Attachment I - D2_HAZ.pdf

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

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A V

A L

F A

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DRAWFORM REVISION: 25 AUGUST 2020

D E S

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N A

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P ri n t

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M

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AS INDICATED

HAZ

D2

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

S p ro je c ts

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G-001

1760523

FINAL SUBMITTAL

12915678

MARCH 19, 2025

JAS JAS DJE,III

DRR/KRT

DJD

EJA

DSN

06 MAY 2025

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HAZARD MATERIALS

MARINE CORPS BASE CAMP LEJEUNE

P-1556 10TH MARINES OPERATIONAL COMPLEX

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND

MID-ATLANTIC

DESIGN AND CONSTRUCTION

FACILITIES ENGINEERING AND ACQUISITION DIVISION

NORFOLK, VIRGINIA

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

R

MCB CAMP LEJEUNE

ATLANTIC OCEAN

ATLANTIC OCEAN

NEW

R

IVER

P-1556 SITE

GENERAL PROJECT NOTES GOVERNING REGULATIONS

BUILDING CODE:

UNIFIED FACILITIES CRITERIA (UFC) 1-200-01 (01 SEP 2022, W/ CHANGE 3, 26 FEB 2024) UNIFIED FACILITIES CRITERIA (UFC) 1-200-02 (01 DEC. 2020, W/CHANGE 02, 01 JUN 2022) UNIFIED FACILITIES CRITERIA (UFC) 3-110-03 (01 MAY 2012, W/CHANGE 5, 12 JUN 2020)

ACCESSIBILITY CODE:

UNIFORM ACCESSIBILITY STANDARDS (UFAS)

AMERICANS WITH DISABILITIES ACT (ADA)

ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES (ADAAG)

MECHANICAL CODE:

INTERNATIONAL MECHANICAL CODE (IMC) 2021

ELECTRICAL CODE:

NFPA 70, NATIONAL ELECTRIC CODE (2023)

PLUMBING CODE:

INTERNATIONAL PLUMBING CODE (IPC) 2021

FIRE PREVENTION & LIFE SAFETY CODE:

UNIFIED FACILITIES CRITERIA (UFC) 3-600-01 (15 DEC. 2016, W/CHANGE 6, 06 MAY 2021)

NFPA 101, LIFE SAFETY CODE (2024)

1. WHERE EXISTING CONSTRUCTION IS DAMAGED BY CONSTRUCTION REQUIRED BY THESE

DOCUMENTS. REPAIR THE DAMAGED ITEM(S) WITH MATERIALS TO MATCH THE ADJACENT

MATERIAL, TEXTURE AND COLOR.

2. FIELD VERIFY EXISTING DIMENSIONS, PRIOR TO ORDERING MATERIALS OR BEGINNING

DEMOLITION.

3. ALL ITEMS NOT SHOWING AS "EXISTING" MUST BE PROVIDED AND INSTALLED UNDER THE

REQUIREMENTS OF THIS CONTRACT.

4. COORDINATE LAY DOWN AREA WITH THE CONTRACTING OFFICER PRIOR TO THE

PRECONSTRUCTION MEETING. THE ALLOWABLE AREA SIZE MUST BE ESTABLISHED BY THE

CONTRACTING OFFICER.

5. MANUFACTURER'S TRADE NAMES LISTED ARE NOT INTENDED TO BE PROPRIETARY.

PRODUCTS OF OTHER MANUFACTURERS WILL BE ACCEPTABLE PROVIDED THEY MATCH THE

COLOR, FINISHES, TEXTURES AND PATTERNS OF THE MANUFACTURER LISTED, AND MEET THE

TECHNICAL REQUIREMENTS OF THE SPECIFICATIONS.

6. OBSERVE AND MAINTAIN BUILDING AND COMPOUND SECURITY REQUIREMENTS AS DIRECTED

BY THE CONTRACTING OFFICER.

7. CONSTRUCTION WILL BE ACCOMPLISHED IN AND AROUND AREAS WHICH WILL REMAIN

OPERATIONAL. AVOID INTERFERENCE WITH THE OPERATIONAL WORK ROUTINE.

8. ALL SUBMITTALS REQUIRED BY THESE DRAWINGS OR SPECIFICATIONS MUST BE SUBMITTED

TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO COMMENCEMENT OF RELATED

WORK.

B1450

B1445

B1337

NEW PARKING

B1

D1

HAZM

AT (D2)

CONTROLLED

HUMID

ITY

W

AREHOUSE

A2

FIELD M

AIN

T.

SHOP

A1

A4

A5

A3-3

A3-3

PHASE 2

PHASE 1

A3

A3

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

D E S

IG

N A

N D

C O

N S T R U

C T

IO

N

D C

C O

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N A V A L S

T A T

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N

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B A

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M

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FB

BERN N.C

.NEW

CERT. NO.

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DERET

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A N

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A T

L A

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AS INDICATED

HAZ

D2

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

S p ro je c ts

\2

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G-002

1760523

FINAL SUBMITTAL

12915679

MARCH 19, 2025

JAS JAS DJE,III

DRR/KRT

DJD

EJA

DSN

06 MAY 2025

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ARCHITECT

MBF ARCHITECTS, P.A.

317-C POLLOCK STREET

NEW BERN, NC 28560

CIVIL

STANTEC

801 JONES FRANKLIN ROAD, SUITE 300

RALEIGH NC 27606

LANDSCAPE

STANTEC

229 PEACHTREE STREET NE, SUITE 1900

ATLANTA GA 30303

GEOTECHNICAL

ECS SOUTHEAST, LLP

6714 NETHERLANDS DRIVE

WILMINGTON, NC 28405

LIFE SAFETY

JENSEN HUGHES

4445 CORPORATION LANE, SUITE 211

VIRGINIA BEACH, VA 23455

STRUCTURAL

KAYDOS-DANIELS ENGINEERS, PLLC

400-201 WEST MORGAN STREET

RALEIGH, NC 27603

COMPREHENSIVE INTERIOR DESIGN

WITHIN INTERIOR DESIGN, INC.

1008 GRANBY STREET

NORFOLK, VA 23510

FIRE ALARM /FIRE PROTECTION

JENSEN HUGHES

4445 CORPORATION LANE, SUITE 211

VIRGINIA BEACH, VA 23455

PLUMBING / MECHANICAL / ELECTRICAL

CRENSHAW CONSULTING ENGINEERS

3516 BUSH STREET, SUITE 200

RALEIGH, NC 27609

REGIONAL MAP

VICINITY MAP

SITE MAP

PROJECT LOCATION

N

N

N

TELECOMMUNICATIONS

CRENSHAW CONSULTING ENGINEERS

3516 BUSH STREET, SUITE 200

RALEIGH, NC 27609

LIGHTNING PROTECTION

CRENSHAW CONSULTING ENGINEERS

3516 BUSH STREET, SUITE 200

RALEIGH, NC 27609

AUDIOVISUAL

THORBURN ASSOCIATES, INCORPORATED

2500 GATEWAY CENTRE BLVD., SUITE 800

MORRISVILLE, NC 27560

DESIGN TEAM INDEX OF DRAWINGS

BUILDING LOCATION AND PHASING MAP

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

APPLICABLE BUILDING CODES

USE GROUP/OCCUPANCY

S-1 STORAGE (IBC 311.2 & LSC 6.1.13) - ORDINARY HAZARD (LSC 42.1.5)

FOR IBC, BUILDING IS A S-1 OCCUPANCY.

FOR LSC, BUILDING IS A STORAGE OCCUPANCY.

FIRE PROTECTION SYSTEMS

NO FIRE PROTECTION SYSTEMS ARE REQUIRED FOR THE STRUCTURE

CONSTRUCTION TYPE

FLOOR LEVEL

REQUIRED EXIT

CAPACITY

AVAILABLE EXIT

CAPACITY

NUMBER OF EXITS

REQUIRED

NUMBER OF EXITS

PROVIDED

FIRST FLOOR N/A N/A N/A N/A

BUILDING AREA & HEIGHT:

BASED ON SPRINKLERED GROUP S-1 ALLOWABLE PROVIDED

ALLOWABLE AREA (IBC TABLE 506.2): 17,500-SF 1,011-SF

ALLOWABLE STORIES (IBC TABLE 504.4): 2-STORIES 1-STORY

ALLOWABLE HEIGHT (IBC TABLE 504.3): 55-FT 15-FT

TYPE II-B

EXTERIOR WALLS

EXTERIOR FIRE EXPOSURE BASED ON SEPARATION DISTANCE (TYPE II-B)

FIRE SEPARATION DISTANCE

< 5 FT

> 5 FT AND < 10 FT

> 10 FT

GROUP S-1

2 - HOUR

1 - HOUR

0 - HOUR

INTERIOR FINISH CLASSIFICATION LIMITS

NOT APPLICABLE

OCCUPANT LOADS

OCCUPANT LOADS (LSC TABLE 7.3.1.2)

STORAGE USE (IN STORAGE OCCUPANCY) MAXIMUM PROBABLE

TRAVEL DISTANCE (LSC TABLE A.7.6)

