1614720dwg05of16_Structural.pdf

GENERAL NOTES

1. USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH OTHER DRAWINGS AND THE SPECIFICATIONS.

COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED TO THE REQUIREMENTS

FOR SLEEVES, INSERTS, HOLES, PRINCIPAL OPENINGS, DEPRESSIONS, EQUIPMENT PADS,

HANGERS, AND ANCHORS.

2. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [±X’-X”] REFERENCED TO THE

FINISHED FIRST FLOOR DATUM. REFER TO THE CIVIL DRAWINGS FOR DATUM ELEVATION.

3. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AFFECTED AREAS. DO NOT SCALE DIMENSIONS FROM THE

DRAWINGS.

4. COORDINATE STRUCTURAL WORK WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL,

PLUMBING AND OTHER DRAWINGS AND REPORT DISCREPANCIES TO THE STRUCTURAL ENGINEER

OF RECORD.

5. DETAILS AND SECTIONS APPLY NOT ONLY WHERE SPECIFICALLY INDICATED OR REFERENCED, BUT

ALSO IN OTHER LIKE OR SIMILAR CONSTRUCTION THAT REQUIRES THEIR USE.

6. THE STRUCTURAL DRAWINGS CONTAINED HEREIN REPRESENT THE FINISHED STRUCTURE.

PROVIDE TEMPORARY SHORING, GUYING, AND BRACING REQUIRED TO ERECT AND HOLD THE

STRUCTURE IN PROPER ALIGNMENT UNTIL STRUCTURAL WORK, INCLUDING CONNECTIONS, IS

COMPLETE. THE ANALYSIS, DESIGN, SAFETY, ADEQUACY, AND INSPECTION OF SUCH TEMPORARY

SUPPORTS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

7. PRECAST CONCRETE WALL PANELS AND MASONRY WALLS MUST NOT BE CONSIDERED AS

ERECTION BRACING FOR THE STRUCTURAL STEEL FRAMEWORK.

8. STRUCTURAL STEEL FRAMING IS NOT DESIGNED AS TEMPORARY ERECTION BRACING FOR THE

PRECAST CONCRETE PANELS AND MASONRY WALLS.

9. TEMPORARY BRACING OF PRECAST CONCRETE WALL PANELS MUST NOT BE REMOVED UNTIL

BUILDING STABILITY HAS BEEN ACHIEVED THROUGH A COMPLETE LOAD PATH DEVELOPED BY

PERMANENT INSTALLATION OF AND CONNECTION TO THE ROOF FRAMING AND DIAPHRAGM. THE

ELEMENTS OF THE LOAD PATH MUST BE INSPECTED BY THE SPECIAL INSPECTOR FOR STEEL

CONSTRUCTION AND APPROVED BY THE CONTRACTING OFFICER AND STRUCTURAL ENGINEER OF

RECORD BEFORE REMOVING TEMPORARY BRACING. ELEMENTS OF THE LOAD PATH CONSIST OF:

A. COMPLETE INSTALLATION OF WALL PANELS

B. COMPLETE INSTALLATION OF ROOF FRAMING AND DECK

C. CONNECTION OF ROOF DECK TO ROOF FRAMING

D. CONNECTION OF ROOF DECK TO WALL PANELS

E. CONNECTION OF ROOF BEAMS AND JOISTS TO WALL PANELS

10. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND SUPERVISION OF THE WORK

ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

11. REPRODUCTION OF CONTRACT DRAWINGS FOR USE AS SHOP DRAWINGS IS NOT PERMITTED IN

ANY CIRCUMSTANCE.

12. DO NOT DEVIATE FROM THE STRUCTURAL DRAWINGS WITHOUT WRITTEN APPROVAL OF THE

STRUCTURAL ENGINEER OF RECORD.

13. CONCENTRICALLY FASTEN VERTICALLY- OR LATERALLY-SUPPORTED COMPONENTS TO THE

SUPPORTING STRUCTURAL MEMBER, UNLESS OTHERWISE NOTED.

14. THIS PROJECT REQUIRES SPECIAL INSPECTIONS AS DESCRIBED IN THE APPLICABLE BUILDING CODE. REFER TO THE STATEMENT OF SPECIAL INSPECTIONS AND PROJECT SPECIFICATIONS FOR

REQUIREMENTS.

