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HomeMy Public PortalAboutJ. Hart Clinton Widening at Seat Slough BridgeJ h V 4 � Etio tab `is Ur • tilt tie p, m ~ • • -1 LT" N Pt' I key trar I 11 Dry '. tnW, nt tINTW., 7 xl a Can 1 U � IZA\ SL_ J te, 9? GENERAL NOTE' LOCATION MAP SCALE I" :1200' a la1'aL tl w � I qq' N1 1i 4.. Ka /. i L rascal S A N ERA N C/SCO ATTENTION IS DIRECTED TO THE POSSIBLE EXISTENCE OF UNDERGROUND FACILITIES NOT KNOWN OR IN A LOCATION DIFFERENT FROM THAT WHICH IS SHOWN ON THE PLANS OR IN THE SPECIAL PROVISIONS. THE CONTRACTOR SHALL ASCERTAIN TIE EXACT LOCATION OF ALL UNDERGROUND FACILITIES PRIOR TO DOING WORK THAT MAY DAMAGE SUCH FACILITIES OR INTERFERE WITH THEIR SERVICE. BEFORE COMMENDING WORK, THE CONTRACTOR SHALL CONTACT THE FOLLOWING UTILITY COMPANIES P G EII E. PACIFIC BELL CITY OF SAN MATEO PENINSULA CABLE TV ESTERO MUM. IMPROVT DIST. > CALL U S 800 642-0123 415 377-3315 or 377-4630 415 345.1112 415 349-5161 ir _J G q. Elr 'I ZAW 7C G"\ I ,D3 I I FOR USE WITH STATE OF CALIFORNIA STANDARD SPECIFICATIONS DATED JANUARY 1981 AND STANDARD PLANS DATED JANUARY 1981 NOTES I DIMENSIONS SHOWN ARE SUBJECT TO TOLERANCES SPECIFIED IN THE STANDARD SPECIFICATIONS. 2 SUPERELEVATION AS SHOWN ON THE PLANS. 3 LOCATION AND DEPTH OF UTILITIES, AS SHOWN, ARE APPROXIMATE ONLY. 4 FOR ADDITIONAL DETAILS AND LOCATION LIMITS, SEE CONSTRUCTION DETAILS OR APPROPRIATE PLAN. 5. FOR LIST OF APPLICABLE STANDARD PLANS , SEE GENERAL PLAN. ABBREVIATIONS VC. BVC EVC TOT PG JP TYP ABUT WWLOL BB EB FTG ELEV CONC PSI EXIST CONT VERTICAL CURVE BEGIN VERTICAL CURVE END VERTICAL CURVE TOTAL PROFILE GRADE JOINT POLE TYPICAL ABUTMENT WING WALL LAY OUT LINE BEGIN BRIDGE END BRIDGE FOOTING ELEVATION CONCRETE POUNDS PER SQUARE INCH EXISTING CONTINUOUS RET WALL DIA BRG SIM REINF CONST EXP JT CTR LT RT LONGIT TRANSV BOT GALV DIAPH WWF INDEX OF SHEETS LOL RETAINING WALL LAY OUT LINE DIAMETER BEARING SIMILAR REINFORCEMENT JT CONSTRUCTION JOINT EXPANSION JOINT CENTER LEFT RIGHT LONGITUDINAL TRANSVERSE BOTTOM GALVANIZED DIAPHRAGM WELDED WIRE FABRIC i. GENERAL PLAN 2. DECK CONTOURS 3. FOUNDATION PLAN NO.1 4 FOUNDATION PLAN NO.2 AND TEST 5. ABUTMENT LAYOUT 6 ABUTMENT DETAILS 7 RETAINING WALL DETAILS 8. BENT 7 PLAN AND ELEVATION 9. BENT 7 DETAILS 10. PILE DETAILS - CLASS 150 I I . PILE DETAILS - CLASS 70C AND CLASS IOOC 12. PRESTRESSED CONCRETE PILE SPLICE DETAIL 13. TYPICAL SECTION AND TYPICAL BENT SECTION 14. LONGITUDINAL SECTION ABUTMENT I TO BENT 7 15. LONGITUDINAL SECTION BENT 7 TO ABUTMENT 17 16. JOINT SEAL ASSEMBLY 17. DRAINAGE PLAN I8. ELECTRICAL PLAN PILE SETUP CONTRACT DRAWING PRINTS NOT BEARING TIUS STAMP ARE OISOLETE FOR CONTRACT PURPOSES REVISION NO DESCRIPTION DRAWN BY CHECKED BY APPROVED BY DATE EAST THIRD AVENUE WIDENING NORFOLK STREET to MARINER'S ISLAND BOULEVARD SEAL SLOUGH BRIDGE TITLE SHEET CITY OF SAN MATEO SAN MATEO, CALIFORNIA PROJECT E INEER 5-BBQ DATE SCALE AS SHOWN DRAWN BY RLG BOOK NO. DATE MAY 1984 APPROVED .74 CITY ENGINE AT A V�/NV DIRECTOR OF PUBLI WORKS tel PLAN CASE 4 DRAWER 25 SET 72 3SL San Francisco Bay NO. REVISIONS DATE — - - EAST EA T TH/RD 24" AVENUE THIRD Oa 24" ARE4 OF ex/5T %/e CONSTRUCT/ON- POMP sT,4. SOUTHWEST EMBANKMENT ,A V EN U E -24'N— fill iNira EX/ 5MVO 52/065 _ \� 66' PCP /Uit/—�-; — EQ CD.I,STQUCT/ONJ AREA OF CONSTRUCT/ON UNDEPG2DajO ELECTR/C4L SE:QV/CC 56 / —� FM— / ,//'/V 4/ \� y_oF1 , O \ /L\ \ \N \ 4 \ r o\ Cccp U mac`— C't "7� C' Sea/ 5/oug h EX/5T/NC EMBANKMENT it AM— /4 ""ACP POMP' 5TA7/O,V 1/41062 Cz7AIST2. \ w I- 0 0 z CD z w U APPROVED L, P— 0 0 DIRECTOR OF PUBLIC WORKS Z 0 AVENUE W EAST THIRD • a 0 N m O• = Z 00 J Z w a J o Q W LI II O O 1 SURVEYED w F- Q 0 BOOK NO. DATE 6-14-B4 it r z Q a 0 CASE 4 DRAWER 25 SET 72 SHEET I OF OZAL ID /507% Rate of Change = R ° - 0.45733% per s ta. -1.244% FINAL PAY QUANTITIES NO. REVISIONS DATE Location Abut l Beni 2 to Bent 6 Bent 7 Bent 7 Wingwall Bent 8 to Bent 16. Abut. 17 Retaining 1/1/a /1 PGE Tower `rQsf (\, s9's� t v e (b 550 62+00 8VC Elev 111./0 4 Spans Ga 70.O = 280=0" 1 —. 1- 11--1 li t Abut. l Da/urn Elev. 50.0-h PILE DATA Size 15" Octagonal 24""0Sfeel /5 Octagonal 12"Sguare 24"9s Steel 24"0 Steel 12"Square 24°0 Steel 44) Approach Slab Type 2 (Future) 6/ (000 VC 68+00 EVC 5510' 5510"_ 101-0 clear 1,0600' Measured a/on9 4' East Third Avenue 8 Spans @ 70/-0s= 5(00- 0" Elev 111.87 1 5.50" to _____ -Ili ____ _- ill - Er '1 T-__.E �---.'�_—===1-_-L." ���_ 1I T T TU r—� LI tl 11 iI 11 i II U III II li--- —T�it II I III d '11 it li P q' 11 I I I 11 111 II II I I I u. 4r Bent 2 Ben/ 3 Bent 4 Bent 5 Bent 6 63 64 Bearing /00 Ton /50 Ton 100 Ton 70 Ton 150 Ton 150 Tory 707on /50 Ton GO Specified Tip Elev Class - l0 /ooC - 10 /50 - 10 /00C - 5 70C -10 /50 - 10 /50 - 5 70C,„ - /0 /50 1.0 Tubular Hand Railing Concrete Barrier Type 2E R.2185251 Z1=12°00'58" T=22999' L= 458.29 -Shoreline (100' Contour) -- Raised Sidewalk (Future) y s� Z�oo.2 it II e u y Bent 7 / 615 Rock Slope Protection (Bent 7 Only) 7=0 4010" 1210" NcA /2'O 20 Profile Grade -2% 0 0 0 O 0 0 0 0 0 0 0 0 0 0 Ben/ 8 SC gas/ Third Avenue "0" oF,0,00% 0\„to - t \- p Concrete Barrier /Type 50A Retaining Wall Type l TYPICAL SECTION II'= 101 SPAN I TO SPAN 6 63 R = 2760 11.28°30'00" 7 =700.95' L = /,372.87 R=2760 • Approach Slab 64 -Type 2 (Future) Raised Sidewalk (Future) ® Clearance over Mean High Water Paint Seal Slough Bridge 8 Year Constructed N.