Attachment L - VOL4_1363603dwg3of9.pdf

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:

BUILDINGS, DECEMBER 8, 2018 WITH CHANGE 1,

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

033433 - PRECAST PRESTRESSED STRUCTURAL CONCRETE

042000 - UNIT MASONRY

051200 - STRUCTURAL STEEL

053000 - STEEL DECK

054000 - COLD-FORMED METAL FRAMING

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.

SPECIFIC NOTES AND DETAILS ON THE DRAWINGS MUST TAKE PRECEDENCE

OVER THE STRUCTURAL NOTES AND TYPICAL DETAILS.

CONSULTANTS' DRAWINGS, INCLUDING THE 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 CONTRACTING 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 CONTRACTING OFFICER.

LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:

LIVE LOADS:

SNOW DESIGN DATA:

WIND DESIGN DATA:

SEISMIC DESIGN DATA:

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

BASIC SEISMIC-FORCE-RESISTING SYSTEM IS SPECIAL REINFORCED

CONCRETE SHEAR WALLS

NO MECHANICAL UNITS HAVE BEEN CONSIDERED IN THE STRUCTURAL DESIGN.

SUBMIT LOCATION, DIMENSIONS AND OPERATING WEIGHTS OF ANY UNITS

WEIGHING MORE THAN 100 POUNDS TO THE STRUCTURAL ENGINEER FOR

REVIEW, PRIOR TO PLACEMENT.

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 14, 2020.

BASE BID LENGTH ON DRIVING ALL PILES, EXCEPT TEST PILES, TO AN ACTUAL

TIP ELEVATION PF -50 FEET.

THE CONTRACTOR MUST DRIVE 6 - 85 FOOT LONG TEST PILES IN LOCATIONS

SHOWN ON THE FOUNDATION PLAN. TEST PILE LOCATOINS MAY BE RELOCATED

IN ADDITION TO PDA TESTING, CONDUCT STATIC LOAD TESTS ON ONE OF THE TEST

PILES PER THE SPECIFICATIONS.

THE GENERAL CONTRACTOR MUST PROVIDE AN AS-INSTALLED PILE DRAWING

FOR EACH PILE WITH PILE LOCATION DISCREPANCIES NOTED ON THE DRAWINGS.

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

STRENGTHS AS FOLLOWS:

REINFORCING MATERIALS MUST BE AS FOLLOWS:

REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED

ALTERNATIVELY, USE GRADE 40 FOR TIES AND STIRRUPS

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.

UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS:

LAP SPLICE LENGTHS MUST COMPLY WITH 'CAST-IN-PLACE CONCRETE

REINFORCING BAR LAP SPLICE SCHEDULE' ON SHEET PSB003

USE TENSION BAR LAP SPLICE LENGTHS

SPLICES MAY BE MADE WITH MECHANICAL SPLICES (AT CONTRACTOR'S

OPTION). MECHANICAL SPLICES MUST BE:

CAPABLE OF RESISTING 125% OF THE TENSION CAPACITY

POSITIVE-CONNECTING TYPE COUPLERS

SUBMITTED FOR REVIEW

STAGGERED A MINIMUM OF 24" ALONG THE LONGITUDINAL

AXIS OF ADJACENT BARS

STRUCTURAL PRECAST CONCRETE NOTES:

STRUCTURAL 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 LOADING 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

ALTERNATIVELY, USE GRADE 40 FOR TIES AND STIRRUPS

WELDED WIRE REINFORCEMENT: ASTM A185

PRESTRESSING TENDONS MUST COMPLY WITH ASTM A416 GRADE 270,

UNCOATED, 7-WIRE STRESS-RELIEVED STRAND.

STRUCTURAL SLAB-ON-GRADE 100 PSF

LOBBIES 100 PSF

STAIRWAYS 100 PSF

GARAGE PARKING LEVELS 40 PSF

ROOF (NON-PARKING) 20 PSF

GROUND SNOW LOAD 5 PSF

RAIN-ON-SNOW SURCHARGE LOAD 5 PSF

ULTIMATE DESIGN WIND SPEED 139 MPH

NOMINAL DESIGN WIND SPEED 108 MPH

RISK CATEGORY II

WIND EXPOSURE C

INTERNAL PRESSURE COEFFICIENT ±0.18

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR 1.0

SS (SITE SPECIFIC SDS VALUES)

S1 (SITE SPECIFIC SD1 VALUES)

SITE CLASS F

SDS 0.435g SD1 0.251g

SEISMIC DESIGN CATEGORY D

DESIGN BASE SHEAR 1,809 KIPS

SEISMIC RESPONSE COEFFICIENT 0.087g

RESPONSE MODIFICATION FACTOR 5

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OF THE SPLICED BAR

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GENERAL NOTES (CONTINUED):

FOUNDATION HAVE BEEN DESIGNED FOR THE LOADS SHOWN ON THE 'PRECAST

LOAD PLAN' ON SHEET PSB107. THE LOADS WERE CALCULATED BY SPEIGHT,

MARSHALL AND FRANCIS, P.C. BASED ON THE SYSTEM PRESENTED WITHIN

THESE DRAWINGS. IF THE ACTUAL LOADS VARY FROM THOSE INDICATED ON

SHEET PSB107, MODIFICATIONS TO THE FOUNDATION DESIGN MAY BE

NECESSARY. THE CONTRACTOR MUST PROVIDE ACTUAL LOADS (GRAVITY,

12.

