (cfs) 113.6 Conv. (cfs) 113.6 Length wtd. (ft) 193.82 wetted Per. (ft) 17.14 min Ch E1 (ft) 45.00 shear (lb /sq ft) 1.97 Alpha 1.00 Stream Power (lb /ft s) 7.62 Frctn Loss (ft) 1.23 Cum volume (acre -ft) 0.64 C & E LOSS (ft) 0.06 Cum SA (acres) 1.22 Right Oa 193.82 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 46.60 Element Left os Channel Right os Vel Head (ft) 0.48 wt. n -Val. 0.060 W.S. Elev (ft) 46.12 Reach Len. (ft) 193.82 193.82 193.82 Grit w.5. (ft) 46.12 Flow Area (sq ft) 19.22 E.G. Slope (ft /ft) 0.055810 Area (s ft) 19.22 Q Total (cfs) 107.00 Flow (cfs) 107.00 Top width (ft) 20.22 Top width (ft) 20.22 vel Total (ft /s) 5.57 Avg. vel. (ft /s) 5.57 Max Chl Dpth (ft) 1.12 Hydr. Depth (ft) 0.95 Conv. Total (cfs) 452.9 Conv. (cfs) 452.9 Length wtd. (ft) 193.82 wetted Per. (ft) 20.71 min Ch E1 (ft) 45.00 Shear (1b /sq ft) 3.23 Alpha 1.00 Stream Power (lb /ft s) 18.00 Frctn Loss (ft) 1.85 Cum volume (acre -ft) 0.00 1.55 0.00 C & E Loss (ft) 0.12 Cum SA (acres) 0.02 1.54 0.02 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION Page 4 Right OB 171.60 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev, (ft) 42.85 ras82101_S_Pr _Arroyo.rep Element RIVER: 5_4rroyo Channel Right OB Vel Head (ft) 0.09 REACH: 1 RS: 1463 0.060 INPUT 42.76 Reach Len. (ft) 171.60 Description: 171.60 Grit w.s. (ft) Station Elevation Data num= 36 E.G. Slope (ft /ft) Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 59.42 0 59.38 14.87 55 21.94 52.69 29.75 50 41.06 45.83 43.3 45 46.13 43.98 56.76 40 66.66 40 68.07 40.44 75.14 45 85.77 49.14 87.18 50 88.6 50.37 91.43 51 92.84 51.5 94.26 52 97.91 53 98.91 53.26 101.14 54 102.56 55 103.97 55.22 106.8 55.7 107.8 55.81 108.8 55.91 110.8 56 112.21 56 113.21 56.09 114.21 56.16 115.21 56.45 116.63 56.72 118.04 57 119.46 57.45 122.28 58 123.7 58.49 wetted Per. (ft) 23.54 Manning's n values num= 3 shear (1b /sq ft) Sta n Val Sta n Val Sta n Val Alpha 1.00 0 .06 43.3 .06 75.14 .06 1.08 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 43.3 75.14 0.00 171.6 171.6 171.6 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr 0.02 E.G. Elev (ft) 41.64 Element Left OB Channel Vel Head (ft) 0.03 wt. n -val. 0.060 W.S. Elev (ft) 41.61 Reach Len. (ft) 171.60 171.60 Grit W.S. (ft) Flow Area (sq ft) 22.41 E.G. slope (ft /ft) 0.002203 Area (sq ft) 22.41 Q Total (cfs) 30.00 Flow (cfs) 30.00 Top width (ft) 17.42 Top width (ft) 17.42 Vel Total (ft /s) 1.34 Avg. Vel. (ft/5) 1.34 Max Chl Dpth (ft) 1.61 Hydr. Depth (ft) 1.29 Conv. Total (cfs) 639.2 Conv. (cfs) 639.2 Length wtd. (ft) 171.60 wetted Per. (ft) 18.12 Min ch E1 (ft) 40.00 shear (1b /sq ft) 0.17 Alpha 1.00 Stream Power (1b /ft s) 0.23 Frctn Loss (ft) 1.10 cum volume (acre -ft) 0.57 C & E Loss (ft) 0.01 Cum SA (acres) 1.14 Right OB 171.60 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev, (ft) 42.85 Element Left OB Channel Right OB Vel Head (ft) 0.09 wt. n -Val. 0.060 W.S. Elev (ft) 42.76 Reach Len. (ft) 171.60 171.60 171.60 Grit w.s. (ft) Flow Area (sq ft) 45.32 E.G. Slope (ft /ft) 0.003797 Area (s ft) 45.32 Q Total (cfs) 107.00 Flow (cfs) 107.00 Top width (ft) 22.29 Top width (ft) 22.29 vel Total (ft /s) 2.36 Avg. vel. (ft /s) 2.36 Max Chl Dpth (ft) 2.76 Hydr. Depth (ft) 2.03 Conv. Total (cfs) 1736.6 Conv. (cfs) 1736_6 Length wtd. (ft) 171.60 wetted Per. (ft) 23.54 Min Ch E1 (ft) 40.00 shear (1b /sq ft) 0.46 Alpha 1.00 Stream Power (lb /ft s) 1.08 Frctn Loss (ft) 1.66 Cum volume (acre -ft) 0.00 1.41 0.00 C & E LOSS (ft) 0.03 Cum SA (acres) 0.02 1.45 0.02 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_Arroyo REACH: 1 RS: 1292 INPUT Page 5 ras82101_S_Pr_Arroyo.rep Description: station Elevation Data num= 40 5ta Elev 5ta Elev 5ta Elev Sta Elev Sta Elev 0 51.51 1 51.07 4.61 50 6.84 49.54 8.84 49.23 11.08 48.8 18.69 47.36 24.08 45.98 26.08 45.77 27.49 45.54 29.73 45 36.05 43.63 40.53 42.73 42.76 42.24 45 41.85 53.54 40 78.37 40 79.79 40.56 81.79 41 83.2 41.2 85.2 42 88.81 43 91.97 44 92.97 44.05 96.57 45 97.57 45.25 100.74 46 102.97 46.38 105.21 47 111.57 48 115.17 48.36 116.17 48.4 117.17 48.45 118.59 48.5 119.59 48.54 120.59 48.56 122 48.58 126.12 48.78 128.36 49 130.6 49.49 manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 45 .06 85.2 .06 Bank Sta; Left Right Lengths: Left Channel Right Coeff Contr. Expan. 45 85.2 179.73 179.73 179.73 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev (ft) 40.52 Element Left Oa Channel Vel Head (ft) 0.17 wt. n -Val. 0.060 W.S. Elev (ft) 40.35 Reach Len. (ft) 179.73 179.73 Crit W.S. (ft) 40.35 Flow Area (sq ft) 9.14 E.G. Slope (ft /ft) 0.075952 Area (s ft) 9.14 Q Total (cfs) 30.00 Flow (cfs) 30.00 Top width (ft) 27.34 Top width (ft) 27.34 Vel Total (ft /s) 3.28 Avg. Vel. (ft /s) 3.28 Max chl Dpth (ft) 0.35 Hydr. Depth (ft) 0.33 Conv. Total (cfs) 108.9 Conv. (cfs) 108.9 Length wtd. (ft) 179.73 wetted Per. (ft) 27.44 Min Ch E1 (ft) 40.00 Shear (lb /sq ft) 1.58 Alpha 1.00 Stream Power (lb /ft s) 5.18 Frctn Loss (ft) 1.59 Cum volume (acre -ft) 0.51 C & E LOSS (ft) 0.04 Cum SA (acres) 1.05 Right Os 179.73 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 41.16 Element Left os Channel Right os Vel Head (ft) 0.36 wt. n -Val. 0.060 W.S. Elev (ft) 40.80 Reach Len. (ft) 179.73 179.73 179.73 Grit w.s. (ft) 40.80 Flow Area (sq ft) 22.20 E.G. Slope (ft /ft) 0.059757 Area (s ft) 22.20 Q Total (cfs) 107.00 Flow (cfs) 107.00 Top width (ft) 31.03 Top width (ft) 31.03 vel Total (ft /s) 4.82 Avg. vel. (ft /s) 4.82 Max Chl Dpth (ft) 0.80 Hydr. Depth (ft) 0.72 Conv. Total (cfs) 437.7 Conv. (cfs) 437.7 Length wtd. (ft) 179.73 wetted Per. (ft) 31.25 Min Ch E1 (ft) 40.00 shear (1b /sq ft) 2.65 Alpha 1.00 Stream Power (1b /ft s) 12.77 Frctn Loss (ft) 1.73 Cum volume (acre -ft) 0.00 1.28 0.00 C & E Loss (ft) 0.09 Cum SA (acres) 0.02 1.34 0.02 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION Page 6 ras82101_S_Pr_Arroyo.rep RIVER: 5_4rroyo REACH: 1 RS: 1112 INPUT Description: Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 43.01 12.53 40 33.62 35.85 38.1 35 48.39 34 65.89 34 68.13 34.15 70.36 34.41 72.6 34.65 76.2 35 77.62 35.44 79.85 36 80.85 36.15 82.27 36.71 83.27 37 86.87 37.93 87.87 38.02 91.48 39.01 96.48 40 97.48 40.24 101.08 40.88 102.08 41 105.69 41.97 106.69 42 107.69 42.07 111.3 43 113.53 43.42 115.77 44.02 120.24 44.67 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 33.62 .06 79.85 .06 Rank Sta: Left Right Lengths: Left channel Right 33.62 79.85 215.95 215.95 215.95 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev, (ft) 35.01 Element Vel Head (ft) 0.02 wt. n -val. W.S. Elev (ft) 34.99 Reach Len. (ft) Crit W.S. (ft) 34.42 Flow Area (sq ft) E.G. Slope (ft /ft) 0.003370 Area (sq ft) Q Total (cfs) 32.00 Flow (cfs) Top width (ft) 37.86 Top width (ft) Vel Total ft /s) 1.16 Avg. Vel. (ft /s) Max Chl Dpth (ft) 0.99 Hydr. Depth (ft) Conv. Total (cfs) 551.2 Cony. (cfs) Length wtd. (ft) 215.95 wetted Per. (ft) Min Ch E1 (ft) 34.00 Shear (lb /sq ft) Alpha 1.00 Stream Power (lb /ft s) Frctn Loss (ft) 1.99 Cum volume (acre -ft) C & E Loss (ft) 0.01 Cum SA (acres) Coeff Contr. Expan. .1 .3 Left oa Channel Right oa 0.060 215.95 215.95 215.95 27.55 27.55 32.00 37.86 1.16 0.73 551.2 37.95 0.15 0.18 0.43 0.92 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 35.88 Element Left Oa Channel Right oa Vel Head (ft) 0.06 wt. n -Val. 0.060 W.S. Elev, (ft) 35.82 Reach Len. (ft) 215.95 215.95 215.95 Grit W.S. (ft) 34.94 Flow Area (sq ft) 62.32 E.G. Slope (ft /ft) 0.004129 Area (sq ft) 62.32 Q Total (cfs) 122.00 Flow (cfs) 122.00 Top width (ft) 45.39 Top width (ft) 45.39 Vel Total (ft /s) 1.96 Avg. Vel. (ft /s) 1.96 Max Chl Dpth (ft) 1.82 Hydr. Depth (ft) 1.37 Conv. Total (cfs) 1898.5 Conv. (cfs) 1898.5 Length Wtd. (ft) 215.95 wetted Per. (ft) 45.68 Min Ch E1 (ft) 34.00 Shear (lb /sq ft) 0.35 Alpha 1.00 Stream Power (1b /ft s) 0.69 Frctn Loss (ft) 2.26 cum volume (acre -ft) 0.00 1.10 0.00 C & E Loss (ft) 0.03 Cum 5A (acres) 0.02 1.18 0.02 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 896 INPUT Description: Station Elevation Data num= 40 Page 7 ras82101_S_Pr_Arroyo.rep Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 43.13 1 42.74 11.2 40 27.32 35 30.32 34.3 31.74 34 34.74 33.51 37.74 33 40.9 32.79 43.9 32.61 44.9 32.6 47.14 32.49 62.27 32.43 63.27 32.48 65.27 32.48 66.27 32.54 67.27 32.55 69.5 32.62 71.5 32.73 73.5 32.87 75.74 33 76.74 33.08 77.74 33.11 82.84 33.49 85.84 33.67 89.96 34 91.96 34.21 98.04 35 105.12 35.57 110.21 36 112.21 36.24 118.3 37 122.3 37.6 125.46 38 127.46 38.33 128.46 38.54 130.46 38.83 131.87 38.95 132.87 39 134.87 39.25 Manning's n values num= 3 Sta n Val Sta n Val Sta. n Val 0 .06 34.74 .06 82.84 .06 Bank Sta; Left Right Lengths: Left channel Right Coeff Contr. Expan. 