3c_15710850 Drawings.pdf

PDF 23 MB Posted May 30, 2025

Attached to: REPAIR AIDS TO NAVIGATION (ATON) EASTERN MAINE
Solicitation number: 70Z0G125BABCD0077
Issued by: Department of Homeland Security US Coast Guard

About this file

Written by GovTribe AI · May 30, 2025

These are technical construction drawings for the U.S. Coast Guard Civil Engineering Unit Providence's project to repair Aids to Navigation (ATON) structures in Eastern Maine. The project involves repairing or replacing six daybeacons and light structures located at different sites: Merry Island, Guptill Ledge, Emms Rock, Clark Ledge, Porterfield Ledge, and Drunkard Ledge. The comprehensive set of 20 detailed engineering drawings includes site plans, existing condition assessments, demolition plans, and repair specifications for each structure.

The technical drawings specify standardized 5-foot square pipe tower designs, with each location requiring unique modifications based on existing conditions. Key repair elements include removing corroded steel monopoles, replacing dayboards, repairing granite block foundations, installing new steel ladder systems, and applying protective coatings. The project involves precise engineering considerations such as rock socket installations, concrete replacements, and ensuring structural integrity in marine environments. The drawings are dated February 12, 2025, and are part of the solicitation for contract number 70Z0G125BABCD0077, with five base bid items and one optional bid item covering the various ATON structure repairs.

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12b_Amendment 0001_70Z0G125BABCD0077.pdf	PDF	Jun 23, 2025
3c_SF24 Bid Bond Form.pdf	PDF	May 30, 2025
7n_General Decision Number ME20250030_Cumberland.pdf	PDF	May 30, 2025
3c_15710850 Specifications.pdf	PDF	May 30, 2025
7n_General Decision Number ME20250027_Washington.pdf	PDF	May 30, 2025
7n_General Decision Number ME20250021_Hancock.pdf	PDF	May 30, 2025
3c_15710850_Specification_Appendix A.pdf	PDF	May 30, 2025
12a_IFB 70Z0G125BABCD0077.pdf	PDF	May 30, 2025
7n_General Decision Number ME20250028_Knox.pdf	PDF	May 30, 2025

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U.S. COAST GUARD

CIVIL ENGINEERING UNIT

PROVIDENCE

VICINITY MAP

SCALE: NTS

LOCATION MAP

SCALE: NTS

GENERAL

VICINITY

DRAWING INDEX

SHEET NO. SHEET ID SHEET TITLE

1 G-000 COVER SHEET

2 G-001 SYMBOLS AND ABBREVIATIONS

3 G-002 GENERAL NOTES

4 C-100 ENLARGED VICINITY MAP

5 C-101 SITE PLAN (1 OF 3)

6 C-102 SITE PLAN (2 OF 3)

7 C-103 SITE PLAN (3 OF 3)

8 S-501 MERRY ISLAND DAYBEACON 15 EXISTING CONDITIONS & DEMOLITION

9 S-502 MERRY ISLAND DAYBEACON 15 REPAIR DETAILS

10 S-503 GUPTILL LEDGE DAYBEACON 6 EXISTING CONDITIONS & DEMOLITION

11 S-504 GUPTILL LEDGE DAYBEACON 6 REPAIR DETAILS

12 S-505 EMMS ROCK LIGHT 9 EXISTING CONDITIONS & DEMOLITION

13 S-506 EMMS ROCK LIGHT 9 REPAIR DETAILS (1 OF 2)

14 S-507 USCG STANDARD 5FT SQUARE PIPE TOWER DETAILS (1 OF 4)

15 S-508 USCG STANDARD 5FT SQUARE PIPE TOWER DETAILS (2 OF 4)

16 S-509 USCG STANDARD 5FT SQUARE PIPE TOWER DETAILS (3 OF 4)

17 S-510 USCG STANDARD 5FT SQUARE PIPE TOWER DETAILS (4 OF 4)

18 S-511 EMMS ROCK LIGHT 9 REPAIR DETAILS (2 OF 2)

19 S-512 CLARK LEDGE DAYBEACON 3 EXISTING CONDITIONS & DEMOLITION

20 S-513 CLARK LEDGE DAYBEACON 3 REPAIR DETAILS

21 S-514 PORTERFIELD LEDGE DAYBEACON EXISTING CONDITIONS & DEMOLITION

22 S-515 PORTERFIELD LEDGE DAYBEACON REPAIR DETAILS (1 OF 2)

23 S-516 PORTERFIELD LEDGE DAYBEACON REPAIR DETAILS (2 OF 2)

24 S-517 DRUNKARD LEDGE DAYBEACON EXIST CONDITIONS & DEMOLITION (OBI 1)

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

CIVIL ENGINEERING UNIT PROVIDENCE

VARIOUS LOCATIONS, MAINE, USA

REPAIR ATON EASTERN MAINE (FY23 CPOP)

USCG PROJECT NO. 15710850

G-000

N O.

G-

K, R

I 0

) 4

-4

-U

G-

U. S. COAST GUARD

CIVIL ENGINEERING

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TEMILOLUWA A. KUSEMIJU

123623

B Y:

2 3 4 5 6 7 8 9 10

A/ E

SHEET ID

1/ 2"

(LLNR 925)

(LLNR 1305)

(LLNR 1945)

(LLNR 4100)

(LLNR 4270)

(LLNR 5365)

MICHAEL P. CAROSOTTO, PE

DAVID DILL, PE / DAVID GLASS, PE

TECHNICAL DIRECTOR DATE

BRANCH CHIEF DATE

APPROVING OFFICIAL DATE

02/12/2025

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

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NOTES

UTILITY & CIVIL LINE SYMBOLOGY

PLAN

NORTH

VIEW TITLE

WATER SURFACE ELEVATION

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. WORKER SAFETY IN EXCAVATIONS AND TRENCHES SHALL BE PROVIDED BY THE CONTRACTOR IN ACCORDANCE WITH OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS, 29 CFR 1926, SUBPART P - EXCAVATIONS, TRENCHING, AND SHORING. COMPLY WITH USACE-EM-385

FOR ALL ASPECTS OF CONSTRUCTION.

5. 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.

6. 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.

7. 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.

8. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO HAVE ALL UTILITIES LOCATED AND MARKED PRIOR TO THE START OF CONSTRUCTION.