COMMON PATH OF TRAVEL (STORAGE): 50 FT

TOTAL TRAVEL DISTANCE (STORAGE): NOT APPLICABLE*

DEAD END CORRIDOR (STORAGE): 50 FT

*OPEN STRUCTURES ARE EXEMPT FROM TRAVEL DISTANCE LIMITATIONS (LSC 11.2.2.6)

CAPACITY OF EXITS (LSC TABLE 7.3.3.1)

BUILDING D2 NOT APPLICABLE*

*OPEN STRUCTURES ARE EXEMPT FROM REQUIREMENTS FOR CAPACITY OF MEANS OF EGRESS (LSC 11.2.2.3)

NUMBER OF EXITS (LCS 7.4)

BUILDING D2 NOT APPLICABLE*

*OPEN STRUCTURES ARE EXEMPT FROM REQUIREMENTS FOR NUMBER OF MEANS OF EGRESS (LSC 11.2.2.4)

FIRE RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS

(IBC TABLE 601, TYPE II-B CONSTRUCTION)

REQUIRED PROVIDED

PRIMARY STRUCTRUAL FRAME, INCL. COLUMNS, GIRDERS & TRUSSES 0-HOUR 0-HOUR

PRIMARY STRUCTURAL FRAME SUPPORTING A ROOF ONLY 0-HOUR 0-HOUR

BEARING WALLS, INTERIOR & EXTERIOR 0-HOUR 0-HOUR

FLOOR CONSTRUCTION 0-HOUR 0-HOUR

ROOF CONSTRUCTION (SECONDARY MEMBERS ONLY) 0-HOUR 0-HOUR

1.

2.

3.

4.

5.

6.

IBC INTERNATIONAL BUILDING CODE 2021

UFC 1-200-01 DOD BUILDING CODE, 24 FEBRUARY 2023

UFC 3-600-01 FIRE PROTECTION ENGINEERING FOR FACILITIES, 6 MAY 2021

NFPA 30A FLAMMABLE AND COMBUSTIBLE LIQUIDS CODE 2024

NFPA 30B MANUFACTURE AND STORAGE OF AEROSOL PRODUCTS 2023

NFPA 101 LIFE SAFETY CODE (LSC) 2024

THE STRUCTURE DOES NOT HAVE EXTERIOR WALLS SO THE IMAGINARY LOT LINE MAY BE PLACED 0-FT FROM THE STRUCTURE WITHOUT REQUIRING A FIRE-RESISTANCE RATING; THEREFORE, ADJACENT BUILDINGS CAN BE AS CLOSE

AS 10-FT FROM THE STRUCTURE IF THEY ARE TYPE IIB.

INTERIOR FIRE RESISTANCE RATING REQUIREMENTS

ADDITIONAL LIFE SAFETY CRITERIA

OPEN STRUCTURES DO NOT REQUIRE ILLUMINATION OF MEANS OF EGRESS, EMERGENCY LIGHTING, OR EXIT SIGNAGE (LSC 11.2.2.8; LSC

11.2.2.9; LSC 11.2.2.8).

FIRE EXTINGUISHERS ARE NOT REQUIRED IN STORAGE OCCUPANCIES OR OPEN STRUCTURES (LSC 11.2.3.5; LSC 42.3.5 & UFC 3-600-01 9-17.1).

PROVIDED

0 - HOUR

AREA

CAGED AREAS

OCCUPANCY/USE APPROX.

AREA (SF)

OCCUPANT LOAD

FACTOR

(SF/PERSON)

OCCUPANT

LOAD

(PERSONS)

STORAGE / STORAGE 930 10MAX

930TOTAL 10-

NONE

X

Y

X = REQUIRED EGRESS CAPACITY (PERSONS)

Y = PROVIDED EGRESS CAPACITY (PERSONS)

ROOM AREA (SF)

OCCUPANT FACTOR (SF/PERSON)

NUMBER OF OCCUPANTS (PERSONS)

LIFE SAFETY LEGEND

1,000

XXXXX

XXXX

XXXX

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

D E S

IG

N A

N D

C O

N S T R U

C T

IO

N

D C

C O

R E

N A V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

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O R

P S

B A

S E

C A

M P

L E

J E

U N

E

N C n t

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

A T

L A

N T

IC

AS INDICATED

HAZ

D2

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C U s e rs \a e lb o g h d a d y \D o c u m e n ts

\2 F

IR

E

D

H

A Z a e lb o g h d a d y .r v t

/2

/2

:3

:5

P

M L

IF

E S

A F

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Y G

E N

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A L

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L E

G E

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GI001

1760523

FINAL DESIGN SUBMITTAL

12915680

MARCH 19, 2025

APF AHE KEC

DRR/KRT

EJA

DSN

P -1

T

H M

A R

IN

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S O

P E

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D A

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A P

P R

Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

IR

G

IN

IA

P R O F

E

SSIONAL EN

G

IN

E E R

06 MAY 2025

DSN

CAGED

HAZMAT

STORAGE

CAGED

HAZMAT

STORAGE

CAGED

HAZMAT

STORAGE

CAGED

HAZMAT

STORAGE

CAGED

HAZMAT

STORAGE

MAX

MAX

MAX

MAX

MAX

MATERIAL CLASS/LEVEL QUANTITY

HAZARDOUS MATERIAL STORAGE LIMITATIONS

AEROSOLS

1 UNLIMITED

IIIA 330 GAL

COMBUSTIBLE LIQUIDS (STORAGE OCCUPANCY)

IIIB 13,200 GAL

IB 120 GALFLAMMABLE LIQUIDS (STORAGE OCCUPANCY)

2 2,000 LB

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

S Y

S T

E M

S C

O M

M A

N D

DRAWFORM REVISION: 25 AUGUST 2020

D E S

IG

N A

N D

C O

N S T R U

C T

IO

N

D C

C O

R E

N A V A L S

T A T

IO

N

N O

R F O

L K V A

M A

R

IN

E C

O R

P S

B A

S E

C A

M P

L E

J E

U N

E

N C n t

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

A T

L A

N T

IC

AS INDICATED

HAZ

D2

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C U s e rs \a e lb o g h d a d y \D o c u m e n ts

\2 F

IR

E

D

H

A Z a e lb o g h d a d y .r v t

/2

/2

:3

:5

P

M

L

IF

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A F

E T

Y F

L O

O R

P L A

N S

GI101

1760523

FINAL DESIGN SUBMITTAL

12915681

MARCH 19, 2025

APF AHE KEC

DRR/KRT

EJA

DSN

P -1

T

H M

A R

IN

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P E

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N A

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O M

P L

E X

GRAPHIC SCALE: 1/16"=1'-0"

16' 0 8' 16' 32'

N

SCALE: 1/8" = 1'-0"

A4

HAZMAT/FLAMABLE STORAGE LIFE SAFETY FLOOR PLAN

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

IR

G

IN

IA

P R O F

E

SSIONAL EN

G

IN

E E R

06 MAY 2025

DSN

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

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DRAWFORM REVISION: 25 AUGUST 2020

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BRANCH MANAGER

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FIRE PROTECTION

N

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HAZ

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APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

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S-001

1760523

FINAL SUBMITTAL

12915682

MARCH 19, 2025

BCC HON LGG

DRR/KRT

NBJ

EJA

DSN

06 MAY 2025

P-

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SHEET INDEX

SHEET NO SHEET TITLE

S-001 COVER SHEET

S-002 STRUCTURAL NOTES

S-003 STRUCTURAL NOTES

S-101 FOUNDATION & ROOF FRAMING PLAN

S-201 SECTIONS

S-501 GENERAL CONSTRUCTION DETAILS

S-502 GENERAL CONSTRUCTION DETAILS

A A

ZONE 45 5

3 2 3

3 2 3

ZO

N

E

WALLS

ROOF

COMPONENTS & CLADDING PRESSURE (PSF)

SHOP DRAWINGS/SUBMITTALS:ABBREVIATIONS:

ParallelPAR.

CONT Continuous

Double Degree Demolish, Demolition

Centered Counter Sink

Depressed

Existing

Electric, Electrical

Each Face

Elevation Edge Nail

Equipment

Expansion Joint

Drawing

Diameter Diagonal Dimension

Drag Truss

Face of Steel (Studs)

Face Of

Far Side

Face of Masonry

Field Nail Floor, Flooring

Foundation

Face of Concrete

Existing

Exterior Expansion

Each Way

Finish, Finished

Finished Floor Finish Grade

Floor Joist

Future

Header Hanger

Height

Gusset

Heating/Ventilation/ Air Conditioning

Hold Down

Horizontal High Point

Grade Beam

Grade, Grading Glued Laminated Girder Truss

Footing

Each Side

Laminated Length, Angle

Include

Inside Diameter

Information

Interior Insulated

FTG

INT.

JST

L

LAM

JT. Joint Joist

HT

H.P.

HORIZ

H.V.A.C

IN

I.D.

INCL

INFO

INS

Inch

GA

GD

G.B.

FUT.

GLB

G.T.

HD

HGR

HDR

GUSS.

Gauge

Equal

F.J.

FLR

F.N.

FND

F.S.

F.O.

F.O.C.

F.O.S.

F.O.M.

FT. Feet

EQ.

EQPT.

EXP.

E.W.

F.F.

F.G.

FIN

EXT.

EXIST'G

E.S.

DO

DWG

DWL

D.T.

E.F.

E.J.

