W9128F22B0015 Drawings VOL 1 OF 2.pdf
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- Solicitation number
- W9128F22B0015
About this file
This solicitation is for intake bridge pier bearing modification work at Oahe Dam in South Dakota. The U.S. Army Corps of Engineers Engineering District Omaha is seeking bids for rocker bearing replacement and related modification work at Pier 10 of the Intake Bridge. A site visit will be held on August 31st at 1:00 PM Central Time, with bid responses due by September 19th at 2:00 PM Central Time. This is a 100% small business set-aside opportunity. Interested parties can find additional specification details incorporated in Solicitation W9128F22B0015.
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DS: AEC_Screen_FullSize.dscriptPD: AEC_pdf.pltcfg2:27:39 PM 8/18/2022
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OMAHA DISTRICT
OAHE DAM, SOUTH DAKOTA
INTAKE BRIDGE PIER 10
BEARING MODIFICATION
W9128F22B0015
JULY 2022
OMAHA DISTRICT
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ISSUE DATE:
of Engineers
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PROJECT LOCATION
INTAKE BRIDGE
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EXISTING CONSTRUCTION
SHEET ARE NOT TO SCALE.
RELATING TO NEW WORK. ITEMS DEPICTED ON THIS
CUTS, PHOTO REFERENCE POINTS, AND NOTES
EXCEPT FOR LOCATION REFERENCES, SECTION
EXISTING CONSTRUCTION FOR GENERAL REFERENCE,
INFORMATION SHOWN ON THIS DRAWING DEPICTS
BEARING TO BE MODIFIED
EXISTING PIER 10 GIRDER
PHOTO
S-104
4'-0"
1'-6"
1'-6"
BRIDGE GIRDERS
EXISTING PRECAST CONCRETE
12'-0"
/2
/2
5'-8 1/4 "5'-9 3/4 "
/4
6'-3 3/4 "5'-8 1/4 "
6'-0"6'-0"6'-0" 3'-0"
6"
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C OF BRIDGE & PIERL
C OF BRIDGE GIRDERSL C OF BRIDGE GIRDERSL
3'-0"6'-0"3'-0"
BELOW
PIER STEM
OUTLINE OF
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@ 16" O.C.
5 - # 5 VERT.
INNER LAYER
# 5 VERT. @ 18" O.C.
@ 12" O.C.
# 5 TIES
12"
12"
AS REQUIRED
COUPLERS, TYP.
MECHANICAL BAR
HORIZ. 'U' SHAPED TIES AS INDICATED
VERTICALLY, COUPLED TO FORM
THROUGH PIER, & @ 12" O.C.
BARS TYP. @ HOLES DRILLED
# 6 ASTM A 722 TYPE II DEFORMED
TYP. AS INDICATED
TENSIONED BARS,
CAP BEAM FOR
EXISTING PIER
DRILLED THROUGH
1 1/2" O HOLES
INNER LAYER
# 5 VERT. @ 18" O.C.
BEARINGS, TYP.
CENTERED ON GIRDER
# 5 VERT. @ 9" O.C.# 5 HORIZ. @ 12" O.C.
# 5 HORIZ. @ 12" O.C.
BEARINGS, TYP.
CENTERED ON GIRDER
# 5 VERT. @ 9" O.C.
C L
R
C L
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TENSIONED BARS, TYP.
THREADED ENDS OF
EXTENSION COUPLED TO
# 6 ASTM A 615 BAR
SIDE OF PIER AS SHOWN
BAR EXTENSIONS THIS
TYP. @ TENSIONED
HEADED BAR ENDS
CLR.2"
COUPLER, TYP.
THEADED BAR
ANCHORAGE &
POST-TESIONING
2'-0" 2'-0"
8"
1'-4"
8" 9" 9"
4'-6"
2'-3" 2'-3"
AS REQUIRED
COUPLERS, TYP.
