Attachment 2 - Drawings - Repair ATON Sector Boston and SSNE.pdf

PDF 12 MB Posted Sep 30, 2025

Attached to: Repair Aids to Navigation (ATON) Sectors Boston & Southeast New England
Solicitation number: 70Z0G125BBOST0001
Issued by: Department of Homeland Security US Coast Guard

About this file

Written by GovTribe AI · Sep 30, 2025

This document is a detailed set of design and engineering drawings for a U.S. Coast Guard Civil Engineering Unit project to repair and replace four Aids to Navigation (ATON) Daybeacons located in Massachusetts and Rhode Island. The project, numbered 22493805, involves replacing existing daybeacons at Abbott Rock, Lobster Rocks, Sabin Point, and Bowditch Ledge, each with significant structural deterioration.

The proposed replacement design includes a standardized monopole structure with a 20" diameter steel pipe pile, rock socket foundation, steel ladder rungs, and two 4'-0" square dayboards (one white background, one red background). Each daybeacon will feature cathodic protection using three aluminum anodes and be installed with a 10-foot rock socket embedment. The project is being managed by Lloyd Collins JV for the U.S. Coast Guard Civil Engineering Unit Providence, with an issued bidding date of 06/02/2025. The drawings provide comprehensive technical details including site-specific hydrographic surveys, existing condition assessments, demolition plans, and precise replacement specifications.

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Other files

File	Type	Posted
ABSTRACT OF BIDS for IFB 70Z0G125BBOST0001.pdf	PDF	Nov 13, 2025
Amendment 0002 - 70Z0G125BBOST0001 Repair ATON Sectors Boston and SSNE.pdf	PDF	Oct 30, 2025
USACE Permit ATON Massachusetts (Amendment 0001).pdf	PDF	Oct 24, 2025
Amendment 0001 - 70Z0G125BBOST0001 Repair ATON Sectors Boston and SSNE.pdf	PDF	Oct 24, 2025
Attachment 4 - Wage Determination RI20250001 - Amendment 0001.pdf	PDF	Oct 24, 2025
Attachment 3 - Wage Determination MA20250008.pdf	PDF	Sep 30, 2025
Solicitation 70Z0G125BBOST0001 Repair ATON Sectors Boston and Southeastern New England.pdf	PDF	Sep 30, 2025
Attachment 4 - Wage Determination RI20250001.pdf	PDF	Sep 30, 2025
Attachment 1 - Specifications - Repair ATON Sector Boston and SSNE.pdf	PDF	Sep 30, 2025

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U.S. COAST GUARD

CIVIL ENGINEERING UNIT

PROVIDENCE

MASSACHUSETTS VICINITY MAP

SCALE: NTS

MASSACHUSETTS LOCATION MAP

SCALE: NTS

CIVIL ENGINEERING UNIT PROVIDENCE

REPAIR ATON SECTORS BOSTON & SENE

USCG PROJECT NO. 22493805

EXCEL

N C E

I N E N G I N E E R I N G

U . S . C O A S T G U

A R

CIVIL

ENGINEERING UNIT

PROVIDENCE

CG CEU

PROVIDENCE

(GSA LEASED)

G-000

K, R

I 0

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-4

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G-

U. S. COAST GUARD

CIVIL ENGINEERING

RHODE ISLAND VICINITY MAP

SCALE: NTS

RHODE ISLAND LOCATION MAP

SCALE: NTS

MASSACHUSETTS

PROJECT SITES

RHODE ISLAND

PROJECT SITE

SABIN POINT DAYBEACON

SP (LLNR 18455)

ABBOTT ROCK DAYBEACON

(LLNR 10065)

LOBSTER ROCKS DAYBEACON

13A (LLNR 10265)

BOWDITCH LEDGE

DAYBEACON (LLNR 10025)

DATE

MICHAEL P. CAROSOTTO, PE

DAVID GLASS, PE

DRAWING INDEX

SHEET ID SHEET NO.SHEET TITLE

G-000 1 COVER SHEET

G-001 2 SYMBOLS AND ABBREVIATIONS

G-002 3 GENERAL NOTES

C-001 4 ENLARGED VICINITY MAPS

S-001 5 ABBOTT ROCK DAYBEACON PHOTOS & HYDROGRAPHIC SURVEY

S-002 6 ABBOTT ROCK DAYBEACON EXISTING CONDITION & DEMOLITION PLAN

S-003 7 LOBSTER ROCKS DAYBEACON 13A PHOTOS & HYDROGRAPHIC SURVEY

S-004 8 LOBSTER ROCKS DAYBEACON 13A EXISTING CONDITION & DEMOLITION PLAN

S-005 9 SABIN POINT DAYBEACON SP PHOTOS & HYDROGRAPHIC SURVEY

S-006 10 SABIN POINT DAYBEACON SP EXISTING CONDITION & DEMOLITION PLAN

S-007 11 BOWDITCH LEDGE DAYBEACON PHOTOS & HYDROGRAPHIC SURVEY

S-008 12 BOWDITCH LEDGE DAYBEACON EXISTING CONDITION & DEMOLITION PLAN

S-009 13 BOWDITCH LEDGE DAYBEACON REPLACEMENT DETAILS (1 OF 2)

S-010 14 BOWDITCH LEDGE DAYBEACON REPLACEMENT DETAILS (2 OF 2)

TECHNICAL DIRECTOR

BRANCH CHIEF

APPROVING OFFICIAL DATE

B Y:

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Docusign Envelope ID: 9E1BAE91-A289-452A-912D-42CF446DA212

6/2/2025

CG CEU

PROVIDENCE

(GSA LEASED)

G-001

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GENERAL SYMBOLOGY

GRID BUBBLE

ELEVATION OR PHOTO MARKER

X-### X#

SECTION CUT MARKER

ENLARGED PLAN OR

DETAIL CALLOUT

NORTH ARROW

CHECKERED PLATE (PLAN)

CONCRETE (PLAN AND/OR SECTION)

DEMOLITION AND REMOVALS (PLAN AND/OR SECTION)

EARTH (SECTION)

FILTER POINT MAT (PLAN)

GRATING (SECTION)

GRATING (PLAN)

GROUT (SECTION)

STONE RIPRAP (PLAN AND/OR SECTION)

MATERIALS IN PLAN & SECTIONS

REVISION CLOUD WITH

REVISION TRIANGLE

# 1. THIS IS A STANDARD SHEET SHOWING COMMON SYMBOLOGY AND ABBREVIATIONS. THESE

SYMBOLOGY AND ABBREVIATIONS APPLY TO THE ENTIRE SET OF CONTRACT DRAWINGS.

2. SCREENING OR SHADING OF WORK IS USED TO INDICATE EXISTING COMPONENTS OR TO

DE-EMPHASIZE PROPOSED IMPROVEMENTS TO HIGHLIGHT SELECTED TRADE WORK.

REFER TO CONTEXT OF EACH SHEET FOR USAGE.

CENTERLINE

LIMITS OF CONSTRUCTION

EXISTING CONTOUR (MINOR)

EXISTING CONTOUR W/ ELEVATION (MAJOR)

NEW CONTOUR (MINOR)

NEW CONTOUR (MAJOR)

TOE OF SLOPE

TOP OF SLOPE

GRID LETTER

IDENTIFICATION

ARROW INDICATES ARROW

POINT OF VIEW.

ELEVATION LETTER

INDICATES SHEET

WHERE ELEVATION IS

LOCATED

ARROW INDICATES ARROW

POINT OF VIEW.

