Attachment I - A4_ARTSHLTR.pdf
PDF 8 MB Posted
- Attached to
- P1556 10th Marines Maintenance and Operations Complex, Marine Corps Base (MCB) Camp Lejeune, North Carolina
- Solicitation number
- N4008525R2532
About this file
These documents are architectural and engineering design drawings for the P-1556 10th Marines Operational Complex Artillery Weather Shelter project at Marine Corps Base Camp Lejeune, located in North Carolina. The project involves constructing a large open-air shelter with a standing seam metal roof, designed to house and protect military vehicles and equipment. The shelter will be approximately 4,173 square feet, featuring a galvanized metal structure with steel columns, a low-slope roof with a 0.25:12 pitch, and concrete slab foundation. The design is being executed by Naval Facilities Engineering Systems Command (NAVFAC) Mid-Atlantic, with MBF Architects as the primary architectural firm. The project is scheduled for completion in May 2025, with final design submittals dated March 19, 2025.
The technical drawings provide comprehensive details including structural specifications, electrical systems, lightning protection, and grounding requirements. The shelter will include features such as concrete-filled steel pipe bollards, bird screening, and a weather-resistant electrical system. The design incorporates specific technical requirements like compatibility of materials, lightning protection conductors, and adherence to Marine Corps Base Camp Lejeune's exterior architectural guidelines. Electrical components include LED lighting, power receptacles, and a branch electrical panel, with careful attention to safety standards and arc flash protection.
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Text version
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
F ile
P ri n t
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
M
A
P.
STCETIHCRA
FB
BERN N.C
.NEW
CERT. NO.
UTCETIHCRA
DERET
SI
G E R
N
OI
TA
RO
PR
OC
LAR
CAROLINANORTH
50679
T
T C
E
TI
HCRAD
R E
G I S
ERE
A N
I
L
ORA
N O
R
T H
C
N
D A
R
N
DE
.J UE
ER
III
C
N
NRB E
E W
N A
V A
L F
A C
IL
IT
IE
S
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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
ARTSHLTR
A4
APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
S p ro je c ts
\2
\2
M
ID
L A
N T
C L P
-1 th
M a ri n e s N
M E
S
IS
C o m p le x \2
D e s ig n \2
D w g s \2
A R
C H
A
A
R T
S H
L T
R .r v t
/3
/2
:2
:4
P
M
C O
V E
R S
H E
E T
G-001
1760523
FINAL SUBMITTAL
12915290
MARCH 19, 2025
JAS JAS DJE,III
DRR/KRT
DJD
EJA
DSN
06 MAY 2025
P -1
T
H M
A R
IN
E
S O
P E
R A
T
IO
N A
L C
O M
P L
E X
ARTILLERY WEATHER SHELTER
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
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
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
M
A
P.
STCETIHCRA
FB
BERN N.C
.NEW
CERT. NO.
UTCETIHCRA
DERET
SI
G E R
N
OI
TA
RO
PR
OC
LAR
CAROLINANORTH
50679
T
T C
E
TI
HCRAD
R E
G I S
ERE
A N
I
L
ORA
N O
R
T H
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N
D A
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ER
III
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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
ARTSHLTR
A4
APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
S p ro je c ts
\2
\2
M
ID
L A
N T
C L P
-1 th
M a ri n e s N
M E
S
IS
C o m p le x \2
D e s ig n \2
D w g s \2
A R
C H
A
A
R T
S H
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R .r v t
/3
/2
:2
:4
P
M L O
C A
T
IO
N M
A P
S A
N D
I N
D E
X O
F D
R A
W
IN
G S
G-002
1760523
FINAL SUBMITTAL
12915291
MARCH 19, 2025
JAS JAS DJE,III
DRR/KRT
DJD
EJA
DSN
06 MAY 2025
P -1
T
H M
A R
IN
E
S O
P E
R A
T
IO
N A
L C
O M
P L
E X
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
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
E
N
AV
Y N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G S