34.74 82.84 240.26 240.26 240.26 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev (ft) 33.00 Element Left os channel Vel Head (ft) 0.15 wt. n -Val. 0.060 W.S. Elev (ft) 32.85 Reach Len. (ft) 240.26 240.26 Crit W.S. (ft) 32.85 Flow Area (sq ft) 10.21 E.G. Slope (ft /ft) 0.077400 Area (sq ft) 10.21 Q Total (cfs) 32.00 Flow (cfs) 32.00 Top width (ft) 33.29 Top width (ft) 33.29 Vel Total (ft /s) 3.13 Avg. Vel. (ft /s) 3.13 Max chl Dpth (ft) 0.42 Hydr. Depth (ft) 0.31 conv. Total (cfs) 115.0 conv. (cfs) 115.0 Length wtd. (ft) 240.26 wetted Per. (ft) 33.31 Min ch E1 (ft) 32.43 shear (1b /sq ft) 1.48 Alpha 1.00 stream Power (lb /ft s) 4.64 Frctn Loss (ft) 3.54 cum volume (acre -ft) 0.34 C & E Loss (ft) 0.04 cum SA (acres) 0.74 Right Os 240.26 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. EleV (ft) 33.60 Element Left Os channel Right Os Vel Head (ft) 0.31 wt. n -Val. 0.060 W.S. Elev (ft) 33.28 Reach Len. (ft) 240.26 240.26 240.26 Grit W.S. (ft) 33.28 Flow Area (sq ft) 27.15 E.G. Slope (ft /ft) 0.062843 Area (sq ft) 27.15 Q Total (cfs) 122.00 Flow (cfs) 122.00 Top width (ft) 44.01 Top width (ft) 44.01 Vel Total (ft /s) 4.49 Avg. Vel. (ft /s) 4.49 Max Chl Dpth (ft) 0.85 Hydr. Depth (ft) 0.62 conv. Total (cfs) 486.7 Conv. (cfs) 486.7 Length Wtd. (ft) 240.26 wetted Per. (ft) 44.08 Min Ch E1 (ft) 32.43 Shear (lb /sq ft) 2.42 Alpha 1.00 stream Power (1b /ft s) 10.86 Frctn Loss (ft) 4.27 cum volume (acre -ft) 0.00 0.88 0.00 C & E Loss (ft) 0.07 cum 5A (acres) 0.02 0.96 0.02 warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: S- Arroyo Page 8 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_Arroyo REACH: 1 RS: 481 INPUT Description: station Elevation Data num= 46 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 37.91 3.16 37.28 4.16 37 6.4 36.61 9.56 36 10.56 35.82 13.72 35 15.14 34.43 17.37 34 20.98 33 Page 9 ras82101_S_Pr _Arroyo.rep REACH: 1 RS: 656 INPUT Description; Station Elevation Data num= 41 Sta Elev Sta EIeV Sta Elev Sta Elev Sta Elev 0 32.18 1 32 5.47 31.11 6.47 31 7.47 30.75 11.94 30 18.03 28.95 23.41 28 26.57 27.45 28.81 27 30.81 26.67 34.93 26 39.41 25.32 41.41 25 79.35 25 86.63 25.9 87.63 26 93.96 26.88 94.96 27 103.5 27.88 104.5 28 105.92 28.13 106.92 28.25 112.31 28.73 115.31 28.95 116.73 29 117.73 29.04 119.96 29.13 123.13 29.2 124.13 29.22 127.29 29.29 128.29 29.32 132.76 29.38 136.88 29.41 139.12 29.45 142.12 29.49 143.53 29.5 144.53 29.52 146.95 29.52 150.11 29.57 151.11 29.58 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 34.93 .06 87.63 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 34.93 87.63 175.08 175.08 175.08 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev (ft) 25.62 Element Left OB channel Right oB Vel Head (ft) 0.03 wt. n -val. 0.060 w.s. Elev (ft) 25.60 Reach Len. (ft) 175.08 175.08 175.08 Crit W.S. (ft) 25.28 Flow Area (sq ft) 25.14 E.G. Slope (ft /ft) 0.006028 Area (sq ft) 25.14 Q Total (cfs) 32.00 Flow (cfs) 32.00 Top width (ft) 46.57 Top width (ft) 46.57 Vel Total (ft /s) 1.27 Avg. vel. (ft /s) 1.27 Max Chl Dpth (ft) 0.60 Hydr. Depth (ft) 0.54 Conv. Total (cfs) 412.2 Conv. (cfs) 412.2 Length wtd. (ft) 175.08 wetted Per. (ft) 46.65 Min ch E1 (ft) 25.00 shear (1b /sq ft) 0.20 Alpha 1.00 stream Power (1b /ft s) 0.26 Frctn Loss (ft) 1.10 cum volume (acre -ft) 0.24 C & E Loss (ft) 0.00 Cum SA (acres) 0.52 warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 26.24 Element Left OB Channel Right OB Vel Head (ft) 0.08 wt. n -val. 0.060 0.060 0.060 w.s. Elev (ft) 26.16 Reach Len. (ft) 175.08 175.08 175.08 Crit W.S. (ft) Flow Area (sq ft) 0.08 53.65 0.09 E.G. Slope (ft /ft) 0.008254 Area (sq ft) 0.08 53.65 0.09 Q Total (cfs) 122.00 Flow (cfs) 0.03 121.93 0.04 Top width (ft) 54.84 Top width (ft) 0.99 52.70 1.15 Vel Total ft /s) 2.27 Avg. Vel. (ft /s) 0.41 2.27 0.42 Max chl Dpth (ft) 1.16 Hydr. Depth (ft) 0.08 1.02 0.08 Conv. Total (cfs) 1342.9 Conv. (cfs) 0.4 1342.1 0.4 Length wtd. (ft) 175.08 wetted Per. (ft) 1.00 52.84 1.16 Min Ch E1 (ft) 25.00 Shear (lb /sq ft) 0.04 0.52 0.04 Alpha 1.00 Stream Power (lb /ft s) 0.02 1.19 0.02 Frctn Loss (ft) 0.93 cum volume (acre -ft) 0.00 0.66 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.02 0.69 0.02 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_Arroyo REACH: 1 RS: 481 INPUT Description: station Elevation Data num= 46 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 37.91 3.16 37.28 4.16 37 6.4 36.61 9.56 36 10.56 35.82 13.72 35 15.14 34.43 17.37 34 20.98 33 Page 9 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 331 INPUT Description: station Elevation Data num= 55 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 28.1 1 28 2.41 27.82 3.83 27.75 6.06 27.53 7.48 27.45 9.71 27.28 10.71 27.21 12.95 27 15.19 26.87 18.79 26.71 28.23 26.6 31.05 26.69 33.29 26.74 34.29 26.72 35.29 26.68 38.9 26.91 41.13 27 66.24 27 67.65 26.94 69.07 26.64 72.67 26.17 74.08 26 75.08 25.87 84.52 24.98 88.76 24 95.47 23.17 96.88 23 100.49 22.18 101.49 22 107.15 22 111.62 22.74 113.85 23 121.07 24.01 126.07 24.46 132.47 25 135.63 25.23 138.46 25.53 139.46 25.64 140.46 25.72 141.46 25.81 143.7 26 146.52 26.73 147.52 27.1 151.13 28 Page 10 ras82101_S_Pr -Arroyo.rep 24.58 32.09 25.58 32 27 31.62 29.23 30.96 31.47 30 32.88 29.73 37.36 29 39.59 28 41.01 27.75 43.24 27 47.72 26.76 57.15 26.27 71.09 25.53 80.53 25 86.36 24.73 103.36 24 120.86 24 141.45 23.87 144.28 24 161.28 25 168.49 25.51 176.55 26 183.26 26.6 186.87 27 190.47 28 191.89 28.21 194.12 29 195.12 29.21 200.12 30 202.36 30.47 203.36 30.65 210.57 32.22 214.17 32.97 224.47 35 230.3 37.02 232.54 37.67 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 80.53 .06 161.28 .06 Bank Sta: Left Right Lengths: Left channel Right coeff Contr. Expan. 80.53 161.28 149.6 149.6 149.6 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev (ft) 24.53 Element Left OB channel Right OB Vel Head (ft) 0.02 wt. n -Val. 0.060 W.S. Elev (ft) 24.51 Reach Len. (ft) 149.60 149.60 149.60 Crit W.S. (ft) Flow Area (sq ft) 27.40 E.G. Slope (ft /ft) 0.006512 Area (sq ft) 27.40 Q Total (cfs) 32.00 Flow (cfs) 32.00 Top width (ft) 61.32 Top width (ft) 61.32 Vel Total (ft /s) 1.17 Avg. Vel. (ft /s) 1.17 Max Chl Dpth (ft) 0.64 Hydr. Depth (ft) 0.45 Conv. Total (cfs) 396.5 Conv. (cfs) 396.5 Length wtd. (ft) 149.60 wetted Per. (ft) 61.35 Min ch E1 (ft) 23.87 shear (lb /sq ft) 0.18 Alpha 1.00 stream Power (1b /ft s) 0.21 Frctn Loss (ft) 1.24 cum volume (acre -ft) 0.14 C & E Loss (ft) 0.00 Cum SA (acres) 0.31 warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile Or EV 100yr E.G. Elev (ft) 25.29 Element Left OB channel Right OB Vel Head (ft) 0.04 Wt. n -Val. 0.060 0.060 0.060 W.S. Elev (ft) 25.26 Reach Len. (ft) 149.60 149.60 149.60 Crit W.S. (ft) Flow Area (sq ft) 0.58 83.15 0.46 E.G. Slope (ft /ft) 0.003812 Area (sq ft) 0.58 83.15 0.46 Q Total (cfs) 130.00 Flow (cfs) 0.23 129.60 0.18 Top width (ft) 88.91 Top width (ft) 4.55 80.75 3.61 vel Total (ft /s) 1.54 Avg. Vel. (ft /s) 0.39 1.56 0.39 Max Chl Dpth (ft) 1.39 Hydr. Depth (ft) 0.13 1.03 0.13 Conv. Total (cfs) 2105.5 Conv. (cfs) 3.6 2099.0 2.9 Length wtd. (ft) 149.60 wetted Per. (ft) 4.56 80.80 3.62 Min Ch E1 (ft) 23.87 Shear (1b /sq ft) 0.03 0.24 0.03 Alpha 1.02 stream Power (1b /ft s) 0.01 0.38 0.01 Frctn Loss (ft) 0.98 cum volume (acre -ft) 0.00 0.38 0.00 C & E Loss (ft) 0.01 Cum SA (acres) 0.01 0.43 0.01 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: S_4rroyo REACH: 1 RS: 331 INPUT Description: station Elevation Data num= 55 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 28.1 1 28 2.41 27.82 3.83 27.75 6.06 27.53 7.48 27.45 9.71 27.28 10.71 27.21 12.95 27 15.19 26.87 18.79 26.71 28.23 26.6 31.05 26.69 33.29 26.74 34.29 26.72 35.29 26.68 38.9 26.91 41.13 27 66.24 27 67.65 26.94 69.07 26.64 72.67 26.17 74.08 26 75.08 25.87 84.52 24.98 88.76 24 95.47 23.17 96.88 23 100.49 22.18 101.49 22 107.15 22 111.62 22.74 113.85 23 121.07 24.01 126.07 24.46 132.47 25 135.63 25.23 138.46 25.53 139.46 25.64 140.46 25.72 141.46 25.81 143.7 26 146.52 26.73 147.52 27.1 151.13 28 Page 10 Right oB 206.09 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 24.29 ras82101_S_Pr -Arroyo.rep Element 152.13 28.05 153.13 28.14 155.96 29 159.56 29.84 160.56 30 161.56 30.21 162.98 30.64 173.79 33.57 178.79 35 182.4 35.89 Manning's n values num= 3 crit W.S. (ft) Sta n Val Sta n Val Sta n Val 40.16 0 .06 84.52 .06 132.47 .06 40.16 Bank Sta: Left Right Lengths: Left channel Right coeff contr. Expan. 