SECTION LETTER

INDICATES SHEET

WHERE SECTION IS

LOCATED

PLAN OR DETAIL NUMBER

INDICATES SHEET WHERE PLAN OR

DETAIL IS LOCATED

REVISION NUMBER

WATER SURFACE ELEVATION

X# VIEW TITLE

SCALE: 1"=1'-0"

VIEW IDENTIFIER

(UNLESS NOTED OTHERWISE) ACI AMERICAN CONCRETE INSTITUTE

ADJ. ADJACENT

APPROX. APPROXIMATE, APPROXIMATELY

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

ATONS AIDS-TO-NAVIGATION STRUCTURES

BOT BOTTOM

BRD BRIDGE

BRG BEARING

C/C CENTER TO CENTER

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CLR CLEAR, CLEARANCE

CONC. CONCRETE

CONNEX CONNECTIONS

CONT. CONTINUOUS

CTE COAL TAR EPOXY

DIA. DIAMETER

E. EAST

EA. EACH

E.F. EACH FACE

EL. ELEVATION

E.S. EACH SIDE

EQ. SPA. EQUALLY SPACED

EX. , EXIST EXISTING

F.S. FAR SIDE

FT. FEET

GRD. GROUND

HDG HOT-DIP GALVANIZED

HORIZ. HORIZONTAL

IN INCH

KSF KIPS PER SQUARE FOOT

LG. LONG

L.L.V. LONG LEG VERTICAL

LS LANDSIDE

MAX. MAXIMUM

N. NORTH

NAD 83 NORTH AMERICAN DATUM OF 1983

NAVD 88 NORTH AMERICAN VERTICAL DATUM OF 1988

NO. NUMBER

N.J. NEAR SIDE

N.T.S. NOT TO SCALE

O.C. ON CENTER

O.H. OPPOSITE HAND

OPP. OPPOSITE

PCPS PRECAST/ PRESTRESSED

PLT PLATE(S)

PR. PROPOSED

PROJ. PROJECTION, PROJECT

PSI POUNDS PER SQUARE INCH

PSF POUNDS PER SQUARE FOOT

REF REFERENCE

REQ'D REQUIRED

S. SOUTH

SIM. SIMILAR

S.S. STAINLESS STEEL

STIFF STIFFNER

T&B TOP AND BOTTOM

TBD TO BE DETERMINED

THK. THICK

TOC TOP OF CONCRETE

TOG TOP OF GRATING

TYP TYPICAL

UHMW-PE ULTRA-HIGH MOLECULAR WEIGHT POLYETHYLENE

U.N.O. UNLESS NOTED OTHERWISE

USACE UNITED STATES CORPS OF ENGINEERS

USCG UNITED STATES COAST GUARD

VERT. VERTICAL

W. WEST

W/ WITH

WP WORK POINT

WS WATERSIDE

WT WALL THICKNESS

LIST OF ABBREVIATIONS

NOTES

UTILITY & CIVIL LINE SYMBOLOGY

PLAN

NORTH

VIEW TITLE

WATER SURFACE ELEVATION

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1. THE DETAILED REQUIREMENTS FOR ALL ITEMS DESCRIBED IN THE GENERAL NOTES ARE CONTAINED IN THE SPECIFICATIONS.

2. CONTRACTOR SHALL FIELD CHECK AND VERIFY ALL ELEVATIONS, COORDINATES, DIMENSIONS, EXISTING CONDITIONS, WORKPOINTS, AND INFORMATION INDICATED ON THE CONTRACT DOCUMENTS PRIOR TO COMMENCEMENT OF SITE WORK. USCG'S REPRESENTATIVE SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES FOUND ON THE CONTRACT DOCUMENTS OR FOUND TO EXIST BETWEEN THE FIELD CONDITIONS AND THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL TAKE CORRECTIVE ACTION AS DIRECTED BY THE USCG'S REPRESENTATIVE.

3. THE CONTRACTOR SHALL PERFORM CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH USACE-EM-385-1-1, OSHA AND CONTRACT DOCUMENTS.

4. ALL REQUIRED ENVIRONMENTAL PERMITS SHALL BE OBTAINED BY USCG PRIOR TO ANY CONSTRUCTION. CONTRACTOR SHALL NOT COMMENCE ANY CONSTRUCTION OPERATION UNTIL THE CONTRACTOR HAS VERIFIED WITH USCG'S REPRESENTATIVE THAT CONSTRUCTION / ENVIRONMENTAL

PERMITS FOR THIS PROJECT HAVE BEEN ACQUIRED.

5. CONTRACTOR SHALL MAINTAIN ALL REGULATORY AND WARNING SIGNS DURING THE CONSTRUCTION PERIOD. CONTRACTOR SHALL PROVIDE ALL

NECESSARY NAVIGATIONAL LIGHTING AND WARNING DEVICES FOR CONTINUED OPERATIONS.

6. CONTRACTOR, SUBCONTRACTORS AND OTHER CONTRACTED ENTITIES SHALL SUCCESSFULLY COMPLETE ALL THE TRAINING COURSES AND REQUIREMENTS REQUIRED BY USCG'S REPRESENTATIVE IN ORDER TO ACCESS THE PROJECT SITE AND CARRY OUT THE CONTRACTED WORK.

CONTRACTOR SHALL POSSESS ALL THE REQUIRED IDENTIFICATION DOCUMENTS DURING THEIR WORK, AND SHALL FOLLOW USCG'S REPRESENTATIVE'S CHECK-IN/-OUT PROCEDURES ON AS DISCUSSED DURING THE PRE-CONSTRUCTION MEETING. THE IDENTIFICATION DOCUMENTS INCLUDE, AS A MINIMUM, VALID TRANSPORTATION WORKER IDENTIFICATION CREDENTIAL (TWIC®) CARD AND VALID DRIVER'S LICENSE.

7. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO HAVE ALL UTILITIES, WHERE APPLICABLE, LOCATED AND MARKED PRIOR TO THE START OF

CONSTRUCTION.

8. REFER TO SHEET C-001 FOR LIGHT LIST LOCATIONS.

GENERAL REQUIREMENTS

DEMOLITION AND SALVAGE

1. THE CONTRACTOR SHALL REMOVE ALL EXISTING ABOVE SURFACE STRUCTURES ON THE SITE WHICH ARE REQUIRED TO ALLOW THE NEW

CONSTRUCTION AS SHOWN. THE APPROXIMATE LOCATION AND EXTENT OF THESE STRUCTURES HAVE BEEN SHOWN ON THESE DRAWINGS.

2. DEMOLITION OF EXISTING STRUCTURES, INCLUDING STONE AND RIPRAP INDICATED TO BE REMOVED, UNLESS NOTED OTHERWISE SHALL BECOME

THE PROPERTY OF THE CONTRACTOR AND SHALL BE DISPOSED OF LEGALLY AND PROPERLY.

3. ANY MATERIALS OR EQUIPMENT INDICATED TO BE SALVAGED SHALL BE STORED AND RETURNED TO USCG'S REPRESENTATIVE.

4. AS SOON AS PRACTICABLE AFTER COMPLETION OF IN-WATER REMOVAL AREAS, INCLUDING STONE AND RIPRAP INDICATED TO BE REMOVED, EACH AFFECTED AREA SHALL BE EXAMINED BY MULTI-BEAM SONAR SURVEY, PERFORMED BY THE CONTRACTOR, TO VERIFY REMOVAL LIMITS. PRIOR TO COMMENCING SURVEY ACTIVITIES, THE CONTRACTOR SHALL PROVIDE USCG'S REPRESENTATIVE WITH A SURVEY PLAN THAT INCLUDES WRITTEN

DESCRIPTION OF THE METHODOLOGY AND EQUIPMENT TO BE USED.

1. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE DRAWINGS, PRIOR TO PREPARATION OF SHOP

DRAWINGS.

2. CONTRACTOR SHALL SUBMIT TO CONTRACTING OFFICER ALL MATERIAL CERTIFICATES PRIOR TO FABRICATION.

3. SHOP DRAWINGS SHALL BE SUBMITTED TO AND APPROVED BY THE CONTRACTING OFFICER BEFORE PURCHASE OF ANY MATERIALS OR START OF FABRICATION. FABRICATOR SHALL FURNISH ERECTION AND SHOP DETAIL DRAWINGS FOR GOVERNMENT APPROVAL.

4. THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL

SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS IS PROHIBITED.

SHOP DRAWINGS

GROUT

1. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000-PSI WHEN TESTED AT 28-DAYS. GROUT, EXCEPT AS NOTED, SHALL BE NORMAL

WEIGHT, NON-SHRINK GROUT. GROUT SHALL COMPLY WITH ASTM C1107/C1107M.

2. GROUT SHALL BE SUITABLE FOR MARINE APPLICATIONS AND PROVIDE A MINIMUM 50-YR DESIGN LIFE.

3. ALL CONCRETE WORK SHALL COMPLY WITH THE PROVISIONS AND RECOMMENDATIONS OF THE LATEST EDITIONS ACI 301 AND ACI 318, UNLESS

OTHERWISE SPECIFIED.

GENERAL DESIGN CRITERIA

1. ALL DESIGN SHOWN HEREIN IS DESIGNED TO CONFORM TO THE FOLLOWING REFERENCE STANDARDS -

· AMERICAN CONCRETE INSTITUTE, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-19), 2019

· AMERICAN INSTITUTE OF STEEL CONSTRUCTION, STEEL CONSTRUCTION MANUAL, 16TH EDITION, 2022

· ANSI/ASCE 7-22, STANDARD, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2022

· ANSI/AWS D1.1, STRUCTURAL WELDING CODE - STEEL, LATEST EDITION

· UNIFIED FACILITIES CRITERIA - GENERAL CRITERIA FOR WATERFRONT CONSTRUCTION (UFC 4-151-10)

· USDHS USCG COMDTINST M16500.25A, AIDS TO NAVIGATION MANUAL - STRUCTURES, 2005

· USDHS USCG COMDTINST M16500.3A, CH-7 TO AIDS TO NAVIGATION MANUAL - TECHNICAL, 2010

· OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION, OSHA PART 1910 & PART 1926

2. ALL ATONS INCLUDED IN THIS DESIGN ARE GENERALLY CONSIDERED MINOR ATON STRUCTURES PER COMDTINST M16500.25A.

3. ENVIRONMENTAL LOADING CRITERIA ASSUMED AS FOLLOWS:

a. RISK CATEGORY I

b. LIVE LOADING

· CONCENTRATED LIVE LOADS 300-LBS

c. WIND LOADING

· BASIC WIND SPEED 113-MPH (MAX)

· EXPOSURE CATEGORY D

· GUST FACTOR 0.85

c. SITE SEISMICITY

· SITE SOIL CLASS BC (SOFT ROCK)

· SEISMIC DESIGN CATEGORY B

d. CURRENT LOADING

· CURRENT SPEED 1.75-KNOTS (MAX AVERAGED OVER WATER DEPTH)

· MAX DRAG COEFFICIENT 1.20

e. WAVE/FLOOD LOADING

· BASE FLOOD ELEVATION +21.00 NAVD'88

f. CATHODIC PROTECTION

· DESIGN LIFE 20-YRS

· WATER RESISTIVITY 20 OHM-CM

· CURRENT DENSITY

INITIAL 30 MA/SQ-FT

MEDIAN 25 MA/SQ-FT

FINAL 20 MA/SQ-FT

· ELECTRODE POTENTIAL (Cu/CuSO4) -1.15 V

· ANODE TO STRUCTURE POTENTIAL -0.85 V

· MIN. CONSUMPTION RATE 1150 A-HRS/LB

· NOMINAL ANODE EFFICIENCY 85%

STRUCTURAL STEEL

1. STRUCTURAL AND MISCELLANEOUS STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM PROPERTIES, UNLESS OTHERWISE STATED:

· FOUNDATION STEEL

PIPE PILES ASTM A252, MOD 3 FY = 50-KSI

· OTHER SHAPES/SECTIONS

BARS, PLATES (UP TO 4-INCH THICK) ASTM A572, GRADE 50 FY = 50-KSI

· STRUCTURAL FASTENERS

CARBON STEEL COMPONENTS:

HIGH STRENGTH BOLTS ASTM F3125, GRADE A325

CARBON STEEL ANCHORS ASTM F1554, GRADE 105

NUTS (HEAVY HEX) ASTM A563

WASHERS (HARDENED, LOCK TYPE) ASTM F436

2. MINIMUM PLATE THICKNESS SHALL BE 3/8-INCH.

3. ALL CONNECTIONS SHALL BE SHOP WELDED AND FIELD BOLTED, UNLESS NOTED OTHERWISE. CONTRACTOR MAY BOLT UNITS TOGETHER TO ALIGN

PRIOR TO WELDING.

4. ALL CONNECTIONS SHALL DEVELOP FULL MEMBER STRENGTH IF FABRICATED DIFFERENTLY THAN SHOWN ON THE DRAWING.

5. ALL THREADED ELEMENTS SHALL BE UNC COARSE THREADS.

6. REFER TO "GALVANIZATION AND COATINGS" THIS SHEET FOR GENERAL COATING REQUIREMENTS OF STEEL ELEMENTS.

WELDING

1. ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING CODE, D1.1/D1.1M, LATEST EDITION. SHOP AND

FIELD CONNECTIONS SHALL BE WELDED AS PER AWS D1.1/D1.1M. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS

D1.1/D1.1M, UNLESS NOTED OTHERWISE.

2. FABRICATION AND ERECTION ARE TO BE GOVERNED BY THE LATEST REVISIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ANSI/AISC 303.

3. ALL WELDS SHALL BE PERFORMED WITH E70XX ELECTRODES IN ACCORDANCE WITH AWS D1.1/D1.1M. USE HIGHER STRENGTH ELECTRODE IF

REQUIRED BY AWS D1.1/D1.1M.

4. PROVIDE MINIMUM 1/4-INCH FILLET WELD AT ALL CONNECTIONS, UNLESS SPECIFIED OTHERWISE. PROVIDE SEAL WELD AT STEEL CONTACT POINTS

OF WELDED CONNECTIONS.

5. WELDS SHALL BE GROUND SMOOTH. EXPOSED PLATE EDGES (NOT WELDED) SHALL BE CUT AND GROUND TO A SMOOTH 1/4-INCH MINIMUM RADIUS

BEFORE SAND BLASTING AND PAINTING OPERATIONS BEGIN.

6. ALL WELDERS SHALL BE CURRENTLY CERTIFIED IN THE OVERHEAD POSITION IN ACCORDANCE WITH AWS. CONTRACTOR SHALL SUPPLY THE ENGINEER WITH A LIST OF QUALIFIED WELDERS AND THEIR CERTIFICATION LEVEL PRIOR TO FABRICATION.

7. ALL WELD TESTING SHALL BE PEROFMED IN ACCORDANCE WITH THE LATEST REVISIONS OF AWS D1.1/D1.1M AND AWS GUIDE FOR THE NON-DESTRUCTIVE EXAMINATION OF WELDS, AWS B1.10/B1.10M. VISUALLY INSPECT 100% ALL WELDS. PERFORM SINGLE NON-DESTRUCTIVE (NDT) SPOT TESTING OF ALL CJP GROOVE BUTT WELD CONNECTIONS. EACH SPOT TEST SHALL COVER AT LEAST 4-INCHES OF THE WELD LENGTH.