YS
TE
M S
C O
M M
AN
D
DRAWFORM REVISION: 25 AUGUST 2020
DE
SI
GN
A
ND
C
ON
ST
RU
CT
IO
N
(D C)
C
OR
E
NA
VA
L
ST
AT
IO
N
- N
OR
FO
LK
, V A
M
AR
IN
E
C O
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PS
B
AS
E C
AM
P
LE
JE
U N
E, N
C
Fi le
Pa th
P rin t D at e:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
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S
YS
TE
M
S C
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M
AN
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M
ID
AT
LA
N
TI
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AS INDICATED
ARTSHLTR
A4
APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
\\k ds er ve r2
4\ D
\2
Pr oj ec ts \2
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M ai nt en an ce a nd
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4/
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PM
C O
VE
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S H
EE
T
S-001
1760523
FINAL SUBMITTAL
12915292
MARCH 19, 2025
BCC SAM LGG
DRR/KRT
NBJ
EJA
DSN
06 MAY 2025
P-
0T H
M
AR
IN
ES
O
PE
R
AT
IO
N
AL
C
O M
PL
EX
SHEET INDEX
SHEET NO SHEET TITLE
S-001 COVER SHEET
S-002 STRUCTURAL NOTES
S-003 STRUCTURAL NOTES
S-101 FOUNDATION PLAN
S-102 ROOF FRAMING PLAN
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)
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
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 JULY 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.................................................................................................. 100 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 .................................................... 0.00
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 = 5K, Vy =10K
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 1/4
i) SEISMIC DESIGN CATEGORY .................................................................... B
j) BASIC SEISMIC FORCE RESISTING SYSTEM ............... STEEL ORDINARY
CANTILEVER COLUMN SYSTEMS
k) ANALYSIS PROCEDURE ............................ EQUIVALENT LATERAL FORCE
l) SEISMIC BASE SHEAR ...................................................................... V = 16K
8. RAIN:
a) RAIN INTENSITY, i ......................................................................... 4.25 IN/HR
SHOP DRAWINGS/SUBMITTALS:ABBREVIATIONS:
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.
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APPROVED BY SOFIA SCHWARTZ
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S-002
1760523
FINAL SUBMITTAL
12915293
MARCH 19, 2025
BCC SAM LGG
DRR/KRT
NBJ
EJA
DSN
06 MAY 2025
P-
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STRUCTURAL NOTES
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
3.02.0 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 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.
3.0.12
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
1.0.7
1.
A.
B.
C.
2.
DEFERRED SUBMITTALS:
THE DEFERRED SUBMITTAL ITEMS MUST 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.
SUPPORT ANCHORAGE OF MECHANICAL, ELECTRICAL AND
PLUMBING EQUIPMENT AND COMPONENTS
SLAB ON GRADE CONTROL JOINT PLAN (PE SEAL NOT
REQUIRED FOR THIS ITEM)
THE ABOVE LISTED SUBMITTAL DOCUMENTS MUST BE STAMPED
AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER IN THE
STATE OF NORTH CAROLINA.
3.0.16
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
CONT. EXT.
FTG.
MIN. FTG. WIDTH MIN. FTG. THICKNESS MIN. EMBEDMENT
CONT. INT.
FTG.
PAD (SPREAD)
FTG.
2'-0"
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" 18"
18"
18"
12"
12"
2'-0"
3'-0"
FOUNDATION DESIGN IS BASED ON A MAXIMUM ALLOWABLE SOIL BEARING
PRESSURE OF 5,000 PSF TO BE PROVIDED AFTER THE INSTALLATION OF
DENSIFIED DISPLACEMENT AGGREGATE PIERS AS DESCRIBED IN THE
SUBSURFACE EXPLORATION REPORT PREPARED BY AECOM DATED
DECEMBER 18, 2023.
