Attachment K - VOL3_1363603dwg3of11.pdf
PDF 5 MB Posted
- Attached to
- P475 Aircraft Maintenance Hangar
- Solicitation number
- N4008526R0148
About this file
These structural drawings detail the design for a P-475 Aircraft Maintenance Hangar located at MCAS Beaufort, South Carolina for the Naval Facilities Engineering Systems Command (NAVFAC). The comprehensive set of engineering plans covers foundation, framing, and structural details for a two-sector building, designed in accordance with the 2018 International Building Code and various Unified Facilities Criteria (UFC) standards. Key structural specifications include:
Structural design parameters include precast concrete piles driven to -45 feet elevation, 14-inch square precast prestressed concrete sections, and a structural foundation using pile caps and grade beams. The building is designed for seismic design category D, with a seismic importance factor of 1.0 and design base shear of 89 kips. The concrete will have a 28-day compressive strength of 5,000 PSI, reinforced with ASTM A615 Grade 60 deformed bars. The structure incorporates intermediate reinforced precast concrete shear walls, and the first floor is a structural slab with utilities supported from the slab and requiring flexible connections.
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Text version
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, 2018 EDITION, AS ADOPTED BY THE
UNIFIED FACILITIES CRITERIA, AND AS FOLLOWS:
CHANGE 1, OCTOBER 1, 2020
TO HEAVY LOADS, MARCH 1, 2005
BUILDINGS DECEMBER 8, 2018 WITH CHANGE 1,
JUNE 12, 2020
THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT TO
SPECIAL INSPECTIONS AND TESTS AS DESCRIBED IN SECTION 1704 OF THE
INTERNATIONAL BUILDING CODE, 2018 EDITION:
033000 - CAST-IN-PLACE CONCRETE
034500 - PRECAST ARCHITECTURAL CONCRETE
042000 - UNIT MASONRY
051200 - STRUCTURAL STEEL
052100 - STEEL JOIST FRAMING
053000 - STEEL DECK
THIS PROJECT IS SUBJECT TO IBC SPECIAL INSPECTION REQUIREMENTS
AS MODIFIED BY UFC 3-301-01. THE STATEMENT AND SCHEDULE OF
SPECIAL INSPECTIONS DEFINE THE SCOPE OF SPECIAL INSPECTIONS ARE
INCLUDED WITH THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS
FOR WIND AND SEISMC RESISTANCE AND STRUCTURAL OBSERVATIONS
FOR WIND REQUIREMENTS AND SEISMIC RESISTANCE ARE NOT REQUIRED
SINCE THE NOMINAL WIND SPEED FOR THE PROJECT LOCATION IS LESS
THAN 110 MPH AND THE RISK CATEGORY IS II. STRUCTURAL
OBSERVATIONS FOR PROGRESSIVE COLLAPSE AVOIDANCE ARE NOT
REQUIRED.
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.
REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS IN EACH SECTION.
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 ARCHITECT AND CONTRACTNG OFFICER
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 ARCHITECT AND CONTRACTING OFFICER.
LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:
LIVE LOADS:
SNOW DESIGN DATA:
WIND DESIGN DATA:
DESIGN WIND PRESSURES ARE DETERMINED AND APPLIED IN
ACCORDANCE WITH THE DESIGN CRITERIA REFERENCES.
BUILDING SITE IS IN A WIND-BORNE DEBRIS REGION AND ALL
GLAZINGED OPENINGS MUST BE IMPACT-PROTECTED OR IMPACT-
RESISTANT.
SEISMIC DESIGN DATA:
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
BASIC SEISMIC-FORCE-RESISTING SYSTEM IS INTERMEDIATE
REINFORCED PRECAST CONCRETE SHEAR WALLS AND
MECHANICAL UNIT WEIGHTS AND LOCATIONS ARE APPROXIMATE. CONTRACTOR
MUST VERIFY LOCATIONS AND WEIGHTS SHOWN AND REPORT DISCREPANCIES
TO THE ARCHITECT.
DESIGN CRITERIA SERVICEABILITY LIMITS:
ROOF DEFLECTIONS:
WIND LOADS WERE TAKEN AS 0.42 TIMES THE WIND PRESSURE FOR
DETERMINING DEFLECTION LIMITS
THE BUILDING HAS AN OCCUPANCY DESIGNATION OF INHABITED AND REQUIRES
A VERY LOW LEVEL OF PROTECTION. THE BUILDING HAS BEEN DESIGNED IN
ACCORDANCE WITH UFC 4-010-01 ANTITERRORISM PROVISIONS.
FOUNDATION NOTES:
FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT PREPARED
BY TERRACON CONSULTANTS, INC. DATED DECEMBER 22, 2021.
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. THE
GEOTECHNICAL ENGINEER WILL REPORT UNSUITABLE CONDITIONS TO THE
CONTRACTING OFFICER AND THE CONTRACTING OFFICER WILL PROVIDE
NO UNBALANCED BACKFILLING MAY BE DONE AGAINST WALLS UNLESS WALLS
ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY
CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.
DRIVEN PILE NOTES:
PILING MUST COMPLY WITH PRECAST CONCRETE INSTITUTE MNL-116 AND
SECTIONS 1808 AND 1810 OF THE 2018 INTERNATIONAL BUILDING CODE. PILING
MUST BE 14 INCH SQUARE PRECAST, PRESTRESSED CONCRETE SECTIONS.
PILE FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE
RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT PREPARED
BY TERRACON CONSULTANTS, INC. DATED DECEMBER 22, 2021.
BASE BID ON DRIVING ALL PILES, EXCEPT TEST PILES, TO AN ACTUAL TIP
ELEVATION OF -45 FEET.
THE CONTRACTOR MUST DRIVE 4 - 80 FOOT LONG TEST PILES IN LOCATIONS
SHOWN ON THE FOUNDATION PLANS. TEST PILE LOCATOINS MAY BE RELOCATED
TEST PILES SHOWN ON PLANS MUST BE TESTED USING PILE DRIVING ANALYZER
(PDA) TO MEASURE DRIVING STRESSES, EVALUATE HAMMER PERFORMANCE AND
VERIFY PILE CAPACITIES. THE LOAD TESTS MUST BE DONE IN ACCORDANCE WITH
THE SPECIFICATIONS AND UNDER THE DIRECTION OF THE GEOTECHNICAL
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 AND/OR WHERE THE CENTER OF
GRAVITY OF A PILE GROUP IS OUT OF POSITION MORE THAN TWO INCHES, THE
CONTRACTOR MAY BE REQUIRED TO DRIVE AN ADDITONAL PILE OR PILES TO
COMPENSATE FOR THE ECCENTRICITY OF THE PILE AND/OR PILE GROUP.
CAST-IN-PLACE CONCRETE 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
STRENGTH OF 5,000 PSI.
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 TABLE 20.6.1.3.1.
PRECAST ARCHITECTURAL CONCRETE NOTES:
PRECAST CONCRETE MUST BE DESIGNED IN ACCORDANCE WITH
THE AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE" ACI 318-14.
THE CONTRACTOR MUST SUBMIT SHOP DRAWINGS PREPARED BY A REGISTERED
PROFESSIONAL ENGINEER FOR THE DESIGN OF STRUCTURAL PRECAST
CONCRETE, INCLUDING DESIGN LOADINGS AND REACTIONS APPLIED TO THE
SUPPORTING STRUCTURE.
