140-GB_SEBRNG_SEG B1_S-002002.pdf

FACE OF CONCRETE

SPACING

REINFORCEMENT

SECONDARY

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IN

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LENGTH, INCHES

MINIMUM EMBEDMENT

LENGTH, INCHES

MINIMUM LAP

LENGTH, INCHES

MINIMUM EMBEDMENT

LENGTH, INCHES

MINIMUM LAP

BASIC TABLE ALTERNATE TABLE

REINFORCEMENT EMBEDMENT AND SPLICE TABLES - 4000 PSI

TOP OTHER TOP OTHER TOP OTHER TOP OTHER

7. MINI CAISSON NOTES:

(B)

(C)

REINFORCING BARS TO CONFORM WITH ASTM A615/A615M, GRADE 75.

(E) GROUT SHALL BE 5000 PSI. SEE SPECIFICATION 31 63 26 PARAGRAPH 2.2.

(F)

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SCHEDULE 80. SPIRAL OR LONGITUDINALLY WELDED CASING PIPES ARE NOT PERMITTED.

PILE CASING TO CONFORM TO ASTM A252, GRADE 3, SEAMLESS AND BE SIZED 10" DIA.

PRIMARY REINFORCEMENT

SECTION 31 63 26.

MICRO PILES WILL BE SUPPLIED AND INSTALLED IN ACCORDANCE WITH SPECIFICATION

ACCORDANCE WITH EM 1110-2-2105, CHAPTER 4.

OCCURRING ANYWHERE ALONG THE LENGTH OF THE SHAFT. THE DESIGN SHALL BE IN

(SEE DESIGN CAPACITY CHART ON SHEET S-603) AND A MAXIMUM MOMENT OF 80 KIP-FT

COMBINED STRESSES BASED ON THE DESIGN CAPACITIES OF THE MINI CAISSONS

ACCORDANCE WITH SPECIFICATION 31 63 26. THE SYSTEM SHALL BE DESIGNED FOR THE

SUBMITTED FOR GOVERNMENT REVIEW AND APPROVAL PRIOR TO CONSTRUCTION IN

MINI CAISSON SYSTEM SHALL BE DESIGNED BY CONTRACTOR’S NJ LICENSED ENGINEER AND

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SIZE

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10 77

18 14

59 100

24 18

77 46

11 85 65 110 85 51 39

REINFORCEMENT CLEARANCE DETAIL

NOT TO SCALE

(A)

(D)

MICROPILE DESIGN AND CONSTRUCTION GUIDELINES JUNE 2000.

EM 1110-2-2104 AND US DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION, MINI CAISSONS SHALL BE DESIGNED UTILIZING USACE GUIDELINES FOR HYDRAULIC STRUCTURES

S-002

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RELEASE OR DISTRIBUTION MAY RESULT IN CIVIL PENALTY OR OTHER ACTION BY USACE-NYD.

EXPRESS WRITTEN PERMISSION OF THE UNITED STATES ARMY CORPS OF ENGINEERS, NEW YORK DISTRICT (USACE - NYD). UNAUTHORIZED REPRODUCTION, IN SECTION 214 OF THE HOMELAND SECURITY ACT OF 2002. NO PART OF THIS DOCUMENT SHALL BE REPRODUCED, RELEASED OR DISTRIBUTED WITHOUT THE

INFORMATION CONTAINED IN THIS DOCUMENT MUST BE MAINTAINED IN A CONFIDENTIAL MANNER TO PREVENT COMPROMISING HOMELAND SECURITY AS PROVIDED

WARNING: THIS DOCUMENT MAY CONTAIN SENSITIVE SECURITY INFORMATION AND THEREFORE MUST BE TREATED AS A CONFIDENTIAL DOCUMENT. THE

SCALED TO OBTAIN DIMENSIONS OR DISTANCES.

