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HomeMy WebLinkAboutR_5671_S113660 6 AK E II: C t---+----:..C.CC:..-'-----0~---+---'-'-~ :r ~ w > • C • CD " -"~'.j.__..:.•/.1-!-A~O!;.A M~S'----~Ac;_V.,_E t-;;:-; ~ I- C!) z 1-z ::::, :r lL 0 0 -011:AHGE " ~ • 0 r • • 0 ~ 0 • • • ,0 .., (' CITY OF COSTA MESA VICfQftlA / ,,,. / . .. .. C Sl • 0 • • • r C0.4.S T COllEGE f-----.;:;1// J------jOll:AHGE C S 1 FAll:Gll:O ~ 1---------7"'. -> • • --INDICATES :REA SHOWN ON LOCATION MAP VICINITY MAP l/4 0 ¼ 1/2 3/4 1 ----·---G~APHIC SCALE IN MILES SYMBOL LEGEND ♦ POWER POLE 0 MANHOLE 'tl' FIRE HYDRANT D METER BOX --0--VALVE E-POWER POLE ANCHOR b,_ MONUMENT -x-x-FENCE BLOCK WALL C& TREE l;J'-,f:} SHRUBBERY /' .Jz.&.&.d:.' ASPHALT PAVEMENT :;:i,:,;:c;:t . .t?;,; ~..Ri'S BRICKWALK '. . -_ - . I l_:_.:__~cJ CONCRETE ~ d eL/.L-<L,~Y-1 BUil DING EXISTING CONSTRUCTION NEW CONSTRUCTION ---i-CENTERLINE ----s-SEWER LINE -----w-WATER LINE --,;-GAS LINE -E-POWER LINE -TEL-TELEPHONE LINE -Tv-CABLEVISION LINE -SP-_ SPRINKLER SYSTEM 3::i: STREET LIGHT EMERGENCY TELEPHONE AGENCY SOUTHERN CALIFORNIA GAS COMPANY SOUTHERN CALIFORNIA EDISON COMPANY PACll:IC TELEPHONE COMPANY CITY OF NEWPORT BEACH (PUBLIC UTILITIES) COUNTY SANITATION DISTRICTS COMCAST CABLEVISION COMMUNITY CABLEVISION UNDERGROUND SERVICE ALERT u C :E N c1r·y OF IRVINE CITY NEWPORT PUBLIC WORKS OF BEACH DEPARTMENT U-NIVERS1 11 '--. ' ,,, ..... _ ~ o. \ V" MEM RIAL PA II: K RD. U C o LOCATION MAP : NOT TD SCALE .... - ½~ ] CLIFF DRIVE --------{~ WEST @--INSTALL MEYERS STAINLESS STEEL SERVICE CA8INfT PER CITY STANDARD PLAN ND. 2D6· L WITH SCHEDULE 80 P.V.C., 21/t" DIAMETER, 36" SWEEPS. CONTACT JIM PALMA Of SOUTHERN CALIFORNIA EDISON CD. AT 714•8,S·D2D3 rnR SERVICE C6 WEEKS NOTICE REDUIRED). ______ 1 EA. @--INSTALL 111-." P.Y.C. CONDUIT WITH : 2 ND. 8 • STRANDED STREET LIGHT 124D Vl 2 ND. ID· STAIRWAY C 24D VJ 2 ND. ID· IRRl&ATIDN CONTROL I no V l • I NO. 8 • BARE SOLID COPPER GRDUND _________________ l25 l.F. @--INSTALL 1/t" P.Y.C. CONDUIT WITH 3· ND.12 AW6. ________________ 1 3 l.F. @--INSTALL 11/4" P.V.C. CONDUIT WITH: 2 ND. 10 • STAIRWAY 1240 VJ l ND. 1D • IRRIGATION CONTROL 112D VJ I NO. 8 • BARE SOLID COPPER GRDUND _________________ l B l.F. @--INSTALL 1/4" P.V.C. CONDUIT WITH 3 • ND. Ii AWG l24D VJ AND 6RDUND. _________ 38 L.F. @-INSTALL NO. 31/t PULLBDX I BROOKS PRODUCTS DR APPROVED EDUAL I. 7 EA. @-INSTALL 11/4" P.V.C. CONDUIT ONLY lFDR rnTURE USE l. 127 L.F. @--INSTALL 11/4" P.V.C. CONDUIT WITH 2 • HO. 8 STRANDED 1240 VJ AND ONE Ill NO. B BARE SOLID COPPER GRDUND. ________________________ 222 L.F. REVISIONS: ~ .., ~ CONSTRUCTION NOTES AND D.UANTITIES : @--CONSTRUCT TYPE •• A" P.C. CONCRETE CURB AND GUTTER I 6" CURB FACE l PER CITY STANDARD PLAN ND. 182-L. _________________________ 333 l.F. @--CONSTRUCT TYPE "B" P.C. CONCRETE CURB ONLY C 6" CURB FACE J PER CITY STANDARD PLAN ND. IB'l·L, ___________________________ )80 l.F. (D---coNSTRUCT 4" ASPUALT CONCRETE OVER B" AGGREGATE BASE. ___________ ,, 14& S.F. @-CONSTRUCT 4" THICK P.C. CONCRETE SIDEWALK PER CITY STANDARD PLAN NO. 18D•L AND PER DETAILS ON SHEET ND. l OF THESE PLANS. _________________ ?, D6 9 S.F. ©--coNSTRUCT P.C. CONCRETE CONTINUOUS FOOTING AT BACK OF SIDEWALK ALDNC CHILI'S REST· AURANT PROPERTY. RIFER TD SHEET ND. l OF THESE PLANS FDR DETAILS. _________ l 12 L.F. ©--INSTALL 2" OUTSIDE DIAMETER • 42" UIGH GALVANllED PIPE HANDRAIL ALONG CHILl"S REST· AURANT PROPERTY. REFER TD SHEET ND. l OF TUESE PLANS FDR DfTAILS. _________ l 32 L.F. ©--coNSTRUCT MASONRY CONCRETE BLOCK RETAININ& WALL. REFER0TD SHEET NOS. 4-AND 5 OF THESE PLANS FDR RETAINING WALL PROFILES AND TD SHEET NO. ' OF TUESE PLANS FDR RETAINING WAIL CONSTRUCTION DETAILS. __________________ 2,464 5.F. @--CONSTRUCT 18" WIDE • , .. DEEP• 4" THICK P.C. CONCRETE V· DRAIN BEHIND RETAINING WALLS. REFfR TD SHEET NO. l DF THESE PLANS FOR DETAILS. _________ 391 L.F. @--REMOVE EXISTING WOOD AND IIIIRE FENCE ALONG CHILI' 5 RESTAURANT PRDPERTY. _______ I DB L.F. @)--PERFORM MINOR GRADING TD FILL AND CUT AREA IMMEDIATELY BEHIND RHAININ6 WALL ALONG NORTHERLY RIGHT-DF·WAY LINE OF AVON STREET. RHER TD PLAN AND PROFILE VIEWS ON SHEET ND. 2 OF THESE PIANS. THE CONTRACTOR SHALL ACHIEVE '30% COMPACTION UTILlllNG VIBRATORY EQUIPMENT DR OTHER MEANS SATISFACTORY TD THE CITY ENGINEER. ---LUMP SUM _@--CONSTRUCT P.C. CONCRETE 5TEPS AND WALKS, REINFORCED CONCRETE WAllS, AND GALVANIUD PIPE HANDRAIL IN STAIRWAY LEADING FROM THE NORTH SIDE OF AVON STREET TD SANTA ANA AVENUE. REFER TD SHEET ND.11 OF THESE PLANS FDR DETAILI. ___________ LUMP SUM @--COLLECT nows FROM 16"" WIDE P.C. CONCRETE V· DRAIN AND FROM 4" DIAMETER PERFORATED PIPE SUBDRAIN BEHIND RETAINING WALL ALONG THE NORTHERLY RIGHT· DF • WAV LINE OF AVON STREET IN A 4" DIAMETER, SCHEDULE 4D, P.V.C. I DR APPROVED EIIUAL J PIP£. EXTEND PIPE TD DRAIN EASTERLY BEIIIND EXISTING NORTHERLY CURB TD THE EflSTIUG 4" P.V.C. PIPE TERMINATINll AT STREET STATION 15+80.0. _________________ 127 l.F. @-INSTALL 2" OUTSIDE DIAMElER • 42" HIGH GALVANllED PIPE HANDRAIL ALONG BOTH SIDES or NEW CONCRETE STAIRWAY LEADING TD CHILI'S RESTAURANT PROPERTY. REFER TD SHEET ND. 5 OF THESE PLANS FDR DETAILS. ___________________ LUMP SUM @--CONSTRUCT 12" WIDE • &" DEEP • 4" THICK P.C. CONCRETE V· DRAIN BEHIND RETAININ6 WALL ALONG NORTHERLY SIDE OF CONCRETE STAIRWAY LEADING FROM THE NORTH SIDE OF AVON STREET TD SANTA ANA AVENUE. REFER TD SUEET ND. 11 OF THESE PLANS FDR DETAILS. COLLECT nows FROM V· DRAIN IN A A" DIAMETER, SCHEDULE 40, P.V.C. C DR APPROVED EllUAL J PIPE. EXTEND PIPE TO DUTIET THROUGH CORE• DRILLED CURB FACE INTO AVON STREET. _______ 15 l.F. @--INSTALL STREET LIGHT PER CITY STANDARD PLAN ND. '202· L· B. CONCRETE POLE SHALL BE l&'·J• TALL PUMPCD, WITH &.E. FIXTURE ND. Pl7 M • 07· S· 3· H· 2· L· M 51 • GR, DR APPROVED EDUAL. __ 3 EA. @--INSTALL 8" DIAMETER, SCHEDULE 4D, P.Y.C. I DR APPROVED EOUAL J PIPE PLANTER POCKETS IN CONCRETE SIDEWALK. REFER TD SHEET ND. l OF THESE PLANS FDR DETAILS. _________ 4 EA. @--CONSTRUCT WOOD BEftCH PER DETAIL ON SHEET ND. 11 OF THESE PLANS. __________ f EA. @--INSTALL PRESCDLITE ND. 4756-1, SD WATT, 240 VOLT IDR APPROVED EDUIL l, LIGHT FIXTURE IN STAIRWAY GENERAL NOTES : 1. THE CONSTRUCTION OP All PUBLIC IMPROVEMENTS SHALL tDNF0RM TD THf RHUIREMENTS OF THE NEWPORT BEACH CINSTRUCTIDN STANDARDS AND THE STANDARD SPECIFICATIDftS FDR PUBLIC WORKS CONSTRUCTION, 1988 EDITION AND SUPPLEMENTS . 2. EXISTING UNDERGROUND UTILITIES ARE SHOWN AS PER AVAILABLE RECBRDS. THE CONTRACTOR SHALL BE RESPONSIBLE FDR VERIFYING THE ACTUAL LDCATIDI AND £LEVATIDN IN THE FIELD PRIOR TD BEGINNING CONSTRUCTION OF THE ftEW FACILITIES. l CURB DATA REFERS TD FACE OF CURB. 4. All EXPOSED CONCRETE SURFACES SNAIL CONFORM Ill GRAD!, COLOR, AND FINISH TD All ADJOINING CURBS AND WALKS. S. AIL UNDERGROUND WORK SHALL BE CDMPIETED PRIOR TD PAYING OF STREETS AND DRIVEWAYS. It. THE CONTRACTOR SHALL REBUEST INSPECTION FROM THE PUBIIC WORKS DEPARTMENT 48 HOURS IN ADVANCE OF PER· FORMING ANY WORK At 7l4·644·3l11. THI PUBIIC WORKS DEPARTMENT"S INSPECTOR SHAil AISD 8£ NOTIFIED AFTER PLACEMENT OF FORMS AND PRIOR TD PLACEMENT OF ANY CONCRETE FDR CUii AND GUTTER SD THAT THE FORMS CAN IE CHECKED FOR LINE AND GRADE IND CDMPATABIIITY WITH EXISTING CONSTRUCTION. 7. THE WALLS AND FACE OF All EXCAVATIONS GREATER lHAN FIVE UJ FIET IN DIPTH SHALL BE EFFECTIVELY GUARDED BY A SHORING SYSTEM, SLOPING or THE &ROUND, DR OTHER EBUIVALENT MEANS. TRENCHES DR EXCAVATIONS IESS THAN HY[ 151 FEET IN DIPTH SHALL ALSO IE GUARDED WHEN EXAMINATION INDICATES THAT HAZARDOUS GROUND MDYIMINT MAY Bl EXPECTED. 8. TH! CONTRACTOR ISJ SHALL DITAIN A PERMIT TD PERFORM llCAVATIDN DR TRENCH WORK AS DESCRIBED IN NO. 7 ABDYI FROM CAL/ OSHA . •. All STORM DRAIN, SEWER AND WATER PIPE SHALL Bl BEDDED PER CITY or NEWPORT BEACH STANDARD ND. 106· l. 1D. ALL CONCRETE SHALL BE S6D· C • JUD. 11. SEWER MANHOLES SHALL Bf LEFT BELOW PAVEMENT GRADE AND BROUGHT TD FINISH GRADE AFTER PAVEMENT IS IN PLACE. ELECTRICAL NOTES : SEE SHEET ND. 1 DJ' THESE PLANS. INDEX TD SHEETS: SHEET ND. DESCRIPTIDN t TITLE SHEET 1 STREET IMPRDYEMENT PLAN FDR AVDN STREET c FROM SANTA ANA AVENUE TD 458 FEET EASTERLY OF SANTA ANA AVENUE J l TYPICAL STREET SECTIDNS FDR AVON STREET 4 RETAINING WALL PROFILES I FDR WALLS ON NORTHERLY SIDE OF AVON STREET J s RETAINING WALL PRDFJL[ ( FOR WALL ON SOUTHERLY SIDE OF AVON STREET J 6 RETAINING WALL CDNSTRUCTIDN DETAILS i MINI· PARK PLAN 8 SEWER AND WATER IMPROVEMENT PLAN FDR AVON STREET I FROM SANTA ANA AVENUE TD 458 FEET EASTERLY OF SANTA ANA AVENUE l I WATER IMPROVEMENT PLAN FDR AYDN STREET I FROM 458 FEET EASTERLY TD 562 FEET EASTERLY OF SANTA ANA AVENUE J ID SEWER LATERAL DETAILS t I MINI· PARK DETAILS NDTE: REFER TD SHEET NOS. B AND 9 OF THESE PLANS FDR CONSTRUCTION NOTES AND DUAHTITIES FDR THE PROPOSED SEWER AND WATER SYSTEM IMPROVEMENTS. UTILITIES DEPARTMENT APPROVED: THIS PLAN IS SIGNED BY THE CITY OF NEWPORT BEACH FDR CONCEPT AND ADHERENCE TD CITY STANDARDS AND REQUIREMENTS ONLY. THE CITY IS NOT .RESPONSIBLE fDI DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATE NUMBERS WALLS IN LOCATIONS AS SHOWN ON SHEET ND. 1 OF THESE PLANS AND AS DETAILED IN TUE STAIRWAY SIDE SECTION VIEW ON SHEET ND. ti OF THESE PLANS. ____________ 5 EA. DEPUTY UTILITIES DIRECTOR CITY DF NEWPDRT BEACH PUBLIC WORKS DEPARTMENT NUMBER 534-0251 895-0221 611 644·3011 962-2411 DATE BY BASIS OF BEARINGS DESCRIPTION APP"D. BENCHMARK IN THE NORTHEAST PART OF THE INTERSECTION OF SANTA ANA AVENUE AND BEACON STREET, l'll.S FEET NORTHEAST OF THE CENTERLINE OF BEACON STREET, 29.3 FEET SOUTHEAST OF THE CENTERLINE OF SAnTA ANA AVENUE, 19.~ FEET NORTHEAST OF THE NORTHEAST EDGE OF A DRIVEWAY, 21.2 FEET SOUTHWEST OF A CONCRETE POST, LEVEL WITU TOP OF CURB. CIVIL ENlilNEER : K.W. LAWLER AND ASSDCIATES, INC. !832 WALNUT AVENUE. SUITE A TUSTIN, CALIFORNIA 9!&8D R.C.E. DATE CIVIL ENlilNEER'S CERTIFICATIDN: THESE IMPROVEMENT PLANS WERE PREPARED UNDER THE SUPERVISION OF: rJ1 NOVEMBER 15, i,,o KERRY W. LAWLER, R.C.E. ?!927 DATE STREET IMPRDVEMENT PLANS FDR : A V O N STREET ROff&sto,t i-,c W-1..f.;,'t,i ~~~ 1110. 2"BZ7 ~ EXPIRES '° 12·31·'3 C n I\ F CM.If 542·6222 after s:oo 54z.3975· 720~4040 1·800-422· 4133 THE BEARINu OF NORTH 7&0 15' DD'" WEST ALONG THE CENTERLINE OF AVON STREET, AS SHOWN ON PARCEL MAP ND. 87·1D&, RECORDED IN BOOK 227, PAGES , AND 1D OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF ORANGE COUNTY, CALIFORNIA. 11'1& ELEVATION : '19. 8D2 CONTACT: KERRY W. LAWLER, PRESIDENT 714 • 73D • 0401 REGISTRATION EXPIRATION DATE: 12·31·91 FROM SANTA ANA AVENUE TD 451 FEET EASTERLY DF SANTA ANA AVENUE SHT. t OF tt 1D0·434 - -- .. 'i,r i..,,, I .IJ' ""' -I Vt ------+ to DIETERICH POST REORDER NO. 113013 ND T [ • • ti S[E SHEET ND. 7 FDR CDNSTRUCTIDN NDTES, ADDITIDNAL DETAILS, AND CDNTINUATIDN DF ELECTRICAL FACILITIES IN THIS AREA. • 90° DD' DD" 90' DD' DD" 24.14,. /'ll78 . -.·.'·_., ....... -:- 18.00' ia.21· 3.00' 4.71' ... - 18.00' 3.00' ----E- A SEE SHEET ND. l FDR TYPICAL STREET 5ECTIDNt CHILI'S RESTAURANT PROPERTY 11!!" 8 PROPOSED MASONRY CONCRETE BLDCK RETAINING WALL AND SCR!EN WALL IBY DTUERS J DN NEWPORT IMPDRTS PROPERTY. NEWPORT IMPORTS PROPERTY THIS PLAN IS SIGNED BY TUE CITY OF NEWPORT BEACH FOR CONCEPT AND ADHERENCE TD CITY STANDARDS AND RE9UIREMENT5 ONLY. THE CITY 15 NOT RESPONSIBLE !DR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATE i:, .. ;,,. DATE BY DESCRIPTION APP'D. REVISIONS AND ON[ m HD. a &ARE ~1.'-4.i,;~ APPROVED: NO.ua, DPIRE.8 ll·l1·9l Cll CAI: DEPUTY UTILITIES DIRICTDA R.C.E. DATE DESIGNED DRAWN STA. 15+8D.O TERMINAlE PRDPD5£D 4" DIA. DRAIN LINE IN EXISTING 4" DIA. P.V.C. PIPE. SEE SHEET ND. 9 OF TUES£ PLANS FDR PIPE CONTINUATION • CIVIL ENGINEER : K. W. LAWLER AND ASSOCIATES, INC. 183'2 WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&11D CONTACT: KERRY W. LAWLER, PRESIDENT ,14-710·0401 STREET IMPROVEMENT PLAN FDR : AV D N STREET FROM SANTA ANA AVENUE TO 4511 FEET EASTERLY OF SANTA ANA AVENUE L.C.S. J.l.S. CITY OF NEWPORT BEACH CHECKED DATE K.W.L. I HS·9D PUBLIC WORKS DEPARTMENT SHEET 2 OF ff 100·414 -- \ l -I "" ) / 'Z4-- tt-- to-- ,a-- 14-- 12-- to-- 24-- 22-- 'lD-- 18-- ., __ t4-- t2-- to-- DIETERICH POST FIEORDER HO. 113013 TYPICAL SECTION [TAKEN AT STREET STATION 12• D8.J2 l S1• D11 ... z .. i ~ Cl ,.:.. :z !::! ' ~--""· .. .. ~ ~ • :::; "' ~ :z ... ::, C> .,, • IV~~\l5 ~ •.r 4 1 i I t='I a--i--~ L[XISTING GROUND I I ~ I I © GALYANltED PIPE HANDRAIL DETAIL : CAT BACK OF SIDEWALK ON SOUTHERLY SIDE DF AVON STREET, ALONG CHILI'S RESTAURANT PROPERTY ] I I HISTING MASONRY CONCRETE BLOCK RETAINIIIG-------tl I WALL DH CHILI'S RESTAURANT PROPERTY. PROTECT I I SCALE: I": 2'·0" -... MAXIMUM SPACING [TYPICAL> PER BUILDING CODE '""'"· ~ I I ----·------~ i I 7 L_J TYPICAL SECTION 8· B: !TAKEN AT STREET STATION 13+ 58.J? l I 7 ____ _J □ B □ □ □ PROPOSED MASONRY CONCRETE BLOCK RETAINING----,~ WALL AND SCRHN WALL I BY OTHERS] DH NEWPORT I IMPORTS PROPERTY _ D -2" OUTSIDE DIAMETER &ALVANIZED PIPE HANDRAIL AND POSTS !TYPICAL) I 1 "" ..J "' -_.., "" "' : = ... .., . "" t:I • z Cl - ~· ~ Ne, ... I • --~ I liALVANltED POSTS AT l'·D" DN CENTER a C DR AS APPROVED BY CITY ENlillEER J • .. -&" WIDE• t"·D" DEEP CONTINUOUS CONCRETE FOOTING AT BACK DF CONCRETE SIDEWALK . • ... z _. i ' ... Cl ,:. :z !:! "' :::; .... .... :z ,-::, Cl .,, 4 I CONSTRUCTION NDTES: -©--coNHRUCT TYP[ • A· P.C. CDNCREJl.