Attachment 2 - Plans - S-001 Amendment 0001.pdf
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- Solicitation number
- W912P920R0045
About this file
This solicitation package includes plans and specifications for the construction of a pump station, relief wells, and related flood control infrastructure for the Wood River Levee District. Key project elements include a pump station with adjoining dewatering manhole and precast concrete box culvert intake tunnel; ductile iron discharge pipes and outfall structure; access roads; parking area; reinforced concrete pipes and drainage structures; a concrete-paved ditch; modification of an existing gravity drain and cast-in-place inlet structure; riprap revetment; subsurface discharging relief wells and piezometers; and underground electrical power to the station. Bidders are also required to remove and dispose of an abandoned 14-inch pipeline in Hartford, Illinois for the U.S. Army Corps of Engineers, Mississippi Valley Division, St. Louis District. The solicitation provides detailed plans and specifications that contractors must follow to complete all required construction work for this flood control infrastructure project by the specified completion dates.
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District Council
Flood Prevention
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S-001
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GENERAL NOTES
GENERAL REGULATIONS AND DESIGN LOADS
MISCELLANEOUS
BACKFILL
s 1
STRUCTURAL STEEL
CONCRETE
MATERIALS
FOUNDATIONS, EXCAVATIONS, BACKFILL, AND COMPACTION NOTES
S C
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(STRUCTURAL STEEL).
-WELDING SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE AWS D1.1-2015
-ETL 1110-2-584, DESIGN OF HYDRAULIC STEEL STRUCTURES, 30 JUNE 2014
REGULATIONS:
INTERNATIONAL BUILDING CODE (2012 IBC) AND AISC 360-10: SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.
THE DETAILING, FABRICATION, DELIVERY AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE 2012
SOIL'S MOISTURE, AS REQUIRED, TO MAINTAIN THE SOILS MOISTURE CONTENT WITHIN AN ACCEPTABLE RANGE.
THE STANDARD PROCTOR OPTIMUM MOISTURE CONTENT. CONTRACTORS SHOULD BE PREPARED TO REDUCE OR INCREASE THE
MOISTURE CONTENT, THE MOISTURE CONTENT OF THE ENGINEERED FILL SHOULD BE CONTROLLED TO WITHIN ± 2 PERCENT OF
UNCOMPACTED THICKNESS. IN ORDER TO REDUCE THE POTENTIAL FOR VOLUME CHANGES IN RESPONSE TO CHANGES IN
DENSITY IN ACCORDANCE WITH ASTM D698 (STANDARD PROCTOR) AND PLACED IN LIFTS NOT EXCEEDING 8 INCHES IN
WITHIN THE PROPOSED STRUCTURE LIMITS SHOULD BE COMPACTED TO AT LEAST 98 PERCENT OF THE SOIL'S MAXIMUM DRY
PROPOSED FILL SOILS SHOULD BE TESTED FOR CONFORMANCE TO THE SPECIFICATIONS. ENGINEERED SOIL FILL PLACED
THOSE SHOWN ON THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE CONTRACTING OFFICER'S REPRESENTATIVE.
EQUIPMENT PRIOR TO FABRICATING AND ERECTING STRUCTURAL ELEMENTS, SIZES AND LOCATIONS THAT DIFFER FROM
THE CONTRACTOR SHALL COORDINATE AND VERIFY LOCATIONS AND SIZES OF MECHANICAL, ELECTRICAL, OR ANY OTHER5.
CONTRACTORS AND SUPPLIERS SHOULD NOT SCALE PLANS OR DETAILS FOR DIMENSIONAL INFORMATION.4.
COMPLETE.
ADEQUATE TEMPORARY SHORING AND BRACING FOR STRUCTURAL ELEMENTS UNTIL THE ENTIRE STRUCTURAL SYSTEM IS
THE CONTRACT DOCUMENTS REPRESENT THE COMPLETED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING3.
TYPICAL DETAILS. BRING DISCREPANCIES TO THE ATTENTION OF THE CONTRACTING OFFICER'S REPRESENTATIVE.
CONTRACT DOCUMENTS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL GOVERN OVER STRUCTURAL NOTES AND
THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS WHICH ARE PART OF THE2.
PRIOR TO CONSTRUCTION.
CONTRACTOR TO SUBMIT EXCAVATION PLAN SHOP DRAWINGS FOR APPROVAL BY CONTRACTING OFFICER'S REPRESENTATIVE1.