MECHANICAL BAR
SPECIFICATIONS
PLACEMENT #2. SEE
PLACEMENT #1 AND
BETWEEN CONCRETE
CONSTRUCTION JOINT
ABOUT C
IS SYMETRICAL
CONSTRUCTION
L
PIER CAP
BARS THROUGH
OF TOP TENSIONED
# 5 HORIZ. @ LEVEL
REINFORCEMENT
2 # 5 HORIZ. TOP
# 5 BAR
# 5 HORIZ. @ 12" O.C.
SHOWN
SIDE OF PIER AS
EXTENSIONS THIS
OF TENSIONED BAR
DEVELOP TOP ROW
BAR ENDS TO
THREADED HEADED
C OF BRIDGE GIRDERL C OF BRIDGE GIRDERL
C OF BRIDGE & PIERL
REQUIRED
@ TIE SETS AS
COUPLERS, TYP.
MECHANICAL BAR
1'-6" O. C., CENTERED UNDER GIRDER
IN HOLES DRILLED THROUGH PIER CAP @
4 # 6 ASTM A 722 TYPE II DEFORMED BARS
WALL
PIER STEM
PIER CAP BEAM
EXISTING CONCRETE
BEARINGS
ROCKER
GIRDER
EXISTING
@ 12" O.C.
# 5 TIES
12"
12"
@ 16" O.C.
5 - # 5 VERT.
ON GIRDER BEARINGS, TYP.
# 5, & SPACED @ 9" O.C.; CENTERED
TOP & BOTTOM, LAPPED WITH VERT.
DRILLED INTO EXIST. PIER, TYP.
# 5 ADHESIVE ANCHORED DOWELS
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IN HOLES DRILLED THROUGH PIER CAP @
4 # 6 ASTM A 722 TYPE II DEFORMED BARS
ABOUT C
IS SYMETRICAL
CONSTRUCTION
L
EL 1647.16
BEARING SURFACE
TOP OF EXISTING PIER
C OF BRIDGE & PIERL
EL 1647.96
ROCKER BEARING SURFACES
TOP OF EXISTING GIRDER
(PLACEMENT #1)
BEAM AT SPAN 10 FACE
EXISTING PIER CAP
BEARING ADDITION TO
CAST-IN-PLACE CONCRETE
S-102
PIER 10 BASE
EXISTING CONCRETE
PIER CAP BEAM
EXISTING CONCRETE
SPAN 10 FACE, TYP.
ADDITION TO PIER CAP BEAM
FOR CONCRETE BEARING
ANCHORAGE REINFORCEMENT
CAP BEAM
ADDITION TO END OF PIER
CAST-IN-PLACE CONCRETE
GRADE)
PIER FOOTING (BELOW EXISTING
TOP OF EXISTING CONCRETE
/4
/4
3'-0" 3'-0"
PIER 10 ELEVATION
CONCRETE
EDGE OF NEW
CONCRETE PIER CAP
EDGE OF EXISTING
SYMETRICAL ABOUT C
CONSTRUCTION IS
ALL NEW WORK & EXISTING
L
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SECTION 2
1"=1'-0"SCALE:
SECTION 3
1"=1'-0"SCALE:
DETAIL 1
3/8"=1'-0"SCALE:
GENERAL NOTES:
SPECIFICALLY, SEE SHEET S-117 FOR DIMENSIONS, REINFORCEMENT AND CONFIGURATION OF THE EXISTING PIER 10 CONSTRUCTION.
1. REFERENCE "FOR INFORMATION ONLY" DRAWINGS S-110 THROUGH S-121 FOR DIMENSIONS, MATERIAL NOTES, REINFORCEMENT AND OTHER INFORMATION REGARDING EXISTING CONSTRUCTION, PLACEMENTS. SEE SPECIFICATIONS
2. SEE NOTES ON SHEET S-103 FOR CONSTRUCTION PHASING AND SEQUENCING. NOTE THAT NEW CONCRETE IS APPLIED TO THE EXISTING PIER 10 CAP BEAM IN TWO DISTINCT AND SEPARATELY TIMED
REPRESENTATIVE IMMEDIATELY WHEN DISCREPANCIES ARE DISCOVERED.
3. VERIFY ALL RELEVANT EXISTING DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING FABRICATION, DRILLING, AND OTHER CONSTRUCTION ACTIVITIES, AND NOTIFY THE CONTRACTING OFFICER'S
4. PROVIDE AND MAINTAIN ADEQUATE BRACING AND SHORING TO SUPPORT NEW WORK AT ALL TIMES DURING CONSTRUCTION.
DESIGN NOTES:
THE BEARING SURFACE FOR GIRDER ROCKER BEARINGS. TERMINOLOGY USED IN THE DETAILS GENERALLY FOLLOWS THE TERMINOLOGY AS DEFINED IN THIS NOTE.
