SERE Parking Lot Expansion_Plans.pdf
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- Attached to
- SERE Parking Lot Expansion
- Solicitation number
- N4008525R9012
About this file
These are architectural and engineering design plans for the P-1574 MRSB Operational Support Facility (OSF) at Camp Lejeune, North Carolina, prepared by Naval Facilities Engineering Systems Command (NAVFAC) Mid-Atlantic. The comprehensive set of technical drawings includes site plans, landscape plans, structural details, and electrical specifications for a new facility with associated infrastructure improvements. Key design elements include a new building, an 8-foot wide timber bridge, concrete sidewalks, asphalt running track, parking lot expansion, and site lighting. The plans detail civil, structural, and electrical components with precise measurements, materials specifications, and installation requirements, indicating a thorough engineering approach to the project's design and construction.
The plans show specific technical details such as site grading, erosion control measures, concrete and pavement specifications, timber pile foundations for the bridge, and lighting fixture details. The project incorporates accessibility features, environmental considerations like wetland preservation, and specific construction requirements for various site elements. The design appears to follow military construction standards, with extensive notes on materials, installation procedures, and compliance with building codes and unified facilities criteria.
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06/05/2023
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PLAN
NORTH
12" = 1' - 0" 0 2" 3"1"0.5"
GENERAL SHEET NOTES
GRAPHIC SCALE(S)
KEY PLAN
NEW WORK KEYNOTES#
SCALE: 1" = 30'-0"
A1
SITE PLAN
01 CONTROLLED PERIMETER FENCE. 7' CHAIN LINK FENCE W/ 3 STRANDS
BARBED WIRE.
01 EXISTING CONTROLLED PERIMETER FENCE. 7' CHAIN LINK FENCE W/ 3
STRANDS BARBED WIRE.
02 EXISTING CONTROLLED PERIMETER GATE.
03 EXISTING ASPHALT RUNNING TRACK.
04 ASPHALT RUNNING TRACK.
05 LIMITS OF WORK.
06 CONCRETE SIDEWALK.
07 MAIN ENTRY TO BUILDING.
08 SETBACK, 30 FEET.
09 CONCRETE STOOP WITH RAMP.
10 EXISTING SURFACE PARKING LOT.
11 MECHANICAL EQUIPMNE ON CONCRETE PADS. REFER TO SHEET MS101 FOR
ADDITIONAL INFORMATION.
12 MULCH. REFER TO LANDSCAPE PLANTING PLAN, SHEET LP101.
13 SOD, TYP. REFER TO LANDSCAPE PLANTING PLAN, SHEET LP101.
14 TRANSFORMER ON CONCRETE PAD. REFER TO SHEET ES103 FOR
ADDITIONAL INFORMATION.
15 ASPHALT PAVEMENT.
16 MECHANICAL EQUIPMENT ON CONCRETE PAD. PROVIDE BOLLARDS.
17 8' WIDE TIMBER BRIDGE.
18 SURFACE PARKING LOT ADDITION.
15' 30' 60' 90' 1" = 30' - 0"
A REFER TO SHEET AE001 FOR ARCHITECTURAL NOTES, ABBREVIATIONS,
AND SYMBOLS.
B ARCHITECTURAL ELEVATION FOR FIRST FLOOR TOP OF SLAB IS DEFINED
AS 0'-0". REFER TO CIVIL PLANS FOR SLAB ELEVATIONS RELATIVE TO
NORTH AMERICAN VERTICAL DATUM (NMVD) SYSTEM.
C REFER TO SHEETS CS101-C AND CS102-C FOR SITE LAYOUT. REFER TO
SHEETS CG101-C AND CG102-C FOR GRADING INFORMATION.
D REFER TO SHEET LP101-C AND LP102-C FOR LANSCAPE PLANS.
E REFER TO SHEET ES104-C FOR SITE LIGHTING.
F REFER TO SHEETS AGS101-C FOR EXTERIOR SIGNAGE LOCATIONS AND
AG503 FOR EXTERIOR SIGNAGE ELEVATIONS AND MOUNTING HEIGHTS.
G CONTRACTOR IS TO INSPECT OUTSIDE WORK AREA WITH OWNER'S
REPRESENTATIVE BEFORE CONSTRUCTION. SITE IS TO BE RETURNED TO
SAME CONDITION AT THE END OF THE CONSTRUCTION PROJECT.
S Y
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P R brando.williams.civ Line brando.williams.civ Line brando.williams.civ Text Box
NIC
brando.williams.civ Callout NEW CONCRETE SIDEWALK INSTALLATION ENDS AT PLAN LEFT SIDE OF EXISTING ASPHALT RUNNING TRAIL. PROVIDE A SMOOTH TRANSITION FROM CONCRETE SIDEWALK TO ASPHALT RUNNING TRACK.
brando.williams.civ Line brando.williams.civ Line brando.williams.civ Text Box
NIC
brando.williams.civ
LOD STARTS AT NEW CONCRETE SIDEWALK CONNECTION TO THE EXISTING ASPHALT RUNNING TRAIL.
brando.williams.civ Line brando.williams.civ Text Box
NIC
brando.williams.civ
NEW CONCRETE SIDEWALK INSTALLATION ENDS AT THE NORTH SIDE OF EXISTING ASPHALT RUNNING TRAIL. PROVIDE A SMOOTH TRANSITION FROM CONCRETE SIDEWALK TO ASPHALT RUNNING TRAIL.
brando.williams.civ Line brando.williams.civ Text Box
NIC
brando.williams.civ Line brando.williams.civ Line brando.williams.civ Line brando.williams.civ Line brando.williams.civ Line brando.williams.civ
NEW CONCRETE SIDEWALK INSTALLATION ENDS AT THE NORTH SIDE OF EXISTING ASPHALT RUNNING TRAIL. PROVIDE A SMOOTH TRANSITION FROM CONCRETE SIDEWALK TO ASPHALT RUNNING TRAIL.
brando.williams.civ Line brando.williams.civ Text Box
NIC
brando.williams.civ
NEW CONCRETE SIDEWALK INSTALLATION ENDS AT THE NORTH SIDE OF EXISTING ASPHALT RUNNING TRAIL. PROVIDE A SMOOTH TRANSITION FROM CONCRETE SIDEWALK TO ASPHALT RUNNING TRAIL.
W
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P1
SOD TO LIMITS OF
DISTURBANCE
(TYP.)
FENCE
(RE: CIVIL DWGS)
FENCE
(RE: CIVIL DWGS)
P1
EXISTING
BUILDING
P2
MECHANICAL
EQUIPMENT
(RE: MEP DWGS)
B5
LP101-C
MRSB
OSF
P1
P1
P2
SOD TO LIMITS OF
DISTURBANCE
(TYP.)
LIGHT POLE
(TYP.)
(RE: MEP DWGS)
SOD TO LIMITS OF
DISTURBANCE
(TYP.)
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LOD
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P2
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(RE: MEP DWGS)
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17.00'
P1
P1
CONCRETE WALK
(RE: CIVIL DWGS)
7.00'
NA
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06/05/23
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1717488
CAB CAD ALB
DLB
Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F, MCIEAST-MCB Camp Lejeune via email
LP101-C
LA
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Scale:
LANDSCAPE PLANTING PLAN - BID OPTIONA1 1:25
PLAN
NORTH
TRUE N0 100'50'25' 150'12.5'
1"=25'-0" GRAPHIC SCALE
GENERAL LANDSCAPE PLANTING NOTES:
1. THIS PLAN PROVIDES LAYOUT, QUANTITY & SIZES OF PLANT MATERIAL TO BE
PROVIDED BY THE LANDSCAPE CONTRACTOR. REFER TO THE FOLLOWING
SPECIFICATIONS FOR SCOPE OF WORK, RESPONSIBILITIES, PRODUCTS &
EXECUTION OF WORK:
1.1. SECTION 320533 - LANDSCAPE ESTABLISHMENT
1.2. SECTION 329223 - SODDING
1.3. SECTION 329300 - EXTERIOR PLANTS
2. CONTRACTOR MUST VERIFY LOCATION OF UTILITIES BY CONTACTING THE
RESPECTIVE UTILITY COMPANIES AND/ OR THE LOCAL
"ONE-CALL"/"CALL-BEFORE-YOU-DIG" SYSTEM AND BY EXCAVATING TEST PITS IF
NECESSARY.
3. LOCATIONS OF ALL PLANT MATERIALS MUST BE STAKED IN THE FIELD AND
APPROVED BY THE OWNERS REPRESENTATIVE PRIOR TO PLANTING.
4. THE LANDSCAPE CONTRACTOR MUST BE RESPONSIBLE TO RESTORE AND GRASS
DISTURBED AREAS BACK TO ORIGINAL FINISHED GRADE ELEVATIONS, INCLUDING,
EQUIPMENT MATERIAL STORAGE AREA AND STAGING AREAS ADJACENT TO SITE.
PLANT MATERIAL SCHEDULE
SYM. KEY BOTANICAL NAME COMMON NAME
MIN. SIZE
REMARKS
MIN
HEIGHT
MIN
SPREAD
SHADE/STREET TREES
ZS Zelkova serrata 'Green Vase'
Green Vase Zelkova 2.5" cal. 12 ft.