0.35 0.350.45 COEFFICIENT OF FRICTION AGAINST SLIDING =
53 53 58 SUBMERGED UNIT WT, PCF =
115115120 FREE DRAINAGE UNIT WT =
0.550.500.47 COEFFICIENT OF AT REST EARTH PRESSURE K =
3.003.253.54COEFFICIENT OF PASSIVE EARTH K =
FOUNDATION SANDSAND BACKFILLGRAVEL BACKFILL
LATERAL EARTH PRESSURES - APPLICABLE SOIL PRESSURES BASED ON THE FOLLOWING SOIL PROPERTIES
SEISMIC (ASCE 7-10): SITE CLASS D, S = 0.397g, S = 0.157g, SEISMIC DESIGN CATEGORY = D
WIND (ASCE 7-10): BASIC WIND SPEED = 120 MPH (RISK CATEGORY III, EXPOSURE CATEGORY = C)
SLUICE GATE OPERATING LOAD = 2,713 LBS.
36" SLUICE GATE DEAD WEIGHT = 1,668 LBS.
PUMP OPERATING LOADS = 3,847 LBS.
PUMP DEAD WEIGHT = 1.764 LBS. VERTICAL PER PUMP
AT CANAL ROAD NO. 1 PUMP STATION, STATION LWR 446+50
TOP SLAB LIVE LOAD + 100 PSF
SUPERIMPOSED DESIGN LOADS
-EM 385-1-1, SAFETY AND HEALTH REQUIREMENTS, 30 NOV 14
-EM 1110-2-3104, STRUCTURAL AND ARCHITECTURAL DESIGN OF PUMP STATIONS, 30 JUN 89
-EM 1110-2-2502, RETAINING AND FLOOD WALLS, 29 SEP 89
-EM 1110-2-2104, STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES, 30 NOV 16
GENERAL REGULATIONS
DETAILS AND LOCATIONS ASSOCIATED WITH STANDARD ARTICLES, WITH ACTUAL ITEMS FURNISHED IN THE PROJECT.
VERIFY DIMENSIONS OR OPENINGS IN SLABS AND WALLS, AND ASSOCIATED SURROUNDING CONSTRUCTION, AND ANCHORAGE
VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION OR CONSTRUCTION.
DIMENSIONS, ELEVATIONS, AND OTHER ITEMS ON DRAWINGS FOLLOWED BY A ± OR SO NOTED ARE REQUIRED TO BE
DIMENSION VERIFICATION:
AWS D1.1, E70XXWELDING ELECTRODES
ASTM A108, CARBON STEELWELDED HEADED STUDS
ASTM F436WASHERS
ASTM A563, GRADE AHEAVY HEX NUTS
Fy = 36ksiASTM A36THREADED RODS
(MECHANICALLY GALVANIZED)
Fy = 36ksiASTM F1554, GRADE 36,EMBEDDED ANCHOR RODS
(MECHANICALLY GALVANIZED)
ASTM F3125, GRADE A325, 3/4" DIA. U.N.O.HIGH STRENGTH BOLTS
Fy = 33ksiASTM A1008SHEET STEEL FOR PAINTED DECK
Fy = 33ksiASTM A653SHEET STEEL FOR GALVANIZED DECK
STEEL DECK:
Fy = 46ksiASTM A500 GRADE BHSS - SQUARE & RECT
Fy = 42ksiASTM A500 GRADE BHSS - ROUND
AND CROSS BAR @ 4" C/C GALVANIZED.
NON-SERRATED 1 1/4"x3/16" BAR @ 1 3/16" C/C BAR GRATING
Fy = 35ksiASTM A53, GRADE BPIPES
Fy = 36ksiASTM A786RAISED-PATTERN FLOOR PLATE
Fy = 36ksiASTM A36S, C, MC, AND L SHAPES
ASTM A572 GRADE 50 AS NOTEDPLATES BARS AND RODS
Fy = 50ksiASTM A992W AND WT SHAPES
STRUCTURAL STEEL (GALVANIZED OR PAINTED)
MILD STEEL SHALL CONFORM TO THE FOLLOWING (U.N.O.):
ASTM C1107/C1107MCEMENT BASED NON-SHRINK GROUT
ASTM A1064WELDED WIRE REINFORCEMENT
ASTM A706 GRADE 60WELDABLE REINFORCING BARS
ASTM A615 GRADE 60REINFORCING BARS
SEE CONCRETE SPEC 03 31 01.00 10CAST-IN-PLACE CONCRETE
PROVIDED.
AND/OR SHORING OF EXCAVATIONS (DESIGNED BY A PROFESSIONAL ENGINEER HIRED BY CONTRACTOR) SHALL BE
CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE PROTECTION OF EXCAVATION SLOPES. WHERE NECESSARY, SHEETING5.
