w...anchors per lwm piece, equally spaced -63.1 ft willow stakes large woody material woven...
TRANSCRIPT
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EROSION CONTROL BLANKET--~
CUTTING NOTES: 1. CUT 1/4 TO 1 INCH DIAMETER PLANTS OR STEMS AND
REMOVE ALL BRANCHES.
2. CUT THE STEMS WITH A KNIFE OR PRUNING SHEARS INTO 24 TO 36 INCH LENGTHS.
3. MAKE A HORIZONTAL CUT ON THE END WHICH WILL REMAIN EXPOSED AND A 45 DEGREE ANGLE CUT ON THE END TO BE PLANTED. MAKE SURE BUDS ON THE PLANT FACE UP.
4. PUSH CUTT NG DIRECllL Y ONTO SOIL OR CREA TE A PILOT HOLE BY POUNDING A PIECE OF REBAR INTO SOIL, AND THEN PUSH IN THE CUTTNG. 53.5 FT
RIPRAP
PROTECT EXISTING \ a. <r
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LARGE WOODY MATERIAL, PLACE ROOTWADS FACING UPSTREAM, LASH PIECES TOGETHER WITH WIRE ROPE /
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-----OHWM VARIES, 12.5 FT±
.-- EXCAVATE, BURY A MINIMUM OF 50% OF EACH WOOD PIECE
,,,--(4) MR-2 MANTA RAY ANCHORS PER LWM PIECE, EQUALLY SPACED
-
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LARGE WOODY MATERIAL
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VANED INLET GRATE CONCRETE COLLAR AND REBAR TO MEET HS20
ACCESS COVER
A
FILTRATION BAY
1'-o· COLLAR
4'-0" INSIDE RIM
2'-4" INSIDE RIM
1 o'-5" OUTSIDE RIM
PLAN VIEW
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CARTRIDGE SUPPORT TYP.
FLOW KIT TYP.
B • CLEANOUT ACCESS PLUG ON WEIR WALL
18" STORMFILTER CARTRIDGE TYP.
CATCHBASIN FOOT (TYP. OF 4)
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FINISHED GRADE
STORMFILTER STEEL CATCHBASIN DESIGN NOTES STORMFIL TER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 4 CARTRIDGE CATCHBASIN HAS A MAXIMUM OF FOUR CARTRIDGES. SYSTEM IS SHOWN ~TH A 27" CARTRIDGE, AND IS ALSO AVAILABLE ~TH AN 18" CARTRIDGE. STORMFILTER CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL. PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS REQUIRED.
CARTRIDGE SELECTION CARTRIDGE HEIGHT 18" RECOMMENDED HYDRAULIC DROP (H) 2.3' SPECIFIC FLOW RATE (qpm/sf) 2 1.67 1 CARTRIDGE FLOW RATE (gpm) 15 12.53 7.5 PEAK HYDRAULIC CAPACITY 1.0 INLET PERMANENT POOL LEVEL (A) 1'-o· OVERALL STRUCTURE HEIGHT (B) 3'-9"
* 1.67 gpm/sf SPECIFIC FLOW RA TE IS APPROVED ~TH PHOSPHOSORB (PSORB) MEDIA ONLY
GENERAL NOTES 1. CONTRACTOR TO PROVIDE ALL PRODUCT AND MATERIALS UNLESS NOTED OTHERWISE. ALL PRODUCT AND MATERIALS
SHALL BE SUBMITTED WITH DESIGN BY WASHINGTON STATE PROFESSIONAL ENGINEER. 2. WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS
DRA~NG. 3. INLET SHOULD NOT BE LOWER THAN OUTLET. 4. MANUFACTURER TO APPLY A SURFACE BEAD WELD IN THE SHAPE OF THE LETTER "o" ABOVE THE OUTLET PIPE STUB
ON THE EXTERIOR SURFACE OF THE STEEL SFCB. 5. WATER QUALITY STRUCTURE EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUB FOR OUTLET PIPING. STANDARD OUTLET
STUB IS 8 INCHES IN DIAMETER. CONNECTION TO EXISTING COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR.
6. STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. CASTINGS SHALL MEET AASHTO M306 LOAD RATING. TO MEET HS20 LOAD RATING ON STRUCTURE, A CONCRETE COLLAR IS REQUIRED AND MUST BE DESIGNED AND INSTALLED BY CONTRACTOR.
7. FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7- INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS.
8. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft).
FLOATABLES BAFFLE---.
