S-001 STRUCTURAL GENERAL NOTES_Amendment 7 (2024-08-22).pdf
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- Solicitation number
- W912DS24B0014
About this file
This document appears to be a set of Structural General Notes related to a federal contract opportunity. The key details are:
The U.S. Army Corps of Engineers, New York District, intends to issue a solicitation package seeking to award a firm-fixed-price contract for the construction of the Phase II, Contract 4B components of the Port Monmouth Hurricane and Storm Damage Reduction Project in Middletown Township, Monmouth County, New Jersey. The project scope includes construction of 1,521 LF Floodwall, 1,040 Levee, 3,100 CY of Contaminated non-hazardous material, 15,510 CY of Haul and Dispose of excess/unsatisfactory material, 2,405 CY of Borrow Material, 2 Road Closure gates, and 119,300 LF of Steel H-Piles. The solicitation will be issued as a Small Business Set-Aside, with an anticipated release date of around May 10, 2024 and a bid due date approximately 30 days later. The base period of performance is 1,300 calendar days from the Notice to Proceed.
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WELDED WIRE REINFORCEMENTWWF
WEIGHTWT
WORK POINTWP
WITHOUTW/O
WITHW/
UNLESS NOTED OTHERWISEUNO
TOP FACETF
TOP AND BOTTOMT/B
TOP OFT/
SYMMETRICALSYMM
SYMBOLSYM
STATIONSTA
STANDARDSTD
STEEL SHEET PILESSP
SQUARE FEETSQ FT
ABBREVIATIONS CONTIX.
ASTM F1554 (Gr 105)SHEAR STUDS ASTM 572 (FY= 50 ksi)PER SECTION 05 50 16
MANUAL OPERATION ANGLES & PLATES
E70WELDING ELECTRODES
ASTM A709 (FY= 36 ksi)BASEPLATES AND ALL OTHER MISC. PLATES & BARS ASTM A709 (FY= 36 ksi)CHANNELS, ANGLES, AND OTHER HOT ROLLED SHAPES ASTM A709 (FY= 50 ksi)FCM STRUCTURAL STEEL ROLLED W & WT-SHAPES
MATERIAL STRENGTHS:C.
PAINT CLOSURE GATE CONFORMING TO SECTION 09 97 02 PAINTING: HYDRAULIC STRUCTURES B.
SHALL SHALL BE ASTM A709.
AND SECTION 05 59 13 FABRICATION OF HYDRAULIC STEEL STRUCTURES. ANY STEEL WELDED TO FCM CONSTRUCT CLOSURE GATE CONFORMING TO THE DRAWINGS, SECTION 35 20 16.59 CLOSURE GATES A.
CLOSURE GATE:VI.
LADDERS AND 05 52 00 METAL RAILINGS, RESPECTFULLY.
METAL LADDERS AND HANDRAIL SHALL BE CONSTRUCTED IN ACCORDANCE WITH 05 51 33 METAL B.
OTHER FABRICATED ITEMS IN ACCORDANCE WITH 05 50 13 MISCELLANEOUS METAL FABRICATIONS CONSTRUCT SHEET PILE SPLICE, FABRICATED SHEET PILE CORNERS, WINCH SUPPORT FRAME, AND A.
MISC. METALS:V.
REINFORCING BARS SHALL BE CONTINUOUS AT ALL CORNERS UNLESS OTHERWISE NOTED.D.
ON THIS SHEET.
EMBEDMENT LENGTHS SHALL BE CONFORMANCE WITH THE REINFORCEMENT LENGTH TABLES SHOW C.
BAR SIZES, THE SPLICE LENGTH SHALL BE BASED ON THE LARGER BAR SIZE.
LAP SPLICES SHALL BE CLASS B AND CONFORM TO THE TABLE SHOW ON THIS SHEET. FOR DIFFERENT B.
BE 3 INCHES OR AS INDICATED ON THE DRAWINGS.
SECTIONS OF THICKNESS GREATER THAN OR EQUAL TO 24 INCHES. OTHERWISE, CLEAR COVER SHALL CLEAR COVER SHALL BE 4 INCHES FOR CONCRETE FACES TO BE IN CONTACT WITH EARTH AND IN A.
REINFORCEMENT FOR CAST-IN-PLACE CONCRETE:IV.
REDUCER ADMIXTURE.
CONCRETE MIXTURE SHALL INCLUDE A NON-CHLORIDE CORROSION INHIBITOR AND A SHRINKAGE F.
ANTI-GRAFFITI COATING CONFORMING TO SECTION 03 30 00 CAST-IN-PLACE CONCRETE.
CURE AND PROTECT CONCRETE CONFORMING TO SECTION 03 30 00 CONCRETE CURING. APPLY E.
CONCRETE FORMING. PROVIDE SAMPLE T-WALL PANEL AS DESCRIBED IN SPECIFICATION.
DESIGN AND CONSTRUCT ALL FORMWORK CONFORMING TO SECTION 03 30 00 CAST-IN-PLACE D.