9. REFER TO SHEET C-100 FOR LIGHT LIST LOCATIONS AND HORIZONTAL AND VERTICAL CONTROLS.

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GENERAL REQUIREMENTS

DEMOLITION AND SALVAGE

1. THE CONTRACTOR SHALL CUT FLUSH WITH LEDGE AND 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 UNLESS NOTED OTHERWISE SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE

DISPOSED OF LEGALLY AND PROPERLY.

3. ANY MATERIAL REMOVED AND NOT NOTED TO BE SALVAGED AND / OR REUSED SHALL BE DISPOSED OF AS DIRECTED BY USCG'S REPRESENTATIVE

AT THE EXPENSE OF THE CONTRACTOR.

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

CONCRETE, GROUT AND MASONRY MORTAR

1. CONCRETE, EXCEPT AS NOTED, SHALL BE NORMAL WEIGHT CONCRETE AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000-PSI WHEN

TESTED AT 28-DAYS. CONCRETE SHALL BE SUITABLE FOR MARINE APPLICATIONS AND PROVIDE A MINIMUM 50-YR DESIGN LIFE.

2. THE MAXIMUM WATER TO CEMENTITIOUS RATIO, BY WEIGHT SHALL BE 0.40.

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

OTHERWISE SPECIFIED.

4. ALL EXPOSED CORNERS SHALL BE PROVIDED WITH MINIMUM 3/4-INCH CHAMFER, UNLESS OTHERWISE NOTED.

5. PRIOR TO CASTING NEW CONCRETE AGAINST EXISTING CONCRETE SURFACE, ROUGHEN THE EXISTING SURFACE. THE EXISTING SURFACE SHALL BE FREE OF LAITANCE AND SHALL BE ROUGHENED TO FULL AMPLITUDE OF APPROXIMATELY 1/4-INCH. APPLY BONDING AGENT IN ACCORDANCE TO

MANUFACTURER'S RECOMMENDATION.

6. ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF ACI MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES, ACI 315.

7. FINISHING AND SURFACE FLATNESS TOLERANCES SHALL BE CONSISTENT WITH HARDWARE TO BE ATTACHED TO CONCRETE ELEMENTS.

8. GROUT, EXCEPT AS NOTED, SHALL BE NORMAL WEIGHT, NON-SHRINK GROUT. GROUT SHALL COMPLY WITH ASTM C1107/C1107M.

9. MASONRY MORTAR SHALL BE TYPE M OR S MORTAR, CONFORMING TO ASTM C270.

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60 , UNLESS OTHERWISE NOTED. WELDED WIRE FABRIC

SHALL CONFORM TO ASTM A185 SPECIFICATIONS.

2. CLEAR COVER ON REINFORCING STEEL SHALL BE A MINIMUM OF 3-INCH, UNLESS OTHERWISE NOTED.

3. DIMENSIONS TO REINFORCING STEEL ARE CENTERLINE DIMENSIONS UNLESS OTHERWISE NOTED.

4. DETAILING OF REINFORCING STEEL AND THEIR SHOP DRAWINGS SHALL CONFORM TO THE LATEST VERSION OF ACI 315 AND THE ACI DETAILING

MANUAL, ACI SP-66.

5. EMBEDMENT AND SPLICE LENGTHS FOR REINFORCING STEEL SHALL COMPLY WITH THOSE SHOWN IN TABLE G1.

A. WHERE BARS ARE OF DIFFERENT SIZE, THE LAP LENGTH SHALL BE BASED ON SMALLER BAR, UNLESS NOTED OTHERWISE.

B. THE CONTRACTOR SHALL DETERMINE ANY SPLICE LOCATIONS IN ADDITION TO THOSE SHOWN, SUBJECT TO SHOP DRAWING APPROVAL.

C. TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12-INCH OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW

DEVELOPMENT LENGTH OR SPLICE.

TABLE G1 - MINIMUM SPLICE AND EMBEDMENT LENGTHS (INCHES)

CONCRETE STRENGTH (F'C) = 5,000-PSI

BAR SIZE

TENSION COMPRESSION STANDARD END

HOOK

EMBEDMENT

LENGTH

MIN.

EMBEDMENT

LENGTH

TOP BAR MIN.

EMBEDMENT

LENGTH

MIN. LAP SPLICE

LENGTH

TOP BAR MIN.

LAP SPLICE

LENGTH

MIN.

EMBEDMENT

LENGTH

MIN. SPLICE

LENGTH

#3 13 17 17 22 8 12 7

#4 17 22 22 29 9 15 9

#5 22 28 28 36 12 19 11

#6 26 33 33 43 14 23 13

#7 37 49 49 63 16 27 15

#8 43 55 55 72 18 30 17

#9 48 63 63 81 21 34 19

#10 54 70 70 91 23 38 22

#11 60 78 78 101 26 43 24

#14 72 94 - - 31 - 29

#18 96 125 - - 41 - 39

POST-INSTALLED ANCHORAGE/ REBAR

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

· ASCE STANDARD, MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES (ASCE/SEI 7-22), 2022

· AWS STRUCTURAL WELDING CODE (AWS D1.1/D1.1M), LATEST EDITION

· UNIFIED FACILITIES CRITERIA GENERAL CRITERIA FOR WATERFRONT CONSTRUCTION (UFC 4-151-10), 2012

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

· 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 II

b. LIVE LOADING

· UNIFORM LIVE LOADS 100-PSF

· CONCENTRATED LIVE LOADS 300-LBS

c. WIND LOADING

· BASIC WIND SPEED 140-MPH (MAX)

· EXPOSURE CATEGORY D

· GUST FACTOR 0.85

c. SITE SEISMICITY

· SITE SOIL CLASS BC (SOFT ROCK)

· SEISMIC DESIGN CATEGORY A

d. CURRENT LOADING

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

· MAX DRAG COEFFICIENT 1.20

1. INSTALL EPOXY ANCHORS/REBAR PER MANUFACTURER'S INSTRUCTIONS. PROVIDE MINIMUM HOLE DIMENSIONS PER MANUFACTURER'S RECOMMENDATIONS. UNLESS OTHERWISE SHOWN IN THESE DRAWINGS, ALL HOLES SHALL BE DRILLED PERPENDICULAR TO THE CONCRETE OR

ROCK SURFACE.