-Clllli' AND CUTTER Ii" CUR& FACII PER CITY STANDAI~ PIAN ND. tit·/ ------ ©--tDNSTRgp-tfPE •a· P.C. CDNCRIT! CUii ONLY t , .. CURB FACE l PER mr STAHDARD PIAN __yi---tn· L. ~CDNITRUCT 4" AIPHAIT CONCRETE DVIR I" ACDRIHTE BAI!. ©-cmmRUCT 4" THICK P.C. CONCRETE SID[WILK PER CITY STANDARD PUN ND. t8D·L AND PER DllAILS ON SHIil ND. 1 OF THESE PIAWS. ©--coNSTRUCT P.C. CONCRETE CDIITINUDUS FOOTING AT BACH DF IIDEWAIH AIDHC CHlll'S REIT• AURANT PROPERTY. RIFER TD SHEET NO. J OF THEIi PIAN! FDR DHAIIS. ©--1NSTAll t• OUTSIDE DIAMETER • 41" HIGH GAIVANllEO PIPE HANDRAIi AIDNG CHILI'S REST· AURAMT PROPERTY. RIFIR TD SHEET HD. 3 OF TMISE PLANS rnR DITAIII. ©---coNSTRUCT MISDHY CONCIITE IIDCK RETAINING WALL. REFER"TD SHEET NOS. 4-AND 5 OF THIII PIAN! FDR RITAINING WAIL PRDFIIU IND TD SNEil ND. ' or THEIi PIANS FDR RllAINING Will CDHTRUCTIDN OITAJIS. @-CONSTRUCT 18" WIDE• '" DEEP• 4" THICK P.C. CONCRETE Y· DRAIN BEHIND RETAINING WAILS. REFER TD SHEET ND. 3 DF TNIIE PIANS FDR DETAILS. @-RIIIDVE EIISTINll WDDD AND WIRE FENCE AIDNG CHILI'S RESTAURANT PROPERTY. @--IA5TALl 8" DIAMETER, ICHEDULE 4D, P.V.C. !OR APPROVED EQUAL) PIPE PLANTER POCKETS IN CONCRETE SIDEWALK. RHER TD INEH ND. l Of THESE PLANS rDR DETAILS. 4D'·D" WIDE EXISTING RIGHT-OF-WAY 31'· &11 @ P.V.C. PIPE PLANTER POCKET DETAIL : C IN CONCRETE SIDEWALK ON NORTHERLY SIDE OF AVON STREET, AT STREET STATIONS AS SHOWN ON SHEET ND. 2 OF TIIESE PLANS l SCALE: I": l'·D" INSTALL 8" DIAMETER, SCHEDULE 4D, P.V.C. I DR APPROVED EIUAL l PIPE PLANTER POCKET THRDUlill PROPOSED CONCRETE SIDEWALK, AGGREGATE BASE, ANO CONCRETE RETAINllfli WALL FOOTING AS 511DWI. 40'·0'" WIDE EXISTING RIGHT-OF-WAY '31'·6" ______ _/ / / 8" DIA. --__ 'la /"' @ CONCRETE Y· DRAIN DETAIL : C BEIIIND PROPOSED RETAINING WALLS ON NDRTIIERLY SIDE OF AVON STREET l SCALE: I", 1'·0" 18" ,----; j /;> 1 .;. 6" x 6", NO. ID x NO. 10 WELIIED WIRE MESH -t--PRDPDSED MHONRY CONCRETE BLOCK RETAINING WALL 4 .., :z ::::; ~ • 3': .. ... Cl !ii: !::! .. :::; "' ... I;; .. z --tr. --24 --22 --20 --t8 --'ZB --24 --'l2 --20 --18 --1& LEXISTING GROUND EXTEND AGGREGATE BASE IN STREET PAVEMENT SECTION-------' OVER TOP DF CONCRETE RETAINING WALL FOOTING. USE TYPICAL SECTION SCAl[S: HDRllDNTAL: t": 2'·0" VERTICAL: I": 2'• D" THIS PLAN 15 SIGNED BY TNE CITY OF NEWPORT MACH FDR CONCEPT AND ADHERENCE TD CITY STANDARDS AND RE&UIREMENTS ONLY. THE CITY IS NOT RESPONSIBLE FDR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATE AGGREGATE BASE AS A FDUNDAllDN FDR FORMING AND POURING PADPDSED CONCRETE CURB ONLY ANO SIDEWALK. l TYPICAL ALONG NORTIIERLY SIDE DF AVON STREET. l "/4'/-'i w. '-i,-; $~.JAl ~ /;i N0.23927 EXPIRES l'l·Jl-93 en, F CM.I DATE BY DESCRIPTION APP'D. DESIGNED DRAWN L.6.S. J.L.S. CIVIL ENGINEER : K. W. LAWLER AND ASSOCIATES, INC. 2832 WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&8D CONTACT: KERRY W. LAWLER, PRESIDENT i14. 73D • D4DI TYPICAL STREET SECTIONS FDR AVDN STREET CITY OF NEWPORT BEACH REVISIONS CHECKED DATE K.W.L. 11 ·IS·9D PUBLIC WORKS DEPARTMENT SHEET '3 OF t I 100·4]4 0 .... -- 1D-- 29-- 'lB-- !7-- 'l&-- !5-- !4-- 'll-- 11-- 12-- Jf-- 1D-- 29- 28-- 17-- 'l&-- 'ZS-- 24-- t]-- 1b1' S.13' 8.□□" 14.□□' ------~r !------------~ 3?.00' ... ... o:i C, • +'-' ... '"' -... "" .., ....... ,,., .. 14.&7' 32.00' ~~ '1----------------'"T""--..... 8.50' 5.00' ~ ... -.. ,,., ... _ 2 ... . ... -C, ... -"' ... "' .. C, -..,z .... ....... .... .. ... .. ...... ;,: .... "' "' ... "-z: z: ''"'' z ...... .. ... ' .... ...... ... "' "' -= .. :z ; !:3 :, u ... ... ... u ...; =-z: -:z: "' -... C, :, :!: ... u u cc 3 z ... ;i: Ei -.. ... .. _ ... ... z: :! ... ... -.,, ... .,. "' ... ~ z"' "' ,_; "' -... .,. ... u ,., ... + ,-: + ,-: ----LU -... -C, .. "' ~ "' r-: -"' • ~ ~ .. u ,,., .,. '" i: ::: .... ;,. - . t ~ : 4.00' 2.67' 2.67' 4.00' JS.DO' 38.50' 22.00' 97.&7' TOTAL 8.SD' 9.13' 1. ... .... .. ;,: ... :z z :! ... oc 3 .... :z C, ... ... ... ... z 4 1 51.□□• '~ ... ... ,..; ... +'-' .,. ,-: "-----~A R E A D F F I l L -...........___ B E 111 N D WA l L -------------,.. cc'-'! ... ... ... ... o:i . "''-' ~~ 20.00' ., 20.□D' .... w ... ... z ... -... ... > z a &.I Ill .... C Cl :I ... .... .... ... ,It .. ;;: ... 3 :z .. ,-... "' IX IX ... ... ... z :z :z "" "' "' C, C, C, u u LI "' 3 .... .... .... ... ... ... .. .. ..... ;,,: ;,: '";,: c:, "' "' ...... :z: ...; z LI + z: ...; z: '"' z: t--' --,-: -z: .., .. er: "" ...... ... "? I-.,. ca:.-9 .... "' ... "' ....... ,,., "' .,. "' "' .,, "' "" -- 40.00' lSD' ~.00' 14.00' 10.&1' 11>.00' 19i.□□' T □ TAL &4.00' ~ // ~~EXISTIN[; GROUND AT BACK Df _...,,-/ PROPOSED RHAININ[; WALL _-;;::-AREA DF CUT "'-~/ BEIIIND WALL "'- ... ... o:i C + '-' "" ,-: • "' .. C, ,-_ ,,., .,. 1 I 1&.□□• I ! ! 11.D□' 12.□□• PROFILE 5CAL£5 : HDRllDNTAL: t", 10'· D" VERTICAL: I": 1'·0" 1&.aa· THIS PLAN IS 516NED BY THE CITY OF NEWPORT BEACH FUR CONCEPT AND ADHERENCE TO CITY STANDARDS AWD REQUIREMENTS ONLY. THE CllY 15 NOT RESPONSIBLE FDR DESIGN ASSUMPTION AND ACCURACY. CITY EN61NHR DATE 44.□□' 12.00' 20.00' DATE. BY DESCRIPTION R£VISIDNS 31.□□' N ... .; C, . + '-' "' ,-: "' d"°? t;; "' 20.00' APP'D. 12.00' ... ... 28.0D' VR0F£SS10~ ~ w. L.t,.; ~ ~ a~\ ... N0.2»27 ~ EXPIRES •• 12·31·•3 C ll ll 'f CAL.If DESIGNED DRAWN l.G.5. l.l.5. CHECKED OAT[ K.W.l. 11·15·90 ;., .... i,n ;.-. ;... BJ' 2.61':::: !.&7' UT 4.00": 0 :z: "' ...; :z C, u z: .... 5 C, ... C, 4 ., t;; ,,., I. 1 10.DD' CIVIL tNlilNE£R: u ,-: ~ ,.. C, .,; ::; -25 -24 -21 -22 -21 -2D -19 -ta -17 1& 15 -14 K. W. LAWLER AND ASSOCIATES, 2831 WALNUT AVENUE, SUITE A INC. TUSTIN, CALIFORNIA 92680 CONTACT: KERRY W. LAWLER, PRESIDENT 714· 730 • 0401 RETAINING WALL PRDFILE5 ALONG THE NORTHERLY SIDE DF AVDN STREET CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT SHEET 4 OF t I 1DD ·434 -. . i ) @) CONCRETE STAIRWAY AND GALYANltED PIPE HANDRAIL DETAIL: C LEADING FROM TIIE SOUTHERL'Y SIDE DF AVON STREET TD CHILI'S RESTAURANT PROPERTY J SCALE: I" • 2'· D" J'-011 2" OUTSIDE DIAMEUR GALVANIZED PIPE HANDRAIL AND~ POSTS ALONG BDTII SIDE5 DF STAIRWAY 24.J& ~,A"'c"'K =s1=0E=w=AL=K~ FOUR 61/1" HIGH CONCRETE RISERS---~ NO. 4 HDRllONTAL CONTINUOUS REBAR IN--..__ UCII RISER NOSE, 2" CLEAR FROM ALL SIDES 2'·0" ... I ... ... -... -.... ~ ~ ?:i-· ~1·g :::c "" ...... ::I "' Cl -.,. .. 10"· D" 1-:;.M::ll~~N~ t~A;JNG CTYP.l ~=t:=:::i:i---i- ·-/~t-·':· ::::: t :z .. "' -_ .. = .. "' = :z .... ... :z t.O'l'o AYON STREET 24.U TOP CURB ..,,,..,..,..,._ ·:/;Yo: t\1.''':-r:<c:?'--'i\)':Oi:'-T,\<,\ ira1,,L/{;t=j'.;{(\~//)r------ .:. U2.t8J TOP RETAINING WALL EXISTING CONCRETE LANDING-I 7' ; • -• EXISTING MASONRY CONCRETE BLOCK RETAINING WALL ON CHILI'S RESTAURANT PROPERTY. PROTECT IN PLACE. DETEAtCH POST REORDER NO. 113013 I I I I lJ_ z a -"' .. ;: .. ii! ~ .. .. :; r,• '-----------1----&" WIDE l 2"·D" DEEP CONTINUOUS CONCRETE FOOTING AT S'·D" BACK OF CONCRETE SIDEWALK. GALVANl1ED PIPE POSTS SHALL BE EMBEDDED IN CONCRETE FOOTING, 2" CLEAR FROM ALL EIPDSEP CONCRETE EDGES . ND. 4 REBAR AT ii" MAXIMUM ON CENTER BOTH WAYS, 7" FROM ALL SIDES, AND 2" CLEAR FROM All EXPDSEP CONCRETE EDGES. COMPACTED EARTH 5UBGRAD£ !TYPICAL J ~--&" WIDE l 2'·0" DEEP• 4"·0" LONG CONTINUOUS CONCRETE FOOTING AT BACK OF EXISTING RETAINING WALL. GALVANllED PIPE POSTS SHALL BE EMBEDDED IN CONCRETE FOOTING, 7" CLEAR FROM ALL EXPOSED CONCRETE EDGES. 25- 24- !'3- 22- 'l1- 2D- 18- 17- I&- 15- 14- 13- 12- ,, __ ID- ~u1n1111i MASONRY CONCRETE BLOCK RETAINING WALL ON---1 .. ►I CIIILl'S RESTAURANT PROPERTY. PROTECT IN PLACE. --------- PROFILE SCALES : HORltDNTAL: I"• 10"· D" VERTICAL: t" • t' • 0" THIS PLAN IS SIGNED BY TIIE CITY OF NEWPORT llACN FDR CONCEPT AND ADHERENCE TD CITY STANDARDS AND REBUIR£MENT5 ONLY. TME CITY 15 NOT RESPONSIBLE FDR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DAU DATE BY ... ... .. ,n ...... C lli ..... .. :E c-;: ... ... g z: ... ii :I< _.., =z "'z a< Cl C, .. :z .. ... ~ ...... ~Cl "' . .... C, ... + z,-......... -... ....... '"'"'"' ... "''"' ,n ..... 7 .... . + .. .. ,-; -.., • "' ... ,__ ,n ... 5.0' TOTAL WALL LEN&TH ALONG FACE OF WALL 7 L__.._, 12" BLOCKS ... ... rri m . + ... .. '"' -Cl • Cl ... .. -...... t-,---"-" ::'.l_+ 18" THICK C OHCRETE STEM WALL L 1◄41---PRDPOSEP MASONRY CONCRETE BLOCK RETAINING WALL AND~ SCREEN WALL l B'Y OTHERS 1 ON NEWPORT IMPORTS PROPERTY. I ------TT --- \__EXISTING FINISH SURFACE AT SDUTNERL'Y FACE OF WALL 5.0' TOTAL WALL LENGTH ALOMG FACE DF WALL DESCRIPTION DESIGNED DRAWN APP"D. l.G.5. J.l.S. CIVIL ENGINEER : K. W. LAWLER AIID ASSDCIATES, INC. 2832 WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&80 CONTACT: KERRY W. LAWLER, PRESIDENT 114· 110· 0401 RETAINING WALL PRDFILE ALONG TIIE 5DUTH£ALY SIDE OF AVDN STREET CITY OF NEWPORT BEACH REVISIONS CHECKED DATE K.W.l. 11·15·90 PUBLIC WORKS DEPARTMENT SHEET 5 OF t f 10D· 414 • - \ ) - DIETERICH POST REORDER NO. 113013 RETAINING WALL NOT TO SCALE "B"-BARS CONSTRUCTION DETAILS • ,. h~»sFt----2 NO, 4 CONTINUOUS WITH NO. 2 TIES al EACH "C" BAR ~----1+1: ;:~: )~j'N. 1---~ 9" 2 , b KEV • • ND. 4 AT 12 "O.C. HORIZONT!L EACH ~ACE l" CLEAR l" CLEAR OVER FDOTINC TOE NOTE: WIDTH -------------ALL "B" BARS SHALL CON l. 2. 3. 4. 5. 6. HEl&HT H • l H • 2 H • I WIDTH KEV "A"·BARS "B" • BARS "O" • DAIS 10 '· O" !' -0" !' -0" 4'-0" 8' • O" 42" NO. S AT 8" O.C. NO. S ATB"O.C. NO. 4 AT!&" O.C. 9' • 0" 2'-0" l '-0" 4'-0" &' -to· l&" NO, 5 AT 8" O.C. NO. 5 AT B"O.C. NO. 4 AT t&" O.C. 8' • O" 2'-0" 2 '·O" 4' -0" s· -4· lO" NO. S AT 9" O.C. N0.4AT8"0.C. NO. 4 AT t&" O.C. WA LL NOTE'S: CONCRETE SHALL BE MACHINE MIXED. PROPORTIONS TO BE 1:2-1/2:3-1/2 BY VOLUME USING A MAXIMUM OF 7 GALLONS OF WATER PER SACK OF CEMENT, UNLESS APPROVED OTHERWISE. CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS FOR WALLS UNDER 10 FEET IN HEIGHT AND 3,000 PSI AT 28 DAYS FOR WALLS OVER 10 FEET IN HEIGHT, UNLESS NOTED OTHERWISE (3000 PSI REG. SPECIAL INSP. PER sec. 306). PORTLAND CEMENT SHALL BE TYPE V FROM TESTED STOCK PER ASTM C-150, UNLESS PROVIDED OTHERWISE IN SOILS REPORT. MASONRY UNITS FOR HOLLOW UNIT MASONRY CONSTRUCTION SHALL BE GRADE "N" UNITS CONFORMING WITH ASTM C-90. CONSTRUCTION SHALL CONFORM WITH ALL APPLICABLE CODES AND ORDINANCES. MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED OF l PART PORTLAND CEMENT, l/2 MAXIMUM TO l/4 MINIMUM PARTS LIME PUTTY OR HYDRATED LIME AND 3 PARTS CLEAN WASHED SAND. MORTAR SHALL BE TYPE "S" WITH AN ULTIMATE COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. GROUT WALL SOLID UNLESS NOTED OTHERWISE. GROUT SHALL BE PROPORTIONED BY VOLUME AND SHALL HAVE SUFFICIENT WATER ADDED TO PRODUCE CONSISTENCY FOR POURING WITHOUT SEGREGATION. FINE GROUT, FOR USE IN SPACES 4" OR LESS IN BOTH HORIZONTAL DIMENSIONS, SHALL BE COMPOSED OF l PART PORTLAND CEMENT, TO WHICH MAY BE ADDED NOT MORE THAN 1/10 PART HYDRATED LIME OR PUTTY, AND 2-1/4 TO 3 PARTS SAND. COURSE GROUT, FOR USE IN SPACES GREATER THAN 4" IN BOTH HORIZONTAL DIMENSIONS, SHALL BE COMPOSED OF 1 PART PORTLAND CEME~T, TO WHICH MAY BE ADDED NOT MORE THAN 1/10 PART HYDRATED LIME OR LIME PUT'rY, AND 2 TO 3 PARTS SAND, AND NOT MORE THAN 2 PARTS PEA GRAVEL. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 40 UNLESS OTHERW.[SE NOTED. ~ ~. -5' =! ' m :E =• IU ., 8" H -l,JI--SOLID &ROUT 7r.t-7l-+-f>I---2 NO. 4 CONTINUOUS WITH NO, 2 TIE! AT EACH "B'" BAR "A"-BARS----jtj'i INSTALL DRAIN PER NUTE ND. t HEREON 4" HEEL l!" 2 • 4 KEV OR SE! BLOCH l/4" INTO WET CONCRETE ND. 4 BARS CON11NUOU5 11 TOTAL l l" CLEAR NO. 4 AT B" O.C, l" CLEAR WIDTH FORM TD AHM A·&IS C.RAOE &D. \ HEIGHT H - I ?'· O" !', O" ,• • O" 2· -r H • 2 WIDTH 4'·0" ,. ·4" 4 ·-o" 4' -4" KEV "A" • BARS "8" • BARS 2 ,_ 2" NO, 4 AT B" O.C. NO, 4 AT 16" O.C. t'-9" NO. 4 AT ti'' O,C. NO. 4 AT Ii" D.C. ..._--PROPERTY LINE AND PUBLIC STREET RIGHT-DF,WAY LINE 1'1---+--I NO, 4 CONTINUOUS IN BONO BEAM BLOCK 1-1---+--NO. 4 IT ! 2" O.C. CENTERED IN Will 1-----1-----i"• 8"• 16" CONCRETE BLOCH SOLID GROUT----1<1 9" u,i,~.....;..--No. 4 n 24• a.c. J'Jl;--,+--4 NO. 4 BARS CONTINUOUS CTYPICALl fii11V - ;:;( ~ NO, i AT Ii" O.C. ,....._,_ __ NO. 5 IT ii" 0,C. ' ' -1-...---4" CLEAR ' 15" ; ; i1i1i\~ t--: -1---NO, 5 BARS CONTINUOUS I 11 TOTAL! : ~ ;~:."i[t"••;;o;:-+---NO. B •: .. l::::RAIN WITH MINIMUM 1 CUBIC FOOT, l/4" HAY EL PER FOOT OF PIPE ENCASED WITH MIRAFI 140 rlLTER FABRIC OR EOUIVALENT. NOTE: REFER TD SHEEl ND. 3 OF TMESE PLANS FDR DETAIL DF CONCRETE V·ORAIN IEIIIND RITAINIHD WALLS. IN!TALL DRAIN PER NOTE NO. 9 HEREON. 