SEISMIC AND WIND) TO THE ARCHITECT AS SOON AS POSSIBLE, SO THE

VERIFICATION OF THE FOUNDATION AS SHOWN HEREIN IS ADEQUATE.

CHANGE 1, OCTOBER 1, 2020

TO HEAVY LOADS, MARCH 1, 2005

AUGUST 1, 2020

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

REQUIREMENTS AND SEISMIC RESISTANCE ARE NOT REQUIRED SINCE THE

NOMINAL WIND SPEED FOR THE PROJECT LOCATION DOES NOT EXCEED

110 MPH AND THE RISK CATEGORY IS II. STRUCTURAL OBSERVATIONS FOR

PROGRESSIVE COLLAPSE AVOIDANCE ARE NOT REQUIRED.

PILES SHOWN ON PLAN MUST BE TESTED IN USING PILE DRIVING ANALYZER

(PDA) TO MEASURE DRIVING STRESSES, EVALUATE HAMMER PERFORMANCE, AND

VERIFY CAPACITIES. THE TESTS MUST BE DONE IN ACCORDANCE WITH THE

SPECIFICATIONS AND UNDER THE DIRECTION OF THE GEOTECHNICAL ENGINEER.

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 NEW BUILDING SLABS AND

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 PILES 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 EACH SURVEY SUBMITTAL IS 30 DAYS.

10.

052100 - STEEL JOIST FRAMING

H.

034100 - STRUCTURAL PRECAST CONCRETE

034500 - PRECAST ARCHITECTURAL CONCRETE

K.

312300.0020 - EXCAVATION AND FILL

316213.20 - PRECAST / PRESTRESSED CONCRETE PILE

UCF 1-200-01 DoD BUILDING CODE, OCTOBER 8, 2019 WITH

UCF 3-220-01 GEOTECHNICAL ENGINEERING, NOVEMBER 1, 2012

UFC 3-301-01 STRUCTURAL ENGINEERING, OCTOBER 1, 2019

UFC 3-320-06A CONCRETE FLOOR SLABS-ON-GRADE SUBJECTED

UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR

RAIN DESIGN DATAE.

100 YEAR (1 HOUR RAINFALL)1.

CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN 28 DAY COMPRESSIVE3.

STRENGTH OF 7,000 PSI.

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

SUPPORT DETAILS. AT LOCATIONS WHERE UTILITIES ENTER THE BUILDING, THE

11.

PENETRATION THROUGH THE FOUNDATION WALLS, PRECAST WALLS AND TURNDOWN

SLAB EDGES MUST BE 6" LARGER THAN THE UTILITY TO ALLOW 3" OF SPACE AROUND

THE UTILITY.

4.25 INCHES

SLAB-ON-GRADE 4,500 PSI

CONCRETE OTHERWISE NOTED 4,000 PSI

A.

2.

TO DIFFERENT PILES IF APPROVED BY THE CONTRACTING OFFICER.

ALLOWABLE (UNLESS OTHERWISE NOTED) DESIGN CAPACITIES ARE AS FOLLOWS

LATERAL (ULTIMATE FOR FREE HEAD CONNECTION) 4.5 TONS

COMPRESSION 98 TONS

TENSION 65 TONS

A.

B.

C.

(SEE A1/SB502 'PILE DESIGN CRITERIA' FOR ADDITIONAL INFORMATION):

DRIVING RESISTANCE IS BASED ON A FACTOR OF SAFETY

D. ULTIMATE DRIVING RESISTANCE

E.

OF 2.0 AND A 53 KIP ALLOWANCE FOR DOWNDRAG.

247 TONS

6. SEE SHEET PS003 FOR 'COMPONENTS AND CLADDING ULTIMATE

DESIGN' PRESSURE TABLE.

REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS IN EACH SECTION.5.

ENGINEERS + SURVEYORS

1 2 3 4 5

3 4 5

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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

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KTB / RLH

Approved by J. Scott Roberts, Asset Management Branch Head &

Supervisory Facility Planner, PWD

Beaufort, SC via email.

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12/15/2022

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12860285

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

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1/13/2023

COLD-FORMED METAL FRAMING NOTES:

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 (SIZES/GAGES) AND CONNECTIONS INDICATED

ON DRAWINGS ARE FOR PRICING PURPOSES ONLY. COLD-FORMED ENGINEER

MUST DESIGN AND DETAIL MEMBERS AND THEIR CONNECTIONS.

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 33 KSI (50 KSI FOR 54 MILS

16 GAGE AND HEAVIER) FOR ALL OTHER MEMBERS.

WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING

CODE - SHEET STEEL".

COLD-FORMED METAL FRAMING MEMBER SIZES AND GAGES INDICATED ARE IN

ACCORDANCE WITH THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA)

NOMENCLATURE.

COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR THE LOADS

GIVEN IN THE GENERAL NOTES. THE DESIGN LOADS ARE UNFACTORED SERVICE

LOADS (ALL APPLICABLE FACTORS MUST BE APPLIED).

MAXIMUM LATERAL DEFLECTION OF COLD-FORMED FRAMING MEMBERS MUST BE

DETERMINED BY THE FOLLOWING TABLE:

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 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.