84.52 132.47 206.09 206.09 206.09 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr 3.24 E.G. Elev (ft) 23.28 Element Left OB channel Vel Head (ft) 0.07 wt. n -val. 0.060 W.5. Elev (ft) 23.21 Reach Len. (ft) 206.09 206.09 Crit W.S. (ft) 22.77 Flow Area (sq ft) 15.09 E.G. Slope (ft /ft) 0.010982 Area (sq ft) 15.09 Q Total (cfs) 32.00 Flow (cfs) 32.00 Top width (ft) 20.23 Top width (ft) 20.23 Vel Total ft /s) 2.12 Avg. Vel. (ft /s) 2.12 Max Chl Dpth (ft) 1.21 Hydr. Depth (ft) 0.75 Conv. Total (cfs) 305.4 Conv. (cfs) 305.4 Length wtd. (ft) 206.09 wetted Per. (ft) 20.44 Min Ch E1 (ft) 22.00 Shear (lb /sq ft) 0.51 Alpha 1.00 stream Power (1b /ft s) 1.07 Frctn Loss (ft) 4.90 Cum volume (acre -ft) 0.06 C & E Loss (ft) 0.00 cum SA (acres) 0.17 Right oB 206.09 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 24.29 Element Left OB Channel Right OB Vel Head (ft) 0.16 Wt. n -Val. 0.060 W.S. Elev (ft) 24.13 Reach Len. (ft) 206.09 206.09 206.09 crit W.S. (ft) 23.59 Flow Area (sq ft) 40.16 E.G. Slope (ft /ft) 0.013995 Area (sq ft) 40.16 Q Total (cfs) 130.00 Flow (cfs) 130.00 Top width (ft) 34.24 Top width (ft) 34.24 Vel Total (ft /s) 3.24 Avg. Vel. (ft/5) 3.24 Max Chl Dpth (ft) 2.13 Hydr. Depth (ft) 1.17 Conv. Total (cfs) 1098.9 Conv. (cfs) 1098.9 Length wtd. (ft) 206.09 wetted Per. (ft) 34.57 Min Ch E1 (ft) 22.00 Shear (1b /sq ft) 1.01 Alpha 1.00 stream Power (lb /ft s) 3.29 Frctn Loss (ft) 5.41 cum volume (acre -ft) 0.17 C & E Loss (ft) 0.01 Cum 5A (acres) 0.23 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 5_4rroyo REACH: 1 INPUT Description: Station Elevation Data Sta Elev Sta 0 32.23 0 8.3 30.57 14.13 21.02 30.48 22.02 30.27 30 31.69 38.57 27 40.81 47.28 24.46 48.7 58.34 21.23 59.34 69.83 19.53 74.3 90.49 18.11 92.73 149.6 19 152.76 163.24 23.08 166.85 R5: 125 num= 79 Elev Sta Elev 32 2.24 31.31 30.45 15.13 30.46 30.47 23.43 30.45 29.72 33.92 29 26.14 41.81 26 23.83 51.86 23 21 62.94 20.18 19 78.77 18.76 18 132.94 18 19.31 158.59 20 25 167.85 26 Sta Elev Sta Elev 3.65 30.94 6.89 30.68 16.55 30.46 18.78 30.49 27.04 30.26 29.27 30.12 35.34 28.4 36.34 27.69 42.81 25.65 45.05 25 53.27 22.59 55.51 22 63.94 20 65.36 20 83.25 18.51 89.08 18.17 137.94 18.3 143.77 18.63 159.59 20.52 161.01 21.17 169.26 26.58 170.26 27.22 Page 11 CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 18.88 ni ras82101_5_Pr -Arroyo.rep Left OB Channel 171.68 28.27 173.09 0.26 29 175.33 29.59 176.33 29.78 178.56 30.08 179.98 30.15 184.45 .06 30.63 185.45 30.77 188.28 31 191.44 31.27 192.85 31.31 193.85 Flow Area (sq ft) 31.39 195.27 31.43 196.27 31.49 199.1 31.59 202.26 32 203.67 Q Total (cfs) 32 207.28 32.66 208.28 33 209.69 33.19 211.93 34 212.93 62.36 34.53 214.34 35 214.34 35.09 Vel Total ft /s) Manning's n values 896 num= 3 Max chl Dpth (ft) 0.62 Sta n Val Sta Hydr. Depth (ft) n Val Sta n Val 506.4 Conv. (cfs) 0 .06 63.94 Length wtd. (ft) .06 158.59 .06 wetted Per. (ft) 62.40 Bank Sta: Left Right 18.00 Lengths: Left Channel Right Coeff Contr. Expan. 63.94 158.59 124.97 124.97 124.97 .1 .3 CROSS SECTION OUTPUT Profile #Pr EV 2yr E.G. Elev (ft) 18.38 Element Left OB Channel Vel Head (ft) 0.12 wt. n -val. 0.060 W.S. Elev (ft) 18.26 Reach Len. (ft) Crit W.S. (ft) 18.26 Flow Area (sq ft) 11.66 E.G. Slope (ft /ft) 0.084876 Area (sq ft) 11.66 Q Total (cfs) 32.00 Flow (cfs) 32.00 Top width (ft) 49.70 Top width (ft) 49.70 Vel Total (ft /s) 2.74 Avg. vel. (ft /s) 2.74 Max Chl Dpth (ft) 0.26 Hydr. Depth (ft) 0.23 Conv. Total (cfs) 109.8 Conv. (cfs) 109.8 Length wtd. (ft) wetted Per. (ft) 49.71 Min Ch E1 (ft) 18.00 shear (1b /sq ft) 1.24 Alpha 1.00 Stream Power (1b /ft s) 3.41 Frctn LOSS (ft) cum volume (acre -ft) C & E LOSS (ft) Cum SA (acres) CROSS SECTION OUTPUT Profile #Pr EV 100yr E.G. Elev (ft) 18.88 ni Element Left OB Channel Vel Head (ft) 0.26 .06 wt. n -Val. 0.060 W.5. Elev (ft) 18.62 .06 Reach Len. (ft) .06 Crit W.S. (ft) 18.62 .06 Flow Area (sq ft) 31.95 E.G. Slope (ft /ft) 0.065892 Area (s ft) 31.95 Q Total (cfs) 130.00 1292 Flow (cfs) 130.00 Top width (ft) 62.36 1112 Top Width (ft) 62.36 Vel Total ft /s) 4.07 896 Avg. Vel. (ft /s) 4.07 Max chl Dpth (ft) 0.62 656 Hydr. Depth (ft) 0.51 Conv. Total (cfs) 506.4 Conv. (cfs) 506.4 Length wtd. (ft) .06 1 wetted Per. (ft) 62.40 Min Ch E1 (ft) 18.00 1 Shear (lb /sq ft) 2.11 Alpha 1.00 Stream Power (lb /ft s) 8.57 Frctn Loss (ft) Cum volume (acre -ft) C & E LOSS (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:S- Arroyo Reach River Sta. ni n2 n3 1 2062 .06 .06 .06 1 1902 .06 .06 .06 1 1657 .06 .06 .06 1 1463 .06 .06 .06 1 1292 .06 .06 .06 1 1112 .06 .06 .06 1 896 .06 .06 .06 1 656 .06 .06 .06 1 481 .06 .06 .06 1 331 .06 .06 .06 1 125 .06 .06 .06 SUMMARY OF REACH LENGTHS River: S_Arroyo Reach River Sta. Left Channel Right Page 12 Right OB Right OR ras82101_S_Pr _Arroyo.rep 1 2062 160.23 160.23 160.23 1 1 1902 245.09 245.09 245.09 1902 1 1657 193.82 193.82 193.82 .1 1 1463 171.6 171.6 171.6 .3 1 1292 179.73 179.73 179.73 1 1 1112 215.95 215.95 215.95 896 1 896 240.26 240.26 240.26 .1 1 656 175.08 175.08 175.08 .3 1 481 149.6 149.6 149.6 1 1 331 206.09 206.09 206.09 1 125 124.97 124.97 124.97 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: S- Arroyo Reach River Sta. Contr. Expan. 1 2062 .1 .3 1 1902 .1 .3 1 1657 .1 .3 1 1463 .1 .3 1 1292 .1 .3 1 1112 .1 .3 1 896 .1 .3 1 656 .1 .3 1 481 .1 .3 1 331 .1 .3 1 125 .1 .3 Page 13 RS = 2062 .06 .06 .06 75 Legend WS Pr EV 100yr 70 WS Pr EV 2yr 65 Ground o • Bank Sta w 60 55 50 0 20 40 60 80 100 120 Station (ft) RS = 1902 .06 .06 .06 66 Legend 64 WS Pr EV 100yr 62 WS Pr EV 2yr x 60 Ground � • Bank Sta 58 w 56 54 52 50 0 20 40 60 80 100 120 Station (ft) RS = 1657 .06 .06 .06� 70 Legend WS Pr EV 100yr 65 WS Pr EV 2yr 60 Ground o • Bank Sta ra w 55 50 45 0 20 40 60 80 100 120 Station (ft) RS = 1463 .06 X4.06 N4 .06 60 Legend WS Pr EV 100yr 55 WS Pr EV 2yr Ground • Bank Sta 50 w 45 40 0 20 40 60 80 100 120 140 Station (ft) RS = 1292 .06 .06 �4 .06 52 Legend 50 WS Pr EV 100yr WS Pr EV 2yr 48 Ground � • Bank Sta 46 w 44 42 40 0 20 40 60 80 100 120 140 Station (ft) RS = 1112 .06 .06 .06 46 Legend 44 WS Pr EV 100yr WS Pr EV 2yr 42 Ground � • Bank Sta 40 w 38 36 34 0 20 40 60 80 100 120 140 Station (ft) RS = 896 .06 .06 .06 � 44 Legend 42 WS Pr EV 100yr WS Pr EV 2yr 40 Ground � • Bank Sta 38 w u 36 34 32 0 20 40 60 80 100 120 140 Station (ft) RS = 656 .06� .06 .06 33 Legend 322 WS Pr EV 100yr 31 WS Pr EV 2yr x 30 Ground 0 • Bank Sta 29 w 28 27 26 25 0 20 40 60 80 100 120 140 160 Station (ft) RS = 481 .06 �4 .06 .06 38 Legend 36 WS Pr EV 100yr 34 WS Pr EV 2yr x 32 Ground ° • Bank Sta 30 w 28 26 24 22 0 50 100 150 200 250 Station (ft) RS = 331 .06 �4 .06� .06 36 Legend 34 WS Pr EV 100yr 32 WS Pr EV 2yr Ground 0 30 • Bank Sta 6 26 w 26 24 22 0 50 100 150 200 Station (ft) RS = 125 .06 .06 .06 36 Legend WS Pr EV 100yr 321 WS Pr EV 2yr 30 Ground � • 0 28- Bank Sta > 26 w 24 22 20 18 0 50 100 150 200 250 Station (ft) �< 55 S_Arroyo 1 - nGround 50 45 40 x °- 35 v w 30 25 20 15 0 500 1000 1500 2000 Main Channel Distance (ft) D WATER BUDGET ANALYSIS D1 Northerly Arroyo under Existing Condition WATER BUDGET ANALYSIS NEWPORT BANNING RANCH Northerly Arroyo Habitat Under Existing Condition Average Temperature (F) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Maxj 64 64 63 65 66 69 72 73 73 72 67 64 Minj 47 1 48 1 50 1 52 1 56 1 59 1 62 1 64 1 62 1 58 1 52 1 47 Avera a Rainfall inch Jan Feb Mar Apr May Jun Jul Aug I Sep Oct Nov Dec I Year (total) PI 2.08 1 2.05 1 1.84 1 0.9 1 0.17 1 0.05 1 0.01 1 0.09 