PERMANENT POOL LEVEL\
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FILTRATION BAY INLET ___ _,,.-
RIM=20.02'
LIFTING EYE (TYP. OF 4)
5" WEIR WALL i--+--5"
INLET IE=16.25'
FLOW
OUTLET IE=16.25'
1
4-CARTRIDGE CATCHBASIN STORMFILTER DATA
STRUCTURE ID #1 WATER QUALITY FLOW RATE (cfs) 0.0589 PEAK FLOW RA TE ( <1 cfs) 0.3481 RETURN PERIOD OF PEAK FLOW (vrsl 100 CARTRIDGE FLOW RATE (aoml 7.5 MEDIA TYPE CSF LEAF RIM ELEVATION 20.02'
PIPE DATA: I.E. DIAMETER INLET STUB 16.25' 8" OUTLET STUB 16.25' 8"
CONFIGURATION OUTLET
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BRIDGE GENERAL STRUCTURAL DESIGN NOTES
BRIDGE DESIGN SPECIFICATIONS TlHE BRIDGE DESIGN IS IN ACCORDANCE WlllH THE FOLLOWING DESIGN SPECIFICATIONS :
1. AASHTO LRFD BRIDGE DESIGN SPECIFICATION, 8TlH EDITlON (2017). 2. AASHTO GUIDE SPECIFICATIONS FOR LRFD SEISMIC BRIDGE DESIGN, 2nd EDITION 3. WSDOT STANDARD SPECIFICATION LATlEST EDITION.
4. WSDOT BRIDGE DESIGN MANUAL. 5. ASCE 24 - FLOOD RESISTANT DESIGN AND CONSTRUCTION.
BRIDGE DESIGN PROCEDURES 1. TRAmc BARRIER AND RAILING IS DESIGNED TO MEET 11-iE TlEST LEVEL FIVE
CRITlERIA SET FOURTlH IN AASHTO LRFD BOS SECTION 13. 7.2 AND RELA TlED SECTIONS.
2. ABUTlMENT AND PILE FOUNDATION DESIGN IS IN ACCORDANCE WITH TlHE FORCE BASED SEISMIC DESIGN PROCEDURES SET FORTlH IN 11-iE 2014 AASHTO SEISMIC GUIDE SPECIFICATIONS.
BRIDGE DESIGN GEOlECHNICAL PARAMETlERS 1. FOR DETAILED GEOTlECHNICAL REPORT SEE GEOTlECHNICAL REPORT - DA TlED
JULY 29, 2019 BY HART CROWSER INC
f'c = 4000PS1 SPLICE TABLE
OllHER STRAIGHT BAR SIZE TOP BARS BARS HOOKED BARS
f/3 24" 19" 7"
#4 32" 25" 10·
#5 40" 31" 12·
#6 48" 37" 15"
/fl 70" 54• 17"
#8 BO" 62" 19"
#9 91" 70" 22·
#10 102· 79" 24"
#11 113" 87" 27"
NOTES
BRIDGE GENERAL CONSTRUCTION NOTES: 1. CONSTRUCTION SPECIFICATIONS: MATlERIALS, CONSTRUCTION AND WORKMANSHIP SHALL BE IN
ACCORDANCE WlllH TlHE PROJECT PLANS AND SPECIFICATIONS.
2. MA TlERIALS:
A) CONCRETlE : SHALL CONFORM TO TlHE REQUIREMENTS OF SECTION 03 30 00 OF 11-iE PROJECT SPECIFICATION - APPROACH SLAB= CLASS 4000A - BRIDGE DECK = CLASS 4000D - TRAFFIC BARRIER, ABUTlMENTS, WINGWALLS, END DIAPHRAGMS, GIRDER STOPS = CLASS 4000 - DRILLED SHAFTS = CLASS 5000P - PRECAST PRESTRESSED GIRDERS AT RELEASE = 7500 PSI - PRECAST PRESTRESSED GIRDERS AT 28 DAYS = CLASS 9000 - SHAFT SPIRAL REINFORCING SllEEL: ASTlM A706, GRADE 60-WELDABLE - ALL OllHER REINFORCING SllEEL: ASTlM A615, GRADE 60
B) PRESTRESSING STRANDS : AASHTO M203 GRADE 270 0.6" DIAMETlER LOW RELAXATION 7-WIRE STRAND, Fru = 270 KSI
C} STAGGER ALL LAP SPLICES IN ADJACENT BARS BY ONE LENGTlH MINIMUM, NO MORE TlHAN 50% OF REINFORCING BARS IN ANY LAYER SHALL BE SPLICED AT ONE LOCATION.