1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE FOLLOWING CODES AND CRITERIA:

A. UFC 1-200-01, DoD BUILDING CODE (08 OCTOBER 2019)

B. UFC 3-301-01, STRUCTURAL ENGINEERING (01 OCTOBER 2019)

C. UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS (12 DECEMBER 2018) D. UFC 4-211-02, AIRCRAFT CORROSION CONTROL AND PAINT FACILITIES (1 DECEMBER 2012)

E. 2018 INTERNATIONAL BUILDING CODE

F. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

2. DESIGN LOAD CRITERIA:

RISK CATEGORY III

A. LIVE LOADS (UNIFORM)

ROOF 20 PSF

PLATFORMS FOR MAINTENANCE ACCESS 40 PSF

OFFICES 50 PSF

LOCKER ROOMS 75 PSF

CORRIDORS 100 PSF

STORAGE AREAS 200 PSF

MECHANICAL, ELECTRICAL, PROCESS EQUIPMENT 200 PSF

PMB, PAINT, AND WASH BAY FLOORS 200 PSF

WASH RACK PROCESS, STORAGE AND TREATMENT 300 PSF

STAIRS AND EXIT WAYS 100 PSF

MECHANICAL EQUIPMENT AS INDICATED

LIVE LOADS (CONCENTRATED)

FALL ARREST SYSTEM 3,100 LB EA LIFELINE

AIRCRAFT DESIGN WEIGHTS

H-60 11,600 LB

V-22 33,140 LB

AIRCRAFT WHEEL LOADS

H-60 7,000 LB

V-22 24,000 LB

NOTE: LIVE LOAD REDUCTION WAS USED IN THE DESIGN OF THIS STRUCTURE

B. SNOW LOAD:

GROUND SNOW LOAD, Pg 10 PSF

SNOW EXPOSURE FACTOR, Cₑ 0.9

THERMAL FACTOR, Ct 1.0

SNOW LOAD IMPORTANCE FACTOR, IS 1.1

FLAT ROOF SNOW LOAD, Pf 7 PSF MINIMUM LOW SLOPE ROOF SNOW LOAD, Pm 11 PSF

C. SEISMIC LOADS:

SEISMIC IMPORTANCE FACTOR, IE 1.25

SPECTRAL RESPONSE ACCELERATION, SS 0.09g SPECTRAL RESPONSE ACCELERATION, S1 0.04g SPECTRAL RESPONSE COEFFICIENT, SDS 0.14g SPECTRAL RESPONSE COEFFICIENT, SD1 0.11g

SITE CLASS E

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE-RESISTING SYSTEM ORDINARY PRECAST SHEAR WALLS,

ORDINARY REINFORCED MASONRY SHEAR

WALLS

RESPONSE MODIFICATION COEFFICIENT, R 2

DEFLECTION AMPLIFICATION FACTOR, Cd 1.75

SEISMIC RESPONSE COEFFICIENT, CS 0.09

SEISMIC BASE SHEAR SEE DIAGRAM

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

D. FLOOD DESIGN DATA:

ELEVATION OF LOWEST FLOOR 10.00 FT

FLOOD DESIGN CLASS PER ASCE 24-14 CLASS 2

E. WIND LOADS:

ULTIMATE DESIGN WIND SPEED, V(ULT) 128 MPH

NOMINAL DESIGN WIND SPEED, V(ASD) 100 MPH

WIND EXPOSURE CATEGORY D

GUST EFFECT FACTOR, G 0.85

INTERNAL PRESSURE COEFFICIENTS, GCpi ±0.18 (ADMIN)

±0.55 (PAINT-PMB AND WASH)

WIND BASE SHEAR SEE DIAGRAM

DESIGN NOTES DESIGN NOTES (CONTINUED)

F. COMPONENTS AND CLADDING WIND PRESSURES:

USE WIND PRESSURES BELOW FOR THE DESIGN OF COMPONENT AND CLADDING ELEMENTS OR

RETAIN A PROFESSIONAL ENGINEER TO DETERMINE WIND PRESSURES FOR SPECIFIC EFFECTIVE

WIND AREAS.

NOTES:

1. POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY

FROM THE SURFACES, RESPECTIVELY.