7. ALL CONTINUOUS BARS OR DOWELS SHALL LAP 30 BAR DIAMETERS IN CONCRETE AND 40 BAR DIAMETERS IN MASONRY, UNLESS OTHERWISE NOTED. DO NOT BACKFILL WALL SOONER THAN 7 DAYS OR PRIOR TO REACHING STRENGTHS REQUIRED IN ITEMS 2, 4, AND 5 ABOVE. NO.i BARS CONTINUOUS CllTOTALIJ rt)\;c, :: f fii!iMI1J'lI 8. 9. TELEPHONE THIS ENGINEER IF SITE CONDITIONS ARE NOT AS SHOWN. GRAVEL AND PERFORATED PLANS. 'TREVIRA' SPUNBOND ENGINEERING FABRIC, TYPE 1115 OVER 4" PIPE; CONNECT TD DRAINAGE SYSTEM AS SMOWN ON SMEETS l, 1, AND 9 OF TMESE 10. DESIGN EQUIVALENT FLUID PRESSURE IS FROM SOILS REPORT OR REQUESTED BY OWNER AND IS NOT THE RESPONSIBILITY OF THIS ENGINEER. 11. EXCAVATE FOR FOUNDATIONS TO THE DEPTHS SHOWN ON THE DRAWINGS BELOW UNDISTURBED SOILS OR COMPACTED EARTH. 12" MINIMUM UNLESS OTHERWISE NOTED. 12. DO NOT BACKFILL RETAINING WALLS WITH HEAVY EQUIPMENT CLOSER THAN VERTICAL HEIGHT OF WALL. 2'-0" b'•O" 42'·0" --~ ,. -0" THl5 PLAN IS 51GNED BY TUE CITY DF NEWPORT BEACH FDR CONCEPT AND ADMERENCl TD CITY STANDARDS AND R£HUIREMEN15 ONLY. THE CITY IS HOT RESPONSIBLE FDR OtSICN ASSUMPTION AND ACCURACY. CITY ENGINEER DATE DATE BY DESCRIPTION REVISIONS HEIGHT ~'-O" 4'· O" 3' • O" t'l" 1----I NO. 4 CONTINUOUS AT 24" 0.C. SOLID &ROUT f---t't---"A"· BARS 2 , 4 KEV OR !ET BLOCK l/4" INTO WET CONCIIETE ND. 4 BARS CONTINUOUS I? TOTALl &h:0S?d-<KYYM ~- ~~ ....... =~ ~ '-------SOIL AND/DR AC~Rf&ATE BASE OVER FDOTJNo TOE ... ;:; -: .. -. "" --.--,.; :~. ·:: :;:; .\: __ ;: ,; LJ" CLEAR WIDTH WIDTH MEY "A" -BARS l'. ~· I". ! • 2'· e" o· • 9" !'. 6" NONE N0.4 AT 8"0.C, NO. 4 AT !&"O.C, N0.4 AT ti" o.e. CIVIL ENGINEER: K. W. LAWLER AND ASSOCIATES, INC. 7812 WALNUT AVENUE, SUITE A TUSTIN, CALI FD RN IA 9Z&80 CONTACT: KERRY W. LAWLER, PRESIDENT 114· 710·0401 RETAINING WALL CONSTRUCTION DETAILS DESIGNED DRAWN • APP'D, L.G.S. K.l.H. CITY OF NEWPORT BEACH CHECKED DATE K.W,l, t t-15·9D PUBLIC WORKS DEPARTMENT SHEET 6 OF It 100·434 ' i ) = DIETERICH POST REORDER NO. 113013 "' \ SCALE: t": 5' SEI> GALVANIHD AINING WALLS A WALLS ITYPIC ORAIL ATDPJ CONCRETE STAIRWAY fl f ID El @ Ill· PAR AD: JD.a Fill SLOPE EXISTING CONCRETE STAIRWAY AND1 LANDING C PROTECT Ill PLACE. I CHILI'S ... di ... + --.. ... .,, 5' 14 RESTAURANT ---- ----------- DETIIL OF CONCRE.TE SIDEWALK LANDING FDR DRINKING FOUNTAIN : CONliTRUCTIDN NOTES : RIGHT ·Of· WAY LINE f-~~~~='w~A"'LL-fAC::c'=r==='------(D--cDIISTlvtl TYPE "A" P.~ CONCRETE CURI AID GUTTER "" CURt FACE I PER CITY STANDAIO ::,! PLAN ND. IH·L. SCALE: I", ]'.Q" L E~ISTING NORTHERLY STREET II'· ID" TO EASTERLY RETAINING ~--i-----•• ···--------------···--+------.... ;. :\'-\:\.'it'· @-CONSTRUCT TYPE "I" P.C. CONCRETE CUB& ONLY < &" CURB FACE 1 PER CITY STANDARD PLAN -::•::·:-:·:~•:· ND. t·l'l·L • .. ;:;. ... - 18" ~ N 16" IS' DD" W n.oo· 1.5' tt' --------- 36 ... STREET N 16'1S'OO"W "' ..; - "! -... Cl .. ~DRINKING FOUNTAIN STREET llGHT CONDUIT I -1----'\----.... -1--1---1-------~ ELECTRICAL NOTES t. All WIRE SHALL IE THWN, COPPER URANDED . • • 2. STREET LIGHT GROUND TD BE ND. 8 SOLID BARE COPPER . 3. PHASE CONDUCTORS TD BE SEPARATEL~ COLOR CODED. ... 00 ... + -- ... 4. STAIR LIGHTING: INSTALL IN EACH PULLBDX DNE Ill NfX· AA rnsE HOLDER WITH FUSE SltE MATCHED TO LEAD. SH SHEET ND. 8- @--CONSTRUCT 4" ASPHALT CDNCRITI OVER B" AGGREGATE BAIi ©-cDNSTRUCT 4" THICK P.C. CONCRETE SIDEWALK PIR CITY STANDARD PLAN ND. IID•L AND PU llE1llLS DN SHIE1 ND. 3 DI TIIISI PLANS. ©--coNSTRUCT P.C. CONCRETE CONTINUOUS FOOTING AT !ACK OF SIDEWALK ALDNC CHILI'S RIST• AUNRNT PHPERTY. REFER TO SHIIT ND. l OF THIY PLANS FDR DETAILS .. @-INSTALL t" OUTSIDE DIAMITER '4!" UIGH GALVANIUD PIPE UANDRAIL ALONG CNlll'S RIST· AURANT PROPERTY. REFER TO SHUT ND. 3 DI TM£!£ PLANS rDR DETAILS. (D--coNSTRUCT MISDNRY CDNCleTI ILDCK RETAINING WA\L. RIFER0TO SHEET NOS. 4, AND 5 OF TH[51 PLAKI FDR AHAINING WAIL PROFILES AND TD SN[ET NO. , DI THESE PLANS FDR RHAINING WALL CDNURUCTION DETAILS . @--CONSTRUCT 18" WIDE. 1. 1" D£EP 11, 4'1 THICK P. C. CONCRETE V· DRAIN 8£MIND RETAINING WALLS. REFER TO SHEET ND. 3 DI THESE PLANS FDR DETAILS. @-A!UOVI EIISTINC WDDD IND IIIIRE UNCE ALONG CHILI'S RESTAURANT PROPERTY.. @--PERFORM UINDR GRADING TD Fill AND CUT AREA IMMEDIATELY 8EHIND RETAINING WALL ALONG NORTHERLY RIGHT• DF·WAY UN[ OF AVON STAIET. RHER TO PLAN AND PROFILE VIEWS ON SNEeT ND. 7 DF THESE PLANS. THE CONTRACTOR SHALL ACNl[VI 90¼ COMPACTION UTILltlNG Yl8RATDRY EBUIPMEHT DR OTHER MEANS SATISFACTORY TO TH[ CITY ENDIN[[R .@--CDNSTAW:T P.C. CDNCRHE ST!PS AND WALKS, REINFDRC[D CONCRETE WALLS, AND GALVANIUD PIPE HANDRAIL IN STAIRWAY LEADING FROM THE NORTH SIDE OF AVON STRIIT TD SANTA ANA AVENUE. AEHR TD SHEET HD.II OF THESE PLANS FDA DETAILS. @--catt[CT HOWS IADM .... WID[ P.C. CONCRETE V• DRAIN AND FROM 4" DIAMETER PERFORATED PIP! SUBDRAIN BEHIND R[TAINING WALL ALONG THE HORTH[RlY RICNT· DF·WAY LINE DI AVON STU!T IN A~" DIAM[TIR, SCHEDULE 40, P.Y.C. [DR APPROVED EBUALJ PIPE. DT!ND PIPI TD DRAIN EASTERLY BEHIND EXISTING NDRTH[Rlr CURS TO TNE EXISTING 4" P.Y.C. PIPE T!RMINATING AT STREET STATION 15+ au.a. @--tNITAIL 7" OUTSIDE DIAM[T£R l 47" HIGH GALVANIIED PIPE HANDRAIL ALONG BDTH SIDES OF NIW CONCRETE STAIRWAY l[ADINo TD CHILI'S R[STAURANT PRDP[RTY. REIER TD SHE[T ND. 5 01 TNEIE PLANS iOR DETAILS. @-conlTAUCT tt• WIDE • &• DEEP • 4" THICK P.C. CDNCRETI y. DRAIN BEHIND RETAINING WALL ALONG NORTH[RLY SIDI DF CONCR[TE STAIRWAY LEADING FROM THE NORTH SIDE DF AVDH SlREET TO SANTA ANA AVENUE. REFER TD SHEET ND.H DI TUES[ PLANS roR D!TAILS. COLLECT FLOWS fRDU V·DRAIN IN A 4" DIAMETER, SCHEDULE 4D, P.V.C. [OR APPADV!D EDUAll PIPE. EITENO PIPE TD OU11ET THROUGH CDR[• DRIILED CUH FACE INTO AVON STREET. @--INSTALL STREET LIGUT PER CIH STANDARD PIAN ND. 107·1·6. CONCRETE POLE SHALL BE t&'·l' TAIL PUMPCO, WITH G.E. FIITUU ND. Pt1M· Dl·S·l·H•2·L· M53·GR, DR APPROVID [BUAL @--INSTALL I" DIAMETER, SCHEDUI[ 4D, P.V.C. I DR APPRDV[D [DUAL l PIPE PUNTER POCKETS IN CQNCRH[ SIDEWALK. REFER TD SHUT NO. 3 OF TU[SE PLANI FOR D!TAIIS. @-CONSTRUCT WDDO BENCH PIA DETAIL ON SHEIT ND. II OF THIil PUNS. @-INSTAii PR[SCDLITE ND. 4151· 1, SO WATT, 240 VOLT [ DR APPROVED EQUIIJ, LIGHT FIXTURE IN STAIRWAY WAllS IN LDCUIONS Al SHOWN DH SNl[T ND. 1 DI TUESE PLANS AND AS DHAILED IK THE STAIIWAI SIDE SECTION Yl[W ON !N[ET NO. II Of TUESE PlANI . @-INSTALL MEYERS STAINIESS STIil SERVICE CAIIN!T PIR CITY ITANDAID PLAN ND. !D&·L WITH SCHEDULE ID P.V.C., fl/1" DIAIIETIR, U" SWl!PS, CONTACT JIM PALMA DF IOUTN[RN CAUIDINIA EDIIDN ca. AT 714-l!S·D!Dl FOR S!RVICE '6 W[IKI NOTICE AEHIR[DJ. @-IMSTAlL 1114• P.V.C. CONDUIT WITH: l ND. I • STRINOID STREET LIGHT U4D YI 2 NO. 10· llAIR'IIAI 124D Y 1 2 ND. ID· IRRIBITION CDNTIDL IUD VI • I NO. B • BARE IOUD CDPP[R HOUND. (W-INITAlL 1/t" P.I.C. CONDUIT WITH 3• ND.17 AWG. (W-INITALL II/♦" P.V.C. CONDUIT WITH , 7 ND. 1D· STAIRWAY 1240 Vl 2 ND. ID• IRRIGATION CONTROL 1110 VI 1 ND. 8 • BARI SOLID CDPPIA GROUND @--INSTALL 1/♦" P.V.C. CONDUIT WITU l • ND. 17 AWG L74D VI AND GROUND. @--INSTALL NO. lilt PUlllDX IBRDDKS PRDOUCTI OR APPIOYEO EDUALI. @-INSTAii IV♦" r.v.c. CONDUIT DNtY lFDR FUTURE USEI. @--1HITAll IV♦" P.V.C. CONDUIT WITH 7·ND. S ITRANDID 1240 YI AND DNE [II NO. 8 BARE 10110 COPPER GROUND WATER CONSTRUCTION NOTES : @--INITAlL 2" DIAMETER, SCHEDULE BO, P.V.C. I DR APPROVED Eo.UALI WATER SERVICE LINE. @--1nHALL 2" • 2" TIE FDR LANDSCAPING PURPOSES . @--INSTALL DRINKIMG FOUNTAIN PER DETAIL ON SHHT NO. , Dr THESE PLANS . @--mllAlL 2" BUL VUVE 5"Ul·DFF. CIVIL ENGINEER : PROPERTY 5. ELECTRICAL CONDUIT SHALL BE SCHEDULE 40 P.V.C. K. W. LAWLER AND ASSOCIATES, INC. 1832 WALNUT AVENUE, SUITE A THIS PLAN IS SIGNED BY TME CITY DF NEWPORT IEICH FOR CONCEPT AND ADHERENCE TO CITY STANDARDS ANO REQUIREMENTS ONLY. THE CITY IS NOT RESPONSIBLE FDR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATE BY DESCRIPTION APP'D. REVISIONS APPROVED: DEPUTY UTILITIES DIRECTOR R.C.E. DATE DESIGNED DRAWN l.G.S. J.l.S. CHECKED DATE K.W.l. 11 ·IS·9D TUSTIN, CALIFORNIA ,2&8D CONTACT: KERRY W. LAWLER, PRESIDENT 114· 130·0401 MINI· PARK PLAN CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT SHEET 7 OF ti 100· 434 \ I.. • ◄ ., iO I \VJ !O' ~ • -• • --V' SCALE: DIElERICH POST REORDER NO. 113013 "' \ 111 : 'ZD' CUii l:IIRVE l>A1A: 1-----,--------,------.-·--· T l I T -----------~----~---+---+-----4 @ 90• 00' 00" © ~a· o□• DD" 4.11' ~H S~HT ND, 3 Fa!! TVPICAl STREET SECTION;. --EXISTING MASONRY CONCRETE 5LDCK RHAlijlll!l WALL ON tll!ll'S RESTAURANT PROPERTY. ?RDHCT IN PLACE. CHU.I'S li:STAI.IIANT PRIIPfRTY }6 SEE SIIUT ND. tD FDR ··th i.1 SEWER LATERAL SECTION C·C. • ... Ii .. &.l(WPIIRT IMPORT!. PROPERTY THIS PLAN 15 SIGNED &Y TUE CITT OF NEWPORT BEACH FOR CONCEPT AND ADHERENCE TD CITY STANDARDS AND REBUIREMENlS ONLY. lHE CITY 15 NOT RE5PDN51BLE rnR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATl DATE BY DESCRIPTION REVISIONS SEWER AND WATER IND RUANTITl[S : CONSTRUCTION NOTES @--REMOVE INTERFERING SEWER PIPE AND FITTINGS. _________ LUMP SUM @--coNSTRUtT CITY STANDARD MANHOLE PER tlTY STANDARD PLAN NO. 401-L. __ 2 EA. @--INSTALL 8" SOR· 35 P.V.C. SEWER MAIN. 11S I.F. @--INSTALL 6" SOR· 35 P.V.C. SEWER LATERAL, WITU CLEANOUTS PER APPLICABLE PORTIONS OF CITY STANDARD PLAN NO. 400-L, AUD AS MODIFIED ON SHEET ND. 10 OF THESE PLANS. ___________ 2D L.F. @--CONSTRUCT 6" SEWER CLEANDUT PER APPLICABLE PORTIONS OF CITY STANDARD PLIN NO. 40D·L. _________________ 2 EA. @--INSTALL 2" WATER SERVICE PER CITY STANDARD PLAN NO. 5D3 • L. _____ I EA. @--INSTALL 1" DIAMETER, SCHEDULE 8D, P.V.C. IOR APPROVED EQUAL J WATER SERVICE LINE. THE CONTRACTOR'S UNIT PRICE BIO FOR THIS ITEM SHALL INCLUDE ALL NECESSARY SAWCUTTING, REMOVAL, AND REPLACEMENT OF CONCRETE SIOEWALM. _________________ 441 I.F. @--INSTALL 2" • 2" TEE FOR LANDSCAPING PURPOSES. __________ ! EA. @--INSTALL DRINKING FOUNTAIN PER DETAIL ON SHEET NO. 9 OF THESE PLANS. ________________________ t EA. @--INSTALL ?" IIALL VALVE SHUT·Dff. ______________ 2 EA. ... ... ... APPROVED: DEPUTY UTILlllES DIRECTOR R.C.£. DAlE APP"D. DESIGNED l.G.S. DRAWN J.l.5. CHECKED DATE K.W.L. 11-15·90 CIVIL ENlilNEER: K. W. LAWLER AND ASSOCIATES, 2832 WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&80 CONTACT: KERRY W. LAWLER, PRESIDENT 114· 73D·D4D1 SEWER AND WATER IMPROVEMENT PLAN fDR : INC. A V D N STREET FRDM SANTA ANA AVENUE TD 458 HET EASTERLY OF SANTA ANA AVENUE CITY. OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT SHEET 8 OF t t 100-434 . \ - ' I . DETEAK:H POST RE0ROER NO. 113013 @ DRINKING FOUNTAIN DETAIL : NOT TD SCALE MURDOCK MC· I DRINKING FOUNTAIN WITH------i SANDBLASTED CONCRETE FINISH I '1 ( "nl I ~ V' I ) 1U-1 7, DRAIN LINE PER MANUFACTURER'S RECOMMENDATIONS--+-+--[ \[Yl.Jµ AND M DIRECTED BY THE CITY ENlllNEER 'I( 1 I II I SUPPLY LINE'---------------1-~-W,~,.j\ ~.!::d.{\I MOUNTING FOOT·----------- FINISH SURFACE OF CONCRETE PAVING---- CONSTRUCT 4" THICK CONCRETE SLAB. REFER TD SUEET'--1 ND. 1 DF TNESE PLANS FDR LOCATION. ,i,.">}/ f\ 1, '\~"11 ·11 f:,.,~ I I ' II I ~11 I l(~i I I I I I IDTES: I. DRINKING FOUNTAIN SHALL 8£ MURDOCK MODEL MC·1, RUGGED, REINfORCED CONCRETE SHEIL WITU CHROMED SOLID BRONlE MDUTHGUARD, BUBBLER, AND RECEPTOR RECESSED INTO TOP OF CONCRETE SHELL. !. FEATURES SHAU INCLUDE AUTOMATIC STREAM CONTROL, SELF· CLOSING PUSII BUTTON, AND ANODIZED ALUMINUM CONTROL PANEL BOX SECURED TD CONCRETE WITH SPECIAL SCREWS. 1. INNER WORKS SHALL BE PRECISION· MACHINED SHEL AND BRASS. 4. CONTRACTOR SHALL INSTAil PER MANUrACTURER'S RECOMMEND· aTIONS, COMPLETE AND READY FDR USE. 5. Ell.UIPMENT AVAILABLE FROM THE WAKEFIELD COMPANY, IRVINE, CALIFDRIIIA 1714· 857· 123&!. • . Cl 1:1 N z ... Cl ... 'It ... :z .,. i::, N ... ... .,, ~ ... ;,, .,; ;,, --.... ;:,., -.. ;,, WATER CONSTRUCTION NOTES : @--INSTALL !" WATER SERVICE PER CITY STAUDARD PLAN ND. 5D3 • L. @--INSTALL t" DIAMETER, SCHEDULE ID, P.V.C. IOR APPROVED ED.UAL J 14 WATER SERVICE LINE. TUE CONTRACTOR'S UNIT PRICE BID FOR THIS ITEM SHALL INCLUDE All NECESSARY SAWCUTTING, REMOVAL, AND REPLACEMENT OF CONCRETE SIDEWALK. ~ 18.5&) INVERT ...... .. ~ -.. :z ... Cj .. -~.-... .. ;;: ... .. -.. ... .. .. ;::: -"' ,--... "' !l:- 0 o--"' .,, ,.. .. .. ..... ;l 1-... ,.. .. ..... ... :ll ~ .... .: .., ~~ 0 z: 11.44) INVERT INSTALL 4" DIAMETER, SCHEDULE 40, P.Y.C. I DR APPROVED £DUAL 1 STORM DRAIN PIPE. li IIMITS DF SAWCUTTINC, REMOVAL, AND REPLACEMENT OF EXISTING CONCRETE SIDEWALK DN SOUTHERLY SIDE DF STREET. THIS PLAN IS 51&NED BY TNE CITT OF NEWPORT BUCH FDR CONCEPT AND ADHERENCE TD CITY STANDARDS AND REIIUIREMENTS ONLY. THE till IS NOT RESPONSIBLE FDR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATE DATE BY Iii ~ ... !:: .. ~ I;; .. z ... "' :z 'It -,.;~ .. .. . ~ ... -z .,;. .... ... . ''"" ..., ... ,. "' ~ "' 15 DESCRIPTION REVISIONS 11 APP'O. APPROVED: DEPUTY UTILITIES DIRECTOR R.C.E. DATE DESIGNED DRAWN l.G.S. J.L.S. CHECKED DATE K.W.L. 11·15·90 ~ \ SCALE: I": 20' CIVIL ENGINEER : K. W. LAWLER AllD ASSOCIATES, tau WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&8D CONTACT: KERRY W. LAWLER, PRESIDENT 114·73D·D4D1 WATER IMPROVEMENT PLAN FDR : INC. A V O N STREET FROM 458 FEET EASTERLY TO 562 FEET EASTERLY DF SAIITA ANA AVENUE CITY OF NEWPORT BEACH PUBLIC WORKS OEPARTMENT SHEET 9 OF tt 100·434 • 1 -;o • VI 'a,.. ~ -0 ... • -(fl - DIETERICH POST REORDER NO. t13013 @ SEWtR LATERAL SECTION C • C : l LOCATED AT STREET STATION 11+ 83. 