USCG OPC Pier Amendment 007 Drawings.pdf

T

T

D

D

D

D

D

D

D

D

D

D

D D

ACU

CR

CR

CR

HH

HH

ACUACU

HH

HH

HH

HH

HH

HH

HH

CR ACU

HH

HH

M

M

HH

HH

HH

HH

HH

HH

ACU

CR

HH

HH

HH

HH

HH

M

CB TYPE CL

TF=14.19

INV OUT=12.52

DMH

TF=15.12

INV IN=12.52 12"HDPE(SW)

INV OUT=9.62 8"RCP(NE)

DMH

TF=15.07

INV IN=12.77

INV OUT=9.17

8"RCP(S)

CB TYPE CL

TF=14.21

INV OUT=12.77

SIZE?

MH

TF=12.68

FILLED W/DIRT

STEAM MH

TF=17.64

STEAM MH

TF=17.66

STEAM MH

TF=15.65

CONCRETE

PAD

CONCRETE

PAD

CONCRETE

STRUCTURE

CODDINGTON COVECODDINGTON COVE

CODDINGTON COVE CODDINGTON COVE

BITUMINOUS CURB

A N

D E

R S

E N

A V

E

PIER ACCESS RD

PIER ACCESS RD

BURMA RD

CODDINGTON COVE

CODDINGTON COVE

CODDINGTON COVE

CODDINGTON COVE

CODDINGTON COVE

AREA WITHIN CONSTRUCTION FENCE

UNDER CONSTRUCTION

IT IS UNKNOWN IF UTILITIES STILL EXIST IN

THIS AREA

s ta n te c ad d ed pe r c lie n ts no t es x;E x;E x;E x; D x; D x;

D x; D x; D x; D x; D x; D x; D

W x;T W x;T x;E x;T x; D x;T

FLOOD

EBB

FLOOD

EBB

W W

W W

W

W

W x; D x;E x;E x;E

FLOOD

EBB

FLOOD

EBB

FLOOD

EBB

FLOOD

EBB

FLOOD

EBB

FLOOD

EBB

FLOOD

EBB

x; D x;E x;T x;E x; D x;E

W x; Dx;D

UP

MECHANICAL COMPRESSED AIR

ENCLOSURE BID OPTION 3

EXIST S45N BULKHEAD

EXIST S366

BULKHEAD

423' DIA TURNING CLEAR SPACE EXIST STONE BREAKWATER

NOAA OAMA SHIP AND

SUPPORT FACILITY

(TO BE EXISTING)

PROVIDE PIER 1

LCU LIMIT

EXIST T-PIER

EXIST PIER 1 TO BE

DEMOLISHED (BASE BID)

100' - 0"+/-

5' - 0" 80' - 0"

CODDINGTON COVE

EEL GRASS AREA

AREA OF IMPACTED EEL

GRASS BED 705 SQ. FT.

FLOOD

EBB

BUILDING 396

BUILDING 395

BUILDING 394

EMH 4123E

NOAA SITE LIMITS, TYP

EXISTING PIER HAS

BEEN DISCONNECTED

FROM LANDSIDE

COAST GUARD

LAYDOWN AREA

APPROXIMATELY

40, 000 SF

340'± 20 0'

0'

B A

S E

B

ID

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N

WATER LEVEL & STRUCTURE ELEVATIONS

100 YEAR FLOOD (ZONE VE) 16.0 FT

PIER 1 13.00 FT

EXIST PIER 1 9.36 FT

MHHW 1.86 FT

MHW 1.62 FT

NAVD88 0.00 FT (DATUM)

MLW -1.97 FT

MLLW -2.12 FT

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

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1 2 3 4 5

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CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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AS NOTED

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/2

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:1 :4

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H o m e p o rt

In iti a ti v e O

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P ie r_

/P

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-1

-S

.r v t

G-102

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12936575

CHG HBF

Frank Cole USCG MASI

MRI/CWJ

1826479

N E

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T , R

I N

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JWJ

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HPN

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G -1

06 FEB 2026

PLAN

NORTH

SCALE: 1" = 100'

GENERAL SITE PLAN

1" = 100' 0 100' 400'200'

A

M E

N D

M E

N T

/2

3/

V

M G

A

M E

N D

M E

N T

/2

4/

V

M G

10 10

40 40

W

-15 -20

CG-4

CG-2

CG-1

CG-3

CG-5

CG-6

CG-7

CG-8

CG-9CG-10

CG-11

CG-12

CG-13

CG-14

CG-15

CG-16

N= 161615.96' E= 378778.08'

N= 161706.33' E= 378929.33'

N= 161741.25' E= 378848.96'

N= 161840.91' E= 378942.46'

N= 161432.66' E= 378462.96'

N= 161453.44' E= 378537.95'

N= 161437.60' E= 378501.75'

N= 161450.10' E= 378497.79'

N= 161679.56' E= 378629.44'

N= 161699.74' E= 378701.71' N= 161682.62' E= 378668.59'

N= 161698.37' E= 378663.96'

N= 162207.39' E= 378506.47'

N= 162214.87' E= 378554.34'

N= 162229.27' E= 378589.83' N= 162223.80' E= 378547.98'

N= 162235.69' E= 378075.98'

N= 162236.89' E= 378095.70'

N= 162246.63' E= 378117.05'N= 162248.09'

E= 378093.87'

N= 162595.33' E= 378705.20'

N= 162602.22' E= 378963.65'

N= 162612.75' E= 378990.75'

N= 162612.01' E= 378870.27'

N= 162527.29' E= 378498.43'

N= 162536.84' E= 378544.40'

N= 162552.73' E= 378578.04'N= 162546.33'

E= 378536.21'

N= 161865.78' E= 377835.54'

N= 161864.62' E= 377851.74'

N= 161870.96' E= 377865.92' N= 161872.64' E= 377849.36'

N= 162724.37' E= 378642.45'

N= 162741.12' E= 378652.89'

N= 162742.56' E= 378744.75'

N= 162765.81' E= 378728.26'

CN101

KPG ASM PJK

PLAN

NORTH

GENERAL SHEET NOTES:

1. ELEVATIONS SHOWN ON THE DREDGING PLAN ARE REFERENCED TO NAVD88.

CONTOURS ARE SHOWN AT 1-FT INTERVALS.

2. ALL SOUNDINGS WERE OBTAINED FROM HYDROGRAPHIC SURVEY

CONDUCTED IN DECEMBER 2023 AND JANUARY 2024.

3. 7 OF 32 SEDIMENT SAMPLES COLLECTED FROM PROJECT AREA IN SUMMER 2024

WERE FOUND TO HAVE TRACE AMOUNTS (<1% OF FIBROUS MATERIALS ANALYZED)

OF ASBESTOS. ONE SEDIMENT SAMPLE, OUTSIDE OF THE DREDGE FOOTPRINT, WAS

FOUND TO HAVE CHRYSOTILE ASBESTOS AT 2% OF FIBROUS MATERIALS ANALYZED.

APPROPRIATE HANDLING AND DISPOSAL OF ASBESTOS CONTAINING SEDIMENTS

MUST BE FOLLOWED DURING THE DREDGING OPERATIONS. SEE APPENDIX F OF

PROJECT SPECIFICATIONS FOR SEDIMENT CHEMISTRY REPORT.

4. DREDGING OPERATIONS MUST NOT OCCUR WITHIN 20-FT OF THE FACE OF EXISTING

BULKHEAD.

5. DREDGING ACTIVITIES MUST OCCUR WITHIN OU19 AND ARE SUBJECT TO LAND USE

CONTROLS AND OTHER REPORTING REQUIREMENTS. CONFIRM WITH CONTRACTING

OFFICER ON ACCEPTABLE DISPOSAL METHODS, APPROVALS, NOTIFICATIONS,

WORKER SAFETY, AND OTHER REQUIREMENTS FOR MANAGEMENT OF DREDGED

MATERIALS. DREDGED SEDIMENTS ARE TO BE DISPOSED OFF-SITE AT A PERMITTED

RCRA D FACILITY AT A MINIMUM.

6. TOTAL DREDGE AREA FOR MINIMUM DREDGE DEPTH = ± 47,325 SF.

7. ASLFS DETERMINED FROM SUMMER 2025 ARCHAEOLOGICAL SURVEYS. DREDGING,

SPUDDING, OR ANCHORING OF PROJECT BARGES OR VESSELS PROHIBITED IN

THESE AREAS.

D

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1 2 3 4 5

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

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DRAWFORM REVISION: 25 AUGUST 2020

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

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MRI/CWJ

JWJ

HPN

1826479

NEK

Approved by Frank Cole USGC MASI

06 FEB 2026

LEGEND:

1" = 80'SCALE:

OVERALL DREDGING PLAN 1' = 80'

80' 0' 80' 160'

B1

CN302

B1

CN301

CG-X

DREDGE VOLUME SUMMARY

SITE DREDGE VOLUME (CY)

DREDGE TO MIN. DEPTH EL. -23 MLLW 7,560 CY

2' OVER-DREDGE DEPTH EL. -25 MLLW 3,815 CY

TOTAL 11,375 CY

MARGIN 06A

MARGIN 06B

MARGIN 06C

MARGIN 02A

MARGIN 02B

MARGIN 02C

MARGIN 03A

MARGIN 04B

MARGIN 01A

MARGIN XX

B1 CN

-30 -35

-35

-35

-40

-40

-40

-40

-35 -35

-35

-35 -35

-35 -35

-40

-30 -30

-3

-4

-4

-4

-40

-4

-40

-40

-40 -40

-40

-40

-35

-35 -30

-25

-20 -35

-30

-25

-25

-30

-15

-30 -20 -15

-10

-20

-15

DREDGE TO

EL. -25.12 NAVD88

/ EL. -23 MLLW

PIER 1

S45S BULKHEAD

AREAS TO BE DREDGED

N= 162022.50' E= 378689.52'

N= 161989.35' E= 378771.35'

N= 162091.69' E= 378889.81'

N= 162015.28' E= 378910.81'

N= 162050.89' E= 378879.49'

N= 162172.26' E= 379151.67' N= 162082.72' E= 379180.38'

N= 162233.56' E= 379257.34'

N= 162210.82' E= 379287.85'

N= 162029.61' E= 379328.50'

N= 162017.94' E= 379309.99'

N= 162096.16' E= 379291.92'

SEDIMENT SAMPLING LOCATION

CONTROL POINTS FOR LIMITS OF DREDGE

ANCIENT SUBMERGED LANDFORM FEATURES (ASLF)

MARGIN AVOIDANCE AREA

POINT COORDINATES

OV

ER

AL

L D

RE

DG

IN

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PL

AN

20' MIN.