CONNECTION DETAILS SHOWN ARE SCHEMATIC ONLY. ALL CONNECTIONS MUST
BE DEVELOPED BY THE PRECAST MANUFACTURER TO SUIT THE SPECIFIED
LOADS AND CONNECTIONS MUST ACCOUNT FOR THERMAL MOVEMENT AND
CREEP OF PRECAST MEMBERS. DETAIL ALL CONNECTIONS ON SHOP DRAWINGS.
IN ADDITION TO THEIR OWN DEAD WEIGHT AND THE DEAD LOADS SHOWN,
PRECAST MEMBERS MUST BE DESIGNED TO SUPPORT THE LIVE LOADS
INDICATED IN THE GENERAL NOTES.
CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN A 28 DAY
COMPRESSIVE STRENGTH OF 5,000 PSI.
REINFORCING MATERIALS MUST BE AS FOLLOWS:
REINFORCING BARS: ASTM A615, GRADE 60, DEFORMED
WELDED WIRE REINFORCMENT: ASTM A185
PRESTRESSING TENDONS MUST COMPLY WITH ASTM A416 GRADE 270,
UNCOATED, 7-WIRE STRESS-RELIEVED STRAND.
CONCRETE MASONRY NOTES:
CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE
AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS AND
SPECIFICATIONS FOR MASONRY STRUCTURES" TMS 402/602 - 16.
CONCRETE MASONRY CONSTRUCTION MUST CONFORM TO THE "BUILDING CODE
REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES" TMS 402/602-16.
CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MADE WITH
LIGHTWEIGHT OR NORMAL WEIGHT 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, 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.
LAP REINFORCING AT ALL SPLICES AS FOLLOWS:
REBAR DOWELS MUST BE THE SAME SIZE AND SPACING AS VERTICAL
REINFORCING FROM FOUNDATION. DOWELS MUST HAVE STANDARD ACI HOOKS.
DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS.
HORIZONTAL JOINT REINFORCING MUST BE W2.8 x W2.8 LADDER TYPE IN CMU
SHEARWALLS AT 8" 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.
STRUCTURAL STEEL NOTES:
STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE
FOURTEENTH EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION
(AISC 360-10) "STEEL CONSTRUCTION MANUAL" - LOAD & RESISTANCE FACTOR
DESIGN.
STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING SPECIFICATIONS:
STRUCTURAL STEEL W- AND WT-SHAPES - ASTM A992, Fy=50 KSI RECTANGULAR AND SQUARE HSS - ASTM A500, GRADE C, Fy=50 KSI
ANCHOR RODS - ASTM F1554, GRADE 36
ALL OTHER STRUCTURAL STEEL SHAPES, PLATES AND BARS - ASTM A36,
Fy=36 KSI (UNLESS OTHERWISE NOTED)
UNLESS OTHERWISE NOTED, ALL BEAM CONNECTIONS MUST BE ACCORDING TO
"TYPICAL BOLTED WEB PLATE CONNECTION DETAILS" ON SHEET OSF502 USING
ASTM A325 BOLTS.
HIGH STRENGTH BOLTS MUST BE FULLY PRE-TENSIONED.
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.
UNLESS OTHERWISE NOTED, THE TOP OF ALL STEEL COLUMNS MUST HAVE A
STEEL CAP PLATE. UNLESS OTHERWISE DETAILED OR NOTED, MINIMUM CAP
PLATE DIMENSIONS MUST MATCH COLUMN WIDTH AND DEPTH AND MINIMUM
THICKNESS OF CAP PLATE MUST EQUAL COLUMN WEB THICKNESS (1/2" MIN).
STRUCTURAL 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.
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A.
B.
C.
D.
E.
F.
UFC 1-200-01 DoD BUILDING CODE, OCTOBER 8, 2019 WITH
UFC 3-220-01 GEOTECHNICAL ENGINEERING NOVEMBER 1, 2012
UFC 3-301-01 STRUCTURAL ENGINEERING OCTOBER 1, 2019
UFC 3-320-06A CONCRETE FLOOR SLAB-ON-GRADE SUBJECTED
UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR
UFC 3-110-03 ROOFING MAY 1, 2012 WITH CHANGE 5,
AUGUST 1, 2020
A.
B.
C.
D.
E.
F.
G.
H.
A.
B.
C.
D.
ROOF
20 PSF
GROUND SNOW LOAD
5 PSF
ULTIMATE DESIGN WIND SPEED
139 MPHNOMINAL DESIGN WIND SPEED
108 MPHRISK CATEGORY
IIWIND EXPOSURE
CINTERNAL PRESSURE COEFFICIENT
±0.18WIND DIRECTIONALITY FACTOR, Kd 0.85GUST EFFECT FACTOR, Gf 0.85TOPOGRAPHIC FACTOR, Kzt
1.0GROUND ELEVATION FACTOR, Ke 1.0
SLAB-ON-GRADE (UNIFORM)
250 PSF
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR 1.0
SS (SITE SPECIFIC SDS VALUES)
S1 (SITE SPECIFIC SDI VALUES)
SITE CLASS F
SDS 0.435g SD1 0.251g
SEISMIC DESIGN CATEGORY D
DESIGN BASE SHEAR 89 KIPS
SEISMIC RESPONSE COEFFICIENT
464 KIPSSEISMIC SHEAR ON PILES
0.09
A.
B.
C.
D.
LIVE LOAD L/360
TOTAL LOAD L/240
LATERAL DRIFT H/480
LATERAL (OUT OF PLANE) L/240
1.
2.
A.
B.
C.
A.
A.
B.
#3 - 19" G. #9 - 119"A.
B.
C.
D. #6 - 52"
#4 - 25" H. #10 OR LARGER -E. #7 - 67"
#5 - 31" 'MECHANICALLY SPLICED'F. #8 - 93"
A.
B.
C.
D.
GENERAL NOTES (CONTINUED):
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15.
EXISTING BUILDINGS ON THE SITE ARE PILE SUPPORTED AND GEOTHERMAL WELLS
EXIST BENEATH THE EXISTING PARKING LOTS. EXISTING PILES AND GEOTHERMAL
WELLS WILL REMAIN AND BE CUT OFF 2’-0” BELOW BUILDING SLAB AND NEW
FOUNDATIONS. NEW PILES MUST BE PLACED 14” CLEAR FROM THE EXISTING PILES
AND WELLS. THE EXACT LOCATION OF THE EXISTING PILES AND WELLS ARE UNKNOWN.
THE EXISTING PILE AND WELLS MUST BE EXPOSED AND LOCATED DURING
CONSTRUCTION. IN ORDER TO MAINTAIN THE 14” CLEARANCE BETWEEN NEW AND
EXISTING, THE NEW PILES MUST BE FIELD ADJUSTED DURING PILE INSTALLATION.
THE PROCESS FOR THIS FIELD ADJUSTMENT WILL BE TO UNCOVER THE EXISTING
PILES AND WELLS. SURVEY THE LOCATION OF THE PILES AND WELLS AND SUBMIT
THE SURVEY TO THE STRUCTURAL ENGINEER. THE STRUCTURAL ENGINEER WILL
EVALUATE THE REQUIRED LOCATION OF NEW PILES RELATIVE TO THE EXISTING
PILES AND WELLS AND PROVIDE DIRECTION TO THE CONTRACTOR ON WHERE TO
DRIVE THE NEW PILES. AFTER THE EVALUATION OF EXISTING CONDITIONS AND
FOUNDATION REDESIGN, THE STRUCTURAL ENGINEER WILL PROVIDE DIRECTION
ON WHICH PILES NEED TO BE RELOCATED. THE REVIEW AND REDESIGN TIME FOR
DRIVEN PILE NOTES: (CONTINUED):
312300.0020 - EXCAVATION AND FILL
316213.20 - PRECAST / PRESTRESSED CONCRETE PILES
100 YEAR (1 HOUR RAIN FALL)
RAIN DESIGN DATA:
1.