SUPPORT PRECAST CONCRETE BRIDGE GIRDERS. THE CAP BEAM IS TOPPED BY A CONCRETE PIER CAP, WHICH OVERHANGS THE BEAM ON ALL SIDES, AND IS SLOPED TO DRAIN. THE PIER CAP PROVIDES
5. IN GENERAL, THE EXISTING PIER 10 CONSISTS OF A CAST-IN-PLACE CONCRETE STEM WALL TOPPED BY A CAST-INPLACE CONCRETE CAP BEAM WHICH CANTILEVERS ON BOTH SIDES OF THE STEM TO
TENSIONED AGAINST THE EXISTING CONCRETE ON THE OPPOSITE SIDE.
THE CAP BEAM, WHICH ARE TIED TOGETHER BY POST-TENSIONED REINFORCING BARS CORE DRILLED THROUGH THE EXISTING CAP BEAM AND ANCHORED IN THE NEW CONCRETE ON ONE SIDE, AND
6. THE PIER 10 MODIFICATION GENERALLY CONSISTS OF CONSTRUCTING AN EXTENSION OF THE BEARING SURFACE OF THE PIER CAP BY CASTING CONCRETE, PLACED SEPARATELY, ON OPPOSITE FACES OF
1. FACTORED DESIGN DEADL LOAD FOR EXTERIOR SPAN 10 GIRDER = 74.8 K. LOAD FACTOR = 1.25.
2. FACTORED DESIGN DEAD LOAD FOR INTERIOR SPAN 10 GIRDER = 68.0 K. LOAD FACTOR = 1.25.
CRANE w/ GROSS VEHICLE WEIGHT OF 161,800 LBS.)
3. FACTORED DESIGN VEHICLE LIVE LOAD FOR EXTERIOR & INTERIOR SPAN 10 GIRDERS = 63.5 K. LOAD FACTOR = 1.35 (STRENGTH II - OWNER SPECIFIED SPECIAL DESIGN VEHICLE - GROVE GMK5210 T MOBLIE
THAN 15% OF LIVE LOAD.)
4. FACTORED DESIGN VEHICLE IMPACT LOAD FOR EXTERIOR & INTERIOR SPAN 10 GIRDERS = 9.5 K. LOAD FACTOR = 1.35 (BASED UPON MOBLIE CRANE DESIGN VEHICLE, IMPACT ASSUMED TO BE NOT GREATER
5. FACTORED DESIGN DEAD LOAD FOR ADDITIONAL NEW CONCRETE AT EXTERIOR GIRDER, SPAN 10 FACE = 7.2 K. LOAD FACTOR = 1.25.
6. FACTORED DESIGN DEAD LOAD FOR ADDITIONAL NEW CONCRETE AT INTERIOR GIRDER, SPAN 10 FACE = 8.8 K. LOAD FACTOR = 1.25.
7. ALL PIER 10 DESIGN LOADS DETERMINED AND APPLIED IN ACCORDANCE WITH AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS - 8TH EDITION, 2017.
8. DESIGN PIER EDGE REACTION WAS APPLIED AS INDICATED IN DETAIL 3 ON SHEET S-103, AT 2" MAXIMUM ALLOWABLE ECCENTRICITY FROM THE SPAN 10 FACE OF THE EXISTING PIER CAP.