GALVANIZATION AND COATINGS

NOAA TIDAL GAGE STATIONS

TIDAL DATUM 8442645 SALEM HARBOR, MA 8452944 CONIMICUT LIGHT, RI

MEAN HIGHER-HIGH WATER (MHHW) +9.37 +4.41

MEAN HIGH WATER (MHW) +8.93 +4.16

MEAN TIDE LEVEL (MTL) +4.47 +2.08

MEAN SEA LEVEL (MSL) +4.52 +1.93

MEAN LOW WATER (MLW) 0.00 0.00

MEAN LOWER-LOW WATER (MLLW) -0.33 -0.17

NATIONAL AMERICAN VERITICAL DATUM OF 1988 (NAVD'88) - -

HORIZONTAL AND VERTICAL CONTROL

IN GENERAL, ALL ELEVATIONS ARE REFERENCED TO MEAN LOW WATER (MLW) AS RETRIEVED FROM NOAA/USGS TIDAL GAGE STATIONS. TIDAL DATUMS ELEVATIONS INDCATED AT THESE STATIONS HAVE BEEN SUMMARIZED BELOW. NOTE THAT WATER SURFACE RANGE BETWEEN THESE TIDAL DATUM ELEVATIONS REPRESENTS A NORMAL STATISTICAL WATER SURFACE RANGE. THE WATER SURFACE WILL ON OCCASION BE HIGHER OR

LOWER THAN THIS RANGE DUE TO OTHER ENVIRONMENTAL FACTORS.

1. SURFACE PREPARATION FOR ALL STEEL ELEMENTS SHALL BE, AT A MINIMUM, SSPC SP10 / NACE NO. 2 OR SSPC SP11.

2. APPLY COATING USING APPROVED METHODS IN STRICT ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS. REPAIR ALL DEFECTS IN APPLIED

COATINGS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

3. DAMAGED COATING WHICH THE CONTRACTING OFFICER'S REPRESENTATIVE DETERMINES CAN BE SATISFACTORILY RECOATED SHALL BE REPAIRED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND AT CONTRACTOR'S EXPENSE.

4. COATING TYPES ARE AS FOLLOWS:

A. TYPE 1 COATING GALVANIZING (HDG) COATING

a. ALL GALVANIZING SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATION FOR ZINC COATING (HOT DIP) PER LATEST REVISIONS OF ASTM

A123, A153, A384 AND A386. PROVIDE MINIMUM 2-OZ PER SQUARE FOOT UNLESS SPECIFIED OTHERWISE. RETHREAD NUTS AFTER GALVANIZING

IN ACCORDANCE WITH ASTM A563.

b. ALL DAMAGE OF GALVANIZED COATING SHALL BE TOUCHED UP WITH AN APPROVED COLD ZINC GALVANIZING COMPOUND IN ACCORDANCE

WITH THE MANUFACTURER'S RECOMMENDATIONS.

c. FIELD TREAT DAMAGED GALVANIZED FINISH WITH (2) COATS OF HIGH ZINC DUST OXIDE PAINT, COLD GALVANIZED COMPOUNDS OR APPROVED EQUAL. IN ADDITION, ALL EXPOSED THREADED SURFACES SHALL BE CLEANED AND PAINTED WITH (2) COATS OF HIGH ZINC OXIDE PAINT

AFTER INSTALLATION OF THE NUT.

B. TYPE 2 COATING COAL TAR EPOXY (CTE) COATING

a. PROVIDE THE FOLLOWING MINIMUM THICKNESS, UNLESS NOTED OTHERWISE:

MIN. COATING THICKNESS 16 - 20 MILS

b. APPLY COATING USING APPROVED METHODS IN STRICT ACCORDANCE TO MANUFACTURER'S REQUIREMENTS AND AS ALLOWED FOR ON

RESPECTIVE PRODUCT DATA SHEETS. ALL COATINGS SHALL ADHERE TO MANUFACTURER'S SPECIFIED COATING TIMES BETWEEN COATS, WITH SPECIAL ATTENTION GIVING TO MAXIMUM RECOAT TIMES.

5. GENERAL COATING SCHEDULE FOR PROPOSED STRUCTURE REPLACEMENT ARE AS FOLLOWS. SEE REFERENCED SHEETS FOR ADDITIONAL

DETAILS.

GENERAL COATING SCHEDULE

LIGHT NAME

LIGHT LIST

NUMBER

(LLNR)

COATING TYPE REQUIRED SHEET NO.

BOWDITCH LEDGE DAYBEACON LLNR 10025 TYPE 2 (PILE STRUCTURE)

TYPE 1 (DAYBOARD ATTACHMENTS) S-009

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SABIN POINT

DAYBEACON SP (LLNR 18455)

ABBOTT ROCK

DAYBEACON (LLNR 10065)

LOBSTER ROCKS

DAYBEACON 13A (LLNR 10265)

BOWDITCH LEDGE

DAYBEACON (LLNR 10025)

° 5

° 4

42° 32'

42° 31'

42° 33'

41° 48'

41° 46'

° 2

PROJECT LIGHT LIST

LIGHT NAME LIGHT LIST NUMBER

(LLNR)

COORDINATES

APPLICABLE TIDAL DATUM

LAT LONG

ABBOTT ROCK DAYBEACON LLNR 10065 42.5304°N 70.8624°W 8442645 SALEM HARBOR, MA

LOBSTER ROCKS DAYBEACON 13A LLNR 10265 42.5384°N 70.8815°W 8442645 SALEM HARBOR, MA

SABIN POINT DAYBEACON SP LLNR 18455 41.7620°N 71.3742°W 8452944 CONIMICUT LIGHT, RI

BOWDITCH LEDGE DAYBEACON LLNR 10025 42.5403°N 70.8115°W 8442645 SALEM HARBOR, MA

NOTES:

1. LOCATE NEW WORK AS CLOSE AS FEASIBLE TO EXISTING STRUCTURE LOCATION, BASED ON COORDINATES SHOWN ABOVE.

2. SURVEY AND RECORD EXISTING CONDITIONS OF THESE ATONS, INCLUDING FOCAL HEIGHT, EQUIPMENT LISTS, ETC.

3. THIS DRAWING IS NOT INTENDED FOR NAVIGATION.

4. SOUNDINGS SHOWN ARE IN U.S. FEET AT MEAN LOWER LOW WATER.

5. COORDINATES ARE IN DEGREES, MINUTES & SECONDS.

S-003 D3

B1 SALEM, MA VICINITY MAP

N.T.S. B6 PROVIDENCE, RI VICINITY MAP

N.T.S.

S-001 D4

S-007 C4

S-005 B4

PLAN

NORTH

PLAN

NORTH

NOTE: CONTOURS INDICATE DEPTH IN FEET BELOW MLW.

(AS MEASURED AT TIME OF INSPECTION)

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GRANITE BLOCK

SUBSTRUCTURE

UNDERLYING

STONE RIPRAP

REMNANT GRANITE

BLOCK SUBSTRUCTURE

EXISTING STONE

RIPRAP

SURROUNDING OCEAN

BOTTOM/MUDLINE

SURROUNDING OCEAN

BOTTOM MIDLINE

REMNANT GRANITE

BLOCK SUBSTRUCTURE

EXISTING STONE

RIPRAP

-5

-10

010' 5' 10'

PLAN

NORTH

COLLAPSED STRUCTURE

F1 PHOTO - ABBOTT ROCK DAYBEACON ELEVATION VIEW

N.T.S.