E.
CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN 28 DAY COMPRESSIVE3.
STRENGTH OF 7,000 PSI.
ENGINEER.
DIRECTION FOR CORRECTIVE ACTION WHERE REQUIRED.
12.
13.
5.0RESPONSE MODIFICATION FACTOR
1.0REDUNDANCY FACTOR
4.25 INCHES
(SEE A3/OSB501 'PILE DESIGN CRITERIA' FOR ADDITIONAL INFORMATION):
D.
E.
REINFORCED MASONRY SHEARWALLS.
THE FIRST FLOOR IS A STRUCTURAL SLAB. ALL UTILITIES MUST BE SUPPORTED
FROM THE SLAB AND UTILITIES MUST HAVE FLEXIBLE CONNECTIONS AS THE
UTILITY ENTERS THE BUILDING. REFER TO OTHER DISCIPLINES DRAWINGS FOR
13.
SUPPORT DETAILS. AT LOCATIONS WHERE UTILITIES ENTER THE BUILDING, THE
PENETRATION THROUGH THE FOUNDATION WALLS, PRECAST WALLS AND
TURNDOWN SLAB EDGES MUST BE 6" LARGER THAN THE UTILITY TO ALLOW 6"
OF SPACE BELOW THE UTILITY.
EACH SURVEY SUBMITTAL IS 30 DAYS.
ALL CONCRETE MASONRY WALLS INDICATED ON THE STRUCTURAL DRAWINGS
ARE MASONRY SHEAR WALLS AND ARE PART OF THE SEISMIC FORCE RESISTING
SYSTEM (SFRS).
NON-LOAD BEARING MASONRY WALLS ARE INDICATED ON THE ARCHITECTURAL
DRAWINGS AND MUST BE REINFORCED WITH #4 AT 48" ON-CENTER VERTICAL
WALL REINFORCEMENT.
REFER TO THE PARTITION TYPES ON THE ARCHITECTURAL DRAWINGS FOR
CONCRETE MASONRY WALLS THAT MUST BE GROUTED SOLID.
13.
14.
15.
ALLOWABLE (UNLESS OTHERWISE NOTED) DESIGN CAPACITIES ARE AS FOLLOWS
LATERAL (ULTIMATE FOR FREE HEAD CONNECTION) 4.5 TONS
COMPRESSION 80 TONS
TENSION 55 TONS
DRIVING RESISTANCE IS BASED ON A FACTOR OF SAFETY
ULTIMATE DRIVING RESISTANCE
OF 2.0 AND A 53 KIP ALLOWANCE FOR DOWNDRAG.
215 TONS
TO DIFFERENT PILES IF APPROVED BY THE CONTRACTING OFFICER.
ENGINEERS + SURVEYORS
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
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P -4
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FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
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1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
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12/15/2022
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12" = 1'-0"
S T
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OS-001
EHI SEC DWS
12860108
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
1/13/2023
STRUCTURAL ABBREVIATION LIST:
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 REINFORCEMENT
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.
PRE-ENGINEERED BUILDINGPEB
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.
STEEL JOIST NOTES:
STEEL JOISTS MUST CONFORM TO THE LATEST EDITION OF THE STEEL JOIST
INSTITUTE (SJI) STANDARD SPECIFICATIONS.
PREPARE AND SUBMIT FOR REVIEW SHOP DRAWINGS SHOWING THE LAYOUT OF
JOIST MEMBERS, SPECIAL CONNECTIONS, JOINING AND ACCESSORIES. INCLUDE
MARK, NUMBER, TYPE, LOCATION AND SPACING OF JOISTS AND BRIDGING.
THE JOIST MANUFACTURER MUST BE RESPONSIBLE FOR CONTINUOUS JOIST
BRIDGING LINES SATISFYING THE REQUIREMENTS OF THE SJI SPECIFICATION
FOR THE TOP AND BOTTOM CHORDS OF ALL STEEL JOISTS, AS WELL AS ANY
ADDITIONAL BRIDGING/BRACING SHOWN OR REQUIRED FOR JOISTS SUBJECTED
TO NET UPLIFT OR OTHER SPECIAL LOADS. ALL REQUIRED JOIST BRIDGING MUST
BE CLEARLY INDICATED ON THE SHOP DRAWINGS. CROSS-BRIDGING IS
REQUIRED AT CHANGES OF JOIST DEPTHS AND ENDS OF ALL BRIDGING LINES,
UNLESS SUCH ENDS ARE PROPERLY ANCHORED INTO INTERSECTING INTERIOR
OR END WALLS. ALL BRIDGING AND BRIDGING ANCHORS MUST BE COMPLETELY
INSTALLED BEFORE PLACING OF ANY CONSTRUCTION LOADS ON THE JOISTS.
ROOF JOISTS MUST BE DESIGNED FOR A UPLIFT LOAD INDICATED IN THE
'COMPONENT AND CLADDING DESIGN PRESSURES' TABLE AND 'COMPONENT
AND CLADDING LEGEND' SHOWN ON THIS SHEET. TO OBTAIN THE NET UPLIFT
ONE-THIRD STRESS INCREASE NOT PERMITTED FOR LOAD COMBINATIONS
INVOLVING WIND PER IBC SECTION 1605.3.1.1.
WHERE JOIST SPAN EQUALS 40 FEET OR GREATER JOIST MUST BE ERECTION
BOLTED TO STEEL BEAMS, UNLESS PANELIZED JOIST ERECTION IS EMPLOYED.
GENERAL CONTRACTOR MUST COORDINATE BOLT HOLE LOCATIONS REQUIRED
IN STRUCTURAL STEEL MEMBERS.
CONCENTRATED LOADS NOT LOCATED AT JOIST PANEL POINTS MUST BE
REINFORCED PER 'TYPICAL DETAIL AT CONCENTRATED LOADS ON JOISTS'.
UNLESS OTHERWISE NOTED, JOIST SEAT DEPTHS MUST BE 4".
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 20 GAGE GALVANIZED TYPE B RIB DECK
SPANNING PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED.
ATTACH DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETER
PUDDLE WELDS AT EVERY RIB, INCLUDING RIBS WHERE SIDELAPS OCCUR.
FASTEN ADJACENT DECK UNITS WITH #12 SELF-TAPPING HEX HEAD
SCREWS AT 1/3 POINTS BETWEEN SUPPORTS ALONG SIDELAPS AND
FASTEN EDGEMOST DECK PANEL TO STEEL FRAMING WITH 5/8" DIAMETER
PUDDLE WELDS AT SAME SPACING AS SIDELAP FASTENERS.
WELDING MUST BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING
CODE - SHEET STEEL". FIELD WELDS MUST BE WIRE BRUSHED AND PAINTED
WITH ZINC RICH PAINT.