D) THE PRECAST PRESTRESSED GIRDERS SHALL CONFORM TO SECTION 03 40 00 OF THE PROJECT SPECIFICATIONS. TlHE TYPE OF LIFTING DEVICE FOR PRECAST MEMBERS SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER. PRECAST PRESTRESSED GIRDERS SHALL BE LIFTlED NEAR REARING POINTS.
E) UNLESS OTHERWISE NOTlED, CONCRETlE COVER SHALL BE AS FOLLOWS: - CONCRETlE CAST AGAINST AND PERMANENTLY IN CONTACT \\1TH THE GROUND ........... 3" CLR - CONCRETlE IN CONTACT WlllH GROUND OR EXPOSED TO WEATlHER ................................ 2" CLR
BRIDGE DESIGN LOADS BBIOOE DESIGtl I OAD$
1. PERMANENT LOADS:
- DC CONCRETlE WEIGHT = 155 PCF
STRUCTIJRAL SllEEL WEIGHT = 490 PCF
- DW FUTURE HMA OVERLAY WEIGHT = 35 PSF (ASSUMED 3" OVERLAY)
- EV UNIT WEIGHT OF SOIL = 115-125 PCF (TRIANGULAR DISTRIBUTION) (SEE PROJECT GEOTlECH REPORT)
- EH ACTIVE PRESSURE = 32 (H+D) (TRIANGULAR DISTRIBUTION)
PASSIVE PRESSURE = 90D IN FRONT OF ABUTlMENT (TRIANGULAR DISTRIBUTION) BOOD IN FRONT OF WING WALLS
TRAFFIC SURCHAEGE = 64 PSF
H = STRUCTURE FREE HEIGHT, FT
D =DEPTlH BELOW FINISHED GRADE AT FACE OF WALL OR ABUTlMENT
2. TRANSIENT LOADS:
- LL HL-93 DESIGN TRUCK AXLE LOAD INCLUDING DESIGN LANE LOAD OF 0.064 KSF
- IM VEHICULAR DYNAMIC LOAD ALLOWANCE APPLIED TO DESIGN TRUCK = 33% - LS LIVE LOAD SURCHARGE APPLIED TO ABUTMENT = 64 PSF
- TU UNIFORM TlEMPERATURE RANGE FROM o· TO 100" FAHRENHEIT
1. LENGTlHS ARE BASED ON CLASS "B", CASE 1 SPLICES (MAX 3. SEISMIC DESIGN LOADS AND PARAMETlERS: (2014 AASHTO) ~ OF 50% OF BARS SPLICED AT ONE LOCATION). - OPERATIONAL IMPORTANCE 'Ir = 1.0
SPECIAL INSPECTION SCHEDULE ESTABLISHED PER IBC 2015 CHAPTlER 17
ITEMS
SOILS
GRADING, EXCAVATION & FILL
FINAL FOUNDATION PREPARATION
DRILLED PIERS - INSTALLATION & TlESTING
CONCRETlE
REINFORCING PLACEMENT
REINFORCING WELDING
REINFORCING COUPLING
ANCHOR BOLTS & INSERTS
FORMWORK
PREPARATION OF MIX DESIGNS
PREPARATION OF TlEST SPECIMENS
CONCRETlE PLACEMENT
EMBEDDED SllEEL ITlEMS
CURING
PRECAST CONCRETlE ERECTION
STRUCTIJRAL SllEEL SINGLE PASS FILLET WELDS </= 5/16"
PARTIAL/COMPLETE PENETRATION WELD
OllHER WELDING
WELDING OF ANCHORS AND STIJDS
PREFABRICA TIED CONSTRUCTION
<D11NU0US INSPECTI~
X
X
X
X X
X
INSPECTION SCHEDULE NOTES:
PERIODIC INSPECTION COMMENTS
X
X
X
X
X
X
X
X
X
X
X
X
BY GEOTlECHNICAL ENGINEER BY GEOTlECHNICAL ENGINEER
BY GEOTlECHNICAL ENGINEER
REF. NOTlE 5
REF. NOTlE 6
REF. NOTlE 7
REF. NOTE 8
REF. NOTlE 4
1. 11-iE lllEMS CHECKED WlllH AN "X" SHALL BE INSPECTlED IN ACCORDANCE Willi IBC CHAPTlER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN APPROVED TlESTING AGENCY. FOR MA TlERIAL SAMPLING AND TlESTING REQUIREMENTS, REFER TO PROJECT SPECIFICATIONS, THE STRUCTURAL NOTES AND TlHE NOTlES BELOW. THE TlESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TlESTING AND INSPECTION REPORTS DIRECTLY TO TlHE PORT OF TACOMA, ENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY MATlERIALS WI-IICH FAIL TO MEET TlHE PROJECT SPECIFICATIONS SHALL IMMEDIATlELY BE BROUGHT TO THE ATTlENTION OF TlHE ENGINEER. SPECIAL INSPECTION TlESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. INSPECTION AND TlESTING REQUIREMENTS FOR SYSTlEMS DESIGNED BY OTHERS SHALL BE DEFINED BY TlHE REGISTlERED DESIGN PROFESSIONAL RESPONSIBLE FOR TlHEIR DESIGN, EXCEPT 11-iAT TlHE INSPECTION REQUIREMENTS SHALL NOT BE LESS 11-iAN SPECIFIED IN TlHIS SCHEDULE.