5D, AS snDWN ON SHEET ND. 8 OF THESE PLANS. J □ □ □ □ □ □ □ PROPD'iHl MASONRY CONCRETE BlDCK RETAIHIN~-----. WAU AND SCREEN WALL I IV DTHHSI DH NEWPORT F-~ IMPORTS PROPERTY ,EWER CONSTRUCTION NOTES : • • ... "' -' i u. C . ,.. "' "' ~ :::; "'. ~-"' .-(i) "' Q V, @--coNSTRUCT CITY STANDARD MANMDLE PER CITY STANDARD PIAN ND. 4Dt-L. 2.0'1. 5lDPE @-INSTALL 6" SDR· 35 P.V.C. SEWER LATERAL, WITH CLEANOUTS PER APPLlCA&LE PORTIONS OF CITY STANDARD PLAN ND. 40D·L, AND AS MDDlrlEO ON THIS SHEET. @-coNSTRUCT , .. SEWER CLEANDUT PER APPLICABLE PORTION~ OF CITY STANDARD PLAN 11D. 40D·L. @--INSTALL 6" 45° ELL, SDR-35 P.V.C. @-INSTALL &" x &" WYE· BRANCH, SOR· 35 P.V.C. @--INSTALL &" CAULDER COUPLING AND OZONE RESISTANT SYNTHETIC RUBBER STDPPER. (i) ... a ::,: z .. :ii "' ... !I: ... "'. -el ~-+ ~~ "-'" 'fl,<$. "-+"' TYPICAL SECTION SCALES: HORIZONTAL: I": 2'·0" VERTICAL: 1": 7'•0" THIS PLAN 15 SIGNED BY TME CITT DF NEWPORT BUCH FDR CONCEPT AND ADHERENCE TO CITY STANDARDS AND REIIUIREMENT5 ONLY. THE CITY 15 NOT RESPONSIBLE !DR DESIGN ASSUMPTION AND ACCURACY. CITY ENGINEER DATl JI SEWER MANHOLE DATE BY 14'· O" n 6" SDR·JS P.V.C. SEWER LATERAL '2'·6" l'lll MIN. APPROVED: 3'·&'" : 34 SEWER CLEANOUT 28 6" 1'2" ~-+ "'.t • "~# -?.-·.l.1 . {,~ 1),0 "-"'"#' 26 ~ ◊ ~"' "'"<' __,,,- 4 /... E:J 40 14 ~ ... ~ ~'I.~ ❖'!> .,.._i" .: ~<;; • ""' • S• 0.020 22 42 41 2D --ta --ti 4D --14 CIVIL ENGINEER : K. W. LAWLER AND ASSDl:IATES, INC. 1832 WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&8D CONTACT: KERRY W. LAWLER, PRESIDENT ,14. 710 • 0401 DEPUTY UTILITIES DIRECTOR SEWER LATERAL DETAILS R.C.E. DATE DESCRIPTION DESIGNED APP'D. L.G.S. DRAWN J.L.5. CITY Of NEWPORT BEACH REVISIONS CHECKED K.W.L. DATE 11·15·90 PUBLIC WORKS DEPARTMENT SHEET 1D OF It ID0-434 ... 0 ~ ) I ) - @ CONCRETE STAIRWAY DETAILS: SCALE, 1"• t"·O" TYPICAL SECTIDN D·D: 2" TYPICAL BAND n· .. w ~ .. :;:; .. .. ... u .. ~ .. ::i/HANDRAIL ON BOTH SIDES OF RISERS, ::, CENTERED ON WALL ~ •Z :z ·-.. "' -LIDNOLITHIC CONCRETE WALLS WITH 1/t" I/ i/ RADIUS AT TOP EDGES AND EDGES AT IND .... .... ... c,: .. ... a: a: ,.;_ OF WALLS ,.. ,.. 0 ,-,_ • .. ... I ! EXISTING GROUND :....1,1...,,;1 ~ ,Y T . .. / ·; y/ 12" MINIMUM BELOW GRADE FOR FULL LE:::/ ___ ,,J----12" TlPICAL NDTES: J BOTTOM DF CONCRETE WALK COMPACTED SUB GRADE [ TYPICAL> l NO. 4 CONTINUOUS REBARS AT TOP, MIDDLE, AND BOTTOM OF WALL 1. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR POST LOCATIONS PRIOR TD UBRICATIDN FDR REVIEW BY THE CITY ENGINEER. 2. All PIPE SHALL RECEIVE ONE 11 l COAT PRIMER AND TWO 12 J COAT!i RUST RESISTANT ENAMEL PAINT. COLOR SHALL BE BLUE AS APPROVED BY TIIE CITY ENGINEER. @ WOOD BENCH DETAIL : SCALE: I": 2"·0" lND lLEVATIDN : FRDNT SECTIDN : --~ 1'·81/1" ____,_ /----TIMB£RFDRM WOOD BENCII ND. 214D·& IIJ 1/, '~~ II ------ COUCRETE FOOTING AT EACH POST tD•/a" ID" i-e1De.."..i------=4'--'·~t•_• -----1-.'-'ID'--l" ~COMPACTED SUBGRADE NDTES: 1. BENCH SHALL BE COLUMBIA CASCADE TIMBERFORM MODEL 2140· M, FREE· DF· IIEART CENTER REDWOOD, KILN· DRIED TD A MAXIMUM MOISTURE CONTENT OF 150/o, SMOOTH FINISHED ON All FOUR (41 SIDES AND TREATED Willi THE WATER· REPELLENT CIIEMICAL FORMULATION IIIEDDY • 12. ?. ASSEMBLY IIARDWARE SHAU BE STAINLESS STEEL. 3. BENCII FRAM£S snALL BE COLOR COATED WITH CASPAX • 7, A COLORED POLYMERIC UREUANE IN A THICKNESS OF FIVE 151 MILS., BONDED MECHANICALLY AND CHEMICALLY BY THE ELECTROSTATIC METIIOD AND THEN OVEN CURED. 4. FABRICATION SIIAll BE IN AN ENCLDSED, WEATIIERPRODF FACTORY. CONTRACTOR SUAlL INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 5. EllUIPMENT AVAILABLE FROM TIIE WAKEFIEIO COMPANY, IRVINE, CALIFORNIA [114· 851· ltl~ l. DIETERICH POST REORDER NO. 113013 SIDE SECTION: t" OUTSIDE DIAMETER llALVANIHD PIPE IIANDRAIL AND POSTS;---- INTERNAL POSTS SHALL BE LOCATED AS NECESSARY AND AS II" MAXIMUM SPACING !TYPICAL> PER IUILDING CODE. APPROVED av THE CITY ENGINEER. FACE OF 2" BAND SHALL RECEIVE TWO l?J COATS DF ENAMELl PAINT. COLOR DF PAINT SHALL BE BLUE AS APPROVED BY THE CITY ENGINEER . I I 3" TYPICAL t" TYPICAL .... .. ... a: ,.. .. u _____ i--'---1~ ~;-.,~111 II I I • I ~i;f!~i¼Y?:; ~ I '!II 911 TYP. TYP. 1111 TYP. t'l" LANDING ELEVATION: HANDRAIL; REFER TD SIDE SICTIOM.-- MONDLITHIC CONCRETE WAllSl PER SECTIONS HEREON u ND. 4 REBAR IN EACH RISER NOSE AND CENTERED IN EACH TREAD. LOCATE 2" FROM All EDGES !TYPICAL>. ND. 4 REBAR AT It" ON CENTER IN EACH SET OF RISERS I LOCAlE t" FROM All EDGES, TYPICAL.> NATURAL COLOR, ROCK SALT FINISH CONCRETE RIHRS. SLOPE EACH TREAD AT 2.00/o TD DRAIN. NOSE OF RISERS SHALL RECEIVE A 111" RADIUS. ,,__-CONCRETE RISERS PER '---CONCRETE WALK AT TOP AND 801TDM DF RISERS. LOCATE A WAT£RPRDDF EXPANSION JOINT BETWEEN RISERS AND WALK AT EACH LOCATION. .--..,;..--....i.:.....i.:. ............. ......:..-SIDE SECTION HEREON 5'· 0" MINIMUM THIS PLAN IS S"NED IY THE CITT OF NEWPORT IEACH FDR CONCEPT AND ADHERENCE TO CITY STANDARD~ AND REQUIREMENTS ONLY. THE CITY IS NOT RESPONSIBLE FOR DESIGN ASSUMPTION AND ACCURACY. CITY EIIGINEER DATE DATE @ CONCRETE V· DRAIN DETAIL : [ ALONG NORTHERLY SIDE OF PROPOSED CONCRETE STAIRWAY BETWEEN AVON HREET AND SANTA AVENUE.> SCALE: 1", 1'·0" REINFORCED CONCRETE--+-- )TAIRWAY WALL 12" 1"Z'" It" I'" ... ... y ... .. =- y~EXISTING GROUND 1" RISER !TYPICAL> --&" • &". ND. 10 • ND. 10 WELDED WIRE MESH CONCRETE STAIRWAY SECTION E • E : SCALE: 1": 2'· 0" 2" OUTSIDE DIAMETER GALVANIUD PIPE HANDRAIL AND PDST!i ON BOTH SIDES OF RISERS. INTERNAL POSTS SHALL BE LOCATED AS NECESSARY AND AS APPROVED BY THE CITY ENGINEER. IIANDRAIL AIID POSTS SHAU BE IMIIEDOED IN TOP DF MASONRY CONCRETE BLOCK RETAINING WALL ALONG SOUTHERLY AND EASTERLY PERIMETER OF DF MINI· PARK. HANDRAIL FDR RISERS SHALL BE MOUNTED TD THE SIDE DF THE RITAININC WALL AS SHOWN BELOW UTILIUNG CITY-APPROVED HARDWARE. TOP OF CONCRETE----~ RETAINING WALL FDDTIN& ND.4 REBAR IN EACH RISER NOSE. LOCATE·-----~ t" FROM All EDGES TYPICAL. ND.4 REBAR AT 12" DH CENTER .. -------~ ct• FROM ALL EDGES, TYPICAL. l NATURAL CDlDR, ROCK SALT FINISH CONCRETE RISERS. SLOPE EACII TREAD AT 2.D0/e TD DRAIN. NOSE OF RISERS SIIAIL RECEIVE A tft" RADIUS. CONCRETE WALK AT TDP AND BOTTUM OF RISERS. LOCATE A WAlERPRDOF---_,, EXPANSION JOINT BETWEEN RISERS AND WALK AT EACII LOCATION. NDTES: &" MAllMUM SPACING !TYPICAL> PfR BUILDING CODE. PROPOSED MASONRY CONCRETE BLOCK RETAINING WALL 4'·0" H.96 f.S. CDNC. SIDEWALK 1. CONTRACTOR SHALL SUBMIT SIIDP DRAWINGS rDR POST LOCATIONS PRIOR TD FABRICATION FDR REVIEW BY THE CITY ENGINEER. 1. All PIPE 511All RECEIVE ONE 11> COAT PRIMER AND TWO ltl COATS RUST RESISTANT ENAMEL PAINT. COLOR SNAll BE BLUE AS APPROVED BY THE CITY ENGINEER. BY DESCRIPTION APP"D. VROFE~ 'I w.1.,q,,, ~ ~~ ~ NO.nw, EXPIRES 11· ll-~l Cl\\t F CAL.If DESIGN~ L.G.S. DRAWN J.L.S. CIVIL ENGINEER: K. W. LAWLER AND ASSDCIATlS, INC. tan WALNUT AVENUE, SUITE A TUSTIN, CALIFORNIA 92&80 CONTACT: KERRY W. LAWLER, PRESIDENT i14· 73D·D4Dt MINI• PARK DETAILS CITY OF NEWPORT BEACH REVISIONS CHECKED DATE K.W.l. I1·IS·•D PUBLIC WORKS DEPARTMENT SHEET tt OF II IDD·4l4 : I I I ! -"' -• tr K.rt1111er&.Associates, .• i' : Job No. 91 -43C ! , ·,, ,. •1 • : , I S T R U C T U R A L E N G I N E E R S, I N C. Date • 4 -2 2 -9 1; -..J . . . j" . : . • ~; Page . . •. ·: • .. >-f--H· ~q .. ; ·; .. , STRUCTURAL CALCULATIONS & DETAILS PREPARED ON FOR AVON STREET NEWPORT BEACH, CALIFORNIA GENERA( NOTES: FOR RETAINING WALLS l. 2. 4. s. 6. 7. 8. 9. 10. 11. 12. 13. . .. NOT VALID FOR SECURING BUILDING PERMIT UNLESS SIGNED IN INK Concre te .'s'haJl. ·be mach1ne_.mjx~9~ • ProportJon_s t~ be 1:2-1/2;3-l/2 b'y ·volume using a maximum of 7 gallons of water per sack of cement, ·unless approved otherwise . Concrete shall have a minimum ultimate compressive strength 9f ·2,000 psi at 28_ days,· unless noted otherwise . Po'rtland Cement shall, be Type V from tested stock per ASTM C-150, unless provided otherwise in soils report. Masonry units for h'oJlow unit masonry construction shall be grade "N" units conforming with ASTM C-90 . Construction shall conform with all app l 1cab 1 e cod~s and ord 1 n~nces . • Mortar shall·~e freshly prepared and uniformly mixed of l part Portla~d Cement , 1/2 maximum to 1/4 minimum parts 11me putty or hydrated· l 1 me and 3 parts _clean washed sand. Mortar shall b~ Type "S" ~1th ~n ultimate compressive strength of 2,000 psi at 28 ~ays. Grout wall sol id unless noted . otherwise. Grout shall be proportioned by volume and shall have sufficient water added to produce consist·en.cy for pouring · without segregation: •• Fine grout, for use in spaces 4n _ or less in both horizontal dimensions, shall be composed of l part Portland Cement, to which may be added not more that 1/10 part hydrated ·lime·or putty, and 2-1/4 to 3 parts sand. Course grout, for use in spa·ces g re ate r -t h a n 4 " i n b o t h h o r 1 z o n ta l d i me n s i o n s , s h a l 1 b e c om p o s e d .of 1 . part. Portlan·d .Cement, to -w hich may be added no_t more than · 1/10 part hydrated lime or lime puttyi and 2 to 3 parts sand, and not mor.e that 2 parts pea gravel . Grout shall attaJn a minimum comp,r_essive strength of 2,000 psi at 28 days. Reinforcing steel shall conform to ASTM A-615 Grade loO unless otherwise noted . All continuous bars or dowels shall lap 3~ bar diameters in concrete and 48 bar diameters in masonry, unless otherwise no~ed. Do not backfill wall sooner then 7 days or prior to reaching strengths required in items 2, 4, and S above. Telephone,t~is Engineer if site conditions are no~ as shown. Gravel and 1 Tr~vira' Spunbond _Engineerfng Fabric, Type 1-115 over 4 11 perforated pipe; or 211 weep holes@ 6 1 -0" o/c; or open end vertical butt Joints. Design Equfval.ent Fluid Pressure is from -soils report or requested by owner and is not the responsibility of this Engin~er. Excavate for foµndations ~o the depths shown-on ~he drawings below undisturbed soil or compact~d earth. • 12" minimum unless otherwise noted. Do not backfill retaining walls with heavy equipmen~ closer than vertical height of wall. r: DESIGN CRITERIA BUILDING CODES -CHECK APPROPRIATE CODE V Uniform Building Code 1988 STRUCTURAL STEEL -AISC STRUCTURAL HATERIAL SPECIFICATIONS Typfcal unless noted otherwise fn calculations. t.ONCRETE -rc = 2,000 psi in 28 days (f'c = 3,000 psi for concrete panels). REJNFORCEHENT -ASTH·A615, Grade 60. HASONRY -Grade N Units: Grout a 11 ce 1 ls (p rm= 1500 psi, n .. 26.7 -E:e;, -~0 " 10 PSI -E."" -7So (1~)f$r HJSC. STEEL:· Structural Pipes Structural Tubes Bolts LUHBER: Stress Graded Douglas Fur; Joist/Rafters No. 2 4x Sawn Beams No. 1 6x Sawn Beams No. 1 Glu-Lam Beams 24F ASTH A36 ASTH AS3 ASTH ASOO ASTH A307 (All Stresses in psi) FLOOR HEHBERS f~ C 1250, fv C 95 fb = 1500, fv· = 95 fb = 1350, fv"' 85 fb = 2400, fv = 165 fy .. 36ksi Fy = 35 ksi Fy=46ksi Loads per code ROOF HEHBERS fb • 1563, fv = 119 fb .. 1875, fv = 119 fb a 1688, fv c•l06 • fb .. 3000, fv = 205 STRUCTURAL HARD~ARE: Co~nectors specified for framing and anchorage shall be equal to Simpson Co. #Stro~g-T1e#. Hodel numbers listed are Simpson's, but equivalent hardware may be substituted with.the approval of the building official. SOIL BEARING VALUE c looc, PSP:. (ASSUMED) PA_ss,v~ PR1a:.ssur.e-i;: 1, '20C P(.F-G\ssu,'11.:D J G'"G.UlVA_LEr'NI l='"LLJ IO 'D~E.SSuRE. I ~: I ~ACK fill : 4~ Per ( A SSuMEP THESE CALCULATIONS ARE NOT-.VALID FOR SECURIIIG A BUILDING PERMIT UNLESS SIGNED Ill INK .. .. . r I-:,: 0 w :c ~ .... HEIGHT IO'-o'' I ,, q-o 6 • 0 11 .,, i5 I g Ol :r • OJ ('I i1 0 I iii . :c • N - • N H -1 z/-01 ' d..~o ,, I \I ;;t-o Ii -2 H -J ' ,, 4., ,, 3-o -0 3, ,, -D ti ~ -o o l c/ 4' .. d1 f!.l216-K1 a. ~1i/ y 1 -#4 CONT. AT a,f O.C. 5 1/4~ SOLID GROUT I\ 3 GL.R,_ WlDTI-i WIDltt KEY A -BARS B -BARS P-BARS e'-d 421' -11-5@~''¾ -If£ e g"Oft. -#,4 e l(p-% .. I • . . ,, ,H s e !? II 0/4 tt(;;e g"~k t4 t lt./0/v ta-1011 3lo 5~111 ~1'' .Jl,.b<."~llfc_ llt{rg 11 ~4 e IIP111/ c., t-:r: c., [iJ :r: )- UJ ¥ N n 0 I £5 :r: r. <X) i .. . • ' ~ 'A' -BARS ..... :r: 0 0 _, CD r. N ..- SEE NOTE NO. ·10 • HEIGHT H -1 7-0 11 ' ,, 2--0 01 II -0 :) I II -o t" 12" H - 2 WIDTH l 4-o II I 4 1r 5- 4 ~0 11 •• 4 I II -4 ; 1 -#4 CONT. AT .24" O.C. 5 1/4" 'B' -BARS SOLID GROUT 2 -:--#4 CONT. WITH #2 llES AT EACH 'B' BAR 2x4 KEY OR SET BLOCK 3/4" INTO WET CONCRETE WIDTH 812-K KEY '.A' -BARS 181 -BARS I II 2-2 -il:4 e 8 "o/'--¥ 4 e1/o11 0/l, I 1-8" :!J 1 et&/°lc :jl 4 e I& 110/c 1-:c (_'.) w :c SEE NOTE NO. 10 HEIGHT I 5 -o ,, 4~0 11 3~0 11 12" WIDTH WIDTH 3~&,'' 2.:. lo 11 2!