CONFORM TO 03 30 00 CAST-IN-PLACE CONCRETE.
CONCRETE WATERSTOPS AND JOINT MATERIALS SHALL BE AS INDICATED ON THE DRAWINGS AND C.
CAST-IN-PLACE CONCRETE.
CONCRETE REINFORCING SHALL BE ASTM 615, GRADE 60 AND CONFORM TO SECTION 03 30 00 B.
CORNERS, UNLESS OTHERWISE SPECIFIED.
5000PSI COMPRESSIVE STRENGTH. PROVIDE 3/4 INCH CHAMFERS TO ALL EXPOSED CONCRETE
CONCRETE SHALL CONFORM TO SECTION 03 30 00 CAST-IN-PLACE CONCRETE AND BE MINIMUM OF A.
CONCRETE STRUCTURES:III.
SHEETING, BRACING, SHORING, AND OTHER SUPPORTING WORKS REQUIRED FOR CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, FURNISHING, PLACING, AND MAINTAINING ALL H.
PHASES OF CONSTRUCTION.
METHODS AND EQUIPMENT TO KEEP EXCAVATIONS FREE OF WATER AND FROM DAMAGE DURING ALL THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, PROVIDING, AND MAINTAINING ALL NECESSARY G.
FOLLOWED.
DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. DIMENSIONS SHOULD BE F.
ACTUAL DIMENSIONS IN THE FIELD.
DIMENSIONS AND/OR ELEVATIONS MARKED THUS (±) ARE APPROXIMATE. CONTRACTOR SHALL VERIFY E.
STRUCTURES ARE DESIGNED TO BE FULLY CONSTRUCTED IN DRY CONDITIONS ONLY.
EXCAVATIONS, AT ALL TIMES, DURING CONSTRUCTION AND INSTALLATION OF A GIVEN STRUCTURE.
ELEVATIONS SHALL BE MAINTAINED TWO (2) FEET BELOW THE BOTTOM OF FOUNDATION
ALL CONCRETE STRUCTURES SHALL BE CONSTRUCTED IN THE "DRY". THE GROUND WATER D.
SPECIFICATIONS, PROJECT SPECIFICATIONS SHALL GOVERN.
WHERE THESE NOTES AND/OR STRUCTURAL DRAWINGS MAY BE IN CONFLICT WITH PROJECT C.
CONCRETE.
THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS PRIOR TO PLACING
CONTRACTOR SHALL COORDINATE ALL PIPE AND CONDUIT LOCATIONS THROUGH CONCRETE WITH B.
LOCATIONS OF STRUCTURES SHALL BE VERIFIED IN FIELD.
OTHERWISE NOTED. THE HORIZONTAL CONTROL DATUM IS IN NAD 83. EXISTING ELEVATIONS AND ELEVATIONS ARE IN FEET AND REFER TO NORTH AMERICAN VERTICAL DATUM (NAVD88) UNLESS A.
GENERAL STRUCTURAL NOTES:II.
V= Kh*WEIGHT6) DESIGN SEISMIC COEFFICIENT (Kh)= 0.008 OBE, 0.299 MDE5) S1(2)= 0.058 (2% in 50 YRS) & S1(10)= 0.02 (10% in 50 YRS)4) Ss(2)= 0.34 (2% in 50 YRS) & Ss(10)= 0.083 (10% in 50 YRS)3)
SITE CLASS E2)
RISK CATEGORY IV1)
SEISMIC LOADD.
GATE NOT DURING OPERATION= 50 PSF2)
GATE DURING OPERATION= 15 PSF1)
WIND LOADC.
EXTREME CONDITION (SEISMIC) = NA4)
UNUSUAL CONDITION (DESIGN FLOOD) = EL 13 NAVD 883)
USUAL CONDITION (10 YR RETURN) = EL 7.6 NAVD 882)
DEBRIS IMPACT= 1.67KIP/FT1)
FLOOD LOAD B.
2) CAMPBELL GATE WEIGHT= 54KIP (APPROX)
1) BROADWAY GATE WEIGHT= 18KIP (APPROX)
DEAD LOADA.
DESIGN LOADS:I.
SQUARESQ
SPECIFICATIONSPEC
SPOT ELEVATIONSP EL.
SIMILARSIM
SHEETSHT
SCHEDULESCHD
REQUEST FOR INFORMATIONRFI
REINFORCEMENTREINF
REFERENCEREF
RADIUSR
QUANTITYQTY
PROJECTPROJ
OPPOSITE OPP
OUTSIDE DIAMETEROD
ON CENTEROC
NOT TO SCALENTS
NEAR SIDENS
NOT TO SCALEN.T.S.
NOMINALNOM
NUMBERNO., #
NOT IN CONTRACTN.I.C.