S-103
S-103
S-102
S-102
S-103
S-103
/2
1'-0" 1'-0"4'-0"
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10"
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M E
C OF BRIDGE PIERL
SPAN NO. 11SPAN NO. 10
EXISTING PRECAST
CONCRETE BRIDGE
GIRDER
EXISTING PRECAST
CONCRETE BRIDGE
GIRDER
EXISTING FIXED
GIRDER BEARING
EXISTING ROCKER
GIRDER BEARING
TOP OF EXISTING PIER
BEARING SURFACE
EL 1647.16
TOP OF EXISTING
GIRDER ROCKER
BEARING SURFACE
EL 1647.96
SLOPE CONCRETE SURFACE
1/4" PER FOOT TO MATCH
EXIST. TOP OF PIER CAP,
TYP. EACH SIDE
PIER STEM
WALL
CAST-IN-PLACE CONCRETE
BEARING SURFACE ADDITION
TO EXISTING PIER CAP BEAM
@ SPAN NO. 11 FACE
(CONCRETE PLACEMENT # 2)
ANCHORAGE REINFORCEMENT
FOR CONCRETE SPAN NO. 10
BEARING SURFACE ADDITION
(CONCRETE PLACEMENT # 1)
EXISTING CONCRETE PIER
CAP BEAM
EXISTING PIER CAP
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S-103
8"
6'-0"
TOP OF EXISTING CONCRETE
PIER FOOTING (BELOW
EXISTING GRADE)
EDGE OF NEW
CONCRETE
ANCHORAGE REINFORCEMENT
FOR CONCRETE SPAN NO. 11
BEARING SURFACE ADDITION
(CONCRETE PLACEMENT # 2)
CAST-IN-PLACE CONCRETE
BEARING SURFACE ADDITION
TO EXISTING PIER CAP BEAM
@ SPAN NO. 10 FACE
(CONCRETE PLACEMENT # 1)
SPAN NO. 10 SPAN NO. 11
C BRIDGE PIERL
# 6 ASTM A 722 TYPE II DEFORMED BAR
TIES IN HOLES DRILLED THROUGH PIER,
TENSIONED PER NOTES ON THIS SHEET,
ANCHORED & PRESSURE GROUTED, TYP.
# 6 ASTM A 615 HEADED BAR
EXTENSIONS COUPLED TO
THREADED ENDS OF
TENSIONED BARS, TYP.
# 5 HORIZ.
@ 12" O.C., TYP.
# 5 HORIZ., TYP.
EACH FACE
# 5 TOP BARS,
TYP. EACH FACE
M
IN
L
A P
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# 5 x 3'-4" VERT. INNER
LAYER @ 18" O.C.,
TYP. EACH FACE
2" CLR. TYP.
# 5 CONTINUOUS
HORIZ. @ EACH
SET OF # 6 TIES
# 5 DOWEL ADHESIVE ANCHORED
INTO PIER FACE @ 9" O.C., TYP
EACH FACE
1'-4"
C
L R
MIN.
EMBEDMENT
# 5 VERT. @ 9" O.C.
TYP. EACH FACE
# 5 DOWEL ADHESIVE
ANCHORED INTO PIER
CAP FACE @ 9" O,C.,
TYP. EACH FACE
1'-6"
POST-TENSIONING BEARING
PLATE, ANCHORAGE &
THREADED COUPLER, TYP.
EXISTING PIER
STEM WALL
EXISTING BRIDGE GIRDEREXISTING BRIDGE GIRDER
S-103
S
P A
C E
S
1 1/2" O HOLES DRILLED THROUGH
EXISTING PIER CAP BEAM FOR
POST-TENSIONED TIE BARS, TYP.
MECHANICALLY ROUGHEN EXISTING
PIER FACE CONCRETE SURFACES TO
AN AMPLITUDE OF 1/4" PRIOR TO
PLACEMENT OF NEW CONCRETE
AGAINST IT.
POST-TENSIONING ANCHOR
PLATE SIZE & THICKNESS PER
SYSTEM MANUFACTURER
BEVEL WASHERS AS REQUIRED
ANCHOR NUT & WASHERS
PER POST-TENSIONING
SYSTEM MANUFACTURER
THREADED BAR COUPLER
# 6 ASTM A 615 BAR EXTENSION
w/ WELDED OR THREADED
HEADED END w/ MINIMUM NET
BEARING AREA = 9 TIMES THE
BAR CROSS SECTIONAL AREA
1 1/2" DIAMETER HOLES
DRILLED THROUGH EXISTING
PIER CAP & BEAM
EXISTING # 9 BARS
w/ 4" CLEAR COVER
GRIND EXISTING CONCRETE PIER
SURFACE SMOOTH AND FLAT UNDER
ANCHOR PLATES, PER REQUIREMENTS
OF POST-TENSIONING SYSTEM
MANUFACTURER
SLOPE CONCRETE SURFACE
1/4" PER FOOT TO MATCH
EXISTING PIER CAP
CLOSEST ALLOWABLE FUTURE
POINT OF CONCENTRATED ROCKER
BEARING LOAD FROM EXTENSION
OF BEARING PLATE
PRESSURE GROUT TIE BARS
THROUGH ANCHOR PLATE AFTER
COMPLETION OF POST-TENSIONING
AND LOCK-OFF OF BARS, PER
NOTES ON THIS SHEET
MECHANICALLY THREADED HEAD
ON END OF # 6 BARS TO BE POST-
TENSIONED - FOR TOP ROW ONLY.
