Drawing S-0001 - Revised.pdf

S-001

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US Army Corps of Engineers ®

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-1

BOLLARD NOTES:

1. THE EXISTING BOLLARDS MUST BE REMOVED FROM THE SITE.

2. THE FOUNDATION AND ANCHOR BOLTS FROM THE EXISTING BOLLARD MUST BE

REMOVED FROM THE SITE.

3. THE MINIMUM EMBEDMENT LENGTH OF NEW ANCHOR BOLTS MUST BE 36 INCHES AND

INCLUDE AN EMBEDDED WASHER OR EQUIVALENT.

4. THE MINIMUM COMPRESSIVE STRENGTH OF THE CONCRETE PAD MUST BE 4000 PSI.

5. ANCHORS MUST MEET THE REQUIREMENTS OF ASTM F1554, GRADE 105 AND MEET THE

REQUIREMENTS OF 304 STAINLESS STEEL. ANCHOR BOLT SIZE, EMBEDMENT DEPTH,

AND LOCATION MUST BE BY THE MANUFACTURER

6. REFER TO THE STEEL MATERIAL NOTES AND THE SPECIFICATIONS FOR ADDITIONAL

MATERIAL REQUIREMENTS.

GENERAL STRUCTURAL NOTES:

1. EXAMINE CIVIL AND ELECTRICAL DRAWINGS FOR VERIFICATION OF LOCATIONS AND

DIMENSIONS OF INSERTS, OPENINGS, SLEEVES AND SURVEYED ELEVATIONS NOT

SHOWN ON STRUCTURAL DRAWINGS.

2. TYPICAL DETAILS AND NOTES SHOWN ON STRUCTURAL DRAWINGS SHALL BE

APPLICABLE TO ALL PARTS OF THE STRUCTURAL WORK EXCEPT WHERE SPECIFICALLY

REQUIRED OTHERWISE BY CONSTRUCTION DOCUMENTS.

3. WHERE DESIGNS ARE STIPULATED IN THE CONSTRUCTION DOCUMENTS TO BE

PERFORMED BY THE CONTRACTOR, IT MUST BE PERFORMED BY A MASSACHUSETTS

REGISTERED PROFESSIONAL ENGINEER IN THE DISCIPLINE REQUIRED FOR THE

DESIGN. THE ENGINEER MUST PERFORM THE REQUIRED DESIGN, OVERSEE THE

DEVELOPMENT OF THE DESIGN AND SHOP DRAWINGS AND BE GENERALLY FAMILIAR

WITH THE PROGRESS OF CONSTRUCTION FOR THE SCOPE OF THE DESIGN. SUBMIT

FOR RECORD CALCULATIONS AND DRAWINGS STAMPED AND SIGNED BY THE DESIGN

ENGINEER.

4. AS BUILT DRAWINGS OF EXISTING BULKHEAD ARE INCLUDED FOR INFORMATION

PURPOSES ONLY TO GENERALLY SHOW THE EXISTING CONDITION.

5. CONTRACTOR SHALL FIELD VERIFY ALL INFORMATION AND DIMENSIONS SHOWN ON

THE AS-BUILT DRAWINGS. PROTECT ALL EXISTING STRUCTURES FROM DAMAGE

DURING CONSTRUCTION. COORDINATE WITH CONTRACTING OFFICER

REPRESENTATIVE SHOULD CONSTRUCTION REQUIRE TEMPORARY RELOCATION OR

REMOVAL OF EXISTING STRUCTURES.

STEEL MATERIAL NOTES:

1. ALL WELDS SHALL BE A MINIMUM OF 3/8 INCH FILLET WELDS UNLESS OTHERWISE

SHOWN.

2. ALL WELDING SHALL BE PERFORMED USING E70XX LOW HYDROGEN ELECTRODES IN

ACCORDANCE WITH AWS D1.1-02.

3. ALL BOLT HOLES ARE TO BE 1/8" LARGER THAN BOLT DIAMETER.

4. ALL STEEL PLATES MUST BE ASTM A992.

5. ALL BOLTS MUST BE ASTM A490 GRADE 8. ALL NUTS MUST BE ASTM A593 HEAVY HEX

NUTS

6. WHERE SHOWN, BOLTS WILL BE SEIZED BY DOUBLE NUTTING. INNER NUT ADJACENT TO

THE PLATE OR SHEET PILE MUST BE TORQUED TO 50% OF REQUIRED. OUTER NUT

ADJACENT TO THE INNER NUT MUST BE TORQUED TO 100% OF REQUIRED.

CONCRETE NOTES:

1. CONCRETE WORK MUST CONFORM TO “BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE (ACI 318)” AND PROJECT SPECIFICATIONS.

