Drawings.pdf

PDF 22 MB Posted Apr 5, 2024

Attached to: CONSTRUCT ANT BUILDING AT U. S. COAST GUARD ANT MILFORD HAVEN HUDGINS, VA
Solicitation number: 70Z08324RCLEV0040
Issued by: Department of Homeland Security US Coast Guard

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Written by GovTribe AI · Apr 5, 2024

The provided document is a Solicitation for a federal contract opportunity to CONSTRUCT ANT BUILDING AT U. S. COAST GUARD ANT MILFORD HAVEN HUDGINS, VA. The solicitation is being conducted under FAR 14 Sealed Bidding as a Women Owned Small Business (WOSB) Set-aside with NAICS code 236220 and a size standard of $45M. All amendments and changes to the solicitation will be posted on SAM.gov under the solicitation number 70Z08324RCLEV0040. Proposals must be submitted electronically, and late proposals will not be accepted. The government reserves the right to delay, cancel, or revise the solicitation at any point in the process.

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STA MILFORD HAVEN

MILFORD HAVEN, VA

CONSTRUCT ANT BUILDING

P/N 4956445

FINAL SUBMITTAL

U.S. COAST GUARD

CIVIL ENGINEERING UNIT

CLEVELAND

C. A. SYMANSKY, CDR

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PAINT

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LOCKER

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ASPHALT PAVEMENT

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STATE ROUTE NO. 669

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DRAIN FIELD

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ABANDONED

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TREATMENT

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FILTER

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BED

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SCALE:

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SITE PLAN - EXISTING CONDITIONS

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NTS

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TANK

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SEWAGE

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BUILDING

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HOLDING

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STATE ROUTE NO. 223

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STATION

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BUILDING

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BERTHING

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WING

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DRAIN FIELD

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ABANDONED

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NARROWS BRIDGE TO GWYNN ISLAND

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CHESAPEAKE BAY

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WASTE CONTAINMENT -

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UP2

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OA5

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FENDER

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BRIDGE

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FENDER

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BRIDGE

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PP2

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OU1

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UT2

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UT3

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OV3

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PA2

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250 GAL. TANK

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TRANSF. PAD

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PHASE 4: DEMO EXISTING DEMO EXISTING ANT, MK & BM SHOP AND INSTALL GRAVEL BASE

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PHASE 4: DEMO DEMO EXISTING LOCKER ROOM & INSTALL GRAVEL BASE

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EXISTING BOAT MAINTENANCE BUILDING

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PHASE 1: DEMO EXISTING DEMO EXISTING STORAGE BUILDING

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PHASE 2: CONSTRUCT CONSTRUCT NEW ANT BUILDING

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PHASE 3: CONSTRUCT CONSTRUCT NEW DRIVE W/ WALK

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SCALE:

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VICINITY MAP

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NTS

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HAMPTON

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YORKTOWN

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GWYNN'S ISLAND

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CHESAPEAKE BAY

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MILFORD

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HAVEN

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STATION

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CAPE CHARLES

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JAMES

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RIVER

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NNOCK RIVER

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YORK RIVER

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RAPPAHA

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GLOUCESTER

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CONSTRUCT ANT BUILDING

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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GEENRAL

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COVER SHEET

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C4956445G001.DWG

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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N. E. ARMSTRONG

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G. P. LODGE

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M. M. BLACKBURN

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

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AS SHOWN

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FINAL SUBMITTAL

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U.S. COAST GUARD

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CIVIL ENGINEERING

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DESCRIPTION

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EDITED BY:

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TECHNICAL DIRECTOR

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BRANCH CHIEF

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APPROVING OFFICER DATE

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SCALE:

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SHEET

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USCG PROJECT NO.

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USCG FILENAME

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A/E COMPANY:

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CONSULTING A/E:

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PROJECT ENGINEER:

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A/E PROJECT NO.:

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SHEET ID

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CLEVELAND

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TITLE

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DRAWING INDEX

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SHEET

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DISCIPLINE

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GENERAL COVER SHEET

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CIVIL SITE PLAN - DEMOLITION

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CIVIL SITE PLAN - NEW WORK

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ARCHITECTURAL GENERAL NOTES, ABBREVIATIONS

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ARCHITECTURAL FIRST FLOOR & MEZZ. PLAN

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ARCHITECTURAL FIRST FLOOR & MEZZANINE R.C.P.

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STRUCTURAL GENERAL NOTES

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STRUCTURAL FOUNDATION & MEZZANINE PLAN

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MECHANICAL SYMBOL LEGEND, DETAILS & NOTES

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MD101

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MECHANICAL DEMOLITION FIRST FLOOR PLAN

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MECHANICAL FIRST FLOOR PLAN

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MECHANICAL DETAILS

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PLUMBING SYMBOL LEGEND, DETAILS & NOTES

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PLUMBING FIRST FLOOR PLAN

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ELECTRICAL SYMBOLS, ABBREVIATIONS & NOTES

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ED101

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ELECTRICAL FIRST FLOOR DEMOLITION PLAN

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ELECTRICAL FIRST FLOOR PLANS

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ELECTRICAL ONE-LINE DIAGRAM - MAIN DEMO

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ELECTRICAL ONE-LINE DIAGRAM - ANT

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TELECOMM SYMBOLS, ABBREVIATIONS & NOTES

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TELECOMM SECURITY SYMBOLS, ABBREVIATIONS & NOTES

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TD101

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TELECOMM FIRST FLOOR DEMOLITION PLAN

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FA001

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FIRE ALARM SYMBOL LEGEND, DETAILS AND NOTES

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FA101

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FIRE ALARM FIRST FLOOR PLAN

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ARCHITECTURAL ENLARGED PLANS & ELEVATIONS

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ARCHITECTURAL DOOR & WINDOW SCHEDULE

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ARCHITECTURAL ROOM SCHEDULE

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ES101

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ELECTRICAL SITE PLANS

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ELECTRICAL LUMINAIRE SCHEDULES

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ELECTRICAL LUMINAIRE CONTROL SCHEDULE

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ELECTRICAL LUMINAIRE DETAILS

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ELECTRICAL SCHEDULES & DETAILS

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ELECTRICAL DETAILS

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TS101

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TELECOMM SITE PLANS

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TELECOMM FIRST FLOOR PLANS

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TELECOMM ELEVATIONS

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TELECOMM OUTLET DETAILS

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TELECOMM LABELING DETAILS

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MECHANICAL DETAILS

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MECHANICAL SCHEDULES

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MECHANICAL CONTROLS

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MECHANICAL CONTROLS

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PLUMBING DETAILS

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PLUMBING ISOMETRIC

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ARCHITECTURAL EXTERIOR ELEVATIONS