MINIMUM NET BEARING AREA FOR
HEADED ATTACHMENT ON TENSIONED
BARS SHALL BE 9 TIMES THE BAR
CROSS-SECTIONAL AREA.
9" MIN. EMBEDMENT
TO FACE OF HEADED END
1'-0"
12" MIN. EMBEDMENT OF
# 6 TIE BAR HOOK
SPAN NO. 10 SIDE CONCRETE SHALL
BE PLACED AND CURED TO THE
REQUIRED STRENGTH PRIOR TO POST-
TENSIOING OF TIE BARS
C OF BRIDGE PIERL
SPAN NO. 10 SPAN NO. 11
8" MIN. EMBEDMENT, TYP
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1'-0"
9" MIN. EMBEDMENT
TO FACE OF HEADED END
# 5 DOWEL ADHESIVE ANCHORED
INTO EXITING PIER FACE
SPAN NO. 11 SIDE CONCRETE SHALL
BE PLACED AFTER INSTALLATION ,
POST-TENSIONING AND PRESSURE
GROUTING OF # 6 TIE BARS IS COMPLETE
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SECTION 1
SCALE: 3/8" = 1'-0"
SECTION 2
SCALE: 1" = 1'-0"
DETAIL 3
SCALE: 3" = 1'-0"
MATERIAL NOTES:
CONSTRUCTION SEQUENCE:
POST-TENSIONING NOTES:
BE 4500 PSI.
1. MINIMUM CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS (f'c) SHALL
A615, GRADE 60.
2. NON-POST-TENSIONED REINFORCING BARS SHALL CONFORM TO ASTM
Fu = 150,000 PSI.
TO ASTM A722, TYPE II, DEFORMED BARS, WITH ULTIMATE TENSILE CAPACITY,
3. POST-TENSIONED HIGH STRENGTH REINFORCING BARS SHALL CONFORM
TIMES THE CROSS-SECTIONAL AREA OF THE ATTACHED BAR.
SHALL HAVE A NET EFFECTIVE BEARING AREA NOT LESS THAN 9
OF THE BARS, AND SHALL CONFORM TO ASTM A970. HEAD PLATES
DEVELOPING 75% OF THE MINIMUM ULTIMATE TENSILE STRENGTH
THREADED MECHANICALLY ATTACHED HEADS CAPABLE OF
4. HEADED BARS INDICATED FOR POST-TENSIONED BARS SHALL HAVE
SECTIONAL AREA OF THE ATTACHED BAR.
NET EFFECTIVE BEARING AREA NOT LESS THAN 9 TIMES THE CROSS-
BARS, AND SHALL CONFORM TO ASTM A970. HEAD PLATES SHALL HAVE A
OF DEVELOPING 125% OF THE MINIMUM TENSILE YIELD STRENGTH OF THE
THREADED MECHANICALLY ATTACHED HEADS OR WELDED HEADS, CAPABLE
5. HEADED BARS INDICATED FOR NON-POST-TENSIONED BARS SHALL HAVE
OF THE MINIMUM ULTIMATE TENSILE STRENGTH OF THE BARS SPLICED.
AS INDICATED PER LOCATION, AND SHALL BE CAPABLE OF DEVELOPING 100%
TYPE OR NON-THREADED TYPE MECHANICAL COUPLERS, WITH TYPE TO BE
6. BAR COUPLERS FOR POST-TENSIONED BARS SHALL BE EITHER THREADED
TENSILE YIELD STRENGTH OF THE BAR.
