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C-1096(A) - Improvements of Jamboree Road from Ford Road to Palisades Road
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Z W N a r ~ N= N v� N a r r V V �a 11 h1A I-. mom m h1A I-. countg of Ora 4e OFFICE OF COUNTY SURVEYOR AND ROAD COMMISSIONER MiTERIALS REPORT FOR THY PROPOS30f COISTIWCTIOV OF JAMBOREE HOLD FROM FORD ROAD To PALISADES ROAD IN THE CITT OF IMORT BELCH UTE. march 219 1967 REPORT SUPERVISION: T. M. Gleesou SUBMITTED BI: F. F. I& Belle, Materials Engineer, County of Orange SUBMITTED TO: Joseph T. Deylias Director of Nblic V0r14 City of Newport Beach Division Engineers: R. B. Yells, Operations M. I. Store, Engineering I. GENERAL This report has been prepared to present the findings of a Foundation Investigation for the proposed northbound Jamboree Blvd. bridge across the San Diego Creek in the City of Newport Beach. Jamboree Blvd. is a Major Highway on the Master Plan of Arterial Highways. A previous materials report for the southbound bridge was prepared by Porter do O'Brien, Consulting Engineers. For that report, six borings were taken, moisture content, unit dry weight, mechanical analysis, Atter- berg limits, unconfined compressive strength, and consolidation and swell tests were made. Settlement platforms and piezometers were utilized in the approach embankments. The results of these borings and the piezometer and settlement readings were analyzed and incorporated in this report. II. AUTHORIZATION This investigation was authorized by the City of Newport Beach in their letter dated December 23, 19669 and all work was performed under the Arterial Highway Financing Program, Project #346. III. FIELD EXPLORATION AND SAMPLING Additional borings, (JA -1 through JA -4) and a penetrometer test (JA -5) were conducted by this section at locations shown on the attached Log of Test Boring Sheets. The findings were in close agreement with those taken by Porter do O'Brien. Drilling was performed with a Mobile Drill B-52 and samples were taken by driving a 2 —inch split —sold sampler. A penetrometer analysis was conducted with the Frank Howard Jr. drill rig by driving a two inch washer and recording the number of blows per foot. The driving energy for both the split —sold sampler and the penetrometer was supplied by a 140 lb. hammer having a free drop of thirty inches. r �r 1 i1 1 1 1 IV. SCOUR This section of San Diego Creek is subjected to the fluctuations of the tides. It is anticipated that a turning basin for small boats will be dredged to an elevation of —10 feet westerly of the southbound bridge and the channel invert will be approximately +4 feet elevation. Iegligible scour is anticipated. However, no consideration for pile bearing capacity was gives above elevation —20 feet. P. GROUND WATER The ground water table may be considered as 0.0' M.S.L. VI. LABORATORY TESTS AND DATA Laboratory testing of specimens taken with the split —sold sampler consisted of dry densities, moisture content and mechanical analysis. The sail classification, as shown on the Log of Test Borings Sheet, was determined from such tests. All data sheets on testing and field boring logs are on file in the Materials Laboratory. VII. MIIIMUM TIP SLEVATIOIS General Graphs, obtained by driving the split —mold sampler and the penetrometer are plotted on the Log of Test Borings Sheet #39 reflect (1) the number of blows per foot and (2) the summation of blow count plus four times the blow count of the strata into which the tip is embedded. Since 20 inch square piles were placed for the existing structure, an effort should be made to duplicate them at least with pile extensions. The low driving bid price obtained per pile on the existing bridge will most likely not be repeated due to the difficulties encountered by the contractor in driving the piles to grade and proper alignment. ' Recommendations Piles considered for this project are Class I, 45 ton bearing ' capacity pile. Class II, cast -in -place and H pile were not considered. ' It is recommended that tip elevations for piers and abutments be as follows: ' Tip elevations Apiroximate Embedment Abatmeits - 35 feet 45 feet ' Piers - 35 feet 45 feet Tip elevations for other than Class I pile may be provided upon request. VIII. PILE TEST tA pile test is recommended for this project. The test pile group shall have a maximum spacing of four feet, zero inches (4' -0 ") on centers ' and a minimum spacing of two feet, six inches (2' -6 ") on centers, in 6" increments, with a tolerance of + three inches (3"). ' IZ. ElIBAH%t�H'P ' A. Settlement There is approximately 15 to 20 feet of soft, compressible clay upon which most of the approach embankments mast be placed. This clay deposit extends about 400 feet northerly and 500 feet southerly from the ' bridge. Settlement studies were conducted by Porter and O'Brien on the ' previous project and their analysis of consolidation tests indicate that for a fill embankment of 20 feet the settlement would range from 12 to 25 ' inches over a period of 30 years. Embankment for the existing bridge was placed at a controlled rate. ' Settlement pads were installed aid readings taken periodically. ' Approximately 65% of the ultimate embankment has been placed in the approach area and has been in place for 18 months. (Embankment completed September, ' 1965.) IU ' Borings and penetrometer readings taken on the northerly approach indicate the underlying material to be denser (73 to 96# /ef) as compared ' to the southerly approach (58 to 79# /cf) and dryer (28 to 46% as to 42 to 61% moisture). Void ratios, determined by Porter and O'Brien, ' were half that on the northerly side as on the southerly side. The amount of settlement is directly proportional to the void ratio. Daring a period of one year, from the time the settlement pads ' were installed, the southerly embankment settled approximately 12 inches, seventy —five (75) per cent occurring daring the first six months. Since that time, over a period of one year, the embankment settled tapproximately 3 more inches. Settlement on the northerly embankment, as determined from settlement readings, amounted to approximately ' 6 inches ever a period of 10 months. Seventy —five per cent (75 %) of this settlement occurred during the first 6 months. Negligible settlement has occurred since then. ' Recommendations: The soft, underlying clay begins at approximately Station 163 +75• ' The embankment southerly of this station and northerly to Station 166+00 will be placed over the existing roadway. The embankment from Station 166 to 168 willbe placed over an existing haul read. The toe of the embankment should be buttressed ' against the fill for the existing roadway. From Station 167 +50 to the southerly abutment (approx. Ste. 168+75) a minimam 15 foot ride leading berm to elevation +13 feat should be constructed and fill should be ' placed from this berm out to the haul road to the elevation of the haul road and graded to drain. A sand blanket is not recommended for this embankment, however the of the existing say be paved section roadway i ' used as a permeable base under the embankment and berm from Station 168+50` to toe of fill beyond the southerly abutment, or scarified or otherwise 1 ' broken up and left in place. A leading berm, constructed to a minimum width of 15 feet and to elevation +13 feet, should be placed from the northerly abutment to ' 300 feet northerly. The bettem 3 feet of the embankment, for 300 feet ' northerly of the abutment, should consist of as