MINISH3B S-001 NOTES_REV 06-11-2024.pdf

CODES & SPECIFICATIONS

THE FOLLOWING REQUIREMENTS TOGETHER WITH THE

PROJECT PLANS AND SPECIFICATIONS, APPLY TO THE

STRUCTURES IN THIS CONTRACT.

GENERAL NOTES

1. ALL EXISTING CONDITIONS SHALL BE VERIFIED IN THE

FIELD BY THE CONTRACTOR PRIOR TO CONSTRUCTION.

2. ALL DIMENSIONS AND ELEVATIONS INDICATED ON THE

STRUCTURAL DRAWINGS SHALL BE VERIFIED BY THE

CONTRACTOR AND SHALL BE COORDINATED WITH

THOSE INDICATED ON THE ARCHITECTURAL, AND CIVIL

DRAWINGS. REPORT ALL DISCREPANCIES TO THE C.O.

FOR RESOLUTION BEFORE PROCEEDING.

3. THE CONTRACTOR IS RESPONSIBLE FOR ALL MEANS

AND METHODS OF CONSTRUCTION THROUGHOUT THE

PROJECT DURATION. HE SHALL PROVIDE ADEQUATE

BRACING, SHORING, AND INSTITUTE MEASURES

NECESSARY TO PROTECT ALL WORK FROM DAMAGE,

BREAKAGE, SETTLEMENT, OR COLLAPSE THAT MAY

RESULT FROM THE CONSTRUCTION ACTIVITY.

4. TYPICAL DETAILS AND NOTES ARE SHOWN ON

STRUCTURAL DRAWINGS. TYPICAL DETAILS SHALL BE

APPLICABLE TO ALL PARTS OF THE STRUCTURAL WORK

EXCEPT WHERE SPECIFICALLY REQUIRED OTHERWISE

BY CONTRACT DOCUMENTS. DETAILS NOT SPECIFICALLY

SHOWN SHALL BE SIMILAR TO THOSE SHOWN FOR THE

MOST NEARLY SIMILAR CONDITION.

5. THE CONTRACTOR SHALL SUBMIT COMPLETE SHOP

DRAWINGS FOR ALL PARTS OF THE WORK INCLUDING

DESCRIPTION OF TEMPORARY BRACING,

CONSTRUCTION METHODS, AND SEQUENCING WHERE

APPLICABLE. NO PERFORMANCE OF THE WORK

INCLUDING, BUT NOT LIMITED TO, FABRICATION OR

ERECTION OF NEW STRUCTURAL ELEMENTS, SHALL

COMMENCE WITHOUT PRIOR REVIEW AND APPROVAL OF

THE SHOP DRAWINGS BY THE COR.

6. CONTRACTOR SHALL COORDINATE HIS WORK WITH THE

CO’S DESIGNATED INSPECTORS. NO WORK TO BE

INSPECTED SHALL BE BUILT UPON OR OTHERWISE

COVERED BEFORE INSPECTIONS HAVE BEEN

COMPLETED.

STRUCTURAL STEELCONCRETE

REINFORCEMENT

1. REINFORCEMENT WORK OF DETAILING, FABRICATION,

AND ERECTION SHALL CONFORM TO “BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE”(ACI 318)

AND THE LATEST EDITION OF “DETAILS AND DETAILING

OF CONCRETE REINFORCEMENT”(ACI 315).

2. REINFORCING STEEL SHALL CONFORM TO ASTM A615

(GRADE 60) EPOXY COATED.

3. PROVIDE AND SCHEDULE ON SHOP DRAWINGS THE

NECESSARY ACCESSORIES TO HOLD REINFORCEMENT

SECURELY IN POSITION. ALL REINFORCEMENT SHALL BE

SECURELY TIED IN PLACE AT THE POSITION SHOWN ON

THE DRAWINGS BEFORE POURING CONCRETE.