Turfgrass Sod (RE: 329223 - SODDING)
Inert Mulch Material "Decorative Rock" (RE: DETAIL C3/LP501)
P1
P2
MATCHLINE SHEET LP102C
Scale:
INERT MULCH @ MECHANICALB5 1:10
MULTICOREVIEWLINK:LP501 LANDSCAPE DETAILS,METAL EDGE AT INERT MULCH MATERIAL(2)
MULTICORELINK:LP500C-LANDSCAPE DETAILS-LP501 LANDSCAPE DETAILS
MULTICOREVIEWLINK:LP501 LANDSCAPE DETAILS,INERT MULCH MATERIAL - TYP.(2)
MULTICOREVIEWLINK:LP501 LANDSCAPE DETAILS,INERT MULCH MATERIAL - TYP.(2)
brando.williams.civ Line brando.williams.civ Line brando.williams.civ Text Box
NIC
brando.williams.civ
NEW CONCRETE SIDEWALK INSTALLATION ENDS AT THE NORTH SIDE OF EXISTING ASPHALT RUNNING TRAIL. PROVIDE A SMOOTH TRANSITION FROM CONCRETE SIDEWALK TO ASPHALT RUNNING TRAIL.
10+00
+0
11+92.92
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E
E
E
E
E
E
E
E
E
LPG
LPG
LPG
LPG
LPG
LPG
LPG
LPG
LPG
LPG
LPG
LPG
LPG
W
W
W
FO
FOFO
FO
LPG
LPG
LPG
LP
G
LP
G
TP
TP
TP
TP
TP
TP TP
TP
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TP
TP
TP TP
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SF
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SF
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SF
SF
SF
SF
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TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
TP
LO
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LOD
LO
D
LO
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LO
D
LO
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LO
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LO
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LOD
LOD
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LO
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LOD
LOD
LOD
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LOD
LOD
LOD
LOD
LOD
LOD
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LO
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LO
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LOD
LOD
LO
DSF
SF
SF
(1) ZS
(7) ZS
(1) ZS
P1
EXISTING
PARKING
EXISTING
WETLAND
WETLAND
LIMITS
(TYP.)
EXISTING
WETLAND
SOD TO LIMITS OF
DISTURBANCE
(TYP.)
P1
PROPOSED BRIDGE
CROSSING
P1
P1
P1
SOD DISTURBED
AREA
UNDERNEATH
BRIDGE AS NEEDED
(TYP.)
SOD DISTURBED
AREA
UNDERNEATH
BRIDGE AS NEEDED
(TYP.)
LIGHT POLE
(TYP.)
(RE: MEP DWGS)
PROPOSED BRIDGE
CROSSING
P1
NA
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L
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06/05/23
KDB/SVR
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DSN
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CAB CAD ALB
DLB
Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F, MCIEAST-MCB Camp Lejeune via email
LP102-C
LA
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Scale:
LANDSCAPE PLANTING PLAN - BID OPTIONA1 1:25
PLAN
NORTH
TRUE N0 100'50'25' 150'12.5'
1"=25'-0" GRAPHIC SCALE
GENERAL LANDSCAPE PLANTING NOTES:
1. THIS PLAN PROVIDES LAYOUT, QUANTITY & SIZES OF PLANT MATERIAL TO BE
PROVIDED BY THE LANDSCAPE CONTRACTOR. REFER TO THE FOLLOWING
SPECIFICATIONS FOR SCOPE OF WORK, RESPONSIBILITIES, PRODUCTS &
EXECUTION OF WORK:
1.1. SECTION 320533 - LANDSCAPE ESTABLISHMENT
1.2. SECTION 329223 - SODDING
1.3. SECTION 329300 - EXTERIOR PLANTS
2. CONTRACTOR MUST VERIFY LOCATION OF UTILITIES BY CONTACTING THE
RESPECTIVE UTILITY COMPANIES AND/ OR THE LOCAL
"ONE-CALL"/"CALL-BEFORE-YOU-DIG" SYSTEM AND BY EXCAVATING TEST PITS IF
NECESSARY.
3. LOCATIONS OF ALL PLANT MATERIALS MUST BE STAKED IN THE FIELD AND
APPROVED BY THE OWNERS REPRESENTATIVE PRIOR TO PLANTING.
4. THE LANDSCAPE CONTRACTOR MUST BE RESPONSIBLE TO RESTORE AND GRASS
DISTURBED AREAS BACK TO ORIGINAL FINISHED GRADE ELEVATIONS, INCLUDING,
EQUIPMENT MATERIAL STORAGE AREA AND STAGING AREAS ADJACENT TO SITE.
PLANT MATERIAL SCHEDULE
SYM. KEY BOTANICAL NAME COMMON NAME
MIN. SIZE
REMARKS
MIN
HEIGHT
MIN
SPREAD
SHADE/STREET TREES
ZS Zelkova serrata 'Green Vase'
Green Vase Zelkova 2.5" cal. 12 ft.
Turfgrass Sod (RE: 329223 - SODDING)
Inert Mulch Material "Decorative Rock" (RE: DETAIL C3/LP501)
P1
P2
MATCHLINE SHEET LP101C
MULTICOREVIEWLINK:LP501 LANDSCAPE DETAILS,INERT MULCH MATERIAL - TYP.(2)
MULTICOREVIEWLINK:LP501 LANDSCAPE DETAILS,INERT MULCH MATERIAL - TYP.(2)
WEBBING STRAPS WITH
GROMMETS (RE: SECTION 329300)
PROVIDE 2 STAKES
PER TREE @
OPPOSITE SIDES
PREPARED ROOTBALL
(RE: SECTION 329300)
METAL STAKES, LENGTH AS
REQUIRED TO DRIVE TO FIRM
BEARING
(RE: SECTION 329300)
TRIM BOTTOM OF EXCAVATION,
LEAVING CENTER SLIGHTLY
RAISED (3" MAX) FOR ROOTBALL.
MOUND MULCH AT EDGE OF
PIT (3' FROM TRUNCH OF
TREE TO FORM WATERING
SAUCER (RE: SECTION
329300)
SUBGRADE
SCARIFY PLANTING
EXCAVATION SIDES AND
BOTTOM
SPECIFIED MULCH LAYER;
HOLD AWAY FROM TRUNK 3"
MINIMUM.
(RE: SECTION 329300)
SET TOP OF ROOT CROWN 1"
ABOVE FINISH GRADE
TOPSOIL FOR PLANT
BACKFILL;
(RE: SECTION 329300)
+/- 3x ROOT BALL DIAMETER
GUY WIRE
(RE: SECTION 329300)
PROVIDE 3 STAKES
PER TREE @ 120°
INTERVALS
STAKING: TREES LESS THAN 2.5"
CALIPER OR LESS THAN 12' TALL
STAKING: TREES UP TO 4"
CALIPER OR LESS THAN 14' TALL
NOTE: ALL NEW TREES TO HAVE
WATERING BAGS FOR
SUPPLEMENTAL WATERING
(RE: SECTION 329300)
SLOW-RELEASE TREE WATERING BAG
(RE: SECTION 329300)
4"
WEED BARRIER; WRAP BOTTOM &
SIDES (TYP.)
(RE: SECTION 329300)
SUBGRADE
INERT MULCH MATERIAL
(RE: SECTION 329300)
1/ 4"
METAL EDGING
(RE: SECTION 329300)
PROVIDE METAL STAKES EVERY 30"
INERT MULCH
MATERIAL
TURF
ADJACENT
PLANTING BED OR
TURF AREA
FINISHED GRADE
3"
WEED BARRIER; WRAP
BOTTOM & SIDES (TYP.)
(RE: SECTION 329300)
SUBGRADE
INERT MULCH MATERIAL
(RE: SECTION 329300)
1:1 SLOPE MAX
WEBBING STRAPS WITH
GROMMETS (RE: SECTION 329300)
PROVIDE 2 STAKES
PER TREE @
OPPOSITE SIDES
PREPARED ROOTBALL
(RE: SECTION 329300)
METAL STAKES, LENGTH AS
REQUIRED TO DRIVE TO FIRM
BEARING
(RE: SECTION 329300)
MOUND SOIL AT EDGE OF PIT
TO FORM WATERING SAUCER
(RE: SECTION 329300)
SET TOP OF ROOT CROWN 1"
ABOVE FINISH GRADE
GUY WIRE
(RE: SECTION 329300)
PROVIDE 3 STAKES
PER TREE @ 120°
INTERVALS
STAKING: TREES LESS THAN 2.5"
CALIPER OR LESS THAN 12' TALL
STAKING: TREES UP TO 4"
CALIPER OR LESS THAN 14' TALL
PROPOSED GRADE
(3:1 SLOPE )
MULCH LAYER;
(RE: SECTION
329300)
LIMITS OF
EXCAVATION
TRIM BOTTOM OF EXCAVATION,
LEAVING CENTER SLIGHTLY
RAISED (3" MAX) FOR ROOTBALL.
SUBGRADE
SCARIFY PLANTING
EXCAVATION SIDES AND
BOTTOM
PLANTING SOIL MIX;
(RE: SECTION 329300)
+/- 3x ROOT BALL DIAMETER
NOTE: ALL NEW TREES TO HAVE
WATERING BAGS FOR
SUPPLEMENTAL WATERING
(RE: SECTION 329300)
SLOW-RELEASE TREE
WATERING BAG
(RE: SECTION 329300)
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06/05/23
KDB/SVR
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DSN
1717488
CAB CAD ALB
DLB
Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F, MCIEAST-MCB Camp Lejeune via email
LP501
LA
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SC
AP
E
DE
TA
ILS
Scale:
DECIDUOUS TREE (BID OPTION)A4 N.T.S.
Scale:
METAL EDGE @ INERT MULCH MATERIALC4 N.T.S.Scale:
INERT MULCH MATERIAL - TYP.C3 N.T.S.
Scale:
DECIDUOUS TREE @ SLOPE (BID OPTION)A2 N.T.S.
GENERAL NOTES:
THE STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH THE
ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS
AND THE SPECIFICATIONS. THE CONTRACTOR MUST VERIFY THE REQUIREMENTS
OF OTHER TRADES FOR ITEMS TO BE PLACED OR SET IN THE STRUCTURAL
WORK.