+ 196 65 \piCJ a /I irll •'ter II II ben t 9 be Bent 10 6'7 ELEVATION Ill= 50' Cast -in- Place Prestressed Slab 24"0 Cast -in- Place Concrete Pile Extension --- Bent II 1I MHW 100.7/ V Ili' III E3ent 12 bent 13 011 Bent 14 68 510" /I 12=0" X09 12-0 2lo Concrete Barrier l-0 Type 50A - --- Tubular Hand Railing--- -- 2% I:1:1 1111 'HP I lu Bent 15 70 f- East Third Avenue 80-0 Bent lb 7/ II Abut. 17 1210 1210 2-0 ,I I -D Profile 7,0., Grade Concrete Barrier Type 26 -2% 000 000000000 r) 24"9 Steel Pipe Pile Existing structure to remain for bicycles and pedestrians. — -s 71.2` PLAN -50' 67 0 0 0 O O O O T- 0000000 TYPICAL SECTION III= 10' SPAN 7 TO SPAN 16 yy:00 A7,6 G. 5c. 7-g) Structur o Existing \ �, Relocationtings of de�_ New locatbon Foo 0 0 _ _-- 7j �-- Existing location rower -- __-- -. 7 0 0 0 raSi 9 10 11 12 13 14 15 16 17 18 STRUCTURE EXCAVATION (BRIDGE) STRUCTURE EXCAVATION (RETAINING WALL) STRUCTURE BACKFILL (BRIDGE) STRUCTURE BACKFILL (RETAINING WALL) PERVIOUS BACKFILL MATERIAL PERVIOUS BACKFILL MATERIAL (RETAINING STRUCTURAL CONCRETE, BRIDGE FOOTING STRUCTURAL CONCRETE, BRIDGE STRUCTURAL CONCRETE, RETAINING WALL BAR REINFORCING STEEL (BRIDGE) BAR REINFORCING STEEL (RETAINING WALL) BAR REINFORCING STEEL (PILE) MISCELLANEOUS METAL (BRIDGE) 430 400 250 665 16 WALL) 105 115 5,450 365 705,000 36,000 529,000 2,750 CY CY CY CY CY CY CY CY CY LB LB LB LB APPROXIMATE QUANTITIES FURNISH PILING (CLASS 70C) 7,947 LF FURNISH PILING (CLASS 100C) 3,887 LF FURNISH PILING (CLASS 150) 13,473 LF DRIVE PILE (CLASS 70C) 74 EA DRIVE PILE (CLASS 100C) 36 EA r} DRIVE PILE (CLASS 150) 119 EA PILE CORROSION COLLAR 935 LF PILE TEST 2 EA PRESTRESSING CAST -IN -PLACE CONCRETE I,S WATERSTOP l 92 LF JOINT SEAL ASSEMBLY 232 LF ROCK SLOPE PROTECTION (1/4 TON, METHOD B) 200 CY I TUBULAR HANDRAILING 1,796 LF 72 CONCRETE. BARRIER (TYPE 26) 1,796 LF CONCRETE BARRIER (TYPE 50A) 1,060 LF LIGHTING LS SHEET NO. INDEX TO PLANS TITLE 1 GENERAL PLAN 2 DECK CONTOURS 3 FOUNDATION PLAN NO. 4 FOUNDATION PLAN NO. 5 ABUTMENT LAYOUT 6 ABUTMENT DETAILS 7 RETAINING WALL DETAILS 8 BENT 7 PLAN AND ELEVATION BENT 7 DETAILS PILE DETAILS - CLASS 150 PILE DETAILS - CLASS 70C & CLASS 100C PRESTRESSED CONCRETE PILE SPLICE DETAIL TYPICAL SECTION & TYPICAL BENT SECTION LONGITUDINAL SECTION ABUTMENT 1 TO BENT 7 LONGITUDINAL SECTION BENT 7 TO ABUTMENT 17 JOINT SEAL ASSEMBLY DRAINAGE PLAN ELECTRICAL PLAN 1 2 STANDARD PLANS DATED JANUARY, 1981 A62 -B EXCAVATION AND BACKFILL BRIDGE -SURCHARGE AND WALL A62 -C EXCAVAT/ON AND BACKFILL BRIDGE -LIMITS OF PAYMENT A75 -A CONCRETE BARRIER TYPE 50 BO -1 BRIDGE DETAILS BO -3 BRIDGE DETAILS BO -5 BRIDGE DETAILS B3-1 RETAINING WALL TYPE 1 H+4'-30' B3-8 RETAIN/NG WALL DETAILS NO. 1 B7-1 BOX GIRDER DETAILS B7-5 DECK DRA/NS B8-5 CAST -IN -PLACE PRESTRESSED GIRDER DETAILS B11-51 TUBULAR HAND RAILING 811-54 CONCRETE BARRIER TYPE 26 B13-2 SLOPE PROTECTION DETAIL NO. 2 ES -7B ELECTRICAL DETAILS -STRUCTURE INSTALLATIONS ES -7C ELECTRICAL DETAILS -STRUCTURE INSTALLATIONS ES -7D ELECTRICAL DETAILS -STRUCTURE INSTALLATIONS ES -8 PULL BOX DETAILS 69 70 Shoreline (100' Contour) 7u � IsrRCTv � Note: For General Notes see "Deck Contours" sheet. 71 /, / 1 L -1 O Approach Slab Type 2 (Future) Raised Sidewalk (Future) C) tN • 0 oc LOAD FACTOR DESIGN CONTRACT DRAWING PRINTS NOT BEATING THIS STAMP ARE OISOIETE FOR CONTRACT PURPOSES Standard P/an Sheet No. Detail No. LIVE LOADING: N820-44 AND ALTERNATIVE AND PERMIT DESIGN LOAD M at CC w Q 0 Ir w W z 2 z W 5- U w 0 0 a. a a a W z w 0 0 In rr 0 0 J a) W O a O F- U w cx w I - w X6'5 J o`:0U J O jA CC¢UIW O W D y 3 5¢W¢ uu O c, w O a cc n_ N Q J 0 J Q Z W `r► , a I. ,r ►. w •���� P ALLIC) Ore r• ew SURVEYED w I- 4 C z 0 DRAWN BY 06-11 DATE g -83 CASE 4 DRAWER SET 25 72 SHEET I OF18 NO. REVISIONS DATE L ABUT. I 0- () \\O MATCH LINE - EDGE OF DECK- - EDGE OF DECK 1/6) I BENT 2 - \\\ BENT 10 L 11 a.101 GENERAL NOTES LOAD FACTOR DESIGN B NT 110,rI 110. SSG DESIGN: BRIDGE DESIGN SPECIFICATIONS ( 1977 AASHTO with interims and Caltrans Supplements ) DEAD LOAD: Includes 35 psi for future wearing surface. LIVE LOADING. HS20-44 and alternative and permit design load. REINFORCED CONCRETE: ly = 60,000 psi l is = 3,250 psi n = 9 Transverse deck slabs (working Stress Design) Is = 20,000 psi Ic = 1,200 psi n = 10 PRESTRESSED CONCRETE: See 'Prestressing Notes' STRUCTURAL STEEL: fy = 36,000 psi Note All grade 60 reinforcement to be epoxy coated, see "Special Provisions II BENT 13 elr tel a r--11(1- \, ' �\Q BENT 6- 0171 DECK CONTOURS STA. 60 +50 TO STA. 71+65 38 I II = 20' NOTES: CONTOUR INTERVAL = 0.2'. CONTOURS DO NOT INCLUDE CAMBER. 119 u" ' 1 Jrt C..10 0,1C Pi taste CAMBER LINE PROFILE LINE IA) CArrrt:. 71L,7irnrswt 4, IS re C,L- plGcr $, :571e ik.,(,G2 Irk 111- a,��, I I� ^1Q rt BENT 7- — 2. BENT 15- I— 0 m 1°6 p'< B.B.---- Os( I 2`1 /"O ,2 ,t B NT 8- 1 I I I I I I i Alt Agi rt BENT 16 bb ksie CO I o N M1 M M M CO Z a a. U) N MATCH LINE - I O O rt ABUT. 17 /O? EAST THIRD AWE. _1 r I*S1;,1 - I E. B, l09 CONTRACT DRAWING PRINTS MOT REARMS THIS STAMP ARE ORsOLfTE FOR CONTRACT PURPOSES z Q 0- t) M TYPICAL END SPAN TYPICAL INTERIOR SPAN TYPICAL CAMBER I — z w 0 t COs (1 w H a C <r W W 2 (9 Z W H U W a a a Fwar as SURVEYED O cr a a W 0 0 SEAL SLOUGH BR w H a a 2 0 0 m 43 w 0() W H a Mil (3 r m z a 0 Y ENGINE DECK CONTOURS (Ti Q U -J CID LL U U H U LLi Cr 0 SET W J a U <n CASE 4 DRAWER 25 72 SHEET 2 OF 18 NO. REVISIONS DATE CONTOOPi 6 .440TMEd/Ti 6-/4 -84 SLAB, 42.00 PSI AT 28 DAYS 'tIzfr/`74747// ; ABUT. I BENT 2 BENT 3 BENT 4 RETAINING WALL STRUCTURAL CONCRETE , RETAINING WALL STRUCTURAL CONCRETE, BRIDGE STRUCTURAL CONCRETE, BRIDGE FOOTING BENT 5 BENT 6 rL EAST THIRD AVEM_ 24%!/ R_ 2/8525 EXISTING PUMP STATION DISCHARGE LINES (TO BE ABANDONED) ,/ NOTES: x INDICATES SPOT ELEVATION. 