uneompatted, filter sand. This sand layer should extend from the sand layer under the existing ' embankment through the proposed berm. Embankment for the southerly approach may be expected to settle 4 to 5 inches the first six months after placement, and approximately ' 3 inches within the following 2 to 3 years. Embankment for the northerly approach any be expected to settle ' approximately 3 to 4 inches with 2 to 3 inches occurring daring the first six months. ' If curbs or traffic islands are to be installed on this project, it would be advisable to use A.C. curbing at this time. Settlement will ' undoubtedly continue for an extended period on both the northerly and southerly approaches, but not to an extent that other than minor maintenance should be required. ' B. Stability Porter & O'Brien recommended a rate of placement of the embankment ' of 2 feet per month after an initial placement of 8 feet. Piesometers were ' installed to measure the pore water pressure. Approximately 35% of the embankment remains to be plated in the approach areas aid the underlying ' clay is in a more stable condition than when the existing embankment was placed. There is evidence of several sand layers or lenses within ' the 15 to 20 feet of clay. The extent, thickness or elevations are not ' apparent from the borings, which preclude a normal stability analysis. �t Recommendations: ' the paving could be done by separate contract. ZI. SPECIAL PROVISIONS ' Earthvork, Section 19.2. 8 -7 -65• ' REPORT PREPARATION: T. Gleeson, C. Hollon ' LABOHATORT SUPEHVISIONs D. Dixon I 11 Embankment should be placed as specified in the Standard Specifications, Section 19-6• The placing of the embankment between Stations 164 and 176 above elevation +13 feet should be done at a pradeat rate, on the order of 3 eight —inch lifts ' days, be per week and working on alternate which rate could ' increased by the Engineer if no signs of overstressing of the foundation soil were indicated. STRUCTURAL SECTION The structural section will be determined by the Orange ' County Soils Laboratory after the embankment has been placed. ' For estimating purposes a 3 "AC /8 "AB may be used. In order to allow for maximum initial settlement, it would ' be desireable to have the embankments in place for approximately 6 months before paving. However, in order to open the facility i' for public use as soon as possible, we would not recommend delay beyond a normal construction period. The embankments may be t completed several months prior to completion of the bridge and ' the paving could be done by separate contract. ZI. SPECIAL PROVISIONS ' Earthvork, Section 19.2. 8 -7 -65• ' REPORT PREPARATION: T. Gleeson, C. Hollon ' LABOHATORT SUPEHVISIONs D. Dixon I 11 Section 19.2 8 -7 -65 ( ) Earthwork. -- Earthwork shall conform to the provisions in Section 1 of t e Standard Specifications and these Special Provisions. I is est° at th t th a may be s rplu exc ati n ch shall ec m e ope ty o the ntr for d s all ;Ze is osed of o s' e t h' hw rig t of ay i acc dan wi ro- vis'on in ect'on 7 1.13 of t Sta dard pe fic io . The provisions in Section 19 -5-.02 of the Standard Specifi- cations are superseded by the following: When the original ground within 0.5 foot of the grading plane for a width equal to the width of the grading plane has relative compaction of less than 95 per cent, the subgrade shall be prepared and com- pacted in accordance with the provisions in Section 21 of the Standard Specifications. When the original ground in the shoulder areas within 0.5 foot of finished grade has a relative com- paction of less than 90 per cent, said areas shall be compacted to a relative compaction of not less than 90 per cent. Compacting original ground in shoulder areas to be paid for will be the actual areas ordered compacted, measured by the square yard. The relative compaction of all embankment areas, except shoulder areas, within 0.5 foot of the grading plane shall be not less than 95 per cent, in lieu of the provisions in Section 19 -6.02 of the Standard Specifications requiring not less than 95 per cent relative compaction within 2.5 feet of finished grade. Removal and disposal of unsuitable material will be paid for ' at the contract price for roadway excavation. No compensation for extra work will be allowed for work performed as specified in Section 19 -2.02 of the Standard Specifications. The sand equivalent value and relative compaction requirements for structure backfill specified in Section 19 -3.06 of the Standard Specifications will be required for bridge abutment backfill only. Backfill at all other locations shall not have a sand equivalent requirement and shall have a relative compaction requirement of not less than 90 per cent in lieu of the provisions in Section ' 19 -3.06 of the Standard Specifications requiring 95 per cent rela- tive compaction. (;nt"t� to W�tit�) T} ias ri n in he t 's jl� o sofiwbbn� the 1 e o e ds 5 c pa ti n in he t9 0.5 o tt of ub rade. C- 1096(A) See Contract File for Soil Profile San Diego Creek j1 1 1 '1 1 1 1 J JA MBORE -E" BLVZD i TY,O /SAL _sE?,-7 -10 NS - -,2 40 F s TA. i 7z i STA. a7�Sa To i6f��9.f C- 1096(A) See Contract File for Log of Test Borings BOYLE RIGNEERiNG Baka:afleld San Diego lionto Ana Ventura 7 �� SHEET NO ...............O F._.................... BY.......c_G_5_ .............DAT E..... ��......_'.'._C SUBJECT......_..._...................._._...._........_.._._.... ..........._...._.._....._.._._ � �_� -oi ..-+^ �• JOBNO...5.1 ...... . ............................. CHKD. By. .._....._..... DATE ........................ ... .. C���CUL i `�. Fo SC -G 0 -" L (o� �rRiZ - l"1L� - pq,r'pPc'�cD ll� 't"HE o�r,c�5 Or SPtiIA ANo (A.k.- rG. CD __ ......:.... ....... � s e 135 _ i BOYLE ENGINEERING sakenflold San Diego Santa Ant vonturs BY�> ........ -OATE ........................ SUBJECT..................... - --------------- ......... ....... . . . . ..... SHEET NO ... z ....... OF .... ... . ............. CHKD. BY ........... DATE ........................ ..... ................................................. . ...... ... . . .......... . ......... . ........... . ................. JOB NO ..... . .......... . ........... . ........... vi t> u Y, . ...... .. LE 1-0 kp c nt ST STEEL. Tf 1F -. .2 LiEJb Ltl47 AAOM�- r e Ac —Ma"t d sot N2-,e L I ve L 0 Ar5 ^-ko �A C AJ T j p EAo- s PAD m t5 Aj--r c A P 4 G IT'{ of SLa e, blEQ-c LOADS ANt� O C S 1 6 m Lki C. �-Q.4 rE IAJ A-C. 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DATE- ............. ........ ................... : .................... ........ ..... __.._.._—__ ............. _..._...._...------ ._---------- JOB NO. .............. _. .......................... _.... 2 j" scAP, } 311 Ac FLM c w Pt_ 3 441 N �n w h K � N r o! 0 0 o p l O + p o v y p _ 11 l 07 0 Q 7 1 � � P + + 1 A • _ N M Q 7 0 O + O OI 1 -F J N n U r f I t D y.; O 4 0. v r"Vt h a 0 11 Q .} h W h L ti W i \ti 392L + + + I I n 10 O + In I + + 1 o. 1 1 4 0. v r"Vt h a 0 11 Q .} h W h L ti W i \ti 392L BOYLE ENGINEERING 64e»0e1d San Diego Santa Are Ventura BY................------ - - - -.. .._-DATE....................... SUBJECT.................. -- -- ...... . _ - - -..'- SHEET NO ........ ._....OF. .... ............. _ CHKD. BY ... _ ............ DATE- ..................... ............................_...... _ ............ ....__._......__ "._. _._ ........... 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DEf:a., M•, NUtiI• Vet- IIL 514 T 8 3z �t q i g L ° 421 SSM @.4L = 414.gk/1,nE= 3r,,' 4L I Cc tit B 444,1 ,e (t k,. 