CROSS BRIDGING OR FULL-DEPTH BLOCKING IS REQUIRED AT AND ROOF

RAFTERS NOT RECEIVING CEILING SHEATHING AND AT WALL STUDS NOT

RECEIVING SHEATHING ON BOTH FACES. UNLESS OTHERWISE INDICATED,

CROSS BRIDGING MUST BE SIMPSON TB (OR EQUIVALENT); MAXIMUM

BRIDGING/BLOCKING SPACING MUST BE 8'-0" ON-CENTER OR AT 1/3 POINTS

OF MEMBER SPAN, WHICHEVER IS LESS. COORDINATE EXTENTS OF WALL

AND CEILING SHEATHING WITH THE ARCHITECTURAL DRAWINGS.

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.

STUD USE L/y RATIO (LIMIT)

BACKING UP METAL PANEL L/360 (MANUF. RECOMMENDATION)

1.

2.

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10.

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.

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1.

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B.

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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" - ALLOWABLE STRENGTH DESIGN.

STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING SPECIFICATIONS:

RECTANGULAR AND SQUARE HSS - ASTM A500, GRADE C, Fy=50 KSI

HEADED STUDS - ASTM A 108, GRADES 1015 THROUGH 1020, TYPE B,

Fu=65 KSI

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 1/4" 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" MINIMUM).

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.

A.

B.

C.

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 NET UPLIFT LOAD OF 56 PSF. ONE-THIRD

STRESS INCREASE NOT PERMITTED FOR LOAD COMBINATIONS INVOLVING WIND

PER IBC SECTION 1605.3.1.1.

1.

2.

3.

4.

5.

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 #10 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 PRIMED

PAINTED IN ACCORDANCE WITH THE SPECIFICATIONS.

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 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 IN

ACCORDANCE WITH THE SPECIFICATIONS.

1.

2.

3.

4.

5.

6.

7.

A.

1.

2.

3.

4.

5.

6.

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.

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:

#3 - 19" #4 - 25" #5 - 31"

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 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.

#6 - 52" #7 - 67" #8 - 93"

#9 - 119"

#10 OR LARGER -

'MECHANICALLY SPLICED'

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

A.

B.

C.

D.

E.

F.

G.

H.

CONCRETE MASONRY NOTES:

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.

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

E N

A N

C E

H A

N G

A R

V

O

LU

M E

P A

R K

IN

G

G A

R A

G E

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

12" = 1'-0"

S T

R U

C T

U R

A L

N O

T E

S

PS002

EHI JSC DWS

12860286

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

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A

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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.

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE

(THESE NOTES MUST BE USED FOR ALL SPLICES UNLESS NOTED OTHERWISE ON DRAWINGS):

91"

101"

#10

#11

70"

78"

91"

101"

118"

131"

61"

67"

79"

87"

79"

87"

102"

114"

92"

102"78"

54"

60"

71" 71"

78"

REGULAR

CLASS

f'c = 3,000 PSI

B

29"

22"

43"

72"

63"

36"

81"

A

#8

#9

#6

#7

55"

62"

33"

48"

#4

#5

#3

22"

28"

17"

Fy =

60 KSI

BAR

SIZE

TENSION BARS

BABABA

72"

81"

63"

43"

93"

105"

48"

54"

56"

81"

29"

42"

29"

36"

22"

19"38"

47" 24"

28" 15"

37"

62"

54"

70"

62"

70"

37"

54"

81"

91"

49"

71"

25"

19"

31"

25"

31"

19"

33"

41"

25"

REGULAR

CLASS

f'c = 4,000 PSI

TOP

CLASS

TOP

CLASS

BABA

29"

22"

44"

72"

63"

36"

81"

49"

56"

34"

63"

43"

48"

26"

38"

56"

63"

34"

49"

28"

23"17"

22"

13" 17"

23"

28"

17"

CLASS

REGULAR

f'c = 5,000 PSI

CLASS

TOP

39"

43"

30"

34"

23"

27"

15"

19"

12" f'c = ALL

COMPRESSION BARS

65"

73"

85"

94"

85"

94"

110"

122"

BABA

51"

58"

31"

45"

21"

26"

16"

40"

67"

59"

75"

67"

75"

40"

59"

87"

98"

52"

75"

27"

21"

34"

27"

34"

21"

36"

44"

26"

REGULAR

CLASS

f'c = 3,500 PSI

TOP

CLASS

TOP BARS ARE HORIZONTAL BARS, SPLICED SO THAT 12" OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER

CLASS A SPLICES MAY BE USED ONLY WHEN 50% OR LESS OF THE BARS ARE SPLICED WITHIN THE LAP SPLICE LENGTH.

CLASS B SPLICES MUST BE USED FOR ALL SPLICES IN SLABS, BEAMS, JOISTS, WALLS, MOMENT RESISTING COLUMNS, THE BAR LAP SPLICE LENGTHS MUST BE MULTIPLIED BY 1.5 WHEN EITHER OF THE FOLLOWING IS TRUE:

CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN ONE BAR DIAMETER, CLEAR COVER IS LESS THAN ONE BAR DIAMETER AND STIRRUPS OR TIES ALONG THE LENGTH OF THE SPLICE ARE LESS THAN THE CODE MINIMUM.

CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN 2 BAR DIAMETERS AND CLEAR COVER IS LESS

THAN ONE BAR DIAMETER.

FOR ALL LIGHTWEIGHT CONCRETE, LAP LENGTHS MUST BE MULTIPLIED BY 1.3.

TIES AND STIRRUPS MUST NOT BE SPLICED UNLESS APPROVED BY THE ENGINEER OF RECORD. ROUND COLUMN

AND JAMB COLUMNS, UNLESS THEY MEET THE REQUIREMENTS OF NOTE #2 ABOVE.

BELOW THE REINFORCING BAR.

3.

B.

6.

A.

4.

5.

2.

1.

TIES MAY BE SPLICED USING CLASS A LAPS.

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE NOTES

SEISMIC FORCE RESISTINGSFRS

SYSTEM

COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)

ROOF

ZONE

TRIBUTARY AREA (SQ. FT.)

WALL

ZONE

10 50 250

TRIBUTARY AREA (SQ. FT.)

10 50 250

+46.0 -61.0

+46.0 -50.0

+41.0 -52.0

+41.0 -45.0

+37.0 -44.0

+37.0 -41.0

+46.0 -84.0

+46.0 -84.0

+41.0 -63.0

+41.0 -63.0

+37.0 -54.0

+37.0 -54.0

+21.0 -50.0 +17.0 -47.0 +16.0 -46.0

NOTES:

PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY

FROM THE SURFACES, RESPECTIVELY.

WIDTH OF COEFFICIENT PRESSURE ZONE, a = 14 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

8' (TYP.) 8' (TYP.)

ALL WIND PRESSURES ARE ULTIMATE LOADS. FOR SERVICE LOAD PRESSURES,3.

MULTIPLY THE ABOVE VALUES BY 0.6 PER ASCE 7-16.

16' 16'

10'

LO

W

E N

D

H

IG

H E

N D

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

E N

A N

C E

H A

N G

A R

V

O

LU

M E

P A

R K

IN

G

G A

R A

G E

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A 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

PS003

EHI JSC DWS

12860287

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

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

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M O

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A

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FOUNDATION AND GROUND FLOOR SLAB PLAN LEGEND :

= SANITARY OR STORM SEWER PIPING BELOW

SLAB - COORDINATE WITH THE PLUMBING DRAWINGS

(PIPING PARTIALLY SHOWN) SEE THE PLUMBING

DRAWINGS FOR ADDITIONAL PIPING NOT SHOWN

GB-X GRADE BEAM MARK - SEE SCHEDULE AND

TYPICAL DETAIL ON SHEET PSB502

P-X = PILE CAP MARK - SEE TYPICAL DETAILS ON

SHEET PSB501

PCX = PILE CAP IDENTIFICATION NUMBER - FOR

REFERENCE ONLY

SF = STEPPED FOUNDATION - SEE TYPICAL DETAIL

ON SHEET PSB502

= 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

= TOP OF CONCRETE WALL ELEVATION - MEASURED

FROM REFERENCE ELEVATION 0'-0"

<-X'-X">

X = COLUMN GRID MARK

PILE

FOUNDATION AND GROUND FLOOR SLAB PLAN LEGEND :

= TOP OF SLAB ELEVATION

= CHANGE IN SLAB SLOPE - SEE THE ARCHITECTURAL

DRAWINGS FOR EXACT LOCATION

= EXTENT OF SLAB SLOPE - SEE THE ARCHITECTURAL

DRAWINGS FOR EXACT LOCATION

X = COLUMN GRID MARK

FLOOR DRAIN - COORDINATE WITH THE ARCHITECTURAL AND

PLUMBING DRAWINGS

FD FD

= FIRST RISER - SEE THE ARCHITECTURAL DRAWINGS

FOR DETAILS AND EXACT LOCATION

= RAIN LEADER - SEE THE ARCHITECTURAL DRAWINGS

F/R

RL

= BUILDING FINISHED FLOOR ELEVATION0'-0"

X'-X"

SLOPE DIRECTION OF SLAB SLOPE

= SLAB-ON-GRADE WARP LINE

= APPROXIMATE ACTUAL FINISHED GRADE ELEVATION -

FOR GRADING SEE THE CIVIL DRAWINGS

XX.X'

FOUNDATION AND GROUND FLOOR SLAB PLAN KEY NOTES :

1. GROUND FLOOR MUST BE A 8" THICK STRUCTURAL SLAB-ON-GRADE, REINFORCED AS

SHOWN ON PLAN, OVER 15 MIL. VAPOR RETARDER MINIMUM OVER 4" DEPTH OF POROUS

FILL.

2. GROUND FLOOR MUST BE A 8" THICK STRUCTURAL SLAB-ON-GRADE, REINFORCED AS

SHOWN ON PLAN, OVER 4" DEPTH OF POROUS FILL.

3. REGION OF SLAB SURFACE WARP AND DIRECTION FROM HIGH POINT TO LOW POINT.

MAINTAIN SPECIFIED SLAB THICKNESS THROUGHOUT WARP REGION.

4. EXISTING CREOSOTE TREATED TIMBER PILES TO REMAIN. CUT PILES OFF AT ELEVATION

REQUIRED TO CLEAR BOTTOM OF SLABS AND FOUNDATIONS BY 2'-0". DISPOSE OF PILE CUT

OFFS AS SPECIFIED.