1 0.36 1 0.18 1 1.55 1 1.57 10.85 Offsite Drainage Area: DA = 129.25 acres Land Use Acreage Imp Road 5.35 0.9 Ex. Residential 5.94 0.8 Commercial /Industrial 80.09 0.9 1 School 9.91 0.4 Upland Area 27.96 0.1 Average = 0.68 RV = 0.7xlmp +0.1 = 0.58 Habitat Footprint= 5.86 ac 1) Depth (in) = Volume (ac -ft) / Habitat Footprint (ac) *12 (in/ft) Loss Fraction = 30% Water Balance (inches) Jan Feb Mar Apr may Jun I Jul Aug Sep Oct Nov Dec I Year total P 2.1 2.1 1.8 0.9 0.2 0.1 0.0 0.1 0.4 0.2 1.6 1.6 10.9 Si 26.6 26.2 23.5 11.5 2.2 0.6 1.1 4.6 2.3 19.8 20.0 138.5 Go 8.6 8.5 7.6 3.7 0.7 0.2 0.4 1.5 0.7 6.4 6.5 44.8 ET 1.4 1.6 1.8 2.2 2.7 3.2 V36) 3.8 3.4 2.8 1.9 1.4 29.7 Balance 18.6 18.2 16.0 6.5 1.0 2.7 2.9 0.1 1.0 13.0 13.7 74.8 1) Balance = P + Si - Go - ET Page 1 of 1 4/15/2008 D2 Northerly Arroyo under Proposed Condition WATER BUDGET ANALYSIS NEWPORT BANNING RANCH Northerly Arroyo Habitat Under Proposed Condition Average Rainfall (inch) Jan Feb Mar Apr I May Jun Jul Aug Sep Oct I Nov Dec Year total P 2.08 2.05 1.84 0.9 0.17 0.05 0.01 0.09 0.36 0.18 1.55 1.57 10.85 Potential Evapotranspiration (inches) Jan Feb Mar Apr I May I Jun I Jul I Aug I Sep Oct I Nov I Dec I Year (total) PETJ 1.44 1 1.60 1 1.78 1 2.16 1 2.66 1 3.21 1 3.68 1 3.77 1 3.35 1 2.77 1 1.91 1 1.41 1 29.74 Offsite Drainage Area: DA = 122.09 acres Land Use Acreage Avera a Tem erature F Road 5.35 0.90 Ex. Residential Jan Feb Mar Apr May Jun Jul I Aug Sep Oct Nov T Dec Maxj 64 64 63 65 66 69 72 73 73 72 67 64 Min 1 47 48 50 52 56 59 62 64 62 58 52 47 Average Rainfall (inch) Jan Feb Mar Apr I May Jun Jul Aug Sep Oct I Nov Dec Year total P 2.08 2.05 1.84 0.9 0.17 0.05 0.01 0.09 0.36 0.18 1.55 1.57 10.85 Potential Evapotranspiration (inches) Jan Feb Mar Apr I May I Jun I Jul I Aug I Sep Oct I Nov I Dec I Year (total) PETJ 1.44 1 1.60 1 1.78 1 2.16 1 2.66 1 3.21 1 3.68 1 3.77 1 3.35 1 2.77 1 1.91 1 1.41 1 29.74 Offsite Drainage Area: DA = 122.09 acres Land Use Acreage Imp Road 5.35 0.90 Ex. Residential 5.94 0.80 Prop. Residential 4.43 0.65 Commercial /Industrial 78.14 0.90 School 9.91 0.40 Upland Area 18.32 0.10 Average= 0.70 RV = 0.7xlmp +O.i = 0.59 Habitat Footprint = 5.86 ac Offsite Surface Inflow Si Jan I Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year total Vol ac -ft 12.5 1 12.3 11.1 5.4 1.0 0.3 0.1 0.5 2.2 1.1 9.3 9.4 65.3 De th in 25.6 1 5.3 1 22.7 1 11.1 1 2.1 1 0.6 1 0.1 1 1.1 1 4.4 1 2.2 1 19.1 1 19.3 1 133.7 1) Depth (in) =Volume (ac -ft) / Habitat Footprint (ac) *12 (ini Loss Fraction = 30% Water Balance inches Jan Feb Mar Apr May on Jul Aug Se Oct Nov Dec Year total P 2.1 2.1 1.8 0.9 0.2 0.1 0.0 0.1 0.4 0.2 1.6 1.6 10.9 Si 25.6 25.3 22.7 11.1 2.1 0.6 0.1 1.1 4.4 2.2 19.1 19.3 1317 Go 8.3 8.2 1 7.4 3.6 0.7 0.2 0.0 0.4 1.4 0.7 6.2 6.3 43.4 ET 1.4 1.6 1.8 2.2 2.7 3.2 3.7 3.8 3.4 2.8 1.9 1.4 29.7 Balance 18.0 17.5 15.4 6.2 1.1 2.7 11 .6 2.9 0.0 1.1 12.5 13.2 71.4 1) Balanoa = P + Si - Go - ET Page 1 of 1 4/15/2008 D3 Southerly Arroyo under Existing Condition WATER BUDGET ANALYSIS NEWPORT BANNING RANCH Southerly Arroyo Habitat Under Existing Condition Avera a Tem erature F Jan Feb Mar--F- ar A r Ma Jun Jul A,g Sep Oct No Dec Max 64 64 63 65 66 69 72 73 73 72 67 64 Min 47 48 50 52 56 59 62 64 62 58 52 47 Offsite Drainage Area: DA = 114.64 acres Land Use Acreage Imp Ex. Residential 11.7 0.8 Cornmercial/lindustriall 31.91 0.9 Upland Areal 71.03 0.1 Average = 0.39 RV = 0.7xlmp +0.1 = 0.38 Habitat Footprint = 25.71 ac Offsite Surface Inflow Si Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year total Vol (ac-fQ1 7.5 7.4 6.6 3.2 0.6 0.2 0.04 0.3 1.3 0.6 5.6 5.6 39.0 Depth (in)l 3.5 1 3.4 1 3.1 1 1.5 1 0.3 1 0.1 1 0.02 1 0.2 1 0.6 1 0.3 1 2.6 1 2.6 1 18.2 1) Depth (in) = Volume (ac -ft) I Habitat Footprint (ac) "12 (in /ft) Loss Fraction = 30% Water Balance inches Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec I Year total P 2.1 1.8 0.9 0.2 0.1 0.0 0.1 0.4 0.2 1.6 1.6 10.9 Si 3.5 3.1 1.5 0.3 0.1 0.0 0.2 0.6 0.3 2.6 2.6 18.2 Go 1.7 W2. 1.5 0.7 0.1 0.0 0.0 0.1 0.3 0:1 1.2 1.3 8.7 ET 1.4 1.8 2.2 2.7 3.2 3.7 3.8 3.4 2.8 1.9 1.4 29.7 Balance 2.5 1.7 0.5 2.3 3.1 3.7 3.6 2.7 2.4 1.0 1.5 19 .4 1) Balance = P +Si -Go -ET Page 1 of 1 4/1512008 D4 Southerly Arroyo under Proposed Condition WATER BUDGET ANALYSIS NEWPORT BANNING RANCH Southerly Arroyo Habitat Under Proposed Condition Average Rainfall (inch) Jan Feb Mar Apr I May Jun Jul Aug Sep Oct I Nov Dec Year total P 2.08 2.05 1.84 0.9 0.17 0.05 0.01 0.09 0.36 0.18 1.55 1.57 10.85 Potential Evapotranspiration (inches) Jan Feb Mar Apr May Jun Jul Aug I Sep Oct I Nov I Dec I Year (total) PETI 1.44 1 1.60 1 1.78 1 2.16 1 2.66 1 3.21 1 3.68 1 3.77 1 3.35 1 2.77 1 1.91 1 1.41 1 29.74 Offsite Drainage Area: DA = 57.13 acres Land Use Acreage Avera a Tem erature F Road 2.47 0.9 Ex. Residential Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov T Dec Maxj 64 64 63 65 66 69 72 73 73 72 67 64 Min 1 47 48 50 52 56 59 62 64 62 58 52 47 Average Rainfall (inch) Jan Feb Mar Apr I May Jun Jul Aug Sep Oct I Nov Dec Year total P 2.08 2.05 1.84 0.9 0.17 0.05 0.01 0.09 0.36 0.18 1.55 1.57 10.85 Potential Evapotranspiration (inches) Jan Feb Mar Apr May Jun Jul Aug I Sep Oct I Nov I Dec I Year (total) PETI 1.44 1 1.60 1 1.78 1 2.16 1 2.66 1 3.21 1 3.68 1 3.77 1 3.35 1 2.77 1 1.91 1 1.41 1 29.74 Offsite Drainage Area: DA = 57.13 acres Land Use Acreage Imp Road 2.47 0.9 Ex. Residential 1.7 0.8 Commercial /Industrial J.95 1 0.9 Park .3 0.15 Upland Area 4.7 0.1 Average= 0.73 RV = 0.7xImp +0.1 = 0.61 Habitat Footprint = 23.5 ac 1) Depth (in) =Volume (ac-to I Habitat Footprint (ac) *12 (ini Loss Fraction = 30% Water Balance inches Offsite Surface Inflow Si Jan Feb Mar Apr May Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec I Year total Vol ac -ft 6.1 6.0 5.4 2.6 0.5 0.1 0.03 0.3 1.0 0.5 4.5 4.6 31.6 Depth in 3.1 1 3.0 1 2.7 1 1.3 1 0.3 1 0.1 1 0.01 0.1 0.5 0.3 2.3 2.3 16.1 1) Depth (in) =Volume (ac-to I Habitat Footprint (ac) *12 (ini Loss Fraction = 30% Water Balance inches Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year total P 2.1 2.1 1.8 0.9 0.2 0.1 0.0 0.1 0.4 0.2 1.6 1.6 10.9 Si 3.1 3.0 2.7 1.3 0.3 0.1 0.0 0.1 0.5 0.3 2.3 2.3 16.1 Go 1.6 1.5 1.4 0.7 0.1 0.0 0.0 0.1 0.3 0.1 1.2 1.2 8.1 ET 1.4 1.6 1.8 2.2 2.7 3.2 3.7 3.8 3.4 2.8 1.9 1.4 29.7 Balance 2.2 2.0 1.4 0.6 2.4 3.1 3.7 Iq .6 2.7 2.5 0.8 1.3 10.9 1) Balance = P + Si - Go - ET Page 1 of 1 4/15/2008 D5 ET Reference Material t17 lTl "' fi '� `V N z Cn lT1 `•. fi *.� r y v • `G... < SS d II d e�� hI II Sb 3 CD y p C�D � w o 0 0 '� ti ❑ � s t. .' `-• w •O m acs H c a rs � m H„ o � N CD <'� ao � 3 c n a o' °, io' a °° m cD w o m o n. ....a w� o " c•:s°.m �v n II w m a ti CD CD ^ � o o ca co a '�; O • o a a a � Co a o g c CD r CD w B o io w (D w C w 7. [D p �• - H 0 ,a < `-' ^'�' � o N l7 J ice. o•wUQ CD N o y a c a Q �n o 0 •b. �' Nco W Q O CD M a N '� CD p O H p a n to 7 .7 CD n a 5 a as A A w a\ w wi ,°•n CD °• 5' ?:, c w CL or ° o m o_ a `g ti o c E a s 0 Q0 a• v, CD CD CD CD ca CD x w o, A 00 Oc J `G `C a' R W^. CL Q. a n y CCD p+ CD '7 p p ti 7 CD w (D a O N y' V e N 0 CD a a 5 fi Cl O U O 0 0 VWi 0 Ptir' ao O y �w 000000 ---- " rot" A000000�o�cC) �o A �"Cr A O A J O U O A O w y W O O O y � O C O O O O O O N N W W W W W A �yy W Yyy In W . 1p 00 lli W � y xo W W IJ IJ [J F-` O O y iii W O A 00 A Oy O t21 0 0 0 0 A0 O OocoO�r.•.