2. MINIMUM CONCRETE STRENGTH FOR EXISTING CONCRETE IS ASSUMED TO BE 4,000-PSI.

3. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. THE POSITION OF EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE SHALL BE LOCATED PRIOR TO DRILLING/INSTALLING EPOXY ANCHORS. EXISTING BARS SHALL BE

LOCATED USING GPR, X-RAY, PILOT HOLES, CHIPPING OR OTHER APPROVED MEANS.

4. BASIS OF DESIGN FOR POST-INSTALLED ANCHORAGE INCLUDES THE FOLLOWING ASSUMPTIONS:

· CRACKED, WATER-SATURATED CONCRETE

· BASE MATERIAL TEMPERATURE OF 23°F TO 104°F

· ALLOWABLE WITH HAMMER DRILL, HOLLOW DRILL BIT SYSTEM AND CORE DRILLING METHODS

5. POST-INSTALLED ANCHORS SHALL CONSIST OF ADHESIVE EPOXY ANCHOR SUITABLE FOR USE IN MARINE ENVIRONMENTS, AND MEETING ACI 355.4.

· HILTI HIT-RE 500 V3 OR APPROVED EQUIVALENT

STRUCTURAL STEEL

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

· STRUCTURAL SHAPES:

CHANNELS ASTM A992, GRADE 50, FY = 50-KSI

ANGLES ASTM A992, GRADE 50, FY = 50-KSI

HSS (RECTANGULAR/SQUARE) ASTM A500, GRADE C, FY = 50-KSI

HSS (ROUND) ASTM A500, GRADE C, FY = 46-KSI

PIPES (NON-PILING, NON-FOUNDATION) ASTM A501, GRADE B, FY = 50-KSI

· OTHER SHAPES/SECTIONS

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

· FOUNDATION STEEL

PIPE PILES AND CASING PIPE ASTM A252, MOD 3 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

STAINLESS STEEL COMPONENTS (ASTM A316):

STAINLESS STEEL BOLTS ASTM A193

STAINLESS STEEL ANCHORS ASTM A193, ASTM F593 FY = 75-KSI (MIN.)

NUTS (HEAVY HEX) ASTM F594, ASTM A193

WASHERS (HARDENED, LOCK TYPE) ASTM A276

WASHERS (PLASTIC) PTFE TYPE

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 STRUCTURAL STEEL AND FASTENERS (CARBON STEEL) SHALL BE HOT-DIPPED GALVANIZED (HDG). ALL STEEL OR METAL EMBEDDED ITEMS IN CONCRETE SHALL BE HOT-DIP GALVANIZED, UNLESS NOTED OTHERWISE. NOTE, SOME HDG STEEL ELEMENTS SHALL BE COATED WITH ADDITIONAL LAYER OF COAL TAR EPOXY (CTE). REFER TO "GALVANIZATION AND COATINGS" THIS SHEET, AND APPLICABLE S-SERIES SHEETS.

6. ALL THREADED ELEMENTS SHALL BE UNC COARSE THREADS.

GRATING

1. ALL GRATING SHALL BE ATTACHED AND SUPPORTED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

2. GRATING SHALL BE OPEN-TYPE, MOLDED FIBERGLASS GRATING, AT 1-INCH GRID HEIGHT (THICKNESS) AT 1-1/2" x 1-1/2" SQUARE GRID SIZE.

3. GRATING SHALL BE DARK GRAY COLOR.

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 PERFORMED 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

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.

c. CONTRACTOR SHALL VERIFY AND PROVIDE CTE PRODUCTS COMPATIBLE FOR USE ON HDG COATINGS. PREPARATION OF HDG COATING PRIOR

TO CTE COATING SHALL BE PER MANUFACTURER'S RECOMMENDATIONS.

7. GENERAL COATING SCHEDULE FOR PROPOSED STRUCTURE REPAIRS ARE AS FOLLOWS. SEE REFERENCED SHEETS FOR ADDITIONAL DETAILS.

1. USE OF SANDBLASTING OR CHEMICAL CLEANING IS NOT PERMITTED FOR CLEANING MASONRY STRUCTURE.

2. FOR WATERBLASTING CLEANING METHOD, PROVIDE WATER BLASTING EQUIPMENT FOR CLEANING EFFORTS. DO NOT OPERATE THE EQUIPMENT AT A PRESSURE WHICH WILL CAUSE ETCHING OR OTHER DAMAGE TO THE MASONRY SURFACE OR MORTAR JOINTS. OPERATE THE EQUIPMENT AT A

DISCHARGE RATE OF 55 TO 400-PSI.

3. PROTECT OPEN JOINTS TO PREVENT WATER AND OTHER MOISTURE INTRUSION INTO THE INTERIOR OF THE STRUCTURE.

4. REMOVE ALL ORGANIC AND INORGANIC CONTAMINANTS FROM THE SURFACE AND PORES OF THE SUBSTRATE, WITHOUT CAUSING ANY SHORT OR

LONG-TERM NEGATIVE CONSEQUENCES.

5. DO NOT AFFECT THE DENSITY, POROSITY, OR COLOR OF THE EXISTING MASONRY OR MORTAR.

6. REPOINT MASONRY IN ACCORDANCE WITH NPS TPS BRIEF 2, USING ASTM E2260 AS A REFERENCE GUIDE.

7. REMOVE OLD CAULKING, GROUT, OR NON-ORIGINAL MORTAR FROM PREVIOUSLY REPAIRED JOINTS TO A MINIMUM DEPTH OF 2.5 TIMES THE WIDTH OF THE JOINT. CUT ALL JOINTS (UNLESS OTHERWISE NOTED) BACK TO SOUND, SOLID, BACKUP MATERIAL. LEAVE A CLEAN, SQUARE FACE AT THE

BACK OF THE JOINT TO PROVIDE FOR MAXIMUM CONTACT OF REPOINTING MORTAR.

8. SHALLOW OR FEATHER EDGING IS NOT PERMITTED. REMOVE LOOSE PARTICLES FROM JOINTS. CLEAN JOINTS, FOLLOWED BY BLOWING WITH

FILTERED, DRY, COMPRESSED AIR OR VACUUM.