000.00 INDICATES BOTT. OF FTG. ELEV. ALL SUPPORTS RADIAL TO STA. LINE. ►�# I RD AVE. BRIDGE SAN MATE D i NCH - 30 FFF i CONTOUR INTERVAL_: 2 FEET EXPOSURES: 101/10? PHOTO SCALE- : I:51400 'HIS MAF' WAS COM°PLED USING A GALILEO G-6 STEREO°LOT TER FROM DHOTOGRAPHY DATED 3 F, -S3 AT HAMMON, JENSEN, AND NA1iEN 6 ASSOCIATES, OAK: AND, CALIFORNIA 94621 L_ NT 7 BENT 8 BENT 9 BENT 7 WINGWALL SLAB, 4200 PSI AT 28 DAYS BENT 10 BENT II BENT 12 TYP. PILE EXTENSION CONCRETE STRENGTH AND TYPE LIMITS LIMITS OF ROCK SLOPE PROTECTION 0.G. OR F.G. REINFORCING FABRIC, SEE SPECIAL PROVISIONS - I BENT 13 BENT 14 /7ELEV. 104.5— ELEV. 103.5 11/2 I SECTION A -A PLAN SLOPE PROTECTION I. • T WgLL�. \ L.o J 100 BRnQBUT 6p*e3.75 RErq TYpE G WALL 1211-6" H_ 81, R = 2,185.25 A = I2° 00' 58" T = 229.99 L = 458.29' NO BENT 3 605.00 N 0 APPROXIMATE LOCATION EXISTING EMID 8114 ASBESTOS CEMENT WATER LINE (TO REMAIN) APPROXIMATE LOCATION EXISTING 12110 POLYETHYLENE RECLAIMED WATER LINE (TO REMAIN) EXISTING KOFY TRANSMITTER BUILDING Nr'F 1-1 FVA] InN. NA:,EU ON CITY OF SAN MATEO DATUM + 100 FEET. i/A' y',: ELEV. 95.0 P.C.C. 62+80 84 �I IT BENT 15 PILE EXTENSION 4000 PSI AT 28 DAYS ELEV. 103.5 PILE CONCRETE FILL 4000 PSI AT 28 DAYS --TEST PILE LOCATION "B" CHT BENT 16 ABUT. 17 TYP. ABUT. WINGWALLT •- PILE CORROSION COLLAR TYP. PILE EXTENSION R = 2,760' A = 28° 301 00" T = 700.95' L= 1372.87 24W TYP. ABUT. WINGWALL BENT 7 WINGWALL EXISTING P.G.81E. POWER LINE (TO BE RELOCATED BY OTHERS) 1 01- O :-� H= 14 0 _-- M • arm 66" REIN'FORCEC CONCRETE STORM DRAIN (UNDER CONSTRUCTION) NOTE;_ CONTRACTOR TO DETERMINE EXACT LOCATION OF EXISTING WATER LINES PRIOR TO EXCAVATION AND PILE DRIVING ACTIVITIES. PILES TO BE ADJUSTED, IF NECESSARY, AS DIRECTED BY THE ENGINEER. SEE "SPECIAL PROVISIONS". 96.501 95.001 65 BENT8 \\ 25.00 /r, �/ /, /,__ l0/ EXISTING DRAINAGE PUMP STATION (UNDER CONSTRUCTION) BENT 9 / 65+95.00 CONTRACT DRAWING PRINTS NOT BEARING THIS STAMP ARE ORSOIETE FOR CONTRACT PURPOSES —100 z J U 1- a 24"W w W N6c5 J W 5`oW w�cr w o w D w ✓ r 1.Q 1°J7/ QW L101- 0 0- N o Ti $- 0 cc W W z 0 z W V w 0 0 > 0 a a 4 z 0 z w 0 .41 W n n se n 3 It J m 0 0 0 0 w J 0 a: 0 CA 0 i cr SEAL SLOUGH BRIDGE w 0 0 O O z w Cr O n O m 00 dp a 0 DRAWN BY O z Z Q 0 z O F - Q C z D 0 LL CHECKED BY EVBDATE 91 w J 4 0 N CASE 4 DRAWER SET 25 72 SHEET 3 OF 18 I NO. REVISIONS DATE CONTOURS@ ABUTMCA/TS C -/4- d4 ELEV. 105.5 PILE PAY LIMIT �t BENT I 66+65.00 ELEV. 103.5 TOP OF PILE ELEV. 98.4 ± MUD LINE ELEV. 95.0 too CONC. FILL 4000 PSI AT 28 DAYS - SLOPE TOP TO DRAIN EXTEND PILE REINF. TO TOP STEEL STUB MOUNTING MEMBER, TO BE FURNISHED BY PG a E. EXACT PLACEMENT TO BE AS DIRECTED BY PG 84 E 2'-8" t FIBERGLASS JACKET (CORROSION COLLAR) 24"( STEEL PIPE PILE - CLASS 150 REINF. SIMILAR TO BRIDGE PILES d TOWER PILE REFERENCE: PG BE STANDARD DRAWING 304940. 67 BENT II 67+35.00 NEW SPANS EXIST. SPANS, ELEV. f92.0 EXIST. TOWER 38 247 NEW TOWER PILE FOUNDATION FOR PROPOSE TOWER RELOCATION PG a E LINES 6 c_B_ENT12 68+05.00 LINE a E POWER BENT 13 68+75.00 699.3' 744.3' 21'-1 69 ') BACK FILL ON OUTSIDE OF WALL TO BE TO FINAL CONTOUR 451-0" ' I pt 111/2" 69 + 45.00 RELOCATE EXIST. TOWER 246 (FUTURE CONTRACT) EXIST. BRIDGE 45' • t I'/2 I -SURCHARGE GRADE BACKFILL ON INSIDE OF WALL AS SHOWN 1 ,-EXISTING GROUND EARTHWORK GRADING RETAINING WALL SHOWN. ABUTMENTS, BENT 7 AND WINGWALLS SIMILAR. Si WI 4 EXISTING TOWER TO BE RELOCATED BY OTHERS, SEE NOTE Pt TOWER 70 BENT 15 70+15.00 g ELEV. 193.0 t TEST PILE -_ LOCATION "At -� BENT 16 70+85.00 1058.3' N 1013.3' • 71 t APPROACH ROADWAY EARTHWORK NOT PART OF THIS CONTRACT a NEW BRIDGE STANDARD LINE TOWER RELOCATION N Nic J1 04 ELEV. 179.0 I- 4 U 0 J LOCATION STRENGTHEN AS NECESSARY FOR SYSTEM USED I EXIST. TOWER 245 ELEV. 100.0 NOTE: PILES AND ANCHOR MOUNTING MEMBERS TO BE PLACED AS PART OF THIS CONTRACT. RELOCATION OF TOWER NOT PART OF THIS CONTRACT. V/ w I- 0 z TEST LOAD TO BE 600 KIPS. TENSION CONNECTION 2 4 w m W 0 >- U 4 cr 10 10 J —i4 n 1 - PILES TO BE UNFILLED WITH 4 FOR PROCEDURE SEE "SPECIAL PROVISIONS? ASSEMBLY TO BE m 0 I - U 4 m I- zcc' o o ww CO Z O wz zw O_ w fn w >- < 0 Z 4 w AS REQUIRED cc DETERMINED BY CONTRACTOR FINAL CUTOFF ELEV. 103.5 CONTRACT DRAWING PRINTS NOT IEARIN6 THIS STAMP ARE OISOIETI FOR CONTRACT PURPOSES CC 0 w I - =Z w cog Z w4 J d W U) J 0 F- u W N- CO !n N- 0) Ci 4 U M O ^ Z 10 O) 4 CC 0 4 V) W J U CC CU W U)0& (I) 6QaO a Fa W CC WiQ O Wow O 1- 2 _ o ,- N 2 ¢ W W O L- Q co O en a SEAL SLOUGH BRIDGE FOUNDATION PLAN NO. 2 SURVEYED W a D BOOK NO. DRAWN BY DEV CHECKED BY gide DATE 9-33 W J C U N CASE 4 DRAWER SET 25 72 SHEET 4 OF 18 NO. REVISIONS DATE I'- 6" nalli gat RET. WALL L.O.L#) . Q EAST THIRD AVE 10' - —APPROACH SLAB 3 8'-0"= 24'-0" BACK PILE SPACING W.W. L.O.L., R = 2, 147.25' 1 c EAST THIRD AVE 381-o" 2 SPACES A I8'-9"= 37'- 6'I 4 SPACES ® 7'-9"= 31'-0" 4 SPACES ® 3I'-0" 5'-s" BRG. ABUT. I 4 SPACES @ 7'-3"= 29'-0" BEARING PAD SPACING 9'-I1 3 SPACES r-3": 21'- 9" 6'- 0" 4 SPACESfB'-O"= 32'-0" SHEAR KEY SPACING FRONT PILE SPACING 38'- O" 2 SPACES a 18'-9"= 37'- 6" FRONT PILE SPACING J_3' -I01/2"3' -I01/2';_ 4 SPACES a 7'-9"s 31'-0" 4 SPACES @ r-9" = 31'-0" BEARING PAD SPACING SHEAR KEY SPACING • __L _ i"I F I W. W. L.O. L, R= 2,798' 9' 41/2" 91- 41/211 N' ;+ i l'-6" BRG. ABUT. 17 I8'- 9" BACK PILE SPACING PLAN 1/4" = I'- 0" a r H 0 R=2,722' CO NTRACT DRAWING MINTS HOT BEARING THIS STAIR ARE 08 METE FOR CONTRACT PURPOSES W a O PROJECT ENGINEER APPROVED ti N m in to N- (-3 0) ,Q 0 M Z W m C _Q CC 0 a N W -J U a' I- O— W 6¢ j N 2 O c�!