• p N A ON J w z QN �D W T �O W o0 0000000 -- �y •• A W m N T A a 0 00 a O O O W W W y w A A O U n n pAi A .N. �o A tj in J O 00 O w `G A W m N T A a 0 00 a O O O W W W y w A A O U n BEST MANAGEMENT PRACTICES El SITE DESIGN / LID BMPS SITE DESIGN & LOW IMPACT DEVELOPMENT (LID) BEST MANAGEMENT PRACTICES (BMPs) (excerpted, with minor revision from the Orange County Drainage Area Management Plan (DAMP), Exhibit 7.11, Model Water Quality Management Plan) DESIGN CONCEPT 1: MINIMIZE STORMWATER RUNOFF, MINIMIZE PROJECT'S IMPERVIOUS FOOTPRINT AND CONSERVE NATURAL AREAS Minimize and /or control the post - development peak storm water runoff discharge rates, velocities and volumes by utilizing measures that reduce runoff rates and volumes, and increase infiltration. A reduction in the storm water runoff from a development project using properly designed BMPs, can yield a corresponding reduction in the amount of pollutants transported from the site. The undeveloped runoff volume should be determined by considering the project site to be in a natural condition with surface vegetation in place. The following site design options shall be considered and incorporated where applicable and feasible, during the site planning and approval process consistent with applicable General Plan policies, other development standards and regulations and with any Site Design BMPs included in an applicable regional or watershed program. Maximize the permeable area. This can be achieved in various ways, including, but not limited to increasing building density (number of stories above or below ground) and developing land use regulations seeking to limit impervious surfaces. Decreo sing the project's footprint can substantially reduce the project's impacts to water quality and hydrologic conditions, provided that the undeveloped area remains open space. Conserve natural areas. This can be achieved by concentrating or clustering development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition. Where available, permittees should also refer to their Multiple Species Conservation Plans or other biological regulations, as appropriate to assist in determining sensitive portions of the site. Sensitive areas include, but are not limited to: areas necessary to maintain the viability of wildlife corridors, occupied habitat of sensitive species and all wetlands, and coastal scrub and other upland communities. 3. Construct walkways, trails, patios, overflow parking lots, alleys, driveways, low - traffic streets and other low- traffic areas with open - jointed paving materials or permeable surfaces, such as pervious concrete, porous asphalt, unit pavers, and granular materials 4. Construct streets, sidewalks and parking lot aisles to the minimum widths necessary, provided that public safety and a walk able environment for pedestrians are not compromised 3. Incorporate landscaped buffer areas between sidewalks and streets. 5. Reduce widths of street where off- street parking is available 4 b. Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs 7. Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design 8. Use natural drainage systems. Where soils conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration 5 10. Construct onsite ponding areas or retention facilities to increase opportunities for infiltration 11 . Other site design options that are comparable, and equally effective DESIGN CONCEPT 2: MINIMIZE DIRECTLY CONNECTED IMPERVIOUS AREAS (DCIAs) Priority Projects shall incorporate the following design characteristics, as appropriate, and incorporate any Site Design BMPs included in any regional or watershed program that the project relies upon for Treatment Control BMPs. 1. Where landscaping is proposed, drain rooftops into adjacent landscaping prior to discharging to the storm drain 2. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping 3. Increase the use of vegetated drainage swales in lieu of underground piping or imperviously lined swales 4. Use one or more of the following (for further guidance, see Start at the Source [1999]): • Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings • Urban curb / swale system: street slopes to curb; periodic swale inlets drain to vegetated swale /biofilter • Dual drainage system: First flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder, high flows connect directly to municipal storm drain systems d. Other design concepts that are comparable and equally effective Use one or more of the following features for design of driveways and private residential parking areas: • Design driveways with shared access, flared (single lane at street) or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the municipal storm drain system Uncovered temporary or guest parking on private residential lots may be: paved with a permeable surface; or, designed to drain into landscaping prior to discharging to the municipal storm drain system • Other design concepts that are comparable and equally effective b. Use one or more of the following design concepts for the design of parking areas: • Where landscaping is proposed in parking areas, incorporate landscape areas into the drainage design Overflow parking (parking stalls provided in excess of the City's minimum parking requirements) may be constructed with permeable paving Other design concepts that are comparable and equally effective 7. Other design characteristics that are comparable and equally effective E2 SOURCE CONTROL BMPS SOURCE CONTROL BEST MANAGEMENT PRACTICES (BMPs� (excerpted, with minor revision from the Orange County Drainage Area Management Plan (DAMP), Exhibit 7.11, Model Water Quality Management Plan) N1 Education for Properly Owners, Tenants and Occupants For developments with no Property Owners Association (POA) or with POAs of less than fifty (50) dwelling units, practical information materials will be provided to the first residents /occupants /tenants on general housekeeping practices that contribute to the protection of stormwater quality. These materials will be initially developed and provided to first residents /occupants /tenants by the developer. Thereafter such materials will be available through the City's education program. Different materials for residential, office commercial, retail commercial, vehicle - related commercial and industrial uses will be involved. For developments with POA and residential projects of more than fifty (50) dwelling units, project conditions of approval will require that the POA provide environmental awareness education materials, made available by the municipalities, to all member periodically. Among other things, these materials will describe the use of chemicals (including household type) that should be limited to the property, with no discharge of wastes via hosing or other direct discharge to gutters, catch basins and storm drains. N2 Activity Restrictions If a POA is formed, conditions, covenants and restrictions (CCRs) shall be prepared by the developer for the purpose of surface water quality protection. An example would be not allowing car washing outside of established community car wash areas in multi -unit complexes. Alternatively, use restrictions may be developed by a building operator through lease terms, etc. These restrictions must be included in the Project WQMP. N3 Common Area Landscape Management On -going maintenance consistent with County Water Conservation Resolution or city equivalent, plus fertilizer and /or pesticide usage consistent with Management Guidelines for Use of Fertilizers (DAMP Section 5.5). Statements regarding the specific applicable guidelines must be included in the Project WQMP. N4 BMP Maintenance Identify responsibility for implementation of each non - structural BMP and scheduled cleaning and /or maintenance of all structural BMP facilities. N5 Title 22 CCR Compliance Compliance with Title 22 of the California Code of Regulations (CCR) and relevant sections of the California Health & Safety Code regarding hazardous waste management shall be enforced by County Environmental Health on behalf of the State. The Project WQMP must describe how the development will comply with the applicable hazardous waste management section(s) of Title 22. N6 Local Water Quality Permit Compliance The City, under the Water Quality Ordinance, may issue permits to ensure clean storm water discharges from fuel dispensing areas and other areas of concern to public properties. N7 Spill Contingency Plan Prepared by building operator for use by specified types of building or suite occupancies and which mandates stockpiling of cleanup materials, notification of responsible agencies, disposal of cleanup materials, documentation, etc. N8 Underground Storage Tank Compliance Compliance with State regulations dealing with underground storage tanks, enforced by County Environmental Health on behalf of State. N9 Hazardous Materials Disclosure Compliance Compliance with City ordinances typically enforced by respective fire protection agency for the management of hazardous materials. The