9. CUT OUT EXISTING HORIZONTAL MORTAR JOINTS (BED JOINTS) THAT ARE FILLED WITH A HARD PORTLAND MORTAR USING A DIAMOND BLADE THAT IS NARROWER THAN THE JOINT WIDTH. CUT OUT THE MIDDLE ONE-THIRD OF THE MORTAR JOINT USING A ROTARY POWER SAW. REMOVE THE REMAINING MORTAR FROM THE MASONRY JOINTS BY HAND USING MASONRY CHISELS OR PNEUMATIC CARVING TOOLS.

10. DO NOT USE ROTARY POWER SAWS TO CUT OUT VERTICAL JOINTS (HEAD JOINTS). REMOVE ALL VERTICAL HEAD JOINTS BY HAND USING A

PNEUMATIC CARVING TOOL, OR HAMMER AND CHISEL.

11. REMOVE EXISTING HISTORIC LIME-BASED MORTAR USING ONLY SMALL-HEADED CHISELS THAT ARE NO WIDER THAN HALF THE WIDTH OF THE EXISTING MASONRY JOINTS. PNEUMATIC AIR CARVING CHISELS ARE PERMITTED AS ARE SPECIALLY DESIGNED MORTAR REMOVAL RECIPROCATING

TOOLS (I.E. ARBORTECH SAW).

12. DO NOT WIDEN THE EXISTING MASONRY JOINTS. DO NOT CHIP OR SPALL THE SURROUNDING MASONRY EDGES IN THE PROCESS OF MORTAR REMOVAL. DAMAGE TO SURROUNDING MASONRY UNITS RESULTING FROM ROTARY BLADE OVERRUNNING IS NOT PERMITTED. DAMAGES TO ADJACENT MATERIALS EXCEEDING 1/8 INCH IN SIZE ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST BE REPAIRED BY REMOVAL AND

REPLACEMENT OF DAMAGED MATERIALS.

REPOINTING

GENERAL COATING SCHEDULE

LIGHT NAME

LIGHT LIST

NUMBER

(LLNR)

COATING TYPE

REQUIRED SHEET NO.

MERRY ISLAND DAYBEACON 15 LLNR 5365 TYPE 1, TYPE 2 S-502

GUPTILL LEDGE DAYBEACON 6 LLNR 1945 TYPE 1, TYPE 2 S-504

EMMS ROCK LIGHT 9 LLNR 1305 TYPE 1 S-506

CLARK LEDGE DAYBEACON 3 LLNR 925 TYPE 1, TYPE 2 S-513

PORTERFIELD LEDGE DAYBEACON LLNR 4270 TYPE 1, TYPE 2 S-515

DRUNKARD LEDGE DAYBEACON LLNR 4100 - -

POINT 5

LLNR 4270

C1 ENLARGED VICINITY MAP

SCALE: 1" = 30000'

C-101 C1

C-103 C5

C-101 C6

C-102 C1

C-102 C5

DRUNKARD LEDGE DAYBEACON

(LLNR 4100)

MERRY ISLAND DAYBEACON 15

(LLNR 5365)

GUPTILL LEDGE DAYBEACON 6

(LLNR 1945)

EMMS ROCK LIGHT 9

(LLNR 1305)

CLARK LEDGE DAYBEACON 3

(LLNR 925)

PROJECT LIGHT LIST

LIGHT NAME LIGHT LIST NUMBER

(LLNR)

COORDINATES

NAD'83 STATE PLANE

COORDINATES APPLICABLE

TIDAL DATUM BID ITEM

LAT LONG NORTHING EASTING

MERRY ISLAND DAYBEACON 15 LLNR 5365 43.9558°N 69.5757°W MAINE WEST NO. 1802 409,696.924 3,108,370.526 8418150 PORTLAND, ME BASE BID ITEM #1

GUPTILL LEDGE DAYBEACON 6 LLNR 1945 44.3884°N 68.0855°W MAINE EAST NO. 1801 263,358.234 1,092,599.234 8413320 BAR HARBOR, ME BASE BID ITEM #2

EMMS ROCK LIGHT 9 LLNR 1305 44.5290°N 67.5658°W MAINE EAST NO. 1801 315,718.594 1,227,854.364 8411060 CUTLER FARRIS WHARF, ME BASE BID ITEM #3

CLARK LEDGE DAYBEACON 3 LLNR 925 44.9154°N 66.9846°W MAINE EAST NO. 1801 458,853.430 1,376,786.107 8410140 EASTPORT, ME BASE BID ITEM #4

PORTERFIELD LEDGE DAYBEACON LLNR 4270 44.1540°N 69.0615°W MAINE EAST NO. 1801 178,158.413 836,900.16 8418150 PORTLAND, ME BASE BID ITEM #5

DRUNKARD LEDGE DAYBEACON LLNR 4100 44.1023°N 68.9522°W MAINE EAST NO. 1801 159,116.299 865,461.787 8418150 PORTLAND, ME OPTIONAL BID ITEM #1

PORTERFIELD

LEDGE DAYBEACON

(LLNR 4270)

C-103 C1

P ro je ct s\

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S C G

N E as te rn M ai ne

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-4

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HORIZONTAL AND VERTICAL CONTROLS

1. COORDINATES SHOWN ARE BASED ON NORTH AMERICAN DATUM OF 1983 (NAD83), IN US SURVEY FEET.

2. 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.

NOAA TIDAL GAGE STATIONS

TIDAL DATUM 8418150

PORTLAND, ME

8413320

BAR HARBOR, ME

8411060

CUTLER FARRIS

WHARF, ME

8410140

EASTPORT, ME

MEAN HIGHER-HIGH WATER (MHHW) +9.56 +10.99 +14.16 +18.83

MEAN HIGH WATER (MHW) +9.12 +10.57 +13.71 +18.35

MEAN TIDE LEVEL (MTL) +4.56 +5.28 +6.85 +9.18

MEAN SEA LEVEL (MSL) +4.59 +5.29 +6.79 +9.26

MEAN LOW WATER (MLW) 0.00 0.00 0.00 0.00

MEAN LOWER-LOW WATER (MLLW) -0.35 -0.38 -0.40 -0.44

NATIONAL AMERICAN VERITICAL DATUM OF 1988

(NAVD'88) +4.91 - +7.12 +9.49

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.

VICINITY MAP - MERRY ISLAND DAYBEACON (LLNR 5365)

SCALE: N.T.S.

