Amendment_0002_S-002_FULL_AMEND0002.pdf

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®of Engineers

US Army Corps of Engineers

US Army Corps a u t o t im e

ID

Sheet

ELEMENT

SYSTEM

FORCE

POST-TENSION

AT SEATING

INITIAL FORCE

(FINAL EFFECTIVE)

DESIGN FORCE

SUMMARY OF POST-TENSIONING FORCES (KIPS)

623 505

TRUNNION GIRDER

ABUTMENT

TRUNNION GIRDER AND ANCHORAGE GENERAL NOTESTAINTER GATE STRUCTURAL GENERAL NOTES

TRUNNION GIRDER

PIER

PIER

ABUTMENT

20. ALL POST TENSIONING SHALL MEET THE REQUIREMENTS OF PROTECTION LEVEL 2 AS DETERMINED BY PTI/ASBI M50.3-12

REPRESENTATIVE

THE MINIMUM POST TENSION DESIGN AFTER FINAL LIFT OFF TESTING AND APPROVAL FROM CONTRACTING OFFICER

19. FINAL WAXING OF POST TENSIONED END CAPS SHALL OCCUR FOLLOWING CONFIRMATION THAT EACH ANCHOR HAS MET

18. ULTIMATE JACKING FORCES SHALL NOT EXCEED .75Fu.

REPAIR PROCEDURE FOR GOVERNMENT APPROVAL AT NO ADDITIONAL COST.

17. IF GROUTING OF ANCHORAGE BOND HAS BEEN DETERMINED TO BE UNSUCCESSFUL THE CONTRACTOR SHALL SUBMIT A

POST TENSIONING TENDON INSTALLATION AND GROUTING MANUAL.

16. GROUTING PROCEDURES SHALL CONFORM TO PTI M55.1-12 AND U.S. DEPARTMENT OF FEDERAL HIGHWAY ADMINISTRATION

OF EACH DAY'S PRODUCTION GROUTING IN ACCORDANCE WITH PTI M55.1-12.

15. CONTRACTOR SHALL PERFORM A WICK INDUCED BLEED TEST OR SCHUPACK PRESSURE BLEED TEST AT THE BEGINNING

DC35.1-14

14. ALL MATERIAL AND COMPONENTS FOR TRUNNION GIRDER AND PIER ANCHORAGE SHALL CONFORM TO PTI

TEMPLATES FOR SHEATHING SHALL BE SUBMITTED TO CONTRACTING OFFICER PRIOR TO PLACEMENT.13.

TOLERANCE IN THE SPECIFICATIONS.

CONTRACTOR SHALL PROVIDE ADDITIONAL SUPPORT SYSTEMS AS NECESSARY TO MAINTAIN ALIGNMENT12.

DETAILS OF SUPPORT FRAME SYSTEM.

CONTRACTOR SHALL SUBMIT TO CONTRACTING OFFICER FOR REVIEW PRIOR TO FIELD PLACEMENT COMPLETE11.

ACCORDING TO ASTM A 123.

BEARING PLATES SHALL BE ASTM A588 GR 50. BEARING PLATES SHALL BE HOT DIPPED GALVANIZED 10.

HOLES IN BEARING PLATES SHALL BE DRILLED AND COUNTER-BORED TO SUIT ASTM A536 SPHERICAL HEX NUTS.9.

100% INITIAL FORCE IN PIER ANCHORAGED.

50% INITIAL FORCE IN PIER ANCHORAGEC.

100% INITIAL FORCE IN TRUNNION GIRDERB.

50% INITIAL FORCE IN TRUNNION GIRDERA.

EACH PIER.

TRUNNION GIRDER AND PIER ANCHORAGE SHALL BE POST TENSIONED IN THE FOLLOWING SEQUENCE FOR8.

STRENGTH OF 150,000 PSI. PIER PRESTRESS BARS SHALL BE ASTM A722 TYPE 2 EPOXY COATED BARS.

TRUNNION GIRDER PRESTRESS BARS SHALL CONFIRM TO ASTM A722 TYPE 2 WITH A MINIMUM ULTIMATE 7.

SEE SPECIFICATIONS FOR ADDITIONAL FIELD FABRICATION.6.

CHAMFER GIRDER EDGES 3” AS SHOWN.5.

REINFORCING STEEL DIMENSIONS ARE TO CENTERLINE OF BAR UNLESS NOTED OTHERWISE.4.

REINFORCING STEEL IN PIER ANCHORAGE ZONE AND TRUNNION GIRDERS SHALL BE ASTM A615. 3.

COMPLETE FOR EACH PIER PRIOR TO COMMENCING POST TENSIONING OF TRUNNION YOKE FOR SAME PIER.

POST TENSIONING OPERATIONS FOR THE TRUNNION GIRDER AND PIER ANCHORAGE SYSTEMS SHALL BE2.

TRUNNION GIRDER SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 7000 PSI.

PIER CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI BEFORE POST TENSIONING.1.

TEST FORCE

SPECIFICATIONS.