Orange County, health care agencies, and /or other appropriate agencies (i.e. Department of Toxics Substances Control are typically responsible for enforcing hazardous materials and hazardous waste handling and disposal regulations. N10 Uniform Fire Code Implementation Compliance with Article 80 of the Uniform Fire Code enforced by fire protection agency. N11 Common Area Litter Control For industrial /commercial developments and for developments with POAs, the owner /POA shall be required to implement trash management and litter control procedures in the common areas aimed at reducing pollution of drainage water. The owner /POA may contract with their landscape maintenance firms to provide this service during regularly scheduled maintenance, which should consist of litter patrol, emptying of trash receptacles in common areas, and noting trash disposal violations by tenants /homeowners or businesses and reporting the violations to the owner /POA for investigation. N12 Employee Training Education program (see N1) as it would apply to future employees of individual businesses. Developer either prepares manual(s) for initial purchasers of business site or for development that is constructed for an unspecified use makes commitment on behalf of POA or future business owner to prepare. N13 Housekeeping of Loading Docks Loading docks typically found at large retail and warehouse -type commercial and industrial facilities shall be kept in a clean and orderly condition through a regular program of sweeping and litter control and immediate cleanup of spills and broken containers. Cleanup procedures should minimize or eliminate the use of water. If washdown water is used, it must be disposed of in an approved manner and not discharged to the storm drain system. If there are no other alternatives, discharge of non -storm water flow to the sanitary sewer may be considered only if allowed by the local sewering agency through a permitted connection. N14 Common Area Catch Basin Inspection For industrial /commercial developments and for developments with privately maintained drainage systems, the owner is required to have at least 80 percent of drainage facilities inspected, cleaned and maintained on an annual basis with 100 percent of the facilities included in a two -year period. Cleaning should take place in the late summer /early fall prior to the start of the rainy season. Drainage facilities include catch basins (storm drain inlets) detention basins, retention basins, sediment basins, open drainage channels and lift stations. N15 Street Sweeping Private Streets and Parking Lots Streets and parking lots are required to be swept prior to the storm season, in late summer or early fall, prior to the start of the rainy season. N16 Commercial Vehicle Washing This BMP Has Been Removed. N17 Retail Gasoline Outlets Retail gasoline outlets (RGOs) are required to follow operations and maintenance best management practices shown in the California Stormwater Quality Association (CASQA, formerly California Stormwater Quality Task Force) Best Management Practice Guide for Retail Gasoline Outlets. This document may be obtained by downloading from the CASQA website at http:// www. stormwotertaskforce .org /swgtf /RGOGuide.htm or from forthcoming CASQA website. Provide Storm Drain System Stenciling and Signage Storm drain stencils are highly visible source control messages, typically placed directly adjacent to storm drain inlets. The stencils contain a brief statement that prohibits the dumping of improper materials into the municipal storm drain system. Graphical icons, either illustrating anti - dumping symbols or images of receiving water fauna, are effective supplements to the anti - dumping message. Stencils and signs alert the public to the destination of pollutants discharged into Stormwater. The following requirements shall be included in the project design and shown on the project plans: 1. Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language (such as: "NO DUMPING - DRAINS TO OCEAN ") and /or graphical icons to discourage illegal dumping. 2. Post signs and prohibitive language and /or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. 3. Maintain legibility of stencils and signs. Design Outdoor Hazardous Material Storage Areas to Reduce Pollutant Introduction Improper storage of materials outdoors may increase the potential for toxic compounds, oil and grease, fuels, solvents, coolants, wastes, heavy metals, nutrients, suspended solids, and other pollutants to enter the municipal storm drain system. Where the plan of development includes outdoor areas for storage of hazardous materials that may contribute pollutants to the municipal storm drain system, the following storm water BMPs are required: 1. Hazardous materials with the potential to contaminate urban runoff shall either be: (1) placed in an enclosure such as, but not limited to, a cabinet, shed, or similar structure that prevents contact with runoff or spillage to the municipal storm drain system; or (2) protected by secondary containment structures (not double wall containers) such as berms, dikes, or curbs. 2. The storage area shall be paved and sufficiently impervious to contain leaks and spills. 3. The storage area shall have a roof or awning to minimize direct precipitation and collection of storm water within the secondary containment area. 4. Any storm water retained within the containment structure must not be discharged to the street or storm drain system. Location(s) of installations of where these preventative measures will be employed must be included on the map or plans identifying BMPs. Design Trash Storage Areas To Reduce Pollutant Introduction All trash container areas shall meet the following requirements (limited exclusion: detached residential homes): 1. Paved with an impervious surface, designed not to allow run -on from adjoining areas, designed to divert drainage from adjoining roofs and pavements diverted around the area, screened or walled to prevent off -site transport of trash; and 2. Provide attached lids on all trash containers that exclude rain, or roof or awning to minimize direct precipitation. 3. Connection of trash area drains to the municipal storm drain system is prohibited. Use Efficient Irrigation Systems and Landscape Design Projects shall design the timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the municipal storm drain system. (Limited exclusion: detached residential homes.) The following methods to reduce excessive irrigation runoff shall be considered, and incorporated on common areas of development and other areas where determined applicable and feasible by the City: 1 . Employing rain shutoff devices to prevent irrigation after precipitation. 2. Designing irrigation systems to each landscape area's specific water requirements. 3. Using flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. 4. Implementing landscape plan consistent with County Water Conservation Resolution or city equivalent, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. 5. The timing and application methods of irrigation water shall be designed to minimize the runoff of excess irrigation water into the municipal storm drain system. 6. Employing other comparable, equally effective, methods to reduce irrigation water runoff. Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider other design features, such as: • Use mulches (such as wood chips or shredded wood products) in planter areas without ground cover to minimize sediment in runoff. • Install appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant material where possible and /or as recommended by the landscape architect. • Leave a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible. ■ Choose plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth. Protect Slopes and Channels Project plans shall include Source Control BMPs to decrease the potential for erosion of slopes and /or channels, consistent with local codes and ordinances and with the approval of all agencies with jurisdiction, e.g., the U.S. Army Corps of Engineers, the Regional Boards and the California Department of Fish and Game. The following design principles shall be considered, and incorporated and implemented where determined applicable and feasible by the City: I . Convey runoff safely from the tops of slopes. 