REPORTED TO THE GOVERNMENT FOR CLARIFICATIONS. DRAWING SHALL NOT BE

BY THE CONTRACTOR AT THE SITE, ANY DISCREPANCIES SHALL BE IMMEDIATELY

ALL DIMENSIONS/EXISTING CONDITIONS SHOWN SHALL BE CHECKED AND VERIFIED

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SHEET OF 281

DATETHOMAS C. MacALLEN

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N E

Submitted by:

Lic. No. 24GE02594500

N.J. PROFESSIONAL ENGINEER

4.

(F)

(E)

(D)

(C)

(B)

(A)

5.

(A)

STEEL NOTES:

MISCELLANEOUS NOTES:

REINFORCEMENT EMBEDMENT AND SPLICE TABLE NOTES:

SHEET PILING NOTES:5.

(A)

FOUNDATION NOTES:6.

(E)

(D)

(C)

(B)

(A)

ALL CONSTRUCTION JOINTS BELOW G.W. ELEVATION SHALL BE PROVIDED WITH WATERSTOPS.

(B)EXCEPT AS NOTED, ALL SHEET PILES SHALL BE PZ-22, ASTM A328 AND GRADE 50.

ACCORDANCE WITH ACI 318-02.

CONCRETE THE TABLE SHOULD BE ADJUSTED FOR 5000 PSI CONCRETE IN

6. THE TABLES SHOWN ABOVE ARE FOR 4000 PSI CONCRETE. FOR 5000 PSI

CONSIDERATIONS.

REINFORCING BARS. IF EPOXY COATED BARS ARE USED, SEE ACI 318 FOR ADDITIONAL

5. THE TABLES SHOWN ABOVE ARE FOR NORMAL WEIGHT CONCRETE AND UNCOATED

THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.

WITH RESPECT TO A HORIZONTAL PLANE WHICH ARE PLACED SUCH THAT MORE

4. TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES

SEE ACI 318 FOR APPROPRIATE GUIDANCE.

THE CENTER TO CENTER BAR SPACING LATERALLY IS LESS THAN 3 DIAMETERS,

3. IF CONCRETE COVER OR EDGE DISTANCE IS LESS THAN 1 BAR DIAMETERS OR

MUST BE AT LEAST 2.5 BAR DIAMETERS.

(B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE

(A) CENTER TO CENTER BAR SPACING LATERALLY IS AT LEAST 5 BAR DIAMETERS.

CONDITIONS ARE MET:

2. THE ALTERNATE TABLE MAY BE USED IF ALL OF THE FOLLOWING

MUST BE AT LEAST 2 BAR DIAMETERS.

(B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE

(A) CENTER TO CENTER BAR SPACING LATERALLY IS AT LEAST 3 BAR DIAMETERS.

1. USE THE BASIC TABLE IF ALL OF THE FOLLOWING CONDITIONS ARE MET:

EDGE OF HOLES SHALL BE A MINIMUM OF 1 1/2" FROM BOTTOM OF BASE SLAB.

IN THE T-WALL BASE SLAB, THE CONTRACTOR SHALL PROVIDE HOLES 3" IN DIAMETER.

WHERE HOLES ARE NOT LOCATED WITHIN THE PORTION OF THE SHEET PILING EMBEDDED

WHERE INDICATED ON DWGS. TO PASS REINFORCING STEEL THROUGH HANDLING HOLES AND

(P)

(O)

(N)

(M)

(L)

(K)

(J)

(I)

(H)

3.

FLOODWALL GENERAL NOTES:

CONCRETE NOTES:

ARCHITECTURAL TREATMENT IS REQUIRED FOR ALL FLOODWALLS (SEE NOTE 5, RETAINING WALLS)

WALL LINE REFERS TO CENTERLINE OF WALL STEM.

2.

1.

(N)

(M)

(L)

(K)

(J)

(I)

(H)

NOTED OTHERWISE.

ALL WELDING TO MILD STEEL SHALL COMPLY WITH AWS D1.1 CYCLIC CRITERIA UNLESS

SEE SPECIFICATIONS.

ITEMS MARKED C.R.S. SHALL BE CORROSION RESISTANT STEEL (STAINLESS STEEL),

MADE FOR MACHINING.