o 2. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED ~ 2. TOP BARS ARE DEFINED AS ANY HORIZONTAL BAR PLACED - SITlE CLASS = E FABRICATOR PER IBC 1704.2.5.1. SEE SPECIFICATIONS FOR APPROVAL REQUIREMENTS. ~ SUCH TlHAT MORE TlHAN 12" OF FRESH CONCRETlE IS CAST IN - SPECTRAL ACCELERATION AT 0.2s (S 5) = 0.89g 9 11-iE MEMBER BELOW 11-iE BAR IN ANY SINGLE POUR. _ SPECTRAL ACCELERATION AT 1.0s (S V = 0.301g 3. CONTINUOUS SPECIAL INSPECTION MEANS 11-iAT THE SPECIAL INSPECTOR IS ON TlHE ~ SITlE AT ALL TIMES OBSERVING 11-iE WORK REQUIRING SPECIAL INSPECTION. -~ 3. STAGGER ALL LAP SPLICES IN ADJACENT BARS BY ONE LAP - S os = 0.918g PERIODIC SPECIAL INSPECTION MEANS TlHAT 11-iE SPECIAL INSPECTOR IS ON SITlE ~ LENGTlH +1'-0" MINIMUM. - S 01 = 0.841g AT TIME INTlERVALS NECESSARY TO CONFIRM 11-iAT ALL WORK REQUIRING SPECIAL ~ _ PGA = 0.56g INSPECTION IS IN COMPLIANCE (IBC 1702.1) a. 4. NO MORE TlHAN 50% OF TlHE REINFORCING BARS IN ANY &, LAYER SHALL BE SPLICED AT ONE LOCATION. - A s = 0.363g 4. INSPECTION FOR PREFABRICATlED CONSTRUCTION SHALL BE TlHE SAME AS IF 11-iE 1:'.>., SE SMIC EAR,,_, PRESSURE (TRIANGULAR DISTRIBUTION} 27 (H) MA TlERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITlE. CONTINUOUS ::, 5. FOR EPOXY COATlED BARS, LAP SPLICE AND DEVELOPMENT - I
111 = INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF TlHE APPROVED
o LENGTlHS SHALL BE 1.5 TIMES THE VALUE IDENTIFIED IN TlHE H = STRUCTURE FREE HEIGHT, FT AGENCY CERTIFIES TlHE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE. ~ SCHEDULE OF MINIMUM LAP SPLICE AND DEVELOPMENT - TOTAL STRUCTURE DEAD WEIGHT = 1098k SEE SPECIFICATIONS FOR APPROVED AGENCIES AND SUBMITIAL REQUIREMENTS. 01- LENGTlHS ABOVE. a.. 4. LOAD COMBINATIONS : AASHTO LRFD BDS T3.4.1-1 5. CONTINUOUS INSPECTION IS REQUIRED FOR INSTALLATION OF COUPLERS. PERIODIC ~ 6. DEVELOPMENT & SPLICE LENGTHS ARE APPLICABLE FOR - SERVICE I : 1.0 DC + 1.0 DW + 1.0 (LL + IM} INSPECTION MAY BE USED FOR VERIFICATION OF COUPLER MATlERIALS. g TlENSION OR COMPRESSION. - SERVICE II O DC O DW O B (L I") ~ : 1. + 1. + · L + "' 6. ALL WELDS SHALL BE VI SU ALLY INSPECTlED.
I
I • -.