MERRY ISLAND DAYBEACON 15

(LLNR 5365 )

SEE SHEET S-501 FOR DETAILS

44°00'

°4

43°55'

°3 5'

°3 0'

VICINITY MAP - GUPTILL LEDGE DAYBEACON 6 (LLNR 1945)

SCALE: N.T.S.

°0 7'

°0 6'

°0 5'

°0 4'

44°24'

44°23'

44°22'

GUPTILL LEDGE DAYBEACON 6

(LLNR 1945)

SEE SHEET S-503 FOR DETAILS

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N E as te rn M ai ne

\6 .0

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-4

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1. THIS DRAWING IS NOT INTENDED FOR NAVIGATION.

2. SOUNDINGS ARE IN US FEET AT MEAN LOWER LOW WATER.

3. COORDINATES ARE IN DEGREES, MINUTES & SECONDS.

VICINITY MAP - EMMS ROCK LIGHT 9 (LLNR 1305)

SCALE: N.T.S.

°4

°3 5'

°3 0'

44°30'

44°25'

EMMS ROCK LIGHT 9

(LLNR 1305)

SEE SHEET S-506 FOR DETAILS

44°35'

VICINITY MAP - CLARK LEDGE DAYBEACON 3 (LLNR 925)

SCALE: N.T.S.

°0 0'

°5 8'

44°56'

44°54'

°5 4'

°5 6'

°5 2'

44°52'

CLARK LEDGE DAYBEACON 3

(LLNR 925)

SEE SHEET S-508 FOR DETAILS

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N E as te rn M ai ne

\6 .0

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-4

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3. COORDINATES ARE IN DEGREES, MINUTES & SECONDS.

VICINITY MAP - DRUNKARD LEDGE DAYBEACON (LLNR 4100)

SCALE: N.T.S.

°5

DRUNKARD LEDGE DAYBEACON

(LLNR 4100)

SEE SHEET S-513 FOR DETAILS

44°08'

44°07'

44°06'

VICINITY MAP - PORTERFIELD LEDGE DAYBEACON (LLNR 4270)

SCALE: N.T.S.

°0

44°10'

44°08'

PORTERFIELD LEDGE DAYBEACON

(LLNR 4270)

SEE SHEET S-510 FOR DETAILS

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N E as te rn M ai ne

\6 .0

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3. COORDINATES ARE IN DEGREES, MINUTES & SECONDS.

-5

-15

-5

-10

-20

-1

-5

-1

-5

N: 409696.92 E: 3108370.53

15 15BIRD NEST / DEBRIS

TO BE REMOVED

FADED DAYBOARD

TO BE REMOVED

AND REPLACED

SEVERELY CORRODED

STEEL MONOPOLE TO BE

REMOVED AND REPLACED

TAPERED STEEL MONOPOLE

OD (TOP) = 4"±

OD (BASE) = 8"±

MEASURED W.T. = 3 8"±

(CURRENTLY 20°± OUT OF PLUMB)

EXISTING 3'-0" x 3'-0" x 12" THK

PLYWOOD DAYBOARD W/

EXISTING BIRD NEST/DEBRIS

2-QTY AT ATON

EXISTING DAYBEACON

REMOVE DAYBOARD AND

FASTENERS.

REMOVE NEST

(PROVIDED NEST IS NOT

OCCUPIED AND BETWEEN

SEPTEMBER 2 - MARCH 31)

DEMOLISH & REMOVE

EXISTING MONOPOLE

COMPLETELY & DISPOSE

OF OFFSITE

DISCONNECT AND PULL

ANCHORS OR CUT

FLUSH W/ LEDGE

MLW EL. 0.00'

MHW EL. +9.12'

GROUND AT EL. -1.00' ±

'-0

MONOPOLE

OUT-OF-PLUMB

LEGEND:

FLANGE CONNECTION

1. BATHYMETRIC SOUNDINGS COMPLETED ON 11/9/2023 BY COLLINS ENGINEERS, INC.

2. ALL WATER DEPTHS ARE IN U.S. FEET AND REFERENCE MLW, AS SHOWN ON NOAA TIDAL STATION #8418150 PORTLAND, ME.

3. ALL DIMENSIONS SHOWN ARE FIELD MEASURED. CONTRACTOR TO FIELD VERIFY. CONTRACTOR TO NOTE HEIGHT OF EXISTING DAYBOARD.

4. COORDINATE WITH CONTRACTING OFFICER ON BIRD NEST REMOVAL DURING RESTRICTED PERIOD INDICATED. REFER TO ENVIRONMENTAL

PERMITS OBTAINED FOR THE PROJECT.

DEMOLITION/REMOVALS. SEE DETAILS FOR

ITEMS REQUIRED FOR SALVAGE.

S-501 A3

2'-0"

1'-5"

1' -5

2' -0

8" THK BASE PLATE

S-501

N O.

S-

K, R

I 0

) 4

-4

-U

G-

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N E as te rn M ai ne

\6 .0

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GENERAL NOTES

1"Ø BOLT (TYP)

1"Ø S.S. ANCHOR

BOLT (TYP)

(8) 1"Ø S.S. ANCHOR

BOLT EMBEDMENT

DEPTH UNKNOWN

F1 PHOTO - PROFILE OF MERRY ISLAND DAYBEACON 15

SCALE: N.T.S.

D1 PHOTO - PROFILE OF MERRY ISLAND DAYBEACON 15

SCALE: N.T.S.

PHOTO - VIEW OF CURRENT CONDITION OF MONOPOLE STEM

AT MERRY ISLAND DAYBEACON 15

SCALE: N.T.S.

C3 ELEVATION - EXISTING STRUCTURE

SCALE: 6" = 1'-0" C5 ELEVATION - DEMOLITION WORK SUMMARY

SCALE: 6" = 1'-0" C7

EXISTING BATHYMETRY AT MERRY ISLAND DAYBEACON 15 (LLNR 5365)

SCALE: 1" = 50'

A3 SECTION - EXISTING BASE PLATE CONSTRUCTION

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

PLAN

NORTH

S-502 D4

DAYBOARD

3'-0" SQ

(2) QTY REQ'D

MLW EL. 0.00'

MHW EL. +9.12'

LEDGE AT EL. -1.00'±

STEEL MONOPOLE

'-0

10"Ø STEEL PIPE

10.750" OD x 0.625" W.T.

1'-0"

(TYP)

1"Ø STEEL

BAR

STEEL PIPE

COLUMN

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

SHALL BE PRE-FABRICATED AND SHOP COATED IN A TYPE 1 AND TYPE 2 COATING SYSTEM.