DIMENSIONS SHOWN OR CALLED FOR ARE THE FINAL DIMENSIONS; ALLOWANCES SHALL BE

ON THE SHOP DRAWINGS AND SUBMITTED BY THE CONTRACTOR FOR APPROVAL.

INDICATE ONLY SIZE AND TYPE OF WELDS REQUIRED.DETAILED INFORMATION SHALL BE SHOWN

WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE AMERICAN WELDING SOCIETY AND

SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE.

ALL WELDING SHALL BE ELECTRIC WELDING. WORKMANSHIP AND TECHNIQUE, WHERE APPLICABLE, ALL EDGES OF THE CONTACT, UNLESS OTHERWISE NOTED.

CONTACTS SHALL BE SEALED WATERTIGHT BY RUNNING A CONTINUOUS FILLET WELD ALONG

TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES IN CONTACT, ALL SUCH

6. COMPOSITE WALL NOTES:

ALSO BE CAPABLE OF DRILLING THROUGH HARD MATERIALS AND ROCK.

CAPABLE OF DUPLEX DRILLING OF REQUIRED DIAMETER TEMPORARY CASING. THE DRILL SHALL

THE DRILL RIG FOR SOLDIER PILE INSTALLATION SHALL BE A ROTARY HYDRAULIC DRILL

THE CONTRACT SPECIFICATIONS.

THE CONTRACTOR SHALL COMPLY WITH THE VIBRATION MONITORING REQUIREMENTS ON

CONTRACTING OFFICER.

TO REDUCE THE VIBRATIONS BELOW THE ACCEPTABLE LIMITS OR AS DIRECTED BY THE

THE CONTRACTOR SHALL PERFORM PRE-TRENCHING FOR SHEET PILES AS REQUIRED IN ORDER

SOLDIER PILES OR SHALL CONSIDER SUITABLE ACCESSORIES.

LENGTH OF THE SHEET PILES CONSIDERING THE DRIVABILITY OF SHEET PILES NEXT TO

SOLDIER PILES AND SHEET PILES. IF APPLICABLE, THE CONTRACTOR SHALL ESTIMATE THE

AND PILE DRIVING HAMMERS CONSIDERING THE SITE CONDITIONS AND LAYOUT OF THE

IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SELECT SUITABLE DRILL RIGS

BE THE RESPONSIBILITY OF THE CONTRACTOR TO REMOVE ANY OBSTRUCTIONS.

OF THE ROCK ALSO MAY VARY FROM THAT INDICATED ON THE BORING LOGS. IT WILL

INDICATED ON THE BORING LOGS. THE COMPACTNESS OR STIFFNESS OF SOIL AND STRENGTH

CONTRACTOR IS CAUTIONED THAT SOIL AND ROCK ELEVATIONS MAY VARY FROM THAT

DRAWINGS TO UNDERSTAND THE SUBSURFACE CONDITIONS AT THE PROJECT SITE. THE

THE CONTRACTOR SHALL REVIEW ALL SOIL/ROCK BORING LOGS PROVIDED ON THE CONTRACT

(E)

(D)

(C)

(B)

(A)

ACCORDANCE WITH SP-66, AMERICAN CONCRETE INSTITUTE DETAILING MANUAL - 2004.

ALL BENDS OF REINFORCEMENT AND ALL BAR SPACERS AND SUPPORTS SHALL BE IN

BY THE DIAMETER OF THE BAR.

NOTED. THE COVER FOR SECONDARY REINFORCEMENT MAY BE REDUCED FROM THE ABOVE

ALL PRIMARY REINFORCEMENT SHALL HAVE A MINIMUM COVER OF 4" UNLESS OTHERWISE

(G)

(F)

FOR T-WALL CONCRETE SPECIFICATIONS, SEE SECTION 03 31 01.00 10.

"WINDOWS" IN THE FORMS TO FACILITATE CONCRETE PLACEMENT AND CONSOLIDATION.

JOINTS AT APPROXIMATELY ONE HALF OF THE WALL HEIGHT OR SHALL EMPLOY TEMPORARY

FOR "T-WALL" CONCRETE PLACEMENT, THE CONTRACTOR SHALL EITHER PLACE CONSTRUCTION

AND SURFACES COVERED BY BACKFILL SHALL BE CLASS ’’D’’ FINISH, UNLESS OTHERWISE NOTED.