4. WHERE CONTINUOUS REINFORCEMENT IS CALLED FOR,

IT SHALL BE EXTENDED CONTINUOUSLY AROUND

CORNERS AND LAPPED AT NECESSARY SPLICES OR

HOOKED AT DISCONTINUOUS ENDS. LAPS SHALL BE

CLASS B TENSION LAP SPLICES, UNLESS NOTED

OTHERWISE.

5. REINFORCING STEEL SPLICES AND ANCHORAGE

LENGTHS SHALL BE IN COMPLIANCE WITH ACI 318,

UNLESS NOTED OTHERWISE ON THE DRAWINGS.

6. WHERE REQUIRED, DOWELS SHALL MATCH BAR SIZE

AND NUMBER OF MAIN REINFORCING, UNLESS NOTED

OTHERWISE.

7. REINFORCEMENT SHALL NOT BE TACK WELDED.

8. ALL CONCRETE CLEAR COVER TO BE 4".

TIE RODS

ABBREVIATIONS

CL CENTERLINE

CLR. CLEAR

CONC. CONCRETE

CONT. CONTINUOUS

C.C. CENTER-TO-CENTER

DIA. DIAMETER

EL. ELEVATION

E.W. EACH WAY

MAX. MAXIMUM

MIN. MINIMUM

O.C. ON CENTER

PL PLATE

STA. STATION

STIFF. STIFFENER

TYP. TYPICAL

T&B TOP AND BOTTOM

U.O.N. UNLESS OTHERWISE NOTED

SHEET PILING

1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO

"BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE" (ACI 318-14), "CODE REQUIREMENTS FOR

ENVIRONMENTAL ENGINEERING CONCRETE

STRUCTURES" (ACI 350) AND "SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301).

CONCRETE PLACEMENT SHALL CONFORM TO THE

LATEST EDITION OF "GUIDE FOR MEASURING, MIXING,

TRANSPORTING AND PLACING CONCRETE" (ACI 304). IN

CASE OF CONFLICT, THE MOST STRINGENT

REQUIREMENTS SHALL APPLY.

2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE.

MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT

28 DAYS SHALL BE 4000 PSI.

3. ALL ABOVE GRADE CONCRETE SHALL CONTAIN A

CORROSION INHIBITING ADMIXTURE. A

MICROCRYSTALLINE ADMIXTURE SHALL BE ADDED TO

THE CONCRETE MIX PER THE SPECIFICATIONS.

4. CONTROL/CONSTRUCTION JOINTS SHALL BE PROVIDED

AS INDICATED ON THE DRAWINGS OR AS APPROVED BY

THE ENGINEER. THE CONTRACTOR SHALL SUBMIT

SHOP DRAWINGS INDICATING THE LOCATIONS OF ALL

CONSTRUCTION JOINTS. WHERE NOT SHOWN,

CONSTRUCTION JOINTS SHALL BE LOCATED AT NO

MORE THAN 40’-0” ON CENTER.

5. ALL EXPOSED CONCRETE EDGES SHALL HAVE 3/4"

CHAMFER.

1. PLATES AND STEEL CHANNELS SHALL CONFORM TO

ASTM A36.

2. WELDING SHALL CONFORM TO THE STRUCTURAL

WELDING CODE D1.1, LATEST EDITION.

3. WELDING ELECTRODES SHALL BE E70XX UNLESS

NOTED OTHERWISE.

4. BOLTS SHALL CONFORM TO ASTM F3125 GR. A325.

WASHERS SHALL CONFORM TO ASTM F436. NUTS

SHALL CONFORM TO ASTM A563.

5. ALL ALLOWABLE BOLT LOADS SHALL BE THOSE GIVEN

IN THE AISC MANUAL.

6. A MINIMUM OF TWO (2) BOLTS SHALL BE USED FOR ALL

CONNECTIONS UNLESS NOTED OTHERWISE.

7. WALERS AND ALL ASSOCIATED HARDWARE SHALL BE

HOT-DIPPED GALVANIZED PER ASTM A123 AND ASTM

A153.