<�0 4 a J W re W ¢ 2 O W ] w ti U_~I-¢ U`) M SEAL SLOUGH BRIDGE ABUTMENT LAYOUT SURVEYED W I- C O z O O W I- Q C DRAWN BY L W I- O >- C W U W 2 O W J C U N CASE 4 DRAWER 25 SET 72 SHEET 5 OF 18 Diet ID NO. REVISIONS DATE 0 cr n n I- L 4 ILl 0 4 d r I r A ABUTMENT I ELEVATION 1/4"= I'-011 r JT. SEAL ASSEMBLY\ APPROACH SLAB (FUTURE) \ STRESSIN PLACE AFTE STRESSING 41- 6" 11 21-0" 11 N CBO-1 � I-2 ABUTMENT 17 ELEVATION I/411= 11-011 NOTES: FOR DETAILS NOT SHOWN OR NOTED, SEE BENT 7 PLAN AND ELEVATION SHEET AND BENT 7 DETAILS SHEET. APPROACH SLAB NOT INCLUDED IN THIS CONTRACT. 41-6" BRG. ABUT. I Q. BRG. ABUT. 17- # 4 TOT. 3 -- * 6 [] n4 12_— * 6 @ 12 "7,>/7/t-• *4 (a 18 0 J 0 (0 15' OCTAGONAL PILE (CLASS IOOC) . • 21-611 6 61-011 SECTION A -A '/211- 11_011 O TOT. 4 N *4 TOT. 10 2411+ STEEL PIPE PILE (CLASS 150 SIM. TO ABUT. I 1. 21-0" 21-0" 21-0" - E 1 ABUT. REINF. SIMILAR ABUT. I 6'- 0" SECTION B- B 1/211= 11-011 RET. WALL 1/211 EXP. JT. FILLER *8 r TOT. 6 (FULL LENGTH) SEE "PILE DETAILS" SHEET FOR LAP SPLICE RESTRICTIONS *4 OR W 20 SPIRAL , SEE "PILE DETAILS" SHEET FOR SPIRAL PITCH SECTION E -E 1/2 "= ILO" • #4 MATCH DECK OVERHANG - ABUT. REINF. /-#5 L @ 9 n I I s C 0 M WING WALL ELEVATION 1/4" = I1- 011 *4 TOT. 6 SECTION C -C 1/2"= 11- 0 11 # 4 TOT. 4 -# 4 ® 12 -#5 @ 12 4, II TOT. 2 -#8 I o9 -#-4(A 18 # 4U A 18 # 4— TOT. 2 W.W.L.O.L. SECTION D -D 1/2"= 11-0" CONTRACT DRAWING PRINTS NOT BEARING THIS STAMP ARE OBSOLETE fOR CONTRACT PURPOSES 1- a C PROJECT ENGINEER k S w 0 w H W Q ,1+1,6.- W O Z < O O C Z .J O N Q W CC 2 W O W ] W H 2 ¢ W W vi OUw a N- CO 1`a) �O U M 0 t0 Z mf Q CC U a w U Cr U. In 0 Q N- C‘./ N) SEAL SLOUGH BRIDGE ABUTMENT DETAILS SURVEYED w H a 0 BOOK NO. w H a C DRAWN BY CHECKED BY w J Q U CASE 4 DRAWER 25 SET 72 SHEET 6 OF 18 OZALID NO. REVISIONS DATE BEG. WALL 60+79.50 0 ELEV. 109.29 ELEV. 101.00 Bo -3 3-6 (-TOP OF WALL +1.50° B.V.C. 62+00 ELEV. 111.10 CONCRETE BARRIER NOT SHOWN-) DATUM ELEV. 90.00 PILE SPACING RET. WALL L.O.L. EAST THIRD AVE w J I- Q 2 ELEV. 99.00 O 0 0 0 Oi PILE SPACING i••• O (D EXP. JT. BO 3-I BO 3-4 50' C -C EXCEPT AS SHOWN ELEV. 100.00 WEAKENED PLANES yEXP. JTS. SPACED EQUALLY BETWEEN I- ELEV. 99.00 61 10 SPACES @ I I' -71/4"= Ii6'-01/2" 60) N 62 DEVELOPED MIRROR ELEVATION 1/8" = 1'- o" 0 N m 4 SPACES @ I I' -0"= 44'-0" O 0 rn 0 0 rTOP OF WALL r'' L 0 0 ti t +1 I C*' 6 N 7 SPACES @ I5'-6"= I08'-6" 121'- 6" (+ 0 0 M in MATCH LINE IO SPACES is 91- 43/4"= 3I-11 2" (+; R= 2,185.25' O 0 0 0 m 0 + + C0 N 62 + 06.00 , N 3 SPACES @ I2'-8"= 38'-0" H=8' 0 PLAN I/8"= I'- 0" 0 Z -J DATUM ELEV. 90.00 / P.C.C. 62+80.84 R = 2, 760' 3 I+1 63 ELEV. 98.00 / 10 SPACES A 9'-43/4"= 93'-II1/2" L Ch t+; • 4-1 -r',I 6 SPACES I4'-8"= 88'-0" 100'- o" 50'- 0" H=10' END WALL 64+65 ELEV. 113.47 O 0 0 0 10 c0 H `o 6 SPACES a 14'- 8"= 88'-O"A< + + + g N up Up c0 P.C.C. 62+80.84 0 1 L ELEV. 96.50 64 DEVELOPED MIRROR ELEVATION 1/23"=c -o" 6 SPACES A 7'-4"= 44'-0" o 0 0 r: to m o + + 100'-O" H= 12' PROFILE GRADE ELEV. 95.00 / NOTES: 9 SPACES ft 6'-4"= 57'-0" 0 0 0 cfl •4-' (+ I I cti tY, ( II (4 C1 0 0 0 0 1 - to K) H=12 63+56.00 64 (+1 N) 3 SPACES A I2'-8"= 38'-0" 50'- O" H=I4' PLAN 1/40=11- 0" 63 +94.00 !t1 O 0 O + CD iP 1 4 SPACES A I3'-6" 54'-0" 64'- 0" H=16' 0 O ui CD CD + + RET. WALL L.O. L. 2'-O CONCRETE BARRIER TYPE 50 A 5 " ft 24 TOP OF WALL *5 TOT. 2 *5 1)6 @ 12 TOP OF WALL DETAIL 1/211,11-o" STATIONS SHOWN ARE ALONG Q EAST THIRD AVE AND DIMENSIONS ARE RADIAL THERETO. (4) DENOTES BATTERED PILE (3:I BATTER). (+; DENOTES PLUMB PILE. SEE SHEET B3 -I OF STANDARD PLANS, FOR DETAILS NOT SHOWN. BENT 7 FTG. RET. WALL L.O.L.Tht Q EAST THIRD AVE-) CONTRACT DRAWft'G PRINTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES f IL 126 — W > 2 W O 6<OU = < < O < w w ¢Q2 o wIw t- fic Na ;y LEW HU cni r` N Inin N- ip d t0 M O W C •-•Q CC V C H W - J 0 CC 0. ,n 0 f C CC - N SEAL SLOUGH BR RETAINING WALL DETAILS SURVEYED w I— C 0 BOOK NO. DRAWN BY w I — a C CHECKED BY w J C 0 N CASE 4 DRAWER 25 SET 42 SHEET 7 OF IS Z A LID NO. REVISIONS DATE W.W. L.O.L., R= 2,798' 0 N BENT 7 RT.=, B.B. 4-#6 I BENT 7 SEAT REINF. CONT BENT 7 RT PEINF. END RETAINING WALL BENT 7 LT. REINF. — y BENT 7 RT. (CANTILEVER ABUT.) 6u 2'-O" LAP BO -3 3-4 II II #4(4118 6"4) DRAIN HOLE - TOT. 6 . . • \ #4f18 I'- 6" TYP. • C1 C ri *4 @ 18 f • 0 M �k BENT 7 #6]1@12 b M • I -• SECTION X - X 1/2" = I '- 0" 6 SPACES (41 6'-0" = 36'-O" BACK PILE SPACING EAST THIRD AVE--- ti J J a w cc 18'-9" 9'- 3" r — SECTION B -B 1/4" I'- O" c_ EAST THIRD AVE, R = 2,760' -"—RET. WALL L.O.L. - 11 5'- 11 12-0_ 61-0 4 •_/ • _ / sr 9'- 11/2" 5 SPACES A 7'-3"= 36'-3" 4 SPACES ft 7'- 3" = 29'-0" 3 SPACES A 7'-3"= 2I'-9" BACK PILE SPACING BEARING PAD SPACING SHEAR KEY SPACING -I• \—. r /— I 0 I �- / I 1 I • _/ TYP 4 SPACES A 7'-9" = 31'-0" 4 SPACES a r-9" = 31'-0" 7 SPACES @ 5'-0" = 351-0" 38'-0" EXPANDED POLYSTYRENE TO MATCH BEARING PAD THICKNESS -0" A --- -------- 3'- I01/2" 31-101/2" 1V-0" 4 SPACES A 71-9" = 31'-0" 4 SPACES iA 7'-9"= 31'-0" 5 SPACES A 7'-3" = 36'-3" 9 M Q BEARING (SPAN 6 SIDE) Q BENT 7 rt BEARING (SPAN 7 SIDE) SHEAR KEY SPACING BEARING PAD SPACING 38'-o" PLAN (LOOKING BACK ON STATIONING) 1/4"= I'- O" LIMIT OF ROCK SLOPE PROTECTION 0 1/2" EXP. JT. FILLER ON SIDES 8i BOTTOM - TYP.m I' • FRONT PILE SPACING 1/2" EXP. JT. FILLER-TYP. TYP. SHEAR KEY (DEPRESSED)N. NOTES: 0 6 I I I I I I 0 �--------- I'-3 F-- 0 f 1 2- ELEVATION 1/4"= V-0" L L A- u N w I — a O rc w w Z_ Z w ✓ U 0 IZ a W O Ii a a a w Z' U z w } N— ALL BEARING PADS ARE 9" x 15" ELASTOMERIC BEARING PADS 11/2" THICK ON SPAN 6 SIDE AND 21/2" THICK ON SPAN 7 SIDE. FOR "SECTIONS C -C, D -D, F -F, G -G" & "ELEVATION H -H", SEE BENT 7 DETAILS SHEET. EXP. UT. IN BARRIER JT. SEAL ASSEMBLY BENT INTO BARRIER SECTION A - A 1/4"= I'-0" CONT2ACT DRAWING PRINTS NOT BEARING THIS STAMP A' ORsOIETE FOR CONTRACT PURPOSE W r — W H -z -Jul O 2 < 0 • Z N Q J W W S Q O W I_ U r 4a=W gT N O u~, a 11/4- N - T.13 Q U w ro O w 01 m .. 