5. TRENCH DRAIN - SEE THE PLUMBING AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL

INFORMATION.

6. DOWELED STRUCTURAL SLAB-ON-GRADE EXPANSION JOINT - SEE RELEVANT FOUNDATION

SECTION.

7. CONDUCT STATIC LOAD TEST ON PILE IN ADDITION TO PDA TESTING.

8. EXISTING GEOTHERMAL WELLS TO REMAIN. COORDINATE PILE LOCATIONS WITH

LOCATIONS OF WELLS. CUT WELLS OFF AT ELEVATION REQUIRED TO CLEAR BOTTOM OF

SLAB AND FOUNDATIONS BY 2'-0". DISPOSE OF WELL CUT OFF AS REQUIRED.

XGENERAL FOUNDATION AND GROUND FLOOR SLAB PLAN NOTES :

A. SEE THE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR ELEVATION AND FINISHED

GRADES. TOP OF SLAB VARIES (SEE SHEET PSB105). 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 PS001, PS002 AND

PS003.

C. FOR DIMENSIONS NOT SHOWN SEE THE DIMENSION PLAN ON SHEET PSB102 AND THE

ARCHITECTURAL DRAWINGS.

D. TOP OF ALL PILES CAPS AND GRADE BEAMS MUST BE AS INDICATED ON PLAN.

E. PILE CAP AND GRADE BEAM CENTERLINES MUST COINCIDE WITH COLUMN CENTERLINES,

UNLESS OTHERWISE NOTED.

F. COORDINATE TOP OF CAST-IN-PLACE CONCRETE RAMP SLAB ELEVATION

WITH THE PRECAST DRAWINGS AND ELEVATIONS.

G. SEE SHEETS PSB106 AND PSB107 FOR INFORMATION REGARDING PRECAST LOADS

AND ADDITIONAL INFORMATION REGARDING OUR ASSUMPTIONS FOR THE

PRECAST CONCRETE SYSTEM.

H. PRECAST CONCRETE ELEMENTS SHOWN THUS ON PLAN ( ).

J. CAST-IN-PLACE CONCRETE ELEMENTS SHOWN THUS ON PLAN ( ).

K. ALL UTILITIES (PIPES, CONDUITS, ETC.) BENEATH THE SLAB MUST BE STRUCTURALLY

SUPPORTED BY THE STRUCTURAL SLAB. SEE THE PLUMBING, MECHANICAL AND

ELECTRICAL DRAWINGS FOR THE APPROPRIATE MEANS OF ATTACHMENT. .

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

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O F

T H

E N

A V

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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

P A

R K

IN

G

G A

R A

G E

O P

T

IO

N

D C

C O

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B E

A U

F O

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, S C

N O

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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

S Y

M D

E S

C R

IP

T

IO

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D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

12" = 1'-0"

F O

U N

D A

T

IO

N A

N D

G R

O U

N D

F

LO

O R

S

LA

B P

LA

N

N O

T E

S A

N D

L E

G E

N D

S

PSB100

EHI JSC DWS

12860288

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

A A

B B

C C

D D

A.2 A.2

C.8 C.8

18'-0" 30'-0" 48'-0" 48'-0" 48'-0" 48'-0" 48'-0" 30'-0" 18'-0"

'-2

'-5

'-1

0"

'-5

'-2

F.O. PRECAST

PANEL (TYP.)

PRECAST

CONCRETE

WALL PANEL

(TYP.)

PRECAST

CONCRETE

COLUMN (TYP.)P-4

P-2

P-5 P-5 P-5

P-4 P-4 P-2

P-2

P-4

P-2P-2

P-4

P-2

P-2P-4P-2

P-2 P-2

P-2 P-4

P-2

P-2

P-3

P-2

P-3

P-2

P-5

P-2 P-2 P-2 P-2 P-2

P-2

P-3

P-2

P-3

P-2

P-5

P-4 P-4

P-8

P-24T

P-24T

P-4TP-4P-4P-4TP-4T

P-3

P-4TP-4P-4T

P-5

P-18T

P-6T

P-4T P-4 P-4 P-3

P-4T P-4T P-4 P-4 P-4T

P-2P-5P-2

P-5 P-2P-5

P-2 P-5

P-2P-4

CAST-IN-PLACE

CONCRETE WALL

'-3

'-2

'-2

'-3

15'-0" 24'-0" 24'-0" 24'-0" 24'-0" 24'-0" 24'-0" 24'-0" 24'-0"

14'-0" 18'-0"

P-4

24'-0" 24'-0"

'-3

'-7

'-8

'-4

'-3

'-3

'-4

" 31 '-1

1"

'-1 1"

15'-0"

10"

10"

10"

10"

10"

10"

4' -2

6'-2" 10'-4" 1'-6"

'-1

0"

1' -6

1' -2

4' -2

4"4"

4"

2' -1

2' -1

1'-6" 10'-4" 6'-2"

4"

'-1

0" 1'

-6

1' -2

2'

-1

1'-6" 10'-4" 6'-2"

4"

4' -2

4"

'-1

0" 1'

-6

1' -6

'-1

0"

4"

1' -2

2'

-1

6'-2" 10'-4" 1'-6"

4"

4' -2

1'-2"