E.N.

ELV

ELEC

EA.

Dowel

Each

CSK

DBL

DEG

DEP

DEM

CTR'D

DIA

DIM

DIAG

Ditto

Pounds per Cubic Foot

Plate, Property Line

Precast Concrete

Pounds per Square Foot Pounds per Square Inch

Revision, Revised

Pressure Treated

R.,RAD.

Return

Rafters Roof

Required Reinforcement Reference

RFT.

RF.

REF.

RET.

REQ.

REINF.

REV.

Plywood Panel

Penetration

Radius

PLY.

PNL.

P.T.

P.S.I.

P.S.F.

PENT.

P.C.C.

P.C.F.

PL.

American Concrete Institute

Air Conditioning Anchor Bolt

Bottom Bottom of Footing

Above Finished Floor

American Society for Testing Materials

American Plywood Institute

Between

Blocking

Boundry Nail

Adjacent

Architect

Alternate Aluminum

Concrete Masonry Unit

Control Joint / Ceiling Joist

Connection Construction

Ceiling

Cast-in-Place

Concrete

Channel

ARCH.

C.J.

CLG

COL

CLR

CONC

CMU

C.I.P.

CONST

CONN

C

Column

Clear

A.S.T.M.

B.N.

BM

BLW.

BETWN.

BLK.

BOTT

B.O.F.

BLKG

Beam

Below

Block

A/C A.B.

A.C.I.

AL.

ADJ.

ALT.

A.P.A.

A.F.F.

Long Leg Horizontal

Mount, Mounted, Mounting

Manufacture, Manufacturer

Long Leg Vertical

Opposite Hand, Overhead Outside Diameter

MaximumMAX

Number Nominal

Opening

On Center Not To Scale

Not In Contract

Near Side

North

O.D.

O.C.

N.T.S.

OPNG

O.H.

NOM

N.S.

N.I.C.

NO.

N.

Minimum

Medium

Metal

Mezzanine

Miscellaneous Masonry Opening

Machine Bolt

Mechanical

MFR

MIN

MISC

M.O.

MTL

MT.

MECH

M.B.

MEZZ

MED

Long Pound

Live Load

Louver Masonry

Low Point

L.L.H.

L.P.

LVR

MAS

L.L.V.

L.L.

LG

LB

(E)

P PlateL

Unless Otherwise Noted Unless Noted Otherwise

Welded Wire Mesh Welded Wire Fabric WeightWT.

W.W.M.

W.W.F.

Vapor Barrier Vertical

Without

West Wood

Water Proof Working Point

With

W/O W.P.

W.PT.

W.

WD.

V.B.

U.O.N.

VERT.

U.N.O.

W/

Toe Nail

Typical Tube Steel Top of Wall

Top of Beam

Top of Steel Top of Parapet Top of Footing Top of Concrete

T.O.S.

T.S.

TYP.

T.O.W

T.N.

T.O.B.

T.O.P.

T.O.F.

T.O.C.

Sheet Metal Screw Specification(s)

Thick, Thickness

R.T. Roof Truss

S.S. Stainless Steel

Steel Structural

Stiffener Standard

Tongue & Groove Top & Bottom Symmetrical Suspended

Top of Curb

SYM

THK

T.C.

T&G T&B

STL.

STD.

STRUCT

STIFF.

SUSP.

South Schedule Section

Similar Sheet

Square

Separation

SHT.

SIM.

SPEC.

S.M.S.

SQ.

SEC.

SEP.

SCHED.

S.

Room

Rough Sawn Rough Opening

R.S.

R.O.

RM.

International Building CodeIBC Seismic Lateral Resisting SystemSLRS

GalvanizedGAL

Grade BeamGB

Masonry Control JointMCJ

Pre-Engineered Metal BuildingPEMB.

Powder Acuated FastenersP.A.F.

S-XXX

A1

A1

S-XXX

A1

S-XXX

GRID LINES - CENTER LINE

DETAIL NO.

ELEVATION NO.

SECTION NO.

SECTION

ELEVATION

DETAIL BUBBLE

GRID LINES - F.O. STUD/WALL

GRID NO.

SHEET NO. WHERE

SECTION IS SHOWN

SHEET NO. WHERE

ELEVATION IS SHOWN

SHEET NO. WHERE

DETAIL IS SHOWN

DESIGN BASIS: SYMBOLS:

1.

2.

3.

4.

5.

SEE SPECIFICATIONS AND DEFERRED SUBMITTAL REQUIREMENTS ON SHEET

S-002 FOR REQUIRED SHOP DRAWING AND SUBMITTAL REQUIRMENTS TO BE

PROVIDED TO THE CONTRACTING OFFICER FOR REVIEW AND COMMENT.

STEEL REINFORCING LISTS AND QUANTITIES AND LENGTH OF ALL MATERIALS

ARE THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE COMPLIANCE

WITH THE PLANS. THE ENGINEER WILL NOT REVIEW THESE ITEMS.

REVIEW OF SHOP DRAWINGS IS FOR THE PURPOSE OF GENERAL COMPLIANCE

WITH THE CONTRACT DOCUMENTS. ALL ERRORS IN DETAILING, FABRICATION,

AND CORRECT FITTING OF ALL STRUCTURAL MEMBERS INCLUDING

COORDINATION WITH OTHER TRADES ARE THE RESPONSIBILITY OF THE

CONTRACTOR. SHOP DRAWING SUBMITTAL REVIEW DOES NOT CONSTITUTE

CHANGE ORDERS. ANY PROPOSED CHANGES MUST BE SUBMITTED IN A

LETTER OR DETAIL FOR APPROVAL.

SHOP DRAWINGS MUST BE SUBMITTED AT LEAST TWO WEEKS PRIOR TO THE

SCHEDULED FABRICATION DATE.

REPRODUCTION OF THESE STRUCTURAL DRAWINGS IS PROHIBITED FOR THE

PURPOSE OF PREPARING SHOP DRAWINGS. SUBCONTRACTOR/FABRICATOR

MUST PROVIDE INDEPENDENTLY CREATED DRAWINGS BASED ON THE

INFORMATION SHOWN IN THE CONTRACT DOCUMENTS.

R O

O F

COMPONENTS & CLADDING NEW DESIGN WIND PRESSURE (ULTIMATE)

ZONE

EFFECTIVE

WIND

AREA

PRESSURE

(PSF)

PRESSURE

(PSF)

1 10 36 -64

1 20 31 -57

1 50 25 -47

1 100 20 -40

2 10 -88

2 20 -79

2 50 -66

2 100 -57

3 10

3 20

3 50

3 100

4 10 48 -52

4 20 46 -50

4 50 48 -47

4 100 41 -45

4 500 36 -40

5 10 -64

5 20 -60

5 50 -54

5 100 -50

5 500 -40

W

AL

LS

-88

-79

-66

-57

ZO

N

E

REFERENCE SPECIFICATIONS FOR

SPECIAL INSPECTION REQUIREMENTS

DESIGN CRITERIA

1. BUILDING CODES..............................2021 IBC "INTERNATIONAL BUILDING CODE"

UFC 1-200-01, CHANGE 2, 12 JUN 2023 "GENERAL BUILDING REQUIREMENTS"

UFC 3-301-01, CHANGE 1, 02 OCT 2023 "STRUCTURAL ENGINEERING"

UFC 4-010-01, CHANGE 2, 30 JUL 2022 "MINIMUM ANTI-TERRORISM

STANDARDS FOR BUILDINGS"

2. BUILDING RISK CATEGORY........................................................................................... II

3. SUPERIMPOSED DEAD LOADS:

a) ROOF...................................................................................................... 20 PSF

4. DESIGN LIVE LOADS:

a) ROOF...................................................................................................... 20 PSF

b) FLOOR.................................................................................................. 125 PSF

5. SNOW:

a) GROUND SNOW LOAD ........................................................................ 10 PSF

b) FLAT ROOF SNOW LOAD..................................................................... 10 PSF

c) SNOW EXPOSURE FACTOR, Ce ............................................................... 1.0

d) IMPORTANCE FACTOR, Is ........................................................................ 1.0

e) THERMAL FACTOR, Ct ............................................................................... 1.2

6. WIND

a) ULTIMATE WIND SPEED .................................................................. 144 MPH

b) NOMINAL WIND SPEED.................................................................... 112 MPH

c) WIND EXPOSURE CATEGORY..................................................................... B

d) INTERNAL PRESSURE COEFFICIENT .................................................... 0.18

e) ROOF COMPONENTS AND CLADDING .......... SEE TABLE ON SHEET S001

f) WALL COMPONENTS AND CLADDING .......... SEE TABLE ON SHEET S001

g) WIND BASE SHEAR (ULTIMATE)........................................... Vx = 4K, Vy =8K

7. SEISMIC:

a) SITE CLASS .................................................................................................. D

b) IMPORTANCE FACTOR, Ie ......................................................................... 1.0

c) MAPPED SPECTRAL RESPONSE ACCELERATION, Ss ................... 0.115 G

d) ONE SECOND PERIOD SPECTRAL RESPONSE COEFFICIENT, ..... 0.055 G

e) SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, SDS ........ 0.123 G

f) ONE SEC PERIOD SPECTRAL RESPONSE COEFFICIENT, SD1...... 0.088 G

g) SEISMIC RESPONSE COEFFICIENT, Cs ............................................... 0.098

h) RESPONSE MODIFICATION FACTOR, R...................................................1.25

i) SEISMIC DESIGN CATEGORY .................................................................... B

j) BASIC SEISMIC FORCE RESISTING SYSTEM ................ STEEL ORDINARY

CANTILEVER COLUMN SYSTEM

k) ANALYSIS PROCEDURE ............................ EQUIVALENT LATERAL FORCE

l) SEISMIC BASE SHEAR ..................................................................... V = 12 K

8. RAIN:

a) RAIN INTENSITY, i ......................................................................... 4.25 IN/HR

SY

M

D

ES

C R

IP

TI

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AP

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ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