-ro 11 . ,, 1 -#4 . CONT. AT 24 'O.C .. SOLID GROUT 5 1/4" A -BARS 2x4 KEY OR SET BLOCK ··3/4~ INTO WET CONCRETE 4 BARS CONT. 2 TOTAL) • KEY A -BARS I ,, .JI -t\ l°~w olc, I-:3 I 'f 11 o -~ 4 • e I&/' 0/, NON£ i 4' (' Ii:, 11 o/c 8-RW-K2 CANTILEVERED RETAINING WALL DESI GN Pg 1 a ----------SOIL DATA ------------- Allowable Bearing Active Lateral = = ..... Max. Actiye = ..... Slope Active = Backfill Slope = (horiz:vert,O=Level) 1,000 psf 35.0 psf 0 II 4 5. 0 " 2. 0: 1 Passive Lateral = 200 11 Soil Density = 110.0 pcf Soil Ht over Toe = 6.0 in ------ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem = ... Ecc. (Toe side+) = 0 0 0.00 Surcharge over Toe = 0.0 Surcharge over Heel = 0.0 Using Heel Surcharge to resist overturning ? Yes Using 1/3 vertical ? Yes -----------------------~----ADDED LATERAL LOADS---------------------- Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ... dist. to start dist. to end = = = 0.00 psf 0.0 plf 0.00 ft 0.00 ft Adjacent Footing: Vertical load = 0 Footing Width = 0,00 Ftg. CL to Wall = 0,00 Ftg. Base Above/Below Soil At Wall Face [+/-]= 0.00 -Footing Type Spread -----------------·------.---WALL & FOOTING DATA---------------------- Retained Height = 10.00 ft Wall Ht. above soil = 0.00 ft Key Depth = 42.00 in Key Width = 15.00 in Key Dist. to Toe = 6.33 ft Toe Width = 6.66 Heel Width = 1.33 Total Width Thickness = = 7.99 15.00 :===============================SUMMARY============================== ' Pressure@ Toe = 172 psf Factors of Safety: Pressure@ Heel = 828 " Overturning = 2.83 :1 1. 49 : 1 Allowable Press. = 1 1 000 " Sliding = Eccentricity --10.47 in Sliding Ratio< 1.5 ! ! 1-Way Shear@ Toe = 1-Way Shear@ Heel= 15.0 psi 0.3 psi Allowable Shear = 76.0 ps •------------------------------------------------------·---------------,---------------------------------------------------------------------- -----------------------------SLIDING CHECK --------------------------- Ftg/Soil•Fr.iction = 0.350 Factor of Safety = 1.49 Add'l Force Req'D = 0 # Lateral Pressure = 2,794.1 (-)Passive Pressure= 2,756.3 (-)Friction = 1,398.1 ----------------------------FOOTING DESIGN--------------------------- ACI 9.1 Pressure= Mu Upward = Mu -Downward Mu -Design One-Way Shear: Actual Allowable Rebar Cover Depth to steel Ru= Mu/bd~2 Min. Rebar% = = = = = = = = ---Toe--- 308 14,055 8,057 5,998 15.00 76.03 3.50 11 . 5 0 50.4 0.0018 " --Heel-- 1,480 psf 0 ft-# 523 523 psi 0.29 76.03 2.50 in 12.50 3. 7 • f'c = 2,000 Fy = 60,000 Using SP@ Heel ? No ---------Rebar Choices----- #4@ #5@ #6@ #7@ #8@ #9@ #10@ --Toe 9.66 14.98 21.26 28.99 38. 16 48.00 48.00 in o.c. ,: Heel 8.89 13.78 19.56 26.67 35. 11 44.44 48.00 ---------------------------------..:J .1 J.!, l .& --. ·-••• Wall Info .... Pg 2 of 2 <-------------St em Designs --------------> < At Various Heights Above Ftg . > -----------------------------------------------------------------------DESIGN HT. ABOVE FTG . = 6 .00 3 .00 0.00 ft WALL TYPE ABOVE HT. Masonry Masonry Concrete Thickness (nominal) = 8 .00 12.00 12.00 in Rebar Size # 4 # 5 # 5 Rebar Spacing = 16.00 8.00 8 .00 in Rebar Placed at Edge Edge Edge DESIGN DAT A •••••••••••••••••••••• • ••.. • , .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Lateral Load @ Ht.· = 360 1,103 3,818 # MOMENT ..... Capacity = 905 3,274 18,604 ft -# Applied = 480 2,573 12,749 II SHEAR .. ~ ... Applied = 3 .95 7 .92 26.51 psi Interaction Value = 0 ,542 0.805 0.719 Wall Weight = 76 .0 118. 0 150.0 psf Rebar Depth = 5.25 9.00 8.69 in MASONRY DAT A ••.•••••••.••..•............................................. f'm Fs Grouting Special Inspection = n : Es/ Em = Tension Embed=.0 04DbFs = Short Term Increase = 1,500 24 ,000 Full No 25.78 24.00 1.00 1,500 psi 24,000 psi Full No 25.78 30.00 1.00 CONCRETE DA TA ••••............................... , ....................... . f'c = 2 ,000 p s i Fy = 60,000 psi -------------------------SUMMARY OF FORCES & MOMENTS ---------------------- Origin of Force: Heel Active Pres s. = Soil over Heel = Toe Active Pres s . = Soil over 1oe = Sloped Soil ~ Heel = Adjacent Ftg. Load = Surcharge@ Heel = Surcharge@ Toe = Axial Load on Wall= Load@ Proj. Wall = Averaged Stem Wts . = Added Lateral Load= Ftg & Key Weight = 1/3 Activ e Press ure = TOTALS = :-Overturnin g # ft 2,848 -54 0 0 0 0 2,794 3.75 0 .58 0.00 o.oo o.oo 0 .00 Moments ft -# 10,679 -31 0 0 0 0 10,647 -:-Resisting Moments I -. # ft ft -# 363 366 3 0 0 0 0 1,108 2, 154 948 3,995 7.83 3 . 33. 7.88 o.oo 0.00 o.oo 0 .00 7 .11 4.90 7.99 2,840 1,220 24 0 0 0 0 7,883 10,549 7 ,577 30,092 !--~>> Dis tanc es from front edg e of footing bottom (not k e y) eta inPRO (tm) 1 .2B ,: (C)l989,1990 ENERCALC -------------------------------------------------------------------------------CANTILEVERED RETAINING WALL DESIGN Pg 1 of ----------SOIL DATA Allowable Bearing Active Lateral = = ..... Max. Active = ..... Slope Active = Backfill Slope = {horiz :vert,O =Level) 1,000 psf 35.0 psf 0 II 45. 0 " 2. 0: 1 Passive Lateral = 200 " ------ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem = ... Eco . (Toe side+) = 0 pl 0 pl 0 .00 in Surcharge over Toe = 0,0 ps Surcharge over Heel = 0,0 11 Using Heel Surcharge to Soil Density = 110 ,0 pcf Soil Ht over Toe = 6.0 in ----------------------------ADDED r~sist overturning ? Yes Using 1/3 vertical ? Yes LATERAL LOADS ------------------------· Lateral Load Acting On Stem Above Soil = o.oo psf Add'l Lateral Load = o.o plf ... dist. to start = 0.00 ft dist. to end = o.oo ft -----------------.----------·wALL & Retained Height = 9.00 ft Wall Ht. above soil = 0.00 ft Adjacent Footing: Vertical load = 0 pl : .Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Ftg. Base Above/Below Soil At Wall Face [+/-]= 0,00 ft Footing Type Spread FOOTING DATA ------------------------· Toe Width = 5.50 ft Heel Width = 1.33 ft Key Depth = 36.00 in Total Width = 6,83 ft Key Width = 15.00 in Thickness = 15.00 in .Key Dist. to Toe = 5.50 ft :===============================SUMMARY ============================----: 1 Pressure@ Toe = 226 psf Factors of Safety: Pressure@ Heel = 779 " Overturning = 2,72 :1 Allowable Press, = 1,000 " Sliding . = 1. 50 : 1 Eccentricity = 7.52 in Sliding Ratio< 1.5 ! ! 1-Way Shear@ Toe = 1-Way Shear@ Heel= 12.2 psi 0.0 psi Allowable Shear = 76.0 psi ------------------------------------------------------------------------· ------------------------------------------------------------------------, ---------~-~-----------------SLIDING CHECK-----------------------------Ftg/Soil Friction = 0.350 Lateral Pressure = 2,310.3 # Factor of Safety = 1.50 {-)Passive Pressure= 2,256.3 {-)Friction = 1,201.7 Add' l Force Req' D = ·O # -------------------------------Toe--- ACI 9.1 Pressure = 405 Mu -Upward = 10,143 Mu -Downward = 5,495 Mu -Design = 4,648 One-Way Shear: Actual = 12.20 Allowable = 76.03 Rebar Cover = 3.50 Depth to steel = 11. 50 Ru = Mu/bd"2 = 39. 1 • Min. Rebar % = 0.0018 FOOTING DESIGN--------------------------------Heel-- 1,396 psf 0 ft-# 440 440 0.04 76.03 psi 2 50 in 12 50 . 1 f'c = 2,000 psi Fy = 60 1 000 psi Using SP@ Heel ? No ---------Rebar Choices-------- #4@ #5@ #6@ #7@ #8@ #9@ #10@ --Toe 9.66 14 .98 21.26 28.99 38.16 48.00 48.00 in o.c. Heel 8.89 13.78 19.56 26.67 35.11 44.44 48.00 STEM DESIGN ---------------------------------- Pg 2 of 2 <-------------Stem Desi g ns--------------> Wall Info, ... < At Various Heights Above Ftg. > DESIGN HT . ABQ:VE FTG. = 5.00 2 .00 0.00 ft WALL TYPE ABOVE HT. Masonry Masonry Concrete Thickness (nominal) = 8 .00 12.00 12.00 in Rebar Size # 4 # 5 # 5 Rebar Spacing = 16.00 8 .00 8.00 in Rebar Placed at Edge Edge Edge DESIGN DATA ........................................ • ..... , ... ,,, ...... • .... . Lateral Load @ Ht. = 360 1, 103 3,091 # MOMENT ..... Capacity = 905 3,274 18,604 ft -# Applied = 480 2,573 9,294 II SHEAR ...... Applied = 3.95 7 .92 21.46 psi Interaction Value = 0 .542 0.805 0 ,·528 Wall Weight = 76.0 118 . 0 150,0 psf Rebar Depth = 5.25 9 ,00 8.69 in MASONRY DAT A .................. I ••• I •••••••••••••••••••••••••••••••••••••• f'm Fs Grouting Special Inspection = = n: Es/ Em = Tension Embed=.004DbFs = Short Term Increase = 1,500 24,000 Full No 25.78 24.00 1.00 1 ,500 psi 24, 000_ psi Full No 25 .78 30.00 1.00 CONCRETE DATA ...••............................... I ••••••••••••••••••••••• f'c Fy = 2,000 = 60,000 SUMMARY OF FORCES & MOMENTS psi psi Overturning Moments ft-# I -,-Resisting Moments I -. Origin of Force: # ft # ft ft -# ------------------------------Heel Active Press. = 2,364 3.42 8,077 Soil over Heel = 327 6.67 2,177 Toe Active Press , = -54 0 .58 -31 Soil over Toe = 303 2.75 832 Sloped Soil@ Heel= 3 6,72 20 Adjacent Ftg, Load= 0 0 .00 0 0 o.oo 0 Surcharge@ Heel = 0 o.oo 0 Surcharge@ Toe = 0 0.00 0 0 o.oo 0 Axial Load on Wall= 0 o.oo 0 Load@ Proj, Wall = 0 0,00 0 Averaged Stem Wts, = 958 5.95 5,697 Added Lateral Load= 0 0.00 0 Ftg & Key Weight = 1,843 4.24 7,819 1/3 Active Pressure = 787 6 .83 5,376 --------------------------TOTALS = 2,310 8,045 3,433 21,922 --------------------------!--->> Distances from front edge· of footing bottom (not key) C ietainPRO (tm) 1 .2B (C)l989,1990 ENERCALC ·i I I I __ j ___________________________________________________________________________ _ CANTILEVERED RETAINING WALL DESIGN Pg 1 of -------------------------------------------------------------~---------------------------SOIL DATA Allowable Bearing = Active Lateral = ..... Slope Active = ..... Max. Active = Backfill Slope = (horiz:vert,O=Level) 1,000 psf 35.0 psf . 45.0 psf 0 psf 2. 0: 1 Passive Lateral = 200 pcf Soil Density = 110.0 pcf Soil Ht over Toe = 6.0 in ------ADDED LATERAL LOADS-------Lateral Load Acting On Stem Above Soil = 0.00 psf Add'l Lateral Load = 0.0 plf ... dist. to start -0.00 ft ... dist. to end = 0.00 ft ------ADDED VERTICAL LOADS ----- Axial DL on Stem = Axial LL on Stem = ... Eco. (Toe side +) = Surcharge over Toe = Surcharge over Heel = Using Surcharge to resist overturI_ling @ Heel @ Toe --------ADJACENT FOOTING Vertical load = ... Ecc. {Toe side+) = Footing Width (perp) = Ftg . CL to Wall = Ftg. Base Above/Below Soil 0 pl 0 pl 0.00 in o.o ps o.o ps Yes Yes -------· 0 pl 0,00 in o.oo ft 0.00 ft At Wall Face [+/-] = 0 .00 ft Footing Type : Spread ----------------------------WALL & FOOTING DATA------------------------· Retained Height = 8.00 .ft Wall Ht. above soil = 0.00 ft Toe Width = 4,00 ft Heel Width = 1.33 ft Key Depth = 26.50 in Total Width = 5.33 ft Key Width = 15.00 in Thickness = 15.00 in Key Dist. to Toe = 4.000 ft ===============================SUMMARY================================: Pressure@ Toe = 82 psf Factors of Safety: Pressure@ Heel = 996 psf Overturning = 2.58 :1 Allowable Press. = 1,000 psf Sliding = 1.51 :1 Eccentricity = 9 .03 in Resultant Within Middle Third 1-Way Shear@ Toe = 3.1 psi Allowable Shear = 76.03 psi 1-Way Shear@ Heel= 0.0 psi ------------------------------------------------------------------------1 -------------------------------------------,----------------------------, -----------------------------SLIDING CHECK-----------------------------· Ftg/Soil Friction = 0.350 Soil@ Toe Not Used = 0.00 in Lateral Pressure = 1,940.9 # (-)Passive Pressure= 1,566.8 # Factor or Safety = 1 ,51 (-)Friction = 1,355 .2 # Add'l Force Req'd . = 0 # ACI 9.1 Pressure= Mu -Upward Mu -Downward Mu -Design One-Way Shear: = = = vu = vn=2(f'c)l/2*,85= Rebar CL To Edge= Depth to steel = Ru= Mu/bd~2 = Min. Rebar Ratio= ---Toe--- 115 3,483 2,716 767 3.10 76.03 3.50 11.50 6.4 0.0018 FOOTING DESIGN------------------------------ --Heel-- 1,395 psf 107 ft-# 642 ft-# 535 ft-# o.oo psi 76.03 psi 3.50 in 11.50 in 1~5 f'c = 2,000 psi Fy = 60,000 psi Using SP@ Heel Yes --------Rebar Choices #4 #5 #6 #7 #8 #9 #10 @ @ @ @ @ @ @ --Toe 9.66 in 14.98 in 21. 26 in 28,99 in 38.16 in 48,00 in 48.00 in -------- Heel 9.66 in 14.98 in 21 .26 in 28.99 in 38.16 in 48,00 in 48.00 in I i l -i_L ----------------------------~ID~ LJA~iUN --------------------------------(Facto re d valu e s s hown fo r c onc ret e s t ems) Pg 2 of <--------------Stem Designs--------------> Stem Construction Data < At Various Heights Above Ftg. > ----------------------------------------------------------------------- DESIGN HT. ABOVE FTG. WALL TYPE ABOVE HT. Thickness (nominal) Rebar Size Rebar Spacing Rebar Placed ·at = = = = 4.00 Masonry 8.00 # 4 16.00 Edge 2.00 Masonry 12.00 # 4 8.00 Edge o.oo Concrete 12.00 # 4 8.00 Edge ft in in DESIGN DATA .................... , ............... , ........ • ... , ... , , ..••••••• . . fb/Fb + fa/Fa -0.530 0.576 0.565 Lateral Load@ Ht. = 360 810 2,441 MOMENT ..... Allowable -905 2,814 11,553 Actual = 480 1,620 6,527 SHEAR ...... Allowable = 19.36 19.36 76.03 Actual = 3.95 5.82 18.62 Embedment Length Req'd = 12.00 12.00 12.00 .u 1' ft ft ps ps Wall Weight = 92.0 140.0 150.0 ps . Rebar Depth = 5.25 9.00 9.00 in MASONRY DATA ............................... , ..... , .............