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TELECOMM BONDING BUSBAR DETAILS

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ARCHITECTURAL ROOF PLAN

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STRUCTURAL ROOF PLAN

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STRUCTURAL SECTIONS & DETAILS

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& WALL TYPESWALL TYPES

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ARCHITECTURAL BUILDING SECTIONS

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ARCHITECTURAL WALL SECTIONS

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ARCHITECTURAL DETAILS

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AD101

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ARCHITECTURAL DEMOLITION FLOOR PLANS

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GENERAL CODE REVIEW

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GENERAL CODE COMPLIANCE PLAN

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CIVIL SITE PLAN - ENLARGED VIEWS

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CIVIL DETAILS

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STRUCTURAL ELEVATIONS

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ELECTRICAL ONE-LINE DIAGRAM - MAIN NEW

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ELECTRICAL PANEL SCHEDULES

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PROJECT PHASING:

AutoCAD SHX Text TO MINIMIZE INTERFERENCE WITH COAST GUARD OPERATIONS, UTILIZE THE FOLLOWING PHASING SEQUENCE TO ACCOMPLISH CONTRACT WORK. COORDINATE TIMING BETWEEN SUCCESSIVE PHASES WITH COAST GUARD PERSONNEL TO ALLOW FOR NECESSARY RELOCATIONS.

AutoCAD SHX Text PHASE 1: DEMOLISH EXISTING STORAGE BUILDING. PHASE 2: CONSTRUCT NEW ANT BUILDING. PHASE 3: CONSTRUCT NEW DRIVE AND WALK FOR NEW ANT BUILDING. PHASE 4: DEMOLISH EXISTING ANT, MK, AND BM SHOP AND LOCKER ROOM THEN INSTALL GRAVEL BASE WHERE BUILDING WERE DEMOLISHED.

CODE INFORMATION:

APPLICABLE CODES:

2018 INTERNATIONAL BUILDING CODE (IBC)

NFPA 10, 2022 EDITION, STANDARD FOR PORTABLE FIRE EXTINGUISHERS

NFPA 70, 2020 EDITION, NATIONAL ELECTRIC CODE

NFPA 72, 2022 EDITION, NATIONAL FIRE ALARM AND SIGNALING CODE

USE AND OCCUPANCY CLASSIFICATION (CHAPTER 3 OF IBC)

THE BUILDING IS MIXED USE AND OCCUPANCY: NONSEPARATED OCCUPANCIES (508.3 OF IBC)

OCCUPANCY TYPE: GROUP B

GROUP S-1 (REPAIR GARAGES)

REQUIRED SEPARATION BETWEEN OCCUPANCIES: NONE (508.3.3 OF IBC)

THE MOST RESTRICTIVE PROVISIONS OF CHAPTER 5 AND CHAPTER 9 OF IBC SHALL APPLY FOR NONSEPARATED

OCCUPANCIES.

GENERAL BUILDING HEIGHTS AND AREAS (CHAPTER 5 OF IBC)

ALLOWABLE BUILDING HEIGHT: 40 FT (TABLE 504.3 OF IBC)

ACTUAL BUILDING HEIGHT: 26.5 FT

ALLOWABLE NUMBER OF STORIES: 1 STORY (TABLE 504.4 OF IBC FOR GROUP S-1)

ACTUAL NUMBER OF STORIES: 1 STORY

ALLOWABLE BUILDING AREA: 9,000 SF (TABLE 506.2 OF IBC FOR GROUP B AND S-1)

ACTUAL BUILDING AREA: 4,806 SF

TYPES OF CONSTRUCTION (CHAPTER 6 OF IBC)

CONSTRUCTION TYPE: VB

BUILDING ELEMENTS (TABLE 601 OF IBC): PRIMARY STRUCTURE = 0-HR

BEARING WALLS = 0-HR

NONBEARING WALLS = 0-HR

FLOOR CONSTRUCTION = 0-HR

ROOF CONSTRUCTION = 0-HR

EXTERIOR WALLS (TABLE 602 OF IBC): 0-HR, MORE THAN 10 FT TO PROPERTY LINE

INTERIOR FINISHES (CHAPTER 8 OF IBC)

SECTION 803 OF IBC WALL AND CEILING FINISHES

FLAME SPREAD INDEX NOT GREATER THAN SHOWN IN TABLE 803.13 OF IBC.

TABLE 803.13 OF IBC - INTERIOR WALL AND CEILING FINISH REQUIREMENTS BY OCCUPANCY:

· CORRIDORS AND ENCLOSURE FOR EXIT ACCESS STAIRWAYS: B (GROUP B AND S)

· ROOMS AND ENCLOSED SPACES: C (GROUP B AND S)

MEANS OF EGRESS (CHAPTER 10 OF IBC)

OCCUPANT LOAD FACTOR (TABLE 1004.5 OF IBC):

ACCESSORY STORAGE / MECHANICAL ROOM = 300 GROSS

BUSINESS AREA = 150 GROSS

INDUSTRIAL AREAS = 100 GROSS

LOCKER ROOM = 50 GROSS

ASSEMBLY (UNCONCENTRATED) = 15 NET

EXITS REQUIRED PER FLOOR (TABLE 1006.3.2 OF IBC): 2 EXITS (LESS THAN 501 OCCUPANTS)

MAXIMUM OCCUPANT LOAD OF SPACE WITH ONE EXIT (TABLE 1006.2.1 OF IBC): GROUPS B = 49 OCCUPANTS

GROUP S = 29 OCCUPANTS

COMMON PATH (TABLE 1006.2.1 OF IBC): GROUP B AND S-1, OL>30 = 75 FT

GROUP B AND S-1, OL<30 = 100 FT

EXIT TRAVEL DISTANCE (TABLE 1017.2 OF IBC): GROUP B = 200 FT

GROUPS S-1 = 200 FT

DEAD END CORRIDORS (1020.4 EXCEPTION 2 OF IBC): GROUP B, AND S-1 = 200 FT

EXIT ACCESS WIDTH:

· STAIRWAY: 0.30 INCH / OCCUPANT (1005.3.1 OF IBC)

· LEVEL COMPONENTS: 0.20 INCH / OCCUPANT (1005.3.2 OF IBC)