2. BUILDING ZONES ARE DEFINED IN ASCE 7. ZONE 2 ROOF WIND LOADS APPLY IN ZONE

3 AREAS WHERE PARAPET HEIGHT EXCEEDS 3 FEET.

3. WIND PRESSURES INDICATED ARE AT STRENGTH-LEVEL (WIND LOAD FACTOR = 1.0).

4. DESIGN WIND PRESSURES FOR DEFLECTION-CONTROLLED COMPONENTS AND

CLADDING MAY UTILIZE A 10-YEAR MEAN RECURRENCE INTERVAL.

3. ATFP CRITERIA:

A. STRUCTURAL DESIGN IS IN ACCORDANCE WITH UFC 4-010-01 CHAPTER 3 MINIMUM STANDARDS.

B. INHABITED AREA (WEST OF CORRIDOR 131) IS STRUCTURALLY ISOLATED FROM

LOW-OCCUPANCY AREA (CORRIDOR 131 AND EAST).

DELEGATED DESIGN NOTES

1. DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND COMPONENTS IS

DELEGATED TO A QUALIFIED SPECIALTY STRUCTURAL ENGINEER RETAINED BY THE CONTRACTOR.

THESE SYSTEMS AND COMPONENTS INCLUDE, BUT ARE NOT LIMITED TO:

A. OPEN-WEB STEEL JOISTS AND JOIST GIRDERS

B. COLD-FORMED STEEL FRAMING AND CONNECTIONS

C. STEEL STAIRS, LADDERS, AND RAILINGS

D. PRE-ENGINEERED CANOPY STRUCTURES

E. PRECAST CONCRETE STRUCTURAL WALL PANELS

F. CURTAIN WALL AND STOREFRONT WALL SYSTEMS

G. PRECAST PRESTRESSED CONCRETE PILES

H. STEEL SLIDING HANGAR DOORS

I. STEEL-FRAMED PLENUM DOORS

J. ATFP BRACING FOR NON-STRUCTURAL COMPONENTS

K. PERSONAL FALL-ARREST SYSTEMS

L. JIB CRANE, INCLUDING ANCHORAGE TO STRUCTURE

M. EXHAUST STACKS, GUYS, AND ANCHORAGE

2. DELEGATED ENGINEERED SYSTEMS AND COMPONENTS MUST SATISFY ASCE 7, UFC 3-301-01, UFC 4-010-01, AND REQUIREMENTS OF APPLICABLE MATERIAL-SPECIFIC STANDARDS.

3. COORDINATE WITH THE CONTRACT DOCUMENTS FOR PROFESSIONAL LICENSURE AND SEALING

REQUIREMENTS, DESIGN CRITERIA, DETAILS OF THE SYSTEM/COMPONENT INTERFACE WITH THE

PRIMARY STRUCTURE, AND SUBMITTAL AND CALCULATION REQUIREMENTS.

4. DO NOT FABRICATE OR INSTALL DELEGATED DESIGN ITEMS UNTIL SUBMITTED DELEGATED DESIGN

DOCUMENTS HAVE BEEN REVIEWED AND APPROVED BY THE CONTRACTING OFFICER AND

STRUCTURAL ENGINEER OF RECORD.

LATERAL LOAD-RESISTING SYSTEM NOTES

1. THE LATERAL LOAD-RESISTING SYSTEM OF THE COMPLETED STRUCTURE IN THE NORTH-SOUTH

AND EAST-WEST DIRECTIONS IS PROVIDED BY ORDINARY PRECAST CONCRETE SHEAR WALLS AND

REINFORCED MASONRY SHEAR WALLS.

2. STEEL DECK SERVES AS A HORIZONTAL DIAPHRAGM AT EACH ROOF LEVEL AND DISTRIBUTES

LATERAL LOADS TO THE SHEAR WALLS AND THEIR COLLECTORS AT THE ROOF.

STRUCTURAL ABBREVIATIONS

SYMBOL DESCRIPTION

AB ANCHOR BOLT

ADD'L ADDITIONAL

AFF ABOVE FINISHED FLOOR

AHR ANCHOR

APPROX APPROXIMATELY

ARCH ARCHITECTURAL

BD BAR DIAMETER

BEJ BUILDING EXPANSION JOINT

BOC BOTTOM OF CONCRETE

BOM BOTTOM OF MASONRY

BOS BOTTOM OF STEEL

BOSL BOTTOM OF SLAB

BRG BEARING

CFS COLD-FORMED STEEL

CJ SLAB CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

DCJ DOWELED CONSTRUCTION JOINT

DIA, Ø DIAMETER

DN DOWN

DWG(S) DRAWING(S)