•.••• ·, •••• f'm Fs Grouting Special Inspection = = n: Es/ Em = Short Term Increase = 1,500 24,000 Full No 25.78 1.00 1,500 ps: 24,000 ps : Full No 25.78 1.00 CONCRETE DAT A .................................... , ...............•.•••••• f'c Fy Origin of Force: = 2,000 = 60,000 SUMMARY OF FORCES & MOMENTS Overtur~ing # ft Moments ft-# -:-Resisting Moments # ft ft-# ps : ps: I -. -------------------------------------------- Heel Active Press. Soil over Heel Toe Active Press. Soil over. T.pe Sloped Soil@ Heel Adjacent Ftg. Load Surcharge@ Heel Surcharge@ Toe Axial Load on Wall Load@ Proj . Wall Averaged Stern Wts. Added Lateral Load Footing Weight Key Weight Vert. Componant of = = = = = = = = = = = = = = = 1,994 -54 0 0 0 0 Active Press. --------- TOTALS = 1,941 3. 14 0.58 o.oo 0.00 0.00 0.00 6,259 -31 0 O· 0 0 0 6,228 290 220 3 0 0 0 0 948 999 414 997 2,875 5.17 2.00 5.22 0.00 o.oo o.oo o.oo 4.44 2.67 4.63 5.33 1,500 440 16 0 0 0 0 4,205 2,663 1,915 5,315 16,054 CANTILEVERED RETAINING WALL DESIGN Pg 1 of ~ -------------------------------------------------------------------------------· ----------SOIL DATA Allowable Bearing Active Lateral = = ..... Max. Active = ..... Slope Active = Backfill Slope = (horiz:vert,0 =Level) 1,000 psf 35.0 psf 0 II 45. 0 " 2.0:1 Passive Lateral = 200 11 ------ADDED VERTICAL Axial DL on Stem Axial LL on Stem ... Eco. (Toe side+) LOADS ------ = 0 pl1 = 0 pl1 = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0 .0 " Using Heel .Surcharge to resist overturning ? Yes Soil Density = 110.0 pcf Soil Ht over Toe = p,O in ----------------------------ADDED Using 1/3 vertical ? Yes LATERAL LOADS ------------------------- Lateral Load Acting On Adjacent Footing: Stem Above Soil = o.oo psf Vertical load = 0 plf Footing Width = 0 .00 ft Add'l Lateral Load = 0.0 plf Ftg. CL to Wall = 0.00 ft ... dist. to start = o.oo ft Ftg. Base Above/Below Soil dist. to end = o.oo ft At Wall Face[+/-]= 0.00 ft Footing Type Spread ----------------·-----------WALL & FOOTING DATA------------------------- Retained Height = 7.00 ft Wall Ht. above soil = 0,00 ft Toe Width = 4.00 ft Heel Width = 1.33 ft Key Depth = 26.00 in Total Width = 5.33 ft Key Width = 12.00 in Thickness = 12.00 in Key Dist. to Toe = 4.33 ft ===============================SUMMARY================================: Pressure@ Toe = 182 psf Factors of Safety: Pressure@ Heel = 682 11 Overturning = 2.92 :1 Allowable Press. = 1,000 11 Sliding = 1.54 :1 Eccentricity = 6 .16 in 1-Way Shear@ Toe = 1-Way Shear@ Heel= 9.8 psi 0.7 psi Allowable Shear = 76.0 psi ---------------------------------------------------------------------------------------------------------------------------------------------------------~-~-----------~-----SLIDING CHECK -----------------------------Ftg/Soil Friction = 0.350 Lateral Pressure = 1,400.6 # Factor of Safety = 1.54 (-)Passive Pressure = 1,344.4 (-)Frictton = 805.6 Add'l Force Req'D = 0 # ----------------------------FOOTING DESIGN------------------------------ ACI 9. 1 Pressure Mu -Upward Mu -Downward Mu -Design One-Way Shear: Actual Allowable Rebar Cover Depth to steel Ru = Mu/bdA2 Min. Rebar % ---Toe--- = 333 = 4,485 = 2,486 = 1,998 = 9.79 = 76.03 = 3.50 = 8.50 = 30.7 " = 0.0018 --Heel-- 1,244 psf 0 ft-# 281 281 psi 0.66 76.03 2.50 in 9;50 3.5 f'c = 2,000 psi Fy = 60,000 psi Using SP@ Heel ? No ---------Rebar Choices -------- #4@ #5@ #6@ #7@ #8@ #9@ #10@ --Toe --Heel 13.07 in o.c. 11.70 20.26 18.13 28.76 25.73 39.22 35.09 48 .00 46.20 48.00 c 48.00 48.00 48.00 r •, ---------------------------------STEM DESIGN ----------------------------------pg 2 of 2 <-------------Stem Designs --------------> Wall Info.... < At Various Heights Above Ftg, > DESIGN HT . ABOVE FTG. = 4.00 o.oo ft WALL TYPE ABOVE HT. Masonry Masonry Thickness (nominal) = 8 .00 12 .00 in Rebar Size # 4 # 4 Rebar Spacing = 16.00 8.00 in Rebar Placed at Edge Edge DESIGN DATA ................................................. , .... , ...... . Lateral Load @ Ht. = 203 1,098 # MOMENT ..... Capacity = 905 2,814 ft-# Applied = 203 2 ,572 II SHEAR ...... Applied = 2.22 7.89 psi Interaction Value = 0.232 0.935 Wall Weight = 76.0 118. 0 psf Rebar Depth = 5.25 9,00 in MASONRY DATA .................................. , ......................... . f'm Fs Grouting Special Inspection = = n : Es/ Em = Tension Embed=,004 DbFs = Short Term Increase = 1,500 24,000 Full No 25.78 24.00 1.00 1,500 psi 24,000 • psi Full No 25.78 24.00 1.00 CONCRETE DATA ........................................................... . f'c Fy Origin of Force: Heel Active Press. = Soil over Heel = Toe Active. P.ress. = Soil over To~ = Sloped Soil@ Heel= Adjacent Ftg. Load= ·surcharge @ Heel = Surcharge@ Toe = Axial Load on Wall= Load@ Proj. Wall = Averaged Stem Wts. = Added Lateral Load= Ftg & Key Weight = 1/3 Active Pressure= TOTALS = = = psi psi SUMMARY OF FORCES & MOMENTS Overturning # ft Moments ft-# 1,440 2.67 3,840 -39 0.50 -20 -:-Resisting Moments I -, # ft ft -# 254 5.17 220 2.00 3 5.22 1,312 440 16 0 o.oo O 0 0 o.oo 0 o.oo 0 o o.oo o · o 0 o.oo 0 0.00 0 0 0.00 0 700 4.45 3,112 0 0.00 0 1,124 3.29 3,700 480 5.33 2,556 1,401 3,820 2,302 11,136 !--->> Distances from front .e dge df footing bottom (not key} RetainPRO (tm) 1,2B (C)l989,1990 ENERCALC CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ----------SOIL DATA ------------- Allowable Bearing Active Lateral ..... Max. Active ..... Slope Active = = = Backfill Slope = (horiz :vert,0 =Level) 1,000 psf 35.0 psf 0 II 45. 0 11 2. 0 : 1 Passive Lateral = 200 11 Soil Density = 110.0 pcf Soil Ht over Toe = 6.0 in ------ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stem = ... Eco . (Toe side +) = 0 plf 0 plf 0.00 in Surcharge ovei Toe = 0 .0 psf Surcharge over Heel = 0.0 " Using Heel Surcharge to resist overturning ? Yes Using 1/3 vertical ? Yes ----------------------------ADDED LATERAL LOADS------------------------- Lateral Load Acting On Stem Above Soil = Add'l Lateral Load ... dist. to start dist. to end = = = 0.00 psf 0.0 plf o.oo ft 0.00 ft Adjacent Footing: Vertical load = 0 plf Footing Width = 0.00 ft Ftg . CL to Wall = 0.00 ft Ftg .. Base Above/Below Soil At Wall Face[+/-]= 0.00 ft Footing Type Spread ----------------------------WALL & FOOTING DATA------------------------- Retained Height = 6 .00 ft Toe Width = 3.00 ft Wall Ht. above soil = 0.00 ft Heel Width = 1.33 ft Key Depth = 20.00 in Total Width = 4.33 ft Key Width = 12.00 in Thickness = 12.00 in Key Dist. to Toe = 3.33 ft l=============================== SUMMARY ================================l Pressure@ Toe = 251 psf Factors of Safety: Pressure@ Heel = 631 " Overturning = 2.85 :1 Allowable Press. = 1,000 " Sliding = 1.57 :1 Eccentricity = 3.73 in 1-Way Shear@ Toe = 7.7 psi Allowable Shear = 76.0 psi l : 1-Way Shear@ Heel= 1.0 psi : •------------------------------------------------------------------------· 1------------------------------------------------------------------------1 ----------------~-l __________ SLIDING CHECK------------------------------ Ftg/Soil Friction = 0.350 Lateral Pressure = 1,063.1 # Factor of Safety = 1.57 (-)Passive Pressure= 1,002.8 Add'l Force Req'D = 0 # (-)Friction = ·668.3 ----------------------------FOOTING DESIGN---------·-------------------- ACI 9. 1 Pressure Mu -Upward Mu -Downward Mu -Design One-Way Shear: Actual Allowable Rebar Cover Depth to steel Ru = Mu/bd"2 Min. Rebar % ---Toe--- = 467 = 2,832 = 1,399 = 1,434 = 7.69 = 76.03 = 3,60 = 8.50 = 22.1 = 0 .0018 --Heel--f'c = 2,000 psi 1,172 psf Fy = 60,000 psi 0 ft-# Using SP @ Heel ·? No 221 ---------Rebar Choices-------- 221 --Toe --Heel psi 0.98 76.03 2.50 in 9 .,60 2·. 7 #4@ 13.07 in o.c. 11.70 #5@ 20.26 18.13 #6@ 28.76 25.73 #7@ 39.22 35.09 #8@ 48.00 46.20 #9 @ 48.00 r 48.00 #10@ 48.00 48.00 ---------------------------------STEM DESIGN ----------------------------------Pg 2 of ~ <-------------Stem Designs --------------> Wall Info .. , . < At Various Heights Above Ftg. > -----------------------------------------------------------------------DESIGN HT . ABOVE FTG. = 4 .00 o.oo ft WALL TYPE ABOVE HT. Masonry Masonry Thickness (nominal) = 8.00 12.00 in Rebar Size # 4 # 4 Rebar Spacing = 16.00 16.00 in Rebar Placed at Edge Edge DESIGN DATA ..................... • .......................•...•••••••••••••• # Lateral Load@ Ht. MOMENT ..... Capacity Applied SHEAR, ..... Applied Interaction Value Wall Weight Rebar Depth = = = = = = = 90 905 60 0 .99 0.072 76,0 5.25 806 2,164 ft -~ 1,619 " 5.79 psi 0.767 118.0 psf 9.00 in MASONRY DAT A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • . • • • • • • • • • • • • • • • • • psi = = Grouting Special Inspection n : Es/ Em = Tension Embed=.004DbFs = . Short Term Increase = 1,500 24,000 Full No 25.78 24.00 1.00 1,500 24,000 psi Full No 25.78 24.00 1.00 CONCRETE DATA ................................ , ........•••.••••••••••••••• f'c = psi Fy = psi -------------------------SUMMARY OF FORCES & MOMENTS ---------------------- Origin of Force: Heel Active Press . = Soil over Heel = Toe Active Press, = Soil over ·To·.e = Sloped Soil@ Heel= Adjacent Ftg. Load= Surcharge@ Heel = Surcharge@ Toe = Axial Load on Wall= Load@ Proj, Wall = Averaged Stem Wts. = Added Lateral Load= Ftg & Key Weight = 1/3 Active Pressure = TOTALS = Overturning Moments -:-Resisting Moments # ft ft-# # ft ft-# 1,103 2 .33 2,573 -39 0.50 -20 0 0.00 0 0 0.00 0 0 o.oo 0 0 0,00 0 1,063 2,553 218 4.17 165 1,50 · 3 4 .22 0 o.oo 0 0.00 0 o.oo 0 o.oo 624 3.46 899 2.63 367 4.33 1,909 907 248 13 0 0 0 0 2,159 2,364 1,590 7,279 !--->> Distances from front edge df footing bottom (not key) r RetainPRO (tm) 1,2B (C)l989,1990 ENERCALC I { CANTILEVERED RETAINING WALL DESIGN Pg 1 of 2 ----------SOIL DATA Allowable Bearing Active Lateral = = ..... Max.Active = ..... Slope Active = Backfill Slope = (horiz:vert,O =Level) 1,000 psf 35.0 psf 0 It 45. 0 ·u 2. 0: 1 Passive Lateral = 200 " Soil Density = 110.0 pcf Soil Ht over Toe = q,0 in ------ADDED VERTICAL Axial DL on Stem Axial LL on Stem ... Ecc, (Toe side+) LOADS ------ = 0 plf = 0 plf = o.oo in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 " Using Heel Surcharge to resist overturning ? Yes Using 1/3 vertical ? Yes ----------------------·------ADDED LATERAL LOADS ------------------------- Lateral Load Acting On Stem Above Soil = o.oo psf Add'l Lateral Load = 0.0 plf ... dist. to start = 0 .00 ft dist. to end = o.oo ft -------.--------------------WALL & Retained Height = 5.00 ft Wall Ht. above soil = 0.00 ft Key Depth = 15.00 in Key Width = 12.00 in Key Dist. to Toe = 2.50 ft Adjacent Footing : Vertical load = 0 plf Footing Width = 0.00 ft Ftg. CL to Wall = 0,00 ft Ftg~ Base Above/Below Soil At Wall Face [+/-]= 0.00 ft Footing Type Spread FOOTING DATA ------------------------- Toe Width = 2.50 ft Heel Width = 1.00 ft Total Width = 3.50 ft Thickness = 12,00 in :===============================SUMMARY================================! Pressure@ Toe = 299 psf Factors of Safety: Pressure@ Heel = 511 " Overturning Allowable Press. = 1,000 " Sliding Eccentricity = 1.83 in 1-Way Shear@ Toe = : 1-Way Shear@ Heel= 5 .5 psi 0.5 psi Allowable Shear = = = 2 . 68 : 1 1.62 : 1 76.0 psi •------------------------------------------------------------------------• ,------------------------------------------------------------------------, ---------·-·-----------------SLIDING CHECK ------------------------------Ftg/Soil Friction = 0.350 Lateral Pressure = 770.6 # Factor of Safety = 1. 62 (-)Passive Pressure = 756 .3 Add'l Force Req'D = 0 # ( -) Fricti.on = 495.7 ----------------------------FOOTING DESIGN ---------------------------------Toe-----Heel--f'c = 2,000 psi ACI 9 . 1 Pressure = 530 907 psf Fy = 60,000 psi Mu Upward = 1,938 0 ft-# Using SP @ Heel ? No Mu -Downward ::: 971 170 ---------Rebar Choices -------- Mu -Design = 966 170 --Toe --Heel One-Way Shear : #4 @ 13.07 in o.c. 11.70 Actual = 5.55 0.47 psi #5 @ 20.26 18.13 Allowable = 76.03 76.03 #6 @ 28.76 25 .73 Rebar Cover = 3.50 2.50 in #7 @ 39 .2 2 35.09 Depth to steel = 8.50 9.50 #8 @ 48.00 46.20 Ru Mu/bd"2 14.9 2. 1 #9 @ 48.00 s: 48 .00 = = Min. Rebar % = 0.0018 #10@ 48.00 48.00 IV , . . ,· t; ---------------------------------STEM DESIGN Pg 2 of 2 <-------------Ste m Desig n s--------------> Wall Info .... < At Various Heights Above Ftg, > DESIGN HT . ABOVE fTG. = o.oo ft WALL TYPE ABOVE HT. Masonry Thickness (nominal) = 8 .00 in . Rebar Size # 4 Rebar Spacing = 8.00 in Rebar Placed at Edge DESIGN DATA ....................................... ,, .................... . Lateral Load@ Ht. MOMENT ..... Capacity Applied SHEAR ...... Applied Inte r action Value Wall Weight Rebar Depth = = = = = = = 558 # 1,152 ft-# 937 II 6.12 psi · 0. 