· MINIMUM EXIT STAIRWAY WIDTH (1011.2 OF IBC): 36 INCHES (OL < 50)

44 INCHES (OL > 50)

· MINIMUM CORRIDOR WIDTH (TABLE 1020.2 OF IBC): 36 INCHES (OL < 50)

44 INCHES (OL > 50)

FIRE PROTECTION SYSTEMS (CHAPTER 9 OF IBC)

AUTOMATIC SPRINKLER SYSTEM (903.2.9 OF IBC): NO, FIRE AREA DOES NOT EXCEED 12,000 SF

STANDPIPE SYSTEM (905.3.1 OF IBC): NO

PORTABLE FIRE EXTINGUISHERS (906.1.1 OF IBC): YES

FIRE RATED WALLS (CHAPTER 5, 7, AND 10)

OCCUPANCY SEPARATION (508.3.3 OF IBC): NONE

CORRIDOR FIRE-RESISTANCE RATING (TABLE 1020.1 OF IBC): NO RATING,

OCCUPANT LOAD SERVED BY CORRIDOR LESS THAN 30 OCCUPANTS.

DESIGN OCCUPANT LOAD:

NUMBER

NAME

CORRIDOR

OFFICE

OPEN OFFICE

LAUNDRY

JANITOR

BREAK ROOM

ELECTRICAL ROOM

USE OF SPACE

ACCESSORY STORAGE

ELECTRICAL

BUSINESS AREA

AREA

508 SF

102 SF

104 SF

206 SF

55 SF

40 SF

108 SF

91 SF

88 SF

LOAD FACTOR

150 GROSS

300 GROSS

15 NET

150 GROSS

100 GROSS

OCCUPANT

LOAD

OCCUPANCY SCHEDULE:

I.T. ROOM

111 MECHANICAL ROOM 173 SF 300 GROSS 1

112 MEN LOCKERS 158 SF 50 GROSS 4

113 WOMEN LOCKERS 85 SF 250 GROSS

BUSINESS AREA

ASSEMBLY

BUSINESS AREA

LOCKER ROOM

ACCESSORY MECHANICAL

114 MEN 70 SF 150 GROSS

115 WOMEN 70 SF 150 GROSS

116 BOAT BAY 1362 SF 14100 GROSS

117 BM SHOP 170 SF 2100 GROSS

118 HAZMAT 55 SF 1100 GROSS

119 BATTERIES 42 SF 1100 GROSS

INDUSTRIAL

120 MK SHOP 133 SF 2100 GROSS

51FLOOR TOTAL

OFFICE

BUSINESS AREA

ACCESSORY STORAGE

150 GROSS

INDUSTRIAL

LOCKER ROOM

200 MEZZANINE 447 SF 2300 GROSSACCESSORY STORAGE

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CONSTRUCT ANT BUILDING

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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ARCHITECT

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CODE REVIEW

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ANT STORAGE BUILDING

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C4956445FA101

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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CZW

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CZW

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CZW

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

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AS SHOWN

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FINAL SUBMITTAL

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US COAST GUARD

CIVIL ENGINEERING

0 16'2' 4' 8' 1/8" = 1'-0"

FIRST FLOOR PLAN2

G101

W = ACTUAL CLEAR WIDTH OF LIMITING COMPONENT (INCHES)

X = OCCUPANTS USING EXIT

Y = EXIT CAPACITY

Z = EGRESS WIDTH PER OCCUPANT LOAD (INCHES/OCCUPANT)

0 16'2' 4' 8' 1/8" = 1'-0"

MEZZANINE PLAN1

G101

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SHEET ID

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CONSTRUCT ANT BUILDING

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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ARCHITECTURAL

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CODE COMPLIANCE PLAN

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ANT STORAGE BUILDING

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AutoCAD SHX Text 4956445

AutoCAD SHX Text 4956445-D

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C4956445FA101

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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CZW

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CZW

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CZW

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

AutoCAD SHX Text 216-622-2300

AutoCAD SHX Text 60696001

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AS SHOWN

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FINAL SUBMITTAL

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US COAST GUARD

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CIVIL ENGINEERING

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SHEET KEYNOTES

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COMMON PATH FROM FIRST FLOOR IS 13'-10"

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EXIT PATH OF TRAVEL

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MOST REMOTE POINT ALONG EXIT PATH OF TRAVEL

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LIFE SAFETY PLAN LEGEND

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NEW FIRE EXTINGUISHER (MOUNT B.O. FIXTURE @ 26"AFF)

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ALLOWABLE EXIT

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GROUP B OCCUPANCY

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OCCUPANCY LEGEND

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GROUP S-1 OCCUPANCY

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ROOM / AREA OCCUPANT LOAD

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BREAK ROOM

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MECHANICAL

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ROOM

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MEN

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LOCKERS

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WOMEN

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LOCKERS

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OFFICE

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OFFICE

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OPEN OFFICE

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I.T. ROOM

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LAUNDRY

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JAN.

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MEN

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WOMEN

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BOAT BAY

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BM SHOP

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HAZMAT

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BATTERIES

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MK SHOP

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CORRIDOR

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MEZZANINE

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BOAT BAY

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OFFICE

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ELEC.

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ROOM

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COMMON PATH FROM MEZZANINE IS 56'-0"

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0.2

DEMO STORAGE/LOCKER

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DEMOLITION AREA

C-101

END

S A N

P W

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S A

P W

33'-6 1/2"

10'-0"

49'-0"

20'-11 1/2"

80'-8"

14'-4"

26'-0"

8'-8"

4'-0"

3'-0"

15'-0"

20'-0"

7'-0"

3'-0"

5'-4"

PROPOSED SLOPE

LOW

SIDE

HIGH

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5'-4"

PAVEMENT CONNECTION DETAIL

C-200

CONCRETE PAVEMENT DOWELED JOINT DETAIL

C-200

9"9"

CONCRETE PAVEMENT DETAIL

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CONTROL JOINT DETAIL

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1/2" MAX.

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4,000 PSI CONCRETE

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6' MAX. - 4' MIN.