REFER TO SHEET G-002 FOR TYPE 1 AND 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. 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.

B. ROCK SOCKET

a. PARTIAL CLEARING ON LEDGE MAY BE REQUIRED, PRIOR TO EVIDENCE OF COMPETENT

ROCK LAYER.

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

c. SET UP TEMPORARY FALSEWORK 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.

d. 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.

S-502 A6

S-502 B4

ROCK SOCKET

1'-0"

MLW EL. 0.00'

MHW EL. +9.12'

'-0

LEDGE AT EL. -1.00'± 6" MIN.

1' -0

" M

1'-4"Ø ROCK CORE

10"Ø STEEL PIPE

10.750" OD x 0.625" W.T.

10"Ø STEEL PIPE

10.750" OD x 0.625" W.T.

TEMPORARY STEEL PIPE

CASING FOR ROCK SOCKET

INSTALLATION.

SEE NOTES

OUTLINE OF

DAYBOARD

PROVIDE HDG STEEL

CLIP FASTENERS

WITH 3 8"Ø TIE-BOLTS

3'-0"

DARK GRAY LETTERS

1'-9" HIGH

DARK GRAY OUTLINE

1 12" THK

GREEN BACKGROUND

2" THK PANEL

2-QTY REQ'D

1/4 1/4 SEE NOTES

1. HEIGHT OF NEW DAYBOARD SHALL MATCH EXISTING DAYBOARD HEIGHT. FIELD ADJUST AS

REQUIRED TO MAINTAIN FOCAL HEIGHT.

2. COLOR PALETTE SHOWN FOR DAYBOARDS ARE ASSUMED. MATCH NEW DAYBOARD COLORS TO

EXISTING.

12"Ø x 3 8" THK

CAP PLATE

3/16

3' -0

2' -3

1'-83 4"

(SEE NOTES)

4' -6

VARIES

(SEE NOTE 1)

3" 2'

-6

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STEEL LADDER

RUNG (TYP)

SYMM.

GENERAL NOTES

STRUCTURE NOTES

FIELD INSTALLEDSHOP FABRICATED

A1 ELEVATION - PROPOSED DAYBEACON MONOPOLE STRUCTURE

SCALE: 1" = 2'

B4 STEEL BAR RUNG DETAIL

SCALE: 1" = 1'

A6 DETAIL - MONOPOLE ROCK SOCKET

SCALE: 1" = 1'

D4 DETAIL - DAYBOARD CONSTRUCTION

SCALE: 1" = 1'

E4 DETAIL - DAYBOARD FASTENERS

SCALE: 1" = 1'

S-502 E4

S-502 B4

SIM

02/12/2025

?href ?href

-5 .0

-5.0

-10.0

-1.0

-3.0

-6.0

-7.0

-8.0

-13.0

01.0

N: 263358.23 E: 1092599.23

6 6

EXISTING

DAYBOARD

1-QTY AT ATON

STEEL LADDER

RUNG (TYP)

(8) 1"Ø EXPOSED

S.S. ANCHOR BOLT

MONOPOLE OUT

OF PLUMB

MODERATE CORROSTON

ON STEM / W COMPLETE

PAINT FAILURE

MODERATE MARINE

GROWTH

STEEL MONOPOLE

CURRENTLY 15°

OUT OF PLUMB

CUT EXIST. ANCHOR

BOLT FLUSH W / LEDGE

DEMOLISH & REMOVE EXIST.

MONOPOLE & DAYBOARDS

COMPLETELY & DISPOSE OF OFFSITE

EXISTING DAYBEACON

24"W X 24"L X 5 8"

THK BASE PLATE

MLW EL. 0.00'

MHW EL. +10.57'

1. BATHYMETRIC SOUNDINGS COMPLETED ON 11/3/2023 BY COLLINS ENGINEERS, INC.

2. ALL WATER DEPTHS ARE IN U.S. FEET AND REFERENCE MLW, AS SHOWN ON NOAA TIDAL STATION #8413320 BAR HARBOR, ME.

3. ALL DIMENSIONS SHOWN ARE FIELD MEASURED. CONTRACTOR TO FIELD VERIFY.

VARIES

1'-0" NOM.

REMOVE DAYBOARD

4-1/2"Ø OD

STEEL PIPE

4-1/2"Ø OD

STEEL PIPE

6-1/2"Ø OD

STEEL PIPE

8-1/2"Ø OD

STEEL PIPE

LEGEND:

LEDGE AT EL. -1.00' ±

(NOTE - ALL STEEL PIPE IS 12" WALL THICKNESS, U.N.O.)

DEMOLITION/REMOVALS. SEE DETAILS FOR ITEMS

REQUIRED FOR SALVAGE.

2'-0"

4"61

4" 33

1'-5"

1' -5

2' -0

8" THK BASE PLATE

S-503 A3

P ro je ct s\

Ll oy d_ C ol lin s

S C G

N E as te rn M ai ne

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2' -1

-0

3' -1

-1

7' -0

-0 1 2"

GENERAL NOTES

1"Ø BOLT (TYP)

'-3

1 2"

F1 PHOTO - PROFILE OF GUPTILL LEDGE DAYBEACON 6

SCALE: N.T.S.

D1 PHOTO - PROFILE OF GUPTILL LEDGE DAYBEACON 6

SCALE: N.T.S.

PHOTO - PROFILE OF GUPTILL LEDGE DAYBEACON

6 BASE CONNECTION (SUBMERGED)

SCALE: N.T.S.

B3 ELEVATION - EXISTING STRUCTURE

SCALE: 1" = 2'

A3 SECTION - EXISTING BASE PLATE CONSTRUCTION

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

B5 ELEVATION - DEMOLITION WORK SUMMARY

SCALE: 1" = 2'

EXISTING BATHYMERY AT GUPTILL LEDGE DAYBEACON 6 (LLNR 1945)

SCALE: 1" = 50'

PLAN

3'-0" TRIANGULAR

DAYBOARD

(2) QTY REQ'D

STEEL LADDER

RUNG (TYP)

MLW EL. 0.00'

MHW EL. +10.57'

'-0

LEDGE AT EL. -1.00' ±

S-504 B4

1"Ø STEEL BAR

RUNG

STEEL PIPE

COLUMN

S-504 E4

S-504 A6

1/4

MLW EL. 0.00'

'-0

LEDGE AT EL. -1.00'± 6" MIN.