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

ES EACH SIDE

EW EACH WAY

FD FLOOR DRAIN

FFE FINISHED FLOOR ELEVATION

FOB FACE OF BRICK

FS FAR SIDE

FTG FOOTING

GA GAGE

GALV GALVANIZED

HORIZ HORIZONTAL

HS HIGH STRENGTH

JBE JOIST BEARING ELEVATION

KSI KIPS PER SQUARE INCH

KIP (k) 1000 LBS

LBS POUNDS

LG LONG

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

MAX MAXIMUM

MFR MANUFACTURER

MIN MINIMUM

MOW MIDDLE OF WALL

NIC NOT IN CONTRACT

No. NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OPP OPPOSITE

PJF PREMOLDED JOINT-FILLER STRIP

PL PLATE

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCING

REQD REQUIRED

SCHED SCHEDULE

SD SLAB DEPRESSION

SF STEPPED FOOTING

SIM SIMILAR

SJ SLAB SAWED (CONTRACTION) JOINT

SL SLOPE(D)

SOG SLAB-ON-GRADE

STD STANDARD

SWP SHEAR WALL PANEL

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOGB TOP OF GRADE BEAM

TOM TOP OF MASONRY

TOPC TOP OF PILE CAP

TOS TOP OF STEEL

TOW TOP OF WALL

TS THICKENED SLAB

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VERT VERTICAL

WP WORKING POINT

WWR WELDED WIRE REINFORCEMENT

ALOAD CASE B

COMPONENT

TRIBUTARY AREA (FT2)

185 170 114

170 1195

WALL ZONE

COMPONENT

TRIBUTARY AREA (FT2)

0 - 100 101+ 101+0 - 100

DESIGN WIND PRESSURE FOR PARAPETS (PSF)

DESIGN WIND PRESSURE FOR WALL COMPONENTS (PSF)

TABLE 1 - PARTIALLY ENCLOSED (GCpi = ±0.55)

1 - 100

WALL ZONE

101+

COMPONENT TRIBUTARY AREA (FT2)

+63 -67 -60

-78 -655

+56

+56

+63

TABLE 2 - ENCLOSED (GCpi = ±0.18)

1 - 100

WALL ZONE

101+

COMPONENT TRIBUTARY AREA (FT2)

+47 -51 -44

-63 -495

+40

+40

+47

REFER TO SHEET S-005

ROOF ZONE

OVERHANG

ZONE

COMPONENT TRIBUTARY AREA (FT2)

1 - 100 101+

-107 -77

-146 -943

DESIGN WIND PRESSURE FOR ROOF COMPONENTS (PSF)

ADMIN PAINT-PMB

WASH

BASE SHEAR VALUES

SECTION WIND N-S WIND E-W SEISMIC

ADMIN 16K 160K 68K

PAINT-PMB 250K 500K 555K

WASH 300K 199K 262K

VIRGINIA BEACH, VA 23462

SUITE 1400

757·455·5800 FAX 757·455·5638

WWW.CLARKNEXSEN.COM

4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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M E

N T

O F

T H

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A V

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F A

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A N

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

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IN

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IN

G C

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M A

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N

N

O R

F O

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V

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AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

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LA

S S

IF

IE

D

N40085-19-D-9041

1614720

1 2 3 4 5

Approved by Brett D. Ingle, Captain, USN, Commander, with Fleet Readiness Center

Mid-Atlantic, via Email.

14 Sept 2020

P -1

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PAA SMS

SDS/RSF

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DSN

S-001

S Y

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SLOPE DIRECTION

BRICK

CONCRETE

PRECAST CONCRETE WALL PANEL

CONCRETE MASONRY UNIT (CMU)

POROUS FILL

INDICATES ELEVATION

REFERENCED TO FINISHED

FIRST FLOOR

DECK SPAN

KEYED CONSTRUCTION NOTE

COLUMN REFERENCE LINE

(CENTERLINE OF COLUMN)

SPOT ELEVATION

JOIST BRIDGING

WALL TYPE

GROUT

SLAB DEPRESSION

DN

X

MOMENT CONNECTION

WELDED WIRE REINFORCEMENT

10k W24x55 (16) C=1" 10k

END REACTIONS

BEAM SIZE

# SHEAR STUDS

CAMBER

Wn

[±X'-X"]