12936599

EXISTING EEL GRASS BED

AM

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/26

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BI

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/29

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+10.46

+10.68

10.58

X X X X X X X

X X X X X

X

XXXXXXXXXXXXXX

X

X X

X X

X X

X

X X X

X X X X X X X

X

X X

X

E

W

T

W

T

E

W

X X X X X X X

X

E

E

E

E

W

W

S

X X

X

X

X

X

X

N = 162242.53' E = 379423.17'

N = 162164.27' E = 379490.39'

N = 162121.59' E = 379501.69'

N = 161832.69' E = 379557.58'

N = 161667.30' E = 379610.02'

N = 162248.33' E = 379400.87'

N = 162186.77' E = 379417.66'

N = 162190.55' E = 379575.06'

N = 162212.23' E = 379591.76'

N = 162269.67' E = 379575.23'

N = 162280.95' E = 379511.53'

N = 162290.26' E = 379543.88'

N = 162271.06' E = 379514.39'

CD101

SI

TE

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EM

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N

PL

AN

KPG ASM PJK

1" = 30'SCALE:

SITE DEMOLITION PLAN

PLAN

NORTH

1" = 30' 30' 0 30' 60'

DEMOLITION KEYNOTES:

D

EP

AR

TM

EN

T

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TH

E

N

AV

Y

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

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C

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

N

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DRAWFORM REVISION: 25 AUGUST 2020

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

L

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MRI/CWJ

JWJ

Approved by Frank Cole USGC MASI

06 FEB 2026

1. REMOVE AND DISPOSE OF BITUMINOUS CONCRETE

PAVEMENT.

2. REMOVE AND DISPOSE OF BITUMINOUS CONCRETE

CURBING. TOTAL ± 960 LF.

3. REMOVE AND CAST ASIDE STONE BREAKWATER AT

BULKHEAD CROSSING. TO BE RESET AFTER BULKHEAD

CONSTRUCTION. SEE REFERENCE IMAGE 'C1' AND 'C2'.

4. 8" SAWCUT FOR PAVEMENT REMOVAL.

5. REMOVE AND DISPOSE OF CONCRETE PAVEMENT.

6. REMOVE AND DISPOSE OF TOPSOIL, LAWN, AMENDED SOIL,

AND LANDSCAPE PLANTINGS.

7. REMOVE AND DISPOSE CONCRETE MONOLITHIC BLOCKS,

CHAINS, WIRE ROPE, TIMBER DEBRIS, VEGETATION, ETC

AS REQUIRED FOR BULKHEAD. SEE REFERENCE IMAGE 'B'

AND 'C2'.

8. REMOVE AND DISPOSE OF CONCRETE PADS. SEE

REFERENCE IMAGE 'A1' AND 'A2'.

9. PROTECT AND MAINTAIN MONITORING WELL.

10. LIMIT OF FULL DISTURBANCE.

11. SEDIMENTATION CONTROL SYSTEM AT CATCH BASIN /

DRAIN, TYP.

12. REMOVE AND DISPOSE OF GRAVEL SURFACE AS

REQUIRED. SEE REFERENCE IMAGE 'B'.

13. CONCRETE WASHOUT AREA. LOCATION TO BE

DETERMINED AND ADJUSTED AS REQUIRED TO PERMIT

CONSTRUCTION OPERATIONS.

14. MATERIAL STOCKPILE AREA. PROVIDE SEDIMENTATION

CONTROL SYSTEM AROUND STOCKPILE AREA.

15. REMOVE AND DISPOSE VEGETATION, GRAVEL SURFACE

RIPRAP, CONCRETE BLOCKS, CHAINS, WIRE ROPE, TIMBER

DEBRIS AS NECESSARY TO INSTALL STORM DRAINAGE

AND BULKHEAD.

16. SEDIMENTATION CONTROL SYSTEM AT TOE OF SLOPE.

17. REMOVE FENCE FABRIC AS REQUIRED FOR NEW UTILITY

TRENCHING. REPLACE FABRIC ONCE UTILITY HAS BEEN

INSTALLED AND TRENCH HAS BEEN BACKFILLED, TYP.

18. EXISTING FENCING TO REMAIN, TYP.

19. REMOVE VEGETATION OVERGROWTH. SEE REFERENCE

IMAGE 'A2', 'B', AND 'C2'.

EXISTING PIER 1

FOR PIER DEMOLITION, SEE

STRUCTURAL DEMOLITION

DRAWINGS

EXISTING MANHOLES

TO REMAIN

EXISTING MANHOLES

TO REMAIN

100-YR FLOODPLAIN

ELEV. 14.0

A PORTION OF THE EXIST. PIER 1 AND EXIST. BULKHEAD

S366 NEAR THE LANDWARD END OF THE PIER WAS

DEMOLISHED TO FACILITATE CONSTRUCTION OF

BULKHEAD S366 UNDER A SEPARATE CONTRACT.

GENERAL SHEET NOTES:

1. REFER DRAWINGS C-001 AND ##### FOR ADDITIONAL

LEGEND, ABBREVIATIONS, AND GENERAL NOTES.

2. SEE WORK KEYNOTES FOR SPECIFIC ITEMS INCLUDED AS

BID OPTIONS. ALL WORK NOT IDENTIFIED AS BID OPTIONS

MUST BE CONSIDERED PART OF THE BASE BID.

NOAA PROPERTY

LINE

REFERENCE IMAGES:

IMAGE 'A1'

CONCRETE PADS

IMAGE 'B'

TIMBER DEBRIS AND

GRAVEL SURFACE

IMAGE 'C1'

STONE BREAKWATER

TOPSOIL, LAWN, AND LANDSCAPE

PLANTINGS REMOVAL

BITUMINOUS CONCRETE PAVEMENT

REMOVAL

BITUMINOUS CURB REMOVAL

GRAVEL SURFACE REMOVAL

CONCRETE PAD / SURFACE / PAVEMENT

REMOVAL

LEGEND:

IMAGE 'A2'

CONCRETE PADS

IMAGE 'C2'

STONE BREAKWATER

VEGETATION, GRAVEL SURFACE,

RIPRAP, CONCRETE BLOCKS, CHAINS,

WIRE ROPE, TIMBER DEBRIS REMOVAL

12936605

BREAKWATER

REMOVE AND DISPOSE OF

EXISTING BITMINOUS CONCRETE

REMNANTS WITHIN THIS AREA

AM

EN

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/20

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G

AM

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+10.46

+10.68

10.58100-YR FLOODPLAIN

EL 14.0

100-YR FLOODPLAINEL 14.0

X X X X X X X

X X X X X

X

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X

X X

X X

X X

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X X X

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E

E

E

W

N = 162258.24' E = 379554.06'

N = 162215.20' E = 379586.23'

N = 162121.59' E = 379501.69'

N = 161832.69' E = 379557.58'

N = 161655.93' E = 379577.85'

N = 161625.63' E = 379462.80'

N = 162051.59' E = 379378.07'

N = 162128.47' E = 379355.94'

LIMIT OF BITUMINOUS

CONCRETE CURBING

N = 162248.33' E = 379400.87'

N = 162204.18' E = 379412.41'

N = 162034.87' E = 379418.98'

N = 162002.42' E = 379434.59'

N = 162002.14' E = 379385.27'

N = 162037.05' E = 379375.22'

BEGIN C PIER 1

N = 162084.18' E = 379346.68'

C-101

SI

TE

P

LA

N

KPG ASM PJK

PLAN

NORTH

1" = 30' 30' 0 30' 60'

GENERAL SHEET NOTES:

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

N

AV

AL

F

AC

IL

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DRAWFORM REVISION: 25 AUGUST 2020

CHK

OF

EPROJECT NO.:

PM/DM

BRANCH MANAGER

L

FA

CI

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TI

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E

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IN

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MRI/CWJ

JWJ

Approved by Frank Cole USGC MASI

06 FEB 2026

1. BITUMINOUS CONCRETE PAVEMENT. SEE DETAIL C1 / C-502.

BID ALTERNATE: CONCRETE PAVEMENT. SEE DETAIL D4 / C-503.

2. LIMITS OF BITUMINOUS CONCRETE PAVEMENT.

(SAWCUT AND SEAL JOINT, MATCH EXISTING PAVEMENT FLUSH).

3. BITUMINOUS CONCRETE CURBING (TOTAL = 545 LF).

4. MEET EXISTING CONCRETE PAVEMENT FLUSH.

5. SET MONITORING WELL FLUSH WITH GRADE. REMOVE

BOLLARDS. SEE DETAIL A2 / C-503.

6. 30-FOOT OPENING IN BITUMINOUS CONCRETE CURBING FOR

STORMWATER RUNOFF LEAKOFF.

7. FILTER STONE DIAPHRAGM.

8. 4" MULCH LAYER.

9. CONCRETE FILLED STEEL GUARD POST (TYP.). BID OPTION 3 AT

LOW PRESSURE COMPRESSED AIR LOCATION.

10. CONCRETE PAD FOR DUMPSTERS (36' X 15'). SEE DETAIL D3 /

C-503.

11. CONCRETE WHEEL STOP (TYP.). SEE DETAIL D4 / C-502.

12. CONCRETE CURBING (120 LF).

13. BITUMINOUS CONCRETE CURBING (197 LF).

14. VE ZONE LIMITS, TYP.

15. PROVIDE ACCESSIBLE PARKING SIGN AND POST.

16. ACCESSIBLE PARKING SPACE. PROVIDE ACCESSIBLE PARKING

SYMBOL PAVEMENT MARKING.