2. MINIMUM REBAR COVER MUST BE 3" UNLESS OTHERWISE NOTED.

3. UNLESS NOTED OTHERWISE, CONCRETE MUST HAVE A MINIMUM F'C OF 4,000 PSI,

NORMAL WEIGHT. SEE PROJECT SPECIFICATIONS FOR OTHER PROJECT

REQUIREMENTS.

3.1. DEADMAN MINIMUM F'C: 5,000 PSI

3.2. PILE CAP MINIMUM F'C: 4,000 PSI

3.3. BOLLARD FOUNDATION MINIMUM F'C: 4,000 PSI

3.4. DAVIT CRANE FOUNDATION MINIMUM F'C: 4,000 PSI

4. UNLESS OTHERWISE NOTED, CEMENT MUST BE TYPE II PORTLAND CEMENT.

5.

6. UNLESS OTHERWISE NOTED, THE FOLLOWING REBAR COVER MUST BE USED FOR EACH

STRUCTURAL ELEMENT ON ALL SIDES:

6.1. DEADMAN: 3" COVER

6.2. PILE CAP: 2" COVER

6.3. BOLLARD FOUNDATION: 3" COVER

6.4. DAVIT CRANE FOUNDATION: 3" COVER

7. UNLESS OTHERWISE NOTED, ALL OF EXPOSED CORNERS MUST HAVE 1" CHAMFER

8. ALL CONCRETE MUST HAVE CORROSION INHIBITOR ADMIXTURE PER ASTM C1582 AND

ASTM C494 ADDED TO THE MIX.

9. REINFORCING BARS TO BE ASTM A615, GRADE 60 DEFORMED. WELDED WIRE FABRICS

TO BE ASTM A1064.

10. LONGITUDINAL BARS MUST BE DISCONTINUED AND HOOKED AT ALL ENDS OF CAP AND

AT EACH ISOLATION JOINT.

11. MINIMUM REINFORCEMENT FOR PRECAST DEADMAN SHOWN. PRECAST DESIGNER

MUST DESIGN ADDITIONAL REINFORCEMENT FOR LIFTING POINTS AND

TRANSPORTATION LOADS.

SHEET PILE NOTES :

1. STEEL SHEET PILES MUST BE HOT-ROLLED Z-SHAPED SECTIONS CONFORMING TO

ASTM STEEL SHEET PILES MUST BE HOT-ROLLED Z-SHAPED SECTIONS

CONFORMING TO ASTM A690, GRADE 50. THE MINIMUM PHYSICAL PROPERTIES AND

SHEET PILE LAYOUT ARE BASED ON THE PZ40 STEEL SHEET PILE SECTION.

2. STRUCTURAL STEEL PLATES AND SHAPES FOR FABRICATION OF APPURTENANCES

MUST CONFORM TO ASTM A690, GRADE 50.

2.1. YIELD: 50 KSI

2.2. TENSILE: 65 KSI

3. ALL WELDING MUST BE PERFORMED USING E70XX LOW HYDROGEN ELECTRODES IN

ACCORDANCE WITH AWS D1.1.

4. THE SHEET PILE LAYOUT SHOWN ON THE PLANS IS PROVIDED TO INDICATE THE

GENERAL INTENT OF SHEET PILE WORK. THE ACTUAL SHEET PILE LAYOUT MUST BE

IN ACCORDANCE WITH THE APPROVED SHOP DRAWINGS, WHICH MUST INCLUDE A

SHEET PILE LAYOUT PLAN, AS PROVIDED AND SUBMITTED BY THE SHEET PILE

MANUFACTURER.

5. ALL HOLES AND OPENINGS IN STEEL SHEET PILES MUST BE MADE WATERTIGHT BY

WELDING ALL HOLES AND OPENINGS AFTER PILE INSTALLATION IS COMPLETED.

PAINT COATING SHALL BE REPAIRED PER PAINTING NOTES.

6. HOT ROLLED ADAPTER MAY BE WELDED TO SHEET PILES.

PAINT NOTES:

1. TOP 20'-0" OF SHEET PILES MUST HAVE COAL TAR EPOXY PAINT APPLICATION PAINT ON

INBOARD AND OUTBOARD SURFACES IN ACCORDANCE WITH SPECIFICATION 09 97 02.

2. THE WALER MUST HAVE COAL TAR EPOXY PAINT APPLICATION PAINT IN ACCORDANCE

WITH SPECIFICATION 09 97 02.