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:
SY
M
D
ES
C R
IP
TI
O N
D
AT
E
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
E
N
AV
Y N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G S
YS
TE
M S
C O
M M
AN
D
DRAWFORM REVISION: 25 AUGUST 2020
DE
SI
GN
A
ND
C
ON
ST
RU
CT
IO
N
(D C)
C
OR
E
NA
VA
L
ST
AT
IO
N
- N
OR
FO
LK
, V A
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AR
IN
E
C O
R
PS
B
AS
E C
AM
P
LE
JE
U N
E, N
C
P rin t D at e:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G
S
YS
TE
M
S C
O M
M
AN
D
M
ID
AT
LA
N
TI
C
AS INDICATED
ARTSHLTR
A4
APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
\\k ds er ve r2
4\ D
\2
Pr oj ec ts \2
(P -1 th
M ar in es
M ai nt en an ce a nd
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4/
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:5
PM
ST
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U C
TU
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AL
N
O
TE
S
S-003
1760523
FINAL SUBMITTAL
12915294
MARCH 19, 2025
BCC SAM LGG
DRR/KRT
NBJ
EJA
DSN
06 MAY 2025
P-
0T H
M
AR
IN
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O
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AL
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STRUCTURAL NOTES
3.4.1
3.4.2
3.4.3
3.4.4
3.4.5
3.4.6
3.4.7
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
3.4 POWDER ACTUATED FASTENERS IN
HARDENED CONCRETE, MASONRY,
AND STEEL (SHOT PINS):
STRUCTURAL STEEL:4.0
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.
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
SY
M
D
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C R
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TI
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D
AT
E
1 2 3 4 5
26' - 6" 26' - 6" 26' - 6" 26' - 6"1' - 6" 1' - 6"
109' - 0"
A
C
B
W18 X10
F11 (-2' - 0") F11 (-2' - 0") F11 (-2' - 0")F11 (-2' - 0")F11 (-2' - 0")
W18 X10
W18 X10
W18 X10
W18 X10
F.F.E. = 0'-0"
C1 S-502
106' - 0"
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
E
N
AV
Y N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G S
YS
TE
M S
C O
M M
AN
D
DRAWFORM REVISION: 25 AUGUST 2020
DE
SI
GN
A
ND
C
ON
ST
RU
CT
IO
N
(D C)
C
OR
E
NA
VA
L
ST
AT
IO
N
- N
OR
FO
LK
, V A
M
AR
IN
E
C O
R
PS
B
AS
E C
AM
P
LE
JE
U N
E, N
C
P rin t D at e:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G
S
YS
TE
M
S C
O M
M
AN
D
M
ID
AT
LA
N
TI
C
AS INDICATED
ARTSHLTR
A4
APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
\\k ds er ve r2
4\ D
\2
Pr oj ec ts \2
(P -1 th
M ar in es
M ai nt en an ce a nd
O pe ra tio ns C om pl ex )\C
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\R ev it\
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4/
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4:
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PM
FO
U
N D
AT
IO
N P
LA
N
S-101
1760523
FINAL SUBMITTAL
12915295
MARCH 19, 2025
BCC SAM LGG
DRR/KRT
NBJ
EJA
DSN
06 MAY 2025
P-
0T H
M
AR
IN
ES
O
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EX
SCALE: 1/8" = 1'-0"A2 FOUNDATION PLAN
GRAPHIC SCALE: 1/8"=1'-0"
8' 0 4' 8' 16'
N
GENERAL NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
FOUNDATION PLAN NOTES:
FLOOR SLAB DESIGN IS BASED ON THE INSTALLATION
AND APPROVAL OF DENSIFIED DISPLACEMENT
AGGREGATE PIERS (DDAPS) FOR THE ENTIRE BUILDING
FLOOR SLAB SYSTEM AS RECOMMENDED IN THE AECOM
GEOTECHNICAL ENGINEERING REPORT REVISION DATED
30 JANUARY 2024 AND AS SPECIFIED. A LOAD TRANSFER
PLATFORM MUST BE PROVIDED FOT THE DDAPS OVER
THE ENTIRE BUILDING FLOOR SLAB AREA."
ENTIRE FOUNDATION AREA MUST 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 MUST
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-001.
MARKS SHOWN THUS (-X'-XX") ON FOUNDATION PLAN
INDICATE TOP OF FOOTING ELEVATION. CONTRACTOR
MUST 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-001, S-002, & S-003.