17. PROVIDE 1.5" LIP ALONG TRAVEL WAY TO MAINTAIN PIER

ACCESS ROAD GUTTER.

18. 6" LOAM AND SEED ALL DISTURBED AREAS NOT SCHEDULED

FOR OTHER IMPROVEMENTS (TYP.).

19. BIORETENTION PLANTER. SEE DETAIL A1 / C-505 AND SHEET

C-506.

20. 4" WIDE WHITE PAVEMENT MARKING FOR ALL LAYDOWN AREA

STRIPING (TYP.)

21. LIMITS OF BITUMINOUS CONCRETE PAVEMENT. MEET

APPROACH SLAB FLUSH. REFER TO STRUCTURAL DRAWINGS.

22. PERMANENT TRENCH REPAIR - CONCRETE PAVEMENT. (FOR

SANITARY PIPE INSTALLATION.)

23. 15KV SWITCHGEAR STRUCTURE. SEE DRAWING E-502 FOR

DETAILS.

24. PERMANENT TRENCH REPAIR IN LAWN AND TOPSOIL.

25. LIMITS OF FULL DISTURBANCE.

26. STEEL BEAM GUIDERAIL. REFER RIDOT STANDARD HIGHWAY

DETAIL 34.1.0 - 34.3.0

1. DISTURBED AREAS WITHIN THE SITE MUST BE RECAPPED WITH APPROVED

ENGINEERED CONTROLS (I.E. 6 INCHES OF A CLEAN SOIL ENCAPSULATION AND

COVER SYSTEM, 2 INCHES OF ASPHALT, OR CONCRETE) IN ACCORDANCE WITH

THE EPA RECORD OF DECISION FOR SITE 19 - ON-SHORE DERECKTOR

SHIPYARD OPERABLE UNIT 12, SEPTEMBER 2014, AND IN ACCORDANCE WITH

CONTRACT DOCUMENTS

2. SEE ELECTRICAL SITE WORK SHEETS E-108, E-109, E-110, AND E-111 FOR SITE

IMPROVEMENTS OUTSIDE THE WORK LIMITS DETAILED ON C-101 AND C-102.

3. SEE SHEET C-506 FOR BIORETENTION AREA PLANTING SCHEDULES.

4. SEE SHEET C-001 AND ##### FOR LEGEND ABBREVIATIONS, AND GENERAL

NOTES.

5. SEE WORK KEYNOTES FOR SPECIFIC ITEMS INCLUDED AS BID OPTIONS. ALL

WORK NOT IDENTIFIED AS BID OPTIONS MUST BE CONSIDERED PART OF THE

BASE BID.

WORK KEYNOTES:

9'-0"

20'-0"

12'-0"

35'-0"

10'-0"

'-0

23'-0"±

100-YR FLOODPLAIN

ZONE AE ELEV. 14.0

BOAT TRAILER PARKING (12)

CRANE PARKING

REFER TO STRUCTURE DRAWINGS FOR

APPROACH SLAB AND PIER DETAILS

PIER 1

LIMIT OF BITUMINOUS

CONCRETE CURBING

LIMIT OF BITUMINOUS

CONCRETE CURBING

BIORETENTION AREA NO. 1 BIORETENTION AREA NO. 2

5 12

NOAA PROPERTY

LINE

C PIER 1L

L

VEHICLE PARKING (8)

1" = 30'SCALE:

SITE PLAN

LIMIT OF CONCRETE

CURBING

27. STEEL BEAM GUIDERAIL TERMINAL END SECTION. REFER RIDOT

STANDARD HIGHWAY DETAIL 34.3.1

28. CONCRETE PAD FOR REDUCED PRESSURE ZONE BACKFLOW

PREVENTER. CONFIRM SIZE WITH FINAL APPROVED HEATED

ENCLOSURE.

29. REFER SHEET S-404 FOR TYPICAL BULKHEAD SECTION (BASE

BID).

30. ELECTRICAL MANHOLE. REFER ELECTRICAL DRAWINGS FOR

DETAILS.

31. PERMANENT TRENCH REPAIR IN BITUMINOUS CONCRETE

PAVEMENT.

32. RESET EXISTING CHAIN LINK FENCE TO ACCOMMODATE GRADE

ADJUSTMENTS ALONG CONCRETE CURBING.

33. CONCRETE EQUIPMENT PAD (2' X 6') . SEE DETAIL D3/C-503.

LIMIT OF BITUMINOUS

CONCRETE CURBING

SEE DRAWING C-506 FOR ENLARGEMENT

DETAILS FOR PLANTINGS

SEE DRAWING C-506 FOR ENLARGEMENT

DETAILS FOR PLANTINGS

LIMIT OF CONCRETE

CURBING

12936607

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SHEET NOTE 2

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BID OPTION AT

COMPRESSED

AIR ENCLOSURE

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LOW PRESSURE COMPRESSED AIR

(BID OPTION 3)

Cx

Cx

Cx

Cx

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10.58

C x

Cx

G G

G

G G G G G G G G G G G G G G G G G G

G

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G G G G G

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12"Ø C.I.

12"Ø

DD

D

DD

D

D

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X X X X X X X

X X X X X

X

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X

X X

X X

X X

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X X X X X X X

X

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X

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

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DRAWFORM REVISION: 25 AUGUST 2020

CHK

OF

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PM/DM

BRANCH MANAGER

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Approved by Frank Cole USGC MASI

06 FEB 2026

1. LIMITS OF BITUMINOUS CONCRETE PAVEMENT.

2. 10" Ø DUCTILE IRON WATER PIPE.

3. REDUCED PRESSURE BACKFLOW PREVENTER WITH HEATED

ENCLOSURE. SEE DRAWING M-402 FOR DETAILS.

4. 6" Ø DUCTILE IRON WATER PIPE.

5. CONNECT 10" WATER SERVICE TO EXISTING 12" MAIN USING

12"X10" TAPPING SLEEVE.

6. 10" GATE VALVE, (TYP)

7. 4" Ø DUCTILE IRON SANITARY SEWER FORCE MAIN (SSFM).

8. SANITARY SEWER PUMP STATION ASSEMBLY. SEE SHEET

C-504.

9. 41 LF OF 15" RCP.

10. 4" Ø DUCTILE IRON SANITARY SEWER FORCE MAIN (SSFM).

11. COMPRESSED AIR ENCLOSURE. SEE DRAWING M-401 FOR

DETAILS (BID OTPION 3).

12. 3" DIA. STAINLESS STEEL COMPRESSED AIR LINE (BID

OPTION).

13. 44 LF OF 15" RCP.

14. 36 LF OF 15" PVC SDR 35.

15. 77 LF OF 8" PVC PERFORATED UNDERDRAIN.

16. 78 LF OF 15" PVC SDR 35.

17. 57 LF OF 8" PVC PERFORATED UNDERDRAIN.

18. RESET MANHOLE AND PROVIDE RIDOT STANDARD DETAIL

6.4.1, ROUND AREA FRAME AND GRATE.

TF = 9.80

19. RESET MANHOLE AND PROVIDE RIDOT STANDARD DETAIL

6.4.1, ROUND AREA FRAME AND GRATE.

TF = 9.90

20. EXISTISTING STORM DRAINAGE OUTLET REMAIN. PROTECT IN

PLACE.

21. RESET MANHOLES, TF = MATCH EXIST, PROVIDE RIDOT

STANDARD DETAIL 6.4.1, ROUND AREA FRAME AND GRATE.

22. RESET HYDRODYNAMIC SEPARATOR MANHOLE. TF = 9.30

23. RESET HYDRODYNAMIC SEPARATOR MANHOLE. TF = 9.20

24. 15" RCP INVERT OUT = 1.60.

25. EXISTING BASIN TO BE USED AS HIGH LEVEL BIORETENTION

SYSTEM OVERFLOW. CORE FOR 8" PVC UNDERDRAIN, INV =

5.0.

26. 80 LF OF 8" PVC PERFORATED UNDERDRAIN. INVERT = 3.5.

27. 15KV SWITCHGEAR STRUCTURE. SEE DRAWING E-502 FOR

DETAILS.

28. CONNECT 4"Ø DUCTILE IRON SSFM TO EXISTING MANHOLE.

29. SET STONE DIAPHRAGM FLUSH WITH ROADWAY FOR ENTIRE

LENGTH OF BIORETENTION AREA.

30. FIRE HYDRANT.

31. RESET EXISTING ELECTRICAL / TELECOM MANHOLE COVERS

FLUSH TO GRADE.

32. SEE DRAWING M-107 FOR CONTINUATION OF PIPE TOWARDS

THE PIER.

33. 3" Ø GRAVITY SANITARY PIPE.

34. ELECTRICAL MANHOLE, SEE ELECTRICAL DRAWINGS FOR

DETAILS, TYP.

35. DRAINAGE MANHOLE DMH 1.

36. DRAINAGE MANHOLE DMH 2.

37. ROUND CATCH BASIN CB 1 (RIDOT STANDARD DETAIL 6.4.0,

ROUND FRAME AND GRATE AND 4.4.0 ROUND CATCH BASIN).

38. ROUND CATCH BASIN CB 2 (RIDOT STANDARD DETAIL 6.4.0,

ROUND FRAME AND GRATE AND 4.4.0 ROUND CATCH BASIN).

39. 10" x 6" DUCTILE IRON TEE. PROVIDE 6" GATE VALVE FOR

FIRE HYDRANT SERVICE LINE.

40. ELECTRICAL DUCT BANK, SEE ELECTRICAL DRAWINGS FOR

ADDITIONAL ROUTING AND DETAILS, TYP.