[±X'-X"]

CHANGE IN SLAB ELEVATION

STRUCTURAL LEGEND

SYMBOL DESCRIPTION

EARTH FILL

CAST-IN-PLACE CONCRETE NOTES

1. COMPLY WITH REQUIREMENTS OF THE CONTRACT DOCUMENTS, ACI 301-16 (STANDARD

SPECIFICATIONS FOR STRUCTURAL CONCRETE), AND ACI 117-10 (SPECIFICATION FOR TOLERANCES

FOR CONCRETE CONSTRUCTION AND MATERIALS), EXCEPT AS MODIFIED BY THESE NOTES OR

OTHERWISE NOTED.

2. CAST-IN-PLACE CONCRETE MUST ATTAIN THE FOLLOWING MINIMUM 28-DAY COMPRESSIVE

STRENGTHS (f'c), UNLESS OTHERWISE NOTED:

A. STRUCTURAL SLABS, UON 4000 PSI

B. STRUCTURAL SLABS, AREA D (WASH BAY) 5000 PSI

C. WALLS 4000 PSI

D. FOOTINGS AND PILE CAPS 4000 PSI

E. GRADE BEAMS 4000 PSI

F. CONCRETE ON METAL DECK 4000 PSI

G. OTHER CONCRETE 4000 PSI

3. CONCRETE DENSITY MUST BE NORMAL WEIGHT, UNLESS OTHERWISE NOTED.

4. REINFORCING STEEL AND ANCHORS MUST CONFORM TO THE FOLLOWING STANDARDS:

A. CONCRETE REINFORCING STEEL ASTM A615, GR.60

B. WELDED WIRE REINFORCEMENT (WWR) ASTM A1064

C. HEADED REINFORCING BARS ASTM A970

5. WELDED WIRE REINFORCEMENT MUST BE SHEET-TYPE. SHEET LAPS MUST BE TIED AND LAPPED ONE

FULL MESH SPACING PLUS 2 INCHES.

6. REINFORCING STEEL MUST BE CONTINUOUS UNLESS OTHERWISE NOTED. LAP SPLICES IN

CONTINUOUS REINFORCING STEEL MUST CONFORM TO THE REQUIREMENTS OF ACI 318 FOR TENSION

SPLICES, UNLESS OTHERWISE NOTED.

7. MECHANICALLY SPLICE REINFORCING STEEL WHERE INDICATED. SPLICES MUST DEVELOP 125% OF

THE YIELD STRENGTH OF THE REINFORCING STEEL.

8. MINIMUM CONCRETE COVER FOR REINFORCING STEEL IS NOT PERMITTED TO BE LESS THAN THE

REQUIREMENTS OF ACI 301. MINIMUM COVER MUST BE AS INDICATED, BUT NOT LESS THAN:

A. CONCRETE DEPOSITED AGAINST THE GROUND 3”

B. CONCRETE EXPOSED TO EARTH OR WEATHER 2”

C. INTERIOR BEAMS AND COLUMNS 1 1/2”

D. INTERIOR SLABS (TOP BARS) AND WALLS 3/4”

9. CONCRETE REINFORCING STEEL MARKED STANDARD HOOK MUST HAVE A 90-DEGREE HOOK, UNLESS OTHERWISE NOTED. STIRRUPS, TIES, AND HOOKS MUST CONFORM TO THE REQUIREMENTS OF ACI 318.

10. SUPPORT REINFORCING STEEL AND WELDED-WIRE REINFORCEMENT ON BAR SUPPORTS. SPACE BAR

SUPPORTS PER CRSI MANUAL OF STANDARD PRACTICE.

11. EMBEDDED ITEMS MUST BE PROPERLY PLACED, ACCURATELY POSITIONED, AND MAINTAINED

SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

12. PROVIDE 1/2” THICK PREMOLDED JOINT-FILLER STRIP (PJF) WHERE SLABS ABUT VERTICAL SURFACES.

13. REINFORCING STEEL MUST BE SPREAD AT SLEEVES, TIEBACKS, RECESSES, AND OTHER EMBEDDED ITEMS UNLESS OTHERWISE NOTED. REINFORCING MUST NOT BE CUT TO FACILITATE PLACEMENT OF

EMBEDDED ITEMS.