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS
OF THE INTERNATIONAL BUILDING CODE, 2021 EDITION, AS ADOPTED BY THE
UNIFIED FACILITIES CRITERIA, AND AS FOLLOWS:
UFC 1-200-01
UFC 3-220-01
UFC 3-301-01
UFC 4-010-01
THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT TO
SPECIAL INSPECTIONS AND TESTS AS DESCRIBED IN SECTION 1704 OF THE
INTERNATIONAL BUILDING CODE, 2021 EDITION:
312000 - EARTH MOVING
033000 - CAST-IN-PLACE CONCRETE
133419 - METAL BUILDING SYSTEMS
THE CONTRACTOR MUST BE RESPONSIBLE FOR TEMPORARY SHORING AND
BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER
ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL BRACING ARE IN PLACE.
THE CONTRACTOR MUST MAKE ALL MEASUREMENTS NECESSARY FOR
FABRICATION AND ERECTION OF STRUCTURAL MEMBERS.
SPECIFIC NOTES AND DETAILS ON THE DRAWINGS MUST TAKE PRECEDENCE
OVER STRUCTURAL NOTES AND TYPICAL DETAILS.
CONSULTANTS' DRAWINGS, INCLUDING STRUCTURAL DRAWINGS, ARE
CONSIDERED SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. ANY
OMISSIONS OR CONFLICTS, INCLUDING DIMENSIONS, BETWEEN VARIOUS
ELEMENTS OF THE CONSULTANTS' DRAWINGS AND/OR SPECIFICATIONS MUST BE
BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER AND ARCHITECT
PRIOR TO PROCEEDING WITH THE WORK.
THE STRUCTURAL DOCUMENTS MUST NOT BE REPRODUCED, OR COPIED IN
WHOLE OR IN PART BY THE CONTRACTOR OR SUBCONTRACTORS FOR
PREPARATION OF SHOP DRAWINGS OR OTHER SUBMITTALS WITHOUT WRITTEN
PERMISSION FROM THE CONTRACTING OFFICER AND ARCHITECT.
LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:
DEAD LOADS:
LIVE LOADS:
SNOW DESIGN DATA:
WIND DESIGN DATA:
BASIC COMPONENTS AND CLADDING
DESIGN PRESSURES
DOD BUILDING CODE, SEPTEMBER 1, 2022
GEOTECHNICAL ENGINEERING, NOVEMBER 1, 2012
WITH CHANGE, NOVEMBER 3, 2021
STRUCTURAL ENGINEERING, OCTOBER 1, 2019
WITH CHANGE 4, FEBRUARY 2022
DoD MINIMUM ANTITERRORISM STANDARDS FOR
BUILDINGS, DECEMBER 12, 2018 WITH CHANGE 2
JULY 30, 2022
ROOF 20 PSF
SLAB-ON-GRADE (TYPICAL) 100 PSF
MECHANICAL SPACE 150 PSF
FOOT BRIDGE 90 PSF
GROUND SNOW LOAD 10 PSF
BASIC DESIGN WIND SPEED 144 MPH
ALLOWABLE STRESS DESIGN WIND SPEED 112 MPH
RISK CATEGORY II
WIND EXPOSURE C
INTERNAL PRESSURE COEFFICIENT ±0.18
1.
2.
3.
4.
5.
6.
7.
8.
9.
A.
B.
C.
D.
A.
B.
C.
A.
B.
C.
D.
1.
1.
2.
3.
1.
1.
2.
3.
4.
5.
6.
GENERAL NOTES (CONTINUED):
SEISMIC DESIGN DATA:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
BASIC SEISMIC-FORCE-RESISTING SYSTEM IS ORDINARY STEEL
MOMENT FRAMES
PER SECTION 2205.2.1 OF THE INTERNATIONAL BUILDING CODE, 2021
EDITION - STEEL STRUCTURES ASSIGNED TO SEISMIC DESIGN
CATEGORIES A, B, OR C, ARE NOT REQUIRED TO BE DESIGNED AND
DETAILED IN ACCORDANCE WITH THE AISC SEISMIC PROVISIONS.
TO COMPLY WITH THIS SECTION, A RESPONSE MODIFICATION
FACTOR, R, OF THREE (3) HAS BEEN UTILIZED IN THE SEISMIC LOAD
CALCULATIONS, INDICATING A 'STEEL SYSTEM NOT SPECIFICALLY
DETAILED FOR SEISMIC RESISTANCE'.
ROOF RAIN LOAD DATA:
SS 0.115g S1 0.055g
SITE CLASS D
SDS 0.12g SD1 0.01g
SEISMIC DESIGN CATEGORY B
DESIGN BASE SHEAR 6 KIPS
SEISMIC RESPONSE COEFFICIENT 0.04g
RESPONSE MODIFICATION COEFFICIENT 3
100 YEAR (1 HOUR RAINFALL) 4.25 IN/HR
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR 1.0
E.
F.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
1.
FOUNDATION NOTES:
FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT PREPARED
BY GEOENVIRONMENTAL RESOURCES DATED FEBRUARY 10, 2023.
FOUNDATIONS HAVE BEEN DESIGNED FOR A BEARING PRESSURE OF 2,000 PSF.
PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS
MUST BE INSPECTED BY THE GEOTECHNICAL ENGINEER TO EXPLORE THE
EXTENT OF LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOIL MATERIAL AND
TO VERIFY DESIGN BEARING PRESSURE. THE GEOTECHNICAL ENGINEER WILL
PROVIDE DIRECTION FOR CORRECTIVE ACTION WHERE REQUIRED.
NO UNBALANCED BACKFILLING MAY BE DONE AGAINST WALLS UNLESS WALLS
ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY
CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.
CAST-IN-PLACE CONCRETE NOTES:
REINFORCING MATERIALS MUST BE AS FOLLOWS:
REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED
ALL REINFORCING STEEL AND EMBEDDED ITEMS MUST BE ACCURATELY PLACED
IN THE POSITIONS SHOWN AND ADEQUATELY TIED AND SUPPORTED BEFORE
CONCRETE IS PLACED TO PREVENT DISPLACEMENT BEYOND PERMITTED
TOLERANCES.
MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS INDICATED ON THE
DRAWINGS MUST GOVERN WHEN IN CONFLICT WITH ACI 318-14.
UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS:
LAP SPLICE LENGTHS MUST BE 57 BAR DIAMETER
1.
2.
3.
4.
3.
4.
5.
6.
A.
A.
DESIGN CRITERIA SERVICEABILITY LIMITS:
ROOF DEFLECTIONS:
WIND LOADS WERE TAKEN AS 0.42 TIMES THE ULTIMATE WIND PRESSURE
FOR DETERMINING DEFLECTION LIMITS
LATERAL (OUT OF PLANE VERTICAL) L/600
LATERAL DRIFT L/480
TOTAL LOAD L/180
LIVE LOAD L/240
10.
1.
2.
A.
B.
C.
D.
COLD-FORMED METAL FRAMING MUST BE DESIGNED IN ACCORDANCE WITH THE
AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-FORMED STEEL DESIGN
MANUAL". THE CONTRACTOR MUST SUBMIT SHOP DRAWINGS PREPARED BY A
REGISTERED PROFESSIONAL ENGINEER FOR THE DESIGN OF COLD-FORMED
METAL FRAMING, INCLUDING DESIGN LOADINGS AND REACTIONS APPLIED TO THE
SUPPORTING STRUCTURE.
COLD-FORMED METAL FRAMING MEMBERS MUST BE FORMED OF CORROSION-
RESISTANT STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD
STRENGTH OF 33 KSI FOR TRACKS AND RUNNERS AND (50 KSI FOR 54 MILS AND
HEAVIER).
WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING
CODE - SHEET STEEL".
MAXIMUM LATERAL DEFLECTION OF COLD-FORMED FRAMING MEMBERS MUST BE
L/600 FOR BRICK VENEER BACKUP.
COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR ALL FRAMING
CONDITIONS FOUND IN THE STRUCTURE, INCLUDING WALLS, CORNERS,
HEADERS AND JAMBS. SOME CONDITIONS MAY REQUIRE MODIFICATION OF
COLD-FORMED FRAMING S MEMBERS (SUCH AS NOTCHING OR REVISING SIZES)
OR MULTIPLE STUDS TO SUPPORT INCREASED LOADS. IT IS THE RESPONSIBILITY
OF THE CONTRACTOR TO COORDINATE ALL CONDITIONS AND DETAILS.
COLD-FORMED METAL FRAMING CONNECTIONS TO THE STRUCTURE MUST BE
DESIGNED FOR ALL FRAMING CONDITIONS. CONNECTIONS ARE SCHEMATICALLY
SHOWN ON THE STRUCTURAL DRAWINGS. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO COORDINATE ALL CONNECTION CONDITIONS AND LOCATIONS.
1.
2.
3.
4.
5.
6.
7.
COLD-FORMED METAL FRAMING NOTES:
CAST-IN-PLACE CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE
AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR
STRUCTURAL CONCRETE (ACI 318-14) AND COMMENTARY (ACI 318R-14)".
CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN 28 DAY COMPRESSIVE
STRENGTHS AS FOLLOWS:
EXTERIOR SLAB-ON-GRADE 5,000 PSI
EXTERIOR PEDESTALS 5,000 PSI
CONCRETE NOT OTHERWISE NOTED 4,000 PSI
1.
2.
A.
B.
C.
15.
DESIGN BASE SHEAR (BID OPTION) 8.5 KIPS
054000 - COLD-FORMED METAL FRAMINGG.
LATERAL (OUT OF PLANE HORIZONTAL)E. L/300
10 YEAR DESIGN WIND PRESSURE 80 MPH
7.
COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)
ROOF
ZONE
TRIBUTARY AREA (SQ. FT.)
2e
2n
WALL
ZONE
10 50 250
TRIBUTARY AREA (SQ. FT.)