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1 2 3 4 5

1 2 3 4 5

A

B

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D

D

EP

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DRAWFORM REVISION: 25 AUGUST 2020

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APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

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S-002

1760523

FINAL SUBMITTAL

12915683

MARCH 19, 2025

BCC HON LGG

DRR/KRT

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DSN

06 MAY 2025

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1.0.1

1.0.2

1.0.3

1.0.4

1.0.5

1.0.6

1.0.8

1.0.9

1.0.10

1.0.11

1.0.12

1.0.13

3.2.1

3.2.2

3.2.3

3.2.4

3.2.5

3.2.6

3.3.4

3.3.1

3.3.2

3.3.3

3.2.7

3.2.8

3.2.9

3.2.10

3.2.11

3.3.5

3.3.6

3.3.7

3.3.8

3.3.9

3.1.9

3.1.10

3.1.11

2.0.1

2.0.2

2.0.3

2.0.4

2.0.5

2.0.6

2.0.7

2.0.8

2.0.9

2.0.10

3.0

STRUCTURAL NOTES

2.0 FOUNDATION:1.0 GENERAL NOTES: 3.3 MECHANICAL ANCHORS IN HARDENED

CONCRETE AND MASONRY

(EXPANSION ANCHORS):

CONCRETE:

REINFORCING STEEL:3.1

3.2 ADHESIVE, ANCHOR RODS AND REBAR

IN HARDENED CONCRETE (EPOXY

ANCHORS):

A.

B.

ADHESIVE ANCHOR INSTALLATIONS MUST COMPLY WITH MANUFACTURER'S

WRITTEN INSTRUCTIONS AND SPECIFICATIONS, INLCUDING ICC-ES REPORTS

DUST MUST BE BLOWN FROM THE HOLE WITH COMPRESSED AIR TO

ENSURESURFACE. ADDITIONALLY, THE HOLE MUST BE BRUSHED WITH A NYLON

BRUSH THEN BLOWN AGAIN WITH COMPRESSED AIR.

ADHESIVE MUST ONLY BE APPLIED TO DRY SURFACES.

BASE MATERIAL TEMPERATURE MUST BE 40°F OR ABOVE AT TIME OF

INSTALLATION. FOR BEST RESULTS, MATERIAL SHOULD BE 70°F-80°F.

WHEN INSTALLING EPOXY ANCHORS INTO MASONRY, ANCHORS MUST BE

INSTALLED IN SOLID GROUTED CELLS ONLY.

CHEMICAL ANCHOR SYSTEMS:

CONCRETE: USE ONLY ADHESIVE ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH PROVISIONS OF OF

ICC-ES AC308. ANCHOR SYSTEM SHOULD BE APPROVED FOR USE IN

CRACKED CONCRETE AND SEISMIC DESIGN CATEGORIES A-F PER

SECTION 2.0 OF THE ICC-ES EVALUATION SERVICES REPORT. ANCHOR

SYSTEM MUST BE INSTALLED PER REQUIREMENTS OF THE ICC-ES

EVALUATION SERVICES REPORT FOR SPECIFIC ANCHOR, AND AS

REQUIRED BY THE MANUFACTURER.

GROUT-FILLED MASONRY UNITS: USE ONLY ADHESIVE

ANCHORSYSTEMS THAT HAVE BEEN ISSUED AN ICC-ES REPORT

INACCORDANCE WITH PROVISIONS OF ISS-ES AC58. ANCHORSYSTEMS

MUST BE INSTALLED PER REQUIREMENTS OF ICC-ESEVALUATION

SERVICES REPORT FOR THE SPECIFIC ANCHOR,AND AS REQUIRED BY

THE MANUFACTURER.

ANCHOR RODS:

RODS MUST BE ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS

AND ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS

DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS MUST USE ASTM A563

GRADE DH HEAVY HEX NUTS AND ASTM F436 WASHERS.

REINFORCEMENT BARS: ASTM A615 GRADE 60 STEEL.

REMOVE GREASE, OIL, RUST AND OTHER LAITANCE FROM RODS AND DOWELS

PRIOR TO INSTALLATION.

SPECIAL INSPECTION REQUIREMENTS MUST BE DICTATED BY SECTION 4.0 OF

THE ICC-ES EVALUATION SERVICES REPORT. SPECIAL INSPECTION MUST

VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE

COMPRESSIVE STRENGTH, HOLE DIMENSIONS, ANCHOR SPACINGS, EDGE

DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING

TORQUE.

CONTRACTOR'S OPTION TO USE OTHER MANUFACTURER'S PRODUCTS ONLY

WITH PRIOR APPROVAL OF THE ENGINEER & CONTRACTING OFFICER. SUBMIT

MANUFACTURER'S LITERATURE AND PRODUCT INSTALLATION FOR REVIEW.

A.

B.

ANCHORS TO BE INSTALLED IN HOLES DRILLED WITH CARBIDE-TIPPED DRILL

BITS. ANCHORS TO BE INSTALLED PER MANUFACTURER'S WRITTEN

INSTRUCTIONS.

WHEN INSTALLING DRILLED EXPANSION ANCHORS IN EXISTING REINFORCED

CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE

EXISTING REINFORCEMENT.

MAINTAIN A MINIMUM CLEARANCE OF 25 mm[1"] BETWEEN THE REINFORCEMENT

AND THE DRILLED EXPANSION ANCHORS. EXPANSION ANCHORS MUST NOT BE

USED AT CONCRETE CURBS.

EXPANSION ANCHOR SYSTEMS:

CONCRETE: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF

ICC-ES AC193. ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE WITH

CRACKED CONCRETE AND SEISMIC DESIGN CATEGORIES A-F PER

SECTION 2.0 OF THE ICC EVALUATIONS SERVICES REPORT. ANCHOR

SYSTEM MUST BE INSTALLED PER THE REQUIREMENTS OF THE ICC-ES

EVALUATION SERVICES REPORT FOR THE SPECIFIC ANCHOR, AND AS

REQUIRED BY THE MANUFACTURER.

MASONRY: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF

ICC-ES AC01. ANCHOR SYSTEMS SHOULD BE APPROVED FOR SEISMIC

USE DETAILED IN THE CONDITIONS OF USE LISTED IN THE ICC-ES

EVALUATION SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES

REPORT FOR THE SPECIFIC ANCHOR, AND AS REQUIRED BY THE

MANUFACTURER.

UNDERCUT ANCHOR SYSTEMS:

CONCRETE: USE ONLY UNDERCUT ANCHOR SYSTEMS THAT HAVE BEEN ISSUED

AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF ICC-ES AC193.

ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE IN CRACKED CONCRETE

AND SEISMIC DESIGN CATEGORIES A-F PER SECTION 2.0 OF THE ICC

EVALUATIONS SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR SPECIFIC ANCHOR, AND AS REQUIRED BY THE MANUFACTURER.

WHERE THE MANUFACTURER'S INSTALLATION INSTRUCTIONS OR APPLICABLE

ICC-ES EVALUATION SERVICES REPORT CALL FOR THE APPLICATION OF AN

INSTALLATION TORQUE, THE SPECIFIED TORQUE MUST BE APPLIED WITH

CALIBRATED TORQUE WRENCH. THE SPECIFIED INSTALLATION TORQUE MUST

NOT BE EXCEEDED.

ANCHORS ARE TYPICALLY AVAILABLE IN ELECTRO-GALVANIZED CARBON STEEL,

HOT DIPPED GALVANIZED CARBON STEEL, AND STAINLESS STEEL. USE OF

ELECTRO-GALVANIZED CARBON STEEL ANCHORS IS TYPICALLY LIMITED TO DRY,

INTERIOR LOCATIONS, UNLESS OTHERWISE NOTED. STAINLESS STEEL OR HOT-

DIPPED GALVANIZED ANCHORS ARE GENERALLY. SUITABLE FOR APPLICATIONS

EXPOSED TO EXTERIOR WEATHER CONDITIONS. FINAL AUTHORITY ON TYPE OF

ANCHOR COATING UTILIZED RESTS WITH THE STRUCTURAL ENGINEER OF

RECORD & CONTRACTING OFFICER AND MUST BE APPROVED BY SUCH.

EXPANSION ANCHORS FOR NON-VIBRATION ISOLATED MECHANICAL EQUIPMENT

RATED OVER 10HP ARE NOT PERMITTED BY ASCE 7-10 SECTION 13.6.5.5.