4 cc U 4 U, w -J U CC U N 0 2 a CC ti N m SEAL SLOUGH BRIDGE BENT 7 PLAN AND ELEVATION SURVEYED w ✓ Q C BOOK NO. DRAWN BY 1L5g1/ DATE E*-FS3 'Si I— 0 } O W U w U r CASE 4 DRAWER SET 25 72 SHEET 8 OF 18 NOTE: Q BENT 7 = B.B. NO. REVISIONS DATE CONCRETE BARRIER TYPE50 - n # 4 I IM TOT. 5 # 5 TOT. 4 * 4 TOT. 4 cc EAST THIRD AVE *5 X12 #5 TOT. 2 _cTOP OF DECK I EXTEND # 6 JP 12 TO DECK LEVEL SECTION C -C 1/2" = I'-0" #6 ADJUST AS REQUIRED TO CLEAR PRESTRESS TRUMPET MIDDLE WALL REINF SECTION D -D I/2"= APPROACH SLAB NOT IN THIS CONTRACT. SEALED JOINT AND TIE DETAIL NOT REQUIRED. EXTEND END DIAPH. AND CLOSURE REINF. INTO OVERHANG *5 (a 9 #41109 MATCH OVERHANG *4 TOT. 4 MIDDLE WALL JT. SEAL ASSEMBLY BO -I 1-9 #52'. (a) 12 cc wc� HZ Qto w Iw #4 T81. -IC - Qh *4E@i12- - O' BENT 7 CONCRETE BARRIER ON MIDDLE WALL (TYPE 26 ) #5 rklicr 41/2 #4 rTOP OF DECK CONST. JT. *10 TOT. 4 2-#5 TOT. 4 IN OVERHANG VIEW E -E 1/2"= 1'- 0" WEEP HOLE - TOT. 3 2-#9 ELEVATION H -H 1/4"= 1'-0" ti 0 PLACE AFTER STRESSING I'- 0" 31-6" 21-0" BO -I 1-2 LIMITS OF *5 © 12 TOP TRANSV. a *4 STIRRUPS 15"x 18"x .064" GALV. SHEET METAL ON PAD. COAT TOP OF PAD WITH GREASE # 4 TOT. 6 s� P12 o, ESLP 6 # 8 P8 . . # 6 0�, o TOT. 4 #6m (Th12 N 6" #4 (a) 18 41 © 18 /#4 TOT. 8 co w cc Q 2-#4 3 . r 0 N 6" 6" 81-0" 11-6" SECTION F- F 1/2"= 11-0" W.W. L.O.L. #4 TOT. II 2- 1I 1 *4 FT 12 r — 9 - # 4 2-#9 L 6-#4 . . J1U 6 3- I'- 6" 6'- 0" SECTION I -I 1/2" = I'-0" Vim # 6U (t9'\ 5-#6 N * 9 TOT. 3 TOP a BOTT. * 6 TOT. 4 - - 4'- 6" REINF. SYMMETRICAL ABOUT Q BENT 7 4'6° PLACE AFTER STRESSING 21-0" * 5 in @ 6 * 4 TOT. 5 . # 4 LI TOT. I * 4 LU TOT. 3 * 6 x 61-0" TOT. 4 2" //I 2' 00 *PRIOR TO STRESSING 6"$ DRAIN HOLE ELEV. 104.5 - TYP. RET. WALL FTG. #9 @ 6 (INSIDE FACE) /CONST. JT. *4 TOT. 12- 2'-O" *4C @12 # 4 TOT. 7 15"x I8"x .064" GALV. SHEET METAL ON PAD. COAT TOP OF PAD WITH GREASE # 5 6'-0" P 6 BEARING PAD # 6 NI IN TOT. 4 # 6 I-1 (ai 12 -#4 P 18 * 6IL @ 12 BACKFILL INSIDE BENT TO ELEV. 103.5 • 4 TOT. 18 . r 0 N -6" 4'- 6" 12' - #5 I ' @ 9 #4 TOT. 4 P 18 #4 Ll P18 #7a 6 (OUTSIDE FACE) W.W.L.O.L. SECTION J - J 1/2" = I'- 0" { SECTION G -G 1/2" = C-0" 3/4" CHAMFER II I, II II . I I I I I I II • • II II II . (0 I'- 6" SECTION K - K 1/2"= I'- o" 6 P12 U (0 CONTRACT DRAWING PRINTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES PROJECT ENGINEER APPROVED U w a C W I - W y Z > O Z J W O 6 < 0 y U Z J O W W 2 O W W W H I- cc Aaiw w O H O. ti N m Lc) to �rn LiQ UO ° M O (Dz w mf �4 cc 0 4 N w J 0 0. 0 f 4 cc r N r) SEAL SLOUGH BRIDGE BENT 7 DETAILS w H a O C O >- >- z w > D: O O u, m W H a C DRAWN BY CHECKED BY W J 4 U N CASE 4 DRAWER 25 SET 72 SHEET 9 OF 18 OZALID I NO. REVISIONS DATE I i C.� Epoxy mortar cap - /04.0 Top of jacket 1.. o /03.5 Top of pile 0 V c 0 h 0 VA55umed water surface 3" Bottom Hate, Diameter Pipe 0.0.plus //2"Max. 24°0 Concrete pile extension 103.75 Top of W.W.F. h/ ,7 and concrete fill - nil space w1/17 concrete or cement grout.-Mefhod of placement to be selected by Contractor. Provide C/eanout and Tight Seal ELEVATION 4x4 -W5xW5 WWF �? Nand or water jel excavate --24" 4 Steel pipe pile Note See "Pile Details - Class 70C 8 C/ass /00C" Sheet for splice details. 2, O., r SECTION A -A s a4or W2O e3"pitch Epoxy coated -'18 tot. 24 Epoxy Cooled 2V 0 Steel pipe pile 3jB wall thickness 2!8" Fiber 9/ass form (Stay -in -place) 4x4 - W5x W5 -Welded Wire -F over/op 4" Min Concrete Pill SECTION B -B Note: For reinforcemen/ not shown see "Pile Reinforcement" 4, #5, 5 #6 Reinforcement only Run off on bar CIS shown Notes: 4%2, M #06S1 • 4 3 t "f Sitr31 414-e, lc: Vast 0 12..4'84 104 BO 60 50 -/0 No /op splices o//owed /03.5 CO 0 K O w 3 y o, M m c .S „Lib X75 % pen min o o 45° * * cc it l%) Direction of weld 1--5" lap bar /. Butt weld to be made first. 2. Butt weld to be in flat or horizontal position . 3. Lap bar centered on splice . 4. flare weld to be made in direction shown. 5. Lap bar equal in size to spiral bar. SPIRAL SPLICE DETAILS WELDED OPTION PILE REINFORCEMENT CONTRACT DRAWING PRINTS NOT REARING THIS STAMP ARF OISOLETE FOR CONTRACT PURPOSES y i3 U -J w O < p U Z O N < aLIJ 65 , uj a D U 2 MP¢ �w uwU „,0. 0 0 CC m 0 0 J Q W (/) R OF PUBLI 4 25 72 SHEET 10 OF 18 NO. DATE 7 co Min. shell thickness 0. /34" N E 5 tot 6 SECT/ON U - U (Mandrel driven) 44 max. Alternative tip shape at option of Contractor sE 11/4 v I Na 3/4 min. /Z Min. shell thickness: Class 45C s O. /793" Class 70C ' 0.250" *5 tot. 6 SECT/ON V - V Alternative tip shape at option of Contractor/ 3/4 min. ,€ ALTERNATIVE "U ALTERNATIVE Notes.' Details ore the same for both Class 70C and Class /OOC piles unless noted otherwise. A /0" minimum diameter pipe extension (thickness = 0. /793 min. for Class 45C and 0.250 "min. for Class 70C) may be used at the tip of Alternative "Z "when taper is 301 or more in length. Pile reinforcement extending into a footing shall be hooked as required to provide clearance to top of footing. Piles shall be extended only in accordance with details shown elsewhere in these plans. Lopped splices in spiral pile reinforcement shall be lapped 80 wire diameters minimum. Spiral pile reinforcement at splices and at ends shall be terminated by a /35° hook with 6"toil hooked around a longitudinal bar or strand. A// concrete in piles and pile extensions shall contain not less than 8 socks of cement per cubic yard. A// grade 60 reinforcement to be epoxy coated. Precast Prestressed Concrete P=123,000 lbs. min. As= 0.608 sq. in. min. Cutoff Line • hb a 14 * N44 /234" max. SECT/ON X- X CLASS 70C 6x14-0 "min. tot. 4 I Precast Prestressed Concrete #6 x /41--0"min. tot 4 st$& not; P= /60,000 lbs. min. As = 0.790 sq. in. min. SECT/ON Y - Y * To be in place when pile is Cost. .1 Col 0 q3 • N O Octagonal or @ circular section N optional brn W // a 2 may be substituted PRECAST PRESTRESSED PILES P = Prestressing Force /f section used is larger than ®anchorage the min. section shown, then 51P" shall provide 860 psi min. As = Minimum area of prestressing steel required. Concrete Strength: f, " 28 days= 6,000 psi (Class 70 C 5,000 psi (C/ass /00 C) f ci ( transfer .