:,;.: CD
§ 7. FOR NON-CONTACT LAP SPLICES 11-iE TRANSVERSE - STRENGTlH I : 0.9 / 1.25 DC + 0.65 / 1.5 DW + 1.75 (LL + IM) § CENTlER-TO-CENTlER SPACING OF SPLICED BARS SHALL NOT _ FATIGUE I : 0.5 DC+ o.5 DW + 1•50 (LL+ IM) 7. ALL COMPLETlE PENETRATION 'M:LDS SHALL BE TlESTlED ULTRASONICALLY OR BY Ei 1-
wz.. EXCEED THE LESSER OF ONE-Flll-i 11-iE REQUIRED LAP SPLICE USING ANOTlHER APPROVED METlHOD. _ ~ ~ R
0 ~
LENGTH AND 61N. - EXTREME EVENT I : 0.9 / 1.25 DC + 0.65 / 1.5 DW + 0.5 (LL + IM) + 1.0 EQ co "' iZ - EXTREME EVENT 11 : 0.9 / 1.25 DC + 0.65 / 1.5 DW + 0.5 (LL + IM) + 1.0 CT 8. WELDED DOWELS AT TlHE TOP OF PILES SHALL BE PERIODICALLY INSPECTlED PRIOR TO ~ ""'!111111•• ~ ~ ~ ~ :Ji INSTALLATION OF ABUTMENT REINFORCEMENT. co ,
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: EXPANSION JOI T r I
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EXISTING BASE FILOOD ELEVATION +15.0' (MLLW), +12.5' (NAVD88)
+ 11.8' (MHHW)
CL OVERHEAD POWER
±5'-o" ±5'-o"
t • OVERHEAD POWER LINES APPROX. ELEV. ±53.25 SEE NOTE 1
::, ~ <.)
~ - - I EL ~~O ? OHWM ~ - 1'--~ WING WALL, TYP b _1:-r-1 MHHW EL ±1250 - I I ; 1 EL 11.80 - . - I I PIER 2
~ EXISTING GRADE I BOTIOM OF 1 1 0 PIER 1 I I I I
BORING LOCATION, TYP
N
T/APPROACH SLAB ELIEV. 21.11
-2.50%
NOTE 1. POWER LINE LOCATIONS SHOWN ARE APPROXIMATE AND
SHOULD BE VERIFIED IN FIELD. AT THE CONTRACTORS EXPENSE, THE CONTRACTOR MAY REQUEST LINES OVER EAST ABUTMENT TO BE DEENERGIZED AND GROUNDED. IF DEENERGIZED, CONTRACTOR SHALL PROTECT LINE AGAINST INCIDENTAL CONTACT. LINES ABOVE WEST ABUTMENT WILL BE LIVE. FOR ANY LIVE OVER HEAD LINES, CONTRACTOR SHALL FOLLOW CLEARANCE REQUIREMENTS PER WAC 296-155-53408 AND ANY OTHER RELEVANT REGULATIONS REGARDING WORKING IN THE VICINITY OF LIVE POWER LINES.
2. --xx-- INDICATES PROPOSED FINAL GRADE
---xx --- INDICATES EXISTING GRADE
3. FINAL GRADING TO MATCH EXISTING GRADING WHERE FINAL GRADING CONTOURS ARE NOT SHOWN
4. ALL ELEVATIONS RELATIVE TO MLLW DATUM
5. "A LINE" REPRESENTS ROADWAY ALIGNMENT AND IS LOCATED BY BCP #1 AND BCP #2. SEE C1.1 FOR CONTROL POINTS.