ANCHORS INSTALLED IN OVERHEAD CONDITIONS FOR NON- VIBRATION

ISOLATED EQUIPMENT WITH RECIPROCATING OR ROTATING MECHANISMS MUST

BE UNDERCUT ANCHORS.

THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE CONTINUOUSLY DURING

ANCHOR INSTALLATIONS, UNLESS OTHERWISE NOTED IN ICC-ES ESR, TO VERIFY

ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE

COMPRESSIVE STRENGTH, HOLE DIMENSIONS ANCHOR SPACINGS, EDGE

DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND TIGHTENING

TORQUE.

A.

B.

C.

D.

E.

F.

G.

A.

B.

C.

D.

THE PROJECT SPECIFICATIONS (A BOOK OF SPECIFICATIONS WHEN PROVIDED)

ARE A PART OF THE CONTRACT DOCUMENTS. IF THERE IS A DISCREPANCY

FOUND BETWEEN THE SPECIFICATIONS AND THE DRAWINGS, SPECIFICATIONS

TAKE PRECEDENCE, HOWEVER THE MATTER MUST BE PROMPTLY SUBMITTED

TO THE CONTRACTING OFFICER FOR CLARIFICATION. WORK PERFORMED BY

THE CONTRACTOR WITHOUT SUCH A CLARIFICATION MUST BE AT

CONTRACTOR'S OWN RISK AND EXPENSE.

EXAMINE THE STRUCTURAL DRAWINGS AND THE SPECIFICATIONS AND NOTIFY

THE ENGINEER & CONTRACTING OFFICER OF DISCREPANCIES IN ELEVATIONS,

DIMENSIONS, AND SITE CONDITIONS INCLUDING ERRORS BEFORE PROCEEDING

WITH WORK. OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS

OF THE DRAWINGS (AND SPECIFICATIONS) MUST BE RESOLVED IN WRITING

WITH THE ENGINEER/ARCHITECT & CONTRACTING OFFICER PRIOR TO START OF

WORK.

THE DRAWINGS (AND SPECIFICATIONS) REPRESENT THE COMPLETED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.

PROVIDE ALL MEASURES AND MEANS NECESSARY TO PROTECT PERSONS AND

THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES MUST INCLUDE,

BUT NOT BE LIMITED TO BRACING, SHORING, ETC. OBSERVATION VISITS BY THE

ARCHITECT OR ENGINEER DOES NOT INCLUDE REVIEW OF THESE MEASURES.

TYPICAL DETAILS MUST BE USED WHENEVER APPLICABLE WHETHER

SPECIFICALLY REFERENCED OR NOT.

DRAWINGS MUST NOT BE SCALED FOR CONSTRUCTION PURPOSES.

PIPES OR DUCTS MUST NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS

SPECIFICALLY DETAILED OR APPROVED BY THE ENGINEER & CONTRACTING

OFFICER.

REFER TO ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS, UNLESS

OTHERWISE NOTED.

SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON-BEARING

PARTITIONS.

SIZE AND LOCATION OF CURBS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, RAMPS, CHAMFERS, GROOVES, INSERTS,

ETC., EXCEPT AS SHOWN.

SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS, EXCEPT AS

SHOWN.

FLOOR AND ROOF FINISHES.

STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN.

DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

REFER TO MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE

FOLLOWING:

PIPE RUNS, SLEEVES, HANGERS, TRENCHES, SLAB OPENINGS, ETC.,

EXCEPT AS SHOWN OR NOTED.

ELECTRICAL CONDUITS, BOXES, OUTLETS.

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL AND PLUMBING

FIXTURES.

SIZE AND LOCATION OF MACHINE AND EQUIPMENT BASES, ANCHOR

BOLTS, ETC.

ASTM REFERENCES ARE FROM THE LATEST ISSUE AND LATEST REVISION,

UNLESS OTHERWISE NOTED.

INVESTIGATE THE SITE DURING CLEARING AND EXCAVATION FOR UNSUITABLE

CONDITIONS, UNCONSOLIDATED AND UNDOCUMENTED FILLS, BURIED

STRUCTURES, UTILITIES, ETC., AND IMMEDIATELY NOTIFY THE

ARCHITECT/ENGINEER & CONTRACTING OFFICER OF SITE CONDITIONS NOT

REFLECTED ON THE DRAWINGS OR DIFFERENT FROM MAXIMUM OR MINIMUM

DIMENSIONS INDICATED, INCLUDING CONFLICT IN GRADES, ADVERSE SOIL

CONDITIONS, GROUNDWATER PRESENT, DEEPENED FOOTINGS, UNCOVERED

AND UNEXPECTED UTILITY LINES, ETC.

CONSTRUCTION MATERIALS, IF PLACED ON STRUCTURAL MEMBERS, MUST BE

SPREAD OUT SUCH THAT THE LOADING DOES NOT EXCEED THE DESIGN LIVE

LOADS. PROVIDE SHORING AND BRACING WHERE CONSTRUCTION LOADING

EXCEEDS THE DESIGN STRENGTH OF THE STRUCTURAL MEMBERS OR THE

STRUCTURAL STRENGTH HAS NOT BEEN ATTAINED OR THE STRUCTURE IS NOT

COMPLETE.

DETERMINE THE LOCATION OF UTILITY SERVICES IN AREAS TO BE EXCAVATED

BEFORE BEGINNING EXCAVATION. EXERCISE EXTREME CAUTION IN

EXCAVATING AND TRENCHING. DAMAGE CAUSED AS A RESULT OF FAILING TO

EXACTLY LOCATE AND PRESERVE EXISTING UNDERGROUND UTILITIES IS THE

RESPONSIBILITY OF THE CONTRACTOR.

STRUCTURAL DRAWINGS TO BE USED IN CONJUNCTION WITH ARCHITECTURAL

DRAWINGS BY: MBF ARCHITECTS

SLAB ON GRADE

FOOTINGS & ALL OTHER CONCRETE

MIN. f'c

4,500 psi 3,000 psi

SLAB ON GRADE REINFORCEMENT MUST BE POSITIONED AT MID-DEPTH.

SHOP DRAWINGS FOR SIZE AND LAYOUT OF REINFORCING REBARS ARE

REQUIRED WHEN NOTED IN THE LIST OF REQUIRED SHOP DRAWINGS.

3.0.11

3.0.12

3.0.13

3.0.14

3.0.15

3.0.1 CEMENT MUST CONFORM TO ASTM C150, TYPE II / V

AGGREGATES FOR NORMAL WEIGHT CONCRETE MUST CONFORM TO ASTM C33,

1 1/2" MAXIMUM SIZE.

ADMIXTURES MUST NOT BE USED WITHOUT PRIOR APPROVAL OF THE ENGINEER

& CONTRACTING OFFICER. ADMIXTURES USED TO INCREASE THE WORKABILITY

OF THE CONCRETE MUST NOT REDUCE THE STRENGTH OF CONCRETE. FLY ASH

(POZZOLAN) IF PERMITED BY SPECIFICATIONS MUST NOT EXCEED 25% FOR SLAB

ON GRADE AND 25% FOR OTHER CONCRETE.

THE MIX DESIGN, INCLUDING PROPORTIONS OF MATERIALS FOR A ONE YARD

BATCH, MUST BE SUBMITTED TO THE ENGINEER OF RECORD & CONTRACTING

OFFICER FOR REVIEW PRIOR TO ORDERING CONCRETE.

READY-MIX CONCRETE MUST BE MIXED AND DELIVERED IN ACCORDANCE WITH

ASTM C94.

REINFORCING BARS AND INSERTS MUST BE SECURED IN PLACE PRIOR TO

PLACING CONCRETE.

CONDUITS EMBEDDED HORIZONTALLY IN THE SLAB MUST HAVE AN OUTSIDE

DIAMETER NO GREATER THAN 1/3 THE THICKNESS OF THE SLAB. CONDUIT MUST

NOT BE EMBEDDED IN A SLAB THAT IS LESS THAN 3 1/2" THICK. EXCEPT FOR

LOCAL OFFSETS, MIN. CLEAR DISTANCE BETWEEN CONDUITS MUST BE 6".

NON-STRUCTURAL STEEL MEMBERS EMBEDDED IN CONCRETE MUST BE

GALVANIZED OR PAINTED. DAMAGED GALVANIZED AREAS MUST BE REPAIRED

PRIOR TO EMBEDMENT.

CONCRETE MUST HAVE A MAXIMUM DRY DENSITY OF 150 pcf.

MINIMUM CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS.

3.0.2

3.0.3

3.0.4

3.0.5

3.0.6

3.0.7

3.0.8

3.0.9

3.0.10

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED

TO EARTH:.............................................................................. 3"

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO.6 THROUGH NO.18 BAR ................................... 2"

NO.5 BAR, W31 OR D31 WIRE, AND SMALLER ....1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT

WITH GROUND:

SLABS, WALLS, JOISTS:

NO.14 AND NO.18 BAR .............................................1 1/2"

NO.11 BAR AND SMALLER ...................................... 3/4"

3.1.1 DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS MUST BE IN

ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES, ACI 315-LATEST ADOPTED EDITION.

REINFORCING MUST BE ADEQUATELY SUPPORTED TO PREVENT DISPLACEMENT

BY CONCRETE PLACEMENT OR WORKERS.