41. AIR RELEASE MANHOLE. TF = 10.00

42. CONCRETE EQUIPMENT PAD (2' X 6') . SEE DETAIL D3/C-503.

WORK KEYNOTES: GENERAL SHEET NOTES:

DRAINAGE STRUCTURES

STRUCTURE ID NORTHING EASTING RIM INVERTS

DMH 1 161790.47' 379463.95' 9.50 2.00 (E,W), 2.27 (SE)

DMH 2 161772.25' 379499.99' 9.10 2.67 (SE, NE, NW)

CB 1 (4-FT DIAM.) 161729.92 379571.50 7.75 3.5 (N,S,NW)

CB 2 (4-FT DIAM.) 161803.24 379536.82 7.75 4.0 (S)

PIER 1

100-YR FLOODPLAIN

ZONE AE ELEV. 14.0

10.0

10.0

10.010.0 10.0

9.90

10.0

1. DISTURBED AREAS WITHIN THE SITE MUST BE RECAPPED WITH

APPROVED ENGINEERED CONTROLS (I.E. 6 INCHES OF A CLEAN SOIL

ENCAPSULATION AND COVER SYSTEM, 2 INCHES OF ASPHALT, OR

CONCRETE) IN ACCORDANCE WITH THE EPA RECORD OF DECISION

FOR SITE 19 - ON-SHORE DERECKTOR SHIPYARD OPERABLE UNIT 12,

SEPTEMBER 2014, AND IN ACCORDANCE WITH CONTRACT

DOCUMENTS.

2. SEE ELECTRICAL SITE WORK SHEETS E-108, E-109, E-110, AND E-111

FOR SITE IMPROVEMENTS OUTSIDE THE WORK LIMITS DETAILED ON

C-101 AND C-102.

3. SEE WORK KEYNOTES FOR SPECIFIC ITEMS INCLUDED AS BID

OPTIONS. ALL WORK NOT IDENTIFIED AS BID OPTIONS MUST BE

CONSIDERED PART OF THE BASE BID.

5.

NOAA PROPERTY

LINE

C PIER 1L

BEGIN C PIER 1

N = 162084.18' E = 379346.68'

L

0+00.00

0+83.09

1+22.66

1+68.80

3+67.73

20.5 20.5

20.5 20.5

1" = 30'SCALE:

UTILITY PLAN - PIER 1 LANDSIDE

EXIST. EEL GRASS BED

12936608

SEE GENERAL SHEET NOTE 2

SEE GENERAL

SHEET NOTE 2

EXISTING SHEET

PILING (TYP.)

10.1

10.1

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1. FIELD VERIFY ALL DIMENSIONS, LOCATIONS AND ELEVATIONS SHOWN ON CONTRACT DRAWINGS FOR EXISTING STRUCTURES. ALL DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER BEFORE PROCEEDING WITH THE WORK.

2. THE SIZES AND LOCATIONS OF EQUIPMENT PADS AND PEDESTALS, AS WELL AS EQUIPMENT-

RELATED FLOOR AND WALL OPENINGS, ARE DEPENDENT ON THE ACTUAL EQUIPMENT

FURNISHED. VERIFY AND COORDINATE ALL SUCH ITEMS. DIMENSIONS INDICATED ON THESE

DRAWINGS MUST NOT BE ALTERED WITHOUT APPROVAL OF THE CONTRACTING OFFICER.

STRUCTURAL DRAWINGS MAY NOT SHOW ALL EQUIPMENT PADS AND OTHER EQUIPMENT

SUPPORTS REQUIRED. REFER TO CIVIL, MECHANICAL AND ELECTRICAL DRAWINGS.

3. FOR NOTES PERTAINING TO INDIVIDUAL STRUCTURES, SEE DRAWINGS FOR THOSE STRUCTURES.

4. COORDINATE ALL ACTIVITIES, INCLUDING THOSE OF SUBCONTRACTORS, WITH THE

GOVERNMENT'S ACTIVITIES.

5. FIELD VERIFY ALL DIMENSIONS, ELEVATIONS, LOCATIONS AND DIMENSIONS OF UTILITIES AND

INTERFACE TO EXISTING PIER PRIOR TO DEMOLITION, MATERIAL FABRICATION AND FIELD

CONSTRUCTION.

6. COORDINATE CONCRETE PLACEMENT WITH MECHANICAL, ELECTRICAL AND FIRE PROTECTION.

STRUCTURAL GENERAL NOTES

STRUCTURAL CONCRETE NOTES

1. PROVIDE CONCRETE AS FOLLOWS:

A. PIER STRUCTURE (INCLUDING MANHOLES) - MARINE CONCRETE WITH A MINIMUM

COMPRESSIVE STRENGTH OF 5,000 PSI AT 28 DAYS. ALL OTHER STRUCTURES TO BE NORMAL

CONCRETE WITH MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI AT 28 DAYS.

2. DETAIL AND CONSTRUCT REINFORCED CONCRETE IN ACCORDANCE WITH AMERICAN CONCRETE

INSTITUTE ACI SPEC-301-20, "SPECIFICATION FOR STRUCTURAL CONCRETE".

3. DETAIL REINFORCING STEEL IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE ACI 315R-18, "GUIDE TO PRESENTING REINFORCING STEEL DESIGN DETAILS," AND ACI SP-66, "ACI DETAILING

MANUAL".

4. PROVIDE REINFORCEMENT CONFORMING TO ASTM A767, GRADE 60. GALVANIZED REINFORCING

STEEL MUST BE USED, UNLESS NOTED OTHERWISE.

5. UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE CONCRETE COVER FOR REINFORCEMENT

MUST BE AS FOLLOWS:

A. BOTTOM BARS IN FOOTINGS AND IN SLABS ON EARTH OR GRAVEL: 3".

B. BEAMS, SLABS, COLUMNS AND WALLS, EXPOSED TO GROUND, WEATHER MOISTURE, AND

MARINE ENVIRONMENT, AFTER REMOVAL OF FORMS: 3".

7. SUBMIT REINFORCING STEEL DETAILS (SHOP DRAWINGS) AND RECEIVE APPROVAL FROM THE

CONTRACTING OFFICER BEFORE PROCEEDING WITH FABRICATION.

8. CHAMFER ALL EXPOSED CONCRETE EDGES 3/4", UNLESS NOTED OTHERWISE.

9. POUR CONCRETE SLABS AND WALLS BETWEEN INDICATED JOINTS, ALLOWING A MINIMUM

ELAPSED PERIOD OF 3 DAYS BETWEEN ADJACENT POURS.

10. PROVIDE JOINTS AS DETAILED AND SPECIFIED. NO ADDITIONAL JOINTS MUST BE USED NOR ANY

OMITTED EXCEPT BY WRITTEN AUTHORIZATION FROM THE CONTRACTING OFFICER. APPROVED

ADDITIONAL JOINTS MUST NOT RESULT IN ADDITIONAL EXPENSE TO THE GOVERNMENT.

11. PROVIDE SWELLABLE WATERSTOPS AS SHOWN ON THE DRAWINGS. WHERE NOT SHOWN,

CONTINUOUS PVC WATERSTOPS MUST BE USED.

12. SIZE AND LOCATE ANCHOR BOLTS AND EQUIPMENT PADS OR PEDESTALS TO SUIT EQUIPMENT

FURNISHED.

13. REVIEW ALL DRAWINGS FROM OTHER DISCIPLINES AND COORDINATE ALL OPENINGS AND

EMBEDDED ITEMS, SUCH AS SLEEVES, ANCHORS, CONDUITS, ETC., WHICH WILL BE

INCORPORATED INTO CONCRETE WORK.

14. ROUGHEN SURFACE OF ALL HORIZONTAL CONSTRUCTION JOINTS IN BEAMS AND PILE CAPS TO

APPROXIMATELY 1/4" FULL AMPLITUDE UNLESS NOTED OTHERWISE.

15. PROVIDE WELDED WIRE FABRIC CONFORMING TO ASTM A185. ALL WELDED WIRE FABRIC MUST

BE GALVANIZED AND IN CONFORMANCE WITH ASTM A106.

16. FOR REINFORCEMENT TO REMAIN WITHIN DEMOLITION LIMIT REMOVE AND DISPOSE ALL

CONCRETE FROM REINFORCING. PER ACI 301, WHEN CONCRETE IS PLACED, ALL REINFORCEMENT

MUST BE FREE OF MATERIALS DELETERIOUS TO BOND.

18. ALL REINFORCING STEEL MUST BE CONTINUOUS OR LAP SPLICED WITH LENGTH AS SHOWN

ON S-004 UNLESS NOTED OTHERWISE. ALL LAP SPLICES AT THE SAME LOCATION ARE REQUIRED

TO BE STAGGERED OUT 5'-0" FROM EACH OTHER AS MINIMUM FOR MORE THAN FIFTY PERCENT

(50%) OF TOTAL REINFORCEMENT AT THIS LOCATION.

19. PROVIDE WELDS OR MECHANICAL COUPLER TO ENSURE REINFORCEMENT CONTINUITY WHEN

REINFORCEMENT RETENTION IS NOT PRACTICAL OR INADVERTENT DAMAGE OCCURS TO EXISTING

REINFORCEMENT DURING CONSTRUCTION. REMOVAL AND RESTORATION (COLD-APPLIED) OF

REINFORCEMENT GALVANIZING ARE REQUIRED BEFORE AND AFTER WELDING.

20. PROVIDE HEADED REINFORCEMENT IN ACCORDANCE WITH ASTM A970, GRADE 60. HEADED

REINFORCEMENT TO BE GALVANIZED IN ACCORDANCE WITH ASTM A767.

STRUCTURAL STEEL NOTES

1. FABRICATE AND ERECT STRUCTURAL STEEL CONFORMING TO THE REQUIREMENTS OF

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), "STEEL CONSTRUCTION MANUAL".

2. SUBMIT ERECTION PLANS AND SHOP DETAILS AND RECEIVE APPROVAL FROM THE

CONTRACTING OFFICER BEFORE PROCEEDING WITH FABRICATION.

3. PROVIDE STRUCTURAL STEEL WIDE-FLANGE SHAPES CONFORMING TO ASTM A992; H-PILES

CONFORMING TO ASTM A573 HSS MEMBERS CONFORMING TO ASTM A500; CHANNELS, PLATES,

AND ANGLES CONFORMING TO ASTM A36; AND THREADED RODS CONFORMING TO ASTM A36.