10 50 250
+47.6 -63.7
+47.6 -51.6
+42.6 -53.8
+42.6 -46.6
+37.6 -43.8
+37.6 -41.7
+28.8 -128.2
+28.8 -87.9
+22.2 -87.9
+22.2 -53.5
+19.4 -47.6
+19.4 -27.4
+28.8 -87.9 +22.2 -53.5 +19.4 -27.4
COMPONENTS AND CLADDING DESIGN PRESSURES (PSF) NOTES:
PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY
FROM THE SURFACES, RESPECTIVELY.
WIDTH OF COEFFICIENT PRESSURE ZONE, a = 6.9 FEET. SEE ASCE 7 FOR
PRESSURE ZONE LOCATIONS.
1.
2.
2r
3e +28.8 -128.2
+28.8 -128.2
+22.2 -87.9
+22.2 -87.9
+19.4 -47.6
+19.4 -47.6
3r +28.8 -152.4 +22.2 -101.7 +19.4 -79.8
ALL WIND PRESSURES ARE ULTIMATE LOADS. FOR SERVICE LOAD PRESSURES,
MULTIPLY THE ABOVE VALUES BY 0.6 IN ACCORDANCE WITH ASCE 7-16.
3.
DESIGN CRITERIA FOR OVERHEAD DOOR PRESSURE TEST:
WIND PRESSURE TEST DOORS IN ACCORDANCE WITH ANSI/DAMA 108
COMPONENTS AND CLADDING WIND PRESSURE OF ±46 PSF
A.
B.
11.
DRIVEN TIMBER PILE NOTES:
PILE FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT PREPARED
BY GEOENVIRONMENTAL RESOURCES DATED FEBRUARY 10, 2023.
PILE DESIGN CAPACITIES ARE AS FOLLOWS:
COMPRESSION = 2.5 TONS
LATERAL = 0.5 TONS
BASE BID LENGTH MUST BE 25 FEET FOR BELOW FINAL GRADE FOR ALL PILES OTHER
THE GEOTECHNICAL ENGINEER WILL SELECT 5 OF PILES TO BE SUBJECTED TO A
PDA LOAD TEST. SEE SPECIFICATIONS FOR COMPLETE REQUIREMENTS. ALL
PILING MUST BE DRIVEN TO SPECIFIED TIP ELEVATION.
THE GENERAL CONTRACTOR MUST PROVIDE AN AS-INSTALLED PILE DRAWING
FOR EACH PILE WITH PILE LOCATION DISCREPANCIES NOTED ON THE DRAWING
PILING MUST BE DRIVEN TO A MAXIMUM TOLERANCE IN ANY DIRECTION OF THREE
INCHES PER PILE. WHERE AN INDIVIDUAL PILE IS DRIVEN OUT OF POSITION MORE
THAN THREE INCHES IN ANY DIRECTION, THE CONTRACTOR MAY BE REQUIRED
TO DRIVE AN ADDITONAL PILE OR PILES TO COMPENSATE FOR THE
ECCENTRICITY OF THE PILE.
STEEL DECK NOTES:
STEEL DECK MUST CONFORM TO THE LATEST EDITION OF THE AMERICAN IRON
AND STEEL INSTITUTE (AISI), "SPECIFICATION FOR THE DESIGN OF COLD-FORMED
STEEL STRUCTURAL MEMBERS" AND THE STEEL DECK INSTITUTE (SDI), "DESIGN
MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS."
STEEL DECK UNITS MUST COMPLY WITH THE FOLLOWING:
1-1/2" ROOF DECK MUST BE 22 GAGE GALVANIZED TYPE B RIB DECK
SPANNING PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED.
ATTACH DECK TO STEEL SUPPORTS WITH #12 TEK SCREWS AT EVERY RIB,
INCLUDING RIBS WHERE SIDELAPS OCCUR. FASTEN ADJACENT DECK
UNITS WITH #10 SELF-TAPPING HEX HEAD SCREWS AT 1/3 POINTS
BETWEEN SUPPORTS ALONG SIDELAPS AND FASTEN EDGEMOST DECK
PANEL TO STEEL FRAMING WITH #12 TEK SCREWS AT SAME SPACING AS
SIDELAP FASTENERS.
DECK OPENINGS MEASURING GREATER THAN 12" ON ANY SIDE MUST HAVE
SUPPORTS ON ALL SIDES OF OPENING. SUPPORTS MUST SPAN BETWEEN
ADJACENT PURLINS ON TWO SIDES. UNLESS OTHERWISE NOTED OR DETAILED
ON THE DRAWINGS, SUPPORT FRAMING MUST BE DESIGNED AND PROVIDED BY
METAL BUILDING SYSTEM MANUFACTURER. COORDINATE OPENING SIZES,
LOCATIONS AND DETAILS WITH ARCHITECTURAL, MECHANICAL, PLUMBING AND
ELECTRICAL DRAWINGS.
PERMANENT SUSPENDED LOADS SUCH AS SUSPENDED CEILINGS, LIGHT
FIXTURES, DUCTS, OR OTHER UTILITIES MUST NOT BE SUPPORTED BY STEEL
ROOF DECK.
DURING STEEL DECK ERECTION AND ROOFING OPERATIONS DISTRIBUTE
CONSTRUCTION LOADS TO PREVENT DAMAGE TO DECK. CONCENTRATED
CONSTRUCTION LOADS OF 200 POUNDS OR LESS DISTRIBUTED OVER A 1'-0" WIDE
SECTION OF DECK MUST NOT REQUIRE ANY FURTHER DISTRIBUTION. USE
WORKING PLATFORMS FOR CONCENTRATED CONSTRUCTION LOADS OF OVER
200 POUNDS, SUCH THAT THE RESULTING UNIFORM CONSTRUCTION LOAD ON
THE DECK DOES NOT EXCEED 35 PSF.
TOUCH-UP ALL SCARRED, ABRADED AND RUST AREAS IN STEEL DECK WITH ZINC
RICH PAINT.
1.
2.
3.
4.
5.
6.
7.
1.
2.
3.
4.
5.
6.
A.
A.
B.
CONCRETE MASONRY NOTES:
CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE MASONRY
SOCIETY (TMS) "BUILDING CODE FOR MASONRY STRUCTURES" TMS 402-16.
CONCRETE MASONRY CONSTRUCTION MUST CONFORM TO THE MASONRY
SOCIETY (TMS) "SPECIFICATION FOR MASONRY STRUCTURES" TMS 602-16.
CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MADE WITH
LIGHTWEIGHT AGGREGATE. THE COMPRESSIVE STRENGTH OF MASONRY, F'm, EXPRESSED AS FORCE PER UNIT OF NET CROSS-SECTIONAL AREA, MUST BE
2,000 PSI AT 28 DAYS.
REINFORCING STEEL MUST COMPLY WITH ASTM A615, GRADE 60. SHOP
FABRICATE REINFORCING BARS SHOWN TO BE BENT OR HOOKED.
GROUT MUST COMPLY WITH ASTM C476 OR IBC SECTION 2103.3, AND MUST BE
PROPORTIONED TO OBTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2,000 PSI.
MORTAR MUST COMPLY WITH ASTM C270, TYPE S OR M. AGGREGATE FOR
MORTAR MUST COMPLY WITH ASTM C144. AGGREGATE FAILING TO COMPLY WITH
ASTM C144 GRADATION REQUIREMENTS MAY BE USED PROVIDED THE MORTAR
CAN BE PREPARED TO COMPLY WITH THE AGGREGATE RATIO, WATER
RETENTION AND COMPRESSIVE STRENGTH REQUIREMENTS OF THE PROPERTY
SPECIFICATIONS OF ASTM C270. USE TYPE M BELOW GRADE AND TYPE S ABOVE
GRADE (UNLESS CELLS ARE GROUTED SOLID).
VERTICAL REINFORCING BARS MUST BE THE GIVEN SIZE AND SPACING SHOWN
LAPPED 25" AT ALL SPLICES.
REBAR DOWELS MUST BE THE SAME SIZE AND SPACING AS VERTICAL
REINFORCING FROM FOUNDATION. DOWELS MUST HAVE STANDARD ACI HOOKS.
NO "WET SETTING" PERMITTED.
HORIZONTAL JOINT REINFORCING MUST BE STANDARD 9 GAGE LADDER TYPE IN
CMU WALLS AT 16" ON-CENTER. JOINT REINFORCING MUST COMPLY WITH ASTM
A951 AND MUST BE HOT-DIPPED GALVANIZED ACCORDING TO ASTM A153, CLASS B.
GROUT ALL CELLS SOLID BELOW FINISHED FIRST FLOOR.
VERTICAL REINFORCING MUST HAVE BAR POSITIONERS AT SPACING NOT TO
EXCEED 200 BAR DIAMETERS, AT GROUT LIFT HEIGHTS OR BAR SPLICE
LOCATIONS, WHICHEVER IS LESS.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
H. 061000 - ROUGH CARPENTRY
316219 - TIMBER PILES
042000 - UNIT MASONRY
J.
K.
D. 055013 - MISCELLANEOUS METAL FABRICATIONS
F. 053000 - STEEL DECK
FOOT BRIDGE 20 PSF
ROOF 20 PSF
2.
4.
THAN TEST PILES. TEST PILES MUST BE 5'-0" LOWER THAN BASE BID LENGTH.
COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR THE LOADS
AND SERVICEABILITY LIMITS GIVEN IN THE GENERAL NOTES. UNLESS OTHERWISE
NOTED, THE DESIGN LOADS ARE UNFACTORED SERVICE LOADS; ALL APPLICABLE
FACTORS MUST BE APPLIED.