DECK OPENINGS MEASURING GREATER THAN 12" ON ANY SIDE MUST HAVE
SUPPORTS ON ALL SIDES OF OPENING. SUPPORTS MUST SPAN BETWEEN
ADJACENT BEAMS OR JOISTS ON TWO SIDES. UNLESS OTHERWISE NOTED OR
DETAILED ON THE DRAWINGS, USE 5x5x5/16" ANGLES FOR SPANS EXCEEDING 6'-0" AND 3x3x1/4" ANGLES FOR SPANS LESS THAN 6'-0". 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, 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 50 PSF.
PREPARE AND SUBMIT SHOP DRAWINGS FOR REVIEW SHOWING THE LAYOUT AND
TYPES OF DECK UNITS, ANCHORAGE DETAILS AND CONDITIONS REQUIRING
CLOSURE STRIPS, SUPPLEMENTARY FRAMING AND OTHER ACCESSORIES.
TOUCH-UP ALL SCARRED, ABRADED AND RUST AREAS IN STEEL DECK WITH ZINC
RICH PAINT.
POST-INSTALLED ANCHOR NOTES:
POST-INSTALLED ANCHORS MUST BE CAPABLE OF WITHSTANDING DESIGN LOADS
INDICATED ON THE DRAWINGS. APPLICABLE POST-INSTALLED ANCHOR TYPE(S)
ARE AS FOLLOWS:
ANCHORAGE TO CRACKED AND/OR UNCRACKED CONCRETE:
ADHESIVE ANCHORS OR MECHANICAL ANCHORS, AS INDICATED
REBAR DOWELING INTO CRACKED AND/OR UNCRACKED CONCRETE:
ADHESIVE ANCHORS
ANCHORAGE TO SOLID GROUTED MASONRY:
ADHESIVE ANCHORS AS INDICATED
ANCHOR CAPACITY MUST BE BASED ON TECHNICAL DATA PUBLISHED BY THE
ANCHOR MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BY THE
STRUCTURAL ENGINEER OF RECORD. CONTRACTOR MUST PROVIDE
CALCULATIONS DEMONSTRATING THE CHOSEN ANCHOR IS CAPABLE OF
ACHIEVING THE PERFORMANCE VALUES INDICATED. PRODUCTS SUBMITTED WILL
BE EVALUATED BY SHOWING ICC ESR COMPLIANCE WITH THE RELEVANT
BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION
CATEGORY AND AVAILABILITY OF COMPREHENSIVE INSTALLATION
INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP,
IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.
INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS INCLUDED IN
ANCHOR PACKAGING.
OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING A PROPERLY
TESTED AND APPROVED INSTALLATION METHOD.
THE CONTRACTOR MUST ARRANGE A REPRESENTATIVE OF THE ANCHOR
MANUFACTURER TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL
ANCHORING PRODUCTS. THE STRUCTURAL ENGINEER OF RECORD MUST
RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S
PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE
COMMENCEMENT OF INSTALLING ANCHORS.
ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT
ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL
ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED
ON THE DRAWINGS.
EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT
WITH SPECIFIC ANCHOR LOCATIONS. UNLESS OTHERWISE NOTED, THE
REINFORCING BARS CANNOT BE CUT. THE CONTRACTOR MUST REVIEW THE
EXISTING STRUCTURAL DRAWINGS AND MUST LOCATE THE POSITION OF THE
REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS BY GPR X-
RAY, CHIPPING OR OTHER MEANS.
1.
2.
3.
4.
5.
6.
7.
9.
1.
2.
3.
4.
5.
6.
7.
8.
1.
2.
3.
4.
5.
6.
7.
A.
A.
B.
C.
1.
1.
1.
COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)
ROOF
ZONE
TRIBUTARY AREA (SQ. FT.)
WALL
ZONE
10 50 250
TRIBUTARY AREA (SQ. FT.)
10 50 250
+39.0 -52.1
+39.0 -42.3
+35.0 -44.0
+35.0 -38.3
+31.0 -36.0
+31.0 -34.3
+17.4 -71.6
+17.4 -53.5
+16.0 -56.4
+16.0 -51.0
+16.0 -49.9
+16.0 -49.9
+17.4 -46.3 +16.0 -46.3 +16.0 -46.3
NOTES:
PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY
FROM THE SURFACES, RESPECTIVELY.
WIDTH OF COEFFICIENT PRESSURE ZONE, a = 13 FEET. SEE 'COMPONENT AND
1.
2.
CLADDING LEGEND' ON THIS SHEET FOR LOCATIONS.
2 1 2
COMPONENT AND CLADDING LEGEND
TYPICAL UNIT PLAN TYPICAL SIDE WALL
5 4 5
6'-6"' (TYP.) 6'-6" (TYP.)
ALL WIND PRESSURES ARE ULTIMATE LOADS. FOR SERVICE LOAD PRESSURES,3.
MULTIPLY THE ABOVE VALUES BY 0.6 PER ASCE 7-16.
13' 13'
10'
LO
W
E N
D
H
IG
H E
N D
DELEGATED DESIGN NOTES:
DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND
COMPONENTS IS DELEGATED TO A QUALIFIED SPECIALTY STRUCTURAL ENGINEER
1.
RETAINED BY THE CONTRACTOR. THESE SYSTEMS AND COMPONENTS INCLUDE,
BUT ARE NOT LIMITED TO:
A.
B.
C.
OPEN-WEB STEEL JOISTS
DELEGATED ENGINEERED SYSTEMS AND COMPONENTS MUST SATISFY ASCE 7-162.
AND REQUIREMENTS OF APPLICABLE MATERIAL-SPECIFIC STANDARDS.
COORDINATE WITH THE CONTRACT DOCUMENTS FOR PROFESSIONAL LICENSURE3.
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 SUBMITTED4.
DELEGATED DESIGN DOCUMENTS HAVE BEEN REVIEWED FOR COMPLIANCE BY
THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD.
SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL5.
DRAWINGS AND THE SPECIFICATIONS FOR ADDITIONAL DELEGATED DESIGN
REQUIREMENTS (IF ANY) NOT SHOWN ON THE STRUCTURAL DRAWINGS.
PRECAST CONCRETE PILES
PRECAST CONCRETE WALL PANELS
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".
COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR THE LOADS
GIVEN IN THE GENERAL NOTES. UNLESS OTHERWISE NOTED, THE DESIGN LOADS
ARE UNFACTORED SERVICE LOADS; ALL APPLICABLE FACTORS MUST BE APPLIED.
MAXIMUM LATERAL DEFLECTION OF COLD-FORMED FRAMING MEMBERS MUST BE
L/360.
COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR ALL FRAMING
CONDITIONS FOUND IN THE STRUCTURE, INCLUDING WALLS, CORNERS,
HEADERS, JAMBS, EXTERIOR SOFFITS AND GUTTER SUPPORTS. SOME
CONDITIONS MAY REQUIRE MODIFICATION OF COLD-FORMED FRAMING 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 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 NOTES:
8.
VALUE USE MAXIMUM DEAD LOAD OF 5 PSF.
D. COLD-FORMED METAL
SEISMIC FORCE RESISTING SYSTEMSFRS
ALL JOISTS ARE SPECIAL JOISTS AND THE JOIST MANUFACTURER MUST SUBMIT
SIGNED AND SIGNED CALCULATIONS FOR DESIGN OF JOIST. IN ADDITION TO
STEEL JOIST INSTITUTE (SJI) DESIGN CRITERIA, ALL JOIST MUST BE DESIGNED
FOR THE FOLLOWING LOAD CRITERIA:
UNIFORM LOAD INDICATED BY STEEL JOIST INSTITUTE (SJI) DESIGNATION.