SY
M
D
ES
C R
IP
TI
O N
D
AT
E
1 2 3 4 5
A
C
26' - 6" 26' - 6" 26' - 6" 26' - 6"
B
0"
106' - 0"
W18X50
W18X50
W T4X9 (-14")
C5 S-502
W14X30
W14X30
W14X30
W14X30
W14X30
W14X30
W
X1
W
X1
W
X1
W
X1
W18X50
W18X50
W14X30
W14X30
W14X30
W14X30
W14X30
W14X30 W
X1
W
X1
W18X50
W14X30
W14X30
W14X30
W14X30
W14X30
W14X30 W
X1
W
X1
W18X50
W18X50
W14X30
W14X30
W14X30
W14X30
W14X30
W14X30 W
X1
W
X1
C8X11.5 (-3") @
MIDSPAN,
TYP.
W18X50 W18X50 W18X50 W18X50 C8X11.5
(-3") @
MIDSPAN,
TYP.
C8X11.5 (-3") @
MIDSPAN,
TYP.
C8X11.5 (-3") @
MIDSPAN,
TYP.
C8X11.5 (-3") @
MIDSPAN,
TYP.
C8X11.5 (-3") @
MIDSPAN,
TYP.
C8X11.5 (-3") @
MIDSPAN,
TYP.
C8X11.5 (-3") @
MIDSPAN,
TYP.
W T4
X9
W T4
X9
") W
T4X9 (-14")
W T4X9 (-14") W
T4 X9
W T4
X9
") W
T4X9 (-14")
W T4X9 (-14") W
T4 X9
W T4
X9
") W
T4X9 (-14")
W T4X9 (-14") W
T4 X9
W T4
X9
") W
T4X9 (-14")C3 S-502
C2 S-502
S-502 D1
S-502 B1
A1 S-502
DECK BRG.
= +20'-4 1/2"
DECK BRG.
= +17'-2 1/2"
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
E
N
AV
Y N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
R
IN
G S
YS
TE
M S
C O
M M
AN
D
DRAWFORM REVISION: 25 AUGUST 2020
DE
SI
GN
A
ND
C
ON
ST
RU
CT
IO
N
(D C)
C
OR
E
NA
VA
L
ST
AT
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N
- N
OR
FO
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, V A
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IN
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C O
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B
AS
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AM
P
LE
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U N
E, N
C
P rin t D at e:
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N
AV
AL
F
AC
IL
IT
IE
S
EN
G
IN
EE
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IN
G
S
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TE
M
S C
O M
M
AN
D
M
ID
AT
LA
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TI
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AS INDICATED
ARTSHLTR
A4
APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
\\k ds er ve r2
4\ D
\2
Pr oj ec ts \2
(P -1 th
M ar in es
M ai nt en an ce a nd
O pe ra tio ns C om pl ex )\C
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\R ev it\
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4/
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PM
R O
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FR
AM
IN
G
P
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S-102
1760523
FINAL SUBMITTAL
12915296
MARCH 19, 2025
BCC SAM LGG
DRR/KRT
NBJ
EJA
DSN
06 MAY 2025
P-
0T H
M
AR
IN
ES
O
PE
R
AT
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N
AL
C
O M
PL
EX
SCALE: 1/8" = 1'-0"A2 ROOF FRAMING PLAN
GRAPHIC SCALE: 1/8"=1'-0"
8' 0 4' 8' 16'
N
GENERAL NOTES
1.
2.
3.
4.
5.
ENTIRE ROOF FRAMING AREA MUST RECEIVE 1 1/2", 20
GAGE, TYPE B, GALVANIZED METAL ROOF DECK, UNLESS
NOTED OTHERWISE. SEE TYPICAL ROOF DECK
ATTACHMENT DETAIL ON SHEET S-002.
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 A4/S501
SEE TYPICAL CONSTRUCTION DETAILS ON SHEETS S-501
& S-502.
SEE GENERAL NOTES ON SHEET S-001, S-002, & S-003.
SY
M
D
ES
C R
IP
TI
O N
D
AT
E
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
8" 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
SEE PLAN FOR
DIMENSION
SUB-BASE
PER PLAN
SUB-BASE
PER PLAN
SUB-BASE
PER PLAN
SUB-BASE
PER PLAN
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. HOOKS IN TENSION
0'
1/
2"
3' - 0" COVERAGE
MIN 20 GA. TYPE B
DECK (SEE PLANS
AND NOTES FOR
REQUIRED GAGE)
JO
IS
T/
BE
AM
JO
IS
T/
BE
AM (6)#10 TEK SCREWS
SIDELAP FASTENERS
PER SPAN
5/8"Ø PUDDLE WELDS
(36/4 PATTERN)
(2)#3x2'-6"
LONG,
CENTERED IN
SLAB, TYP.