1' -0

" M

1'-4"Ø ROCK CORE

10"Ø STEEL PIPE

10.750" OD x 0.625" W.T.

10"Ø STEEL PIPE

10.750" OD x 0.625" W.T.

TEMPORARY STEEL PIPE

CASING FOR ROCK SOCKET

INSTALLATION.

SEE NOTES

2" THK PANEL

1-QTY REQ'D

DARK RED OUTLINE

1" THK

PINK ORANGE

BACKGROUND

DARK RED LETTERS

1'-2" HIGH

1'-1 7 8"

(SEE NOTES)

3'-0"

MHW EL. +10.57'

1/4

SEE NOTES

1'-0"

2' -7

1 8"1' -8

1 8"

10"Ø STEEL PIPE

10.750" OD x 0.625" W.T.

OUTLINE OF

DAYBOARD

PROVIDE HDG STEEL CLIP

FASTENERS WITH 3 8"Ø

TIE-BOLTS

12"Ø x 3 8" THK

CAP PLATE

3/16

4' -6

S-504 B4

VARIES

SEE NOTE 1

VARIES

SEE NOTE 1

8" 1'

-8 1 8"

SIM.

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GENERAL NOTES

1. HEIGHT OF NEW DAYBOARD SHALL MATCH EXISTING DAYBOARD HEIGHT. FIELD ADJUST AS

REQUIRED TO MAINTAIN FOCAL HEIGHT.

2. COLOR PALETTE SHOWN FOR DAYBOARDS ARE ASSUMED. MATCH NEW DAYBOARD COLORS TO

EXISTING.

STRUCTURE NOTES

SYMM. FIELD INSTALLEDSHOP FABRICATED

A1 ELEVATION - PROPOSED DAYBEACON STEEL FRAME STRUCTURE

SCALE: 1" = 2'

B4 STEEL BAR RUNG DETAIL

SCALE: 1" = 1'

C4 DETAIL - DAYBOARD CONSTRUCTION

SCALE: 1" = 1'

E4 DETAIL - DAYBOARD FASTENERS

SCALE: 1" = 1'

A6 DETAIL - MONOPOLE ROCK SOCKET

SCALE: 1" = 1'

S-504 C4

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

SHALL BE PRE-FABRICATED AND SHOP COATED IN A TYPE 1 AND TYPE 2 COATING SYSTEM.

REFER TO SHEET G-002 FOR TYPE 1 AND 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. 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.

B. ROCK SOCKET

a. PARTIAL CLEARING ON LEDGE MAY BE REQUIRED, PRIOR TO EVIDENCE OF COMPETENT

ROCK LAYER.

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

c. SET UP TEMPORARY FALSEWORK 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.

d. 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.

02/12/2025

-15

-1

-10

-5

-10

-5

N: 315718.59 E: 1227854.36

9 9

EXISTING CONDITION NOTES :

1 STEEL FRAME L1 12 x1 12 x 116 (TYP), (4) SECTIONS IN TOTAL, BAY DIMENSIONS 2' x 2' x 2'

2 STEEL PLATE FRAME 24" W x 24" L x48" H

3 CONCRETE CAP 94" W x94" L x 30" H

4 STONE FOUNDATION (TYPICAL BLOCK SIZES 4'-7' LONG X 2'

HIGH)

5 3

4" Ø S.S BOLTS

SPALLING IN CONCRETE

FOUNDATION

DISLODGED GRANITE

BLOCKS

'-6

7' -6

4' -0

-0

2'-0"

S-505 F4

EXISTING LIGHT

'-4

1 2"

EXISTING TOWER TO BE

REMOVED ALONG WITH

DEMOLITION OF EXIST.

CONCRETE CAP

MISCELLANEOUS STEEL

REMNANTS TO BE REMOVED

MLW EL. 0.00'

MHW EL. +13.71'

EL. -7.00'±

EXISTING MARINE

LANTERN

10'-0"±

1. BATHYMETRIC SOUNDINGS COMPLETED ON 11/3/2023 BY COLLINS ENGINEERS, INC.

2. ALL WATER DEPTHS ARE IN U.S. FEET AND REFERENCE MLW, AS SHOWN ON NOAA TIDAL STATION #8411060 CUTLER FARRIS WHARF, ME.

3. ALL DIMENSIONS SHOWN ARE FIELD MEASURED. CONTRACTOR TO FIELD VERIFY.

REMOVE AND SALVAGE MARINE

LANTERN AND ADJOINING

ELECTRICAL FEATURES

REMOVE DAYBOARDS,

(3)-QTY

LEGEND:

STABILIZE STONE

FOUNDATION.

REPOINT AND RECHINK

TOP 4 COURSES OF STONE

BLOCK FOUNDATION

DEMOLITION/REMOVALS. SEE DETAILS FOR ITEMS

REQUIRED FOR SALVAGE.

REPAIR AREAS. SEE DETAILS FOR ITEMS REQUIRED

FOR REPAIR.

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1. SAWCUT (OR DEMOLISH BY OTHER MEANS) EXISTING CONCRETE CAP AS REQUIRED FOR EASY LIFT AND DISPOSAL. JACK HAMMERING OR IMPACT DEMOLITION IS NOT PERMITTED. CONTRACTOR SHALL ENSURE PORTIONS OF THE STRUCTURE TO REMAIN ARE NOT DAMAGED OR

DESTABILIZED.

2. PROVIDE CONTAINMENT SYSTEM TO CAPTURE PIECES OF DEMOLISHED CONCRETE.

GENERAL NOTES

DEMOLITION NOTES

EXISTING 3'-0" x 3'-0" x 12" THK

PLYWOOD DAYBOARD

3-QTY AT ATON

F1 PHOTO - PROFILE OF EMMS ROCK LIGHT 9

SCALE: N.T.S.

D1 PHOTO - PROFILE OF EMMS ROCK LIGHT 9

SCALE: N.T.S.

B1 PHOTO - LAMP BASE PLATE

SCALE: N.T.S.