PILING MUST COMPLY WITH ASTM D25. PILING MUST BE SOUTHERN PINE OR
DOUGLAS FIR WITH AN 12 INCH DIAMETER BUTT AT 3 FEET BELOW CUT
ELEVATION AND AN 8" MINIMUM TIP DIAMETER AND A PRESSURE
PRESERVATIVE TREATMENT IN ACCORDANCE WITH AWPA TI AND UC4B.
ENGINEERS + SURVEYORS
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
D E
P A
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M E
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IN
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S T
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S C
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M A
N D
DRAWFORM REVISION: 25 AUGUST 2020
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
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Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F. MCIEAST-MCB Camp Lejeune via email
KDB/SVR
TBD
EJA
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DSN
S -0
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.COM
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
P: 804.464.4111
RICHMOND, VIRGINIA 23294
2821 EMORYWOOD PARKWAY SUITE 300
20.009-H
S Y
M D
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C R
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STRUCTURAL ABBREVIATION LIST:
P.E.B. ANCHOR ROD
EMBED SCHEDULE
PLUS/MINUS
DIAMETER
CENTERLINE
ON CENTER
ANCHOR BOLT
ARCHITECT or ARCHITECTURAL
BOTTOM
BAR DIAMETER
BUILDING
BRACING
BRIDGING
CENTER OF GRAVITY
CAST IN PLACE
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONTINUOUS
COORDINATE
DETAIL
DIAMETER
DRAWING
EACH FACE
EACH WAY
ELEVATION
ELECTRICAL
ELEVATOR or ELEVATION
EXISTING
EXPANSION
FACE OF
FIRST RISER
FINISH or FINISHED
FOOTING
HOLLOW CORE
HORIZONTAL
JOIST BEARING ELEVATION
KIPS PER SQUARE FOOT
KIPS PER SQUARE INCH
LONG LEG HORIZONTAL
LONG LEG OUTSTANDING
MIDDLE OF SLAB
MIDDLE OF WALL
MANUFACTURER or
MATERIAL
MECHANICAL
PRECAST
PRE-STRESSED
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PLUMBING
RADIUS
REINFORCED or REINFORCING
REQUIRED
SLAB-ON-GRADE
STEPPED FOOTING
SECTION
STANDARD
STIRRUP
STRUCTURAL
TOP OF STEEL
TEMPERATURE
TYPICAL
UNLESS OTHERWISE NOTED
VERTICAL
WORKING POINT
WELDED WIRE REINFORCMENT
CMU
ELEV.
J.B.E.
K.S.F.
K.S.I.
MANUF.
PSF
PSI
REINF.
U.O.N.
VERT.
W.P.
W.W.R.
S.O.G.
S.F.
SECT.
STD.
STIR.
STRUCT.
T.O.S.
TEMP.
TYP.
M.O.S.
M.O.W.
MATL.
MECH.
P.C.
P.S.
PLUMB.
R.
REQD.
FTG.
H.C.
HORIZ.
LLH
LLO
DET.
DIA.
DWG.
E.F.
E.W.
EL.
ELEC.
EXIST.
EXP.
F.O.
F.R.
FIN.
B.
B.D.
BLDG.
BRCG.
BRDG.
C.G.
C.I.P.
COL.
CONC.
CONT.
COORD.
Ø
CL
o/c
A.B.
ARCH.
MANUFACTURER'S
ACI
ASTM
AMERICAN CONCRETE INSTITUTE
AMERICAN SOCIETY FOR
TESTING AND MATERIALS
CANT. CANTILEVER
SCHED. SCHEDULE
GALV. GALVANIZED
ENG. ENGINEER
AISC AMERICAN INSTITUTE OF
STEEL CONSTRUCTION
BTWN. BETWEEN
SIM. SIMILAR
MAX.
MIN.
MAXIMUM
MINIMUM
N.T.S.
OSB
NOT TO SCALE
ORIENTED STRAND BOARD
DBL.
DIAG.
DOUBLE
DIAGONAL
EMB. EMBED or EMBEDMENT
STIFF. STIFFENER
REF. REFERENCE
PROJ. PROJECTION
B.E.J. BUILDING EXPANSION JOINT
G.C. GENERAL CONTRACTOR
F.L. FULL LENGTH
ADJ. ADJACENT
BRG. BEARING
REVISIONREV.
C.J.P. COMPLETE JOINT PENETRATION
LSH
LSV
LONG SIDE HORIZONTAL
LONG SIDE VERTICAL
EQUIV. EQUIVALENT
LONG LEG VERTICALLLV
SHORT LEG OUTSTANDINGSLO
POWDER ACTUATED FASTENERPAF
STEEL JOIST INSTITUTES.J.I.
S.D.I. STEEL DECK INSTITUTE
E.O. EDGE OF
CONN. CONNECT or CONNECTION
P.T. PRESSURE TREATED
MASONRYMAS.
STRUCTURAL STEEL
ARCHITECTURALLY EXPOSEDAESS
SEISMIC EXPANSION JOINTS.E.J.
A.R. ANCHOR ROD
DECK ASSEMBLY
SLOPED INTEGRAL ROOFS.I.R.D.A.
POST-TENSIONEDP/T
POUNDS PER LINEAR FOOTPLF
OPP. OPPOSITE
SQUARESQ.
SEISMIC FORCE RESISTINGSFRS
SYSTEM
METAL BUILDING SYSTEMSM.B.S.
METAL BUILDING SYSTEM NOTES:
METAL BUILDING SYSTEMS MUST BE DESIGNED IN ACCORDANCE WITH THE
PRE-ENGINEERED METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA)
"DESIGN PRACTICES MANUAL".
THE CONTRACTOR MUST SUBMIT SHOP DRAWINGS PREPARED BY A
PROFESSIONAL ENGINEER FOR THE DESIGN OF METAL BUILDING SYSTEMS
INCLUDING DESIGN LOADINGS AND REACTIONS APPLIED TO THE
SUPPORTING STRUCTURE.
METAL BUILDING SYSTEMS DESIGN LIVE LOADS MUST BE AS
FOLLOWS:
ROOF LIVE LOAD
SNOWDRIFT
ROOF DEAD LOADS
THE METAL BUILDING FOUNDATION DESIGN IS BASED UPON THE PRELIMINARY
ANALYSIS. THE CONTRACTOR MUST BE RESPONSIBLE FOR COORDINATION OF
ANY REVISIONS REQUIRED TO THE FOUNDATION.
AS INDICATED IN "GENERAL NOTES"
APPLIED IN ACCORDANCE WITH IBC 2021
A GROUND SNOW LOAD OF 10 PSF
WEIGHT OF ALL EQUIPMENT INDICATED ON
THE DRAWINGS, PLUS WEIGHT OF THE
BUILDING, PLUS A COLLATERAL EQUIPMENT
WEIGHT OF 7 PSF
AS INDICATED IN "GENERAL NOTES"WIND LOAD
1.
2.
3.
4.
A.
B.
C.
D.
EDITION, BASED ON
NOTES:
FOUNDATIONS HAVE BEEN DESIGNED FOR THE REACTIONS
INDICATED IN THE SCHEDULE. IF ACTUAL REACTIONS EXCEED
THE LISTED FORCE BY MORE THAN 10 PERCENT, CONTACT THE
ENGINEER OF RECORD TO CONFIRM THE FOUNDATION DESIGN.
ALL REACTIONS ARE BASED ON ASCE 7-16 - ALLOWABLE STRESS
DESIGN LOAD COMBINATIONS.
1.
2.
PRE-ENGINEERED BUILDING
REACTION SCHEDULE
COLUMN
GRID(S)
P comp (Kips)
P uplift (Kips)
Hx Shear (Kips)
Hz Shear (Kips)
0.9-B, 0.9-C, 2-A, 2-D
3-A, 3-D, 4-A, 4-D
5-A, 5-D, 6-A, 6-D
1-A, 1-D
1-B, 1-C, 6-B, 6-C
7-A, 7-D
8-A, 8-D
8-B, 8-C
BID OPTION
38 8 24-
7 - 6-
38 8 24-
19 4 12-
7 - 6-
44 9 246
19 4 126
20"
ANCHOR ROD
3/4"
DIAMETER
MINIMUM
EMBEDMENT
1" 20"
ROUGH CARPENTRY NOTES:
ROUGH CARPENTRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE NATIONAL
FOREST PRODUCTS ASSOCIATION (NFPA) "NATIONAL DESIGN SPECIFICATIONS
FOR WOOD CONSTRUCTION".
UNLESS OTHERWISE NOTED, ALL NAILING MUST CONFORM TO THE "FASTENING
SCHEDULE" SHOWN IN TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE,
2021 EDITION.
WOOD AND TIMBER FRAMING MEMBERS MUST COMPLY WITH PS 20" AMERICAN
SOFTWOOD LUMBER STANDARD" AND THE FOLLOWING REQUIREMENTS:
MOISTURE CONTENT - SEASONED WITH 15 PERCENT MAXIMUM MOISTURE
CONTENT
GRADE - NO. 2
SPECIES - SOUTHERN PINE GRADED UNDER SPIB RULES
WOOD FRAMING MEMBERS PERMANENTLY EXPOSED TO THE WEATHER MUST BE
PRESERVATIVE-TREATED. BOLT HEAD AND NUTS BEARING ON WOOD SHALL BE
PROVIDED WITH STANDARD CUT WASHERS. ALL BOLTS, NAILS OR SCREWS
EXPOSED TO WEATHER OR EMBEDDED IN CONCRETE MUST BE STAINLESS STEEL
OR GALVANIZED AS INDICATED AND IN ACCORDANCE WITH ASTM A123.
STEEL PLATE CONNECTORS MUST BE STAINLESS STEEL AND COMPLY WITH ASTM
A36 SPECIFICATIONS (Fy=36 KSI). BOLTS CONNECTING WOOD MEMBERS MUST
COMPLY WITH ASTM A325 STEEL BOLTS, UNLESS OTHERWISE SPECIFIED.