A LOAD COMBINATION OF TOTAL UNIFORM LOAD AND A SEISMIC AXIAL
LOAD OF 1,600 POUNDS.
A.
B.
ENGINEERS + SURVEYORS
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
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A N
C E
H A
N G
A R
V
O
LU
M E
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F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
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S
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IN
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R
IN
G S
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T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
12" = 1'-0"
S T
R U
C T
U R
A L
N O
T E
S A
N D
A B
B R
E V
IA
T
IO
N
S
OS-002
EHI SEC DWS
12860109
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
N-E
N-1
N-A N-A
N-B
N-C
N-F
N-4N-3 N-5N-2
N-D
N-D.1
20'-7" 20'-7" 20'-7" 20'-7"
'-0
9'
-9
'-2
'-0
'-4
'-0
1' -6
'-6
'-6
/8
'-1
3/
8"
'-1
3/ 8"
'-3
/2
16'-6 1/2" 16'-2 1/2"
A
B
ENGINEERS + SURVEYORS
0 5'
3/32" = 1'-0" GRAPHIC SCALE
10' 20' 30' 40'
N
PLAN
NORTH
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
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S
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G
IN
E E
R
IN
G S
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T E
M S
C O
M M
A N
D
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ID
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LA
N
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A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
3/32" = 1'-0"
D
IM
E N
S
IO
N P
LA
N
F
O U
N D
A T
IO
N
O
V E
R A
LL
OSB101
EHI SEC DWS
12860110
3/32" = 1'-0"
A1
DIMENSION PLAN - FOUNDATION - OVERALL SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
A
B
KEYPLAN
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
N-C
N-F
N-4N-3 N-5N-2
N-D
N-D.1
F.O. BUILDING AND
EDGE OF SLAB CL COLUMN
(TYP.)
E Q
E Q
E Q
E Q
F.O. BUILDING AND
EDGE OF SLAB
EDGE OF SLAB
1'-6" 20'-7" 20'-7" 20'-7" 20'-7" 1'-6"
1' -6
'-0
9'
-9
'-2
'-0
P-2T
PC10
P-2A
PC9
P-2A
PC8
P-2A
PC7
P-2AT
PC6
P-2A
PC21
P-2AT
PC31
P-2A
PC25
P-2T
PC35
P-2A
PC1
P-2A
PC2
P-2A
PC3
P-2A
PC4
P-2A
PC5
P-1M
PC12
P-1M
PC13
P-1M
PC14
P-1M
PC19
P-1M
PC18
P-1M
PC17
P-2
PC20
P-2
PC11
P-2A
PC15
P-2
PC16
P-2
PC30
P-2
PC26
P-1M
PC22
P-1M
PC23
P-1M
PC24
P-1M
PC29
P-1M
PC28
P-1M
PC27
P-2
PC32
P-2
PC33
P-2
PC34
FOR CONTINUATION SEE SHEET OSB101B
ENGINEERS + SURVEYORS
0 5'
1/8" = 1'-0" GRAPHIC SCALE
10' 20' 30'
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
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LU
M E
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F O
P T
IO
N
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C O
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B E
A U
F O
R T
, S C
N O
R F
O
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, V A
N A
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L F
A C
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IT
IE
S
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Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
1/8" = 1'-0"
D
IM
E N
S
IO
N P
LA
N
F
O U
N D
A T
IO
N
S
E C
T O
R A
OSB101A
EHI SEC DWS
12860111
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
A
B
KEYPLAN
1/8" = 1'-0" A1
DIMENSION PLAN - FOUNDATION - SECTOR A
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
N-A
N-B
N-C
N-4N-3 N-5N-2
1'-6" 20'-7" 20'-7" 20'-7" 20'-7" 1'-6"
F.O. BUILDING
(TYP.)
'-4
'-0
1' -6
1' -6
'-1
3/ 8"
'-1
3/
8"
'-3
/2
6"
6" 16'-6 1/2" 16'-2 1/2"
P-2AT
PC31
P-2A
PC45
P-2AT
PC54
P-2A
PC53
P-2A
PC52
P-2A
PC51
P-2AT
PC50
P-2T
PC35
P-2A
PC49
P-2
PC42
P-2
PC40
P-2
PC26
P-2
PC36
P-2
PC32
P-2
PC33
P-2
PC34
P-1M
PC39
P-1M
PC38
P-1M
PC37
P-1M
PC46
P-1M
PC47
P-1M
PC48
P-2
PC41
P-1M
PC43
P-1M
PC44
P-2T
PC55
FOR CONTINUATION SEE SHEET OSB101A
ENGINEERS + SURVEYORS
0 5'
1/8" = 1'-0" GRAPHIC SCALE
10' 20' 30'
N
PLAN
NORTH
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G S
Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
1/8" = 1'-0"
D
IM
E N
S
IO
N P
LA
N
F
O U
N D
A T
IO
N
S
E C
T O
R B
OSB101B
EHI SEC DWS
12860112
A
B
KEYPLAN
1/8" = 1'-0" B1
DIMENSION PLAN - FOUNDATION - SECTOR B
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
N-A
N-B
N-C
N-F
N-4N-3 N-5N-2
N-D
N-D.1
A
B
ENGINEERS + SURVEYORS
0 5'
3/32" = 1'-0" GRAPHIC SCALE
10' 20' 30' 40'
N
PLAN
NORTH
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G S
Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
3/32" = 1'-0"
F O
U N
D A
T
IO
N P
LA
N
O
V E
R A
LL
OSB102
EHI SEC DWS
12860113
3/32" = 1'-0" A1
FOUNDATION PLAN - OVERALL SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
A
B
KEYPLAN
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
GENERAL FOUNDATION PLAN NOTES :
A. SEE THE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR ELEVATION. TOP OF SLAB
EQUALS FINISHED FLOOR ELEVATION AND MUST SERVE AS THE REFERENCE
ELEVATION 0'-0".
B. FOR THE STRUCTURAL NOTES AND ABBREVIATIONS SEE SHEETS OS-001 AND OS-002.
C. SEE THE DIMENSION PLAN ON SHEET OSB101 AND THE ARCHITECTURAL DRAWINGS
FOR DIMENSIONS NOT SHOWN. SEE THE ARCHITECTURAL DRAWINGS FOR LOCATIONS
OF MASONRY CONTROL JOINTS AND PRECAST CONCRETE DETAILS
D. TOP OF ALL PILE CAPS AND GRADE BEAMS MUST BE 2'-0" BELOW REFERENCE
ELEVATION 0'-0", UNLESS OTHERWISE NOTED.
E. PILE CAP AND GRADE BEAM CENTERLINES MUST COINCIDE WITH COLUMN
CENTERLINES, UNLESS OTHERWISE NOTED.
FOUNDATION PLAN LEGEND :
= CHANGE IN SLAB ELEVATION - SEE THE ARCHITECTURAL
DRAWINGS FOR EXACT SIZE AND LOCATION
= EXTENT OF SLAB SLOPE - SEE THE ARCHITECTURAL
DRAWINGS FOR EXACT LOCATION
=X COLUMN GRID MARK
== SANITARY OR STORM SEWER PIPING BELOW
SLAB - COORDINATE WITH PLUMB. DWGS.
(PIPING PARTIALLY SHOWN, SEE PLUMB. DWGS.