= 4,000 psi DESIGN LOAD/NG Class 70C = 70 tons Class /00C =100 tons T 41 max. ' 6 x 141-0" 1 SECT/ON Z - Z * Measured out to out of corrugations .O M r /2 max. I I I in 41-0" I I q) J if -1 /0 "min. Lowest mat of reinf. 3"Embedment \1 Plan footing a co elevation F'/LE EMBEDMENT Cutoff fine #9 with standard 90°hook, total 2 (bundled) grouted in 3ndia. hole cast or drilled into center of pile CLASS /00C ALTERNATIVE "Z 7r II I Backup plate SQUARE GROOVE X45°, Backup plate SINGLE VEE - GROOVE SINGLE BEVEL- GROOVE '.? Within /0"min. dia. pipe extension 4"'" W// 1 21/2 may be substituted. P/LE WELDING DETA/L - BUTT ✓O/NTS Notes: I. Single Vee-Groove and Square Groove permitted for al/ positions. 2. Single Beve/-Groove permitted for horizontal joints only. CLASS /50 SPL/CE DETA /L S #5x/20"/o/ 6 instead of #6 x /41-0" total 4 ALTERNATIVE P/L E ANCHOR FOR PRESTRESSED P/LES COdTRACT DRAWING PUNTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES V W W In Z Cr N - U w O Z < 0 ° 7 Z J O • aW W Q 2 N O W D W U H Q M jF- ~ W 0 ¢ W W O Cr Nw U a W J U U. 0 Q ti M C'i V I w W Z z w H U w O a 6.0 w0 Q w F- Q 0 U) 0 0 J 0_ a U- O 2 0 F U w SEAL SLOUGH BRIDGE V 0 O PILE DETAILS -CLASS 70C & CLASS DRAWER SET 25 72 SHEET II OF 18 NO. REVISIONS DATE rn N r T 4 Fr) Bottom portion —' -Fop portion f Co N �-- W3.5 or 5 ga. wire /1-o" O l0 x 5t6" dowels P/S Steel total 4 SECTION A -A 'Form to retain epoxy mortar W3.5 or 5 go. wire V /P/S Steel 2 Holes to be cast with spiral ridges SECT/ON B -B DOWEL SPLICE DOWEL SPLICE /. Bottom pile section to be firmly seated in ground before splicing may proceed. 2. Place form on bottom portion of pile so that excess epoxy mortar at splice will be retained and completely cover the joint. 3 Fill 2" holes three -fourths full and coat the joining surface of the bottom portion of the pile with epoxy mortar. 4. Insert top portion dowels into holes in bottom portion of pile immediately. 5. Driving to be resumed only after epoxy mortar has cured. Heal may be used to cure. Note.' Class 70 C Pile shown, Class /00 C Pile similar. 3/4"Chamfer Bottom portiop f ,SL EE V /SPL /,CE A SEMBLY SECT/ON D -D Full pen. Bar 2x 3/ x51 011-- L /x/x%4 %g" Gap prior to torquing of /%8„ 7// PL 1/4 baits. — /r Bar / x %2 x . ✓? "or 2x3/8X5 L / x / x %4 all around. Miter corners WELDED SLEEVE SECTION C -C Dimension to match pile SLEEVE SP/ /CES SLEEVE SPLICES I. Bottom pile section to be firmly seated in ground before splicing may proceef 2. Epoxy adhesive to be pressure injected into welded sleeve splice with sealing material used to retain fluid epoxy. Epoxy-/ adhesive to be applied to contact surfaces of the pile and bolted sleeves immediately prior to assembly. 3 Driving to be resumed after epoxy adhesive has been cured. Heat may be used to cure. Sleeve may b9 factory bonded,.t6 the lower pile,section. 4/ t PL %4 DETAIL / H.S. bolt, /9 spaces & 3 BOLTED; SLEEVE SECTION C/C GENERAL NOTES 1. Design Loading (Ultimate): Tensile Force = 115* Compressive Force = 500k Shearing Force Design Moment 70k 75 A.' with zero axial load 2. Other methods of splicing may be used provided: (a) The above design load capacity is satisfied. (b) The cross-sectional area through the splice does not exceed the cross-sectional area of the pile by more than 25%. (c) Durability is equivalent to designs shown. 3. Corrosion resistance is equivalent. CONTRACT DRAWING PRINTS NOT REARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES W f W Z cc N - U J w O Z < o O cry Z • Q J Q W W W O W F- W U F" Q U F u� a O VWi0 u~ a ti N co in in `' CO M O to w O 2 - Q CC U Q N w J U cc U. 0 Q Cr M C-41 r•-) w H a 0 CC w w z U' z w H U W O Cr a a0 w O Li U_ cc H U w rr SEAL SLOUGH BRIDGE a rJ: �5! J 7c--/ ti - W C� W U_ —J C/) W J PRESTRESSED CONCRETE 0 u 4 0 ›- Li rr U) N w H a 0 6 Z 0 O re) rys w H a 0 u, z Q Cr a cc Lu H 0 0 w r 0 W 0 w 0 U W -J 0 U CASE 4 DRAWER SET 25 72 SHEET 12 OF 18 NO REVISIONS DATE l 5!0" 400" 33 0' East Third Avenue I of /-0 Profile Grade Void spacing /3 P 2-13C 29 -2% _t 3 \00000000000000 Pile spacing 4e6"-9127-10" TYPICAL SECTION 3/ :I O" SPAN I TO SPAN 6 Prestressing duct, see "Longif. Section" Sheets for cable path 475- Turn tails or bend dowels to as reed. to c/ear voids • i, h //2" m Vents both ends of void - Typ.- ct /5 " m Voids °4 /of 2 3' O" 7'-O" 2'- 3" Void Spacing d8 Con/ @ each Stirrup leg PART TYPICAL SECTION 4 " ., I! 0" Prestress duct - 1 -0 3 Clo- sure pour #5@/2 2 (1 34I Drip groove [ ] e/2 4 x8"Continuous key - Con cre le .Barrier Type 50A 1/5tot 5 #6 Tot. 4 Cont. (Exterior Girder only) 5-0 O N -6„ -#5 0/2 I Voids to be securely tied down to prevent floating. Snap ties anchored to soffit formwork may be used - Extend e hook #5 hilly into closure pour °'8 tot 4 /5//0 Void CONSTRUCTION JOINT OPTION Mole: 4 Exact location Cs) to be proposed by the Contractor, shall be located away from traffic wheel lines and be approved by /he Engineer Closure pour to be p/aced a minimum of 2 weeks after all f4/sework has been removed. 