(2)#3x2'-6"
LONG,
CENTERED IN
SLAB, TYP.
CONTROL OR
CONSTRUCTION
JOINT
RE-ENTRANT CORNER
DISCONTINUOUS JOINT
TYP.
2"
CLR
2" 10"
2"
SECTION A-A
BOLLARD PER ARCH.
CL OF BOLLARD
A A
1/4
BASE PL. 1/2" x 14" x 1'-2" W/ 4-3/4"
DIA. HEADED A.B.'S
F.F.
T.O. FTG.
FTG. REINF.
PER SCHEDULE.
1'
0"
MIN.
0' - 8"
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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N
AV
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AV
AL
F
AC
IL
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IE
S
EN
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IN
EE
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IN
G S
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TE
M S
C O
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DRAWFORM REVISION: 25 AUGUST 2020
DE
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PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
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N
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AS INDICATED
ARTSHLTR
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APPROVED BY SOFIA SCHWARTZ
AMB DIRECTOR
MCB CAMP LEJEUNE
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S-501
1760523
FINAL SUBMITTAL
12915297
MARCH 19, 2025
BCC SAM LGG
DRR/KRT
NBJ
EJA
DSN
06 MAY 2025
P-
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SCALE: 3/4" = 1'-0"C2 TYP. REINF. AT INTERSECTIONS
SCALE: 3/4" = 1'-0"B3 TYP. SLAB ON GRADE JOINTS
SCALE: 1/2" = 1'-0"C1 TYP. SLAB ON GRADE (S.O.G.)
SCALE: 12" = 1'-0"C4 TYP. DEVELOPMENT LENGTHS
SCALE: 1" = 1'-0"B4 1 1/2" ROOF DECK FASTENER LAYOUT
SCALE: 3/4" = 1'-0"A2 TYPICAL REINFORCEMENT AT SLAB
SCALE: 1" = 1'-0"b2 TYP. BOLLARD AT FOOTING
SY
M
D
ES
C R
IP
TI
O N
D
AT
E psi
#6 AND
SMALLER BARS
AND DEFORMED
WIRES
#7 AND
LARGER
BARS
1.
2.
3.
NOTES
DEVELOPMENT/SPLICE LENGTH LISTED IN TABLES ABOVE ARE FOR GRADE 60, UNCOATED,
BOTTOM REINFORCEMENT IN NORMAL WEIGHT CONCRETE. MINIMUM DEVELOPMENT/SPLICE
LENGTH IS 12".
FOR TOP BARS, MULTIPLY DEVELOPMENT/SPLICE LENGTH BY 1.3. TOP BAR IS DEFINED AS
HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS CAST
BELOW DEVELOPMENT LENGTH OR SPLICE.
ALL SPLICES MUST BE STAGGERED PER FIGURE 1 BELOW EXCEPT FOOTING AND SLAB ON GRADE.
CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN db, CLEAR COVER NOT LESS THAN db, AND BEAM STIRRUPS OR COLUMN TIES THROUGHOUT Ld - NOT LESS THAN
CODE MINIMUM
OR
CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN 2db AND CLEAR COVER NOT LESS THAN db
DEVELOPMENT LENGTH FOR DEFORMED BARS (Ld) f'c
OTHER CASES
44 db
38 db
55 db
47 db
66 db
57 db
55 db
71 db
SPLICE LENGTH FOR DEFORMED BARS (Lsb)
CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN db, CLEAR COVER NOT LESS THAN db, AND BEAM STIRRUPS OR COLUMN TIES THROUGHOUT Ld - NOT LESS THAN
CODE MINIMUM
OR
CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT
LESS THAN 2db AND CLEAR COVER NOT LESS THAN db
OTHER CASES
58 db
50 db
72 db
62 db
86 db
75 db
107 db
93 db psi
#6 AND
SMALLER BARS
AND DEFORMED
WIRES
#7 AND
LARGER
BARS
f'c
12" MIN. Lsb
REINF.