FOR ADDITIONAL PIPING NOT SHOWN)
GB-X = GRADE BEAM MARK - SEE SCHEDULE AND
TYPICAL DETAIL ON SHEET OSB502
P-X = PILE CAP MARK - SEE TYPICAL DETAILS ON
SHEET OSB501
PCX = PILE CAP IDENTIFICATION NUMBER - FOR
REFERENCE ONLY
= TOP OF SLAB ELEVATION - MEASURED
FROM REFERENCE ELEVATION 0'-0"
-XX"
COLUMN AND COLUMN BASE PLATE MARK -
SEE COLUMN BASE PLATE DETAILS ON
SHEET OSB502
COLUMN SIZECBP-X
TOP OF PILE CAP / GRADE BEAM ELEVATION -
MEASURED FROM REFERENCE ELEVATION 0'-0"
(-X'-X")
= TEST PILE LOCATION
= TEST PILE NUMBERTP-X
= "T" SUFFIX ON PILE CAP MARK INDICATES
TENSION PILE CAP
P-XT
= "M" SUFFIX ON PILE CAP MARK INDICATES
MONOLITHIC PILE CAP - TOP OF PILE CAP
ELEVATION EQUALS TOP OF SLAB ELEVATION
P-XM
=P-XM MONOLITHIC PILE CAP MARK - SEE SECTION C2/OSB401
FOUNDATION PLAN KEY NOTES :
1. FIRST FLOOR MUST BE A 10" THICK STRUCTURAL SLAB REINFORCED WITH #6 AT 8"
ON-CENTER MAXIMUM TOP AND #6 AT 12" ON-CENTER, BOTTOM BOTH LAYERS EACH
WAY, OVER 15 MIL. VAPOR RETARDER MINIMUM (SEE SPECIFICATIONS FOR
ADDITIONAL INFORMATION), OVER 4" POUROUS FILL.
2. FIRST FLOOR MUST BE A 12" THICK STRUCTURAL SLAB REINFORCED WITH #6 AT 8"
ON-CENTER MAXIMUM TOP AND #6 AT 12" ON-CENTER, BOTTOM BOTH LAYERS EACH
WAY, OVER 15 MIL. VAPOR RETARDER MINIMUM (SEE SPECIFICATIONS FOR
ADDITIONAL INFORMATION), OVER 4" POUROUS FILL.
3. THE MECHANICAL YARD SLAB, FOUNDATION AND PILES ARE BASE BID. SEE
VOLUME 6 FOR BASE BID DRAWINGS.
X
N-E
N-1
N-C
N-F
N-4N-3 N-5
P-2T
PC10
P-2A
PC9
P-2A
PC8
P-2A
PC7
P-2AT
PC6
P-2A
PC21 P-2A
PC25
W x3
CBP-1
W x3
CBP-1
GALV
W x3
CBP-1 GALV
W x3
CBP-1 GALV
W x3
CBP-1 GALV
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x5
CBP-1
W x5
CBP-1
W x3
CBP-1
W x3
CBP-1
P-2A
PC1
P-2A
PC2
P-2A
PC3
P-2A
PC4
P-2A
PC5
C1
OSB401
N-2
N-D
N-D.1
P-1M
PC12
P-1M
PC13
P-1M
PC14
P-1M
PC19
P-1M
PC18
P-1M
PC17
P-2
PC20
P-2
PC11
P-2A
PC15
P-2
PC16
P-2
PC30
P-2
PC26
P-1M
PC22
P-1M
PC23
P-1M
PC24
P-1M
PC29
P-1M
PC28
P-1M
PC27
P-2
PC32
P-2
PC33
P-2
PC34
GALV. W
x3
CBP-1
W 10x54CBP-1
C4
OSB401
C2
OSB401
C5
OSB401
C5
OSB401
C5
OSB401
A1
OSB401
A2
OSB401
C1
OSB401
G B
-2 G
B -2
G B
-2 G
B -2
G B
-2 G
B -1
G B
-2 G
B -2
G B
-2 G
B -2
G B
-2 G
B -1
GB-2 GB-2 GB-2 GB-2
GB-1GB-1GB-1GB-1
FOR CONTINUATION SEE SHEET OSB102B
SGB SGB
-2
'-8
-2
'-0
( -2 '-0
TP-2
TP-1
-1/2" -1/2"
-2 7/8"-2 7/8"
-6 1/2"
GB-2 GB-2 GB-2 GB-2
REINFORCING
PLACEMENT
SEQUENCE
(TYP. U.O.N.)
OUTER
LAYERS
IN
N
ER
LA
YE
R S
ENGINEERS + SURVEYORS
0 5'
1/8" = 1'-0" GRAPHIC SCALE
10' 20' 30'
N
PLAN
NORTH
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G S
Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
As indicated
F O
U N
D A
T
IO
N P
LA
N
S
E C
T O
R A
OSB102A
EHI SEC DWS
12860114
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
A
B
KEYPLAN
1/8" = 1'-0" A1
FOUNDATION PLAN - SECTOR A
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
N-B
N-C
N-4N-3 N-5
P-2AT
PC31
P-2A
PC45
P-2AT
PC54
P-2A
PC53
P-2A
PC52
P-2A
PC51
P-2AT
PC50
P-2T
PC35
P-2A
PC49
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
W x3
CBP-1
P-2
PC42
C1
OSB401
C1
OSB401
N-2
P-2
PC40
P-2
PC36
P-2
PC32
P-2
PC33
P-2
PC34
P-1M
PC39
P-1M
PC38
P-1M
PC37
P-1M
PC46
P-1M
PC47
P-1M
PC48
P-2
PC41
P-1M
PC43
A2
OSB401
A3
OSB401
A1
OSB401
GB-2GB-2GB-2GB-2
G B
-2 G
B -2
G B
-2 G
B -2
G B
-2
GB-2
G B
-1 G
B -1
GB-1
P-1M
PC44
P-2T
PC55
FOR CONTINUATION SEE SHEET OSB102A
SGB SGB
-2
'-8
-2
'-0
( -2 '-0
TP-4
TP-3
-6 1/2"-8 5/8"
-6 1/2"
-8 5/8"
GB-2 GB-2 GB-2 GB-2
C4
OSB401
A4
OSB401
REINFORCING
PLACEMENT
SEQUENCE
(TYP. U.O.N.)
OUTER
LAYERS
IN
N
ER
LA
YE
R S
ENGINEERS + SURVEYORS
1'-0" = 1'-0" GRAPHIC SCALE
0 3"2"1" 4"½"
N
PLAN
NORTH
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G S
Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
As indicated
F O
U N
D A
T
IO
N P
LA
N
S
E C
T O
R B
OSB102B
EHI SEC DWS
12860115
A
B
KEYPLAN
1/8" = 1'-0" B1
FOUNDATION PLAN - SECTOR B
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
(FOR PLAN NOTES AND LEGEND SEE SHEET SB102A)
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
N-A
N-B
N-C
N-4N-3 N-5N-2
N-D
N-D.1
PSW-4
P S
W -3
P S
W -2
PSW-1
P S
W -6
P S
W -5
PRECAST CONCRETE
SHEARWALL MARK
(PSW-X)
SEISMIC LOAD SHEAR
AT TOP OF THE WALL
(Vex, KIPS)
PSW-1 18.2
PSW-2
PSW-3
PSW-4
PSW-5
PSW-6
Vwx, Vex
18.2
26.1
18.2
WIND LOAD SHEAR
AT TOP OF THE WALL
(Vwx, KIPS)
9.7
12.5
16.1
19.6
16.1
12.5
NOTE:
1. LOADS ARE ULTIMATE.
PRECAST
SHEARWALL -
SEE PLAN 26.1
26.1
PRECAST LOADING PLAN LEGEND :
X COLUMN GRID MARK
PSW-X = PRECAST CONCRETE SHEARWALL MARK (LFRS)
PRECAST LOADING PLAN NOTES :
A. FOR THE STRUCTURAL NOTES AND ABBREVIATIONS SEE SHEETS 0SB001 AND
OSB002.