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AutoCAD SHX Text GENERAL CONDITIONS 1. IT IS SOLELY THE CONTRACTOR’S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND IT IS SOLELY THE CONTRACTOR’S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY BRACING, GUYS OR TIE-DOWNS MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT. 2. GOVERNING CODE: INTERNATIONAL BUILDING CODE, 2018 EDITION W/ VIRGINIA STATE CODE GOVERNING CODE: INTERNATIONAL BUILDING CODE, 2018 EDITION W/ VIRGINIA STATE CODE AMENDMENTS 3. ROOF LOADS ROOF LOADS ROOF LIVE LOAD: RL= 20 PSF RL= 20 PSF GROUND SNOW LOAD PG= 20 PSF PG= 20 PSF FLAT ROOF SNOW LOAD PF= 20 PSF PF= 20 PSF SNOW EXPOSURE FACTOR CE= 1.0 CE= 1.0 SNOW LOAD IMPORTANCE FACTOR I= 1.0 I= 1.0 4. WIND LOAD WIND LOAD ULTIMATE WIND SPEED= 116 MPH 116 MPH NOMINAL WIND SPEED = 89 MPH 89 MPH RISK CATEGORY = II = II II WIND EXPOSURE CATEGORY = D D COMPONENTS AND CLADDING PRESSURE = SEE TABLE 1 SEE TABLE 1 5. EARTHQUAKE DESIGN DATA EARTHQUAKE DESIGN DATA RISK CATEGORY II II SEISMIC IMPORTANCE FACTOR = 1.0 1.0 MAPPED SPECTRAL RESPONSE COEFFICENTS Ss = 6.9%;S1 = 4.3% SITE CLASS D D DESIGN SPECTRAL RESPONSE COEFFICENTS SDS = 0.074;SDI = 0.069 SEISMIC DESIGN CATEGORY = C C BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEM NOT SPECIFICALLY DESIGNED FOR SEISMIC DESIGN BASE SHEAR V = 0.034W 0.034W SEISMIC RESPONSE COEFFICIENT, Cs= 0.034 0.034 RESPONSE MODIFICATION FACTOR, R= 3.25 3.25 ANALYSIS PROCEDURE EQ LATERAL FORCE ANALYSISEQ LATERAL FORCE ANALYSIS

AutoCAD SHX Text FOUNDATIONS 1. DESIGN SOIL BEARING PRESSURE IS ASSUMED TO BE 2000 PSF AS NO SOIL DESIGN SOIL BEARING PRESSURE IS ASSUMED TO BE 2000 PSF AS NO SOIL INVESTIGATION WAS DONE. THE MINIMUM FROST DEPTH IS 3'-6". 2. SETTLEMENT OR WASHING OUT THAT OCCURS IN GRADED OR BACKFILLED AREAS SETTLEMENT OR WASHING OUT THAT OCCURS IN GRADED OR BACKFILLED AREAS PRIOR TO ACCEPTANCE OF THE WORK SHALL BE REPAIRED AND GRADES RE-ESTABLISHED TO THE REQUIRED ELEVATIONS AND SLOPES. 3. ALL EXCESS MATERIAL SHALL BE REMOVED FROM THE SITE. ALL EXCESS MATERIAL SHALL BE REMOVED FROM THE SITE. CAST-IN-PLACE CONCRETE 1. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE CODES AND STANDARDS. ACI 301-16 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" IS HEREBY MADE A PART OF THESE DRAWINGS. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 301-16, EXCEPT AS EXPLICITLY MODIFIED HEREIN. 2. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14, “THE BUILDING ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14, “THE BUILDING THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE”. . 3. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28 CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS: 3.A. 4000 PSI WITHOUT ENTRAINED AIR FOR ALL CONCRETE WITH A MAXIMUM 4000 PSI WITHOUT ENTRAINED AIR FOR ALL CONCRETE WITH A MAXIMUM WATER/CEMENT RATIO = 0.45 UNLESS SPECIFICALLY NOTED OTHERWISE. 3.B. 4500 PSI WITH A MAXIMUM WATER/CEMENT RATIO = 0.45 AND WITH AN 4500 PSI WITH A MAXIMUM WATER/CEMENT RATIO = 0.45 AND WITH AN ENTRAINED AIR ADMIXTURE CONFORMING WITH ASTM C260 FOR ALL CONCRETE PERMANENTLY EXPOSED TO THE WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 6% ± 1.5%. 3.C. 3000 PSI WITH A MAXIMUM WATER/CEMENT RATIO = 0.50 FOR BELOW-GRADE 3000 PSI WITH A MAXIMUM WATER/CEMENT RATIO = 0.50 FOR BELOW-GRADE FOUNDATIONS. 4. ALL CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CONFORMING TO ALL CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE CONFORMING TO ASTM C494, TYPE A, F OR G. 5. FORM SLAB CONTROL JOINTS WITH POWER SAWS EQUIPPED WITH SHATTERPROOF FORM SLAB CONTROL JOINTS WITH POWER SAWS EQUIPPED WITH SHATTERPROOF ABRASIVE OR DIAMOND-RIMMED BLADES. CUT 1/8-INCH- (3-MM-) WIDE (3-MM-) WIDE JOINTS INTO CONCRETE WHEN CUTTING ACTION WILL NOT TEAR, ABRADE, OR OTHERWISE DAMAGE SURFACE AND BEFORE CONCRETE DEVELOPS RANDOM CONCRETE DEVELOPS RANDOM CONTRACTION CRACKS. 6. A LIQUID MEMBRANE CURING COMPOUND MEETING THE REQUIREMENTS OF ASTM A LIQUID MEMBRANE CURING COMPOUND MEETING THE REQUIREMENTS OF ASTM C-309 SHALL BE USED ON ALL FORMED SURFACES DESIGNATED TO RECEIVE DESIGNATED TO RECEIVE A “SMOOTH RUBBED FINISH” OR “GROUT CLEANED FINISH”. SMOOTH RUBBED FINISH” OR “GROUT CLEANED FINISH”. OR “GROUT CLEANED FINISH”. GROUT CLEANED FINISH”. . 7. COMPLY WITH ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL COMPLY WITH ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF SPECIAL FINISHES OR TREATMENTS TO EXPOSED CONCRETE. 8. PLACE WELDED WIRE FABRIC IN SLABS ON GRADE AT 1/3 THE SLAB THICKNESS PLACE WELDED WIRE FABRIC IN SLABS ON GRADE AT 1/3 THE SLAB THICKNESS DOWN FROM TOP OF SLAB, UNLESS NOTED OTHERWISE. MASONRY WORK 1. MASONRY WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE REFERENCES MASONRY WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE REFERENCES AND STANDARDS LISTED BELOW, EXCEPT AS MODIFIED HEREIN, IN ADDITION TO ALL OTHER REQUIREMENTS OF THE CONTRACT DOCUMENTS AND STANDARD PRACTICES. A. AMERICAN CONCRETE INSTITUTE, ACI-ASCE COMMITTEE 530. (ACI) AMERICAN CONCRETE INSTITUTE, ACI-ASCE COMMITTEE 530. (ACI) 2. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS WITH A DRY NET CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS WITH A DRY NET WEIGHT OF NOT MORE THAN 115 PCF. 3. HOLLOW AND SOLID CONCRETE MASONRY UNITS SHALL CONFORM WITH ASTM C90, HOLLOW AND SOLID CONCRETE MASONRY UNITS SHALL CONFORM WITH ASTM C90, WITH A MINIMUM COMPRESSIVE STRENGTH OF 3750 PSI, EACH UNIT, NET EACH UNIT, NET CROSS-SECTIONAL AREA. SECTIONAL AREA. 4. MORTAR FOR LOAD-BEARING WALLS, EXTERIOR WALLS, SHEAR WALLS, AND MORTAR FOR LOAD-BEARING WALLS, EXTERIOR WALLS, SHEAR WALLS, AND VERTICALLY REINFORCED MASONRY WALLS SHALL BE ASTM C270 TYPE S. TYPE S. 5. GROUT FOR MASONRY CORES SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI GROUT FOR MASONRY CORES SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS. 6. REINFORCED MASONRY - WHERE VERTICAL BARS ARE TO BE GROUTED INTO REINFORCED MASONRY - WHERE VERTICAL BARS ARE TO BE GROUTED INTO CORES, THE FOLLOWING REQUIREMENTS APPLY: 7. ALL MASONRY WALLS SHALL HAVE GALVANIZED HORIZONTAL JOINT REINFORCING OF ALL MASONRY WALLS SHALL HAVE GALVANIZED HORIZONTAL JOINT REINFORCING OF THE FOLLOWING: 7.A. LADDER TYPE, 9 GA SIDE RODS AND 9 GA CROSS RODS, FOR ALL GROUTED LADDER TYPE, 9 GA SIDE RODS AND 9 GA CROSS RODS, FOR ALL GROUTED WALLS, SPACED 16" ON CENTER VERTICALLY. 8. REINFORCED MASONRY - WHERE VERTICAL BARS ARE TO BE GROUTED INTO REINFORCED MASONRY - WHERE VERTICAL BARS ARE TO BE GROUTED INTO CORES, THE FOLLOWING REQUIREMENTS APPLY: 8.A. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT. THE FIRST CELL AT CORNERS AND END WALLS SHALL BE GROUTED AND REINFORCED WITH (1)-#5 BAR. THE FIRST CELL NEXT TO AN OPENING SHALL BE GROUTED AND REINFORCED WITH (1)-#5 BAR EXTENDING 2'-0" ABOVE THE TOP OF THE OPENING.