2. Avoid disturbing steep or unstable slopes. 3. Avoid disturbing natural channels. 4. Install permanent stabilization BMPs on disturbed slopes as quickly as possible. 5. Vegetate slopes with native or drought tolerant vegetation. 6. Control and treat flows in landscaping and /or other controls prior to reaching existing natural drainage systems. 7. Install permanent stabilization BMPs in channel crossings as quickly as possible, and ensure that increases in runoff velocity and frequency caused by the project do not erode the channel. 8. Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. 9. Onsite conveyance channels should be lined, where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. If velocities in the channel are large enough to erode grass or other vegetative linings, riprap, concrete soil cement or geo -grid stabilization may be substituted or used in combination with grass or other vegetation stabilization. 10. Other design principles that are comparable and equally effective. Loading Dock Areas Loading /unloading dock areas shall include the following: 1. Cover loading dock areas, or design drainage to preclude urban run -on and runoff. 2. Direct connections to the municipal storm drain system from below grade loading docks (truck wells) or similar structures are prohibited. Storm water can be discharged through a permitted connection to the storm drain system with a Treatment Control BMP applicable to the use. 3. Other comparable and equally effective features that prevent unpermitted discharges to the municipal storm drain system. 4. Housekeeping of loading docks shall be consistent with N13. Maintenance Bays Maintenance bays shall include the following: 1. Repair /maintenance bays shall be indoors; or, designed to preclude urban run -on and runoff. 2. Design a repair /maintenance bay drainage system to capture all wash water, leaks and spills. Provide impermeable berms, drop inlets, trench catch basins, or overflow containment structures around repair bays to prevent spilled materials and wash -down waters from entering the storm drain system. Connect drains to a sump for collection and disposal. Discharge from the repair /maintenance bays to the municipal storm drain system is prohibited. If there are no other alternatives, discharge of non -storm water flow to the sanitary sewer may be considered, but only when allowed by the local sewering agency through permitted connection. 3. Other comparable and equally effective features, that prevent discharges to the municipal storm drain system. Vehicle Wash Areas Projects that include areas for washing /steam cleaning of vehicles shall use the following: 1. Self- contained or covered with a roof or overhang. 2. Equipped with a wash racks constructed in accordance with the guidelines in Attachment C, and with the prior approval of the sewering agency (Note: Discharge monitoring may be required by the sewering agency). 3. Equipped with a clarifier or other pretreatment facility. 4. Other comparable and equally effective features that prevent unpermitted discharges, to the municipal storm drain system. Outdoor Processing Areas Outdoor process equipment operations, such as rock grinding or crushing, painting or coating, grinding or sanding, degreasing or parts cleaning, landfills, waste piles, and wastewater and solid waste handling, treatment, and disposal, and other operations determined to be a potential threat to water quality by the City shall adhere to the following requirements. 1. Cover or enclose areas that would be the sources of pollutants; or, slope the area toward a sump that will provide infiltration or evaporation with no discharge; or, if there are no other alternatives, discharge of non -storm water flow to the sanitary sewer may be considered only when allowed by the local sewering agency through permitted connection 2. Grade or berm area to prevent run -on from surrounding areas. 3. Installation of storm drains in areas of equipment repair is prohibited. 4. Other comparable or equally effective features that prevent unpermitted discharges to the municipal storm drain system. 5. Where wet material processing occurs (e.g. electroplating), secondary containment structures (not double wall containers) shall be provided to hold spills resulting from accidents, leaking tanks or equipment, or any other unplanned releases (Note: If these are plumbed to the sanitary sewer, the structures and plumbing shall be in accordance with Section 7.11- Attachment C, and with the prior approval of the sewering agency). See also Section 7.11- 3.4.2, N10. Design of secondary containment structures shall be consistent with Design of Outdoor Material Storage Areas To Reduce Pollutant Introduction. Some of these land uses (e.g. landfills, waste piles, wastewater and solid waste handling, treatment and disposal) may be subject to other permits including Phase I Industrial Permits that may require additional BMPs. Equipment Wash Areas Outdoor equipment /accessory washing and steam cleaning activities shall use the following: 1. Be self- contained or covered with a roof or overhang. 2. Design an equipment wash area drainage system to capture all wash water. Provide impermeable berms, drop inlets, trench catch basins, or overflow containment structures around equipment wash areas to prevent wash -down waters from entering the storm drain system. Connect drains to a sump for collection and disposal. Discharge from equipment wash areas to the municipal storm drain system is prohibited. If there are no other alternatives, discharge of non -storm water flow to the sanitary sewer may be considered, but only when allowed by the local sewering agency through a permitted connection. 3. Other comparable or equally effective features that prevent unpermitted discharges to the municipal storm drain system. Fueling Areas Fuel dispensing areas shall contain the following: 1. At a minimum, the fuel dispensing area must extend 6.5 feet (2.0 meters) from the corner of each fuel dispenser, or the length at which the hose and nozzle assembly may be operated plus 1 foot (0.3 meter), whichever is less. 2. The fuel dispensing area shall be paved with Portland cement concrete (or equivalent smooth impervious surface). The use of asphalt concrete shall be prohibited. 3. The fuel dispensing area shall have an appropriate slope (2% -4 %) to prevent ponding, and must be separated from the rest of the site by a grade break that prevents run -on of storm water. 4. An overhanging roof structure or canopy shall be provided. The cover's minimum dimensions must be equal to or greater than the area of the fuel dispensing area in #1 above. The cover must not drain onto the fuel dispensing area and the downspouts must be routed to prevent drainage across the fueling area. The fueling area shall drain to the project's Treatment Control BMP(s) prior to discharging to the municipal storm drain system. Hillside Landscaping Hillside areas that are disturbed by project development shall be landscaped with deep- rooted, drought tolerant plant species selected for erosion control, satisfactory to the City. Wash Water Controls For Food Preparation Areas Food establishments (per State Health & Safety Code 27520) shall have either contained areas or sinks, each with sanitary sewer connections for disposal of wash waters containing kitchen and food wastes. If located outside, the contained area s or sinks shall also be structurally covered to prevent entry of storm water. Adequate signs shall be provided and appropriately placed stating the prohibition of discharging washwater to the storm drain system. Community Car Wash Racks In complexes larger than 100 dwelling units where car washing is allowed, a designated car wash area that does not drain to a storm drain system shall be provided for common usage. Wash waters from this area may be directed to the sanitary sewer (in accordance with Attachment C, and with the prior approval of the sewering agency); to an engineered