4. PROVIDE HOT-DIP GALVANIZED ANCHOR BOLTS CONFORMING TO ASTM F1554.

5. PROVIDE BOLTS CONFORMING TO ASTM A306, NUTS CONFORMING TO ASTM A563, AND

WASHERS CONFORMING TO ASTM F436. BOLTS, NUTS AND WASHERS ARE HOT-DIP GALVANIZED.

6. WELD IN COMPLIANCE WITH AMERICAN WELDING SOCIETY AWS D1.5 "BRIDGE WELDING CODE" FOR WELDS USED TO FABRICATE STEEL PIPE PILES, AND AWS D1.1, "STRUCTURAL WELDING CODE -

STEEL" FOR WELDS USED FOR ALL OTHER STEEL WORKS.

7. WELD ALL SHOP CONNECTIONS WITH CLASS E70XX ELECTRODES. PROVIDE FIELD

CONNECTIONS WITH HIGH STRENGTH BOLTED CONNECTIONS UNLESS NOTED OTHERWISE.

8. CONNECTIONS NOT INDICATED MUST BE DESIGNED BY THE FABRICATOR AND RECEIVE

APPROVAL FROM THE CONTRACTING OFFICER.

9. MILL BOTTOM OF ALL COLUMNS AND FINISH TOP OF ALL BASE PLATES IN ACCORDANCE WITH AISC

SPECIFICATIONS. WELD BASE PLATES TO BOTTOM OF COLUMNS.

10. ALL STRUCTURAL STEEL MUST BE HOT-DIP GALVANIZED, UNLESS NOTED OTHERWISE.

11. STRUCTURAL STEEL TO BE USED IN BULKHEAD IS EXCLUDED FROM THIS SECTION.

CODES AND STANDARDS

1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "STEEL CONSTRUCTION MANUAL", SIXTEENTH EDITION, 2022.

2. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), "SEISMIC DESIGN MANUAL", FOURTH EDITION, 2024.

3. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), " SPECIFICATION FOR STRUCTURAL STAINLESS STEEL

BUILDINGS (ANSI/AISC 370-21)", 2021.

4. AMERICAN CONCRETE INSTITUTE ACI-318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", 2019.

5. AMERICAN CONCRETE INSTITUTE ACI 301, "SPECIFICATIONS FOR CONCRETE CONSTRUCTION", 2020.

6. AMERICAN SOCIETY OF CIVIL ENGINEERS, "SEISMIC DESIGN OF PIERS AND WHARVES", ASCE/CORPI 61-14, 2014.

7. ALUMINUM ASSOCIATION, "ALUMINUM DESIGN MANUAL", 2020.

8. AMERICAN SOCIETY OF CIVIL ENGINEERS, ASCE 7, "MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES", 2022.

9. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO), "LRFD BRIDGE DESIGN

SPECIFICATIONS", 9TH EDITION, 2024.

10. CALIFORNIA STATE LANDS COMMISSION MARINE FACILITIES DIVISION, "MARINE OIL TERMINAL ENGINEERING AND

MAINTENANCE STANDARDS", 2012.

11. FEMA 302, "NEHRP RECOMMENDED PROVISIONS FOR SEISMIC REGULATIONS FOR NEW BUILDINGS AND OTHER

STRUCTURES", 2020.

12. INTERNATIONAL BUILDING CODE (IBC), 2024.

13. UFC 1-200-01, "DoD BUILDING CODE" WITH CHANGE 3, 2024

14. UFC 4-151-10, "GENERAL CRITERIA FOR WATERFRONT CONSTRUCTION", WITH CHANGE 1, 2024.

15. UFC 4-152-01, "DESIGN: PIERS AND WHARVES", WITH CHANGE 1, 2024.

16. UFC 4-159-03, "MOORINGS", 2020.

17. UFC 3-301-01, "STRUCTURAL ENGINEERING", WITH CHANGE 3, 2025.

18. USCG CSTO, SILC-CSTO-36-11 31 21-02, CUTTER MOORINGS, JAN, 2025.

ALUMINUM STRUCTURAL NOTES

1. FABRICATE ALL STRUCTURAL ALUMINUM IN ACCORDANCE WITH THE SPECIFICATIONS OF THE ALUMINUM ASSOCIATION.

2. PROVIDE ALLOY 6061-T6 STRUCTURAL ALUMINUM.

3. COAT ALL ALUMINUM IN CONTACT WITH CONCRETE AND OTHER DISSIMILAR METALS WITH BITUMINOUS PAINT ON THE

CONTACT SURFACE.

4. USE STAINLESS STEEL CONNECTION BOLTS FOR CONNECTING ALUMINUM MEMBERS.

5. ALL EDGES AND OPENINGS IN GRATING MUST BE BANDED.

FOUNDATION NOTES - STEEL PIPE PILES

1. INSTALL STEEL PIPE PILES IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS. FOR ADDITIONAL STEEL PIPE PILE REQUIREMENTS, AS WELL AS REQUIREMENTS FOR THE PROJECT TEST PILE PROGRAM, REFER TO SPECIFICATION SECTION 31 62 16.13 “STEEL PIPE PILES.” NOTE THAT THE TEST PILE PROGRAM CONSISTS OF DYNAMIC PILE ANALYSIS (PDA) TESTS AT LOCATIONS AS INDICATED ON THE PILE PLANS. ALL PDA TEST LOCATIONS INDICATED ON THE PILE PLANS AND SCHEDULES MUST BE PERFORMED TO VERIFY PILE CAPACITIES AND DRIVABILITY. PDA TEST PILES MUST BE DRIVEN PRIOR TO DRIVING PRODUCTION PILES. LOCATION OF TEST PILES MAY BE ADJUSTED SLIGHTLY WITH CONTRACTING OFFICER APPROVAL.

DRIVE TEST PILES TO INDICATED TIP ELEVATION AND CAPACITY.

2. FOUNDATION TYPE AND LOCATIONS ARE SHOWN ON THE PILE PLANS (DRAWINGS S-103 THROUGH S-109).

3. UNLESS NOTED OTHERWISE, BENTS 1 THROUGH 43 AT PIER 1 MUST BE SUPPORTED BY 36"Ø X 3/4" WALL THICKNESS DRIVEN STEEL PIPE PILES. STEEL PIPE PILES MUST CONFORM TO THE REQUIREMENTS OF ASTM A252, GRADE 3 (MODIFIED TO 50 KSI MINIMUM YIELD STRENGTH). ALL DRIVEN STEEL PIPE PILES MUST BE EQUIPPED WITH AN OUTSIDE-FIT CAST STEEL DRIVING SHOE OR PILE POINT CONFORMING TO THE REQUIREMENTS OF ASTM A27, GRADE 90/60. FOR TYPICAL STEEL PIPE PILE DETAILS, SEE DRAWINGS S-502

AND S-503.

4. STEEL PIPE PILES MUST BE DRIVEN TO THE MINIMUM TIP ELEVATIONS AND ALLOWABLE BEARING CAPACITIES INDICATED ON THE PLANS, USING AN APPROVED HAMMER, WITH A CAPACITY AT LEAST EQUAL TO THE HAMMER MANUFACTURER'S RECOMMENDATIONS FOR THE TOTAL WEIGHT OF PILE AND THE

CHARACTER OF THE SUBSURFACE MATERIAL TO BE ENCOUNTERED.

5. PILE TIP ELEVATIONS ARE PROVIDED IN DRAWING S-601.

6. PILE SERVICE (ALLOWABLE) CAPACITIES:

6.1. 36” Ø CONCRETE-FILLED STEEL PIPE PILE CAPACITY…………….….285 TONS (COMPRESSION)

0 TONS (TENSION)

7. PILE FACTORED (ULTIMATE) CAPACITIES:

7.1. 36” Ø CONCRETE-FILLED STEEL PIPE PILE CAPACITY…………….…..641 TONS (COMPRESSION)

0 TONS (TENSION)

8. MINIMUM PILE TIP ELEVATION FOR LATERAL FIXITY FOR 36" PIPE PILES:

8.1 BENTS 1-25: PILE TIP ELEVATIONS PER PILE SCHEDULE (S-601)

8.2 BENTS 26-43: EL. -80

9. SPUDDING AND/OR JETTING OF STEEL PIPE PILES WILL NOT BE ALLOWED.

10. COORDINATE THE STEEL PIPE PILE DRIVING SCHEDULE SO AS NOT TO INTERFERE WITH OR BE

DETRIMENTAL TO ADJACENT CONCRETE PLACEMENT AND CURING OPERATIONS.

STAINLESS STEEL NOTES

1. ALL STAINLESS STEEL MATERIALS MUST CONFORM TO APPLICABLE ASTM STANDARDS AND MUST

BE SUITABLE FOR CONTINUOUS EXPOSURE TO MARINE AND COASTAL ENVIRONMENTS.

2. UNLESS NOTED OTHERWISE, ALL STAINLESS STEEL MUST BE TYPE 316L (UNS S31603).

3. STAINLESS STEEL MUST HAVE A PITTING RESISTANCE EQUIVALENT NUMBER NOT LESS THAN 32.

4. ALL FASTENERS, ANCHORS, BOLTS, NUTS, WASHERS, AND THREADED RODS MUST BE STAINLESS

STEEL OF THE SAME GRADE AS THE PARENT MATERIAL (316/316L MINIMUM).

5. WELDING MUST BE PERFORMED IN ACCORDANCE WITH AWS D1.6. WELDERS MUST BE QUALIFIED

FOR STAINLESS STEEL WELDING.

6. FILLER METALS MUST BE LOW-CARBON, CORROSION-RESISTANT GRADES COMPATIBLE WITH BASE

METAL: ER316L/E316L FOR 316/316L BASE METAL.