METAL FRAMING ANCHORS MUST BE STAINLESS STEEL COMPLY WITH ASTM A653
GRADE A (STRUCTURAL QUALITY).
DELEGATED DESIGN NOTES:
DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND
COMPONENTS IS DELEGATED TO A QUALIFIED SPECIALTY STRUCTURAL
ENGINEER RETAINED BY THE CONTRACTOR. THESE SYSTEMS AND COMPONENTS
INCLUDE, BUT ARE NOT LIMITED TO:
METAL BUILDING SYSTEM
COLD-FORMED STEEL FRAMING AND CONNECTIONS
DELEGATED ENGINEERED SYSTEMS AND COMPONENTS MUST SATISFY ASCE 7-16
AND REQUIREMENTS OF APPLICABLE MATERIAL-SPECIFIC STANDARDS.
COORDINATE WITH THE CONTRACT DOCUMENTS FOR PROFESSIONAL LICENSURE
AND SEALING REQUIREMENTS, DESIGN CRITERIA, DETAILS OF THE
SYSTEM/COMPONENT INTERFACE WITH THE PRIMARY STRUCTURE AND
SUBMITTAL AND CALCULATION REQUIREMENTS.
DO NOT FABRICATE OR INSTALL DELEGATED DESIGN ITEMS UNTIL SUBMITTED
DELEGATED DESIGN DOCUMENTS HAVE BEEN REVIEWED FOR COMPLIANCE BY
THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD.
SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL
DRAWINGS AND THE SPECIFICATIONS FOR ADDITIONAL DELEGATED DESIGN (IF
ANY) NOT SHOWN ON THE STRUCTURAL DRAWINGS.
1.
2.
3.
4.
5.
6.
1.
2.
3.
4.
5.
A.
B.
A.
B.
C.
SEE GENERAL NOTES ON S-001 FOR DESIGN CRITERIA AND SERVICEABILITY LIMITS.5.
MISCELLANEOUS METAL NOTES:
MISCELLANEOUS STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE
FOURTEENTH EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION
(AISC 360-16) "STEEL CONSTRUCTION MANUAL" - ALLOWABLE STRESS DESIGN.
MISCELLANEOUS STEEL MUST COMPLY WITH THE FOLLOWING SPECIFICATIONS:
ANCHOR RODS - ASTM F1554, GRADE 36
ALL OTHER STRUCTURAL STEEL SHAPES, PLATES AND BARS - ASTM A36,
Fy=36 KSI (UNLESS OTHERWISE NOTED)
WELDING MUST BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING
CODE - STEEL". WELD ELECTRODES MUST BE E70XX. CONTINUOUS 3/16" FILLET
WELDS ARE REQUIRED UNLESS OTHERWISE NOTED.
SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL
DRAWINGS FOR ADDITIONAL STEEL (IF ANY) NOT SHOWN ON THE STRUCTURAL
DRAWINGS.
MISCELLANEOUS STEEL NOTED TO BE GALVANIZED MUST CONFORM TO ASTM
A123 OR ASTM A153. GALVANIZE STRUCTURAL STEEL AFTER FABRICATION
WHERE PRACTICAL. REPAIR DAMAGED GALVANIZED COATING USING ASTM A780
ZINC-RICH PAINT.
1.
2.
3.
4.
5.
A.
B.
ENGINEERS + SURVEYORS
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
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
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IL
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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
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
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M S
C O
M M
A N
D
M
ID
-A
TL
A N
TI
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N O
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O L
K V
A
AS NOTED
D C
C O
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U .S
. M A
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O R
P S
1717488
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.r v t
S-002
S
TR
U C
TU
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N O
TE
S
A N
D A
B B
R E
V
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N S
DWS
12885917
EHI NAA
06/05/23
Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F. MCIEAST-MCB Camp Lejeune via email
KDB/SVR
TBD
EJA
NEK
DSN
S -0
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.COM
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
P: 804.464.4111
RICHMOND, VIRGINIA 23294
2821 EMORYWOOD PARKWAY SUITE 300
20.009-H
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P
C J O
R D
C J
(TYP.)
C J O
R D
C J
(TYP.)
A
A
B B B B B
C
C
130'-6"±5'-3"±
32'-5"±
2'-11"±
16'-10"±
150°149°
EDGE OF SLAB EDGE OF SLAB
EDGE OF SLAB
EDGE OF SLAB
8' WIDE TIMBER WALK PILE (TYP.)
POST (TYP.)
BEAM (TYP.)
A A
PILES (TYP.)
TIMBER WALK FRAMING -
SEE OTHER DETAILS
APPROXIMATE EXISTING SURFACE
AT WALK CENTERLINE (FIELD VERIFY)
PILES CENTERED EQUAL
DISTANCE OFF SWALE EQUAL EQUAL
10'-0" MAX.
(TYP.)
'-0
M
IN
. E
M B
TY
P
LOWPOINT OF THE SWALE
A. SEE THE CIVIL DRAWINGS FOR TOP OF FOOT BRIDGE DECK AND
CONCRETE TURNED DOWN SLAB ELEVATION.
B. FOR THE STRUCTURAL NOTES AND ABBREVIATIONS SEE SHEETS S-001
AND S-002.
B1
SF411-C
C3
SF411-C
B3
SF411-C
SEE SHEET CS102-C FOR EXTENT OF WETLANDS.
A1
SB401
A1
SB401
A1
SB401
A1
SB401
A1
SB401
A1
SB401
A. 6" THICK CONCRETE SLAB-ON-GRADE WITH TURNED DOWN EDGES
REINFORCED WITH #4 AT 12" ON-CENTER EACH WAY OVER 4" DEPTH OF #57
STONE.
B. THE 2x8 CROSS BRACING SHOWN IN SECTION B1/SF411-C IS ONLY
REQUIRED AT SETS OF PILES INDICATED BY THIS NOTE.
C. SEE C1/SB502 FOR CONTROL JOINT AND DOWELED CONSTRUCTION JOINT
DETAILS.
ENGINEERS + SURVEYORS
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
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
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
TE
M S
C O
M M
A N
D
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ID
-A
TL
A N
TI
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N O
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O L
K V
A
AS NOTED
D C
C O
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U .S
. M A
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IN
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P S
1717488
C A
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P -1
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.r v t
SB103-C
FO
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ID
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LA
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12885922
EHI NAA
06/05/23
Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F. MCIEAST-MCB Camp Lejeune via email
KDB/SVR
TBD
EJA
NEK
DSN
S B
-C
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.COM
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
P: 804.464.4111
RICHMOND, VIRGINIA 23294
2821 EMORYWOOD PARKWAY SUITE 300
20.009-H
GENERAL SHEET NOTES
GRAPHIC SCALE(S)
NEW WORK KEYNOTES#
8' 16' 32'0' 1/16" =1'-0"
SCALE: 1/8" = 1'-0"
C1
FOOT BRIDGE FRAMING PLAN
SCALE: 1/8" = 1'-0"
B1
FOOT BRIDGE ELEVATION
S Y
M D
E S
C R
IP
TI
O N
D A
TE
A
P
1' -0
5'-4"
3" 1'
-2
1' -2
3' -6
8'-0"
1'-0" 6'-0" (STRINGERS AT 18" o/c) 1'-0"
B1
SF411-C
SECTION
3/4" = 1'-0"
TOP OF SOIL EL. -
(M A
X
CL STRINGER
CL STRINGER
3/4"Ø GALV. TROUGH
P.T. 2x8 BRACING (TYP.)
INSTALL SINGLE STAINLESS STEEL
1" CHAMFER (TYP.)
P.T. 3x6 HANDRAIL WITH
1/2" BULLNOSE EDGES
FASTEN TO EACH POST
USING 3 - #10 x 3 1/2"
SCREWS IN EACH POST
P.T. 2x6 HANDRAIL BEAM
FASTEN TO EACH POST
P.T. 6x6 WOOD POST P.T. 3x8 DECKING FASTEN
TO EACH STRINGER
USING 2 - #12 x 3 1/2"
STAINLESS STEEL DECK
SCREWS (TYP.)
HURRICANE TIE AT
EACH P.T. 8x8 BEAM
5/8"Ø GALV. THROUGH
BOLTS AT EACH POST
WITH STAINLESS STEEL
WASHERS (TYP.)
5/8"Ø GALV. LAG BOLT
WITH 12" EMBED. (TYP.)
STAINLESS STEEL METAL
STRAP EACH SIDE OF PILE
FASTEN P.T. 8x8 BEAM TO PILE USING 3/4"Ø x
20" LONG STAINLESS
P.T. TIMBER PILE (TYP.)
P.T. 2x12 x 1'-0"
POST BLOCKING
4x12 STRINGERS - LAP STRINGERS
4x12 BUTTED STINGER
4"Ø SPLIT RING (TYP.)
4x12 BUTTED
STRINGER
CL PILECL PILE
VARIES WITH SLOPE
(250# MIN. CAPACITY) -
(TYP.)
(500# MIN. CAPACITY) - (TYP.)
TOP OF POST
CENTERED IN POST AND
AT EACH P.T. 8x8 BEAM
STEEL LAG BOLTS (TYP.)
P.T. 8x8 BEAM
AT 5'-0"o/c
NOTE:
ALL NAILS AND SCREWS
MUST BE STAINLESS STEEL
(U.O.N)
OVER P.T.8x8 BEAMS (TYP. U.O.N.)
EACH SIDE OF
BUTT STRINGER
(TYP.)
(TYP.)
USING 3 - #10 x 3 1/2"
SCREWS IN EACH POST
(TYP.)
STAINLESS STEEL
BOLTS (TYP.)
SEE THE CIVIL DWGS.