ALL STAINLESS STEEL MEMBERS SHALL BE WELDED IN ACCORDANCE TO AWS D1.6 SEE14.

ALL COPE HOLES SHALL REMAIN OPEN TO PERMIT DRAINAGEAGE.13.

05 59 13 FOR FURTHER REQUIREMENTS.

IDENTIFIED AND SUBMITTED FOR CO APPROVAL. SEE SPECIFICATIONS

CHANGES BETWEEN THE SHOP DRAWINGS AND CONTRACT DRAWINGS SHALL BE CLEARLY

DRAWINGS PRIOR TO MATERIAL ORDERING AND OR FABRICATION. ALL DISCREPANCIES OR

TAINTER GATES AND NOTING ANY DISCREPANCIES OR PROPOSED CHANGES ON THE SHOP

THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS FOR THE12.

-SIDE SEAL FRICTION COEFFICIENT, U = 0.75

-TRUNNION FRICTION COEFFICIENT, U = 0.3

-WAVE = P1 = 14 PSF, P2 = 0 PSF, P3= 2 PSF

-WIND = 50 PSF

-IM = 5 KLF

-Q3 = 168 KIP

-Q1 = Q2 = 0

-H3 = N/A

-H2 = EL. 922.0'

-H1 = EL. 922.0'

THE ESTIMATED DRY WEIGHT OF EACH GATE IS 95 KIPS11.

TAINTER GATE DESIGN DATA

ALL HEADED REINF. SHALL BE ASTM A706 GR-60 STEEL, U.N.O.10.

ALL BOLTS SHALL BE ASTM A325 HOT DIPPED GALVANIZED U.N.O.9.

FOR THE REQUIRED NUMBER OF GATES.

ALL QUANTITIES INDICATED ON STRUCTURAL SHEETS ARE FOR (1) GATE. SEE SPECIFICATIONS8.

REVIEW AND APPROVAL.

CANNOT BE SEALED SHALL BE IDENTIFIED ON SHOP DRAWINGS AND SENT TO THE CO FOR

STORAGE OF PRODUCT SHALL FOLLOW MANUFACTURER RECOMMENDATIONS. ANY WELD THAT

ADHERES TO ALL SPECIFICATION REQUIREMENTS DETAILED IN 05 5913. APPLICATION AND

THAT CANNOT BE WRAPPED SHALL BE SEALED WITH AN APPROVED CHALKING/SEALANT THAT

DRAWINGS, OR THE REQUIRED REINFORCING FILLET WELD SIZE PER AWS D1.5. ANY WELDS

ALL WELDS SHALL BE WRAPPED USING THE REQUIRED FILLET WELDS SIZE SHOWN ON THE7.

WELD ACCESS HOLES ARE 2" R AND GROUND SMOOTH U.N.O.6.

U.N.O.. THESE COMPONENTS INCLUDE BUT ARE NOT LIMITED TO THE TRUNNION ASSEMBLY.

THE SKIN PLATE INCLUDING THE TRUNNION ASSEMBLY SHALL BE PAINTED WITH SYSTEM 5-E-Z, SPECIFICATION 09 97 02. ALL TAINTER GATE COMPONENTS UPSTREAM AND DOWNSTREAM OF

PAINTING FOR TAINTER GATES SHALL CONFORM TO ALL REQUIREMENTS STATED IN5.

PROVIDED FOR CO APPROVAL.

ON. THE LIST SHALL BE ADDED TO THE FIRST PAGE OF THE SHOP DRAWINGS AND SHALL BE

BE PROVIDED IN LIST FORM IDENTIFYING WHICH SHOP DRAWING SHEET THE WELD IS LOCATED

APPROVAL. ALL MISSING WELDS ADDED BY THE CONTRACTOR TO THE SHOP DRAWINGS SHALL

CRITICAL CJP WELDS, AND SHALL BE IDENTIFIED ON THE SHOP DRAWINGS AND CLOUDED FOR

ALL WELDS NOT SHOWN ON THE CONTRACT DRAWINGS SHOULD BE ASSUMED TO BE FRACTURE4.

ANY EDGE THAT IS THE RESULT OF SHEARING, FLAME CUTTING OR MACHINING.

ALL SHARP EDGES SHALL BE BROKEN TO A 1/16" RADIUS U.N.O. A SHARP EDGE IS DEFINED AS3.

PERMITTED EXCEPT BY WRITTEN PERMISSION FROM THE CONTRACTING OFFICER.

FOR GATE CONNECTIONS U.N.O. WELDING THAT IS NOT SHOWN ON THE PLANS WILL NOT BE

ALL STRUCTURAL WELDING SHALL CONFORM TO ALL REQUIREMENTS AS STATED IN 05 59 132.

GATE SHALL BE ASTM A709 GR. 50F3. FOR REQUIREMENTS SEE SPECIFICATION 05 59 13.

UNLESS OTHERWISE NOTED ALL STRUCTURAL STEEL USED IN FABRICATION OF THE TAINTER1.