ALL EXTERIOR FORMED SURFACES NOT COVERED BY BACKFILL SHALL BE CLASS ’’A’’ FINISH

SPLICES REQUIRED BY THE CONTRACTING OFFICER, WILL BE AT THE CONTRACTOR’S EXPENSE.

SPLICES OTHER THAN THOSE SHOWN ON THE DRAWINGS AND OTHER THAN ANY ADDITIONAL

ESSENTIAL TO CONSTRUCTIBILITY, SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER.

ALLOWED TO MAKE SPLICES IN ADDITION TO THOSE INDICATED IN THE DRAWINGS, WHERE

SHALL BE BASED ON THE SMALLER BAR BEING LAPPED. THE CONTRACTOR WILL BE

EMBEDMENT LENGTHS WHERE LENGTHS ARE NOT OTHERWISE INDICATED. SPLICE LENGTHS

THE EMBEDMENT AND SPLICE TABLE SHALL BE USED IN DETERMINING LAP SPLICES AND

OBSTRUCTIONS, SHALL BE BENT OR SHIFTED AS DIRECTED BY THE CONTRACTING OFFICER.

REINFORCEMENT, WHERE NECESSARY TO AVOID OPENINGS, PIPES, EMBEDDED ITEMS AND OTHER

REINFORCING BARS SHALL BE CONTINUOUS AT ALL CORNERS UNLESS OTHERWISE NOTED.

CONCRETE REINFORCING STEEL INSTITUTE.

REINFORCING BAR DESIGNATION NUMBERS CONFORM TO THE NUMBERING SYSTEM OF THE

OR APPROVED EQUAL.

WORK ATTACHED TO COMPLETED CONCRETE SHALL BE ANCHORED WITH HILTI "ADHESIVE-BOLTS"

PLACE INVERTED STIRRUPS AT CANTILEVER BEAMS AND CONTINUOUS BEAMS.

MINIMUM REINFORCING TO BE #4@12" O.C.

REINFORCEMENT AND EXTENDING 44 DIAMETERS BUT NOT LESS THAN 18 INCHES INTO THE SLAB.

PROVIDE NEGATIVE STEEL TRANSVERSELY IN THE TOP OF SLAB EQUAL TO THE TEMPERATURE

WHERE BEAMS, GIRDERS OR SUPPORTING WALLS RUN PARALLEL TO PRINCIPAL SLAB REINFORCEMENT, (G)

(F)

(E)

EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

UNLESS OTHERWISE NOTED, PROVIDE " CHAMFER AT ALL EXPOSED JOINTS, EDGES,

LOCATIONS SHALL BE APPROVED BY THE CONTRACTING OFFICER.

THE INTEGRITY OF THE CONCRETE STRUCTURE. THESE ADDITIONAL CONSTRUCTION JOINT

SHOWN, CONSTRUCTION JOINTS SHALL BE PLACED AT LOCATIONS LEAST LIKELY TO IMPAIR

CONSTRUCTION JOINTS SHALL BE PROVIDED WHERE SHOWN ON THE DRAWINGS. WHERE NOT

REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 60,000 PSI.

2500 PSI AT 28 DAYS, 56 DAYS IF POZZOLAN OR SLAG IS USED.

STABILIZATION SLAB CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH ( f’c ) OF

28 DAYS, 56 DAYS IF POZZOLAN OR SLAG IS USED, UNLESS OTHERWISE NOTED.

CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH ( f’c ) OF 4000 PSI AT

(E)

(D)

(C)

(B)

(A)

PUMP STATION AND CONTROL BUILDING GENERAL NOTES (CONT’D):

ALL EMBEDDED METAL, PIPE SLEEVES AND PIPING TO BE IN PLACE BEFORE CONCRETE IS PLACED.

FLOOR/ROOF OPENINGS MORE THAN 12" SHALL BE REINFORCED WITH ADDITIONAL REINFORCEMENT.