1'-2"

6'-0"

ENGINEERS + SURVEYORS

0 10'

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

20' 40' 60'

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

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P -4

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IR

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A R

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O

LU

M E

P A

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G A

R A

G E

O P

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D C

C O

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B E

A U

F O

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, S C

N O

R F

O

LK

, V A

N A

V A

L F

A C

IL

IT

IE

S

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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

S Y

M D

E S

C R

IP

T

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D A

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A P

P R

A ut od es k D oc s:

//2

V

M F

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F

M ai nt en an ce

H an ga r/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

1/16" = 1'-0"

F O

U N

D A

T

IO

N D

IM

E

N S

IO

N

P

LA

N

PSB101

EHI JSC DWS

12860289

1/16" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET PSB100)

FOUNDATION DIMENSION PLAN

NOTE:

THE PURPOSE OF THE DRAWING IS TO PROVIDE DIMENSIONS LOCATING THE PILE CAPS, GRADE BEAMS AND OTHER PERTINENT ITEMS TO PLACE THE FOUNDATION. SEE SHEETS PSB103, PSB104 AND PSB105

FOR ADDITIONAL INFORMATION.

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 2 3 4 5 6 7 98 10

B

C

D

A.2

C.8

PRECAST

CONCRETE

WALL PANEL

(TYP. U.O.N.)

PRECAST

CONCRETE

COLUMN (TYP.)

CAST-IN-PLACE

CONCRETE WALL

SF

(TYP.)

TYP.

ENGINEERS + SURVEYORS

0 10'

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

20' 40' 60'

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

P A

R K

IN

G

G A

R A

G E

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

1/16" = 1'-0"

F O

U N

D A

T

IO

N P

IL

E

P

LA

N

PSB102

EHI JSC DWS

12860290

1/16" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET PSB100)

FOUNDATION PILE PLAN

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

NOTE:

THE PURPOSE OF THIS DRAWING IS TO SHOW THE RELATIONSHIP OF EXISTING PILES AND

GEOTHERMAL WELLS TO NEW PILES. THIS DRAWING IS FOR REFERENCE ONLY.

BASE BID ON THIS REFERENCED SHEET TO DETERMINE WHICH EXISTING PILES MUST BE CUT

AND FOR MATERIAL QUANTITY OF PILE LENGTH TO BE REMOVED, BASE BID ON TOP OF PILE

ELEVATION OF 2'-6" BELOW EXISTING FINIAHED FLOOR ELEVATION. FOR EFFORT AND LABOR TO CUT THE PILES AND SURVEY THE PILES, BASE BID ON TOP OF PILE ELEVATION OF 5'-6" BELOW EXISTING BUILDING FINISHED FLOOR ELEVATION. SEE CIVIL DRAWINGS FOR EXISTING BUILDING

FINISH FLOOR ELEVATION.

M O

D P

/2

M O

D P

A

N D

M O

D P

/2

B

C

D

A.2

C.8

G B

-3

GB-3

G B

-3

P-4

P-2

P-2P-2

P-4

P-2

P-2P-4P-2

P-2

P-2

G B

-3

G B

-3

GB-3

GB-1 GB-1

G B

-3

G B

-3

GB-3

G B

-1 G

B -1

G B

-3

G B

-3

GB-3

G B

-1 G

B -1

G B

-2

PRECAST

CONCRETE

WALL PANEL

(TYP. U.O.N.)

PRECAST

CONCRETE

COLUMN (TYP.)

C1

PSB411

C2

PSB411

C1

PSB411

C1

PSB411

C3

PSB411

A1

PSB411

C1

PSB411

C1

PSB411

A1

PSB411

A4

PSB411

C1

PSB412

A2

PSB411

C4

PSB411

C1

PSB411

C4

PSB411

C3

PSB411

C3

PSB411

C1

PSB411

A1

PSB411

GB-1

GB-1

GB-1

GB-1

CAST-IN-PLACE

CONCRETE WALL

C2

PSB411

P-2 P-4 P-4

P-2P-2

P-2

P-3

P-2

P-3

P-2

P-2 P-5 P-2 P-5 P-2 P-5 P-2 P-4 P-2 P-4

P-2

P-3

P-2

P-3

P-2

P-4

P-4

P-4TP-4P-4P-4TP-4TP-3P-4TP-4P-4T

P-5

P-18T

P-4T P-4 P-4 P-3

P-4T P-4T P-4 P-4

P-4T

P-2P-5P-2P-5P-2P-5P-2P-5P-2P-4

GB-1 GB-1 GB-1 GB-1 GB-1GB-1 GB-1

GB-1

P-5 P-5

P-8

GB-1 GB-1 GB-1 GB-1 GB-1

GB-1

GB-1 GB-1 GB-1 GB-1

G B

-1 G

B -1

G B

-1

GB-2 GB-2

GB-2

GB-2 GB-2 GB-2 GB-2 GB-2

GB-2 GB-2 GB-2

GB-2 GB-2

GB-2 GB-2 GB-2 GB-2 GB-2

G B

-2

P-2

G B

-1

GB-3

GB-3 GB-3

G B

-1

G B

-1 G

B -1

G B

-1

25.0'

19.0'

22.7'

26.0'

24.87'

26.5'

26.28'

( -5' - 4" )

23.93'

20.00'