MECHANICAL TYPE, CAPABLE OF DEVELOPING 125% OF THE MINIMUM
7. BAR COUPLERS FOR NON-POST-TENSIONED BARS SHALL BE THREADED
STRENGTH OF THE BAR TENSIONED.
CAPABLE OF DEVELOPING 95% OF THE MINUMUM ULTIMATE TENSILE
8. POST-TENSIONING ANCHOR BEARING PLATES AND ANCHOR NUTS SHALL BE
AND SPLICING AND ANCHORAGE ACCESSORIES.
9. MINIMUM CONCRETE CLEAR COVER SHALL BE 2" FOR ALL REINFORCING BARS
BAR HEADS SHALL BE AS DIMENSIONED.
10. MINIMUM INSTALLED DEVELOPMENT EMBEDMENT DEPTHS FOR HOOKS AND
NOT LESS THAN REQUIRED BY ACI 318 IF NOT DIMENSIONED.
11. MINIMUM LAP SPLICES OF REINFORCEMENT SHALL BE AS DIMENSIONED, AND
BY MINIMUM DISTANCE TO CONCRETE EDGES.
MINIMUM TENSILE YIELD STRENGTH OF THE BAR, EXCEPT AS REDUCED
EMBEDMENT DEPTH INDICATED, AND SHALL DEVELOP 100% OF THE
12. ADHESIVE ANCHORED REINFORCING BARS SHALL HAVE THE MINIMUM
2. MAXIMUM FORCE IN POST-TENSIONED REINFORCEMENT DURING TENSIONING SHALL BE 0.5 Fu = 33.0 K.
AND THE COMPLETED POST-TENSIONING WORK HAS BEEN INSPECTED AND APPROVED.
UNTIL AFTER POST-TENSIONING IS COMPLETED, ANCHOR NUTS AT BEARING ANCHORAGES ARE LOCKED OFF
4. HOLES DRILLED IN THE PIER CAP BEAM FOR POST-TENSIONED BARS SHALL NOT BE PRESSURE GROUTED
3. FINAL TENSION FORCE IN POST-TENSIONED REINFORCEMENT SHALL BE 0.42 Fu = 28.0 K.
ON THE SPAN 10 SIDE OF THE PIER CAP BEAM HAS BEEN ACHIEVED.
CONFIRM THAT THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH OF 4500 PSI, OF THE PLACEMENT #1 CONCRETE
1. TENSIONING OF REINFORCEMENT TO BE POST-TENSIONED SHALL NOT COMMENCE UNTIL COMPRESSION TESTS
1. CORE DRILL HOLES THROUGH THE EXISTING PIER CAP BEAM AS SHOWN. SEE SPECIFICATIONS.
THE PIER CAP BEAM TO AN AMPLITUDE OF 1/4" MINIMUM.
2. MECHANICALLY ROUGHEN ALL VERTICAL SURFACES OF THE SPAN 10 RESERVOIR SIDE AND ENDS OF
HOLES SMOOTH FOR POST-TENSIONING ANCHOR PLATE BEARING.
3. GRIND CONCRETE VERTICAL SURFACE AREAS OF THE SPAN 11 LAND SIDE OF THE PIER ADJACENT TO
4. INSTALL ADHESIVE ANCHORED REINFORCEMENT ON THE SPAN 10 RESERVOIR SIDE OF THE PIER CAP BEAM.
CENTRALIZERS, AND INSTALL TENSIONING ANCHOR PLATE ASSEMBLIES.
5. INSTALL BARS TO BE POST-TENSIONED THROUGH HOLES IN THE PIER CAP BEAM, POSITION WITH
TENSIONED WHERE INDICATED ON THE SPAN 10 RESERVOIR SIDE.
THROUGH THE PIER, TO BE POST-TENSIONED. INSTALL HEADED ENDS ON BARS TO BE POST-
6. INSTALL BAR COUPLERS WHERE INDICATED TO FORM 'U'-SHAPED DOWELS WITH BARS PLACED
AND ENDS OF THE PIER CAP BEAM.
7. INSTALL ALL OTHER NON-POST-TENSIONED REINFORCING BARS ON THE SPAN 10 RESERVOIR SIDE
PIER CAP BEAM. INSTALL FORMWORK FOR PLACEMENT # 1 ON THE SPAN 10 SIDE AND ENDS.