4 3, .43 U v i 01 Bakenflald BY ........ - ... ....................... -DATE ....................... . SUBJECT CHKD. BY. ............ DATE. ..... ....... ..................... A g C 0 47. ,57 S ,S �:6 M M 4L Go Q A, Lo GAL BOYLE ENGINEERING San Diege Santa Ma Ventura o E F .. ►' O + 2. SS o O G a o o a O_ ^15.4 - ',.o.4 0 O o 6 - 10,2 0 O O, <.> O U O e o O O O 5. f f $. I p o O 0 F 7,6 D O O_ -1,3 -ws o o i'21,9 r I KNA, Pt r A. 41 40 13AL (,D (IAL • Bakangeld BY- ... --- ............ ........ ...DATE........................ SUBJEC- CHKD. BY ...... _ ......... DATE... .................... ......................... BOYLE ENGINEERING San Diego Santa Ana Ventura (f f{ECK Mok 4c- n10 AA P- A-) T N Fttis7 1 CTQ 457,1 'ihAvc= Fc M,2 {3 23 -7 ,3 /uu. Ft tiQ C ?GO, $ 'k'LAw6 A lz C t1 = C SHEET NO .... -.. L ..... OF ........................ JOBNO ..... _ .......... _ ........... _ ................... /'a C r N M i-N GbL 4E '+AA I1V $cc00 4 LtJ -I Q, Zt am- SF >'o GD .. .. T;eM gay co 1SAt. Go UL O -152 +>OA O O O } Q.1 f 9.1 -1O•I -1D•0 O J O (� d 0 o D 4,6 o- S.O r 4.G 0 +1,8 t 10.4 - 10,1 0 0 0 0 0 O —_O - S0 T }S•2 O } 0 + 2.I f 2. - i.c -2.L t2.i +2.f o v o O v D D - 1,3 } I.S }1.3 1,3 0 + 1.3 0 p +1.3 -I,Z 0 +113 J 0 0 110,5 -ID.S '+IZ.1 •12,j -3 -1 4e 'l TG -,l M i-N GbL 4E '+AA I1V $cc00 4 LtJ -I Q, Zt am- SF >'o GD .. .. T;eM gay co 1SAt. Go UL O -152 +>OA O O O } Q.1 f 9.1 -1O•I -1D•0 O J O 0 0 o D 4,6 o- S.O r 4.G o -s.o 0 0 0 0 0 } +1.� O J O v -1.3 -1,2 f1,3 +1.3 -I,Z 0 +113 J 0 0 ti1,G -I1,'3 Ft 1v BOYLE ElGMEERING Sakersfleid San Diego Santa Ana Ventura BY... ................................... DATE ........................ SUBJECT ............................ _._- .............. _ ... _ .......... _..--'......----____._ SHEET NO...k ...OF._ ........... ,..._.... CHKD. BY .............. -DATE .............. .......... .......... ................ _ ....... ....... ... _..__ ........ _._ ................ _ _ ............ .................. . JOB NO ................. _ ................ .............. _ LASGT lL rg wL= lo.l' �Ia4,L Fe M@ g 4 5,°1 'i61 LAVE 3 j q 'r 1 1 A g i n C C J Al .S7 >, I S. S . i. i_ S S a t3(, o v o 0 0 0 0 o c) o0 p t 22 M: MRx — /ti ca Q : z2'klr ... _. c"ELILS v N .. e ASE .. ,� a- Jgs 333.3 'k /L - 25.4 Fc AkG L = 2 S3.1 '�(L - A •z 6 .n s s 5- s C F FF^M O o -25,� } 14,i o O O D J 1- ?,I O -4.1 64L c t 7.,f f1.S -3.6 -3.4 4.2.5 42,5 ce o o -0 t 1,3 -1,3 -1,8 o +43 o 0 t�Al p {0.8 +I,D o O -t•,9 f,,r M + 14,3 -- '... r F� n F,A (c 64 Co F &A 6A GC Mp to M1AI BOYLE ENGINEERING Bakersfield San Diego Santa Ana Venfere BY ... _..._............ ........ .....DATE....................._ SUBJECT- .............................. _ ........ _ .......... _... .._..._..- ----- ---------- _.._.._ CHKD. BY ........... _ ... DATE ........................ .__._ ........ _._..._..____.. _._... .... ... ... ............................. c N act` /,AA x — n,\ C rn ,v . AT 5- P 0-00-:1 e- ,AS i k -- 11's _h,E 0 0 0 +5.6 0 0 +28 +3L 0 o -..a +1,a +I.L o 41W F7 ,43 .S7 S S 10 O o 0-ZS.L tIII 0 0 0 0 0 o e L 0 0 0 +128 +R,S - 95 R,S o 0 o 0 o a o 0 o +6.4 O- +6.4 o -4,9 0 -- 0 0 0 0 e +2,5 4-1. 1' -3,7- -3,2 jlS tk -r 0 o e o 0 0 o t1.3 -1,8 -1.6 +1,3 _ t1.3 -I,L _ n kl,'d 0 0 0 41.1 t +IS.i i k BOYLE ENGINEERING Bakersfield San Dieu* Son:& Ana ventra BY..................................... DATE- .......... ........... SUBJECT ..... - ...... ........................................................ . .. . . SHEET No ..... L2-OF . . .................... CHKD. BY __...DATE........................ ............... ........... ......................... . . . ....... . . . ............ ....... . . ........................... JOB NO ._..............__..........._. ...... ........... F C Ll s C_ /T 4f .4T A L z2).2 22,6) 16 0 LLt�D`D 3o,l 4c '59 24 47 Co) IOTA k- 76, 6 81.L 51.7 (7, 9 '01 ToT4L t%MEmT (APACry PRo�lDEL 72.4 .614TE STN r,) L) SE CEF SrND 0 esi 60 j ....... ------------ . ....... . - - - -------------- - ----- ........ . .. ... 0 BakartBald BY... ............................. ._ .DATE.- ..................... SUBJECT CHKD. BY ............. ....DATE....................... ......... ............... C` BOYLE ENGINEUING San Wege Santa Ana Ventura 7 SHEET NO.1..�.......O F._ .................... JOB NO . .............. _ ...................... ........- .A_T..__ S ?G. 1.1 -4 I IJ TG 4rn 7y, S A/+ 1J i r2 10 a �[l 1ia 47 tr lo , A5 = -71 j �� I A's -z 7 f - - -- -- — — 4 L °/s As n 45 = to < z G�13.4 _ z + l i k4 a. [k d) � � = QS }(z � (z� �j(I• °_c) _ ,.s _ S.a 7,S + c st Lkd)L t Sr55 (ka) r lstit�� ` 70.4 + 7.7 = 7 8.1 (�-A)+ 21771 .8S ion ICa = 88S- 2.78 0 18.4 - 6.o-I IS' x 3 47 �3 I. ' 112p + I SO t 4o ?o = '530 tj4 /5r, 704- w�T MC= Cc Vic' �2 Do K704 .844roro 'aka' 7 °•1 -- _ I 42i o t 34,7 io7/. .. M5. 2oroco f 34.7 '7 5¢1)D. - ���-LA) 10x Rr3 _ 9.4 3 1 • 6 P tll_d' D 13Y.- .. . _........... CHKD. BY • C1� BOYLE ENGINEEP.ING BakanBald San DiaBn Santa Ana Ventura ........ SUBJECT.._ ........................... __ .................. . ................ _...__ ........... _.._.._ e o o A5= µ,o sq ttu !q•5 , SHEET NO .... !- .'_....OF....... .............. JOBNO. ............. __ ---- --------- ._............ EATER_toD /, 00 3, 8 3 0111" /,Z 9 G• %rI•t �.OZ +� /� I 7 (4a)2 30.(. 13,4 -cal Z ! Lcd)2 + 14,4 (kd; t 30-(,tkJ) = 5037 t SL 4 + $t 3 ° a`Z + l7,¢ ' I t9• � ka t o •9 - 4.1-7 6,7 — z, c = 4, i 0 T� /zoo A --3 + 4180 = 4; 7o4 Sc Te._ SL 76 (D Z4000'Na /r'. 8Sq'v!; LA 570` - QB.� !N3'/ N5= to,oeax4l.? 17(.Dao /r= 81.5 /f h(d -tom) to c 11,7 4.1 — 10 DOO X t i 0 2.O 06 BOYLE ENGINEERING Bakeraflold San Diego Santa Ana Venture . LS..OF BY... ......- .- .....................- DATE......._............... SUBJEC ........................ ... — ---------------------------------- ---- -- - - ---- ---- - SHEET NO .................. CKKO. BY ......... . ...... DATE ........................ ..................... ....... ..... . . . .......... . .... ..... .... ........................ JOB NO.............___ . .............................. AT y;0 C yll N10 < 1.Z-7 H 10 3z.8 4 (Z11 -1) 18.4— Ale + 4 lL A)t S' 4,� 100.—L (a _j L 43s' = 10 4 -Is 11.3 z 11,3— 4,4 = (-.9 14.4 - z 11,5 ... .... ... . 4. 3 /Z x 3 + 3-Z.8 I I t - J)L 3 -L c) t 3S& 4 43 go = 40 0 -L r 873 1/, Mc = 1199103 55 0 . .. ..... . .... 'Lo it 11.4T 1049 T 15, 'k./ j lox I11.3' j, It..T . ................ - .... .... ..... .. ...... . .. ....... . • BOYLE ENGINEERING Bakanesld San Diage Santa Ma Yentas /.!! BY......................... ......... ...DATE— ................... .. SUBJECT ........................................................................................ ..... _ ....... _ SHEET NO..... .OF ...................... _ CKKD. BY ... _ ............ DATE ........................ ......... _ ....... _....._.__._.....:... _ ........ ... ......... JOB NO._ ............... _ ......... __....._. . �. AT j'�Eafi i�JTE2�0� S.JA >�,4T .. • 0 I F1 R /,00 #( 8 -0,�9 .. b = /G" �C /a'.� "_ �, -z. L" RAJ' Z c.. 60 18.4 ><a) - z } Ced)z 4- 7 -SkJ +4.41. kJ c G.s 4 e 88.5 lk�) G- 14C4J)4- 1^,- 8$.$ t /Z,! /00a i 1Z % } 1.Sx 4,o- LG.d'� li.li z -- I!-L o t Zoo + 373 0 5c= ka 780 ,b1L - ILoo 4 7d = 43� `'k�t = 78 IKII ., Tp Stlo 4 3.4 ," % i Mf, = 1n o0o x 41.4 = ry 8 8 !`(t = 7 t..4 'k1! n (a -ka) tex n.a 4 I • • BOYLE ENGINEERING Bakersfield San Diego Santa Ana Ventura BY...- ....._ C_`'......— .DATE ........................ SUBJECT ... .......................... ........ - ...... ................... .... SHEET NO .... 1.1 .... OF ........... CHKI). BY ......... . .... ...DATE........................ ........ ................. ................ . ............ .. . ........................ . . . .. ....... ....... JOB NO . ...... . . .... ....... L AIL> +k f4 AL -V e U C-, 12, ic! IP C ALl r 5T- r,6 D 4y Z J a H c c- L Picc 4-- AO 'SK SKcw A PJ (,L 15 13- N 0- 1 L--,L AAILS 1. LEA -)&-CH 371 few (3 Q Nq— t>,(—, 6.13 %c/o Ci L%Ve LOAD = ZLAA)CS W. 5Z.(, e/"JC - 12,3 D. CV T of (-1 ,4 WALLC 2 z iSK z 0 L (.9. 4 0 0 4coz 90 '3 -1t M 1.7 (EDck P-zir) pw SoquN� '17 -1 4. :5 PILE P_t�AC-r(OAJ 402.0 L -- ---- 1M2ACT RE X 2 L 31 434-- 37 l/f7 AA z I A LO L':' x 6 s.-I �A = 4 5--7 c 11AR = -z- q A.5 = -n- = yd 1,4 4 x 7& 10. t4 lF.!t-9 t REAM U:XV1 RC-4e-�e r':, 6 (,W!,V4 11•7 BOYLE ENGINEERING Bekerafield San Diego Sent* Me Venlure BY_ . ............................... ....DATE...........:........... SUBJECT ................... ................... ................ __....._ __- -- -___ SHEET NOJI' .... OF._ ............ ........ CHKD. BY ................. DATE .......... ..- .......... . ...... ............... .............. .................. ..__ --------- -__ -------- _... _...---------- --- ----.._. - - - -_. JOB NO ......... ....... __ ......... ...................... Soo O 12. 3 #7 = 8.-2 . tRoX 8X76 13.. _ (/S = v – V� '• 52.5- /79 K = - �?..SE //,4a' sFac.,,vt i Vc- = b-J a ;o 71-x 9O - / '7q K 14. s��c` @ ° = �z = 3�` SAr �a` SAX - . . 3 jt 7 C? T�.� f o r rorH 1. .:. . -. . _... ._ .... : ... ..... ... ... .. ... ... ... i .... . ..:. . .....__..... _ :... ...._._ .. _!..-- :.,.'- --...._.... .._....._ -.. .. -- -.. ._.. BOYLE ENGINEERING Eekerrfleld Son Diego Santa Ann V"turs Q I. BY-- ...... .................. ....DATE.. .......... SUBJECT...... ............................... - . ...............--- ..... _ SHEET NO.... .j ..... OF- _ ............. ....... CHKD. BY ............ ...DATE........................ ..................... ...................... _._ ............ _........ .......... ................. __ ..... . .................... - JOB NO. .......... ......_....--------- .._.............. v e n 7'/0 AJ r0 ti _ /3 c- /--,p ceAC, = I3.75 GG,c C; uvlF to. - 47,e K.7 3S ToTa�= �G3 4 K (-Gd 7. 4- 5A-t q, 2r.!;a 77 -4s Dig >4- :c•n4- = = 7 3 z S Q.GS SAY 4.7� $ -! 7 ,- zn rl� xzr = f� IMPAc = 4 0 To = 7 0 ¢ K- Zo RCACT iF..- = -7 D ¢ V-13 7 _.... .. . 8. = - -Z 17'li" b 2 - = Sc K=1g1 N1Q- V- 6y = 1`l79 sbkn,s` oa- _ , _ M ; Y. ... AS = ,.f� = , I,s2 n »°' 0 ---- �. u4A lact pu 17s 1�,4 " f =z1.3" - ve b a; w_ six 17.r , Ord x �� = q l K =— 4o _....... ..._ .. ..: 3 1„ 7 8 4 .617 • ` BOYLE ENGINEVING i 8akerafiald San Diego Santa Ma Ventura BY ........ _ ...... ..._ .............. ...DATE........................ SUBJECT. .......................................................................... _ ......... _._......... SHEET NO.... �.P..OF .............. .......... CHKO. BY ...... ........ ...DATE........................ .-............ -- .............. ..._ .... _ .......... _.. ........... .............. _... _._- ..:.......- ................ JOB NO. ................ __........... `\\ A, c> /z , 3/ X/, x 3 >a ' = 4 4 4 ,If- r r c. X It = Z, 4 K, L, UPIP i 4z,e4 y 73S- 3 /, 4 ✓L TO n� _ S9 7.Z f` .. 3 NO_ OF -,t—C-5 a X9/9O 6r7 -.nY .. 4r 37 -z x2:.7 37 -5 PI �F s pACI v c. - _ = 3z -t G G 7,10 = 5 `37, Z t �. IM�n�-t 12,t,x L = 3 43L.4 K .....:. ... .. p- &A CYso e.r = 637/-17' 97 s(. x 17.1' 9 = As = `a4 N 1.44x r7.� f.q 8 a. Atj 13 yc s, 2,1 BOYLE ENGINEERING Bakersfield $an Diego Sam, Ann Ventura BY . ............................... .....DATE...................... SUBJECT ....................... ......_.._................................................ _ ... _._.— .._.._ SHEET NO.._ Z .I.... OF. ._ ........... ......... Ct{KD. BY .............. ...DATE........................ ......... . ............................................ _......... _ ..... _ ............... _._ ................ .__........ JOB NO....._......... . ........................ ........ ..._ _... ... W =. I. 4- c P/ L F So 2 t o -L L F LU7— 3.5 CF /LP ,rtjO° S2S 1:? L T oTlL e 775 r-11 .... T AecA -7 S-.' 4•ts'�ic,a'. =_ i7.9 -31,4; 4Gsi 2� fT I _. 15' W L.S 4'= (Sloop � - - 4.TS' :e 0 Eaksrofiold BY_ .. ............................... ...DATE........................ SUBJECT..., CHKD. BY ............ . .... DATE..— ................. ...... ...... ...... .......... BOYLE ENGINEERING Son Diego Santa Ana Ventura SHEET NO ... . .... .OF JOBNO ..... .......... __ ........ _. _. -- —T .. ,`� 1 Al�gJrv.n AtTI ✓b PQ 6:JJ11F IUi.9c w4tUb A[;C p�Tw a.iD - AJ.e vt Wit- '. [QviV .loaeaEp A¢eA (•11to�n¢e � _. .... L fc ( 1, x Q. J a % L 0' .._.. i.. ✓aq. 0 •C(, %kr ?t: PCF C�P Ld ;.i)' }l' iVICY4a6cr SJ7' . 7S 00 8 4s `, a d = S.S Q,! /o PQ 0 r.D e`0 _.._..... 1.4dx 9.S 114 10(2 M i c [c BOYLE ENGINEEPING E BOYLE ENG]HEERING 0 Baken9eld San Diego Santa Ana Ventura BY.- .......................... ......... DATE ................. SUBJECT ............... .... ....... ...... _ ............... .................. ...... _ .......... _.�. —, SHEET NO._ 2 _L....OF ............. ........._ CHKD. BY .............. ...DATE........................ .................. ........................ _ ----- .. .......... -____..... — ..... _. ............. _.._....__ JOB NO .............. — ._ ..... ....... . ................_ LRTE 2_ nc_ Gof�O.'"� C e M a n -_fLI lJ G c 7 E- — �J.rc'r7E ri�C.:a�a•o.v- "s JvF/�o/C�c✓ „v _Po��; 2 /''C- r c Y- 7 ",4 C= 2-4 " S R Y . 3 K/5 V- x iG = /° E K/L F . - SEISE` is Qc 0.56a Uj D,r,$ 1-hr ._. p�4r.f �2U A e R. T I E S v F 1� 2 C IL f c •r. o .L1 b 3G3 S.7SX (GLS6 3 b' � t _ w Q¢ s 1.7; MAX, G @ _ S x cs f �c 33G4 FTC 3A x r [I Of K x103 3 84 144 X LS00 384 x .43Z XIUC,C 3„zSX II,3 xt.f3 x ro124 ... ..........__.,.._ 3(� %�•_, _ _- r /f3UT�7E �i loo .c,'nIr illovG e- AT > ... THE c Pn/T� 2 Ors rfrs n_e:n`e q v0 7de� :`oar TN >- prcES G6/EGK /room BN/ /A bue- e Q /AJ 1S'� Prce E,,:, Q5 r> PrLeS r0 n e' 74 +7.r Sq' CouG .` ASsu,.z Frx:ry _4r <Nr;?Iv LENGTH' 30' 3Gorr e P.1 LE SEC .oN t S _ n •049 A4= .0499, ^sx2z5_ z4 ^' J. - Erg- _ L1x -Yx 3 � x 7.48xI0 x.$4- I. Z° l r MAV StrSata PEC PILE I7 Pez .cv.lc a BOYLE ENGINEERING RA6,01.1d So. Diego S,ntb Am, 's"lurs BY......................_...... —. ...DATE- ...................... SUBJECT .. ........................................ . ........... — ----------- -- - - ------- SHEET NO—i� ....O F CHKO. BY ........ . ....... DATE- ...................... .... .................. ......... ..... ...... . ........ -- — ------------- --- . ......... — --- ------ JOB NO ...... ....... . . .......... . - 6 -IJ 7f; p L9 IV, /P.5, x -rlz e r K 114,0 41 is X,? 1? (, Y, /-G$ 4� x 14+ 3o's 3(-0 30 4d7 A. i iZ 31 io :D 4T BOYLE ENGINEERING Sakertflald San Diego Santa Ana vonturs BY.......................... —DATE. ............... ....... SUBJECT .................. . ....... .... . ...... .............. .............. . ........ SHEET NO.-7.1 ... OF ........... . I CHKD. BY ................. DATE ............. - ......... .... ................. -- .......... ..... . ............ . . ..... . ............ - . . ..... .............. . ........ JOB NO.._.............__........_. ..... ............... 3 ? 7,Y' 2-1 7.8 DC Y 8, So NTH Gu T, VOL. 37'X 71?7 X 2 1* 9 27 Aj c 97 W A t-, UT ------ ------ 3.7 C G.oSIXZ,31 VOL -7 Ftl , L . LS 14,M LV,kL L C I V 0 l 2 x 88. 3 c A .7 C, UoaT 14 wtv EUA�Lt 15.: 7,1 a S Ills, I Wp T >r 7,10 VOL 2 K47.-? K I AkaA= Z7 5, 0 PY 5.1 x 7,0 1 �3-b 0 4 T 4 7 2--1 BOYLE ENGINEERING Bakersfield San Diego Santa Ana Vanitura BY..................................... DATE ........................ SUBJECT.. ....... -- ...... . ...... . .............. . I .......... -- .............. SHEET NO ..... :�J.OF ............. .. CHKD. BY .. ....... ..... DATE ........................ ......... .......... .......................... . ............. ........ .................. .... . .......... . .... . ..... — JOB NO .................— ........._.. k I-3 1p L) N 'T E Ta i c1 rok (Z C— N� x 00 "A T RC(" F, /6c17- Z. j %i?c 5 K 3,4 'VI/ 17 9 .71 475 5ny 50 WD/AL-7 417 L x s 0 x-1 x 1-()4 Z9 80 • I&. APU T AAC- 7,3-TS tjokT" P- S 14 M7 Z)f 4 06 tp Ns z )t 3)r K 0 4 v yEaT as o I - L =21' 2-, - 2S 0 9 1 6 . ...... --four, # to 4,3 Ib x I' X Z,7 B4. 4z 8X tl' X 67 23C VCAT ILL B4 L- 15.ZS' Safi V Aj, 1 0 -r A I. Di a\ t> r C- 1 4 r 'r-1pe Pr\Q-rkiZrL k4jum C, 736 j- C T 7AI LF 4 L T-- ado - �N:Z. 12- - e Z- Z.A, 1V C 3 41. LF 4 IS-15-#If 00 .. ....... ....... .. :G A 19..2.000 4 BOYLE ENGINEERING lake.flald San Diego Santa A.& Ventum BY... ..._ ........................... ...DATE ........................ SUBJECT............... ............................... .... . .. . ............. CHKD. BY .............. ...DATE........................ ..... n - ---------------- . ................. . ...................... . . .......... . ......... Ai A?, L17S. SHEET NO... - OF ------- 3.c.) ........ JOB NO....._..... ...__........__.....__......... L c,,r 7 Ax, 0 - A -1 z3. IS -1,7 -4's� y 4 ,A 4 C, ri E7 2 AvG ektc 7 A D k 2CA (2Z; t35'� -2 7 24.>4 -1.7 bl-'S f 35)47 7 40 -L 3v 23. e3 - 1.7 5) -7 400 (21.9 + ;,j 17 39 So TD 'ZwC 63 Pipe S H 25co LF AQ- Q- a. A j c, —A T-Y PC . ... ..... .. Tyne 4 1 JE: 15 Lp ra-- 000 C, F-0 a p,) I f A4 PI LI 3 Sz-o LF r)a I V'c- paces Typo 341 LF F7, Twe L9, ----------- - - ------- ------- - BOYLE ENGINEERING FLp J llakeraAeld / Sann Diego . Santa Are Ventura BY.....!."'........DATE .•. /3'C„g UBJE T.GE%i/ _% //"J �!...... /' �� % /��/.Jl�/I_C..:.:.. SHEET NO /...OI ^.Q.`.!........... Add, /3L. �� ' �✓ �4ndv CHKD. BY.. -X[PJ DATES "...... _ S. ...�%% f�/�E �'?!-< 4 ......D ......... JOB NO ..................................... ,Far/ Z //1CCrl�t? d / C s 2-3-29 r 200 ' t �2 9 26 °34:67" X 64- Sel Jfo /!'/on. N/if/, Z/2AJ,l6' X Sef c/is. t 7. 7J- eac% s,o%. - s7s:89 7= 293.20 .9� Itz 1 9 9� BOYLE ENGINEERING lakenAeld San Diego Santa Ane Ventura ......DATE.6. - %t.G.B SUBJECT_Cerj4! Z6 P...../ IoIL�//ZL�/Ly4._._ SHEET NO._ o . OF— _4._.__— 6HKB.- BY .... Y /le,1. DATE.p. /S'.LB. �B�/1(�O.Ce�._ :._`.'. FO '. .[.4. .... . /-�_ ...... JOB NO- SL.'Oa..I.U'0..._....Q... Pa / /sao�es �'o� see 's-heels E�` Eer /L. /✓ / °CrL��� L S2S28 , 0 1 1-51.12 - Set Std /Yloa. YYif/j 4 2 7` /es Set c6is -1- 77.5' of eac/i s.'2% R= /184.00" r L = 335.76 r r /69. 01 /748 A, Set Std Mon. wlA; 4 Z'fies / Se{ This t 7.75 to 1Y side 1 T 66 6G r `"ter d see .!'heef / e _. BOYLE ENGINEERING BakenBeld Stan Diego Santa Ana Ventura BY ........ __ :. DATE..6-GT•6 S BJ ECT.Ce ?f/ Q_.../A/O/7.u. /79 fS..._� SHEET NO._ ... F OF C — 8Y .....4-._......- ..72 H1EB._ii�j.. DATE.. 9 - /-s 6� t�?1 �2�' e�.. �o� .- Fr..a�.PdT.t.°dlsd¢��f:. ?dJOe NoS /:0o,5'D,7 /-o0 .S`eeSfi2ef 4 A /4°38%7" ,e. Z9oo.00 ` T:3o8.2G t t ---_. _/6/� X2.09 B�. ' � fig• 47 � '� -' SeiSfdMon with 9. 2`fies Op Sai this. 7. 7,5- o ffeAC% side 2 S^ 66 Sef sfd Mom W1fh ydfF - 9- 2'N�'T Pies Asq� 4S Set X in -1s /and gose oR�rt DRI,�E J9 aN t _ /97�yS, yz ce Cc `.see i r , I BOYLE ENGINEERING Bake,dold San Diego Sent. An. Venture BY....... E.G..M.....DATE.G'(9�..1o„ES SUBJECT .._. C4° /j LL' Zi2e......._/I /ourrrel/.%J SHEET NO..._. ... O F.._..9....._._ gdry % e++ �s:-- s- v. 7i> ... onTE9 .- LS-- cBJar�/6oree .... W-.F q!•?d. ... fe._1%/rao�e.r,WJOB NOSI�DO.SO. ".�C'o.O. s zs-e9 _ Ap 186•x` 84.81 . /22.69 Se>< Jfd/1'10n cvi�fi 4-Z N¢`T. Pies Se/ Sfel A10h WIM i 1 R: 100.00 L -131101 7.694.82 sok c ri„ 9 Se/ S/el MoW///? wi/_jzZ_fS /. /�/ q 2l lies (xzZ) 2369 ✓/ OZ.. SCI Sle/ A/0n with 9 Z'(ixZ) //eJ IF / 3 S� E lra J wihy fiPJ b7 d /4 °3B %7 ' See S,4eel9 • 0 0 -109(D CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT 3300 !d. Newport Boulevard �. EMORMWMEN. TO: Orange County Road Department 400 W. 8th Street Santa Ana, California 92701 ATTENTION: Mr. Brent Muchow SUBJECT: AiFP Project No. 346 We are Transmitting the following: No. Copies Description 1 Final Report for the Improvement of Jamboree Road from Ford Road to Palisades Road. Remarks: Copies to: By: o a Don Webb Cooperative Project Engineer DW /ldg i CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT 3300 W. Newport Boulevard To: Griffith Company P. J. uox 395 Costa "esa, California 0 Date April 19, 1968 ATTENTION: '1r. Hayden SUBJECT: Jam:,oroe toad Widening, Ford Road to Palisades Road, C -109E) We are Transmitting the following: ies 2 set Descr 3ridge Pile Cencta Computations Remarks: The abutment piling pay lengths were computed on the basis of "plumb tip elevation% i.e. the total length incorporated in the work. copies to: Paramount Pacific (Pile Driving) By:_ A yiontgam , Assistant C1vi1 Engineer -------- ...... Li SJ ECT. SHEET ---------- Cl-A,D. Dy --- ----- -DATE: -------------- ----- - - - - -- . ............... .......... ......................... ....................... ............................................ -T- 7. -, S- wlli) Ell -z �Z /,av o«z4 iZ7:a«?Z \ate /'s s— C/ Z-S— /3 Zs- 8/ S-- Z- 3-3. �115 Z2-97 s _3 -'r7, Z 9 -"5, z Z- ZZ, 16 3-1. Y Z3, -7 -Z6 7 3.3 64 '7 '7 1! -Z Z - Z- 7- 13Z - ZZ-3 7 7. 45 e '=3Z& .9.9 7 72.37 -T- 7. -, S- wlli) :>l ---------------- c.......... _.. SU3JECi ..; �;� :. i- ; ��i...�i_,. _ SHEET NG ---- :r G= 5� .......................................... .......................... _ - ,> , i' .-------- .._..................... ........... _..... ............. ............................... _i . t X97 9y 3/39 ZZ.3% 1 t I .s:. zv,�/� ZL y s Z. f Z- yL i 7 7 S-7 V J i ! t .a-7 i �s ZZ 3s- 5 B.ao! i � '.s. Jv ZZ.Zo S. /o / -rt r.5 —1 — ( x%9'.17 e/- / SB I ZG.7z 3 /.ZS '. 7y �v 53.9B I -Z S8 Z:. -</9 137 .s I 3 /, -211 (zz.v8 sv.zz 3/39 ZZ.3% S3. 76 I .s:. --------------- .......... SUSjECT--y 71, - ..... SHEET NO cos NO ...... I - ------ ------ ...... r,._ . * ---------- ------------ -- --- ----•- ----•--•- --•---------- ----------------- ........................ .•--- _...._...__.._. •••.................... . Z7 : %o o S-/, 5-� 9 zs7 e, 1, z 1�9 i 7- V, Z- -1 Z 7-, 1�5-- Z7, 7 Z 8. z ?S- Zs. 3 -5, Z- S -8 ZG_60 Iv 0 -Z . Z7 : %o o S-/, 5-� 9 -1 Z7, 7 Z 8. z ?S- FAI G1 " .....• .... ...........'.DATE............... S-ce7 NO ..... Y F..... Y.._ Cii iCU. i3Y........... D AT Z .............. .... .__ _ ------- JOB NO..... ...O :. —�1: �. ^.......... h0 1 PCC ✓. ! /7 P r: %C`l.� e/ r-n FF 1 J /.' / � .�.`/ I Z.O. 'C °/ ± — 3 0 / G /. r— .�/. S { t/ _ c// i — �9 • s— L z i �i" f 29.•x'/ 1 � I h0 1 1 1 J /.' / � .�.`/ I Z.O. 'C °/ ± — 3 0 / G /. r— .�/. S { t/ _ c// i — �9 • s— L z i �i" f 29.•x'/ 1 � I h0 - r TY O F • p��¢Ty A S. eU0 c0 ll ((-- D COMMISSIONER NTT SVfl VE L. MCCONVILLE R. V. 