24.00'

23.32'

25.33'

25.0'

( -5

4" )

( -5

4" )

( -5

4" ) -5' -

4"

( -5

4" )

2' -

2' -

8" )

( -2

8" )

2' -

8" )

2' -

8" )

( -2' - 0" )

SF

2' -

5' -

2' -

SF

G B

-2 G

B -2

G B

-2 G

B -2

G B

-2 G

B -2

2' -

0" )

2' -

0" )

2' -

0" )

2' -

0" )

2' -

0" )

2' -

0" )

2' -

0" )

2' -

0" )

2' -

0" )

-2

-2

2' -

0" )

2' -

0" )

2'

0"

(AT DRIVE-AISLES)

(AT DRIVE-AISLES)

(AT OPENINGS)

A1

PSB411

(AT OPENINGS)

A4

PSB411

GB-2

P-18T

P-24T

P-18TP-18T

P-18T

( -2 ' - 0

( -2 ' - 0

( -2 ' - 0

( -2 ' - 0

( -2 ' - 0

GB-1 GB-1 GB-1GB-1GB-1

P-4

-2

2'

0"

2'

0"

2'

0"

2'

0"

2'

0"

2'

0"

2'

0"

2'

0"

2'

0"

2'

0"

2' -

0" )

2' -

0" )

2' - 0" )

2' -

0" )

2' -

0" )

2' - 0" )

2' -

0" )

( -2' - 0" )

2' -

0" )

2' -

2' -

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

C1

PSB412

P-1M P-1 P-1M P-1M P-1M

P-1M

P-1M P-1M P-1M P-1M P-1M P-1 P-1M

P-1M P-1MP-1MP-1MP-1M

P-1M

P-1MP-1MP-1MP-1MP-1MP-1P-1MP-1M

P-1M P-1M

P-1M P-1M

P-1M

P-1M P-1M

P-1

P-1M P-1M P-1M P-1M P-1M P-1M P-1M P-1M P-1M

P-1

P-1M P-1M

P-1MP-1P-1MP-1MP-1MP-1MP-1MP-1MP-1MP-1MP-1MP-1P-1M

G B

-1

G B

-1

G B

-1

( -2 ' - 0

( -2 ' - 0

P-1

P-1

P-1M

P-1M

P-1M

P-1M P-1M

P-1MP-1M

GB-2

SF

( -2' - 0" )

GB-1

GB-1

GB-3

G B

-3

G B

-3

C3

PSB412

C3

PSB412

FD FD

FD FD

2' -

0" )

( -2' - 0" )

C4

PSB412

C4

PSB412

________________________ C4

PSB412

C4

PSB412

G B

-1 G

B -1

G B

-1 G

B -1

G B

-1

G B

-1 G

B -1

G B

-1 G

B -1

G B

-1

2' -

0" )

2' -

0" )

2'

0"

2' -

0" )

2' -

0" )

2' -

0" )

TP-4

TP-5

TP-2

TP-1

TP-3

TP-6

( -2' - 0" )

( -2 ' - 0

A1

PSB412

(TYP.)

ENGINEERS + SURVEYORS

0 10'

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

20' 40' 60'

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

P A

R K

IN

G

G A

R A

G E

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

1/16" = 1'-0"

F O

U N

D A

T

IO

N P

LA

N

PSB103

EHI JSC DWS

12860291

1/16" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET PSB100)

FOUNDATION PLAN

NOTE:

THE PURPOSE OF THIS DRAWING IS TO SHOW THE PILE CAPS, GRADE BEAMS AND

CAST-IN-PLACE CONCRETE WALLS. FOR ADDITIONAL INFORMATION SEE SHEETS

PSB101, PSB103, PSB104 AND PSB105.

ALL UTILITIES (PIPES, CONDUITS, ETC.) BENEATH THE SLAB MUST BE

STRUCTURALLY SUPPORTED BY THE STRUCTURAL SLAB. SEE THE PLUMBING,

MECHANICAL AND ELECTRICAL DRAWINGS FOR THE APPROPRIATE MEANS OF

ATTACHMENT.

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

B

C

D

A.2

C.8

#6 AT 12" ON-

CENTER (TOP)

#4 AT 12" ON-

CENTER (BOTTOM)

#4 AT 10" ON-

CENTER (BOTTOM)

#6 AT 12" ON-

CENTER (TOP)

#6 AT 12" ON-

CENTER (TOP)

#4 AT 12" ON-

CENTER (BOTTOM)

#6 AT 12" ON-

CENTER (TOP)

#4 AT 12" ON-

CENTER (BOTTOM)

#6 AT 12" ON-

CENTER (TOP)

#4 AT 12" ON-

CENTER (BOTTOM)

#4 AT 10" ON-

CENTER (BOTTOM)

#6 AT 12" ON-

CENTER (TOP)

#4 AT 10"

ON-CENTER

(BOTTOM)

#6 AT 12" ON-

CENTER (TOP)

#6 AT 12" ON-

CENTER (TOP)

#4 AT 12" ON-

CENTER (BOTTOM)

REINFORCING

PLACEMENT

SEQUENCE

(TYP. U.O.N.)