AutoCAD SHX Text MASONRY LINTEL SCHEDULE WALL LINTEL LINTEL MAX. CLR. TOP AND LINTEL LINTEL MAX. CLR. TOP AND LINTEL MAX. CLR. TOP AND MAX. CLR. TOP AND TOP AND WIDTH DEPTH TYPE SPAN BOT. REINF. DEPTH TYPE SPAN BOT. REINF. TYPE SPAN BOT. REINF. SPAN BOT. REINF. BOT. REINF. 12" 8" I 4'-0" 3_#3 8" I 4'-0" 3_#3 I 4'-0" 3_#3 4'-0" 3_#3 3_#3 12" 8" I 5'-0" 3_#4 8" I 5'-0" 3_#4 I 5'-0" 3_#4 5'-0" 3_#4 3_#4 12" 8" I 6'-0" 3_#8 8" I 6'-0" 3_#8 I 6'-0" 3_#8 6'-0" 3_#8 3_#8 12" 16" II 9'-0" 3_#4 16" II 9'-0" 3_#4 II 9'-0" 3_#4 9'-0" 3_#4 3_#4 12" 16" II 11'-0" 3_#5 16" II 11'-0" 3_#5 II 11'-0" 3_#5 11'-0" 3_#5 3_#5 12" 16" II 13'-0" 3_#6 16" II 13'-0" 3_#6 II 13'-0" 3_#6 13'-0" 3_#6 3_#6 12" 16" II 14'-0" 3_#8 16" II 14'-0" 3_#8 II 14'-0" 3_#8 14'-0" 3_#8 3_#8 MASONRY LINTEL NOTES: 1. ALL LINTEL BEAMS SHALL HAVE A MINIMUM END BEARING OF 8" OR 1" PER FOOT OF CLEAR ALL LINTEL BEAMS SHALL HAVE A MINIMUM END BEARING OF 8" OR 1" PER FOOT OF CLEAR SPAN, WHICHEVER IS LARGER. 2. ALL LINTEL BEAMS SHALL HAVE A MINIMUM OF 16" OF SOLID MASONRY UNDER BEARING ENDS ALL LINTEL BEAMS SHALL HAVE A MINIMUM OF 16" OF SOLID MASONRY UNDER BEARING ENDS FOR THE LENGTH STATED IN NOTE 1. 3. ALL REINFORCING SHALL BE CONTINUOUS AND EXTEND TO THE END OF THE LINTEL BEAM. ALL REINFORCING SHALL BE CONTINUOUS AND EXTEND TO THE END OF THE LINTEL BEAM. 4. FILL LINTEL BEAMS WITH 3000 PSI GROUT. FILL LINTEL BEAMS WITH 3000 PSI GROUT. 5. SPAN SHALL BE CONSIDERED AS THE CLEAR MASONRY OPENING. SPAN SHALL BE CONSIDERED AS THE CLEAR MASONRY OPENING. 6. ALL CANTILEVERED LINTEL BEAMS SHALL HAVE TOP REINFORCING HOOKED 90 DEGREES WITH ALL CANTILEVERED LINTEL BEAMS SHALL HAVE TOP REINFORCING HOOKED 90 DEGREES WITH STANDARD HOOK, PER ACI. 7. ALL CANTILEVERED LINTEL BEAMS SHALL HAVE BEAM BEARING EXTENDED BACK INTO MASONRY ALL CANTILEVERED LINTEL BEAMS SHALL HAVE BEAM BEARING EXTENDED BACK INTO MASONRY WALL FROM EDGE OF OPENING 1.5 TIMES THE OPENING DIMENSION. STRUCTURAL STEEL 1. DETAIL, FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE AISC MANUAL OF DETAIL, FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION (ALLOWABLE STRENGTH DESIGN), AWS D1.1, AND OTHER CODES, STANDARDS, AND SPECIFICATIONS EXCEPT AS EXPLICITLY MODIFIED HEREIN. 2. CONTRACTOR RESPONSIBLE FOR ALL MISCELLANEOUS/ORNAMENTAL STEEL NOT SHOWN ON CONTRACTOR RESPONSIBLE FOR ALL MISCELLANEOUS/ORNAMENTAL STEEL NOT SHOWN ON STRUCTURALDRAWINGS. 3. STRUCTURAL STEEL: ASTM A992, GRADE 50; ROLLED STEEL WIDE FLANGES STRUCTURAL STEEL: ASTM A992, GRADE 50; ROLLED STEEL WIDE FLANGES ASTM A992, GRADE 50; ROLLED STEEL WIDE FLANGES ASTM A36; ROLLED STEEL PLATES, SHAPES, BARS, AND RODS 4. BOLTS: 3/4" DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. BOLTS: 3/4" DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. 3/4" DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. ASTM F1554, GRADE 36 FOR ALL ANCHOR BOLTS STRUCTURAL WOOD 1. DETAIL, FABRICATE, AND ERECT STRUCTURAL WOOD IN ACCORDANCE WITH THE LATEST "NATIONAL DETAIL, FABRICATE, AND ERECT STRUCTURAL WOOD IN ACCORDANCE WITH THE LATEST "NATIONAL DESIGN SPECIFICATION" AND THE "ALLOWABLE STRESS DESIGN (ASD) MANUAL FOR ENGINEERED WOOD CONSTRUCTION" OF THE AMERICAN FOREST AND PAPER ASSOCIATION. 2. ALL STRESS-GRADE LUMBER SHALL DEVELOP WORKING STRESSES AND A MODULUS OF ELASTICITY ALL STRESS-GRADE LUMBER SHALL DEVELOP WORKING STRESSES AND A MODULUS OF ELASTICITY AS FOLLOWS: A. SPECIES: SOUTHERN PINE NO. 1 GRADE SOUTHERN PINE NO. 1 GRADE B. BENDING : 1,000 PSI : 1,000 PSI 1,000 PSI C. COMPRESSION PARALLEL TO GRAIN: 1,500 PSI 1,500 PSI D. MODULUS OF ELASTICITY: 1,700,000 PSI 1,700,000 PSI 3. ALL PLYWOOD SHALL BE APA RATED. ALL PLYWOOD SHALL BE APA RATED. 4. ROOF SHEATHING SHALL BE 1/2" NOM. APA RATED PLYWOOD SHEATHING WITH A 32/16 SPAN ROOF SHEATHING SHALL BE 1/2" NOM. APA RATED PLYWOOD SHEATHING WITH A 32/16 SPAN INDEX AND EXPOSURE I BOND CLASSIFICATION. 5. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND CONTACT, PRESSURE-PRESERVATIVE TREATED, OR IN AREA OF HIGH RELATIVE HUMIDITY, PROVIDE FASTENERS WITH HOT-DIP ZINC COATING COMPLYING WITH ASTM A 153/A 153M OR OF TYPE 304 STAINLESS STEEL 6. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. 2 X 4 SILL PLATES SHALL BE BOLTED, STRAPPED OR SHOT TO FOUNDATION AT A MAXIMUM OF 4'-0" O.C. 7. STUDS SHALL BE DOUBLED AT ALL ANGLES, CORNERS AND AROUND ALL OPENINGS. STUDS SHALL BE DOUBLED AT ALL ANGLES, CORNERS AND AROUND ALL OPENINGS. 8. UNLESS OTHERWISE DETAILED ROOF JOIST CONNECTIONS TO SUPPORTING BEAMS (FLUSH UNLESS OTHERWISE DETAILED ROOF JOIST CONNECTIONS TO SUPPORTING BEAMS (FLUSH CONNECTIONS) SHALL BE TYPE LU CONCEALED FLANGE JOIST HANGERS AS MANUFACTURED BY THE SIMPSON COMPANY OR TIMBER ENGINEERING COMPANY [TECO-U-GRIP]. .