'NISE ASST. S.A. COMMISSIONEq DEVUTY CpVNTY SUN` /EYOq 'N0 SURVEYOR R. S. V AILS W. L. ZgUN OIYI SI O.V E.N GINEER — OPER gT1pN5 REFUSE OI SPOSAL ENGINEER M. 1, STORM DONIS BARRETT' DIVISION EN GIN EEP —FN GIVEEPING BUSINESS M.NAGER AIVCE TELEPHONE: 547.0547 AREA CODE 774 ROAD DEPARTMENT ENGINEERING DUILOING 400 'NEST 8TH ST RE£T SAFTA ANA. CALIFORNIA 92701 December 13, 1967 Mr. Joseph T. Devlin Director of Public Works City of Newport Beach City Hall 3300 W. Newport Blvd. Newport Beach, California SUBJECT: Jamboree Road, A.H.F.P. #346. Dear Sir: Reference is made to our Materials Report, for the above noted project, dated June 29, 1967. Particular reference is made to Section III, 2 (Rotation No. 2), and to Section IV (Location 2). Additional samples have been taken at Location No. 2, 900' to 1,700' northerly of Ford Road, StA. 109+00 to 111 +00, with results as indicated on the attached test data forms. In lieu of the recom- mended structural section of 4 "AC /8 "AB /12 "AS, the following structural section will be adenuate: 4 "AC /9 "AB. It is hoped that this information will be adequate to provide for recommended revisions. WLZ:FFL:bt attach. cc: W. Hartman W. Lewis Very truly yours. A. S. KOCH Road Commissioner and County Surveyor BY: 1 4. ti W. L. ZA' Division-Engineer--Operations !V'C'U G1i 1967 JX FT: I 0, On Ott: hQ7. ROAD DEP,�.�!TMENT ENG:NQ2H:NG &U:LDINu �00 WS5T .74 WRZIT 1ANTA ANA. CAWPORWA 92701 ltivaoluzo No. Zu-Q= com GoISCILUZ I" A S. KOCH pOpD cG..H,S1011R L. IACCONViLLE R55'. HC 44 Co M1.115S:JrvCF R. B. VWLE O,RATIO.S M. I. STORM I KLEPHONE: ARIA CODE 714 R. V. WSE OEIV11 W.NTY W. L. ZAUN COWS BARRETT in Y&Wnnoc W YCU2 vcqzvot (via phono, 1-0-60 for a Judy co 11SURon tocatmcn; too janl✓ve, Dual, A.W.P. 1✓0, we offe-o tha 20AGWAZ 1 "' L0 choulcono =q to 0,02actorily WAR tit! amrazimatzly YA KQQ Wyhlilq A-GDO, for a Upth of taut WHO-Tho can- :0-:10on 02 =1 CLOSE= will isquize caykul Ecisme control to p visa for bust mults. Oux testz ill�licatd :: ii trv"JS, an CAW-2-10- QQ cu-0,151 cm 2011O1 SL COW= Aisturn 02 ratavo E321 10 -PMywa Prior to :L201 9 15 p LOW of to notV z1ova, V:, , m mizing = at slijtly C71Z t1a OLLSAYS for colloction. low this ronsou, it is 13011ble to 1:12000 WK2 Q2 sumar. The relatizo Vmp.kiol YLIU40=0 201 Lush 011102s should M 9Q& 2;20,2j 0=11101s arz mw=landad A, y•zo L�Skal provisionS4 shall aGnAzz A treatment :a Section 33 'Ur� riou z 'o, mlor t". -d ep, �-jaj in oa t"a Sh'o - IX oto a 0 7: --j for -Y C1 LLi V - P. 0,,�:zty ai:xvj -Z 7- 7/9' = TU10PIlkl!_/`45-117- BOYLE ENGINEERING DATEZZ�-�..' ? atkordtold Sm V"tum BY__fLC'-__ZF SUBJECT .... SHEET NO.1 __OF_S__ CHKD. BY__ . ....... DATE -- — --------------- - ...... ........ . .............. •. JOB celo 71 12 7 7f 41 152. 47 152 15r? _z r1S3 ? 'e- 'y 7, /;I 1,F 1 17 '1,; 2 7 I. 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P3 lo7.,,71 /0 P, 14 13 158 /w,.4 it /1/e1 /0 5-. m 5. 2 39 /c3 .3o /eq 19)100 ?100 /0.'1.03 /0/,7<, -07 10l,'?7 IA2,04 10 l031 All, /00, 70 .J /, 7 te2,0 14) fTO 5;�, 96174 ieF9 /7 7,6 4 �7�, 9 ✓ b 2 i 147fArl � 67 7, jz3f - , [ -0 !. _ `%C /Z = 7L7P Oi fUR� - R /GF� of F7 DSNUI�J R/viSro TCR. BakanflOd BY — ... . .... _ ................. DATE.._.__........._._ SUBJECT. CHKD. BY__ __.....DATE ... ............. ... ....... ..t._........... . 57a. i FwlT TP /c6'2 ,yE /47/ 959 .9/v,52 fr3.26 ..... /4,? 0 44.29 1 %5, &8 rv7 151 -; oo ; 7 77-41 -1� lYcf5-0 73 2,5 y1, 51 W 257 Go '72,3 F 71, 9 (o 4e- 15212a j 70,20: 96,5 /l - 95.7E 94, /9 9111 Gz C% rs 7749 71, (n8 7/,12 7426 GE%6 7 G7, /,F G,� G cq, 2q 6 2.'79 G /,22 S;,7a 55.16 S3, Sa' SZ, 05 Sv, 53 95,02 4?; 52 46,67 BOYLE ENGINEERING San Diego Santa Ana Venter I 19y�5"J s7,29 SHEET NO...—OF Tic 16of ao i �4,?4 fr3.26 ..... 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BOYLE ENGINEERING Balkenfi0d Son Diego Santa Ana Vmtm A SUBJECT ...... ..... 1 SHEET —4 — ------- k eil ZI 6 so 4O�- -- I V,0,V rig 10 1IF-17- f 79:,Vo 197.91 tj 3 11-J 6 7 0/, 173.37 113-31, 113,13 173 Of) /,7Z Iq IqO7 ryv y j13 i3 147-1 - y (A 5'0 0 4,21 BOYLE ENGINEERING 70 Bakenfl,ld Son Diego Santa Ana Venture 4,73 BY ...... . ... . .. . . ......... DATE_ .................. SUBJECT._-_...._----__._...... ...._......._..__ SHEET NO --- _OF____.._ JOBCHKO. BY---.-.DATE ... ...... . ......... ------ - ----------- - ---- ..... ... 54 /,7 i7 M.? y 17 E0 ii43i 2 5 . ...... _; 0� I'V3 1 ]3! cS 0,(, 7 0 `01 0 lic. 7,% L9 f (A 2.2i <.: 0413 r I 1 .5 5 s 75 l BOYLE ENGINEERING EmknnRdd Son Dingo Santa Ann' Venture f . — . . BY__............. .._....DATE........._....._.._. SUBJECT...... .........._..... . ------ ....._ - _ _ SHEET NO.._OF_..__ CHKD. 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JOB Tt 10 f, �O ls2 t 50 152t7f 1� I'VOsoy . 47% tL9l 3 11 FLL-c & -� i 153 7'00 fL > . 6S3c `ru �;b ksig L /53 fSa S., 4 7.1 ,.._ 33 y/ r Y.. .. .... c1ti �y.4 44 hqi Sy 4. a� 'x•53 ts' i l,o t.45 :µly 'El 0 0 BOYLE ENGINEERING Brtkamfield . �. /G HY__....�_...— �..._. .DATE..II._.iL .T SUBJECT_...._........_..... //San Diego t//i%�1 O/r /! ......r..._.....:_ ::........... Stints Ma Ventura /t"O <Q,— .__ —_., SHEET NOX.'�'= — OF__. -___- CHKD. BY _____.DATE ... .... / � r ../0O�J - < 7 Sb lip /S "yf 7J_ ry 1 b72o 53.3 �3• =$ 9 52� FL 0 �S o• ���— �_ —Sc•. 503 .._ v 117Z zj7.3y 41 ao 01 _ ... 15'6 f 23 Y, 3 5' c to / 70/0 yS•1 I 4� 0�% lStit�7So _ �Sz3 ,yS,,c fawgj\ - BOYLE ENGINEERING Bakang•Id San Diego Santa Ana Ventura BY_.._— . ........ _ .... DATE . ------ — i ..__... SUBJECT _...... . ----- — ..... SHEET NOl!— OF— .___.._ CHKD. BY ------- DATE _ ....... ..._ ...... _ ...._._..—.. ._......._�.�._...______..__��. JOB NO.— ...... .�__..__— _.._._ /5o f So 4 I V�,fJ 1 L e F 3011 -69 0 A. S. KOCH �� ROAD COMMISSIONER AND COUNTY SURVEYOR N '+ T O F ASS AMOC ON VILLE R. V. WISE T, ROD COMM155FONER DEPUTY COUNTY SURVEYOR SU O AND SURVEYOR 1 B. VAILE W. L. AL EN DIVISION .. ENGINEER - OPERATIONS RE IVSE OI SP051L EN GIH EEP F11AN G E M. 1. STORM DONIS BARRETT DIVISION ENGINEER -ENGINEERING ADMINISTRATIVE SERVICES OFFICER O TELEPHONE: 834.3456 AREA CODE 714 ROAD DEPARTMENT ENGINEERING BUILDING 400 WEST STH STREET SANTA ANA, CALIFORNIA 92701 July 219 1967 Mr. Benjamin B. Nolan City Engineer City of Newport Beach City Hall 33©0 V. Newport Boulevard Newport Beach, California Attentiow Mr. Runter Cook SWECTs Jamboree Rd. (A.R.Y.P. #346) Best sirs Attached is a Soil Survey Sheet indicating the mechanical analysis of material from possible select sites for subject project, as requested by Mr. Cook (via telephone, July 1Z, 1967). The materials tested do not meet the State Specifications for permeable material, however, the Back Bay Road site material would be sore suitable for the proposed sand blanket than the material from the other two sites tested. HBVsMsbt attach. ces Y. Lewis V. Hartman Very truly yours, A. S. KOCH Road Commissioner and County Surveyor BTs Division linginser- Operations PROJECT N0. ANFP 346 SOIL SURVEY SHEET ` BY LAP CHKD. BY G.r_ DATE 7 -zD -G7 PROJECT JAMBOREE SELECT DirrO LIMITS SH. i of I BORING OR SAMPLE N. I z 3 4 = LAO NUMBER G7 -qq a c7 -444 -qq - q _o I- DATE SAMPLED ° � LOCATION AYID OR B > P S AN .i o 0Q1 w BACK BAY DP. U '_ J EL PA7EO 5Aw 001A N.710E /BIGCAN m W YPTH� --A- o TYPE OF MATERIAL nAmo OANO a. N OO o PASSING N 100 100 100 q5 1W qe qq N > u u 16 qz ioo G b Q It 11 ;0' 87 Q3 z �� 11 SO q 77 87 Q u u 100 50 z5 z I W 11 U 200 15 10 9 > SAND 8 ROCK f200 97 q W rn % SILT (-200 to S microns) o CLAY (-S microns) SPECIMEH IDENTIFICATION A 8 1 C A R C A I B C A COMPACTOR AIR PRESSURE y MOISTURE AT COMP. o DRY DENS. OF BRIO. Ibs /cu.fl• EXUDATION PRESSURE P,S.I. cr STABILOMETER R- VALUE 10- GE: STABILOMETER - INCHES EXPAN. PRESSURE- INCHES p R - VALUE at EQUILIBRIUM G.E. at E UILISRIUM- INCHES a FIELD MOISTURE m TRAFFIC INDEX LEGEND y 2 •;• P. C.C. O m o 3 0 �i:• A. S. W � W J Q ❑ z Q U J � o. 13 SAND SILT ® CLAY V) C7 z_ •., E .A• O CD I— y R-VAL. F > LIMITS 1 LL W J O v _ SOIL ••- O rn CHANGE O J - A. S. KOCH �/ C ROAD COMMIS31ONER AND COUNTY SURVEYOR U N ■ ■ O f L. MACO .Mi..' R. V. WISE .. ASST. ROAD COMMIlIIOM ER DEPUTY COUNTY SURVEYOR 1M0 JURV CYOR J R. B. VAILE W. L. ZAUN DIVISION [N61NL[R- OPERATIONS R9VUSC DISPOSAL [N61N[CR FLANGE M. I. STORM DOI.T BARBE RV DIVISION CM6I. ST ENGINEERING AOMINIIS BAR SCRVIC[S O"ICLR. TELEPHONE; 6943406 AREA CODE 714 ROAD DEPARTMENT ENGINEERING BUILDING 400 WEST 9TH STREET .. SANTA ANA, CALIFORNIA 02701 May 9. 