D1 PHOTO - ABBOTT ROCK DAYBEACON TOP VIEW

N.T.S.

PHOTO - ABBOTT ROCK DAYBEACON TOP OF

SUBSTRUCTURE

N.T.S.

A1 PHOTO - ABBOTT ROCK DAYBEACON HP14 BEAM

N.T.S.

A3 ABBOTT ROCK DAYBEACON ISOMETRIC SONAR SCAN VIEW LOOKING NORTH

N.T.S. A7 ABBOTT ROCK DAYBEACON ISOMETRIC SONAR SCAN VIEW LOOKING SOUTH

N.T.S.

D4 ABBOTT ROCK DAYBEACON HYDROGRAPHIC SURVEY

SCALE: 1"=10'

EXISTING ABBOTT ROCK

DAYBEACON

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1. EXISTING TOP OF LEDGE ELEVATION BENEATH THE STONE RIPRAP

MOUND IS ASSUMED TO BE EL.-3.50' MLW. RIPRAP REMOVAL

QUANTITY IS SHOWN FOR BIDDING PURPOSES. CONTRACTOR

SHALL REMOVE THE RUBBLE AND STONE IN THE LIMITS SHOWN,

DOWN TO THE EXISTING LEDGE. IF THE TOP OF THE LEDGE IS

LOWER THAN ANTICIPATED, CONTRACTOR IS REQUIRED TO

REMOVE THE STONE TO NO GREATER DEPTH THAN 6' BELOW MEAN

LOW WATER.

2. BREAKING / BLASTING OF LEDGE IS NOT PERMITTED.

3. CONTRACTOR IS ADVISED THAT STEEL DOWELS ARE LIKELY

PRESENTLY SECURING GRANITE BLOCK COURSES TOGETHER.

CONTRACTOR SHALL CUT AND REMOVE DOWELS AS NECESSARY

FOR STRUCTURE REMOVAL AND DISPOSAL.

1' 2' 4' 8'

SCALE: 1/4"=1'-0"

4.5"Ø X 4'-6" LG

STEEL MONOPILE

TAPERED GRANITE SUBSTRUCTURE

BASE=10' W +/-

TOP=4' W +/-

8'-0" LG HP14 STEEL BEAM

CONNECTED TO MONOPILE

TOP FIVE (5) GRANITE COURSES DISPLACED

APPROX. 45° OUT OF PLUMB

GRANITE BLOCKS

SIZE VARIES, APPROXIMATELY 18" TO 24" WIDE, 12" TO 18"

HIGH, BY 5' TO 10' LONG

MISSING DAYBOARDS

STONE RIPRAP MOUND

APPROXIMATELY 2'-0''Ø TO 4'-0" Ø

50'-0"+/-

7' -0

'-0

10'-0"+/-

DEMOLISH AND REMOVE EXISTING MONOPILE,

GRANITE BLOCK SUBSTRUCTURE, AND STONE RIPRAP

MOUND COMPLETELY AND DISPOSE OF OFFSITE

ESTIMATED REMOVAL QUANTITY = 150-CY+/-

TO BE DEMOLISHED / REMOVED

1' 2' 4' 8'

SCALE: 1/4"=1'-0"

ELEVATION OF LEDGE UNDER

ROCK MOUND IS UNKNOWN.

ELEVATION OF LEDGE UNDER STONE RIPRAP

MOUND IS UNKNOWN (SEE NOTE 1)

GENERAL NOTES

LEGEND

MHW EL. +8.93'

MLW EL. 0.00'

MHW EL. +8.93'

MLW EL. 0.00'

EL. -6.00' (APPROX. MUDLINE

AT LIMITS OF RIPRAP)

EL.-6.00' (APPROX. MUDLINE

AT LIMITS OF RIPRAP)

A1 ABBOTT ROCK DAYBEACON PROPOSED DEMOLITION

SCALE: 1/4" = 1'-0"

D1 ABBOTT ROCK DAYBEACON EXISTING CONDITIONS

SCALE: 1/4" = 1'-0"

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-1

NOTE: CONTOURS INDICATE DEPTH IN FEET BELOW MLW.

(AS MEASURED AT TIME OF INSPECTION)

EXISTING GRANITE

BLOCK SUBSTRUCTURE

SURROUNDING OCEAN

BOTTOM/MUDLINE

EXISTING GRANITE

BLOCK SUBSTRUCTURE

SURROUNDING OCEAN

BOTTOM/MUDLINE

010' 5' 10'

D3 LOBSTER ROCKS DAYBEACON 13A HYDROGRAPHIC SURVEY

SCALE: 1"=10'

PLAN

NORTH

F1 PHOTO - LOBSTER ROCKS DAYBEACON 13A ELEVATION VIEW

N.T.S.

D1 PHOTO - LOBSTER ROCKS DAYBEACON 13A TOP VIEW

N.T.S.

PHOTO - LOBSTER ROCKS DAYBEACON 13A

CRACKED STONE

N.T.S.

A1 PHOTO - LOBSTER ROCKS DAYBEACON 13A SOUTH FACE

N.T.S.

A3 LOBSTER ROCKS DAYBEACON 13A ISOMETRIC SONAR SCAN VIEW LOOKING NORTH

N.T.S. A7 LOBSTER ROCKS DAYBEACON 13A ISOMETRIC SONAR SCAN VIEW LOOKING SOUTH

N.T.S.

EXISTING LOBSTER

ROCKS DAYBEACON 13A

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TOP COURSE GRANITE

BLOCK MISSING ON

SOUTH FACE

TAPERED GRANITE SUBSTRUCTURE

BASE=12' W +/-

TOP=5' W +/-

REMNANT CONCRETE

RUBBLE AND STONE

FILL BALLAST (APPROX.

12"Ø TO 18"Ø STONES )

THIRD GRANITE COURSE FROM TOP

CRACKED, BOTH SOUTH AND NORTH FACE

GRANITE BLOCKS

SIZE VARIES, APPROXIMATELY 18" TO 28" WIDE, 14" TO 18"

HIGH, BY 5' TO 12' LONG

APPROXIMATE MUDLINE @ EL. -1.00' +/-

DEMOLISH AND REMOVE EXISTING GRANITE BLOCK

SUBSTRUCTURE, CONCRETE RUBBLE, STONE FILL BALLAST

AND ATON POST COMPLETELY AND DISPOSE OF OFFSITE

ESTIMATED REMOVAL QUANTITY = 65-CY+/-

'-0

12'-0"+/-

STONE AND CONCRETE RUBBLE

REMNANT FAILED ATON POST

TO BE REMOVED

LEGEND

MHW EL. +8.93'

MLW EL. 0.00'

GENERAL NOTES

1. DEMOLISH AND REMOVE, IN ITS ENTIRETY, EXISTING GRANITE

BLOCK SUBSTRUCTURE, CONCRETE RUBBLE, STONE FILL

BALLAST, AND ATON POST. DISPOSE OF REMOVED MATERIALS

OFFSITE.

2. BOTTOM OF FOUNDATION IS ASSUMED TO BE LOCATED AT EL.

-3.00' MLW. ESTIMATED REMOVAL QUANTITY IS FOR BIDDING

PURPOSES. IF IT IS DETERMINED THAT THE EXISTING

FOUNDATION EXTENDS BELOW -3.00' MLW, CONTRACTOR IS

REQUIRED TO REMOVE THE STRUCTURE TO NO GREATER

DEPTH THAN -3.00' MLW.