8. INSPECT AND TEST CURED ADHESIVE ANCHORED REINFORCEMENT ON THE SPAN 10 SIDE OF THE
AND ENDS OF THE BEAM, AND CURE.
9. PLACE CONCRETE FOR PLACEMENT # 1 ON THE SPAN 10 RESERVOIR SIDE OF THE PIER CAP BEAM
THROUGH THE PIER CAP BEAM.
REQUIRED 28-DAY DESIGN STRENGTH, PREPARE FOR POST-TENSIONING OF BARS EXTENDING
10. AFTER COMPRESSION TESTS VERIFY THAT THE PLACEMENT # 1 CONCRETE HAS ACHIEVED THE
PIER CAP BEAM AND LOCK OFF ANCHORAGES AT THE REQUIRED TENSION FORCE.
11. PERFORM POST-TENSIONING OPERATIONS ON THE BARS EXTENDING THROUGH THE HOLES IN THE
12. PRESSURE GROUT THE CORE DRILLED HOLES AND POST-TENSIONED BARS.
BETWEEN POST-TENSIONING ANCHOR PLATES.
13. MECHANICALLY ROUGHEN VERTICAL SURFACES OF THE SPAN 11 LAND SIDE OF THE PIER CAP BEAM
14. INSTALL ADHESIVE ANCHORED REINFORCEMENT ON THE SPAN 11 LAND SIDE OF THE PIER CAP BEAM.
EXPOSED THREADED ENDS OF POST-TENSIONED BARS.
15. INSTALL THREADED COUPLERS AND NON-POST-TENSIONED HEADED BAR EXTENSIONS ON THE
SIDE OF THE PIER CAP BEAM.
16. INSTALL ALL REMAINING NON-POST-TENSIONED REINFORCEMENT ON THE SPAN 11 LAND
OF THE PIER CAP BEAM. INSTALL FORMWORK FOR PLACEMENT # 2 ON THE SPAN 11 SIDE.
17. INSPECT AND TEST CURED ADHESIVE ANCHORED REINFORCEMENT ON THE SPAN 11 SIDE
BEAM AND CURE.
18. PLACE CONCRETE FOR PLACEMENT # 2 ON THE SPAN 11 LAND SIDE OF THE PIER CAP
19. REMOVE FORMS WHEN CRITERIA FOR REMOVAL HAS BEEN ACHIEVED.
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EXISTING FACE
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PHOTO NO. 1: INTAKE STRUCTURE BRIDGE LOOKING SOUTHWEST PHOTO NO. 2: PIER 10 LOOKING WEST
PHOTO NO. 3: PIER 10 BEARING LOOKING NORTHEAST PHOTO NO. 4: PIER 10 BEARING LOOKING WEST
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SHEET ARE NOT TO SCALE.
RELATING TO NEW WORK. ITEMS DEPICTED ON THIS
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EXCEPT FOR LOCATION REFERENCES, SECTION
EXISTING CONSTRUCTION FOR GENERAL REFERENCE,
INFORMATION SHOWN ON THIS DRAWING DEPICTS
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EXCEPT FOR LOCATION REFERENCES, SECTION
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EXCEPT FOR LOCATION REFERENCES, SECTION
| GENERAL | |
| G-001 | COVER & INDEX (1) |
| G-002 | ABBREVIATIONS (1) |
| GA101 | PROJECT LOCATION - SITE PLAN (1) |
| STRUCTURAL | |
| S-101 | INTAKE BRIDGE PLAN & ELEVATION (1) |
| S-102 | BRIDGE PIER 10 MODIFICATION DETAILS (1) |
| S-103 | BRIDGE PIER 10 MODIFICATION DETAILS (1) |
| S-104 | INTAKE STRUCTURE BRIDGE PHOTOGRAPHS (1) |
| S-110 | FOR INFORMATION ONLY BRIDGE PLAN AND ELEVATION (1) |
| S-111 | FOR INFORMATION ONLY MISCELLANEOUS DETAILS (1) |
| S-112 | FOR INFORMATION ONLY 150' SPAN REINFORCEMENT DETAILS (1) |
| S-113 | FOR INFORMATION ONLY 70' SPAN CONCRETE DETAILS (1) |
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