B3
SF411-C
SECTION
3/4" = 1'-0"
8"
3' -0
P.T. 8x8 BEAM
P.T. TIMBER PILE
METAL STRAP EACH
SIDE OF PILE (500# MIN.
CAPACITY)
4x12 STRINGERS
P.T. 2x12 FASTEN TO:
PILING USING 2 - 40d NAILS;
STRINGERS USING 2 - 40d NAILS;
BEAM USING 2 - 40d NAILS AT 16"o/c
STAINLESS STEEL
FOR DETAILS
NOT NOTED SEE
SECTION B1/SF411-C
1'-0" 6'-0" (STRINGERS AT 18" o/c) 1'-0"
8'-0"
3" 1'
-2
1' -2
3' -6
3"
3"
C3
SF411
SECTION
3/4" = 1'-0"
TOP OF POST
2 - 5/8"Ø GALV. THROUGH
BOLTS AT EACH POST
WITH STAINLESS STEEL
WASHERS (TYP.)
FOR DETAILS
NOT NOTED SEE
SECTION B1/SF411-C
CL STRINGER CL STRINGER
ENGINEERS + SURVEYORS
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
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
PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
N A
V A
L
FA
C
IL
IT
IE
S E
N G
IN
E
E R
IN
G
S Y
S
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M S
C O
M M
A N
D
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ID
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A N
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N O
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O L
K V
A
AS NOTED
D C
C O
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U .S
. M A
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IN
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O R
P S
1717488
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SF411-C
FR
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12885930
EHI NAA
06/05/23
Approved by Sofia Schwartz, Asset Management Branch Director, PWD G-F. MCIEAST-MCB Camp Lejeune via email
KDB/SVR
TBD
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-C
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.COM
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
P: 804.464.4111
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2821 EMORYWOOD PARKWAY SUITE 300
20.009-H
S Y
M D
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C R
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D A
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A
P
POLE AS
INDICATED
1.
2.
3.
4.
5.
6.
7.
LUMINAIRE REQUIREMENTS:
HOUSING - DIE-CAST OR EXTRUDED ALUMINUM WITH INTEGRAL, HEAT SINK FINS,
RIBS, OR EQUIVALENT PASSIVE COOLING MECHANISM. HEATSINK MUST BE
INCORPORATED DIRECTLY INTO HOUSING. SINGLE ARM ALUMINUM MOUNTING
BRACKET WITH CONCEALED FASTENERS AND FINISH TO MATCH POLE.
FINISH - MULTI-STAGE PRE-TREATMENT, FINISHED WITH BAKED-ON POLYESTER
POWDER COAT. FINISH AS NOTED ON LUMINAIRE SCHEDULE.
DRIVER - PROVIDE IN SEPARATE COMPARTMENT ACCESSIBLE WITHOUT THE USE OF
HAND TOOLS. CLASS 1 DRIVER MUST OPERATE AT 120V, 50/60 HZ. POWER FACTOR
GREATER THAN 0.9 AND THD LESS THAN 20% AT FULL LOAD.
LIGHT SOURCE - SOLID STATE LEDS, 4000K CCT UON, MINIMUM 70 CRI UON, AND
MINIMUM EFFICACY OF 100 LUMENS/WATT UON. LUMEN OUTPUT AND DISTRIBUTION
TYPE AS NOTED ON LUMINAIRE SCHEDULE. BUG UPLIGHT RATING OF U0, WITH
BACKLIGHT AND GLARE RATINGS AS DETERMINED BY LIGHTING ZONE INSTALLED.
SEE A3/EL502 FOR POLE DETAIL.
CERTIFICATION - UL AND/OR ETL LISTED FOR WET LOCATIONS, ROHS COMPLIANT.
COMPLIES WITH IES LM79, LM80, AND TM21 TESTING STANDARDS.
OTHER - THE ABOVE SKETCH IS A NON-PROPRIETARY GRAPHIC REPRESENTATION OF
A LUMINAIRE THAT MAY MEET THE SPECIFICATION REQUIREMENTS AND IS NOT
INTENDED TO INDICATE A CERTAIN MANUFACTURER'S PREFERENCE. OPTIONS AS
NOTED ON LUMINAIRE SCHEDULE.
LED AREA LUMINAIRE
TOP VIEW
SIDE VIEW
REVISED: NOVEMBER 2020 XL-2LIGHTING PLATE:
NOTE: REFER TO SHEET ES503 FOR
LIGHTING POLE LABELING DETAILS.
INTEGRAL NEMA/ANSI 7-PIN PHOTOCONTROL RECEPTACLE.
LED STEP LIGHT
1.
3.
4.
5.
6.
7.
LUMINAIRE REQUIREMENTS:
HOUSING - DIE-CAST HOUSING WITH SOLID ALUMINUM FACEPLATE, EXTRUDED CLEAR
ACRYLIC LENS CONCEALED IN REFLECTOR HOUSING, AND RIBBED SURFACE DESIGN
WITH MATTE BLACK FINISH. SIZE AS INDICATED IN LUMINAIRE SCHEDULE.
LIGHT SOURCE -
SOLID STATE LEDS, 4000K CCT UON, MINIMUM 80 CRI UON, AND
MINIMUM EFFICACY OF 90 LUMENS/WATT UON. INITIAL LUMEN OUTPUT AS INDICATED
IN LUMINAIRE SCHEDULE.
DRIVER - REPLACEABLE, INTEGRAL, HIGH-EFFICIENCY DRIVER WITH MINIMUM 0.9 PF,
OPERATING VOLTAGE OF 120V, THERMAL MANAGEMENT, < 20% TOTAL HARMONIC
DISTORTION. ON/OFF CONTROL AND FULLY DIMMABLE AS INDICATED IN LUMINAIRE
SCHEDULE.
CERTIFICATION - UL LISTED FOR WET LOCATION, ROHS COMPLIANT. COMPLIES WITH
IES LM79, LM80, AND TM21 TESTING STANDARDS.
MOUNTING - SURFACE MOUNT TO JUNCTION BOX.
THIS SKETCH IS A NON-PROPRIETARY GRAPHIC REPRESENTATION OF A LUMINAIRE
THAT MAY MEET THE SPECIFICATION REQUIREMENTS. IT IS NOT INTENDED TO
INDICATE A CERTAIN MANUFACTURER OR PREFERENCE.
2. INTEGRAL PHOTOCELL.
1'-6"
SE
E
LIG
HT
IN
G
FI
XT
UR
E
SC
HE
DU
LE
WIRING HANDHOLE MIN. 2-1/2" X 5" (CLEAR OPENING)
WITH COVER AND STAINLESS STEEL SCREWS.
TERMINATE CONDUITS INTERNALLY, ADJACENT
TO HANDHOLE.
TENON WITH PROVISION FOR SP1 FIXTURE.
SEE DETAIL C1/EL502-A FOR SP1 FIXTURE.
NOTES:
1.
CONCRETE POLE - ANCHOR BASE, TENON MOUNT
TAPERED OR STRAIGHT CONCRETE POLE.
COORDINATE POLE AND LUMINAIRE EPA WITH SPECIFICATIONS.
FULL BASE COVER - TWO-PIECE GALVANIZED STEEL
WITH CAST ALUMINUM ANCHOR BASE.
CONCRETE FOUNDATION. SEE DETAIL A4/EL502.
FINISHED GRADE.
ANCHOR BOLTS MUST
BE AS RECOMMENDED
BY MANUFACTURER.
3/4"X10' GROUND ROD
"A"
4"
"B"
SET TOP OF CONCRETE
FOUNDATION 3'-0" ABOVE
GRADE.
POLE AS SPECIFIED.
CHAMFER ALL EDGES OF
CONCRETE BASE 1/2".
CONCRETE AS
SPECIFIED.
HANDHOLE
CIRCUIT CONDUCTORS
& CONDUIT TO NEXT
POLE.
#6 AWG INSULATED COPPER GND
C. ATTACHED TO INTERNAL
LUG WELDED TO INTERIOR
OF POLE. 1/2" CONDUIT.COPPER EQUIP.
GND. ATTACH
TO INTERNAL LUG
WELDED TO INTERIOR
OF POLE. EQUIP.
GND. MUST BE
SAME SIZE AND
TYPE AS SUPPLY
CONDUCTOR.
CIRCUIT CONDUCTORS
& CONDUIT TO POWER
PVC CONDUIT STUBBED UP
TO HANDHOLE,
NUMBER AND SIZE AS
REQUIRED.
SOURCE OR NEXT
POLE.
#4 BARS VERT. AT 6" OC
EACH FACE
#3 BARS AT 12" OC
HORIZ.
ANCHOR BASE POLE FOUNDATION
REVISED: NOVEMBER 2020 XL-21LIGHTING PLATE:
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
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IN
G S
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M S
C O
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AN
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PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
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FA
CI
LI
TI
ES
E
NG
IN
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RI
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S
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AN
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AS NOTED
D C
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KTB
12886079-A
JCS JCS
NTSC1 FIXTURE TYPE SP1
NTSC3 FIXTURE TYPE SW4
NTSA3 POLE DETAIL - CONCRETE
NTSA4 POLE BASE DETAIL
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SYMBOL DESCRIPTION
SITE LIGHTING SYMBOLS
WALL/SURFACE MOUNTED LIGHTING FIXTURE.
POLE MOUNTED AREA LIGHTING FIXTURE, SINGLE HEAD.
R - RELOCATED LUMINAIRE.
UNDERGROUND LIGHTING CIRCUIT. BURY AT 24" BFG UON.UL1
UL1 - 1"C - 2#12 + 1#12 GND
LUMINAIRE SCHEDULE
TYPE DESCRIPTION VOLTAGE LAMP
DELIVERED
LUMENS CCT CRI MOUNTING NOTES
Detail Reference
SP1 SINGLE HEAD POLE WITH DIE-CAST
ALUMINUM ENCLOSURE, IP66 RATED OPTICS,
DARK BRONZE POWDER COAT FINISH AND
TYPE 3 DISTRIBUTION.