3. BREAKING / BLASTING OF LEDGE IS NOT PERMITTED.

D2 LOBSTER ROCKS DAYBEACON 13A EXISTING CONDITIONS

SCALE: 1/2" = 1'-0"

A2 LOBSTER ROCKS DAYBEACON 13A PROPOSED DEMOLITION

SCALE: 1/2" = 1'-0"

BOTTOM OF FOUNDATION

ELEVATION IS UNKNOWN

(SEE NOTE 2)

-10

-9

-10

-9

-14

-13

-1

-4

-1

-2 5-3

-1

-10

-1

-2

-3

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TEMILOLUWA A. KUSEMIJU

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APPROXIMATE LOCATION

OF EXISTING SABIN POINT

DAYBEACON SP

-9

-10

-9

COMPLETE SECTION

LOSS IN WEB

SEVERE CORROSION

IN PILING

NOTE: CONTOURS INDICATE DEPTH IN FEET BELOW MLW.

(AS MEASURED AT TIME OF INSPECTION)

040' 20' 40'

F1 PHOTO - SABIN POINT DAYBEACON SP EAST ELEVATION VIEW

N.T.S.

D1 PHOTO - SABIN POINT DAYBEACON SP WEST ELEVATION VIEW

N.T.S.

B1 PHOTO - SABIN POINT DAYBEACON SP FRAMING

N.T.S.

A1 PHOTO - SABIN POINT DAYBEACON SP PILE JACKET

N.T.S.

B4 SABIN POINT DAYBEACON SP HYDROGRAPHIC SURVEY

SCALE: 1" = 40'

S-006 A1

PLAN

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-10

-1

-13

-14

-2 0-2

5-3 0-3

-4

-1

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0 1' 2' 4'

SCALE: 1/2"=1'-0"

LEGEND

TO BE REMOVED

(4)-QTY HPX102 (EST.) BATTER PILES,

SEVERE CORROSION EXHIBITED

(1)-QTY HPx102 (EST.) VERTICAL CENTER PILE, SEVERE CORROSION EXHIBITED

26"Ø ( APPROX.) CONCRETE PILE JACKETS (AT

ALL PILES) WITH 3/4" THICK STEEL CASING,

MODERATE CORROSION EXHIBITED

(4)-QTY C15x40 STEEL

CHANNEL BEAMS (4)-QTY TRIANGULAR

GUSSET PLATES, 1/2" THICK

1" THICK STEEL GRATING SUPPORTED

BY C15x40 CHANNEL AND L4x3x3/8

ANGLE BEAMS W/ 3/8" THICK CLIPS,

MODERATE CORROSION EXHIBITED

EXISTING ELECTRICAL

EQUIPMENT AND

APPURTENANCES

PILE TIP ELEVATION

UNKNOWN

DEMOLISH AND REMOVE EXIST.

STRUCTURE COMPLETELY AND

DISPOSE OF OFFSITE

PILES NOT ABLE TO BE FULLY EXTRACTED SHALL BE

CUT A MINIMUM OF 1-FT BELOW THE MUDLINE (OR TO

A GREATER DEPTH BELOW MUDLINE IF REQUIRED BY

REGULATORY AGENCIES).

0 1' 2' 4'

SCALE: 1/2"=1'-0"

3' -7

9'-10"

2"Ø STEEL PIPE

HANDRAIL

TOP OF PILE EL. +20.00'

TOP OF DECK EL. +12.50'

MHW EL. +4.16'

MLW EL. 0.00'

MUDLINE @ EL. -10.00' ±

TOP OF PILE EL. +20.00'

TOP OF DECK EL. +12.50'

MHW EL. +4.16'

MLW EL. 0.00'

MUDLINE @ EL. -10.00' ±

DEPTH OF PILING, JACKET

AND CASING BELOW MUDLINE

UNKNOWN

(3)-QTY 4'-0" SQUARE DAYBOARDS

LOCATED ON NORTH, SOUTH, AND WEST FACES

REMOVE AND SALVAGE

EXISTING ELECTRICAL

EQUIPMENT AND

APPURTENANCES.

RETURN SALVAGED

ITEMS TO USCG'S

REPRESENTATIVE

A6 SABIN POINT DAYBEACON SP PROPOSED DEMOLITION

SCALE: 1/2" = 1'-0"A1 SABIN POINT DAYBEACON SP EXISTING CONDITIONS

SCALE: 1/2" = 1'-0"

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NOTE: CONTOURS INDICATE DEPTH IN FEET BELOW MLW.

( AS MEASURED AT TIME OF INSPECTION )

-10

NOTE: SHOWN AT NEAR MLW CONDITION.

-5

-15

020' 10' 20'

PLAN

NORTH

E1 PHOTO - BOWDITCH LEDGE DAYBEACON OVERALL VIEW

N.T.S.

C1 BOWDITCH LEDGE DAYBEACON ISOMETRIC SONAR SCAN VIEW LOOKING NORTHEAST

N.T.S.

A1 BOWDITCH LEDGE DAYBEACON ISOMETRIC SONAR SCAN VIEW LOOKING NORTHWEST

N.T.S. A4 BOWDITCH LEDGE DAYBEACON ISOMETRIC SONAR SCAN VIEW LOOKING SOUTHEAST

N.T.S.

A7 BOWDITCH LEDGE DAYBEACON ISOMETRIC SONAR SCAN VIEW LOOKING SOUTHWEST

N.T.S.

C4 BOWDITCH LEDGE DAYBEACON HYDROGRAPHIC SURVEY

SCALE: 1"=20'

LOCATION OF DOWDITCH

LEDGE DAYBEACON

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MLW EL. 0.00'

EL. -10.00' (MUDLINE)

1' 2' 4' 8'

SCALE: 1/4"=1'-0"

RUBBLE MOUND CONSISTING OF

GRANITE BLOCKS AND RIPRAP

1' 2' 4' 8'

SCALE: 1/4"=1'-0"

REMOVE EXISTING GRANITE RUBBLE AND RIPRAP MOUND COMPLETELY AND

DISPOSE OF OFFSITE.

GRANITE RUBBLE MAX STONE SIZE IS APPROX. 2'-0" H x 2'-0" W x 8'-0" LG

RIPRAP MOUND MAX STONE SIZE IS APPROX. 3'-0"Ø TO 5'-0" Ø

ESTIMATED REMOVAL QUANTITIES = 500-CY+/- (TOTAL), INCLUDING 150-CY+/-

OF GRANITE & 350-CY+/- OF STONE RIPRAP

1. EXISTING TOP OF LEDGE ELEVATION BENEATH THE

STONE RUBBLE AND RIPRAP MOUND IS ASSUMED TO BE

EL. -5.50' MLW. REMOVAL QUANTITY IS SHOWN FOR

BIDDING PURPOSES. CONTRACTOR SHALL REMOVE THE

GRANITE STONE RUBBLE AND RIPRAP IN THE LIMITS

SHOWN, DOWN TO THE EXISTING LEDGE. IF THE TOP OF

THE LEDGE IS LOWER THAN ANTICIPATED, CONTRACTOR

IS REQUIRED TO REMOVE THE STONE TO NO GREATER

DEPTH THAN 9' BELOW MEAN LOW WATER.