BUILDING STRUCTURE OR PROPER DEPTH OF BURY.
AFTER PLACING THE CONCRETE, UNTIL THE FOUNDATION AND SUBGRADE ARE FULLY PROTECTED BY THE PERMANENT
SHALL TAKE PRECAUTIONS TO PREVENT ANY FROST OR ICE FROM PENETRATING FOUNDATION OR SUBGRADE BEFORE AND
NO FOUNDATION SHALL BE PLACED ONTO OR AGAINST SUBGRADE CONTAINING FREE WATER, FROST OR ICE. CONTRACTOR4.
SHALL BE PLACED UNTIL THE SUBGRADE HAS BEEN APPROVED BY THE GOVERNMENT.
CONFIRM THE PROPER PREPARATION OF BEARING CONDITIONS. NO FILL OR CONCRETE FOUNDATIONS, INCLUDING REBAR, EXCAVATIONS SHALL BE OBSERVED BY THE CONTRACTING OFFICER'S REPRESENTATIVE TO VERIFY REMOVAL OF UNSUITABLE MATERIAL AND3.
VALUES MAY BE ACHIEVED AT THE BOTTOM OF FOUNDATION FOOTING OR SLAB ELEVATION.
THE CONTRACTING OFFICER'S REPRESENTATIVE SHALL VERIFY THAT ABOVE MENTIONED2.
THE REPORT WERE THE BASIS OF DESIGN.
2020 TITLED "REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION". THE RECOMMENDATIONS OF
FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT PREPARED BY WOOD E&IS, INC. DATED 19 MARCH,1.
SPECIFICATION 03 31 01.00 10.
ALL CONCRETE SURFACES SHOULD BE "CLASS A" FINISH. SEE CONCRETE13.
CONCRETE CAST AGAINST THE EARTH OR COMPACTED STONE.
AND THE CONCRETE SURFACE OF 2" UNLESS NOTED OTHERWISE. A MINIMUM CLEAR COVER OF 3" SHALL BE USED FOR
ALL REINFORCEMENT STEEL SHALL HAVE A MINIMUM CLEAR COVER DISTANCE BETWEEN THE EDGE OF THE REINFORCEMENT12.
SHALL BE THE SAME SIZE AND SPACING AS THE HORIZONTAL REINFORCING, UNO.
PROVIDE CORNER BARS TO MAKE REINFORCING CONTINUOUS AT CORNERS OF CONCRETE SLABS AND CURBS. SUCH BARS11.
EMBEDDED ITEMS SHALL BE PLACED AND SECURED PRIOR TO CONCRETE PLACEMENT.10.
NO HORIZONTAL JOINTS SHALL BE PLACED IN FOOTINGS, BEAMS AND SLABS UNLESS NOTED ON THE DRAWINGS.9.
REINFORCING LAP LENGTH.
REINFORCING BARS ARE TO BE DEFORMED AND CONTINUOUS, UNLESS NOTED OTHERWISE. REFER TO SCHEDULE FOR8.
COLD WEATHER CONCRETE SHALL CONFORM TO ACI 306 HOT WEATHER CONCRETE SHALL CONFORM TO ACI 305.7.
FORMWORK SHALL REMAIN IN PLACE ACCORDING TO THE PROJECT SPECIFICATIONS.
FORMWORK:6.
TO EXISTING STRUCTURE.
CONSTRUCTION JOINT INTERFACES SHALL BE ROUGHENED TO 1/4" PROFILE TO ENSURE POSITIVE BONDING OF NEW CONCRETE
SMALLER LIFTS MAY BE PLACED IF APPROVED BY THE CONTRACTING OFFICER.
THE CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS INDICATE THE MAXIMUM PERMISSIBLE HEIGHTS OF CONCRETE LIFTS.
CONSTRUCTION JOINTS:5.
SEE SPECIFICATIONS FOR REQUIRED FINISHES FOR ALL CONCRETE SURFACES.
FINISHES:4.
PROVIDE CHAMFER AT ALL EDGES OF BEAMS, WALLS AND SLABS EXPOSED TO VIEW 3/4" UNLESS OTHERWISE NOTED.
CHAMFERS:3.
ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE A MINIMUM COMPRESSIVE STRENGTH (f'c) OF 5,000 PSI AT 28 DAYS.
STRENGTH AND TYPE:2.
-BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-11.
-EM 1110-2-2104, STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES, NOV 2016
REGULATIONS:1.
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| Structural |
| 563170001_BP08S-001 |
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