7. NO CARBON STEEL OR DISSIMILAR FILLER METALS ARE PERMITTED.

8. ALL WELDING, GRINDING, CUTTING, AND FABRICATION TOOLS MUST BE DEDICATED STAINLESS

STEEL TOOLS ONLY AND MUST NOT BE PREVIOUSLY USED ON CARBON STEEL.

9. STAINLESS STEEL MUST BE PROTECTED FROM CONTACT WITH CARBON STEEL DURING

FABRICATION, STORAGE, AND INSTALLATION TO PREVENT IRON CONTAMINATION AND SURFACE

CORROSION.

10. ALL WELDS AND HEAT-AFFECTED ZONES MUST BE PICKLED AND PASSIVATED AFTER FABRICATION

IN ACCORDANCE WITH ASTM A380 AND ASTM A967.

11. MECHANICAL CLEANING ALONE (WIRE BRUSHING OR GRINDING) IS NOT SUFFICIENT; CHEMICAL

PASSIVATION IS MANDATORY FOR ALL MARINE-EXPOSED STAINLESS STEEL.

12. ALL FREE IRON MUST BE REMOVED FROM STAINLESS STEEL SURFACES PRIOR TO INSTALLATION.

13. SURFACE FINISH MUST BE:

13.1 MINIMUM NO. 2B FINISH FOR PLATES AND SHEETS.

13.2 SMOOTH MILL FINISH FOR BARS AND SHAPES.

13.3 NO ROUGH OR CREVICE-FORMING FINISHES PERMITTED IN SPLASH OR TIDAL ZONES.

14. STAINLESS STEEL MUST NOT BE IN DIRECT CONTACT WITH DISSIMILAR METALS (CARBON STEEL, ALUMINUM, COPPER ALLOYS) UNLESS ELECTRICALLY ISOLATED USING NEOPRENE, PTFE, HDPE, OR

EQUIVALENT NON-CONDUCTIVE MATERIALS.

15. STAINLESS STEEL MUST NOT BE PAINTED OR COATED UNLESS SPECIFICALLY SHOWN ON THE

DRAWINGS.

16. CHLORIDE-CONTAINING CLEANERS, BLEACH, OR ACIDIC CHEMICALS MUST NOT BE USED FOR

CLEANING STAINLESS STEEL.

17. ALL STAINLESS STEEL MUST BE DELIVERED WITH PROTECTIVE WRAPPING AND STORED OFF THE

GROUND, COVERED, AND PROTECTED FROM SALT SPRAY PRIOR TO INSTALLATION.

18. ANY DAMAGED, SCRATCHED, HEAT-TINTED, OR CONTAMINATED SURFACES MUST BE RE-GROUND, PICKLED, AND PASSIVATED PRIOR TO ACCEPTANCE.

19. SUBSTITUTIONS SUCH AS 2205 DUPLEX OR SUPER-AUSTENITIC STAINLESS STEELS (SUCH AS 904L, 254 SMO) MUST REQUIRE CONTRACTING OFFICER APPROVAL.

21. FINAL ACCEPTANCE MUST BE SUBJECT TO VISUAL INSPECTION FOR SURFACE CONTAMINATION, PITTING, RUST STAINING, OR FABRICATION DEFECTS.

SATISFACTORY TO DATE

APPROVED

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FOUNDATION NOTES - FENDER PILES

1. FENDER PILE TIP ELEVATION IS LOCATED AT ON DRAWING S-602.

2. FENDER PILES SERVICE (ALLOWABLE) CAPACITY: 5.6 TONS (COMPRESSION), 0 TONS (TENSION)

3. FENDER PILES FACTORED (ULTIMATE) CAPACITY: 12.5 TONS (COMPRESSION), 0 TONS (TENSION)

4. MINIMUM PILE TIP FOR LATERAL FIXITY FOR FENDER PILES:

4.1 BENT 6-22 : PILE TIP ELEVATIONS PER PILE SCHEDULE (S-602)

4.2 BENT 6-43: EL. -61

5. THE CONTRACTOR SHALL ANTICIPATE REQUIRING TO PRE-DRILL FENDER PILES

BETWEEN BENT 6 AND 22.

1. FLOATING TURBIDITY CURTAIN MUST BE UTILIZED AT ALL PILE DRIVING, PILE EXTRACTION, DRILLING, AND DREDGING ACTIVITIES. DREDGING ACTIVITIES WILL BE LIMITED TO THE TIME OF

YEAR PERIOD AS DICTATED IN PROJECT PERMITS. TURBIDITY MONITORING IS REQUIRED

DURING PILE DRIVING, PILE EXTRACTION, AND DRILLING ACTIVITIES OUTSIDE OF THE

DREDGING TIME OF YEAR PERIOD.

2. THE FOLLOWING MITIGATION MEASURES MUST BE IMPLEMENTED DURING ALL PILE DRIVING, PILE EXTRACTION, AND DRILLING ACTIVITIES TO MINIMIZE MARINE MAMMAL EXPOSURE TO

LEVEL A INJURIOUS NOISE LEVELS GENERATED AND TO REDUCE TO THE LOWEST EXTENT

PRACTICABLE EXPOSURE TO LEVEL B NOISE LEVELS. FOR ADDITIONAL ENVIRONMENTAL

REQUIREMENTS ASSOCIATED WITH THIS WORK, REFER TO SPECIFICATION SECTION 01 35 40.00

25 “MARINE MAMMAL PROTECTION.”

3. TIME RESTRICTION: IN-WATER CONSTRUCTION AND DEMOLITION WORK WILL OCCUR ONLY

DURING DAYLIGHT HOURS.

4. ESTABLISHMENT OF MONITORING AND SHUTDOWN ZONES:

4.1. FOR ALL RELEVANT IN-WATER CONSTRUCTION AND DEMOLITION ACTIVITIES, DESIGNATE

A LEVEL A ACOUSTIC HARASSMENT MONITORING ZONE, A LEVEL B BEHAVIORAL

HARASSMENT MONITORING ZONE, AND PHYSICAL INJURY SHUTDOWN ZONE, WITH

RADIAL DISTANCES AS IDENTIFIED IN SPECIFICATION SECTION 01 35 40.00 25 “MARINE

MAMMAL PROTECTION.”

4.2. DURING ALL IN-WATER CONSTRUCTION AND DEMOLITION ACTIVITIES, A 33-FT PHYSICAL

SHUTDOWN ZONE AROUND EACH ACTIVE PILE WILL BE IMPLEMENTED TO PROTECT

ANIMALS FROM PHYSICAL INJURY. FOR SOME SOUND-GENERATING ACTIVITIES, THE

POTENTIAL FOR LEVEL A HARASSMENT BY ACOUSTIC INJURY IS LESS THAN 33 FT. FOR

THESE ACTIVITIES, THE 33-FT PHYSICAL INJURY SHUTDOWN ZONE AUTOMATICALLY

REDUCES THE POTENTIAL FOR LEVEL A ACOUSTIC HARASSMENT. THE MAXIMUM

DISTANCES FOR LEVEL A AND LEVEL B HARASSMENT FOR HARBOR SEALS AND GRAY

SEALS FROM PROJECT-RELATED ACTIVITIES ARE PROVIDED IN SPECIFICATION SECTION

01 35 40.00 25 “MARINE MAMMAL PROTECTION” (NOTE THAT THE MAXIMUM DISTANCE MAY

BE REACHED IN ONLY ONE DIRECTION, DEPENDING ON THE SHAPE OF THE ZONE OF

INTEREST AND INTERSECTING LANDMASSES).

4.3. PILE DRIVING MUST ONLY TAKE PLACE WHEN THE 33-FT PHYSICAL INJURY SHUTDOWN

AND LEVEL A ACOUSTIC HARASSMENT ZONES ARE VISIBLE AND CAN BE ADEQUATELY

MONITORED. IF CONDITIONS PREVENT THE VISUAL DETECTION OF MARINE MAMMALS,

ACTIVITIES WITH THE POTENTIAL TO RESULT IN LEVEL A HARASSMENT MUST NOT BE

INITIATED. IF SUCH CONDITIONS ARISE AFTER THE ACTIVITY HAS BEGUN, PILE DRIVING

OR PILE EXTRACTION ACTIVITIES MUST BE HALTED IF THE 33-FT SHUTDOWN ZONE IS NOT

VISIBLE.

5. SHUTDOWN MEASURES:

5.1. THREE PROTECTED SPECIES OBSERVERS (PSO) WILL BE DEPLOYED TO MONITOR FOR

SEALS. ONE PSO MUST BE LOCATED ON LAND AND TWO MUST BE LOCATED IN A BOAT

TO MONITOR OFFSHORE LOCATIONS. FOR THOSE MONITORING AREAS THAT ARE LARGE,

VESSEL-BASED OBSERVERS WILL MOVE NORTH AND SOUTH (BACK AND FORTH) TO

CAPTURE ALL AREAS DURING IN-WATER PILE DRIVING, PILE EXTRACTION, AND DRILLING

ACTIVITIES.

5.2. MONITORING MUST TAKE PLACE FROM 15 MINUTES PRIOR TO INITIATION OF PILE DRIVING

OR PILE EXTRACTION ACTIVITIES THROUGH 30 MINUTES POST-COMPLETION OF PILE

DRIVING OR PILE EXTRACTION ACTIVITIES. PILE DRIVING OR PILE EXTRACTION MAY

COMMENCE WHEN OBSERVERS HAVE DECLARED THE SHUTDOWN ZONE CLEAR OF

MARINE MAMMALS PRIOR TO INITIATION OF PILE INSTALLATION OR REMOVAL. IN THE

EVENT OF A DELAY OR SHUTDOWN OF ACTIVITY RESULTING FROM MARINE MAMMALS IN

THE SHUTDOWN ZONE, ANIMALS MUST BE ALLOWED TO REMAIN IN THE SHUTDOWN

ZONE AND THEIR BEHAVIOR MUST BE MONITORED AND DOCUMENTED. MONITORING

MUST OCCUR THROUGHOUT THE TIME REQUIRED TO DRIVE OR REMOVE A PILE. A

DETERMINATION THAT THE SHUTDOWN ZONE IS CLEAR MUST BE MADE DURING A

PERIOD OF GOOD VISIBILITY.