2. BREAKING / BLASTING OF LEDGE IS NOT PERMITTED.

ELEVATION OF LEDGE UNDER ROCK

MOUND IS UNKNOWN (SEE NOTE 1)

ELEVATION OF LEDGE UNDER ROCK

MOUND IS UNKNOWN (SEE NOTE 1)

TO BE REMOVED

GENERAL NOTES

LEGEND

MLW EL. 0.00'

EL. -10.00' (MUDLINE)

D1 BOWDITCH LEDGE DAYBEACON EXISTING CONDITIONS

SCALE: 1/4" = 1'-0"

A1 BOWDITCH LEDGE DAYBEACON PROPOSED CONDITIONS

SCALE: 1/4" = 1'-0"

TOP OF LEDGE EL. -5.50' (ASSUMED )

(1 O

F 2)

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ESTIMATED

LEDGE (VARIES)

26" Ø 10'-0" ROCK

SOCKET

GROUT FILL

ALUMINUM

ANODE

CATHODIC

PROTECTION

EL. -5.50' +/- (FIELD VERIFY)

MLW EL. 0.00'

MHW EL. +8.93'

EL. +25.00'

4'-0" SQ. DAYBOARD

(2 TOTAL)

20" Ø X 0.594" W.T. (SCH.40)

STEEL PIPE PILE.

FOR BID LENGTH, SEE

STRUCTURE NOTE 4(C).

STEEL LADDER

RUNG (TYP)

21"Ø X 3/8" THICK.

CAP PLATE

1'- 0"

3'- 6"

'-6

1. COLOR PALETTE SHOWN FOR DAYBOARDS ARE ASSUMED BASED ON HISTORIC PHOTOS OF

DAYBEACON.

2. DAYBOARD SHALL BE ORIENTED IN A POSITION THAT OFFERS MAXIMUM VISIBILITY TO

NAVIGABLE CHANNELS. COORDINATE DAYBOARD ORIENTATION WITH USCG'S

REPRESENTATIVE.

GENERAL NOTES

STRUCTURE NOTES

1/4

TYP.

STEEL PIPE COLUMN

SYMM.

S-010 D1

S-010 D7

S-009 A5

3'- 0"

1"Ø STEEL BAR RUNG

TEMPORARY STEEL PIPE CASING

FOR ROCK SOCKET INSTALLATION.

SEE NOTES

20"ØX0.594" ( SCH.40 )

STEEL PIPE PILE

MLW EL. 0.00'

LEDGE @ EL. -5.50' +/-

'-0

. B

2'-2"

1. MONOPOLE ASSEMBLY, INCLUSIVE OF PIPE PILE, STEEL LADDER RUNGS, AND CAP PLATE,

SHALL BE PRE-FABRICATED AND SHOP COATED IN A TYPE 2 COATING SYSTEM. REFER TO

SHEET G-002 FOR TYPE 2 COATING REQUIREMENTS.

2. ALL FASTENERS FOR DAYBOARD ATTACHMENT TO MONOPOLE STRUCTURE SHALL BE COATED

WITH A TYPE 1 COATING. REFER TO SHEET G-002 FOR TYPE 1 COATING REQUIREMENTS. FIELD

DETERMINE HOLE SPACING AND SIZING IN DAYBOARD BASED ON CONTRACTOR SUPPLIED

CLIP FASTENERS ANCHORAGE REQUIREMENTS.

3. ALL STEEL RUNGS TO BE RATED FOR 300-LB LIVE LOAD.

4. MATERIAL AND INSTALLATION NOTES AS FOLLOWS:

A. DAYBOARDS

a. DAYBOARD MATERIALS SHALL BE 1/2" MEDIUM DENSITY OVERLAY (SINGLE - SIDED )

PLYWOOD.

B. STEEL RUNGS

a. FIELD WELD RUNGS LOCATED WITHIN THE AREA OF THE ROCK SOCKET CASING, AFTER

REMOVAL OF CASING. RECOAT DAMAGED AREAS AFTER WELD INSTALLATION.

C. PILING AND ROCK SOCKET

a. MODULUS, STRENGTH AND DEPTH OF UNDERLYING ROCK LAYERS ARE UNKNOWN.

b. ESTIMATED BID LENGTH OF PILE OF 60-FT. MONOPILE BID LENGTH SHOWN INCLUDES

AN ALLOWANCE FOR POTENTIAL VARYING LEDGE AND SUBSURFACE FIELD

CONDITIONS, INCLUDING DETERMINATION OF DEPTH TO COMPETENT ROCK LAYERS.

EXCESS PILE LENGTH SHALL BE CUT OFF AT THE BOTTOM OF THE PILE AS REQUIRED

TO MEET TARGET ELEVATIONS AND SOCKET EMBEDMENT DEPTHS SHOWN.

c. CONTRACTOR SHALL CLEAR AND REMOVE LOOSE SECTIONS OF THE LEDGE TO

FACILITATE SETTING OF THE PIPE CASING AND ROCK SOCKET CONSTRUCTION. THE

ROCK SOCKET SHALL HAVE A MINIMUM LENGTH OF 10-FT, MEASURED FROM THE TOP

OF THE LEDGE AT THE START OF DRILLING. THE ROCK SOCKET DESIGN ASSUMES THAT

UP TO 4-FT OF WEATHERED AND FRACTURED BEDROCK MAY BE ENCOUNTERED

BEFORE REACHING COMPETENT BEDROCK. REFER TO TECHNICAL SPECIFICATION

SECTION 31 62 16.17 FOR ADDITIONAL DETAILS.

d. SET UP TEMPORARY FALSE WORK TO FACILITATE MONOPOLE INSTALLATION. STEEL

PIPE CASING SIZE AND LENGTH SHALL BE DETERMINED BY CONTRACTOR. SPACERS SHALL

BE USED TO MAINTAIN A UNIFORM ANNULUS BETWEEN PILE AND CASING. PROVIDE

NON-CARBON STEEL SPACERS.

e. AT CONTRACTOR'S OPTION, GENERAL INSTALLATION SEQUENCE AS FOLLOWS:

· INSTALL NECESSARY TURBIDITY CURTAINS PRIOR TO DRIVING/DRILLING

OPERATIONS.

· DRIVE CASING TO LEDGE. CUT INTO ROCK A MIN. OF 6" EMBEDMENT.

· AIR LIFT OVERBURDEN FROM INSIDE CASING.

· DRILL/CORE ROCK SOCKET HOLE INTO EXISTING LEDGE. SEE DETAILS FOR DEPTH

OF SOCKET.

· INSTALL DAYBEACON MONOPOLE.

· INSTALL NON-SHRINK GROUT INTO SOCKET AROUND DAYBEACON MONOPOLE

USING TREMIE METHOD. BRACE AS REQUIRED TO ENSURE MONOPOLE STAYS IN

PLUMB POSITION. SET/CURE GROUT AS RECOMMENDED BY SUPPLIER.

· REMOVE CASING UPON COMPLETION. CASING SHALL BE CUT FOR REMOVAL AS

REQUIRED TO MINIMIZE FIELD WELDING OF LADDER RUNGS TO THE EXTENT

FEASIBLE.

f. ALL LOADING FROM THE INSTALLATION OF DAYBOARDS, NAVIGATIONAL LIGHTING, OR

CATHODIC PROTECTION SHALL BE PERMITTED ON THE ATON UNTIL A MINIMUM OF

14-DAYS AFTER GROUT INSTALLATION OR AT 80% OF REQUIRED COMPRESSIVE

STRENGTH OF GROUT, WHICHEVER IS LESS.

D. SACRIFICIAL ANODE CATHODIC PROTECTION

a. QUANTITIES, SIZES AND WEIGHTS OF ALUMINUM ANODES ARE ESTIMATES ONLY.

CONTRACTOR SHALL CONFIRM SITE REQUIREMENTS TO MEET DESIGN CRITERIA

SHOWN ON SHEET G-002.

b. PROVIDE ALUMINUM ANODE MEETING THE FOLLOWING COMPOSITION:

ZINC (Zn) 2.80 - 6.50% INDIUM (In) 0.01 - 0.02% SILICON (Si) 0.08 - 0.20% COPPER (Cu) 0.006% (MAX) IRON (Fe) 0.120% (MAX)

ALUMINUM REMAINDER

c. ACTUAL ANODE OUTPUT SHALL BE MEASURED AT SITE TO VERIFY ADEQUATE

PROTECTION.

d. EXISTING LEDGE ELEVATION SHALL BE VERIFIED PRIOR TO INSTALLATION OF ANODES.