B. FOR DIMENSIONS NOT SHOWN SEE THE DIMENSION PLAN ON SHEETS OSB101,
OSB102 AND THE ARCHITECTURAL DRAWINGS.
C. SEE THE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION
REGARDING THE PRECAST CONCRETE SYSTEM REQUIREMENTS.
D. WALLS NOT LABELED NOT PART OF THE LATERAL FORCE RESISTING SYSTEM -
FOUNDATIONS HAVE BEEN DESIGNED FOR THEIR ASSUMED SELF-WEIGHT ONLY.
E. LOADS SHOWN ON PLAN AND SCHEDULES ARE THE LATERAL IN-PLANE DESIGN
LOADS FOR THE PRECAST CONCRETE WALLS. SEE PRECAST ARCHITECTURAL
CONCRETE NOTES' ON SHEET S-001 FOR MORE INFORMATION.
F. PRECAST WALL PANEL JOINT AT CHANGE IN PRECAST WALL ELEVATION.
ENGINEERS + SURVEYORS
1'-0" = 1'-0" GRAPHIC SCALE
0 3"2"1" 4"½"
N
PLAN
NORTH
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G S
Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
As indicated
P R
E C
A S
T L
O A
D
IN
G P
LA
N
OSB103
EHI SEC DWS
12860116
9151/8" = 1'-0" A1
PRECAST LOADING PLAN
FF
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
FACE OF BUILDING CL COLUMN BEYOND
PRECAST CONC. WALL PANEL -
SEE THE ARCH. DWGS.
TOP OF GRADE
BEAM / PILE CAP VAPOR RETARDER
POROUS FILL
GRADE BEAM / PILE
CAP - SEE PLAN,
EL. - SEE PLAN
SCHEDULE AND
OTHER DETAILS
SLAB-ON-GRADE
1/4" EXPANSION
TOP OF SLAB EL. -
SEE PLAN
OTHER DETAILS
SEE PLAN AND
SLAB REINF. -
STRUCTURAL
0" CLEAR
(TYP.)
JOINT MATERIAL
#4 AT 12" ON-CENTER
WITH STANDARD 90°
HOOKS EACH END
FACE OF GRADE
BEAM BELOW
FINISHED GRADE -
SEE THE CIVIL DWGS.
EMBED PL1/2x12x8 WITH
2 - 3/4"Ø HEADED STUDS
(GAGE = 9") SPACED AT
3'-0"o/c MAX.
L6x6x1/2 x 10" LONG -
FASTEN TO CONCRETE
FOUNDATION USING
2 - 3/4"Ø ADHESIVE
ANCHORS (6" EMB.)
PAINT ALL STEEL WITH
2 COATS OF BLACK
ASPHALT PAINT
1'-6"1'-0"
8"
3/16 2
FOR DETAILS
NOT NOTED SEE
SECTION C1/SB401
CL GRADE BEAM, PILE CAP
AND COLUMN BEYOND
SPACED AT 12"o/c
MAX. EACH FACE
0" CLEAR (TYP.)
3 - #4 (12 TOTAL)
MONOLITHIC PILE CAP -
SEE PLAN, SCHEDULE
AND OTHER DETAILS(TYP. ALL
AROUND)
3" CLEAR
FOR DETAILS
NOT NOTED SEE
SECTION C1/OSB401
WALL BEYOND
SLAB-ON-GRADE -
SEE THE CIVIL DWGS.
STUDS AT 24"o/c - MITER
AND WELD AT CORNERS
1/2"Ø x 4" LONG HEADED CONT. GALV. L2x2x1/4 WITH
OF SLAB TO DRAIN
SLOPE EXTERIOR PORTION
THE ARCH. DWGS. FOR
OVERHEAD DOOR - SEE
EXACT SIZE AND LOCATION
SEE THE
ARCH. DWGS.
FOR DETAILS
NOT NOTED SEE
SECTION C4/OSB401
CL COLUMN BEYOND
EDGE OF SLAB
BEAM BELOW
3" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
2" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
SLAB-ON-GRADE -
SEE PLAN
FACE OF GRADE 1'-6"6"
FACE OF BUILDING CL COLUMN BEYOND
FOR DETAILS
NOT NOTED SEE
SECTION C1/OSB401
SLAB-ON-GRADE -
SEE PLAN (TYP.)
3" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
2" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
1'-6"
8" CMU
VERT. WALL REINF.:
#4 AT 24" ON-CENTER
FOR DETAILS
NOT NOTED SEE
SECTION C1/OSB401
FOR DETAILS
NOT NOTED SEE
SECTION C1/OSB401
8" CMU
VERT. WALL REINF.:
#5 AT 16" ON-CENTER
EL . = +8'-0"
3" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
2" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
SLAB-ON-GRADE -
SEE PLAN
CL GRADE BEAMEDGE OF SLAB
3" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
2" C
LE
A
R A
T
E X
TE
R
IO
R
S
LA
B
FOR DETAILS
NOT NOTED SEE
SECTION C5/OSB401
6"
ENGINEERS + SURVEYORS
4"
3/4" = 1'-0" GRAPHIC SCALE
0 1' 2' 3' 5'4'
1 2 3 4 5
3 4 5
D
C
B
A
SHEET OF
NAVFAC DRAWING NO.
CONSTR. CONTR. NO.
EPROJECT NO.:
SCALE:
D E
P A
R T
M E
N T
O F
T H
E N
A V
Y
P -4
A
IR
C
R A
F T
M A
IN
T
E N
A N
C E
H A
N G
A R
V
O
LU
M E
O S
F O
P T
IO
N
D C
C O
R E
B E
A U
F O
R T
, S C
N O
R F
O
LK
, V A
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
V A
L F
A C
IL
IT
IE
S
E N
G
IN
E E
R
IN
G S
Y S
T E
M S
C O
M M
A N
D
M
ID
-A T
LA
N
T
IC
M C
A S
B E
A U
F O
R T
FP ENGINEER
CHIEF ENG/ARCH
BRANCH MANAGER
PM/DM
DES DRW CHK
SATISFACTORY TO DATE
ACTIVITY
FOR COMMANDER NAVFAC
APPROVED
A/E INFO
SEAL
S Y
M D
E S
C R
IP
T
IO
N
D A
T E
A P
P R
1363603
DRAWFORM REVISION: 25 AUGUST 2020
NOTE:
IF THIS DRAWING IS LESS THAN 34" X 22"
IT IS A REDUCED SIZE DRAWING
D
C
B
A
1 2
KTB / RLH
Approved by J. Scott Roberts, Asset Management Branch Head &
Supervisory Facility Planner, PWD
Beaufort, SC via email.