5.3. IF A MARINE MAMMAL APPROACHES OR ENTERS THE SHUTDOWN ZONE, OR IF A MARINE

MAMMAL OTHER THAN A HARBOR SEAL OR GRAY SEAL ENTERS THE LEVEL B

HARASSMENT ZONE, OR IF THE TAKE OF A MARINE MAMMAL SPECIES OR STOCK HAS

REACHED THE LIMITS INDICATED IN SPECIFICATION SECTION 01 35 40.00 25 “MARINE

MAMMAL PROTECTION” AND ENTERS THE LEVEL B HARASSMENT ZONE, ALL PILE DRIVING

OR PILE EXTRACTION ACTIVITIES AT THAT LOCATION MUST BE HALTED. IF NONE OF THE

TAKE NUMBERS HAVE BEEN EXCEEDED, PILE DRIVING OR PILE EXTRACTION MAY

COMMENCE OR RESUME WHEN EITHER THE ANIMAL HAS VOLUNTARILY LEFT THE

SHUTDOWN ZONE, AND BEEN VISUALLY CONFIRMED BEYOND THE SHUTDOWN ZONE, OR

15 MINUTES HAVE PASSED WITHOUT RE-DETECTION OF THE ANIMAL.

6. SOFT START (IMPACT PILE DRIVING ONLY):

6.1. AN INITIAL SET OF THREE STRIKES FROM THE IMPACT HAMMER AT A REDUCED ENERGY

LEVEL (40 PERCENT OF FULL POWER), SEPARATED BY A 1-MINUTE WAITING PERIOD,

THEN TWO SUBSEQUENT THREE STRIKE SETS WILL BE IMPLEMENTED. PILE DRIVING

MAY COMMENCE AT FULL POWER ON THE FOURTH STRIKE.

6.2. SOFT START IS REQUIRED FOR ANY IMPACT PILE DRIVING, INCLUDING AT THE BEGINNING

OF THE DAY, AND AT ANY TIME FOLLOWING CESSATION OF IMPACT PILE DRIVING OF 30

MINUTES OR LONGER.

FOUNDATION NOTES - ENVIRONMENTAL REQUIREMENTS

FOUNDATION NOTES AT-GRADE STRUCTURES

1. AT-GRADE FOUNDATIONS MUST BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH APPLICABLE SECTIONS OF

THE RHODE ISLAND STATE BUILDING CODE, UNIFIED FACILITIES CRITERIA (UFC) AND RECOMMENDATIONS BELOW.

2. SPREAD FOOTINGS MUST BE FOUNDED ON UNDISTURBED GLACIOFLUVIAL DEPOSITS; OR, IF EXISTING FILL IS ENCOUNTERED AT THE DESIGN BEARING ELEVATION, ON GRANULAR FILL PLACED FOLLOWING REMOVAL OF THE EXISTING FILL TO THE TOP OF THE UNDISTURBED GLACIOFLUVIAL DEPOSITS. EXISTING FILL IS NOT SUITABLE FOR

FOUNDATION SUPPORT.

3. FOOTINGS MUST BE SIZED USING AN ALLOWABLE BEARING PRESSURE OF 3.0 KSF (CONTRACTOR TO VERIFY IN THE FIELD UPON INVESTIGATION). THE ALLOWABLE BEARING PRESSURE MAY BE INCREASED BY 1/3 FOR TRANSIENT

LOADING CONDITIONS.

4. FOR FOOTINGS LESS THAN 3 FT IN LEAST LATERAL DIM, DESIGN FOR AN ALLOWABLE BEARING PRESSURE IN KSF EQUAL

TO B, WHERE B EQUALS THE FOOTING WIDTH IN FEET.

5. MINIMUM FOOTING WIDTH IS 18”.

6. IF UNSUITABLE SOILS, SUCH AS EXISTING FILL, ARE ENCOUNTERED AT THE FOOTING BEARING ELEVATION, EITHER:

6.1. LOWER THE FOOTING TO THE SUITABLE BEARING MATERIAL, OR

6.2. MAINTAIN THE FOOTING AT THE DESIGN BEARING ELEVATION AND REPLACE UNSUITABLE MATERIALS WITHIN THE

ZONE OF INFLUENCE (ZOI) WITH GRANULAR FILL.

7. FOOTINGS MUST BEAR A MINIMUM OF 3.5 FT BELOW PROPOSED GRADES EXPOSED TO FREEZING TEMPERATURES FOR

FROST PROTECTION.

BULKHEAD MATERIALS:

1. STRUCTURAL STEEL:

A. STEEL SHEET PILING: ASTM A690, Fy = 50 KSI, HOT ROLLED.

B. WIDE FLANGE SHAPES, CHANNELS, ANGLE, PLATES, AND TEES: ASTM A36, Fy = 36 KSI.

C. TIE RODS: ASTM A615, Fy = 75 KSI.

D. BOLTS:

a. 3/4" DIA ASTM F3125 GRADE A325, UNLESS NOTED OTHERWISE.

b. FRAMING CONNECTIONS: SNUG TIGHT JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.

c. DIRECT TENSION INDICATOR WASHERS: ASTM F959.

d. HOLES MUST BE DRILLED OR REAMED. FLAME CUTTING OF HOLES IN PERMANENT STRUCTURE MUST NOT

BE ALLOWED.

F. WELDING: AWS D1.1 USING E70 ELECTRODE, WITH LOW HYDROGEN AS INDICATED ON PLANS.

2. STEEL WATERFRONT STRUCTURES COATING:

A. SHEET PILE, STEEL WALES, BULKHEAD CAP, MISCELLANEOUS STEEL:

a. COAT WITH EPOXY-POLYAMIDE SYSTEM.

b. SURFACE PREP AND COATING ON STEEL SHEET PILES MUST BE INSTALLED ON BOTH LAND SIDE AND WATER

SIDE TO MINIMUM DEPTH OF 5' BELOW THE PLANNED DREDGE DEPTH.

B. STEEL HARDWARE AND FASTENERS, THREADED TIE RODS:

a. THREADED TIE RODS MUST BE HOT DIP GALVANIZED PER ASTM A153 AND WRAPPED IN PETROLATUM TAPE.

b. ANY COATING DAMAGED DURING INSTALLATION MUST BE TOUCHED UP PRIOR TO BEING WRAPPED IN

PETROLATUM TAPE.

13.3.c. PROBE THE LIMITS OF THE OBSTRUCTION TO DETERMINE IF THE STEEL PIPE PILE CAN

BE PULLED, OFFSET ALONG THE LONGITUDINAL AXIS OF THE CAST-IN-PLACE

CONCRETE BEAM, AND RE-DRIVEN TO THE ESTIMATED PILE TIP ELEVATION AND

REQUIRED ULTIMATE VERTICAL CAPACITY. THE CONTRACTING OFFICER WILL UTILIZE

THE REQUIRED OFFSET INFORMATION TO DETERMINE IF THE BENT CAP, BEAM, AND

PILES CAN ACCOMMODATE RELOCATION TO AVOID THE OBSTRUCTION. NOTE THAT

THIS OPTION WILL REQUIRE MODIFICATIONS TO THE BEAM WIDTH IN ORDER TO FULLY

ENCAPSULATE THE 36"Ø STEEL PIPE PILE WITHIN THE BEAM WHILE MAINTAINING 6”

CLEAR FROM THE EDGE OF PILE TO EDGE OF BEAM. AT THE CONTRACTOR'S OPTION,

THE PILE ENCOUNTERING THE OBSTRUCTION MAY BE ABANDONED IN PLACE AND A

NEW STEEL PIPE PILE INSTALLED AT THE REQUIRED OFFSET LOCATION AT NO

ADDITIONAL COST TO THE GOVERNMENT.

13.3.d. PROBE THE LIMITS OF THE OBSTRUCTION TO DETERMINE IF THE STEEL PIPE PILE CAN

BE PULLED AND RE-DRIVEN AT A SLIGHT BATTER (NOT MORE THAN 1” PER FOOT) TO

AVOID THE OBSTRUCTION. PILES MUST BE BATTERED PERPENDICULAR TO THE

LONGITUDINAL AXIS OF THE BENT CAP AND RE-DRIVEN TO THE ESTIMATED PILE TIP

ELEVATION AND REQUIRED ULTIMATE VERTICAL CAPACITY.

13.3.e. USE A DTH HAMMER TO DRILL THROUGH THE OBSTRUCTION AND ATTEMPT TO RE-

DRIVE THE PILE THROUGH THE OBSTRUCTION TO THE ESTIMATED PILE TIP ELEVATION

AND REQUIRED ULTIMATE VERTICAL CAPACITY.

13.4. IF THE DRIVEN STEEL PIPE PILE ENCOUNTERS AN OBSTRUCTION ABOVE MINIMUM PILE TIP

ELEVATION FOR LATERAL FIXITY, POSSIBLE CONTRACTOR OPTIONS TO MITIGATE THE

OBSTRUCTION INCLUDE, BUT ARE NOT LIMITED TO:

13.4.a. IF THE OBSTRUCTION IS DETERMINED TO BE RELATIVELY CLOSE TO THE

APPROXIMATE MUDLINE ELEVATION, PULL THE PILE, ATTEMPT TO EXTRACT THE

OBSTRUCTION BY MEANS AND METHODS DETERMINED BY THE CONTRACTOR, AND RE-

DRIVE THE PILE TO THE ESTIMATED PILE TIP ELEVATION AND REQUIRED ULTIMATE

VERTICAL CAPACITY.

FOUNDATION NOTES - STEEL PIPE PILES CONT

11. EPOXY COAT ENTIRE STEEL PIPE PILES IN ACCORDANCE WITH SPECIFICATION SECTION 09 97 02

"PAINTING : HYDRAULIC STRUCTURES." INSTALL ANODES AS SHOWN ON DRAWING E-112.