829 76 .0 psf 5.25 in MASONRY DATA ....................... I ••••••••••••••••••••••••••••••••••••• f'm = 1,500 psi Fs = 24,000 psi Grouting Full Special Inspection No n : Es/ Em = 25.78 Tension Embed=.004DbFs = 24.00 Short Term Increase = 1.00 CONCRETE DAT A ................ , ........ , .............. , , ................. , f'c Fy Origin of Force: Heel Active Press. = Soil over Heel = Toe Active Press. = Soil over ~o~ = Sloped Soil@ Heel = Adjacent Ftg, Load = Surcharge@ Heel = Surcharge@ Toe = Axial Load on Wall= Load@ Proj, Wall = Averaged Stem Wts. = Added Lateral Load= Ftg & Key Weight = 1/3 Active Pressure = TOTALS = = = psi psi SUMMARY OF FORCES & MOMENTS :-Overturning Moments # ft ft-# 810 2.00 1,620 -39 0.50 -20 0 o.oo 0 0 0,00 0 0 o.oo 0 0 0.00 0 771 1,600 -:-Resisting Moments # ft ft -# 183 3.33 138 1.25 3 3.39 0 o.oo 0 0.00 0 o.oo 0 0.00 380 2.83 712 2.08 270 3.50 1,416 611 172 10 0 0 0 0 1,077 1,481 944 4,295 !--->> Distances from front edge of footing bottom (not key) r: RetainPRO (tm) 1.2B (C)1989,1990 ENERCALC / t CANTILEVERED RETAINING WALL DESIGN Pg 1 of : ----------SOIL DATA Allowable Bearing Active Lateral :: :: ..... Max. Active = ..... Slope Active = Backfill Slope :: (hor iz:vert,0::Level ) 1,000 psf 35.0 psf 0 II 45 .. 0 " 2. 0: 1 Passive Lateral :: 200 11 Soil Density :: 110.0 pcf Soil Ht over Toe :: 6,0 in ------ADDED VERTICAL LOADS Axial DL on Stem = Axial LL on Stern = ... Eco . (T~e side+) = 0 plJ 0 pl: 0.00 in Surcharge over Toe = 0.0 psj Surcharge over Heel = 0.0 " Using Heel Surcharge to resist overturning ? Yes Using 1/3 vertical ? Yes ----------------------------ADDED LATERAL LOADS------------------------· Lateral Load ·Acting On Adjacent Footing : Stem Above Soil = 0.00 psf Vertical load = 0 plJ Footing Width :: 0.00 ft Add'l Lateral Load = o.o plf Ftg. CL to Wall :: 0.00 ft ... dist. to start = o.oo ft Ftg. Bas~ Above/Below Soil dist. to end = 0.00 ft At Wall Face [+/-]= 0,00 ft Footing Type Spread ----------------------------WALL & FOOTING DATA------------------------· Retained Height = 4.00 ft Toe Width = 1,50 ft Wall Ht. above soil = 0 .00 ft Heel Width = 1.00 ft Key Depth = 9.00 in T~tal Width = 2.50 ft Key Width = 12.00 in Thickness = 12.00 in Key Dist. to Toe = 1.50 ft ::::·::::::::::::::=====================SUMMARY::::::::::::_=========================: Pressure@ Toe = 474 psf Factors of Safety: Pressure@ Heel = 345 " Overturning = 2,32 :1 Allowable Press. = 1,000 11 Sliding = 1. 65 : 1 Eccentricity = 0 .78 in 1-Way Shear@ Toe = 1-Way Shear@ Heel= 4.0 psi 0.2 psi Allowable Shear = 76,0 psi -----------------------------------------·-------------------------------· ------------------------------------------------------------------------, ---------~-~-----------------SLIDING CHECK------------------------------Ftg/Soil Friction = 0.350 Lateral Pressure = 523.1 # Factor of Safety = 1 .6 5 (-)Passive Pressure= 506.3 Add'! Force Req'D = 0 # (-)Frictton = 358.3 ----------------------------FOOTING DESIGN------------------------------ ---Toe-----Heel--f'c = 2,000 psi ACI 9. 1 Pressure = 860 627 psf Fy = 60,000 psi Mu -Upward = 915 0 ft-# Using SP @ Heel ? No Mu -Downward = 350 123 ---------Rebar Choices -------- Mu -Design = 565 123 --Toe --Heel One-Way Shear: #4 @ 13.07 in o.c. 11.70 Actual = 3.98 0.21 psi #5 @ 20.26 18 . 13 Allowable = 76.03 76.03 #6 @ 28.76 25.73 Rebar Cover = 3.50 2.50 in #7 @ 39.22 35.09 Depth ·to steel. = 8.50 9 .:so #8 @ 48.00 46.20 ,: Ru = Mu/bd~2 = 8. 7 • 1. 5 #9 @ 48.00 48,00 Min. Rebar % = 0.0018 #10@ 48.00 48.00 c,1.1.., ---------------------------------STEM DESIGN ---------------------------------- Pg 2 of 2 <-------------Stem Designs --------------> Wall Info.... < At Various Heights Above Ftg . > DESIGN HT , ABOVE FTG. = 0.00 ft WALL TYPE ABOVE HT. Masonry Thickness . (nominal) = 8.00 in Rebar Size # 4 Rebar Spacing = 16 .00 in Rebar Placed at Edge DESIGN DATA.; ........................................................... . Lateral Load@ Ht . MOMENT . •A •• Capacity Applied SHEAR ...... Applied Interaction Value Wall Weight Rebar Depth = = = = = = = 356 # 905 ft -# 479 II 3.90 psi 0 .541 76.0 psf 5.25 in MASONRY DAT A ••.••••• , ••••.••........•.••. , •••.. , .. , •...•...•• , ..••.••.•.• f'm -. 1,500 ps i Fs = 24,000 psi Grouting Full Special Inspection No n: Es/ Em = 25.78 Tension Embed=.004DbFs = 24.00 Short Term Increase = 1.00 CONCRETE DATA ........................................................... . f'c = psi Fy = psi -------------------------SUMMARY OF FORCES & MOMENTS---------------------- t-Overturning Origin of Force: # ft Moments ft-# Heel Active Press. = 563 1.67 938 Soil over Heel = Toe Active Press. = -39 0.50 -2 0 Soil over Toe = Sloped Soil@ He e l = Adjacent Ftg. Load = 0 0.00 0 Surcharge@ Heel = Surcharge@ Toe = 0 0.00 0 Axial Load on Wall= Load@ Proj. Wall = 0 0.00 0 Averaged Stem Wts . = Added Lateral Load= 0 0,00 0 Ftg & Key Weight = 1/3 Active Pressure= TOTALS = 523 918 -:-Resi st ing Moments # ft ft -# I -, 147 2.33 3 42 83 0 .75 62 3 2.39 7 0 0.00 0 0 0.00 0 0 o.oo 0 0 0.00 0 304 1 .83 557 487 1.42 694 187 2.50 468 1,024 2,131 !--->> Distances from front edge ~f footing bottom (not keyi RetainPRO (tm ) 1.2B (C)l989,1990 ENERCALC CANTILEVERED RETAINING WALL DESIGN Pg 1 of : ----------SOIL DATA Allowable Bearing Active Lateral = = ..... Max. Active = ..... Slope Active = Backfill Slope = (horiz:vert,0 =Level) 1,000 psf 35 ,0 psf 0 II 45.0 " 2 .0:1 Passive Lateral = 200 11 Soil Density = 110.0 pcf Soil Ht over Toe = p.0 in ------ADDED VERTICAL Axial DL on Stem Axial LL on Stem ... Ecc. (Toe side+) LOADS ------ = 0 plj = 0 pl1 = 0,00 in Surcharge over Toe = 0,0 ps1 Surcharge over Heel = 0 . 0 • 11 Using Heel Surcharge to resist overturning ? Yes Using 1/3 vertical ? Yes ----------------------------ADDED LATERAL LOADS -------------------------Lateral Load Acting On Adjacent Footing: Stem Above Soil = o.oo psf Vertical load = 0 plf Footing Width = 0,00 ft Add'l Lateral Load = o.o plf Ftg. CL to Wall = 0.00 ft ... dist. to start = o.oo ft Ftg. Base-Above/Below Soil dist. to end = o.oo ft At Wall Face [+/-]= 0.00 ft Footing Type Spread ----------------------------WALL & FOOTING DATA -------------------------Retained Height = 3.00 ft Toe Width = 1.50 ft Wall Ht. above soil = 0.00 ft Heel Width = 1,00 ft Key Depth = 0.00 in Total Width = 2,50 ft Key Width = 0.00 in Thickness = 12,00 in Key Dist. to Toe = 0.00 ft ===============================SUMMARY================================: Pressure@ Toe = 268 psf Factors of Safety: Pressure@ Heel = 371 11 Overturning = 3. 29 : 1 1.57 :1 Allowable Press. = 1,000 11 Sliding = Eccentricity = 0.81 in 1-Way Shea r@ Toe = 1-Way Shear@ Heel= 1.6 psi 0.7 psi Allowable Shear = 76.0 psi ------------------------------------------------------------------------• ------------------------------------------------------------------------, ----------·--·:-------- ----- - - --SLIDING CHECK ------------------------------Ftg/Soil Friction = 0.350 Lateral Pressure = 320.6 # Factor of Safety = 1.57 (-)Passive Pressure = 225.0 Add'l Force Req'D = 0 # (-)Frictton = 279,5 ----------------------------FOOTING DESIGN------------------------------ ACI 9.1 Pressure = Mu Upward = Mu -Downward = Mu -Design = One-Way Shear: Actual = Allowable = Rebar Cover = Depth to steel = Ru = Mu/bd"'2 = Min. Rebar % = ---Toe--- 482 584 350 234 1. 56 76.03 3.50 8.50 3 .6 0,0018 --Heel-- 668 psf 0 ft-# 83 83 psi 0.72 76.03 2,50 in 9 .;50 • i'.o f'c = 2,000 psi Fy = 60,000 psi Using SP@ Heel ? No ---------Rebar Choices-------- #4@ #5@ #6@ #7@ #8@ #9@ #10@ --Toe --Heel 13,07 in O,C, 11,70 20.26 18.13 28.76 25 .73 39.22 35.09 48.00 46.20 48,00 r 48,00 48.00 48.00 ---------------------------------STEM DESIGN ----------------------------------•Pg 2 of 2 <-------------Stem Designs --------------> Wall Info . , .. < At Various Heights Above Ftg. > ----------------------------------------------------------------------- DESIGN HT, ABOVE FTG, = o.oo ft WALL TYPE ABOVE: HT, Masonry Thickness (nominal) = 8.00 in Rebar Size # 4 Rebar Spacing = 16.00 in Rebar Placed at Edge DESIGN DATA .............................................•..•••••••••••••• # Lateral Load@ Ht. MOMENT ..... Capacity Applied SHEAR, ..... Applied Interaction Value • Wall Weight Rebar Depth = = = = = = = 198 905 ft -# 202 II 2. 1 7 psi 0,231 76.0 psf 5.25 in MASONRY DATA ................................... , .•....•..•.•••••••••••••• ·f'm = 1,500 psi Fs = 24,000 psi Grouting Full Special Inspection No n : Es/ Em = 25.78 Tension Embed=,004DbFs = 24.00 Short Term Increase = 1.00 CONCRETE DATA ....•..... I •••••••••••••• I • I ••••••• I ••••••••••••••••••••••••• f'c = psi Fy = psi -------------------------SUMMARY OF FORCES & MOMENTS---------------------- Origin of Force: ----------------Heel Active Press. = Soil over Heel = Toe Active Press. = Soil over Toe = Sloped Soil @ Heel = Adjacent Ftg. Load = Surcharge @ Heel = Surcharge @ Toe = Axial Load on Wall = Load @ Proj. Wall = Averaged Stem Wts. = Added Lateral Load = Ftg & Key Weight = 1/3 Active Pressure= TOTALS = :-Overturning # ft -------------- 360 L33 -39 0.50 0 o.oo 0 0,00 0 0,00 0 o.oo ---------321 --------- Moments ft -# I -.-Resisting Moments I -. # ft ft-# ------------------------------480 110' 2.33 257 -20 83 0.75 62 3 2,39 7 0 0 o.oo 0 0 o.oo 0 0 0 0.00 0 0 o.oo 0 0 228 1. 83 418 0 375 1.25 I 469 120 2,50 300 -------------------------- 460 799 1,512 -------------------------- !--->> Distances from front edge of footing bottom (not key) t: RetainPRO (tm) 1.2B (C)1989,1990 ENERCALC PNMRl!C IIV• ,.. VINCENT W. SCARPATI, R.C.B. 33520 : 12.c?. 1 A I ..,) I !::?G ~ l)'-'L ' C~~\G~ f!)~~f.-\e_.i"E:.{l..,~ : .B,e:AR--\~ 1poo P<i>~ / L-F'. • ~c...-nv~ ~l.>fl-il-' Pf2..e,.";.<;.vR.,~ • ~Li L>l t-->'-\ C..Oa1:-~1C..\ e.~T 0, 1.CS '. PA~~,0e. e:,~~ p~~~l,)~c,!.-?.it' P~r=/r-T . "i.. ~ ~. \ 14-~ A1 H \\)_-\~T. . ' ' . ·, ! . ···'. ! o~ Tua Wb.U.... ' .. . ' ' .. ., I l llltflll.-.RIIO f/N 1 ,..._■M"ll!O UNOIIII TH■ ■Ull'■FIVIBION OF 1 VINCENT w.:scARPATI, R.C.B. 33520 Q a. Concentrated, surcharge, o· t,.)e:,11--l Po~ : I MeG>.~,t.S ' 1 . .L 12.4i::.T~ n-~, ~ w ... '--\,... Ce-. I 't rl ' • ' j· TITLI!• .:i : I I ! '. I! t<. W. LAWLER ANO ASSOCIATES~ INC, I •, :• ! · .. l •• . , .. I I ' ' i f .; ·}~·j , I ' I t,•, •~ lii83SI WALNUT AV!NUE • SUITE A • TUSTIN • CALIPORNIA • ~IZBBOj I --------------------------...... ( -----...... --""(~_;[ 714 • 730 • O'O I i ·.:.: ' I i ! j • I I ' I ' • I , . ' 1 • Ll · : -1.-.. , :··l :. i ..... eMR80 11V 1 .J • ~/)~!/) b'n ,._■~EC l.,IN09A TH■ ■UP■RVIIIION OP• :-! I I VINCINT W. :SCARPATI, R.C.B. 33520 HS20-44 8,000 lbs 32,000 lbs 32,000 lbs HS 15-44 6,000 lbs 24,000 lbs 24,000 lbs ~' ~, ~1 ' 00 00 ~I. 14'-0" ::±:--. V ~ 0.1~--~-----~ I I I O.lW~---~--. ---!O .~W~ W -combined weight on the first two axles which is the same as for the corresponding H truck. V -variable spacing-14 fl to 30 fl Inclusive. Spacing to be used Is that which produces maximum stresses. 10'-0" clearance and load lane width I I I I 2'-0"~ j, 6'-0" ,j, J-2'-0" •tor beam desigl) 1 '-0" -for slab design Standard HS trucks • Fif. 13.4,: The H-S truck of the AASHO Standard Specifications for Highway Bridges. For slab design the center line of wheels shall be assumed to be 1 ft from face of curb. ·t<. w. L.AWL.E R ANO ASSCCIAT e s.~ INC . , , ·} I 9 1139 WALNUT AV8NUI! • BUITe A • TUSTIN •CALIFORNIA• a aaao :· '714 • '7:10 ! 0401 ' ,. ;· _________________________ ..,._.,. ________ ~. 1 '~ .l \ .' I I 1 T. -;_ ; i I I : I ' ' I I ; I ' ' : i. • : ; i'; 11 ;· LH ll\tt L:.:;: l ; I I I : -I , I J -~l ! I I ' PAl~RED l!IV I ,J . Sc.Aa..PA-:n \oq -,,oo .J08 ,ND.• I . ! ' ! ' ! I ~IMA•c UN011A THB ■UFl■RVl■ION OP• µ~ Pofl..., :_iW IPol2.T.5 1 i tZ..-eT ~, .-.l u->q w ~ '-A... C> '2.~ '",.) ;J VINCENT W •. SCARPATI , R.C.B. 33520 TITI-■• I ::::1., ilZ-uC\.<.. o._7 H . . 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I (,;p PA■fll'ARED UNoaA TH■ ■Ufll■RVIIIIQN 0 1= 1 I ~lt..,:\Po~-1MPora,'i.S · ! IU&rb 1•••h~'-\ wl">u-\')~\~ ~I: .,i·~i. j ; i . VINCINT W. SCARPATI, R.C.B. 335 20 TITL■• . . t t----------------------------~ .. -------.-....-,~. I:., 2... '-\4 \ GU v..) /)\,..L, /) ; ! r:t I i : : 1 • •· I 1-,~.} I '•'••. i J •_••~· . . i l-.'.:{ ,·... ; I l ·.<· ' .·., . Ii:::;. ,. G\4~ ~,I':> (}\t.-\'T"j .. '· I.T t1.· C..\4~· .~~\@ \,,-.)~ .: • ' • : : .. : : [:J P -=-11a u. -t ll o~ + 14~ -o. ~c.. "". t : : iL>l l O ~11._ -(} -r.12..,-::.;,;.:_+ .~¢+PP : . :--:t:·· Pf-,.~~;.'~~t¥f ~ ~-,· : : ' ;-· ; : ' . I ' ·, \ I ' ' ' l) r::{' •• , r f"'," ; I ~ I' r' I ,,,..._ '"t ~•· ·'r,li-,"=-1.10 ;\C-'1-,"°':>~ +·sz + G~~,:~:-=-:&"'\01t-·P~ ~~-=-:~•:> ff I • I : ' f ' • ' iC • '>• -~: ~t:_-~ I A , ~ \ • ; -0 '" -, ·1·: C.. C\4 e.c..\'-. ~q,~n,.., ,-)Gi ·; ; I :a fZ..