1967. Boyle Engineering 412 South Lyon Street P. 0. Box 178 Santa Ana, California 92702 Attention: Mr. D. C. Schroeder Gentlemen) Regarding your letter dated May 29 1967, concerning pile testing on the proposed Jamboree bridge at San Diego Creek, A.H.F.P. No. 3460 . we are enclosing two (2) copies of the "Standard Pile Load Test Pro- cedure" which should answer most of your questions. Enclosed with the letter of May 2, 1967# was a preliminary print of the grading and foundation plan. A review of this plan indicates that bents three (3) tbrovgh six (6) will be adaptable to pile testing. Bent number three (3) seems to be the most desirable for con. ducting the test. The test pile may be centered between two of the proposed piles for this bent. The test group may be driven full length if desired, thereby eliminating the need for pile extensions. The time required for setting up the pile test equipment and the test is approximately 80 hours. If the test group is driven on a Friday. the Contractor can normally resume his driving operation the followi:,-; Tuesday, provided the test results-are acceptable. This '�athod resu:Ls in the least possible delay to the Contractor. The cost for this tes�i 2 by County forces is approximately $500.00, which does not include the cost of the additional pile. It is ..;;„vested -L,at the Contractor rez in from dr_✓ing any additia.•.zl r'. , panding the results of the test. If the test pile shoul4 i2ii r the 60 Dour double design load of 90 tons, an ad. ditional pilo 4st may be considered. ' MAY. 11961 �UBItG `�1fltZ11� •� _ —G 0 Boyle Engineering P. 0, Box 178 Santa Ana$ Calif May 99 1967 Attn: Mr. D. C. Schroeder Page 2 Please include in your Special Provisions that the Contractor or Resident Engineer contact the County Materials Section at least ten days prior to ths'pile testing date. 'eery truly yoursp A. S. BOM Road Commissioner & County Surveyor RBYsM:bt encl. cc$ City_ oP Agwpart...$each. Attention Mr. Hunter Cook BY$ R. B. YA1LE Division Engineer..0perations ., A • A. S. POCH ROAD COMMISSI ONC9 AND COUNTY SURVEYOR sL. P O R. V. WISE O r ASIT. ROAD COMMISSI OMER DEPUTY COUNTY SURVEYOR Ano uRV Crow R. B. VAILE W. L. ZAUN OIV1.10. ENGINEER —OPERATIONS REFUSE DISPOSAL ENGINEER N VC E M. I. STORM DONIS BARRETT DIVISION ENO IN KEN — ENGINEERING .U.IN C!! MANAGER TELEPHONE! 934.3446 AREA CODE 714 ROAD DEPARTMENT ENGINEERING BUILDING RECEIVED 400 WEST 9TH STREET SANTA ANA, CALIFORNIA 92701 April 18, 1967 APR 2 81967 PUBLIC WORKS DEPT. Mr. Benjamin B. Nolan City Engineer City Hall 3300 V. Newport Blvd. Newport Beach, California Dear Mr. Nolant Reference is made to your letter dated April 7, 19679 requesting additional information on AHFP Project No. 346, Jamboree Road, from Ford to Palisades Road. Attached with your letter was a copy of a letter from Boyle Engineering to your office, dated April 4, 1967. Reference was made in the Boyle letter to your original request for data to this office, dated December 23, 1966. Your questions of the December 23, 1966, letter are being repeated in this reply to simplify cross — reference to the various letters. SECTION A. General Soils, Construction and Design Data 1. Classification of soils types to be encountered. As indicated in the Materials Report. 2. Special equipment, if any, required to excavate and compact the soil. None should be required, however, this is normally the prerogative of the Contractor. 3. Optimum and - ".:ld mo5Lsc.re content of various :.,:. types. 1.d moistu:-<.s are shown on the Log of Test Borings Sheets of the Matierials Report. Optimum moisture is a construction control item and due to the heterogeneous nature of soils such detail was not determined at this time. , Mr. Benjamin B. Nolan • April 18, 1967 City Engineer — Newport Beach Page 2 4. Special requirements for clearing or stripping right of way and slope banks prior to placing embankments. Section 16. Clearing and Grubbing. (Oar reference to Sections refer to the 1964 State Standard Specifications.) 5• Shrinkage or swell factors to be expected. We have not tested the proposed source of embankment material, however, an estimated earthwork factor of 85% could be used for design. 6. Preliminary selection of roadway structural section including imported aggregate base, cement or lime .reatment ' %.s..c, etc. As per Materials Report and le"cter dated March 20, 1967. (3 "AC /8 "AB) 7. Maximum slopes that may be utilized in cut and fill areas. Maximum cuts should be 1 :1 and fills lJ:l. It may be desirable to use 1'J:1 cut and 2:1 fill slopes as indicated on the construction plans for the previous project. 8. Requirements for erosion control in,longitudinal ditches and in slope banks. This is generally considered a design problem, however, your experience with two previous projects on the same road may guide your decision as to the amount of erosion for various grades as determined by inspection. Our practice is to pave ditches with a flow line slope in excess of 3%. SECTION B. Construction of embankment at approach to bridge at San Diego Creek. 1. Requirements for preparation of foundation for embankment, including placement against newly constructed existing embankment. Section 19. Earthwork (19 -6.01, Placing Embankment). 2. Control, if any, on rate of placement of embankment and estimate of effect on existing embankment. As indicated in Materials Report. We have not made a theoretical analysis of the effect of movement of the existing embankment due to the new fill, but consider that the effect will be quite small and most settlement will be in the new embankment. 3. Details of constructioc. and placement of instrumentation for observation of settlement, pore pressures, etc., if desired. We do not feel such instrumentation is justified for this project. The settlement pads for the previous project proved helpful in evaluating the theoretical settlement and in estimating the settlement to be anticipated T for this project. Piezometers are of doubtfni valnr_ however, you may wish to install pads and piezometers at the City's expense. 400 ca O We QeUMoa_ a�a�46N�wi W/e F�AAa� LN10 �- %:k fATILS INS ARG I%964aYN TD A Y'K'Ca, C0L/5 t2UF/b Mr. Benjamin B. Nolan April 18, 1967 City Engineer -- Newport FKch Page 3 i 4. Estimate of settlement vs. time for embankment and criterion for determining time that the embankment will be suitable to receive pavement. As indicated in the Materials Report. 5. Maximum slopes that may be utilized. See A -7, above. 6. Recommendation regarding the placing of drains and culverts. Construction plans for the southbound lanes do not indicate any additional drainage facilities under the embankments. Extension of existing culverts should present no problems. Sections 65 through 69 cover the placing of pipe culverts and drains. SECTION C. Bridge foundation. 1. Tabular values of pile lengths vs. allowable pile loads of 309 40, 45, and 50 tons. Pile lengths for 45 ton bearing capacity have been provided in the Materials Report. If lengths for 30, 40 and 50 ton pile loadings are required for the bridge design, we will be glad to provide them. 2. Recommendation on minimum pile lengths and method for computing pile capacities. Lengths as indicated in the Materials Report. The method is as per Section 49 -1.08. 