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DESCRIPTION

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MARK

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USCG DRAWING N0.

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SHEET

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USCG PROJECT NO.

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USCG FILENAME

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A/E COMPANY:

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CONSULTING A/E:

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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STRUCTURAL

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GENERAL NOTES

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PROPERTY NAME

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

AutoCAD SHX Text 216-622-2300

AutoCAD SHX Text 60696001

AutoCAD SHX Text N/A

AutoCAD SHX Text 1:1

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AS SHOWN

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FINAL SUBMITTAL

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US COAST GUARD

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TABLE 1 ULTIMATE DESIGN WIND PRESSURES FOR C & C (PSF)

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LOAD CASE

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WIND ZONE

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TYPE

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ROOF

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EFFECTIVE WIND AREA (SQ. FT.)

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POSITIVE

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UPLIFT

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INWARD OUTWARD OUTWARD

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20.4 53.0 74.1 83.1

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17.4 45.6 60.2 62.5

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16.0 39.9 49.7 62.5

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16.0 30.9 43.6 62.5

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37.3 40.4 49.9

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31.7 34.8 38.7

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AutoCAD SHX Text NOTES: : 1. DESIGN WIND PRESSURES INDICATED SHALL BE USED IN DESIGN WIND PRESSURES INDICATED SHALL BE USED IN THE DESIGN OF ALL COMPONENTS & CLADDING ELEMENTS COMPRISING THE BUILDING ENVELOPE. 2. POSITIVE/INWARD PRESSURES ACT TOWARD THE INTERIOR. POSITIVE/INWARD PRESSURES ACT TOWARD THE INTERIOR. UPLIFT/OUTWARD PRESSURES ACT TOWARD THE EXTERIOR. 3. PRESSURES GIVEN ARE ULTIMATE (LRFD) VALUES AND PRESSURES GIVEN ARE ULTIMATE (LRFD) VALUES AND INCLUDE NO GRAVITY LOADS. 4. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE EFFECTIVE WIND AREAS.

dischingerj

TL-OH

S-301

S-102

S-201

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A/E PROJECT NO.:

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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STRUCTURAL

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FOUNDATION & MEZZANINE PLAN

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ANT STORAGE BUILDING

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

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AS SHOWN

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US COAST GUARD

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CIVIL ENGINEERING

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FIRST FLOOR PLAN

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4" SLAB W/ 6X6-W2.9X2.9 WWF ON VAPOR BARRIER ON 6" POROUS FILL @ OFFICE AREA

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TRENCH DRAIN, REFER TO PLUMBING DWGS.