NEAR FACENF
NEGATIVENEG
MINIMUMMIN
MAXIMUMMAX
LINEAR FEETLF
POUND FORCELBF
ANGLEL
INSIDE RADIUSIR
INVERT ELEVATIONINV
INCH-POUNDIN-LB
INSIDE DIAMETERID
HEIGHTHT
HORIZONTAL HORIZ
FEDERAL GOVERNMENTGOVT
GALVANIZEDGALV
FOOTFT
FIGUREFIG
FAR FACEFF
COMPRESSIVE STRENGTHf'c
EQUAL(LY)EQ
ELEVATIONEL OR ELEV.
EACH FACEEF
EACHEA
DRAWINGDWG
DIAGONALDIAG
DIAMETERDIA, O
DEMOLITIONDEMO
DEGREEDEG
CUBIC YARDCU YD
CUBIC FEETCU FT
CONTROLCTRL
CENTERCTR
CORROSION-RESISTANT STEELCRS
CONCRETECONC
CONTRACTING OFFICER'S REPRESENTATIVECOR
CLEAR (COVER)CLR
CENTER LINEC/L, C
CONSTRUCTION JOINTCJ
CAST-IN-PLACECIP
BETWEENBTW
BOTTOMBOT
BULKHEADBLKHD
BUILDINGBLDG
BOTTOM FACEBF
BOTTOM OFB/
AMERICAN WIRE GAUGEAWG
ANTICIPATED WORKING LOADAWL
AVERAGEAVG
AMERICAN SOCIETY OF ENGINEERSASCE
APPROXIMATE APPROX
ALTERNATEALT
ALLOWABLEALLOW
AMERICAN INSTITUTE OF STEEL CONSTRUCTIONAISC
ADDITIONALADDL
AMERICAN CONCRETE INSTITUTEACI
AND&
AT@
ABBREVIATIONSIX.
EM 1110-2-2906, DESIGN OF PILE FOUNDATIONS10)
EM 1110-2-2502, RETAINING AND FLOOD WALLS9)
EM 1110-2-2104, STRENGTH DESIGN FOR REINFORCED�CONCRETE HYDRAULIC STRUCTURES8)
EM 1110-2-2100, STABILITY ANALYSIS OF CONCRETE STRUCTURES7)
EM 1110-2-2000, STANDARD PRACTICE FOR CONCRETE FOR CIVIL WORKS STRUCTURES6)
ETL 1110-2-584, DESIGN OF HYDRAULIC STEEL STRUCTURES5)
ER 1110-2-8157, RESPONSIBILITY FOR HYDRAULIC STEEL STRUCTURES 4)
ECB 2014-24, REVISION AND CLARIFICATION OF EM 1110-2-2100 AND EM 1110-2-25023)
AISC STEEL CONSTRUCTION MANUAL, 14TH ED.2)
ACI 318-11, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 1)
APPLICABLE CODES AND REFERENCESVIII.
THE DRIVING OF ANY TEST OR JOB PILES.
LOCATIONS OF ALL UNDERGROUND UTILITIES MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO D.
36+39. PILE TYPE 3 IS FOR MONOLITH 82, STATION 23+62 TO STATION 23+80.
FLOODWALL). PILE TYPE 2 IS FOR STATION 13+08 TO 22+78.25 AND STATION 24+28.25 TO STATION 24+28.25. BROADWAY GATE IS FROM 46+36 TO STATION 48+49 (THIS INCLUDES THE ADJACENT CAMPBELL GATE AND BROADWAY GATE. CAMPBELL GATE IS FROM STATION 22+78.25 TO STATION PILE TYPE 1 IS FOR STATION 0+00 TO STATION 13+08, STATION 46+36 TO STATION 47+11.65, 85PILE TYPE 3
75PILE TYPE 2
60 PILE TYPE 1
VERTICAL PILE LENGTH (FT) LOCATION
PILE LOAD TESTS. THE VALUES LISTED BELOW ARE FOR ESTIMATING PURPOSES ONLY.
THE ACTUAL PILE LENGTHS AND CAPACITIES FOR THE PRODUCTION PILES SHALL BE BASED ON C.
THAN THE PRIMARY TEST PILE. PILE LOAD TESTS SHALL CONFORM TO 31 62 16.16.
ARE STATED ON SHEETS S-101 TO S-103. THE SECONDARY TEST PILE SHALL BE 10FT GREATER THE TEST LOAD AND ESTIMATED PILE EMBEDMENT LENGTH USED FOR THE STATIC LOAD TESTS B.
WITHOUT RESULTING IN PILE DAMAGE AND TO ESTABLISH PRELIMINARY DRIVING CRITERIA.
AND PILE SECTION, TO CONFIRM THE HAMMER CAN ACHIEVE THE REQUIRED ULTIMATE CAPACITY THE CONTRACTOR SHALL COMPLETE A WAVE EQUATION ANALYSIS, USING THE SELECTED HAMMER A.
PILES:VII.
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New York District of Engineers US Army Corps
SHEET OF
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IDENTIFICATION
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