-:::-t-\ ri.. -Mo"\' -I, ~7--: \ ,64 _ ~~-~,· ; e-::.. ~ -fl..;~~ ' • µ . .. . I I I ~r:r \ • t 0 . ; . • i hi· -=-~ (_ \+ <oe)-\ .. ,o ,1.4.. ( 1:·+. ~Gr.~)\~ 1 ·,,J-;·4 ~j:-J t : •. ~~ ~ ~ 'Z,.S ' •. ; .. :."Z.,,S ') 0 ., :.~· • :: :, ' ;:_:_. j',' ; .• + ·,· t<. w. LAWLER ANO ASSOOIATee .. INC. . . . 8839 WALNUT AVe:NUE • SUITE A • TUSTIN • CALIFORNIA• aaaeQ ......., _______________________________ __,, ! I •,• •. I ,. • ' ' i : t ;_·: : 1 .: I ' • j I i .; : I , t ' ... ~ , I ' I I , \ 1 , j' ' i .-1 : : PAEPAREO av a J , Sc..A~ ~ PAl! .... Rf;O UN08R THE! 8UPIIRVISION OF • VINCENT W. SCARPATI, R.C.B. 33520 :, :. W I ~"?.-0 +i<:::..<::...~~ te. 1_: 1' • I . I • 108 -~----, ...... r .K;>_, JOa :No,1 µel,-.) Po.n=:r: i 1.wlfOl21S I •• '2-e12..'rb~"''~ c..,J~ ce.c..,c.c,J l ! ·r • • 1 T ITLE!• , , t<.-W. L..AWLER ANO ASSOCIATES; JNC. ' ' • 118311 WALNUT AVl!NUS • SUITE. A• TUSTIN ~CALIFORNIA• 911SSO· ?14 • ?30 • 0401 ., . II} ...._ ________________ ...;.. _______ ..;_,, ________ "'f ·' ., l-H I !"•'. I ;·: I· I : !···: PREPARED 1!1V 1 'J. ~'4) ~r\ Pfll1Mfllll0 Ul"IOIR TMI ■UF'IAV181ON OP• VINCBNT W.:SCARPATI, R.C.B. 33520 e. -:::. ~ ~...,_ + '<"L ;-' t "\... <.:.-<--Be, CATE • . A, c.-:;. O, ~ l~ O• 4~ l . J.i ~ to' I ··, • ' ~--=--<:. ti -;:.. ct> ·1· .• s2..~ I e;~- <o\"' ·v si • ' . . . • I .. . K, w. L.AW.L.eR ANO ASSOOIATee1 INC, 128312 WALNUT AVENUE • eu1'.e A• TUSTIN• CALIPORNIA • aaeeo; ?14 • ?30 • 04101 .:.:-i. ' I • f";"-*< .. , ., • ~• • \ I '·' 1". I -11 1 I l j I i I I 1. . ' . I ' I PREPAFU!o av • , SCJ:>«-P ~ PA■-flll!O UNCIFII THB ■UPl!FIV1810N OP• VINCENT W. SCARPATI, R.C.B. 33520 Q...q:,"'r,b"j' .-.)c,· • Wl:l.\..-L DeS.\C,. ~ y~c_.\,(... <-;:,0ru:,..µ /')~ 12, /)t.J ?°1 '=-\ <ii e,'-· '°""\G. ~ Wt.r.-\..,L. . I K. W. L.AWL.ER ANO ASSOCIATesl 1NC, :·. litB32 W AI.NUT AVENUE • SUITE A.• TUSTIN• CA.1.IFOFINIA..• 81it980. I i I l • t I I , , I ::•:•; :•-::.:•·' I I '--~·-. . t r • ljl I . 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LAWLeFI ANO ASSCCIATeei INC, .-I, R83a WALNUT AVl!NUI! • SUITE A • TUSTIN • CALIFORNIA• liaaao\ ' ' . ! l I PA&PARl!C 11!1V I J • ~<Ll'.l'>"n Pfll■IIJARl!D UNDaR TH■ ■UFl■FIVl■IDN OF 1 VINCENT W. SCARPATI, R.C.B. 33520 v-)hU.... . •· ,.. -· -·I -1 t I -t I ' i I I J t <o-Co-'Oe> \OQ-~ . I, CATI! 1 J08 NO.• r : ~~v-..)(='o«;l{"~· \MPp~T,&1 I , 1 !:(_I! i ~, t:., ...,, : " ~ ~~ r\£ .(,., G lJ .1 : • ·, I f l, f TITL.11• . i .. , ... '-o·-4e, (Jb 1 Co~)~ (...~) \'.2.s f2--=-.~ ..,,,,,_ + '('--\"' =c.. ,_ A'i I • o. 4 t4 0. '5 \-l . ...-■Mllll!C UNOIIR TH■ 8UFl■AVl810N OP• t-J ~w Po ,q • lM f'oiers VINCENT W. SCARPATI, R.C.B. 33520 R-eTD, ~, ,-.)(i v.>IH.-'-[)~'4~ .1 ; ... TITL■• ! :.: .. ; 'it. ~,._,..;.t.;.;lo_,_ ____ ....,._ __ .. f.: ':I': .. ·: , l ·-0 . ' . w 1-=--,; '"L.' 'I-. • C.0'1 1 Y.. • l 4'{ o.44 :. 0.1~ \ : .. : •, I I w'"l...-:: .. "'l..·, s ...,._ 1 ..,. • 1 ~o ll-c.~ I i I I ;• I ; T ~ I ·; t<. w. LAW&..eA ANO ABeOCIATes •. INC, aa3a WALNUT AVl!!NUE • SUITE A• TUSTIN• CALIFORNIA• &raeeo:; 714 • 7:10 • 0•01 PAEPAREO 11V • Pflll■lll'A,-.1:0 UNo■A TH■ ■UPIIRVll!IION OP • VINCINT W. SCARPATI, R.C.B. 33520 . ' • . .. 4-~IG.~. ~P~. w 1~~D °""<::,c..~~ · , r• •-·· I 1~-~-r r • • • ,i,r j ··l·r·1,, _1., • .l J . • I , I·{ • ···' •I r ,. •; <o-"2...-Be, ,oo -:~o I I l !\~. I • I !_1 ' I t _I__ j I I ' 1 J PAT&• JO■ .!No.• : , PACIII. • , o,i • 1 µ~P c~ •1$.MP01<T5 ~b\..J '~C:, : W~'--L-D~ . .'i,\~~ TITL■• :1. •• . ' ... , .· .. ~::..~ I • • • .',,I • :::·.:. ' .. •. · .... . . ' : : K. W. LAWLER ANO ASSOCIATES~.:INC. 8838 WALNUT AV■NUB • SUIT& A• TUSTIN • C.ALIPORNIA • 811880 i · ?14 • 730 • a.01 I ,, ,, •.'.• , .. ,. (· I , PREMRl!O 1!1Y I J • ~a.-.0_1\,.; PR■Po,lt.Al!O UNOIIA THE IIUPBRVIS ION CF • VINCENT W. SCARPATI, R.C.B. 33520 A • C \.\ e..c..."'- ' I W0 -=..( eo' ~o.s' ~ . 14 t\(.,c....t \ ' r w,-:...'. G, ~ \(~".. "-. -l4~ \l..:c.-t:! 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' ~Tl.) 1 t:l ,~" lwt:)~ C c2.~,&'..i.~ i t VINCBNT W. SCARPATI, R.C.B. 33520 TITLI• ~~oli. WA U.... \.4'T. Co,.:) C... ':.,12.)- '2...'-\..lT, \ 4 -~1.- &' ..... "-'T, e\-I-IT, \D'-\ .. ff, \'?.,.'; '4T, \L-\'i_ HT, . •. e, -. \.ff, l ' IO ~~'T. -e," ,. n ..... \ <o'' 1e:i' C,..Q.3C,<;,,Te',M l A.\ \ ...,.-o )', \-0 I I " 7 -0 'I-,. 1-(.,, '1 '-o· 'I(. ,'-c.;· ' ..., I ., • \\ 1t "'-o 'IC. -<.:. o,q-o·,->-~ 0. e,,•,.,.;-- 1,4\i--"l,.. . 1--Z.., o \ iv-- z... (o \ i""'1... ~.1..,\ ·,IA-"i- o. e,, i .,.}- Z.. 1'2 .. i .,.}- ! . i . ~ ~ 4 ~ I :, 'd-4 ~l),L 4 -.l-4 P.,~,t.... 5 ~~ C>~f\.. 7 ~'"'$: t>~l t C\ ~«.>· 11>~,.( : . :! • . r " 11.s.· 0 •. .. I>~. t<, W. LAWLER ANO ASSOC IATES~ INC . . ,. 2832 WALNUT AVENUE • SUI Te A • TUSTIN • CAL IFORNIA• saeao i. ... L ....... . , i I ·) ·+· I • • ' I i I . ~ .. Pfllll!PAR■o UNOIIR TH■ auP■Av1e10N OP, VINCENT W. SCARPATI, R.C.B. 33520 ~ I _, rJ 'Ill 4 l -· ,J t ! .• ,, -z... I G 4 '. ( c.o' -14 ' <. ~ WA l-L-. ~u .f-\ t---'./:l~"( j 1 ~ b) J j~ C:'),- ? H " ~ .. .,__ __ ® __ __, j , I J_ , .. T 1· ► I , i l . •, t<. w. L.AWLER ANO ABBOCl~~es~ _ INC. . • i :f. ' 128312 WAL.NUT AVl!NUe • SUITE A• TUBTIN • CAL.IPOANIA • aaaao;·. ?14 • '730 • 0401 . j __ :· ' ' l 'f.,_, I . ~. l : . ', • '••• I • ' ' ,• : ' \ . : .. : .• . ~. -~ ' PAl!~Rl!O UNl;:,8A THI! SUPERVIS ION OF' 1 VINCENT W. SCARPATI, R.C.E. 33520 ~ bl ./1 1 ~ JI cJ cJ l 0 ,J\ ► I '. • ,, . • I .------,f.)------ • TITL.E1 ~ l!.w Pon...,. ' . .-1M.Po~;rs. 12..\?.Th\to->\ t-l16 WAl.,C,.. cia:<.:'<;~ ' ,:, . \ .. ' l· i f, -:, ,I _, ' : 1 ' I ' t<. w. LAWLER ANO ASSOCIATes; INC. ' ,. 1 .• 2832 WALNUT AVENUE! • SUITE A • TUSTIN • CALIFORNIA• BSIBBO · • ?14 • ?30 • 0401 ' • '·, VINCENT W. SCARPATI, R.C.B. 33S20 NC!.wP.orz..., 11MP0~,s . 1 I . I 12-e.T~\~\~ ~h~ O\?.C.\ct..l, t~t ! TITL■• !, • ' . I .L ' rz. '-.: '4·,:e:;. '4 s · ,1:'-~,G,.~ "'-.) ~ l.L ~u M ~ A l?-'j ?12-o PIZ.fl."T'( LI ~e. .. . . . . 'o .. , VI ~-----i D ------.-, t<. w. LAWLER ANO ASSOCIATes; INC. li!B3a WAL.NUT AVl!NUI! • SUITE A• TUSTIN •CALIFORNIA• eaaao· ?14 • 7:10 • a.cu. ' ,. '· .... , ! ... ·; . ,. T : ·1 i j , . l ,. ! ..-.~eo UN0■A TM■ ■UPIFIVl■ION OP• N ~NF>c>l'i-"T : ... IM PolZTS ~I)\..)\~~ ~/H .. '-C~\"~ VINCINT W. SCARPATI, R.C.B. 33520 TITL■• .I Cs:,' -14 \ <:::.14 <::.c..~\!:\!.~ ~ ~c....L ~9=-e,.~~ ~ Of2..~~ c:..ov....:>"t''1 ~,-.)',J \ 14,t-J"-'.~..,l"TA'-' 0 .,. ~·· .. ~-~ H At-.) A <'::)e:,.~ ~Ni' A~ e.N c.>i. -STtl, Pl..b~ ~~ 14 \L\ • I ➔ 4 cont. In bond becm block ,..,_ __ fl'x a"x 1611 conc,..te block ----Solld grout all ~II• containing rtlnf. I·• 4 contlnuoua Cone, foot(IVI ', ••• .• t, '"11----tlt-,-. . ,, • IZ' min. Into natural soll -~- •·.. . • . . : • · .... :.' ··. ~.-. . I 311 clear SECT ION K. W. LAWLER ANO ASSOC IATES~ INC , 2832 WAL.NUT AVl!NUI! • SUITE A • TUSTIN • CAI.IPORNIA • 88880 : ' ,. I I ! ! ~ ·;-! j i· ' I • ½ I '' : ' . : J. I -I ! I , : ·;•. I I j , • •-.t: r Tl" I :--:-. I PREPARED SY 1 VINCENT SCARPATI PRl!PAR~O UNOIIR THE SUPERVISION OF • 6-6-88 DATE • I 100-300 JOB NO.• I 1,0 'JO PAGE OF NEWPORT IMPORTS RETAINING WALL DESIGN VINCENT W. SCARPATI, R.C.E. 33520 T ITLE • GENERAL NOTES FOR RETAINING WALL CONSTRUCTION 1. MASONRY UNITS SHALL BE GRADE A CONFORMING TO A.S.T.M. C90, GRADE "MW" AND MANUFACTURED IN ACCORDANCE WITH CONCRETE MASONRY ASSOCI- ATION STANDARDS. 2. PORTLAND CEMENT SHALL CONFORM TO A.S.T.M. Cl50. 3 . CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000. PSI @ 28 DAYS. 4 . MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY MIXED IN THE RATIO BY VOLUMES OF 1 PART CEMENT, \ PART LIME PUTTY, 4\ PARTS SAND, AND SHALL CONFORM TO A.S.T.M. C270 . IF PLASTIC TYPE CEMENT IS USED, THE LIME PUTTY SHALL BE OMITTED. 5. GROUT SHALL BE OF FLUID CONSISTENCY. RATIO BY VOLUMES 1 PART CEMENT, 3 PARTS SAND OR 1 PART CEMENT, 3 PARTS SAND, 2 PARTS PEA GRAVEL. fc = 2,000 PSI . 1982 UBC STANDARD 24-2203. 6. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO A.S.T.M. A615. GRADE 40. •• 7 . WHEN THE HEIGHT OF EARTH RETAINED IS ANY FRACTION GREATER THAN A DESIGN HEIGHT LISTED THE NEXT HIGHER RETAINING WALL DESIGN SHALL BE USED. 8. OMIT THE HEAD JOINT ON LOWER CORSE AT 3211 O.C. FOR WEEP HOLES ~ GRAVEL BACKFILL LOWER COURSE FULL LENGTH OF WALL. 9. BACKFILLING OF RETAINING WALLS SHALL NOT BE PERMITTED UNTIL AT LEAST 14 DAYS AFTER THE WALLS ARE BUILT . 10. BAR LAP SHALL BE 30 BAR DIAMETERS, UNLESS OTHERWISE NOTED. t<. w. L.AWLeR ANO ASSCOIATes, INC. eB31i! WALNUT AVENUE • SUITE A• TUSTIN • CALIFORNIA• ssaeao ?14 • ?30 • 0401 CHAP. 4) WORKING. STRESS DESIGN 71 TABLE 4.2 COEFFICIENTS (K, k, j, p) FOR RECTANGULAR SECTIONS I~ K k j p [( k j p ~ I, and le 11 ,. = 16,000 a = 1.13 /1 = _18,ooo a= 1.20 ~~ w C 876. 137. .366 .881 .0007 128 . .320 .800 .0080 -N.A. ""[/ J•.., 2600 1000. 16!). .387 . 871 .0121 168. .360 .880 .0100 ~ 1"'-T 1126. 201. .416 .862 .0146 100. .387 .871 .0121 10.1 1260. 236. .441 ,863 .0172 222. .412 .803 .0143 /,In 1600. 306. .486 .838 .0228 201. .467 .848 .0100 A. 1060. 173. .376 .876 .0124 162. .340 .884 .0102 p = -bcl 3000 1200. 212. .408 .864 .0163 10!1. .380 .873 .0127 k=-1-1350. 262. .437 .864 .0184 238. .408 .864 .0163 j = 1 -lk 0.2 1600. 294. .463 .846 .0217 278. .434 .866 .0181 • 1 + f.fnfe 1800. 380. .60!1 .830 .0280 362. .470 .840 .0240 le K _ fek. 1400. 249. .412 .863 .0180 234. .384 .872 ,0149 ,,~ = -X k --J 4000 1600. 303. .444 .862 .0222 280. .410 .861 .0186 2/, 2 1800. 369. .474 .842 .0266 341. .444 .862 .0222 a = ~ X (av. j-value) 8.0 2000. 417. .600 .833 .0313 397. .471 .843 .0261 2400. 636. .645 .818 .0400 613. .516 .828 .0344 12,000 • for use in 1750. 327. .437 .864 .0239 30!1. .408 .864 ,0100 M NE 6000 2000. 397. .470 .843 .0294 376. .441 .863 ,0246 A,= ad or A, =-2260. 468. .600 .833 .0361 446. .470 .843 ,0204 adi 7.1 2600. 642. .626 .826 .0411 618. .407 .836 ,0346 3000. 6!)4, .671 .810 .0535 666. .642 .819 .0462 K k j 1' ,. = 20,000 a= 1.44 I,= 22,000 a= 1.60 /1 = 24,000 a= 1.76 876. 120. .306 .898 .0067 113. .287 .004 .0067 107 . .269 .010 .0049 2600 1000. 149. .336 . 888 .0084 141. .316 .896 ,0072 133 . .206 .001 .0062 1126. 179. .362 . 870 .0102 170. .341 ,880 ,0087 101. .321 .893 .0076 10.1 1250. 211. .387 .871 . 0121 200 . .365 .878 .0104 191. .346 .886 ,0000 1500, 277. .431 .860 .0162 264, ,408 ,864 .0139 263 . ,387 .871 .0121 1060. 162. .326 ·:Rat . 0086 144. ,305 .898 ,0073 136 . .287 .904 .0063 3000 1200. 188. ,366 . 0107 178. .334 ,880 ,0001 169. .316 .806 ,0070 --1360, 226. .383 . 872 .0120 214. .361 .880 .0111 204 . .341 ,886 .0096 9.2 1600. 266. .408 .864 .0163 262. .385 .872 .0131 240. .366 .878 .0114 1800, 346. .463 .849 .0204 331. .429 .857 .0176 317 . .408 .864 .0163 1400, 221. .350 ,880 ,0120 210. .337 .888 . 0107 100. .818 .804 .0093 4000 1600. 272. .300 ,870 .0150 268. .368 .877 ,0134 246. .348 .884 .0116 1800, 324. . 410 • BOO .0188 800 . .396 ,868 .0162 205 . .376 .876 .0141 8.0 2000. 370. .444 .852 . 0222 362 . .421 .860 ,0191 847. .400 .867 .0167 2400. 402. .490 ,837 . 0204 472 . .466 .846 .0254 464. .444 .852 .0222 1760. 292. . 383 .872 .0168 278. .361 .880 .0144 206 . .341 .886 .0124 6000 2000. • 358. . 416 .862 .0208 341. .302 .860 ,0178 326 . .372 .876 .0166 2260. 426. .444 ,862 .0260 407, .421 .860 .0216 300. .400 .867 .01.87 7.1 2600. 496. . 470 .843 .0204 476. .447 .851 .0264 466 . .426 .868 .0221 3000. 641. . 616 .828 .0387 617. .402 .836 .0336 696 . .470 .843 .0294 ,. = 27,000 a= 2.00 ,. = 30,000 a= 2.24 I•= 38,ooo a= 2.48 876. 99, . 247 .018 .0040 92. .228 .924 .0033 86 . .211 .930 .0028 2600 1000, 124. . 272 .000 .0060 116. .262 .916 .0042 108 . .234 .922 .0036 1126. 160. ,206 .001 .0062 140. .276 ,908 ,0062 132. .266 ,916 .0044 10.1 1260. 178. . 319 ,804 .0074 167. ,296 ,001 ,0062 167 . .277 .008 ,0062 1600. 237. . 369 .880 .01.00 224. .330 ,888 ,0084 211 . .816 .806 .0072 1050. 126, .264 .012 ,0061 117. .244 ,019 .0043 110. .226 .926 .0036 3000 1200. 167, . 200 .903 .0064 .147 . .269 .910 .0064 138 . .261 .916 .0046 1350. 190. .316 ,896 .0079 178. .293 .902 .0066 168. .278 .009 .0066 9.2 1600. 225. .338 ,887 .0094 211. .316 .896 .0079 109. .296 .902 .0067 1800. 299, .380 . 873 ,0127 282 . .366 .881 .0107 267. ,334 .889 .0091 1400. 186. . 293 ,902 .0076 173. .272 .900 .0063 162 . .263 .016 .0064 4000 1600, 230. . 322 ,803 .0096 216 . .209 ,900 .0080 203. .279 ,907 .0068 1800. 277. . 348 . 884 .0116 260 . .324 ,892 ,0097 246 . .304 .899 .0083 8.0 2000. 326. .372 . 876 .0138 308 . ,348 .884 ,0116 291. ,327 ,891 .0099 2400. ·430. .416 . 861 ,0186 407. .390 .870 .0166 387 . ,368 .877 .0134 1760. 247. . 316 ,896 .0102 231. .293 .902 .0086 218 . .274 .909 .0078 6000 2000. 305, . 346 .886 .0128 287 . .321 .893 .0107 271. .301 .900 .0091 2260. 366. . 372 .876 . 0166 346 . .347 ,884 .0180 827 . .826 .801 .0111 7.1 2600. 430. . 307 .868 . 0184 407 . .372 .876 .0166 886 . .960 .889 .0182 8000. 664, . 441 .868 ,0245 637 . .415 ,862 ,0208 511. .892 ,800 ,0178 ~ •11Dalanctd ateel ratio" appllee to probltmt lnvolvlna-bendlna-only,