3. ALL STEEL ELEMENTS CONNECTED TO THE SHEET PILES WITHIN THE TOP 20'-0" OF THE

BULKHEAD AND CONNECTED TO THE WALER MUST HAVE COAL TAR EPOXY PAINT

APPLICATION. PORTIONS OF THE TIE ROD WITH COAL TAR BITUMEN TREATED TAPE

ARE EXCEPTED FROM THIS REQUIREMENT.

4. ANY COAL TAR EPOXY PAINT REMOVED AS PART OF CUTTING, WELDING, OR OTHER

ON-SITE FABRICATION SHALL HAVE COAL TAR EPOXY REAPPLIED. REPAIR DAMAGED

OR CLEANED OFF PAINT IN ACCORDANCE WITH THE COATING MANUFACTURER'S

WRITTEN RECOMMENDATIONS.

STRUCTURAL ABBREVIATIONS:

ALT ALTERNATE

A.B. ANCHOR BOLT

B.PL. BASE PLATE

BOT. BOTTOM

C.I.P. CAST IN PLACE

CL CENTERLINE

COL COLUMN

CONC. CONCRETE

CONT. CONTINUOUS

DIA. DIAMETER

DWL DOWEL

EA EACH

E.F. EACH FACE

EL., ELEV. ELEVATION

EMBED EMBEDMENT

E.W. EACH WAY

FIN. FINISHED

F'C 28-DAY COMPRESSIVE STRENGTH

GALV. GALVANIZED

HOR. HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

MAX MAXIMUM

MIN MINIMUM

O.C. ON CENTER

PSI POUNDS PER SQUARE INCH

PSF POUND PER SQUARE FOOT

PL PLATE

REINF. REINFORCEMENT

SS STAINLESS STEEL

T&B TOP & BOTTOM

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT.O. VERTICAL

W/ WITH

W/O WITHOUT

WWF WELDED WIRE FABRIC

BULKHEAD CONSTRUCTION NOTES:

1. THE TOP OF THE BULKHEAD MUST BE HORIZONTALLY ALIGNED PRIOR TO THE

PLACEMENT OF THE CRUSHED STONE FILL AND THE COMPACTED GRAVEL FILL. THE

TOLERANCE FOR THIS ALIGNMENT SHALL BE ±0.1 FT.

2. VERIFY HORIZONTAL ALIGNMENT FOLLOWING COMPLETION OF BACKFILLING AND

COMPACTION.

FENDER NOTES:

1. FENDER SYSTEM MUST CONSIST OF VERTICAL TIMBER PILE FENDERS WITH THE

FOLLOWING GEOMETRY:

1.1. TOP OF TIMBER PILE FENDER: EL. 18.5

1.2. BOTTOM OF TIMBER PILE FENDER: EL. -29.5

1.3. MAXIMUM FENDER SPACING: 10'-0"

2. EACH FENDER PILE MUST SUPPORT THE FOLLOWING IMPACT LOAD:

2.1. P = 10,800 LBS

2.2. M = 61,000 FT-LBS

3. TIMBER FENDER PILES CONFORM TO THE FOLLOWING PROPERTIES:

3.1. DIAMETER: 16 IN

3.2. MATERIAL: DOUGLAS FIR

3.3. TREATMENT: AWPA P5, ACZA - AMMONIACAL COPPER ZINC ARSENATE, CCA -

CHROMATED COPPER ARSENATE

FENCING NOTES:

1. INSTALL FENCING HARDWARE PER MANUFACTURER RECOMMENDATION.

2. ALL HARDWARE, FIXTURES, AND FASTENERS MUST BE HOT DIPPED GALVANIZED UNLESS

OTHERWISE NOTED.

3. ALL FASTENERS AND ANCHOR BOLTS SIZE, DEPTH, AND EMBEDMENT MUST BE BY THE

MANUFACTURER. AT A MINIMUM, PROVIDE 12" X 4" GALV. ANCHORS.

TIE ROD NOTES:

1. TIE RODS MUST BE ASTM A615 #18 GRADE 75.

2. TIE RODS MUST HAVE MINIMUM ULTIMATE STRENGTH OF 400 KIPS.

3. SLEEVE NUTS MUST BE ASTM F1554 GRADE 75.

4. SLEEVE NUTS MUST HAVE MINIMUM ULTIMATE STRENGTH OF 400 KIPS.

5. ALL TIE RODS MUST BE HOT DIP GALVANIZED PER ASTM A153.

6. TIE RODS, BOLTS, AND SLEEVE NUTS MUST BE WRAPPED WITH 3 INCH WIDE COAL TAR

BITUMEN TREATED FIBER WOVEN TAPE CONFORMING TO ASTM D1668, TYPE II.

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