REINFORCING BARS EXCEPT BARS TO BE WELDED MUST CONFORM TO THE

"STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR

CONCRETE REINFORCEMENT", ASTM A615 GRADE 60. BARS TO BE WELDED

MUST CONFORM TO ASTM A706.

WELDING OF REINFORCING BARS TO BE IN ACCORDANCE WITH "STRUCTURAL

WELDING CODE-REINFORCING STEEL", AWS D1.4. REINFORCING STEEL TO BE

WELDED MUST HAVE A MAXIMUM CARBON EQUIVALENT (CE) OF 0.75. SPECIAL

INSPECTION IS REQUIRED. TESTING IS REQUIRED FOR WELDS THICKER THAN

5/16".

WHERE CONTINUOUS BARS ARE CALLED OUT IN FOOTINGS, SPLICES MAY BE

USED. WHERE BARS ARE SHOWN SPLICED, THEY MAY RUN CONTINUOUS AT

CONTRACTOR'S OPTION.

REINFORCING BAR BENDS MUST BE MADE COLD.

UNLESS OTHERWISE SHOWN, WALL VERTICAL REINFORCING MUST BE

POSITIONED AT THE CENTER OF THE WALL.

DOWELS BETWEEN FOOTINGS AND WALLS MUST BE THE SAME GRADE, SIZE,

AND SPACING AS VERTICAL REINFORCING.

REINFORCING BARS MUST BE PROVIDED WITH THE FOLLOWING CONCRETE

COVER:

3.1.2

3.1.3

3.1.4

3.1.5

3.1.6

3.1.7

3.1.8

CONT. EXT.

FTG.

MIN. FTG. WIDTH MIN. FTG. THICKNESS MIN. EMBEDMENT

CONT. INT.

FTG.

PAD (SPREAD)

FTG.

1'-6"

MIN. FOOTING SIZES

SUBMIT COMPACTION TEST REPORTS FOR FILL BY A QUALIFIED TESTING LAB

TO ARCHITECT/ENGINEER & CONTRACTING OFFICER BEFORE FOUNDATION

PLACEMENT. LOOSE SOIL AND FILL DIRT MUST BE COMPACTEDTO A MINIMUM

OF 95% MAXIMUM DENSITY.

THE FOOTING EXCAVATIONS MUST BE KEPT FREE FROM LOOSE MATERIAL AND

STANDING WATER AND MUST BE NEAT AND TRUE TO LINE BEFORE CONCRETE

IS PLACED.

ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW

CONSTRUCTION MUST BE REMOVED.

WALL FOOTINGS ARE CONTINUOUS POURED CONCRETE WITH CONTINUOUS

REINFORCING PLACED 3" CLEAR OF BOTTOM AND SIDES.

UNLESS OTHERWISE NOTED, WALL FOOTINGS ARE CENTERED UNDER WALLS

AND COLUMN FOOTINGS UNDER COLUMNS.

PROVIDE FOR DESIGN AND INSTALLATION OF CRIBBING, SHEATHING AND

SHORING REQUIRED TO SAFELY RETAIN GRADES.

PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE, GROUND, AND

OR SEEPAGE WATER.

12" 12"

12"

12"

12"

12"

1'-6"

2'-6"

FOUNDATION DESIGN IN BASED ON MAXIMUM NET ALLOWABLE SPIL

BEARING PRESSURE OF 2,000 PSF AS RECOMMENDED IN THE AECOM

GEOTECHNICAL ENGINEERING REPORT REVISION DATED 30 JANUARY 2024

AND AS SPECIFIED.

FOOTING DEPTHS SHOWN ARE A MINIMUM AND MAY REQUIRE DEEPENING

BASED ON SITE CONDITIONS.

FOOTINGS MUST BEAR ON FIRM UNDISTURBED OR COMPACTED SOIL.

MINIMUM FOOTING DIMENSIONS AND EMBEDMENTS MUST BE AS FOLLOWS:

1.0.7

1.

A.

B.

2.

DEFERRED SUBMITTALS:

THE DEFERRED SUBMITTAL ITEMS WILL NOT BE INSTALLED UNTIL

THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN

REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD AND

THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE

WITH THE DESIGN OF THE BUILDING.

STRUCTURAL STEEL SHOP DRAWINGS AND CONNECTION

DESIGN, EXCLUDING LATERAL CONNECTIONS PROVIDED

WITHIN THE CONTRACT DOCUMENTS.

SLAB ON GRADE CONTROL JOINT PLAN (PE SEAL NOT

REQUIRED FOR THIS ITEM)

THE ABOVE LISTED SUBMITTAL DOCUMENTS TO BE STAMPED AND

SIGNED BY A REGISTERED PROFESSIONAL ENGINEER IN THE

STATE OF NORTH CAROLINA.

PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB ON GRADE AS SHOWN

ON PLANS UNLESS SPECIFIED OTHERWISE. LOCATION OF JOINTS NOT

SPECIFICALLY INDICATED MUST BE REVIEWED BY THE STRUCTURAL ENGINEER &

CONTRACTING OFFICER PRIOR TO PLACING REINFORCING STEEL.

DRY PACK MUST BE ONE PART CEMENT AND 2 3/4 PARTS SAND WITH JUST

ENOUGH WATER TO HYDRATE CEMENT AND FORM A BALL SHOWING MOISTURE

ON THE SURFACE WHEN SQUEEZED. IT WILL BE RAMMED IN TIGHT TO MAXIMUM

DENSITY ATTAINABLE, AND MUST BE FROM A PRODUCT THAT SPECIFIES A

MINIMUM STRENGTH AT 28 DAYS OF 5000 psi.

NON-SHRINK GROUT MUST BE FROM A PRODUCT THAT SPECIFIES A MINIMUM

COMPRESSIVE STRENGTH AT 28 DAYS OF 7,000 psi PER ASTM C109. GROUTING

OF BASE PLATES PRIOR TO PLUMBING OF COLUMN IS NOT PERMITTED.

PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., MUST BE

FORMED WITH A 3/4" CHAMFER OR TOOLED EDGE, UNLESS OTHERWISE NOTED.

CONCRETE WHICH DURING THE LIFE OF THE STRUCTURE WILL BE SUBJECT TO

FREEZING TEMPERATURES WHILE WET, MUST HAVE A WATER CEMENT RATIO

NOT EXCEEDING 0.45 BY WEIGHT AND MUST CONTAIN ENTRAINED AIR PER ACI

613. SUCH CONCRETE MUST INCLUDE EXTERIOR SLABS, PERIMETER

FOUNDATIONS, EXTERIOR CURBS, ETC.

EXTERIOR SLAB ON GRADE MUST BE EXPOSURE CATEGORY F2 MINIMUM.3.0.16

SY

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ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

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DRAWFORM REVISION: 25 AUGUST 2020

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AS

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N

AV

AL

F

AC

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AS INDICATED

HAZ

D2

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C :\U se rs

\h en ry .K

AY

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D

AN

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\D oc um en ts \S

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4/

/2

4:

:2

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ST

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U C

TU

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AL

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O

TE

S

S-003

1760523

FINAL SUBMITTAL

12915684

MARCH 19, 2025

BCC HON LGG

DRR/KRT

NBJ

EJA

DSN

06 MAY 2025

P-

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EX

3.4.1

3.4.2

3.4.3

3.4.4

3.4.5

3.4.6

3.4.7

3.4 POWDER ACTUATED FASTENERS IN

HARDENED CONCRETE, MASONRY,

AND STEEL (SHOT PINS):

STRUCTURAL STEEL:4.0

A.

B.

C.

POWDER ACTUATED FASTENING SYSTEMS:

CONCRETE: FOR GENERAL CONCRETE AND LIGHTWEIGHT

CONCRETE: POWDER ACTUATED FASTENING SYSTEMS MUST BE

INSTALLED PER REQUIREMENTS OF THE ICC-ES EVALUATION

SERVICES REPORT FOR THE SPECIFIC FASTENER, AND AS

REQUIRED BY THE MANUFACTURER.

MASONRY: POWDER ACTUATED FASTENING SYSTEMS MUST BE

INSTALLED PER THE REQUIREMENTS OF THE ICC-ES EVALUATION

SERVICES REPORT FOR SPECIFIC FASTENER, AND AS REQUIRED

BY THE MANUFACTURER.

STEEL: POWDER ACTUATED FASTENING SYSTEMS MUST BE

INSTALLED PER THE REQUIREMENTS OF THE ICC-ES EVALUATION

SERVICES REPORT FOR THE SPECIFIC FASTENER, AND AS

REQUIRED BY THE MANUFACTURER.

WHEN INSTALLING POWDER ACTUATED FASTENERS IN EXISTING NON-

PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID

HITTING OR DAMAGE TO THE EXISTING REINFORCING BARS. MAINTAIN A

MINIMUM CLEARANCE OF 1" BETWEEN THE REINFORCEMENT AND THE

FASTENER.

POWDER ACTUATED FASTENERS ARE NOT PERMITTED BY ASCE 7-16 SECTION

13.4.5 FOR SEISMIC TENSION LOAD APPLICATIONS. POWDER ACTUATED

FASTENERS MUST NOT BE USED TO CARRY SEISMIC TENSION LOADS (EXCEPT

FOR VERTICAL SEISMIC LOAD PRODUCED BY SELF-WEIGHT OF THE

COMPONENTS SUPPORTED) OR IN CRACKED CONCRETE UNLESS PRE-

APPROVED FOR SUCH LOADING BY THE ENFORCEMENT AGENCY.