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6" SLAB W/ 6X6-W2.9X2.9 ON VAPOR BARRIER ON 6" POROUS FILL @ BOAT BAY

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TYPICAL FROST SLAB @ EXTERIOR DOOR. SEE DETAIL ON S-301

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(TYP.)

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AutoCAD SHX Text 16'

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AutoCAD SHX Text 1/8" = 1'-0"

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MEZZANINE PLAN

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AutoCAD SHX Text S-101

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EXTERIOR STUD WALL. 6" WOOD STUDS @ 16" O.C. W/ 1/2" OSB SHEATHING

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12" CMU W/ #5'S @ 32" O.C. TYP @ BOAT BAY

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SIM

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SIM

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SIM

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SIM

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SIM

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SIM

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1'-0"X1'-0" THICKENED SLAB UNDER STAIR POST. SEE DETAIL ON S-301.

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ROOF TRUSSES SUPPORTING ATTIC SPACE TO BE SPACED AT 16" O.C.

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3/4" PLYWOOD FLOORING

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SLOPE 1/8"/FT

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SLOPE 1/8"/FT

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SLAB EL:= 0'-0"

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SLAB EL:= -1 1/2"

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SLAB EL:= 0'-0"

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METAL STAIRS BY OTHERS

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SEE THICKENED SLAB DETAIL, B ON S-301

S-102

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(2) 2X6 TOP PLATE

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2X6 STUDS @ 16" O.C.

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PRE-ENGINEERED WOOD ROOF TRUSS. SEE PLAN FOR SPACING

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ASPHALT ROOF SHINGLES ON 1/2" WOOD SHEATHING

AutoCAD SHX Text TRUSS CONNECTION TO SUPPORT NOTES: PROVIDE TRUSS CONNECTIONS CAPLE OF RESISTING THE FOLLOWING LOADS (LBS, ASD VALUES): 800LBS UPLIFT, 300LBS PARALLEL TO WALL & 400LBS PERP. TO WALL

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TRUSS CONNECTION TO WALL, SEE NOTE BELOW

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PRE-ENGINEERED WOOD ROOF TRUSS. SEE PLAN FOR SPACING

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ASPHALT ROOF SHINGLES ON 1/2" WOOD SHEATHING

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12" CMU BOND BEAM W/ (2) #5'S CONT.

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12" CMU W/ #5'S @ 32" O.C..

AutoCAD SHX Text PROVIDE "Ø ANCHOR 12"Ø ANCHOR THROUGH TOP AD BOTTOM CHORD OF TRUSS AT CMU WALL @ 32" O.C., 6" EMBED. GROUT CORES SOLID

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2X10 TOP PLATE W/ 12"Ø ANCHOR @ 4' O.C.

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SEE TRUSS CONNECTION NOTE BELOW

AutoCAD SHX Text TRUSS CONNECTION TO SUPPORT NOTES: PROVIDE TRUSS CONNECTIONS CAPLE OF RESISTING THE FOLLOWING LOADS (LBS, ASD VALUES): 600LBS UPLIFT, 200LBS PARALLEL TO WALL & 450LBS PERP. TO WALL

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ASPHALT ROOF SHINGLES ON 1/2" WOOD SHEATHING

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12" CMU BOND BEAM W/ (2) #5'S CONT. @ TRUSS BEARING ELEVATION

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12" CMU W/ #5'S @ 32" O.C..

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24" DEEP CMU LINTEL WITH (2)#5 T&B, 12" MIN BRG AT ENDS

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2X10 TOP PLATE W/ 12"Ø ANCHOR @ 4' O.C., 6" EMBED

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12" CMU W/ #5'S @ 32" O.C..

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PROVIDE CONT 2X6 W/ 12"Ø ANCHOR INTO CMU WALL @ 4'O.C.

AutoCAD SHX Text PROVIDE TRUSS HANGER CONNECTION TO 2X6 TO TRANSFER 200 LBS (ASD) PARALLEL TO WALL

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2X6 LEDGER PLATE W/ 12"Ø ANCHOR @ 4' O.C., 6" EMBED.

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12" CMU BOND BEAM W/ (2) #5'S CONT.

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12" CMU BOND BEAM W/ (2) #5'S CONT.

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PROVIDE TRUSS HANGER CONNECTION TO 2X6 TO SUPPORT 600LBS VERT LOAD (ASD).

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DESCRIPTION

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MARK

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EDITED BY:

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DATE

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CHECKED BY:

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DRAWN BY:

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PLOTTING SCALE:

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SCALE:

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USCG DRAWING N0.

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SHEET

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USCG PROJECT NO.

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USCG FILENAME

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A/E COMPANY:

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CONSULTING A/E:

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PROJECT ENGINEER:

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A/E PROJECT NO.:

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SHEET ID

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CONSTRUCT ANT BUILDING

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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STRUCTURAL

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ROOF PLAN

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ANT STORAGE BUILDING

AutoCAD SHX Text S-102

AutoCAD SHX Text 4956445

AutoCAD SHX Text 4956445-D

AutoCAD SHX Text C4956445S102

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

AutoCAD SHX Text 216-622-2300

AutoCAD SHX Text 60696001

AutoCAD SHX Text N/A

AutoCAD SHX Text 1:1

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AS SHOWN

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FINAL SUBMITTAL

AutoCAD SHX Text 02-20-23

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US COAST GUARD

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CIVIL ENGINEERING

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AutoCAD SHX Text 16'

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AutoCAD SHX Text 1/8" = 1'-0"

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ROOF PLAN

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AutoCAD SHX Text S-102

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SHEET KEYNOTES

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ASPHALT ROOF SHINGLES ON 1/2" WOOD SHEATHING

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PRE-ENGINEERED WOOD TRUSS BY OTHERS

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SIM

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AutoCAD SHX Text 6"

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AutoCAD SHX Text 1" = 1'-0"

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SECTION

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AutoCAD SHX Text S-102

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SIM

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AutoCAD SHX Text 6"

AutoCAD SHX Text 2'

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'

AutoCAD SHX Text 1" = 1'-0"

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SECTION

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AutoCAD SHX Text S-102

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AutoCAD SHX Text 6"

AutoCAD SHX Text 2'

AutoCAD SHX Text 3"

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AutoCAD SHX Text 1" = 1'-0"

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SECTION

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AutoCAD SHX Text S-102

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AutoCAD SHX Text 6"

AutoCAD SHX Text 2'

AutoCAD SHX Text 3"

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AutoCAD SHX Text 1" = 1'-0"

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SECTION

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AutoCAD SHX Text S-102

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6" BEARING WALL. 2X6 STUDS @16" O.C.