infiltration system; or to an equally effective alternative. Pre- treatment may also be required. Signage shall be provided prohibiting discharges of washwater outside of the designated area. E3 LID / TREATMENT CONTROL BMP CALCULATIONS LID / TREATMENT CONTROL BMP SIZING CALCULATIONS Date: April 17, 2008 Project: Newport Banning Ranch Job: 821.01.02 Stormwater Quality Design Volume (SQDV) Calculation (Source: Orange County Drainage Area Management Plan (DAMP), Exhibit 7.11 — Model Water Quality Management Plan, September 26, 2003) Calculate the storm water quality design volume for the site (or each sub - drainage area that will discharge to a separate BMP) produced by a 24 -hour, 85'h percentile storm event using the following equation: SQDV = C * I * A * (unit conversion) Where: C = runoff coefficient obtained from Table A -1 I = rainfall intensity (see map on following page) A = area of the site treated by the BMP, in acres Vegetated Biocell Sizing (Source: Los Angeles Regional Water Quality Control Board (RWQCB). Example Standard Urban Storm Water Management Plan [SUSMPI; Appendix A: Water Quality Volume Calculations. Website: http: / /www.waterboards.ca.gov /losangeles /water issues/ programs /stormwater /municipal /general /so ms_club /Appendix %20A.pdf ) Calculate the volume of water treated by each biocell based on the depths and properties of the various layers of the biocell: VBC = VP + VMGS + VSO + VI Where: VBc = volume treated by biocell in ft' (must be equal to or greater than SQDV) Vp = volume ponded in biocell in ft' VMGs = volume stored in mulch, gravel, and topsoil in ft' V, = volume infiltrated in ft' The volumes in the equation above can be determined by the following sequence of equations: Volume Ponded in Biocell (VP): VP = [(AT + AB) * P] /2 Where: AT = area of top of biocell, in square feet AB = area of bottom of biocell, in square feet P = pending depth, in feet Volume in Mulch, Topsoil and Gravel Layer (VMas) VMeS = AT * [(M *TIM) + (G *Tla) + (S* Tls)] Where: AT = area of top of biocell, in square feet M = depth of mulch, in feet TIM = porosity of mulch, in percent void space G = depth of gravel layer, in feet Tlc = porosity of gravel layer, in percent void space S = depth of topsoil ris = porosity of top soil, in percent void space Velocity of Water in Amended Soil Layer (v;) V, = Fp / [12 * Tlso * (1-w)] Where: FP = infiltration capacity of the amended soil, or hydraulic conductivity (in inches per hour) TISO = w = soil water content before rain event, in percent of voids assumed saturated Duration of Infiltration During 24 hr Storm Event m T= 24— (So /v) Where: So = depth of amended soil layer, in feet Volume Infiltrated (V,) V, = T *AT *[FP /(12 *SF)] Where: SF = safety factor for infiltration capacity. Assumed to be 1 if overflow drain is provided. ORANGE COUNTY RESERVOIR % Impervious % Pervious C (0.910 irch) 100 0.15 5 95 YORBA LINDA 10 90 0.23 ES301nch) 85 0.26 4 80 0.30 BREA DAM 75 0.34 30 (a.9001I ..._ . ......:... " ORANGE - HARDACRE ! VIL PARKDAM /(D]90i ) 65 0.41 40 (0.8]1 Inc h) I i � 0.45 BUENA PARK EULLERTON DAM ' 50 (t.OW inch) (o ash inch) 3 55 45 0.56 SANTA ANA FIRE STATION i.t SILVEMDO RANGER STATION 0.60 2....' \ :` (0.810inch) ! ". ....... (p9781rch) LOS ALAMITOS 1 /;.,, 4 "'......,. 75 (0.690 inch) 0.71 80 20 0.75 85 TUSTIN -IRVINE RANCH ' �TRABUCO CANYON 90 10 (0.690incn) ( (0900 inch) 5 0.86 N EWPORT BEACH HARBOR', 0 0.90 (0650Inch) Rainfall Zone Rainfall. In. LAGUNA BEACH °x(0]00 SAN JUM GUARD STATION (0900Innh) inU) 1 0.70 2 0.75 3 0.85 4 0.95 Figure A -1 Orange County California Precipitation Stations 24 -hour, 85'^ permntile rainfall Table A -1: C Values Based on Impervious ervious Area Ratios % Impervious % Pervious C 0 100 0.15 5 95 0.19 10 90 0.23 15 85 0.26 20 80 0.30 25 75 0.34 30 70 0.38 35 65 0.41 40 60 0.45 45 55 0.49 50 50 0.53 55 45 0.56 60 40 0.60 65 35 0.64 70 30 0.68 75 25 0.71 80 20 0.75 85 15 0.79 90 10 0.83 95 5 0.86 100 0 0.90 Storm Water Quality Design Volume Calculations - Newport Banning Ranch SQDV = C * I * A * (Conversion) C = Runoff Coefficient depth = volume / area I = Rainfall Intensity I = volume / C * A * conversion conversion = (1/12) *(43560) a g a Drainage Area A Development Area ° r° impervious Runoff Coefficient Rainfall Intensity in Drainage Area (acres) Conversion Factor Treatment q a Required (ft) ) Treatment Required acre -ft A19.1 Road 90% 0.83 0.7 2.81 3630 5,901.38 0.135 A19.11 Park 4b 10% 0.23 0.7 2.21 3630 1,271.94 0.029 A17 Park 4b 10% 0.23 0.7 1.6 3630 920.86 0.021 A16.4 Park 4b 10% 0.23 0.7 3.71 3630 2,135.24 0.049 A19.8 Road 90% 0.83 0.7 1.85 3630 3,885.25 0.089 Al2.12 Resort Colony (5a /6a) 65% 0.64 0.7 7.17 3630 11,641.92 0.267 Al2.9 Road 90% 0.83 0.7 1.01 3630 2,121.14 0.049 Al2.14 Resort Colony (6a /6b) 65% 0.64 0.7 6.6 3630 10,716.41 0.246 Al2.13 Road 90% 0.83 0.7 0.44 3630 924.06 0.021 Al2.11 Townhomes 9a 75% 0.71 0.7 1.33 3630 2,412.98 0.055 Al2.8 Townhomes 9a 75% 0.71 0.7 0.48 3630 870.85 0.020 A19.9 Townhomes (9a) 75% 0.71 0.7 2.51 3630 4,553.83 0.105 Al2.7 Townhomes 9a 75% 0.71 0.7 0.62 3630 1,124.85 0.026 Al2.4 Townhomes (9a) 75% 0.71 0.7 4.05 3630 7,347.81 0.169 Al2.2 Road 90% 0.83 0.7 0.43 3630 903.06 0.021 Al2.1 Townhomes 9a) 75% 0.71 0.7 1.54 3630 2,793.98 0.064 Al2.3 Bluff Top Homes 9b 60% 0.60 0.7 1.14 3630 1,742.39 0.040 Al2.5 Road 90% 0.83 0.7 0.41 3630 861.06 0.020 Al2.6 Bluff Top Homes 9b 60% 0.60 0.7 1.13 3630 1,727.10 0.040 Al2.10 Bluff Top Homes 9b 60% 0.60 0.7 2.1 3630 3,209.66 0.074 A7.4 Road 90% 0.83 0.7 2.47 3630 5,187.34 0.119 A7.3 Park 4a 10% 0.23 0.7 6.35 3630 3,654.66 0.084 A19.6 Park 4a 10% 0.23 0.7 2.54 3630 1,461.86 0.034 A19.5 Road 90% 0.83 0.7 3.09 3630 6,489.42 0.149 A19.1 Park Flats 7c 75% 0.71 0.7 1.8 3630 3,265.69 0.075 A19.2 Park Flats 7c 75% 0.71 0.7 2.42 3630 4,390.54 0.101 A19.3 Road 90% 0.83 0.7 0.9 3630 1,890.12 0.043 A19.4 Park 4a 10% 0.23 0.7 1.92 3630 1,105.03 0.025 A19.7 Park( 4a 10116 0.23 0.7 2.54 3630 1,461.86 0.034 A11.2 Road 90% 0.83 0.7 0.25 3630 525.03 0.012 A11.5 Road 90% 0.83 0.7 1.18 3630 2,478.16 0.057 Page 1 of 2 Drainage a g a Area A Development Area ° r° impervious Runoff Coefficient Rainfall Intensity in Drainage Area (acres) Conversion Factor Treatment Required (ft) Treatment Required acre -ft A11.6 Bluff Traditional 9c 75% 0.71 0.7 1.15 3630 2,086.42 0.048 A11.4 Park 4e 10% 0.23 0.7 1.84 3630 1,058.99 0.024 A11.7 Bluff Traditional 9c 75% 0.71 0.7 4.75 3630 8,617.80 0.198 A11.8 Bluff Top Homes 8a 60% 0.60 0.7 6.1 3630 9,323.31 0.214 A11.1 Road 90% 0.83 0.7 0.19 3630 399.03 0.009 B11.2 North Terrace Lofts 7a 75% 0.71 0.7 4.43 3630 8,037.23 0.185 C3.3 Bluff Traditional (9c) 75% 0.71 0.7 3.05 3630 5,533.54 0.127 C4.1 Road 90% 0.83 0.7 0.73 3630 1,533.10 0.035 C5.2 Bluff Traditional 9c 75% 0.71 0.7 2.49 3630 4,517.54 0.104 C6.1 Road 90% 0.83 0.7 0.62 3630 1,302.08 0.030 C6.2 Bluff Traditional (9c) 75% 0.71 0.7 3.14 3630 5,696.82 0.131 C3.2 Coastal Beach 8b 75% 0.71 0.7 2.09 3630 3,791.83 0.087 C4.2 Coastal Beach 8b 75% 0.71 0.7 1.21 3630 2,195.27 0.050 C5.1 Road 90% 0.83 0.7 0.32 3630 672.04 0.015 C6.3 Park (4f ) 10% 0.23 0.7 1.37 3630 788.49 0.018 C7.3 Coastal Beach 8b 75% 0.71 0.7 3.51 3630 6,368.10 0.146 C7.1 Road 90% 0.83 0.7 1.12 3630 2,352.15 0.054 C8.2 Coastal Beach 8b 75% 0.71 0.7 5.34 3630 9,688.22 0.222 C8.1 Road 90% 0.83 0.7 0.48 3630 1,008.07 0.023 C8.3 Bluff Top Homes 8a 60% 0.60 0.7 2.16 3630 3,301.37 0.076 C9.1 Road 90% 0.83 0.7 2.55 3630 5,355.35 0.123 C9.2 Coastal Beach 8b 75% 0.71 0.7 2.41 3630 4,372.40 0.100 C14.2 Coastal Beach 8b 75% 0.71 0.7 2.24 3630 4,063.97 0.093 C13.2 Park 4' 10% 0.23 0.7 3.8 3630 2,187.04 0.050 C14.1 Road 90% 0.83 0.7 0.2 3630 420.03 0.010 C3.1 Road 90% 0.83 0.7 2.81 3630 5,901.38 0.135 C12.3 South Terrace Lofts (7b) 75% 0.71 0.7 8.66 3630 15,711.61 0.361 C12.1 Road 90% 0.83 0.7 2.34 3630 4,914.32 0.113 C12.2 South Terrace Lofts 7b 75% 0.71 0.7 5.84 3630 10,595.36 0.243 C13.1 Road 90% 0.83 0.7 0.27 3630 567.04 0.013 C15 Eco -Guest Retreat 15% 0.26 0.7 5.07 3630 3,401.08 0.078 C11 Off -site drainage 90% 0.83 0.7 1.06 3630 2,226.14 0.051 C10 Off -site drainage 90% 0.83 0.7 0.88 3630 1,848.12 0.042 Total 62% 0.62 0.7 152.82 3630 238,814.11 5.482 Page 2 of 2