3- 011 1 East Third Avenue 80:0" 34'-0" Void spacing /5@ 2-'3'= 33=9" Concrete Barrier Type 50A 00000P000000000 -- 000000000000000 .I Pile spacing 4 6' 1516,1-- 34 LO" "5 Cont bottom longitudinal rein? continuous through bent VOID TIE - DOWN 3/4"= /'- 0" Profile Grade Void spacing l5@?'3 =339 -2% 5-O /-0 Pile Spacing 4 @8&' 34'O" TYPICAL SECTION te SPAN 7 TO SPAN 16 f-‘ Bent 4-6, 2-3 2,3., "<oto/ 10 I l/2"0 Vent --.\ I I _may • • n "lo /01 4 ----2 "4 orW200 3„pitch - 2'0"0Pile ex/ension -- 3' Limit's of' 'tog': lop transverse it #4 stirrups Depress '"8 a #5 under "lo / NMI I v L T 11 • I • t tot.8 N `'5 @ /2 bottom transverse rein!' �8 Column rein? TYPICAL BENT SECTION -Prestressing duct /5.,1 Void If ti Tubular Hand Railing 811 -51 --Concrete Barrier Q Type 26,85411 (ONTThCT DRAWIUG PRINTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES I a N- N CO NtO ti� Q c0 M -- Z cc w cr 0 2 cc N i4 w 0 APPROVED z w r o F. w U 0 S En 0 -J w 0 0 U w at W 0 0 in 0 0 J J U U) Z 0 H U U Cn Co 0 0 Cn -J 0 0 w H a a DRAWN BY 1c,V DATE €43 A? CASE 4 DRAWER SET 25 72 SH«T 13 OF IS 04 r or Stirrup Spacing tit Abut I C Bent 2 35 0, 5-/%2" 7=Q" 7-0 g) B en f 3 35'0 "_„ Pt. of no movement 7-0 Ben/4 35L0' I C. G. prestress force is parabolic between points shown 7-0 - L 80/2 ` I Bent5 35=0" 'flan -7°x 180/21 80/2 4 r I' 0/8 max _: L• 80/2 1 --h\c°__'�I h Beni fo Bent 7 'Brg. 30'-9" 51-/Q " 841/2 el8max `� J nRo ,C'r - 180/2 f 80/2 I LONGITUDINAL SECTION 180/2 0/8 max 319" 101 918 max (80 /2 J I /8max PRESTRESSING NOTES Pjack• = 7300 kips total at jacking end(s) A s =Pjack 75 f's Total number of girders = 15 8012 Concrete: tic = 4200 psi ta 28 days; f' ci = 3500 psi p time of stressing GENERAL '1 Design is based on u = 0.25 and k = 0.0002, and modified for horizontal curved alignment, if any Pjack specified at the jacking end(s) includes friction losses and provision for 32.000 psi loss in stress. 2. Tendons to be jacked to 0.75 f's and anchored at an equivalent anchor set = 5/8". 3. Contractor to submit elongation and jacking calculations based on initial stress at ®_ .824 times jacking stress. 4. Both ends to be stressed. Ben/ 5 Co NTRACT DRAWING PRINTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTGCo PURPOSES W W 'n Z CC > - Z J w O Z < O O o Q -i O Q W Q 2 N O W D W U ~ o 2 1- N . cn W 0 CC N N - UP UP CO Q) V) Q ▪ O M O Z W W 0)4 4 CC U 4 H W J U CC U- . 0 4 N N rn NO. W 0 0 cocc REVISIONS z Q 2 0 DATE cc JJ J SET DRAWER N - co z W O ABUTMENT LONGITUDINAL SECTION 25 72 SHEET 14 OF 18 NO. REVISIONS DATE 3`-9" Sent 7 t 8rg. 20`-6" GJ SE' Ben/ /1 2510" 8@/2 @/8 max 5=///2 Bent 8 I Bent 9 35=0" 7-O 80/2 Pt. of no movement - I _'I @/8 max ,89/2 710 35=0" 720" 80/2{ S-3 C B en t /2 SE Bent /3 3510" ®/8max 3510" 7!0" f Sent /0 3510" -'O " 1 -K —;r,\*--;'I Ism ,, `,/ 8012 C. G. prestress force is parabolic between points shown 8R/2 — I B7-/ S-3 Sent /4 7-0 I 80/2 KCe - 0/8max -M Y 8 0/2 F86/2 Bent /4 Q Bent 15 3510" 'O " 3510" @/8 max 7-O I _"r 86/2 7-0 &18 max ,` 86/2 isBent loo V Abut. 17 5-/I/2„ 9" 8@/2 B7-/ S-3 @ 18 max I @ /2 } 80/2 @/8 max LONGITUDINAL SECTION ,86/2 J 86/2 87-t S-3 9/8 max 861/2 I # 4 U or Stirrup Spacing zthit 9 /8 max 710" 7 86'12 PRESTRESSING NOTES •P jack = 18.650 kips total at jacking end(s) A s = Pjack .75 f's Total number of girders = 33 Ben/ /1 Concrete: f'c = 4200 psi to 28 days, f' ci = 3500 psi time of stressing GENERAL: '1 Design is based on u = 0.25 and k = 0.0002, and modified for horizontal curved alignment, it any. Pjack specified at the jacking end(s) includes friction losses and provision for 32,000 psi loss in stress. 2. Tendons to be jacked to 0.75 f's and anchored at an equivalent anchor set = 5/8". 3, Contractor to submit elongation and jacking calculations based on initial stress at ®_ .725 times jacking stress. 4. Dufh ends to be stressed. CONTRACT DRAWING PRINTS NOT REARING THIS STAMP Alf OISOLETE FOR CONTRACT PURPOSES W H W N y (7 U W O Z < O O O Q _1O N U Cr¢2 O W Dui a U y O w oN U H cc cc cc w 2 2 W H C) w 0 a APPROVED W 0 SURVEYED 2 (7 0 -J C1) Q w Cn w H Q 0 O 2 O O 'Et) ABUTMENT 17 O H ti H W m Z O ''W^^ vJ Q 0 0 Z 0 J . �\ C •;j CASE 4 DRAWER SET 25 72 SHEET 15 OF 18 T Face of Barrier k4 Q 6 ""max Ctrs , Stagger n O o Top of Deck O Face of Barrier P/ace anchor bolts for Cover it on approaching traffic end) PLAN BOLT B PLATE LAYOUT Bar 4X%4 ----- 46 GaP --- L 4x3xj2 Stop on high side of deck HIGH SIDE BARRIER DETAIL /I "" /0 `XN» VIEW B -B T Cover /P 3461x/3 wide sheet neoprene (e4 Cover fP - See"Plan Bolt B Plate Layout' R= 3/4" 6" Dm - 1111 iN1 11(" SKEW -s 20° lip I ' NI —O— I_I i,; 1 ••• 61 1 SKEW 200 Match slope of Barrier Bor 4x3/4 /,6 Gap Bar 4x%2 - Tight Fit L / % x 9"anchor studs @ clear 9 "j' I Y �/ Bend to c/ear paving notch or when required at closure pour. - Paving Notch or Closure Pour Limits or Curb face Cover i See"Plan Bolt 8 Plate Layout" Bar 4 x*4 R-/4 3461'x/3" wide sheet neoprene LOW S/DE BARR/ER DETAIL (See Note "Bill bap Bar 2 x %4 x5 Note "A" Cover a 3/8 x84 x18 Bend to match face of Barrier SECT/ON D -D PLAN- S/DEWAL K COVER PLATE Note: Sidewalk Cover Plate Assembly to be galvanized after fabrication. 