THE USE OF POWDER DRIVEN FASTENERS FOR TENSION LOADS IS LIMITED TO

SUPPORT OF MINOR LOADS LIKE ACOUSTICAL CEILINGS, DUCTWORK CONDUITS,

ETC.

ALLOWABLE TENSION LOADS MUST BE LIMITED TO LESS THAN 100 POUNDS.

POWDER ACTUATED FASTENERS MAY BE USED FOR SEISMIC SHEAR, WHEN

THEY ARE SPECIFICALLY LISTED FOR SERVICE IN RESISTING LATERAL LOADS IN

AREAS SUBJECT TO EARTHQUAKE.

MINIMUM EDGE DISTANCE FOR ACTUATED FASTENERS MUST BE THE LARGER

OF THE VALUES GIVEN IN ASTM E 1190 OR THE APPLICABLE ICC-ES EVALUATION

SERVICES REPORT.

STEEL JOISTS:4.1

4.1.1

4.1.2

4.1.3

FABRICATION AND ERECTION OF STEEL JOISTS MUST BE IN ACCORDANCE

WITH THE LATEST SPECIFICATIONS AND CODE OF STANDARD PRACTICE OF

THE STEEL JOIST INSTITUTE.

JOISTS MUST BE DESIGNED FOR A MINIMUM NET UPLIFT OF 20 PSF,

UNLESS NOTED OTHERWISE.

SEE PLANS FOR JOIST DESIGNATIONS.

STEEL DECK:4.2

METAL DECKING MUST BE DESIGNED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE

SPECIFICATIONS.

WELDING OF METAL DECKING MSUT CONFORM TO AWS D1.3,

"STRUCTURAL WELDING CODE-SHEET STEEL"

METAL DECK MUST BE GALVANIZED AND SHOP-PRIMED STEEL SHEET:

ASTM A653, STRUCTURAL STEEL (55) GRADE 33 or 50, G60 ZINC COATING;

CLEAN, PRETREATED, AND PRIMED WITH MANUFACTURER'S STANDARD

BAKED-ON, RUST-INHIBITIVE PRIMER. COLOR MUST BE THE

MANUFACTURER'S STANDARD UNLESS OTHERWISE NOTED ON THE

ARCHITECTURAL PLANS

METAL DECK MUST HAVE A 3-SPAN CONDITION UNLESS NOTED

OTHERWISE AND HAVE HAVE INTERLOCKING SEAM SIDELAPS.

FASTEN ROOF DECK PANELS TO STEEL SUPPORTING MEMBERS WITH #12

SCREWS AS INDICATED ON THE ROOF DECK DETAIL ON THESE DRAWINGS.

FASTEN SIDELAPS OF PANELS BETWEEN SUPPORTS WITH No. 10 SELF-

DRILLING CARBON STEEL SCREWS AS INDICATED ON THE ROOF DECK

DETAIL ON THESE DRAWINGS. INSTALL DECK ENDS OVER SUPPORTING

FRAMING WITH A 1-1/2" MINIMUM END BEARING AND LAP JOINTS 2". FASTEN

ROOF DECK PANELS TO DIAPHRAGM PERIMETER, i.e. EDGE ANGLES, WITH

#12 SCREWS AT 6" O.C. TYPICAL UNLESS NOTED OTHERWISE.

FASTEN FLOOR DECK PANEL TO SUPPORT WITH 5/8" PUDDLE WELDS AT 12"

O.C. EXCEPT FOR END SPANS OR LAPS, WHICH SHOULD HAVE PUDDLE

WELDS AT 6" O.C. PROVIDE MINIMUM (4) #10 SELF TAPPING HEX HEAD

SCREWS EQUALLY SPACED BETWEEN SUPPORTS (OR A MAXIMUM OF 18"

O.C.)

PROVIDE MISCELLANEOUS DECK ACCESSORIES NOT SPECIFICALLY NOTED

ON THESE DRAWINGS AS REQUIRED TO SUBSTRATE A COMPLETE DECK

INSTALLATION. THESE ACCESSORIES MUST INCLUDE RIDGE AND VALLEY

PLATES, FINISH STRIPS, END CLOSURES, REINFORCING CHANNELS, AND

WELD COVER PLATES AT CHANGES IN DIRECTION OF DECK PANELS

ACCORDING TO DECK MANUFACTURER'S WRITTEN INSTRUCTIONS.

ACCESSORIES ACCORDING TO APPLICABLE SPECIFICATIONS AND

COMMENTARY IN SDI PUBLICATION No. 30, MANUFACTURER'S WRITTEN

INSTRUCTIONS AND REQUIREMENTS IN THESE DOCUMENTS.

INSTALL TEMPORARY SHORING BEFORE PLACING DECK PANELS, IF

REQUIRED TO MEET DEFLECTION LIMITATIONS.

PLACE DECK PANELS ON SUPPORTING FRAME AND ADJUST TO FINAL

POSITION WITH ENDS ACCURATELY ALIGNED AND BEARING ON

SUPPORTING FRAME BEFORE BEING PERMANENTLY FASTENED. DO NOT

STRETCH OR CONTRACT SIDELAP INTERLOCKS.

4.2.1

4.2.2

4.2.3

4.2.4

4.2.5

4.2.6

4.2.7

4.2.8

4.2.9

4.2.10

STRUCTURAL NOTES

4.0.1

4.0.2

4.0.3

4.0.4

4.0.5

4.0.6

4.0.7

4.0.8

4.0.9

4.0.10

4.0.11

4.0.12

THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL MUST BE IN

ACCORDANCE WITH "AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

AND STEEL CONSTRUCTION MANUAL AISC 360, LATEST ADOPTED EDITION.

EXCEPT AS AMENDED IN IBC CHAPTER 22.

NOT USED.

CONNECTIONS MUST BE DETAILED IN ACCORDANCE WITH LATEST EDITION OF

AISC "DETAILING FOR STEEL CONSTRUCTION".

STEEL FURNISHED FOR STRUCTURAL LOAD-CARRYING PURPOSES MUST BE

PROPERLY IDENTIFIED FOR CONFORMITY TO THE SPECIFIED GRADES SHOWN

BELOW AND IN ACCORDANCE WITH ASTM STANDARDS AND PROVISIONS OF IBC

CHAPTER 22. STEEL THAT IS NOT READILY IDENTIFIABLE AS TO GRADE FROM

MARKING AND TEST RECORDS MUST BE TESTED TO DETERMINE CONFORMITY TO:

A. WIDE FLANGE ASTM F992 (Fy=50 ksi) B. ANGLES AND CHANNELS ASTM A36 (Fy=36 ksi) C. PLATES ASTM A36 (Fy=36 ksi) D. HSS (RECTANGULAR) ASTM A500 GRADE C (Fy=50 ksi)

E. ANCHOR BOLTS ASTM F1554 GRADE 55 AT GRAVITY COLUMN

COLUMN ENDS MUST BE MILLED.

EXTERIOR STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE WEATHER MUST

BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ZINC COATING MUST

CONFORM TO ASTM A123 (G-60 U.O.N.).

WELDING DONE AFTER GALVANIZING MUST BE PROTECTED WITH TWO COATS OF

GALVANIZING PROTECTANT METALLIC BARRIER. CONTRACTOR MUST USE

VENTILATION WHILE PERFORMING THIS WORK AS REQUIRED BY OSHA.

STEEL FABRICATION MUST BE PERFORMED IN AN APPROVED FABRICATION SHOP.

STEEL FABRICATOR MUST VERIFY DIMENSIONS WITH ARCHITECTURAL AND

STRUCTURAL DRAWINGS.

METAL ITEMS, INCLUDING CONNECTORS, EXPOSED TO THE WEATHER MUST BE

HOT-DIPPED GALVANIZED AFTER FABRICATION.

STRUCTURAL STEEL MUST BE DELIVERED TO THE JOB SITE FREE OF EXCESSIVE

RUST, MILL SCALE, GREASE, ETC.

SUBMIT SHOP DRAWINGS TO THE STRUCTURAL ENGINEER & CONTRACTING

OFFICER FOR REVIEW PRIOR TO FABRICATION FOR STRUCTURAL STEEL

MEMBERS AND ACCESSORIES.