PROVIDE ADDITIONAL REINFORCING BARS PER TYPICAL DETAILS.

MINIMUM REINFORCEMENT IN SLAB/WALL SHALL BE #4@12" EACH WAY, U.O.N.

WELDING TO STEEL BEAMS OR COLUMNS.

BEAMS OR COLUMNS SHALL BE ANCHORED BY EMBEDMENT IN AN APPROVED MANNER OR BY

UNLESS OTHERWISE SHOWN ON PLANS, STEEL REINFORCEMENT WHERE INTERRUPTED BY STEEL

OF ACTUAL ULTIMATE TENSILE STRESS TO ACTUAL YIELD STRESS IS NOT LESS THAN 1.25.

EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 P.S.I., AND THAT THE RATIO

CERTIFICATES WITH TEST RESULTS SHOWING THAT ACTUAL YIELD STRENGTH DOES NOT

REINFORCING BARS FOR SEISMIC INTERMEDIATE MOMENT RESISTING FRAMES SHALL HAVE MILL

FOR MEMBERS IN BENDING AT THE LIQUID CONTAINING FACE. ALL ASTM A615 GRADE 60

EXCEPT IN STRUCTURES CONTAINING LIQUIDS, THE DESIGN WORKING STRESS IS 20,000 P.S.I.

GRADE 60. REINFORCEMENT IS DESIGNED WITH A DESIGN WORKING STRESS OF 24,000 P.S.I.

ALL REINFORCING STEEL TO BE DEFORMED BARS OF NEW BILLET STEEL, A.S.T.M. A615

CHAMFER ALL EXTERIOR CORNERS (3/4") UNLESS OTHERWISE SHOWN.

BASED ON F’c = 4000 PSI.

28 DAY ULTIMATE COMPRESSIVE STRENGTH OF 4500 P.S.I. CONCRETE DESIGN STRESSES SHALL BE

ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE AIR ENTRAINED AND SHALL HAVE A MINIMUM

ONE CYLINDER SHALL BE TESTED AT 7 DAYS AND 3 CYLINDERS TESTED AT 28 DAYS.

FRACTION THEREOF. EACH CYLINDER SHALL BE IDENTIFIED BY A SUITABLE MARK OR NOTATION.

TEST CYLINDERS SHALL BE MADE FOR EACH 50 CUBIC YARDS OF CONCRETE PLACED, OR

SHALL BE CONTROLLED CONCRETE, PROPORTIONED, BATCHED AND MIXED. NOT LESS THAN (4)

ALL CONCRETE INCORPORATED INTO THE WORK, EXCEPT AS OTHERWISE SHOWN OR SPECIFIED,

SOIL TYPES.

REFER TO GEOTECHNICAL BORING LOG SHEETS B-601 TO B-605 FOR INFORMATION ABOUT

SHALL BE INSPECTED AND APPROVED BY THE ENGINEER PRIOR TO ITS USE.

AND DEBRIS ARE REMOVED FROM THE FILL PRIOR TO ITS USE. THE SCREENED MATERIAL

SUCH AS ORGANIC SOILS, CLAYEY SAND, WOOD CHIPS, STONES LARGER THAN 6" IN SIZE

THE ON-SITE FILL MAY BE USED AS STRUCTURAL FILL, PROVIDED UNACCEPTABLE MATERIAL

AT LEAST 75% OF ITS DESIGN COMPRESSIVE STRENGTH.

SLABS AND/OR WALLS HAVE BEEN PROPERLY BRACED, AND THE CONCRETE HAS DEVELOPED

BACKFILL SHALL NOT BE PLACED AGAINST SUBSTRUCTURE WALLS UNTIL ADJACENT FLOOR

AFTER STRUCTURE IS IN PLACE BACKFILL EVENLY TO ELEVATION SHOWN ON GRADING PLAN.

PROVIDE EXCAVATION SUPPORT SYSTEM (ESS) AS PER SPECIFICATIONS.

PROVIDE DEWATERING FOR EXCAVATION PER SPECIFICATION.