1-E7 8" VIEW C -C i / ---=J% 6'" i 5/e' 0 A-325 bolts, /%4" reach. Torque to 150 ft lbs - Bar 4x3'4 Norma/ to joint %4" Bevel 4" L 4x3x/2 \\\"'\`4 /8 Chamfer N x /2 ""anchor studs @ 9"-± I2 min r , i 1 ----J Initial Pour Limits SIDEWALK DETAIL (See Note "B") Cover E ,s x /3 "wide sheet neoprene SECT/ON F -F /6," Gap //6 Gap Tight Fit /%2"� (4' Max Temp Exact width to be determined by the Engineer. /%20 Recessed hole-Typ. 3/4"0 Hole in Bar 8 Angles - 43 Typ - Top of Deck Use installation bolts extended i/2 "min and coat with bond breaker. After concrete has cured, remove installation bolts, install A-325 bolts and sheet neoprene. d" /2 "anchor studs 9"± Closure Pour Limits Tack weld nut to angle 44G LS& 63/72/dgere rairicr 7/e"18"onchor studs 9"2t (5"long in overhang ) 3/i6"x 13" wide sheet neoprene. Match existing joint width for closure pour SECT/ON A -A ANCHOR STUD Cover ft - Bar 6 x3/8 x18 Bar 2x%4x5 Note SECTION E - E Floor it 3/8 x /2 -- Notes • at 2 locations. Note Stagger anchor studs o 41/2"24- centers thus: 11 on Joint Information "a" Dimensions Location MoQ Kohn vement (M.RI Skew Winter Summer, Spring 8 Fall Abut. / 2"" ///2" //2" /n Bt. 7(/-7) 2" ///2" //2" I" 8/.7(7-16) 31/2" — 2//2" /" /3/4" Abut. /7 3//2" 2//2" /"" /3/4" thC' canigi Fu// penetration butt welds may be substituted for the fillet welds on 72 , o all anchor studs. Alternate types of anchor studs may be permitted subject to the approval by the Engineer. Joint seal assembly to be used in conjunction with closure pour. (See other sheets for limits). Closure pour shall not be placed until final deck surface is within the tolerance specified. Joint seal assembly to be fabricated in 14' max lengths. Use joint at crown of roadway, at any change in transverse slope in deck, and at changes in horizontal direction. Place other joints at or near lane lines. All metal parts to be galvanized after fabrication. Sheet neoprene shall be fabricated in one continuous piece or joints shall be vulcanized. Neoprene shall be fabricated to bend around corners. I "" holes in neoprene sheets shall be drilled or punched so that the neoprene is not distorted at the time of installation. Note I:4" Insert assembly or expansion anchorage for %"x 13/4" A-325 bolt. Note "B" Use the Sidewalk Detail at all sidewalk joints. Use the Barrier Detail at both sides if the roadway is crowned or if the difference in elevation between the ends of the seal is 0.5 " or less. -3/9"Cap Screw 8 3" K Washer a 24"c -c through 2"0 hole in floor plate into drilled a topped hole in L. Remove screws after concrete hos se/ 3/8"95 Hole n4 18"18"c -c --- x 4" Headed Anchor @ /2 " c -c CONTRACT DRAWING PRINTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES 4" 3" //2 irO 7//2" SECT/ON 6-C a -- Floor /L 3/8 x 2 L 9x4x//2 `'� 3/8'"0 Hole Lw /8" c -c 5/8"x /2"Headed Anchor (a 12"c -c 5/8" x 4" Headed Anchor 12" c -c 47 e Sa/af 2 w W N65 y U � N J L z O U 7 O y< Wy W S W W O W 0 U_ ~ I- 2 usa �w W O¢a u, U u! a W J U cc 0. P Q cr NO. REVISIONS DATE W a C 1r W W Z z w 0 W 0 0 a 0 S SEAL SLOUGH BRIDGE . y tf, >- J 03 2 rLu ( ) Q J lLtJ v E-- :2: O 7 1'14; () 41 4 0 U cn U- 0 cc W d - II C9 z I- a CC (MAXIMUM MOVEMENT SURVEYED W 4 a 0 O z O • 1.50 W cx a '4) DRAWN BY 0 CASE 4 DRAWER SET 25 72 SHEET 16 OF 18 NO. REVISIONS DATE MODIFY LOCATION 17-1 AS SHOWN 7-3 1I TAPE SEAL AROUND HOLE iN VOID 61 0 0 64 4. 3" CL. MIN. DECK DRAIN — LEFT SIDEWALK In= 11-0" 62 63 10 SPACES a RETAINING WALLDRAINS PRESTRESS DUCT 0 U) 3"x 10" CROSS DRAIN-, 7 _„4 MODIFIED " 2'- " " TAPE SEAL AROUND HOLE IN VOID I'- 6" _DECK DRAIN - MEDIAN BARRIER SECTION A -A c_ DRAIN - I" - II -0" 1"= F - DECK DRAIN — PLAN In= II -0" DRAINAGE PLAN I"= 50' DECK DRAIN -LEFT SIDEWALK @ 1/4 & 3/4 POINTS OF EACH SPAN MODIFICATIONS: LONGITUDINAL DIMENSIONS OF RECESS AND DEPRESSION LENGTHENED WITH ADDITIONAL DRAIN PIPE . x 0.138" GALV. STEEL PIPE - TOT. 2 3"x 10" CROSS DRAIN MODIFIED ( SEE "SECTION A -A") DOUBLE 6"$ DRAIN, SIMILAR TO " DECK DRAIN- MEDIAN BARRIER" RETAINING WALL DRAIN I"= 1'-0" EAST THIRD pVE 72 DECK DRAIN - MEDIAN BARRIER @ 1/4 81 3/4 POINTS OF EACH SPAN CONTRACT DRAWING PRINTS NOT BEARING THIS STAMP ARE OBSOLETE FOR CONTRACT PURPOSES 1 F W N ZCC (� U J w O 2 Q O O U < O Q W 2 2 N O W n W U F- a CC W W 0 I= Q (1 0(1 0. N- N CO N - `Oa (D M 0 Z _ W m 2 4 Dr U 4 N W J U cc U- . U) 0 2 cc ti N m w H a 0 W w 2 z w H U W 0 a- a APPROVED t i-I 0 a co W SEAL SLOUGH DRAINAGE PLAN SURVEYED W 4 O 6 Z U 0 m DRAWN BY W I- CHECKED BY W J 4 U Cr CASE 4 DRAWER 25 SET 72 OZALID SHEET 17 OF 18 NO. HE VISIONS DATE NOTE I 70/11 bpIt f4° �� �D� t1 ' " I LEGEND CI CITY STANDARD FLECTROLIER, 30 -FT. MOUNTING HEIGHT AND 8 -FT. MAST ARM . SEE CITY STANDARD DWG. 3- 1 - 161. --II/2" CONDUIT, 2*8 (240 V) N O NO. 5 PULL BOX. SEE ES- 7 D NOTES: I. TERMINATE CONDUIT FLUSH WITH FACE OF BRIDGE RAIL, 18" BELOW FINISH GRADE. SEE DETAIL "C", ES -70. . CONDUIT DEFLECTION AND EXPANSION JOINTS SHALL BE INSTALLED AT CROSSING OF ALL BRIDGE EXPANSION JOINTS, SEE ES -7C. 62 — 6,3 FUTURE ELECTROLIER (NOT PART OF THIS CONTRACT) (PI Op ON S7bC�lE.3) IT, Tr 614 CO I ID vt rim — ant 1 667, 66 ELECTRICAL PLAN I"- 50' 8'- 0" 150 WATT HIGH PRESSURE SODIUM VAPOR LUMINAIRE, CUT-OFF TYPE, WITH INDIVIDUAL PHOTOCELL CITY STANDARD ELECTROLIER (27"-6" POLE LENGTH) ELECTROLIER FOUNDATION IN BRIDGE RAIL. SEE ES -7B, AND CITY STANDARD DWG. # 3-I- I61 . ANCHOR BOLTS SHALL BE I" DIAMETER GALVANIZED AND ON II" BOLT CIRCLE DIAMETER II/2"C-2*12,SEE ES -7D. 2#12 N BETWEEN PULL BOX & LUMINAIRE NO. 5 PULL BOX IN SIDEWALK, SEE ES- 7D. INSTALL TWO- POLE FUSED SPLICE CONNECTOR IN PULL BOX AT EACH ELECTROLIER II/2" C - 2 # 8 (LONGITUDINAL CONDUIT RUN IN SIDEWALK, EACH SIDE) ELECTROLIER ELEVATION 1/4"= I" -Orr CONTRACT DRAWING PUNTS NOT BEARING THIS STAMP AXE OBtioli1E FOR CONTRACT PURPOSES C 0 APPROVED �F' h w n V) 0 a )11 U J 0_ a LL U Cr O r - U w Cr C, W r - W m If) In N- O1 (ID c0 t0 O M —2 4.0 w mz -.. 4 Cr U 4 N W J Cr U O f C cc N M SEAL SLOUGH BRIDGE n Sri ALL I:, CAL PLAN Cr I U J LtJ Et) W 4 O SURVEYED DRAWER W -J 4 U CASE 4 25 SET 72 SHEET IS OF 18