F4 SECTION

SCALE: 3" = 1'-0"

B3 ELEVATION - EXISTING STRUCTURE

SCALE: 3" = 1'-0"

B5 ELEVATION - DEMOLITION AND REPAIR WORK SUMMARY

SCALE: 3" = 1'-0"

EXISTING BATHYMERY AT EMMS ROCK LIGHT 9 (LLNR 1305)

SCALE: 1" = 100'

PLAN

'-6

'-4

1 2"

MLW EL. 0.00'

MHW EL. +13.71'

EL. -7.00' ±

10'-0" ±

S-506 C3

1. ORIENT NEW DAYBOARDS TO MATCH EXISTING ORIENTATION.

2. ALL FASTENERS FOR DAYBOARD ATTACHMENT TO SUPPORT TOWER SHALL BE HOT-DIPPED

GALVANIZED. FIELD DETERMINE HOLE SPACING AND SIZING IN DAYBOARD BASED ON

CONTRACTOR SUPPLIED CLIP FASTENERS REQUIREMENTS.

3. DAYBOARD SUPPORT TOWER SHALL BE STANDARD USCG 5-FT X 5-FT SQUARE PIPE TOWER

AT 10-FT OVERALL STACK HEIGHT. DETAILS SHOWN HEREIN ARE REPRESENTATIVE OF

STANDARD TOWER DETAILS. SEE SHEET S-507 THRU S-510 FOR GENERAL FABRICATION

DETAILS. NOTE ALL RECOMMENDED FIT TOLERANCES INDICATED. ADDITIONAL

MODIFICATIONS TO THESE STANDARDS MAY BE REQUIRED FOR SITE SPECIFIC

REQUIREMENTS.

4. SUPPORT TOWER STEEL FRAMING MEMBERS (INCLUDING POSTS, BRACING, PLATFORM

FRAMING, AND LADDER ASSEMBLIES) SHALL BE HOT-DIPPED GALVANIZED WITH A TYPE 1

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

5. ALL FASTENERS FOR SUPPORT TOWER, INCLUDING U-BOLTS, SHALL BE TYPE 316

STAINLESS STEEL. ALL NUTS SHALL BE NYLON-INSERT LOCKNUTS.

6. PLATFORM GRATING SHALL BE OPEN-TYPE MOLDED FIBERGLASS GRATING. SEE GENERAL

NOTES ON SHEET G-002.

TOC EL. +20.38'±

TOG EL. +30.88'±

(TYP.)

5' -0

1 14"Ø XS PIPE

RAILING (TYP.)

3"x3"x5

16" ANGLE

8"x4"x3

8" ANGLE

(TYP.)

1 12"Ø XS PIPE

BRACE (TYP.)

5"x3"x3

8" ANGLE

(TYP.)

2"Ø XS PIPE

COLUMN (TYP.)

'-5

SALVAGED

MARINE LANTERN

3'-0" SQ DAYBOARD

(3) QTY REQ'D

SEE DETAIL A1, THIS SHEET

DARK GRAY

LETTERS

1'-9" HIGH

DARK GRAY

OUTLINE

1 12" THK

GREEN

BACKGROUND

2" THK PANEL

3'-0"

3' -0

1'-83 4"

(SEE NOTES)

2' -3

TOC EL. +20.38'±

STEEL FLAT BAR

ACCESS LADDER

S-506 A3

NEW 1"Ø

STAINLESS STEEL

BAR RUNG

EXIST. STEEL RUNG

(TO REMAIN)

6" MIN

10" MAX

1'-0"

(MATCH EXISTING)

1'-0"

(MATCH EXISTING)

1"Ø S.S. BAR RUNG

SEE DETAIL D6, THIS SHEET

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6" MAX

1'-0"

8" EMBEDMENT

TOP OF DAYBOARD

EL. +32.38'±

NEW CONCRETE CAP

SEE SHEET S-511

GENERAL NOTES

TOWER FABRICATION NOTES

1. HEIGHT OF NEW DAYBOARD SHALL MATCH EXISTING DAYBOARD HEIGHT. FIELD ADJUST AS

REQUIRED TO MAINTAIN FOCAL HEIGHT.

2. COLOR PALETTE SHOWN FOR DAYBOARDS ARE ASSUMED. MATCH NEW DAYBOARD COLORS

TO EXISTING.

3. SALVAGE AND REATTACH MARINE LANTERN TO NEW ATON STRUCTURE.

4. SEE SHEET G-002 FOR EPOXY ANCHORAGE REQUIREMENTS.

5. SEE SHEET G-002 FOR MASONRY REPOINTING AND RECHINKING REQUIREMENTS.

MARINE LANTERN

EL. +35.88'±

NEW CONCRETE CAP

SEE SHEET S-511

EXISTING GRANITE

FOUNDATION

5' -0

A1 DETAIL - DAYBOARD CONSTRUCTION

SCALE: 1" = 1'

C1 ELEVATION - PROPOSED EMMS ROCK LIGHT 9

SCALE: 1" = 4'

C3 ENLARGED ELEVATION - PROPOSED STEEL FRAMED TOWER

SCALE: 1" =2'

D6 STEEL L BAR RUNG EMBEDMENT DETAIL

SCALE: 1" = 1'

A3 STEEL BAR RUNG DETAIL

SCALE: 1" = 1'

USCG CEU STANDARD 5-FT SQ PIPE TOWER

SEE SHEET S-507 THRU S-510

1" THK GRATING

S-511 A1

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1. THESE DRAWINGS HAVE BEEN PROVIDED FOR CONTRACTOR REFERENCE ONLY. THESE

DRAWINGS HAVE NOT BEEN REPRODUCED TO SCALE.

2. DETAILS SHOWN ON SHEETS S-507 THRU S-510 REPRESENT USCG CEU PROVIDENCE STANDARD

5-FT SQUARE PIPE TOWER FABRICATION DETAILS, FOR USE AS SHOWN IN THESE DRAWINGS.

3. CONTRACTOR SHALL SUBMIT ALL REQUIRED SHOP DRAWINGS FOR REVIEW PRIOR TO

FABRICATION. REPRODUCTION OF THESE DRAWINGS AS SHOP DRAWINGS IS NOT PERMITTED.

1. PROVIDE 1" THICK FRP MOLDED GRATING (SEE SHEET G-002).

2. DAVIT PIECE (DA-1, AS SHOWN IN USCG STANDARD 5-FT SQ. PIPE TOWER DETAILS) MAY BE

EXCLUDED.

TOWER FABRICATION NOTES

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