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REQUIRED GEOTECHNICAL
CAPACITY (KIPS) NOTES ~ 1. ALL ELEVATIONS RELATIVE TO MLLW DATUM 12.16 324 1 77.16 -65.0
0
0 2. REQUIRED GEOTECHNICAL CAPACITY IS THE MINIMUM REQUIRED 12.16 324 2 77.16 -65.0 a. ULTIMATE SHAFT CAPACITY. A RESISTANCE FACTOR OF 0.55 IS ~ USED TO DETERMINE NOMINAL GEOTECHNICAL STRENGTH OF "' SHAFTS. ;:!;
12.16 324
12.16 324
3 77.16 -65.0
4 77.16 -65.0 0 &: 3. AN ELEVATION CERTIFICATE OF THE TOP OF THE PILE CAPS, 1i5 SIGNED AND STAMPED BY A LICENSED SURVEYOR, MUST BE
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ABUTMENT REINF TYP, SEE~
• 0 I
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S2.3 '---"'
• •
A
LONGITUDINAL REINF,
SEE A
B
•
ELEVATION 1 1/2" = 1'-0"
1. STAGGERED MECHANICAL OR WELDED SPLICES MAY BE UTILIZED FOR LONGITUDINAL REINF, IN LIEU OF LAP SPLICES. CONTRACTOR SHALL SUBMIT A SHAFT REINFORCEMENT SPLICING PLAN FOR REVIEW BY THE ENGINEER. SEE SPECIFICATIONS SECTION 31 63 29
•
CONSTRUCTION JOINT WITH ROUGHENED SURF ACE
•
CSL ACCESS TUBE, CUT TO TOP OF SHAFT UPON COMPLETING SHAFT CONSTRUCTION
TEMPORARY CASING AS REQUIRED --~
'
X < ::!:
CSL TUBES (TYP.) SEE SPECIFICATION SECTION 31 63 29 FOR MA TERI AL AND INSTALLATION REQUIREMENTS. --~
~ TEMPORARY CASING / AS REQUIRED
SPIRAL BAR LENGTH OF WELD
It. SHAFT I
I i
2·-0·
SECTION 1 1 /2" = 1 • -o"
1"
1/4(1/8)
~WELDED LAP SPLICE DETAIL 1 1 /2" = 1'-o"
BOTTOM OF TEMPORARY CASING
-N
SEE DETAIL~
'---"' WELDING SHALL MEET THE REQUIREMENTS OF SPECIFICATION SECTION 03 20 00
4
!SH1! DBL #11 LONGITUDINAL REINF, TYP OF 5 SPACE EQUALLY AROUND CIRCUMFERENCE
3 WRAPS OF SPIRAL
#4 SPIRAL WITH 9" PITCH
SPREAD BARS TO MAINTAIN A MIN. 3" CLR FROM FACE
SPIRAL BAR
S2.2,S2.3 '-.-/
OF ABUTMENT, TYP --------..
FIELD WELD OR SHOP WELD
S2.2,S2.3 '-.-/
!SH11 LONGITUDINAL REINF
WELDED SPLICE AT END OF SPIRAL
SEE~
DETAIL 1 1 /2" = 1 • -0"
SECTION , .. = 1'-0"
PROVIDE 90' HOOK, TYP
STIRRUP SET, PER~
S2.3 '---"'
SHAFT BELOW
FACE OF ABUTMENT
,------ SHAFT REINF, TYP
SEE~
#9 ABUTMENT REINF, TYP
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CD o 2. CONTRACTOR SHALL SPLICE CAGE SEGMENTS (LONGITUDINAL AND SPIRAL REINF) AS -C)I REQUIRED FOR CAGE INSTALLATION UNDER POWER LINES. SPLICED SEGMENTS SHALL C: 1-
~ NOT BE LESS THAN 20· AND ALL SPLICE LOCATIONS SHALL BE SHOWN ON THE SHOP N :::l ~ ~ ~ ~ DRAWINGS AND SHAFT REINFORCEMENT SPLICING PLAN. ~ • .._ ~ 0 o
~ ~NO~NCD ~ en~~
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3 4 CHAMFER, SEE S3.4 c.. C'tJ ~ I A1 W4 STIRRUP AND I A2 I /j4 STIRRUP @ 12" OC MAX 3"
B ABUTMENT T SHAFT SEE S2.1
• 0 I
T/ABUTMENT SEE S2.4
(5) #7 CONT EF, TYP------'
ABUTMENT _,..
I A3 I #6 @ 12· oc
"' I A4 I #6 @ 12· oc
#4 SPIRAL WITH 6" PITCH BEGINNING IMMEDIATELY ABOVE OT MAT OF REINF AND EXTENDING 0 FULL HEIGHT OF SHAFT LONG R INF
S2.1, S2.2, S2.4 '-.__/
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#6 TIE @ 12" DC
!SH1i SHAFT LONG REINF, SPREAD BARS TO MAINTAIN 3" CLR TO EDGE OF ABUTMENT, SEE ~
~ 8 SEE S2.2
'--'
(8) #9 CONT
3/4" CHAMFER, TYP
....___ DRILLED SHAFT, SEE S2.2
PLACE GIRDER STOP AFTER SETTING GIRDER
CONSTIRUCTION JOINT ROUGHENED SURFACE
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ANCHOR AND JOINT. SEE ~ S4.3 '--'
STEEL TlROWELED
CONT'\9'#6 BEND IN FIELD 135' (TYP)
"A" DIMENSION AT CL GIRDER SEE "GIRDER SCHEDULE"
1/2" THICK ELASTOMERIC GIRDER STOP PAD. BOND
SLAB GIRDER 1---....L..+-'1--11--11--11--1 Cl
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1 A1 I /j4 STIRRUP----
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, - -'%7#5 AT 6" QC
SLAB GIRDER STIRANDS AND REINFORCEMENT
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#6 END OF GIRDER --:--
S3.1, -'-.__/
2'-2 1/2" 1 1/2" OPEN JOINT
SECTION 3/4" = 1'-0"
VOIDED SLAB GIRDER
3/4" CHAMFER, TYP
ABUTMENT
TO GIRDER STOP WITH APPROVED ADHESIVE -~
a:: w 0 a:: c:5 c:, z < c:, (.!) < z a.. a:: a.. <a WI-CD C/l
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• "' -........ --N I -I
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I 4'-2" 5'-4" - ,.. ' ,I ,..