12. FOR THE PURPOSE OF BIDDING, ANTICIPATE ENCOUNTERING OBSTRUCTIONS (52 TOTAL PILES) DURING DRIVING OF THE STEEL PIPE PILES FOR PIER 1. IF OBSTRUCTIONS ARE ENCOUNTERED DURING PILE

DRIVING:

12.1. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF THE DEPTH AND APPARENT SIZE OF THE

OBSTRUCTION.

12.2. OBTAIN APPROVAL OF THE CONTRACTING OFFICER THAT THE CONTRACTOR HAS

ENCOUNTERED AN OBSTRUCTION.

13. FOLLOWING ARE SUGGESTED ALTERNATIVES FOR MITIGATING OBSTRUCTIONS ENCOUNTERED DURING DRIVING OF THE PIER 1 STEEL PIPE PILES. NOTE THAT THE CONTRACTOR MAY ALSO SUBMIT ALTERNATE METHODS FOR MITIGATING OBSTRUCTIONS FOR APPROVAL BY THE CONTRACTING OFFICER. PERSONNEL AND EQUIPMENT REQUIRED TO PERFORM ANY AND ALL OBSTRUCTION MITIGATION MEASURES MUST BE AVAILABLE TO BE ON-SITE WITHIN 72 HOURS OF ENCOUNTERING THE OBSTRUCTION. THE FOLLOWING

ITEMS ARE CONSIDERED AS PART OF CONTRACT AS DESCRIBED IN THE PRICE SCHEDULE:

13.1. IF THE DRIVEN STEEL PIPE PILE REACHES THE ESTIMATED PILE TIP ELEVATION SHOWN ON THE

PROJECT DRAWINGS WHILE ALSO ACHIEVING THE REQUIRED ULTIMATE VERTICAL CAPACITY,

THE PILE WOULD BE CONSIDERED ACCEPTABLE.

13.2. IF THE DRIVEN STEEL PIPE PILE ENCOUNTERS AN OBSTRUCTION BELOW MINIMUM PILE TIP

ELEVATION FOR LATERAL FIXITY, THE CONTRACTING OFFICER MUST BE NOTIFIED TO

DETERMINE IF THE OBSTRUCTION AND PILE TIP IS WITHIN DENSE DEPOSITS/WEATHERED ROCK.

ONCE THE TIP IS CONFIRMED TO BE DENSE DEPOSITS/WEATHERED ROCK IN GLACIAL

DEPOSITS BY THE CONTRACTING OFFICER, THE CONTRACTOR MUST PERFORM PDA TESTING

TO DETERMINE THE ULTIMATE VERTICAL CAPACITY OF THE PILE (USING A CAPWAP ANALYSIS)

AND IF THE PILE WAS DAMAGED DURING INSTALLATION. THE PDA REPORT AND CAPWAP

ANALYSIS MUST BE PROVIDED TO THE CONTRACTING OFFICER WITHIN 72 HOURS OF

CONFIRMATION FROM THE CONTRACTING OFFICER CONFIRMING THE OBSTRUCTION IS

WITHIN DENSE GLACIAL DEPOSITS. RESULTS OF THE CAPWAP ANALYSIS WILL BE COMPARED

VERSUS THE REQUIRED ULTIMATE VERTICAL CAPACITY OF THE SPECIFIC PILE ENCOUNTERING

THE OBSTRUCTION. IF IT IS DETERMINED THAT THE PILE WAS DAMAGED DURING

INSTALLATION, THE CONTRACTOR MUST REMOVE AND REPLACE THE PILE AT NO ADDITIONAL

COST TO THE GOVERNMENT. IF THE PILE HAS NOT BEEN DAMAGED, IS OF SUITABLE DEPTH,

AND HAS ACHIEVED THE REQUIRED ULTIMATE VERTICAL CAPACITY, THE PILE WOULD BE

CONSIDERED ACCEPTABLE.

13.3. IF THE DRIVEN STEEL PIPE PILE ENCOUNTERS AN OBSTRUCTION BELOW MINIMUM PILE TIP

ELEVATION FOR LATERAL FIXITY, BUT THE REQUIRED ULTIMATE VERTICAL CAPACITY IS NOT

ACHIEVED (AS DETERMINED THROUGH INITIAL PDA TESTING), POSSIBLE CONTRACTOR

OPTIONS TO MITIGATE THE OBSTRUCTION INCLUDE, BUT ARE NOT LIMITED TO:

13.3.a. RE-STRIKE THE PILE AND PERFORM FURTHER PDA TESTING (WITH CAPWAP ANALYSIS)

TO DETERMINE IF THE PILE IS ABLE TO ACHIEVE THE REQUIRED ULTIMATE VERTICAL

CAPACITY THROUGH SETUP OF THE UNDERLYING SOILS.

13.3.b. PERFORM FURTHER PDA TESTING (WITH CAPWAP ANALYSIS) TO DETERMINE THE

ULTIMATE VERTICAL CAPACITY OF BOTH THE PILE ENCOUNTERING AN OBSTRUCTION

AND THE TWO (2) ADJACENT PILES IN THE BENT CAP. THE CONTRACTING OFFICER

WILL UTILIZE THIS INFORMATION TO DETERMINE IF THE BENT CAP CAN STRUCTURALLY

ACCOMMODATE A LOWER CAPACITY PILE AT THE OBSTRUCTION LOCATION.

13.4.b. PROBE THE LIMITS OF THE OBSTRUCTION TO DETERMINE IF THE STEEL PIPE PILE CAN

BE PULLED, OFFSET ALONG THE LONGITUDINAL AXIS OF THE CAST-IN-PLACE

CONCRETE BEAM, AND RE-DRIVEN TO THE ESTIMATED PILE TIP ELEVATION AND

REQUIRED ULTIMATE VERTICAL CAPACITY. THE CONTRACTING OFFICER WILL UTILIZE

THE REQUIRED OFFSET INFORMATION TO DETERMINE IF THE BENT CAP, BEAM, AND

PILES CAN ACCOMMODATE RELOCATION TO AVOID THE OBSTRUCTION. NOTE THAT

THIS OPTION WILL REQUIRE MODIFICATIONS TO THE BEAM WIDTH IN ORDER TO FULLY

ENCAPSULATE THE 36"Ø STEEL PIPE PILE WITHIN THE BEAM WHILE MAINTAINING 6”

CLEAR FROM THE EDGE OF PILE TO EDGE OF BEAM. AT THE CONTRACTOR'S OPTION,

THE PILE ENCOUNTERING THE OBSTRUCTION MAY BE ABANDONED IN PLACE AND A

NEW STEEL PIPE PILE INSTALLED AT THE REQUIRED OFFSET LOCATION AT NO

ADDITIONAL COST TO THE GOVERNMENT.

13.4.c. PROBE THE LIMITS OF THE OBSTRUCTION TO DETERMINE IF THE STEEL PIPE PILE CAN

BE PULLED AND RE-DRIVEN AT A SLIGHT BATTER (NOT MORE THAN 1” PER FOOT) TO

AVOID THE OBSTRUCTION. PILES MUST BE BATTERED PERPENDICULAR TO THE

LONGITUDINAL AXIS OF THE BENT CAP AND RE-DRIVEN TO THE ESTIMATED PILE TIP

ELEVATION AND REQUIRED ULTIMATE VERTICAL CAPACITY.

13.4.d. USE A DTH HAMMER TO DRILL THROUGH THE OBSTRUCTION AND ATTEMPT TO RE-

DRIVE THE PILE THROUGH THE OBSTRUCTION TO THE ESTIMATED PILE TIP ELEVATION

AND REQUIRED ULTIMATE VERTICAL CAPACITY.

FOUNDATION NOTES - STEEL PIPE PILES CONT

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L

FA

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S

TE

M S

C O

M M

A N

D

M

ID

-A

TL

A N

TI

C

N A

V A

L S

T A

T

IO

N

N O

R F

O L K

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A

AS NOTED

S Y

M D

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C R

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Frank Cole USCG MASI

MRI/CWJ

1826479

N E

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N

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100-YR FLOODPLAIN

EL 14.0

x;E x

D x

D x

D

B3

SD303

RIP RAP REVETMENT

EXIST STONE BREAKWATER

LIMITS OF SUBMERGED AQUATIC

VEGETATION

A1

SD601

A4

SD601

A3

SD601

SHEET KEYNOTES:

1. DEMOLISH EXISTING STEEL BULKHEAD CAP CHANNEL.

2. CUT AND DISPOSE OF EXISTING PZ 35 STEEL SHEET PILE

DOWN TO ELEVATION 4.5.

3. REMOVE AND DISPOSE OF TIMBER DEBRIS, CHAIN, WIRE,

ROPE, AND ETC.

4. REMOVE STONE FILL AT EXISTING BREAKWATER. STONE TO BE

RESET AFTER CONSTRUCTION OF BULKHEAD S45.

5. DEMOLISH REINFORCED CONCRETE BUILDING DEBRIS (150

CY.), SEE PHOTO A4 ON DRAWING SD601 FOR ADDITIONAL

INFORMATION.

6. TEMPORARILY REMOVE STONE FILL WITHIN NEW BULKHEAD

DRIVING LINE TO BE RE-INSTALLED AFTER SHEETING

INSTALLATION, SEE PHOTO A4 ON DRAWING SD601 FOR

ADDITIONAL INFORMATION.

7. TEMPORARY SPUDDING OF CONSTRUCTION BARGES IN

IDENTIFIED EELGRASS BED IS ONLY PERMITTED FOR

CONSTRUCTION OF THE S45S BULKHEAD. CONTRACTOR IS

PROHIBITED FROM PLACING OR DUMPING ANY CONSTRUCTION

MATERIALS INTO THE EELGRASS BED OR USE OF THE AREA

FOR VESSEL/EQUIPMENT STORAGE OTHER THAN FOR THE

S45S BULKHEAD CONSTRUCTION.

LEGEND:

LIMITS OF DEMOLITION

KEY PLAN

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L

FA

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S

TE

M S

C O

M M

A N

D

M

ID

-A

TL

A N

T…