INNER

LAYERS

O U

TE

R

LA

YE

R S

OMIT SLAB IN

THIS AREA

ENGINEERS + SURVEYORS

0 10'

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

20' 40' 60'

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

P A

R K

IN

G

G A

R A

G E

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

1/16" = 1'-0"

G R

O U

N D

F

LO

O R

S

LA

B R

E

IN

F O

R C

E M

E N

T P

LA

N

PSB104

EHI JSC DWS

12860292

1/16" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET PSB101)

GROUND FLOOR SLAB REINFORCEMENT PLAN

NOTE:

THE PURPOSE OF THIS DRAWING IS TO SHOW THE SLAB REINFORCING REQUIREMENTS. FOR ADDITIONAL INFORMATION

SEE SHEETS PSB101, PSB103 AND PSB105.

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

B

C

D

A.2

C.8

SLOPE

RAMP UP TO LEVEL 2

NOTE L

NOTE L

0'-0"

0'-0"

0'-0"

0'-0"

FD

FD

FDFD

( -0 ' - 8

0' -

/4

( -0

5 7/8" )

( -0

7 1/4" )

( 0' - 0" )

( 0

( 0

-0

( -0' - 8" )

( -0 ' - 7

1/4" )

( -0 ' - 7

1/2" )

( 0

0" )

( 0

0" )

( -0 ' - 1

( -0 ' - 1

( -0' - 7 1/4" )

( -0' - 7 1/2" )

DOUBLE TEE FRAMING

TO LEVEL ABOVE BY

PRECAST MANUF.

(TYP. U.O.N.)

(TYP.)

0' -

8" )

( 0' - 0" ) ( 0' - 0" )

OMIT SLAB IN

THIS AREA

( -0 ' - 7

1/2" )

0'

1/

4"

( -0 ' - 2

1/4" )

( -0' - 2 1/4" )

( 0 ' - 0

( 0 ' - 0

( -0' - 0 3/8" )

( 0 ' - 0

FD

C2

PSB412

C2

PSB412

ENGINEERS + SURVEYORS

0 10'

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

20' 40' 60'

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

P A

R K

IN

G

G A

R A

G E

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

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

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/P

R K

G P

3-

S .rv t

/1

1/

1:

:4

A M

1/16" = 1'-0"

G R

O U

N D

F

LO

O R

S

LA

B P

LA

N

PSB105

EHI JSC DWS

12860293

NOTE:

THE PURPOSE OF THIS DRAWING IS FOR THE DESIGN AND CONSTRUCTION OF THE CONCRETE SLAB-ON-GRADE AT THE GROUND LEVEL. THIS PLAN INDICATES THE LOCATION OF FLOOR DRAINS, SLOPES AND SLAB ELEVATIONS. THIS DRAWING MUST BE USED IN CONJUNCTION WITH SHEET PSB104. FOR ADDITIONAL INFORMATION SEE SHEETS PSB101, PSB102, PSB103 AND PSB104.

1/16" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET PSB101)

GROUND FLOOR SLAB ELEVATIONS PLAN

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

PRECAST CONCRETE SHEARWALL LOAD SCHEDULE

MARK

DEAD LOAD

(KLF)

LIVE LOAD

(KLF)

SEISMIC MOMENT

(FOOT KIPS)

W-1 0.55 0 0

W-2

W-3

W-4

25 5.8 2,720

8.4 2.1 7,675

14.6 1 0

WIND SHEAR

(KIPS)

SEISMIC SHEAR

(KIPS)

WIND MOMENT

(FOOT KIPS)

3,390

PRECAST LOAD PLAN LEGEND :

X = COLUMN GRID MARK

± = APPROXIMATE DIMENSION OR ELEVATION

(FIELD VERIFY)

= COLUMN DEAD LOAD (ASSUMED)PDL

= PRECAST CONCRETE COLUMN

= PRECAST CONCRETE WALL PANEL

= COLUMN LIVE LOAD (ASSUMED)PLL

= KIPS PER LINEAR FEETKLF

= OVERTURNING MOMENT AT BASEMOT

= PRECAST CONCRETE WALL NUMBER -

SEE THE PRECAST CONCRETE WALL

LOAD SCHEDULE ON THIS SHEET

W-X

= PRECAST CONCRETE LITE WALL LW

GENERAL PRECAST LOAD PLAN NOTES :

A. FOR THE STRUCTURAL NOTES AND ABBREVIATIONS SEE SHEETS PS001, PS002 AND

PS003.

B. FOR DIMENSIONS NOT SHOWN SEE THE DIMENSION PLAN ON SHEET PSB101 AND THE

ARCHITECTURAL DRAWINGS.

C. SEE THE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION REGARDING THE

PRECAST CONCRETE SYSTEM REQUIREMENTS.

D. WALLS NOT LABELED ARE ASSUMED TO BE NON-LOAD BEARING. FOUNDATIONS HAVE

BEEN DESIGNED FOR THEIR ASSUMED SELF-WEIGHT ONLY.

E. LOADS SHOWN ON PLAN AND SCHEDULES ARE SCHEMATIC AND WERE CALCULATED BY

SPEIGHT, MARSHALL AND FRANICS, P.C. SEE 'DRIVEN PILE NOTES' NOTE #11 ON SHEET

PS001 FOR MORE INFORMATION.

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

E N

A N

C E

H A

N G

A R

V

O

LU

M E

P A

R K

IN

G

G A

R A

G E

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…