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3/4" CHAMFER, TYP _/
~·~~ r.;· \I
'
2'-o·
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TYP UNO, SEE (A\ S2.3 '-._/
2'-o·
EAST SECTION (WEST OPP HAND)
3/4" = 1'-0"
PIPE ON BANK
~
~
2·-0·
4'-0"
, • \_ NON-WOVEN 1 -0 GEOTEXTILE
MIN I Tl'
4" PERFORATED PIPE WRAPPED IN NON-WOVEN GEOTEXTILE AROUND PIPE.
5'-6"
SE WINGWALL ELEVATION {[\ (NE OPP HAND)
C2.3, S2.1 3/4" = 1'-o" '-...../
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• 0 I
N
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2. 111 INDICATES TEMPORARY STRAND LOCATION.
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CL SHIPPING SUPPORT LOCATION CL SHIPPING SUPPORT LOCATION
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INSTALL LIFTING EMBEDMENTS IN ACCORDANCE Yt4TH SPECIFJCA TION SECTION 03 40 00. REMOVE TO TOP OF GIRDER AFTER ERECTION.
TEMPORARY STRAND CUTTING SEQUENCE
1. ERECT AND BRACE GIRDERS.
2. JUST PRIOR TO CUTTING THE TEMPORARY STRANDS, REMOVE EXPANDED POLYSTYRENE IN BLOCKOUTS IN TOP FLANGE OF GIRDERS. ONCE THE EXPANDED POLYSTYRENE HAS BEEN REMOVED FROM THE STRAND DETENSIONING BLOCKOUT, PREVENT MOISTURE FROM ENTERING THE BLOCKOUT UNTIL THE TEMPORARY TOP STRAND JS CUT AN THE BLOCKOUT FILLED WITH GROUT. a:::
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1 o· -o· TEMPORARY STRANq_S IN PLASTIC SLEEVES f--------~~~~~~-------i----------+-----------------'\,
BOND TEMPORARY V
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4. WITHIN 24 HOURS OF CUTTING THE TEMPORARY STRANDS, FILL THE BLOCKOUTS WITH A GROUT CONFORMING TO SPEC SECTION 03 60 00 PARAGRAPH 2.01. REMOVE ALL MOISTURE IN BLOCKOUTS PRIOR TO FILLING THEM WITH GROUT.
0
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TEMPORARY STRAND NOTES
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~------ STRAND CHUCK TACK WELDED TO ASTM A36 PL1/2x4x0'-4" WITH 3/4"1/J HOLE PRIOR TO INSTAWNG ON STRAND. ASTM A108 2 3/41/J x 1 1 /8" STEEL STRAND ANCHOR, OR APPROVED EQUAL (TYP.). VERIFY STRAND GRIPS ARE SEA TED TIGHTLY IMMEDIATELY BEFORE PLACING DIAPHRAGM CONCRETE. SECURELY TIE ANCHOR TO THE REBAR CAGE TO PRE'v£NT DISPLACEMENT DURING CONCRETE PLACEMENT.
----1.'I:---- -----
EXTEND STRAIGHT STRANDS _r=---+, ----------'--------l
IDENTIFIED IN GIRDER SCHEDULE ~ '\,~---,+1--'E=N=D....,O:.:....F....,G=IR=DE=R
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L
S4.1 '----"
CONT (TOP) AND ! G2 ! CONT (BOTIOM) EVENLY SPACED MAY BE BUNDLED IF SPACING DOES NOT
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LOCATE 1 @] INSIDE BENDS IN TRAFFIC BARRIER REINFfRCEMENT
2 1/2" TO , G6 : OF BAR.I
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SEE LO S4.2 .......__,,
MIDSPAN VERTICAL LONGITUDINAL
DEFLECTION TRANSVERSE REINFORCEMENT REINFORCEMENT SHIPPING AND HANDLING DETAILS
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ABUTMENT
1. PLAN LENGTH SHALL BE INCREASED AS NECESSARY TO COMPENSATE FOR SHORTENING DUE TO PRESTRESS SHRINKAGE.
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0 0 (X)
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NOTE: FULL BEARING OF SLAB UNIT IS REQUIRED AT EACH ELASTOMERIC BEARING
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0 <( <( I- 0 a..