EJA
DSN
NEK
12/15/2022
A ut od es k D oc s:
//2
V
M F
A T
F
M ai nt en an ce
H an ga r/
B
LD
G P
5_
O S
F
-S
.rv t
/1
1/
:5 8:
P
M
3/4" = 1'-0"
F O
U N
D A
T
IO
N S
E C
T
IO
N S
OSB401
EHI SEC DWS
12860117
SPEIGHT MARSHALL FRANCIS. .
STRUCTURAL ENGINEERS
SM&F Job No:WWW.SMANDF.CO
1228 PERIMETER PARKWAY, SUITE 201
P: 757.427.1020
VIRGINIA BEACH, VIRGINIA 23454
7814 CAROUSEL LANE SUITE 200
P: 804.464.4111
RICHMOND, VIRGINIA 23294
20.009-B
3/4" = 1'-0" C1
SECTION
3/4" = 1'-0"
C2
SECTION
3/4" = 1'-0" C4
SECTION
3/4" = 1'-0"
C5
SECTION
3/4" = 1'-0" A1
SECTION
3/4" = 1'-0"
A2
SECTION
3/4" = 1'-0" A3
SECTION
3/4" = 1'-0"
A4
SECTION
M O
D P
/2
M O
D P
A
N D
M O
D P
/2
7" 7"
4" M
A X
1'
-8
M
IN
EQUIPMENT
(NOTE A)
NOTE A:
COORDINATE SIZE AND LOCATION WITH
OTHER DICIPLINES' DRAWINGS.
A
FT
E R
C U
TO
FF
F A
B R
IC
A
T
IO
N . 4
'-0
M
IN
IM
U
M 6'
-0
M
IN
. F O
R
CONSTRUCTION JOINT DEPRESSIONTYPICAL SECTION
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
B1
TYPICAL STRUCTURAL SLAB-ON-GRADE DETAILS
NOT TO SCALE
0" C
LR
(T
YP
C1
TYPICAL PILE CAP DETAILS
NOT TO SCALE
P-1 CAP
MIN. DEPTH = 36"
P-2 CAP
MIN. DEPTH = 42"
(TYPICAL)
PILE
CENTER OF
(TYPICAL)
GRAVITY
PILE CAP
2'-0" 2'-0"
TYP. EA. SIDE
4'-0'
7-#7 B. EA. WAY
(TYPICAL
STANDARD
180° HOOK
U.O.N.)
(TYPICAL
STANDARD
180° HOOK
2' -0
7' -6
2'-0" 2'-0"
4'-0"
12-#7 B.
U.O.N.)
1' -9
1'
-9
2' -0
7-#7 B.
BOTTOM REINFORCING IS
CONTINUOUS THROUGH JOINT
CONT. 1 1/2"
PREVIOUS POUR
ALL SPECIFIED TOP AND
AND PARALLEL TO LINE OF SUPPORT
IN MIDDLE THIRD OF CLEAR SPAN
LOCATE SLAB CONSTRUCTION JOINT
D /3
D /3
D /3
NEW POUR
S E
E P
LA
N
S
LA
B D
E P
TH
'D
KEY
DETAILS FOR
PERMISSIBLE LAP
SPLICE LOCATION
SEE OTHER
S
LA
B
SPLICE LOCATION
PERMISSIBLE LAP
LENGTH SEE
FOR LAP SPLICE
FOR TOP BARS =
SLAB MID-SPAN
SCHEDULE (TYP.)
LENGTH SEE
FOR LAP SPLICE
SCHEDULE (TYP.)
CL OF PILES
FOR BOTTOM BARS =
SPLICE LOCATION
PERMISSIBLE LAP
SEE PLAN
EDGE OF SLAB CL PILE CAP
STANDARD 180°
HOOK AT ENDS OF
ALL TOP AND
BOTTOM BARS
(TYP. U.O.N.)
SEE SECTION
GRADE BEAM -
SCHEDULE
AND OTHER
DETAILS
TOP AND BOTTOM CONTINUOUS
REINFORCING - SEE PLAN
S E
E P
LA
N
BEYOND
SEE PLAN,
1'-4" MIN.
'D
DEPRESSION -
FOR DEPTH SEE
FRAMING PLAN;
FOR EXTENT AND
EXACT LOCATION
SEE ARCH. DWGS.
1 1/2"
CLR.
1 1/2"
CLR.
SIZE AND SPACING
Z-BARS WITH STD.
END AT SAME BAR
90° HOOKS EACH
AS TOP REINF. (TYP.)
2" C
LE
A
R 8" THICK CONCRETE
MAT REINF. WITH
#4 AT 12"o/c, EACH
WAY, TOP OF MAT
4" #57 STONE SUBBASE
6"
12" TURNED DOWN
(MINIMUM - ADJUST
FOR GRADE)
4" MINIMUM
8" (MINIMUM - DEEPER AS
NEEDED FOR GRADE)
APPROXIMATE GRADE
TOP OF CONCRETE MAT
CONT. 3/4" CHAMFER
A1
TYPICAL EXTERIOR EQUIPMENT PAD DETAIL
NOT TO SCALE
6"
A3
PILE DESIGN CRITERIA
NOT TO SCALE
(TYPICAL
STANDARD
180° HOOK
P-2A CAP
2' -0
7' -6
2'-6" 2'-6"
5'-0"
12-#7 B.
U.O.N.)
1' -9
1'
-9
2' -0
MIN. DEPTH = 44"
10-#7 B.
6"
MIN.
SLAB-ON-GRADE
MECH., ELEC. OR
PLUMB UNIT - SEE
CONC. SLAB - SEE
1" CHAMFER
2" C
LR
4"
3" E
M B
E D
6"
#4 AT 12"o/c
EACH WAY
#4 DOWEL AT
1'-0"o/c MAX.
AROUND PERIMETER -
DRILL AND ANCHOR
WITH EPOXY
F.O. EQUIPMENT
THE MECH., ELEC.
OR PLUMB. DWGS.
FOR LOCATIONS
AND EXTENTS
A2
PAD DETAIL
NOT TO SCALE
TYPICAL HOUSEKEEPING
THE MECH., ELEC.
OR PLUMB. DWGS.
1" C
LE
A
R T
O
T O
P B
A R
S (T
Y P
. U .O
.N
2" C
LE
A
R T
O
B O
TT
O
M B
A R
S (T
Y P
. U .O
.N
LEGEND :
+ P = AXIAL COMPRESSION
- P = AXIAL TENSION
H = SHEAR
M = BENDING MOMENT
- P
+ P
EL. = -35'-0"
TOP OF PILE ± H
M
M
P
IL
E
DESIGN REINFORCEMENT
FOR DAMAGED ZONES
PER ACI
EL. = 0'-0"
PILE DESIGN SCHEDULE
LOAD COMBINATION 1 80
AXIAL (TONS)ELEVATION 0'-0" TO -35'-0" SHEAR (TONS) BENDING (FT-KIPS) UNBRACED LENGTH (FT)
0 0 0
LOAD COMBINATION 2 80 4.5 25 10
LOAD COMBINATION 3 -55 4.5 25 10
LOAD COMBINATION 4 80
AXIAL (TONS)ELEVATION -35'-0" TO -75'-0' SHEAR (TONS)
LOAD COMBINATION 5 -55 10
BENDING (FT-KIPS) UNBRACED LENGTH (FT)
PILE DESIGN SCHEDULE NOTES:
AXIAL LOADS ARE SERVICE LOADS.1.
SHEAR AND BENDING LOADS ARE…
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