3. Estimate of post — construction settlement of piles. See 5, below. 4. Estimate of differential settlement that may occur between pile bents and recommendation of suitability of continuous bridge design. See 5 below. 5. Estimate of differential settlement between approach fill and bridge abutment and recommendation for special design details, if any required. Our recommended pile tip elevation provides a minimum embedment of 10 feet into dense to very dense sandy silt. Borings indicate a depth of this material for another 20 feet below the pile tips. Refined settlement computations are justified only if the s `.rn.: . ".. ;:jnTains strata of soft clay locate- below the base of the tips of the piles. if p is embedded in a firm strata wo would expect negligible differential movemen�. ?. poor subsurface strata deep below the surface may allow group settlement. We feel pile testing and precise level shots on the existing structure would provide the most reliable information. For differential settlement between the approach fill and abutments, we sug gest maintenance of the completed structure and road surfacing as needed, with no special design feature required. /� > Y'�csy �,teGa�ssw� Mr. Benjamin B. Nolan April 18, 1967 City Engineer-- Nevport Sch • Page 4 PARAGRAPH 3, (Paragraphs refer to Boyle Engineering's letter dated April 4, 1967.) We concur with the proposed 15 -inch octagonal piles. PARAGRAPH 4. Pile test recommendations were based on a review of existing driving records, obtained from the City, for the southbound bridge. The size and energy rating of the hammer used to drive the piling was not recorded in the pile driving records, therefore determination of theoretical bearing capacities a're difficult. Extensive jetting is indicated throughout the driving record for straightening drifting piles as well as obtaining recommended tip elevations. It seems unwise, considering your requests for soils, design and construction data, to delete a test which provides closer bearing values for the piling than the theoretical bearing capacities which are obtained from dynamic driving formulas. The pile testing may be done with County personnel and testing equipment at a nominal cost, and is usually performed over a weekend with very little delay to the contractor. Soils data information as forwarded with your letter was available at this office and was considered when recommending pile tip elevations for this project. PARAGRAPH 5. The information in the Porter, O'Brien and County Materials Reports indicate the nature and problems associated with the material encountered at the bridge site. A continuous or simple structure for the given conditions is the choice of the designer. When piles depend on' friction for support, consideration should be given not only to the safe load per pile, but also to the load that can safely be permitted on the group. The AASHO suggests the Converse- Labaire formula in its standard specifications for highway bridges. The Manual of Standard Practice of the AREA states, "On large projects or where soil conditions are unusual, it is recommended that the soil information be supplemented by loading a group of test piles." We do not feel this project is of such magnitude as to warrant group pile testing, however, at least one ni]e test is strongly recommended. Where jetting of piling is necessary, good construction procedure generally requires the driving of the last 3 to 5 feet of the pile. PARAGRAPH 6. We assumed the cuts and fills would be as shown on construction plans f� %. ad%�.,ent project and we saw no reason to recommend a change. The dike refe ~: Station 161 +50 to 167 +70 is 4 to 5 feet high and approximately 300 feet _is dia -is within the fill slope. Testing does not seem warranted. To avoid a :_.ver fi'i_: end provide a uniform fill slope, it would seem good design and construction practice to level the portion of dike within the fill slope and reeompact this material along with the embankment. PARAGRAPHS 7 and 8. The 4 -inch dimension pertains to material placed where piles are to be driven, or (Section 15- 2.02A) obliterating roads and detours. There is no maximum size (Section 19 -6.02) of rock (or A.C.) that may be placed in an embankment provided adequate compaction in the embankment can be obtained. It was not our intent that the road be obliterated where it exists within the proposed embankment. Mr. Benjamin B. Nolan April 18, 1967 City Engineer -- Newport Beach Page 5 PARAGRAPH 9. As stated previously, concerning paved ditches (Section A -8), the City should have the experience to make a recommendation in this area. PARAGRAPH 10. If the filter material used in the previous project has not proved satis- factory, we will be glad to recommend an alternate specification. We will provide a structural section after the cuts and fills have been completed. If the City prefers to let the earthwork and paving items in one pi contract, we could determine the structural section at this time if the borrow site can be established by the City. I�The questions in your original request, which we did not answer in our 1� Materials Report, were in areas we could not directly answer for lack of en -��GQ gineerin testing equipment _r w ne ava ale a is me, or t -moose at we felt were already answered in the constru��on pianos or the adjacent project or covered in the Standard Specifications. We are sorry we did not point this out in our report. In this letter we have tried to provide a suitable answer to each such question. We appreciate your concern in meeting the construction.schedule, and will give any further requests for materials data high priority.: Our Design and Bridge Section will also be glad to aid your consultant with further design and specification'�problems arising on this project. Very truly yours, A. S. KOCH Road Commissioner & County Surveyor By: R. B. PAILS Division Engineer -- Operations RBV:Fn :bt cc: Boyle Engineering W. Hartman O A. S. ICOCH �'�/ COMMI551011ER nN0 COVIITT SVRV£YOR U N . 7 O F _ - L• MECON ViLLE R. V. WISE ASST. ROAD CDMMIS510NER OE ✓V TY COUNTY SURVEYOR O u AND SV RVEYOR 1 R. B. V 41LE W. L. ZAUN DIVISION ENGINEER - .1ERATIONS REIVSE DISPOSAL ENGINEER PtANGE M. I. STORM DONIS BARRETT OI VI SIGN EN 4INEER - EN 4IX EERIN4 AOMINISTRATIVE SERVICES OFFICER TELEPHONE: 834 -3458 0 AREA CODE 714 ROAD DEPARTMENT ENGINEERING BU'��DING 400 WEST 8TH STREET SANTA ANA. CALIFORNIA 92701 April 3t 1967 Mr. J. T. Devlin City Engineer city Hall 3300 We Newport Blvd, Newport Beach, California Reference: Jamboree load Dear Stra At the request of Mr. lbfta of Boyle lnginseriags we bove taken corings to determine the existing straatural sections at the following locadtiones Sts. 101+00, 32s Y/c/l Sta. 106+009 32, Y/a/1 Sta. 113+00, 32t AAA Sta. 115+10s c/l Sta. Sta. 115+500 30' I/8A Kai 113+500 41, Sta. 119+30, ch Sta. 121+00, 32' F/c/l Sts. 122+25, 320 l/c/1 Sta. 123+001 32s l/c/1 Sta. 125+30, c/1 Sta. 126+71, c/1 S. AB 4- 3/4"4/11 "A8 404 reach un. 2"AC/II.S. 4 °A6/8 "AB "AS At the )Ford Plant entrance the structural section cbange from 1J"- 2 "AC/13 to 5"t AC /8 " +A3 appears to be at Stations 115+50 and 121+90. Yen truly years, A. S. LOCH Road Commissioner & County Surveyor Bys R. Be YAIU Division Seginoer-- 0psrations ... 1 -69 RBY :�abt BOYLE ENGINEERING 1w, BOYLE ENGINEERING Bakersfield San Diego Santa Anc, Venture BY .... -V SSUBJECT ..... 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