8. ALL WALER BOLTS AND TIE ROD HOLES THRU SHEET

PILING SHALL BE FIELD DRILLED STANDARD SIZED

HOLES. FLAME CUTTING IS NOT PERMITTED. SEE

SPECIFICATION 31 41 16.

9. CONNECTIONS BETWEEN SHEET PILING AND WALER

CHANNELS SHALL BE ASTM F1554 GRADE 105

THREADED ROD.

1. SHEET PILING SHALL BE ASTM A690 GRADE 50.

2. STEEL WIDE FLANGE BEAM PILES SHALL BE ASTM A690

GRADE 50.

3. IF USING STANDARD STEEL GRADE A572, SHEET PILING

AND STEEL PILES SHALL BE COATED WITH COAL TAR

EPOXY. IF USING A690 STEEL, NO COAL TAR EPOXY

COATING IS REQUIRED. SEE SPECIFICATIONS AND

MANUFACTURER REQUIREMENTS.

4. THE CONTRACTOR SHALL PRE-DRILL FOR ALL WIDE

FLANGE BEAM PILES.

5. FOR SHEET PILING, THE CONTRACTOR SHALL PLAN TO

INSTALL USING EQUIPMENT SUITABLE FOR HARD

DRIVING CONDITIONS.

6. DURING INSTALLATION OF THE DEAD-MAN SHEETING, IF

OBSTACLES ARE ENCOUNTERED AND CAUSE EARLY

REFUSALS (SEE SPECIFICATION FOR DESCRIPTION), THE

CONTRACTOR CAN EXCAVATE AND REMOVE OBSTACLES

AND THEN BACKFILL EXCAVATED MATERIAL, OR CAN

RE-ALIGN THE DEAD-MAN SHEETING AS LONG AS

MINIMUM DIMENSION SHOWN IN PARTIAL PLANS IS

MAINTAINED.

7. THE CONTRACTOR SHALL PRE-DRILL HOLES OF A SIZE

MAXIMUM 6 INCHES LARGER THAN SIZE OF THE WIDE

FLANGE BEAM PILE. ANY VOID SPACE REMAINING

AROUND THE PILE AFTER COMPLETION OF DRIVING

SHALL BE FILLED WITH GROUT AS SPECIFIED. THE USE

OF SPUDS SHALL NOT BE PERMITTED IN LIEU OF

PRE-DRILLING. MATERIAL RESULTING FROM DRILLING

HOLES SHALL BE DISPOSED OF AS APPROVED IN THE

CONTRACT.

THE DESIGN SHOWN ON THESE DRAWINGS IS BASED ON THE

FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS.

1. INTERNATIONAL BUILDING CODE (IBC) NEW JERSEY

EDITION, 2015

2. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES (ASCE 7-10)

3. AMERICAN CONCRETE INSTITUTE (ACI) BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE (ACI

318-14)

4. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

STEEL CONSTRUCTION MANUAL (14TH EDITION)

5. UNIFIED FACILITIES CRITERIA (UFC) 1-200-01, “GENERAL

BUILDING REQUIREMENTS”(20 JUNE 2016)

6. UNIFIED FACILITIES CRITERIA (UFC) 3-301-01,

“STRUCTURAL ENGINEERING”(20 JUNE 2016)

1. TIE ROD STEEL SHALL BE ASTM A615, GRADE 75 AND

SHALL BE FACTORY PRE-GROUTED FOR DOUBLE

CORROSION PROTECTION

2. COUPLERS AND TURNBUCKLES AS REQUIRED BY

CONTRACTOR SHALL DEVELOP 100% OF THE ULTIMATE

STRENGTH OF THE TIE ROD.

DESIGN CRITERIA

1. PROJECT LOADING

1.A. SURCHARGE:

SURCHARGE LOAD 500 PSF

1.B. SEISMIC:

RISK CATEGORY II

IMPORTANCE FACTOR 1.00

Ss 0.287 S1 0.06

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