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F==============~~=============Wi================!t!======;;;;;!_> ~------------------------------- --------- ------------------ - - - - ---------------- - - -------- -
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a·-o· I i-~--1
DA1E NUMERALS (INSIDE FACE) SEE SPECIFICATION SECTION
2~#4-
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03 30 00 PARAGRAPH 3.05(0) r BEGIN BARRIER FAfE TAPER
I =======I /========!=====/ l==:l:====I
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ZONE 1
• • • • • • • • •
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PLAN 1" = 1'-0"
TRAFFIC BARRIER BARS NOT SHOWN FOR CLARITY. SEE TRAFFIC BARRIER SHEETS FOR DETAILS AND LOCATIONS. OTHER END SIMILAR. STRANDS NOT SHOWN.
......
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....
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/ 1 " ,ii \
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3 S4.4 '--"
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,,.--- TRAFFIC BARRIER
!AS1 !W #5
CONSTRUCTION JOINT 'MTH ROUGHENED SURFACE
1m1W #5
~W ~l.ACE BETWEEN [AeJiJ 'V #6
FORMED BRIDGE APPROACH SLAB EDGE ~~~::::i......,...__._4_,AP4IW fl6
NOTES
IAP31 #5
SECTION 3/4" = 1'-0"
SEE NOTES 5 AND 6--~
NEW HMA
CL SAWCUT 1/2"
.••• ·.·..1~ .. .·. • • • . .. • • :.t
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• CONCRETE
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CONCRETE ASPHALT BUTT JOINT
6" = 1'-o"
1. ALL EDGES OF BRIDGE APPROACH SLAB SHALL HAVE 1/2" RADIUS EXCEPT AT LONGITUDINAL JOINTS.
2. LONGITUDINAL JOINTS SHALL BE PLACED ON LANE LINES AND SHALL BE CONSTRUCTED AND SEALED IN ACCORDANCE WITH SPECIFlCATION SECTION 03 30 00. JOINTS MAY BE EITHER A SAWCUT CRACK CONTROL JOINT OR A CONSTRUCTION JOINT. SAWCUT JOINTS SHALL TERMINATE 1'-0" BEFORE REACHING EDGE OF SLAB AND MUST BE SAW CUT AS SOON AS POSSIBLE AFTER PLACEMENT OF CONCRETE. SEE "LONGITUDINAL JOINT DETAIL" ON DETAIL 1/S4.3.
3. THE MINIMUM LAP SPLICE OF 1/5 IS 2'-0" W#5 IS 2'-6", W #6 IS 3'-0" AND #8 IS 3'-3". ALL LAP SPLICES SHALL BE STAGGERED SO THAT NO MORE THAN 50% OF REBAR IS SPLICED AT THE SAME LOCATION. LAP SPLICES SHALL BE LOCATED WITHIN THE MIDDLE HALF OF THE BRIDGE APPROACH SLAB. OPTIONAL SPLICES ARE ALLOWED FOR IAP41Wfl6.
4. FOR TRAmc BARRIER. INCLUDING ANY BRIDGE APPROACH SLAB BLOCKOUT INFORMATION SEE TRAFFIC BARRIER SHEETS .
5. SAWCUT SHALL BE DESCRIBED IN SPECIFlCATION SECTION 03 30 00.
6. THE CONTRACTOR SHALL AVOID SAWCUTTING CONCRETE AT ALL CONCRETE ASHPALT BUTI JOINT LOCATIONS.
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NOTES 1. "%7 EPOXY COATED REINFORCING STEEL
2. ALL DIMENSIONS ARE OUT TO OUT.
3. STRAIGHT BARS, INCLUDING BUT NOT LIMITED TO THOSE IN THE STRAIGHT BAR UST, ARE SHOWN THROUGHOUT THE DRAWINGS AND HAVE VARYING LENGTHS.
4. THIS SHEET IS INTENDED FOR REFERENCE PURPOSES ONLY. NUMBER, LENGTH, AND GEOMETRY OF BARS TO BE DETERMINED BY THE CONTRACTOR FROM THESE DRAWINGS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS PER SPECIFICATION SECTION 03 20 00.
5. ALL HOOKS ARE STANDARD HOOKS UNLESS NOTED OTHERWISE.
STRAIGHT BAR LIST
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