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12" CMU BEARING WALL W/ #5'S @32" UNO

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TRUSS CONFIGURATION @ ATTIC

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TRUSS CONFIGURATION BEYOND ATTIC

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AutoCAD SHX Text 16'

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AutoCAD SHX Text 8'

AutoCAD SHX Text 1/8" = 1'-0"

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TRUSS PROFILE IN OFFICE AREA

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S-102

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(4)#5 VERT W/ HORIZ. JOINT REINFORCING @ 16" O.C.

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(6)#5 VERT W/ HORIZ. JOINT REINFORCING @ 16" O.C.

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DESCRIPTION

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MARK

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EDITED BY:

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DATE

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CHECKED BY:

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DRAWN BY:

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PLOTTING SCALE:

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SCALE:

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USCG DRAWING N0.

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SHEET

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USCG PROJECT NO.

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USCG FILENAME

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A/E COMPANY:

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CONSULTING A/E:

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PROJECT ENGINEER:

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A/E PROJECT NO.:

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SHEET ID

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CONSTRUCT ANT BUILDING

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CG ANT MILFORD HAVEN

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MILFORD HAVEN

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STRUCTURAL

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ELEVATIONS

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ANT STORAGE BUILDING

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AutoCAD SHX Text 4956445

AutoCAD SHX Text 4956445-D

AutoCAD SHX Text C4956445S201

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CIVIL ENGINEERING UNIT CLEVELAND

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1240 EAST 9TH STREET

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CLEVELAND, OH 44199-2060

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VOLAK, ALBERT

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AECOM

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1300 EAST 9TH ST, CLEVELAND OHIO

AutoCAD SHX Text 216-622-2300

AutoCAD SHX Text 60696001

AutoCAD SHX Text N/A

AutoCAD SHX Text 1:1

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AS SHOWN

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FINAL SUBMITTAL

AutoCAD SHX Text 02-20-23

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US COAST GUARD

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CIVIL ENGINEERING

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SHEET KEYNOTES

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16" DEEP CONT. BOND BEAM W/ (2)#5 T&B

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AutoCAD SHX Text 6"

AutoCAD SHX Text 4'

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AutoCAD SHX Text 1/2" = 1'-0"

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ELEVATION

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AutoCAD SHX Text S-201

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WALL OPENING

AutoCAD SHX Text 12" CMU WALL W/ #5'S @32" O.C. PROVIDE #5 VERT BAR IN FIRST CORE NEXT TO WALL OPENINGS, TYP.

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8" DEEP CMU LINTEL W/ (2)#4. TYPICAL AT MANDOOR OPENINGS.

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SHEAR WALL SECTION. SEE DETAIL 3 THIS SHEET

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16" DEEP CMU LINTEL W/ (2)#5 T&B

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8" DEEP CONT BOND BEAM W/ (2)#5

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WALL OPENING

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AutoCAD SHX Text 6"

AutoCAD SHX Text 4'

AutoCAD SHX Text 1'

AutoCAD SHX Text 2'

AutoCAD SHX Text 1/2" = 1'-0"

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ELEVATION

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AutoCAD SHX Text S-201

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AutoCAD SHX Text 6"

AutoCAD SHX Text 2'

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'

AutoCAD SHX Text 1" = 1'-0"

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MP-1

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AutoCAD SHX Text S-201

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AutoCAD SHX Text 6"

AutoCAD SHX Text 2'

AutoCAD SHX Text 3"

AutoCAD SHX Text 1'

AutoCAD SHX Text 1" = 1'-0"

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MP-2

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AutoCAD SHX Text S-201

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SHEAR WALL SECTION. SEE DETAIL 4 THIS SHEET

L R

1'-6"

L R

2'-0"

1'-0"

L R

2'-0"

L R

2'-6"

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1'-6" CONT FOOTER W/ (2) #5'S CONT.

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12" CMU W/ #5'S @ 32" O.C., FULLY GROUTED

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8" CMU FULLY GROUTED

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2X6 PLATE W/ "Ø 12"Ø ANCHOR @ 4' O.C., 6" EMBED

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6" STUD @ 16" O.C.

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12" CMU W/ #5'S @ 32" O.C. W/ DOWELS TO MATCH. FULLY GROUT BOTTOM 2 COURSES

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SLAB SEE PLAN

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2'-0" CONT FOOTER W/ (3) #5'S CONT.

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SLAB SEE PLAN

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GARAGE DOOR, SEE ARCH

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#5 DOWELS @ 32" O.C.

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2'-0" CONT FOOTER W/ (3) #5'S CONT.

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2'-6" CONT FOOTER W/ (3) #5'S CONT.

AutoCAD SHX Text 12" CMU W/ #5'S @ 32" O.C., U.N.O. FULLY GROUT BOTTOM 2 COURSES ALONG LENGTH OF WALL, TYP.

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SLAB SEE PLAN

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2-#4 CONT

AutoCAD SHX Text 4" MIN. THIK. CONC SLAB W/6x6 W2.9xW2.9 WWF

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SLOPE AWAY AT 14" /FT. SLOPE FOR DRAINAGE

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38" PRE-MOLDED JOINT FILLER

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FIN. GRADE

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T/FIN. FLR.

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NOTE: T=SLAB THK

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FOR SIZE AND LOCATION MASONRY WALLS SEE ARCH DWG

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FIN FLR

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2-#4 BOT CONT

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POROUS FILL

AutoCAD SHX Text CELLS CONTAINING STEEL ARE FILLED W/GROUT; VERT. CELL SHOULD PROVIDE A CONTINUOUS CAVITY, FREE OF MORTAR DROPPINGS, AND AT LEAST 2"x3" IN SIZE.

AutoCAD SHX Text HOLD IN POSITION AT INTERVALS OF 192 DIA'S (MAX.) WITH "RE-BAR POSITIONERS" AS MANUFACTURED BY AA WIRE PRODUCTS OR EQUAL.

AutoCAD SHX Text SPLICE VERTICAL BARS WITH MECHANICAL COUPLERS WHICH DEVELOP 125% OF ASTM SPECIFIED…

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