SY

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B

A

1 2 3 4 5 6 0' - 6" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 0' - 6"

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

HSS6X

4X

3/8

F4.5 (-2' - 0") F4.5 (-2' - 0") F4.5 (-2' - 0") F4.5 (-2' - 0") F4.5 (-2' - 0") F4.5 (-2' - 0")

F4.5 (-2' - 0")

F4.5 (-2' - 0")F4.5 (-2' - 0")F4.5 (-2' - 0")F4.5 (-2' - 0")F4.5 (-2' - 0")

C1 S-501

C1 S-501

C1 S-501

C1 S-501

0'

8" 0'

8"

B

A

1 2 3 4 5 6 3' - 0"

12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 3' - 0"

3'

0"

3'

0"

C8X11.5 C8X11.5

A4 S-201

C8X11.5

C8X11.5

C8X11.5 C8X11.5

C8X11.5 C8X11.5 C8X11.5

C8X11.5

C8X11.5 C8X11.5

C8X11.5

C8X11.5 C8X11.5 C8X11.5

C8X11.5

H

SS

8X 4X

3/

(C R

H

SS

8X 4X

3/

(C R

H

SS

8X 4X

3/

(C R

H

SS

8X 4X

3/

(C R

C8X11.5

C8X11.5 C8X11.5 C8X11.5

C8X11.5

C8X11.5

C8X11.5

C8X11.5 C8X11.5 C8X11.5

C8X11.5 H

SS

8X 4X

3/

(C R

H

SS

8X 4X

3/

(C R

DBE = +14'-2 3/8"

A3 S-201

C 8X

.5

(C R

C 8X

.5

(C R

DBE = +11'-9 3/8"

DBE = +11'-9 3/8"

A3

S-201

A4 S-201

C8X11.5C8X11.5

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

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DRAWFORM REVISION: 25 AUGUST 2020

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P rin t D at e:

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N

AV

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AC

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IE

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M

S C

O M

M

AN

D

M

ID

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TI

C

AS INDICATED

HAZ

D2

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C :\U se rs

\h en ry .K

AY

D

O S-

D

AN

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\D oc um en ts \S

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4/

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4:

:2

PM

FO

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AM

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S-101

1760523

FINAL SUBMITTAL

12915685

MARCH 19, 2025

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DSN

06 MAY 2025

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SCALE: 1/8" = 1'-0"A3 FOUNDATION PLAN

SCALE: 1/8" = 1'-0"C3 ROOF FRAMING PLAN

GRAPHIC SCALE: 1/8"=1'-0"

8' 0 4' 8' 16'

1.

2.

3.

4.

5.

6.

1.

2.

3.

4.

5.

6.

7.

8.

ROOF FRAMING PLAN NOTES:

ENTIRE ROOF FRAMING AREA TO RECEIVE 1 1/2", 20

GAGE, TYPE B, GALVANIZED METAL ROOF DECK, UNLESS

NOTED OTHERWISE. SEE TYPICAL ROOF DECK

ATTACHMENT DETAIL ON SHEET S-501.

MARKS SHOWN THUS (+ XX'-XX") ON ROOF FRAMING

PLANS INDICATE TOP OF STEEL ELEVATION ABOVE

FINISH FIRST FLOOR REFERENCE ELEVATION, 0.00'.

► ON ROOF FRAMING PLANS INDICATES MOMENT

CONNECTION - SEE DETAIL A3/S501

CR ON ROOF FRAMING PLAN INDICATES CRIPPLED BEAM

CONNECTION - SEE DETAIL A4/S501

SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-501

& S-502.

SEE GENERAL NOTES ON SHEET S-002 & S-003.

FOUNDATION PLAN NOTES:

ENTIRE FOUNDATION AREA TO RECEIVE 8" CONCRETE

SLAB ON GRADE REINFORCED WITH #4 BARS EACH WAY

AT 1'-0" O.C., LOCATED 3" CLEAR FROM TOP OF SLAB,

UNLESS NOTED OTHERWISE. SLAB TO BEAR ON 6" OF

COMPACTED, POROUS FILL.

AT REENTRANT SLAB CONDITIONS PROVIDE #4 BARS

DIAGONAL TO THE EDGES OF THE CORNER. BARS TO BE

4'-0" LONG AND PLACED WITH 2" OF COVER FROM SLAB

EDGE.

CJ (CONSTRUCTION OR CONTROL JOINTS -

CONTRACTOR'S OPTION) TO BE PLACED AT EACH

COLUMN CENTERLINE, AND INTERMEDIATELY SPACED AT

12'-0" O.C. MAX. EACH WAY BETWEEN COLUMN

CENTERLINES. SEE TYPICAL DETAIL ON S-501.

SLAB JOINTS AS SHOWN ON PLAN MUST BE IN SQUARE

OR RECTANGULAR (MAX. 1.5:1 RATIO) PATTERN WITH

EACH SQUARE OR RECTANGULAR AREA NOT TO EXCEED

225 SQ. FT. SLAB-ON-GRADE CONTROL JOINT LOCATIONS

MUST BE APPROVED BY THE ARCHITECT PRIOR TO

PLACEMENT OF CONCRETE.

F_ ON FOUNDATION PLAN INDICATES A COLUMN

FOOTING. SEE TYPICAL DETAIL AND SCHEDULE ON

SHEET S-502.

MARKS SHOWN THUS (-X'-XX") ON FOUNDATION PLAN

INDICATE TOP OF FOOTING ELEVATION. CONTRACTOR

TO COORDINATE TOP OF FOOTING ELEVATIONS WITH

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING,

AND CIVIL DRAWINGS.

SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-501

& S-502.

SEE GENERAL NOTES ON SHEET S-002 & S-003.

GENERAL NOTES

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COLUMN -

SEE PLAN

BEAM

- SEE PLAN

METAL ROOF DECK -

SEE PLAN NOTES

CONT. 3"x8"x3"x3/8

BENT PLATE

3/8" CAP PLATE

3/16

3/16

C.J.P. TYP.

TOP &

BOTT.

3' - 0"

CONT. PURLIN

- SEE PLAN

BEAM - SEE

PLAN

METAL ROOF DECK -

SEE PLAN NOTES

CONT. PURLIN - SEE PLAN

CONT. CHANNEL

- SEE PLAN

3' - 0"

PURLIN -

SEE PLAN

L7X4X3/8 x 0'-3"

W/ (2) 3/4" DIA. BOLT

@ EA. BEAM

3/16

L3x3x1/4 x 0'-6"

W/ (2) 3/4" DIA.

BOLTS AT EA. PURLIN

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

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DRAWFORM REVISION: 25 AUGUST 2020

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AS INDICATED

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APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

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S-201

1760523

FINAL SUBMITTAL

12915686

MARCH 19, 2025

BCC HON LGG

DRR/KRT

NBJ

EJA

DSN

06 MAY 2025

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SCALE: 3/4" = 1'-0"A4 SECTION

SCALE: 3/4" = 1'-0"A3 SECTION

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AT CORNER AT INTERSECTION

PLACEMENT OF CONTINUOUS REINFORCING FOR

BOND BEAMS, FOOTINGS AND CONCRETE WALLS

NOTE: WHERE THREE OR MORE BARS

OCCUR, THE CENTER BARS MUST BE

TREATED AS INNER FACE REINFORCEMENT.

LAP - SEE

SCHEDULE

90° HOOK -

SEE SCHEDULE

90° HOOK -

SEE SCHEDULE

CONTINUOUS

REINFORCING

1/2" - 5/8"

3/ 4"

7/

8"

H 3"

C

LR

H /2

T/6

3/8"

1/ 2"

T/

T/

T/

T

2" TYP.

T/

3/8"

T/

T

2" TYP.

CONSTRUCTION JOINT @ 8" REINFORCED SLAB

CONSTRUCTION JOINT

CONTROL JOINT

16" MIN. DOWEL LENGTH

12" MAX. SPACING, 1" ∅ BAR

PAINT AND OIL ONE END

NOTE: NON-ABSORBTIVE MATERIAL

REQUIRED TO PREVENT BOND.

JOINT SEALANT

NOTE: DO NOT PROVIDE CUT SLOT AND

SEALANT WHERE SLAB HAS A FLOOR

COVERING. SEE ARCHITECTURAL

DRAWINGS FOR FINISH LOCATIONS.

BONDBREAKER OR

BACKUP ROD (TYP)

REINFORCEMENT

CUT SLOT FOR

JOINT SEALER

ONLY WHERE

SLAB IS EXPOSED

(TYP)

REINFORCEMENT

JOINT SEALER (TYP)

1/8" FIBERBOARD STRIP

SAW CUT OR PRE-MOLDED

PLASTIC INSERT

16" MIN.

M

IN

W/O MOISTURE BARRIER

TYP. SLAB ON GRADE (S.O.G.)

TYP. SLAB EDGE

B

D

TYP. SLAB ON GRADE (S.O.G)

W/ MOISTURE BARRIER

TYP. SLAB DEPRESSION

A

C

VAPOR BARRIER

6 1

1-#4 CONT. T&B

SUB-BASE

PER PLAN

SUB-BASE

PER PLAN

SUB-BASE

PER PLAN

SUB-BASE

PER PLAN

SEE PLAN FOR

DIMENSION SEE ARCH.

FOR PROFILE

Ldh f' (NORMAL WEIGHT CONCRETE), psi

8"

BAR SIZE

NO. 4000

9"

NOTES:

c

#3 #4 #5 #6 #7 #8 #9 #10 #11

11" 10" 12"14" 15"17" 17" 19"

20" 22"

22" 25"

25"

27" 28" 31"

CRITICAL

SECTION

1.

2.

FOR LIGHTWEIGHT CONCRETE, MULTIPLY THE DEVELOPMENT LENGTH BY 1.3

FOR BAR BEND DIMENSIONS SEE TYPICAL BAR BEND DETAIL

90° HOOK

180° HOOK

DEV. LENGTH (Ldh) OF STANDARD HOOKS FOR

GRADE 60 BAR ST.