A1 PROPOSED MONOPOLE DAYBEACON

SCALE: 1/2" = 1'-0" A5 DETAIL - MONOPOLE ROCK SOCKET

SCALE: 1/2" = 1'-0" A7 STEEL BAR RUNG DETAIL

SCALE: 1/2" = 1'-0"

1'- 0"

MHW EL+8.93'

1'-0"

SIM

SHOP FABRICATED FIELD INSTALLED

1/4

SEE NOTES.

S-009 A7

FIELD VERIFY

B Y:

2 3 4 5 6 7 8 9 10

A/ E

SHEET ID

1/ 2"

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N S ec to rs B os to n

4\ 6.

D ra w in gs

\6 .5

D es ig n\

S -0

O W

C H

G E

D A

C O

N R

F 2)

.d w g

TEMILOLUWA A. KUSEMIJU

123623

GROUT FILL

ROCK SOCKET

(2 O

F 2)

CG CEU

PROVIDENCE

(GSA LEASED)

S-010

K, R

I 0

. L

. E . V

, T

) 4

-4

-U

G-

B Y:

2 3 4 5 6 7 8 9 10

A/ E

SHEET ID

1/ 2"

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N S ec to rs B os to n

4\ 6.

D ra w in gs

\6 .5

D es ig n\

S -0

O W

C H

G E

D A

C O

N R

F 2)

.d w g

TEMILOLUWA A. KUSEMIJU

123623

WHITE BACKGROUND4'-0"x4'-0"x1/2"

THICK DAYBOARD

(2-QTY REQ'D)

RED BACKGROUND

ALUMINUM ANODE

3-QTY REQ'D @ 120° SPREAD (TYP.)

EST. NOM. WEIGHT = 90-LB PER ANODE

EST. SIZING = 7" H x 7" W x 1'-6" LG PER ANODE

HDG STEEL BRACKET

3/8" THICK x 1 1/2" WIDE @ 1'-8"Ø

DAYBOARD

1/2 "Ø BOLT FASTENER , HDG

TYP.

4'-0

1'-9

DAYBOARD

1/2"Ø BOLT FASTENER HDG

(TYP.)

A1 DETAIL - DAYBOARD CONSTRUCTION

SCALE: 1" = 1'-0"

D7 ANODES DETAIL

SCALE: 1" = 1'-0"

A7 ANODES CONNECTION DETAIL

SCALE: 1-1/2" = 1'-0"A5 PLAN - TOP OF MONOPOLE

SCALE: 1" = 1'-0"

20" Ø x 0.594" W.T. (SCH.40)

STEEL PIPE PILE

20" Ø x 0.594" W.T. (SCH.40)

STEEL PIPE PILE

ALUMINUM ANODE

3-QTY REQ'D @ 120° SPREAD (TYP.)

EST. NOM. WEIGHT = 90-LB PER ANODE

EST. SIZING = 7" H x 7" W x 1'-6" LG PER ANODE

ALUMINUM ANODE

3-QTY REQ'D @ 120° SPREAD (TYP.)

EST. NOM. WEIGHT = 90-LB PER ANODE

EST. SIZING = 7" H x 7" W x 1'-6" LG PER ANODE

S-010

0°

120°

S-010 F7

21"Ø x 3/8" THICK CAP

PLATE

3/16

TYP.

D1 ELEVATION - TOP OF MONOPOLE

SCALE: 1" = 1'-0"

HDG STEEL BRACKET

3/8" THICK x 1 1/2" WIDE @ 1'-8"Ø

OUTLINE OF DAYBOARD

1/2 " Ø BOLT FASTENER , HDG

TYP.

20" Ø x 0.594" W.T. (SCH.40)

STEEL PIPE PILE

1/2" THICK DAYBOARD

D4 ELEVATION - TOP OF MONOPOLE

SCALE: 1" = 1'-0"

21"Ø x 3/8" THICK CAP PLATE

3/16

TYP.

HDG STEEL BRACKET

3/8" THICK x 1 1/2" WIDE @ 1'-8"Ø

1/2 " Ø BOLT FASTENER , HDG

TYP.

20" Ø x 0.594" W.T. (SCH.40)

STEEL PIPE PILE

S-010 A1

F7 ANODES PLAN

SCALE: 1" = 1'-0"

STEEL ROD CORE FOR ANODE ATTACHMENT TO PILE.

SIZE TO BE DETERMINED BY CATHODIC PROTECTION SUPPLIER.

S-010 A5

5/16

20" Ø x 0.594" W.T. (SCH.40)

STEEL PIPE PILE

3" WIDE RETROREFLECTIVE

BORDER

3'-6

3'-6"

1'-9"

4'-0"

APPLY UNDERWATER EPOXY MASTIC ON WELDS AFTER

INSTALLATION.

2'-

6" 2'-

/1 6"

2X6 PRESSURE-TREATED TIMBER BLOCKING.

PROVIDE 2-QTY 1/4"Ø X 6" LAG SCREWS

(STAINLESS STEEL) FOR ATTACHMENT TO

BOARDS, TYP.

2X6 PRESSURE-TREATED TIMBER BLOCKING.

PROVIDE 2-QTY 1/4"Ø X 6" LAG SCREWS

(STAINLESS STEEL) FOR ATTACHMENT TO

BOARDS, TYP.

2X6 PRESSURE-TREATED TIMBER BLOCKING.

PROVIDE 2-QTY 1/4"Ø X 6" LAG SCREWS

(STAINLESS STEEL) FOR ATTACHMENT TO

BOARDS, TYP.

Sheets and Views

G-000 COVER SHEET

G-001 SYMBOLS AND ABBREVIATIONS

G-002 GENERAL NOTES

C-001 ENLARGED VICINITY MAPS

S-001 ABBOTT ROCK DAYBEACON PHOTOS & HYDROGRAPHIC SURVEY

S-002 ABBOTT ROCK DAYBEACON EXISTING CONDITION & DEMOLITION PLAN

S-003 LOBSTER ROCKS DAYBEACON 13A PHOTOS & HYDROGRAPHIC SURVEY

S-004 LOBSTER ROCKS DAYBEACON 13A EXISTING CONDITION & DEMOLITION PLAN

S-005 SABIN POINT DAYBEACON SP PHOTOS & HYDROGRAPHIC SURVEY

S-006 SABIN POINT DAYBEACON SP EXISTING CONDITION & DEMOLITION PLAN

S-007 BOWDITCH LEDGE DAYBEACON PHOTOS & HYDROGRAPHIC SURVEY

S-008 BOWDITCH LEDGE DAYBEACON EXISTING CONDITION & DEMOLITION PLAN

S-009 BOWDITCH LEDGE DAYBEACON REPLACEMENT DETAILS (1 OF 2)

STEEL BAR RUNG DETAIL

ELEVATION - TOP OF MONOPOLE

S-010 BOWDITCH LEDGE DAYBEACON REPLACEMENT DETAILS (2 OF 2)

PLAN - TOP OF MONOPOLE

ANODES PLAN

ANODES DETAIL

	2025-06-03T06:19:02-0700
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	2025-06-03T09:59:24-0400
GLASS.DAVID.N.1273006709

	2025-06-03T13:06:35-0400
CAROSOTTO.MICHAEL.P.1021033398

File details come from the government source that posted it. Updated Sep 30, 2025.