240V LED 14000 4000K 80 POLE POLE MUST MATCH EXISTING SITE
LIGHTING POLE TYPE AND HEIGHT.
LIGHT FIXTURE MUST MATCH
EXISTING SITE LIGHTING
MOUNTING HEIGHT.
UL WET LISTED.
PROVIDE UBICELL SMART
PHOTOCONTROL TO INTERFACE
WITH CAMP LEJEUNE UBIVU
LIGHTING CONTROL SYSTEM.
C1/EL502-A
SW4 6" WIDE STATIC WHITE LED STEP LIGHT WITH
DIE CAST HOUSING, EXTRUDED CLEAR
ACRYLIC OPTIC LENS, AND RECESSED
SURFACES WITH
RIBBED DESIGN WITH MATTE BLACK FINISH.
INTEGRAL PHOTOCELL.
240V LED 87 4000K 80 SURFACE SEE C1/ES104-C-A FOR MOUNTING.
UL WET LISTED.
INTEGRAL PHOTOCELL.
C3/EL502-A
J. FRANKLIN ORR, PE
POINT OF CONNECTION, EXISTING TO NEW WORK.
EXISTING(X)
AutoCAD SHX Text 30.03-110
AutoCAD SHX Text 7/21/23
AutoCAD SHX Text
WTJ
AutoCAD SHX Text
WTJ
AutoCAD SHX Text
WTJ
AutoCAD SHX Text
UBICELL SMART PHOTOCONTROL
AutoCAD SHX Text
ON LED LUMINAIRES
AutoCAD SHX Text
REVISED
AutoCAD SHX Text
CHK'D
AutoCAD SHX Text
BY
AutoCAD SHX Text
APPR.
AutoCAD SHX Text
AutoCAD SHX Text
AutoCAD SHX Text
AutoCAD SHX Text
AutoCAD SHX Text
%%UNOTES:
AutoCAD SHX Text %%C3.46"
AutoCAD SHX Text
4.44" FROM
AutoCAD SHX Text
NEUTRAL PIN
AutoCAD SHX Text
4.35" FROM
AutoCAD SHX Text
L1/L0 PIN
AutoCAD SHX Text
1. INSTALLATION AND REMOVAL WILL BE TRACKED USING THE UBIVU CLOUD BASED BROWSER.
AutoCAD SHX Text
%%UUBICELL SMART PHOTOCONTROL
AutoCAD SHX Text
DESCRIPTION:
AutoCAD SHX Text
CELL, PHOTOELECTRIC,
AutoCAD SHX Text
LIGHTING CONTROL, SMART,
AutoCAD SHX Text
0-10V DIMMING, UPFACING
AutoCAD SHX Text
SENSOR, 120-480V, 3" DIA,
AutoCAD SHX Text
4" HT
AutoCAD SHX Text 4.07"
AutoCAD SHX Text
%%USIDE VIEW
AutoCAD SHX Text
%%USIDE VIEW
AutoCAD SHX Text
DIMMING (-)
AutoCAD SHX Text
DIMMING (+)
AutoCAD SHX Text
RX DEBUG
AutoCAD SHX Text
TX DEBUG
AutoCAD SHX Text
%%USMART PHOTOCONTROL DETAIL
AutoCAD SHX Text
NEUTRAL POWER
AutoCAD SHX Text
CONTACT
AutoCAD SHX Text
LOAD POWER
AutoCAD SHX Text
CONTACT
AutoCAD SHX Text
LINE POWER
AutoCAD SHX Text
CONTACT
AutoCAD SHX Text
ITEM # 1608043
RR
UL
SP1
UL1
UL1
SP1
UL
SP1
UL1
SW4
SW4
SW4
SW4
SW4
SW4
SW4
SW4
SW4
SW4
SW4
SW4
SW4
10'-0"(TYP.)
SP1
UL1
P-1574U
RR527
SW2 SW2B SW2
SW2
SW1
SW1
SW2B
SW2
SW3B
SW3B
SW2
SF1
UL1
UL
(x)
(x)
(x)(x)
(x)
(x)
TOP OF POST
U SHAPE FITTING FOR
STRUT SUPPORT.
P.T. 8x8 BEAM
SQUARE
WEATHERPROOF
JUNCTION BOX
1/2" IMC CONDUIT.
LIQUID TIGHT
FITTINGS.
13/16" X 13/16" STAINLESS
STEEL U CHANNEL SCREWED
INTO SIDE OF BRIDGE.
5.5H X 8.5W STEP LIGHT
MOUNTED IN WEATHERPROOF 3-GANG
JUNCTION BOX. FRONT OF STEP
LIGHT TO BE AS FLUSH WITH
HORIZONTAL RAILS AS POSSIBLE.
HORIZONTAL
BRIDGE RAILS.
5.5H X 8.5W STEP LIGHT w/INTEGRAL PHOTOCELL MOUNTED IN
WEATHERPROOF 3-GANG JUNCTION BOX. FRONT OF
STEP LIGHT TO BE AS FLUSH WITH HORIZONTAL
RAILS AS POSSIBLE.
1/2" IMC
CONDUIT.
13/16" X 13/16"
STAINLESS STEEL
U CHANNEL.
U SHAPE FITTING
AND STRUT
SPACER.
U CLAMP CONDUIT
SUPPORT.
CONTINUE TO
NEXT FIXTURE
SQUARE
WEATHERPROOF
JUNCTION BOX
1/2" IMC CONDUIT. PROVIDE U CLAMP
SUPPORT HALF WAY BETWEEN
EVERY JUNCTION BOX.
BASE OF BRIDGE.
13/16" X 13/32" STAINLESS
STEEL U CHANNEL.
STEP LIGHT INSTALLATION DETAIL - SECTION STEP LIGHT INSTALLATION DETAIL - OUTSIDE ELEVATION
3" 6"
8"
END POST.
WEATHERPROOF
JUNCTION BOX. PROVIDE AT
EACH SIDE OF BRIDGE.
w/INTEGRAL PHOTOCELL
SATISFACTORY TO DATE
APPROVED
ACTIVITY
FOR COMMANDER NAVFAC
SEAL
A/E INFO
A
B
C
D
1 2 3 4 5
1 2 3 4 5
A
B
C
D
SCALE:
CONSTR. CONTR. NO.
SHEET
NAVFAC DRAWING NO.
DES DRW CHK
OF
EPROJECT NO.:
D
EP
AR
TM
EN
T
O F
TH
E
N
AV
Y N
AV
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F
AC
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IN
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IN
G S
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M S
C O
M M
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PM/DM
BRANCH MANAGER
CHIEF ENG/ARCH
FIRE PROTECTION
NA
VA
L
FA
CI
LI
TI
ES
E
NG
IN
EE
RI
NG
S
YS
TE
M
S
CO
M M
AN
D
M
ID
-A
TL
AN
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N O
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FO
LK
, V
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AS NOTED
D C
C O
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U.
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AR
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RP
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CA
MP
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JE
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B
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(O
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J. FRANKLIN ORR
ES104-C-A
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PA
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KTB
12886072-A
JCS JCS
1" = 30' 0 30' 120'60'
GENERAL SHEET NOTES
GRAPHIC SCALE(S)
KEY NOTES#
1 SEE C1/ES104-C-A FOR BRIDGE STEP LIGHTING INSTALLATION DETAIL.
2 EXTEND EXISTING CONTROLLED SITE LIGHTING BRANCH CIRCUIT TO
SERVE NEW AND RELOCATED LIGHT FIXTURES AS INDICATED.
3 EXISTING LIGHTING TRANSFORMER.
4 PROVIDE NEMA 3R, 30A LOCKABLE FUSED DISCONNECT WITH 1" PVC
RISER AND WEATHERHEAD. MOUNT DISCONNECT TO POLE AT SAME
HEIGHT AS EXISTING DISCONNECT. CONNECT LIGHTING CIRCUIT TO
EXISTING LIGHTING TRANSFORMER. FUSE DISCONNECT AT 20A.
PLAN
NORTH
A. SITE LIGHTING PLAN IS CONTROLLED VIA PHOTOCELLS
1" = 30'-0"A1 SITE LIGHTING PLAN - PARKING LOT EXPANSION AND FOOTBRIDGE/PATH 1" = 20' 0 20' 80'10' 40'
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NTSC1 BRIDGE STEP LIGHT DETAIL
brando.williams.civ
NEW CONCRETE SIDEWALK INSTALLATION ENDS AT PLAN LEFT SIDE OF EXISTING ASPHALT RUNNING TRAIL. PROVIDE A SMOOTH TRANSITION FROM CONCRETE SIDEWALK TO ASPHALT RUNNING TRAIL.
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| 1717488dwg4of15_CIVIL 41 |
| 1717488dwg4of15_CIVIL 42 |
| 1717488dwg4of15_CIVIL 43 |
| 1717488dwg5of15_LANDSCAPE 2 |
| 1717488dwg5of15_LANDSCAPE 3 |
| 1717488dwg5of15_LANDSCAPE 4 |
| 1717488dwg6of15_STRUCTURAL 1 |
| 1717488dwg6of15_STRUCTURAL 2 |
| 1717488dwg6of15_STRUCTURAL 7 |
| 1717488dwg6of15_STRUCTURAL 15 |
| 1717488dwg7of15_ARCHITECTURAL 3 |
| BLDG-1574-1717488-EL502-A |
| Sheets and Views |
| Layout1 |
| BLDG-1574-1717488-ES104-C-A |
| Sheets and Views |
| Layout1 |
File details come from the government source that posted it. Updated .