TYPICAL COLUMN BASE
POUR ISOLATION PLUG
DOWN TO TOP OF FOOTING
2 1/2" x 2'-6" x 2'-6" COLUMN BASE PLATE
2 1/2" NON-SHRINK GROUT
(6) 2" F1554 ANCHOR RODS W/
LEVELING NUTS - CONCRETE
EMBEDEMENT TO BE FOOTING
THICKNESS - 3". SEE TYPICAL
ANCHOR ROD DETAIL
LC COL. & FTG.
ELEVATION
PLAN
3" CLEAR
1/2" PREMOLDED
EXP. JOINT FILLER
LC
C
O L.
F
TG
REINF. - SEE
SCHEDULE
PROVIDE ½”W X
½”D SEALANT
JOINT
NOTE: JOINT SEALANT TO BE
PROVIDED AFTER THE CONCRETE HAS
CURED FOR A MINIMUM OF 28 DAYS
3" CLEAR
(TYP.)
LEVELING JAM NUT
(SHIMS MAY BE USED AT
CONTRACTORS OPTION)
EMBEDMENT - EXTEND
ANCHOR ROD TO
BOTTOM REINFORCING
OF FOOTING
WASHER
PLATE BASEPLATE
TACK
TOP / CONCRETE
SEE PLAN
TYPICAL ANCHOR ROD
TYP.
0' - 4"
SEE SCHEDULE
SE
E
SC
H
ED
5/16"
COLUMN FOOTING SCHEDULE
FOOTING
MARK
FOOTING
DIMENSIONS REINFORCING
THICKNESS
(IN.)
'B' (FT.) x
'D' (FT.) BOTTOM TOP
F11 36 11 x 11 (12) #8
EA. WAY
(12) #6
EA. WAY
ROOF DECK - SEE
PLAN NOTES
BEAM - SEE PLAN
C8 BRACE BEYOND -
SEE PLAN
0'
3"
WT4 (-14") BRACE
(TOED DOWN) - SEE
PLAN - WITH (2) 3/4"
BOLTS AT EA END,
(TYP)
1/4" STEEL FASCIA
PLATE - SEE ARCH.
DETAILS
C
#4@2'-8" O.C. TRANS.
(2)#4 CONT. LONG.
1' - 0"CLR.
0' - 3"C
LR
0'
3"
SLOPE
SLAB ON
GRADE - SEE
PLAN NOTES(1)#5
CONT.
" B
EL
O
W G
R
AD
E)
M
IN
'-0
M
AX
'-0
(M U
ST
E
XT
EN
D M
IN
EXTERIOR SLAB OR
GRADE - SEE ARCH.
& CIVIL DWGS.
BEAM -
SEE PLAN
METAL DECK -
SEE PLAN NOTES
1/4" STEEL FASCIA
PLATE - SEE ARCH.
DETAILSROOF DECK - SEE
PLAN NOTES
BEAM - SEE PLAN
C8 BRACE BEYOND -
SEE PLAN
0' - 3"
WT4 (-14") BRACE
(TOED DOWN) - SEE
PLAN - WITH (2) 3/4"
BOLTS AT EA END,
(TYP)
1/4" STEEL FASCIA
PLATE - SEE ARCH.
DETAILS
A
W18 - SEE PLAN (TOP FLANGE
NOT SHOWN FOR CLARITY)
C8 (-3") - SEE PLAN
WT4 (-14") BRACE (TOED DOWN) - SEE
PLAN - WITH (2) 3/4" BOLTS AT EA END
(TYP)
WT4 (-14") BRACE (TOED
DOWN) - SEE PLAN -
WITH (2) 3/4" BOLTS AT
EA END, (TYP)
W14 - SEE PLAN
(TOP FLANGE
NOT SHOWN FOR
CLARITY)
W18 COLUMN -
EXTEND UP TO TOP
OF GIRDER - BREAK
GIRDER AT COLUMN
ON EITHER SIDE
1" MIN FITTED
STIFFENER
PLATES FOR
MOMENT WELDS
W18X106 MOMENT
FRAMED INTO SIDE
OF W18X106 COLUMN
C.J.P. TYP.
TOP & BOTT.
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…
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