14. SUBMIT FOR APPROVAL LOCATIONS AND SIZES OF CONDUITS AND PIPES EMBEDDED WITHIN

CAST-IN-PLACE CONCRETE SLABS, WALLS, OR BEAMS.

15. CONDUITS AND PIPES EMBEDDED WITHIN A CAST-IN-PLACE CONCRETE SLAB OR WALL MUST NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL THICKNESS OF THE SLAB OR WALL IN WHICH THEY ARE EMBEDDED. CONDUITS AND PIPES MUST BE SPACED NO LESS THAN THREE (3) DIAMETERS

ON CENTER AND RUN MID-DEPTH, UNLESS OTHERWISE NOTED.

16. PLACEMENT OF CONCRETE IS NOT PERMITTED UNTIL THE EMBEDDED WORK, INCLUDING REINFORCING

STEEL, IS INSPECTED.

17. EXPOSED CONCRETE EDGES MUST BE CHAMFERED 3/4” OR AS INDICATED.

18. DO NOT PLACE ALUMINUM CONDUITS, PIPES, OR ACCESSORIES IN DIRECT CONTACT WITH CONCRETE

UNLESS COATED TO PREVENT ELECTROLYSIS.

19. PROVIDE CONSTRUCTION JOINTS IN MONOLITHIC CONCRETE POURS SO THAT THE QUALITY OF

PLACEMENT AND FINISH MEETS REQUIREMENTS OF THE CONTRACT DOCUMENTS.

20. HORIZONTAL CONSTRUCTION JOINTS IN HORIZONTALLY-ORIENTED MEMBERS SUCH AS BEAMS, SLABS, AND FOOTINGS ARE NOT PERMITTED. SUBMIT FOR APPROVAL THE LOCATION OF HORIZONTAL

CONSTRUCTION JOINTS IN VERTICALLY-ORIENTED MEMBERS SUCH AS WALLS AND COLUMNS.

VERTICAL CONSTRUCTION JOINTS MUST BE MADE WITH BULKHEADS. REFER TO TYPICAL

CONSTRUCTION JOINT DETAILS ON SHEET SB502.

21. PROVIDE CONTINUOUS WATERSTOP IN CONSTRUCTION JOINTS IN BELOW-GRADE PITS AND

RECESSES, AND AS INDICATED.

22. SUBMIT PLANS FOR APPROVAL SHOWING PENETRATIONS THROUGH STRUCTURAL SLABS. OPENINGS MUST BE ACCURATELY LOCATED AND DIMENSIONED; CORING OF SLAB IS NOT PERMITTED WITHOUT

PRIOR APPROVAL. REFER TO TYPICAL OPENING DETAILS ON SHEET SB502 FOR REINFORCING

REQUIREMENTS.

PRECAST, PRESTRESSED CONCRETE PILE

FOUNDATION NOTES

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE

GEOTECHNICAL REPORT PREPARED BY GET SOLUTIONS, INC, DATED JUNE 25, 2020.

2. PRECAST PRESTRESSED PILES MUST BE 12"x12" SQUARE, MANUFACTURED IN ACCORDANCE WITH

PCI PUBLICATION BM-20-04, "PRECAST PRESTRESSED CONCRETE PILES", 2004.

3. DESIGN ALL PILES TO RESIST SERVICE-LEVEL (ASD) LOADS OF 60 TONS AXIAL COMPRESSION PLUS 4 TONS LATERAL FORCE, APPLIED TO THE TOP OF THE PILE (‘FREE-HEAD’ CONDITION). DESIGN PILES FOR BENDING MOMENT OF 350 INCH-KIPS (ASD) AT A DEPTH OF 5'-0" BELOW PILE CUT-OFF, IN

COMBINATION WITH THE AXIAL AND LATERAL FORCES INDICATED ABOVE.

4. PILES MUST BE DRIVEN TO THE TIP ELEVATION AND DRIVING RESISTANCE DETERMINED FROM THE TEST PILE PROGRAM. BASE BID TIP ELEVATION IS 75 FEET BELOW EXISTING GRADE. PRE-DRILL DEPTH MUST BE DETERMINED BY TEST PILE PROGRAM AND CONTRACTING OFFICER. BASE BID PRE-DRILL

DEPTH IS 10 FEET BELOW EXISTING GRADE.

5. MATERIALS:

CONCRETE f'c = 5000 PSI (MIN) AT 28 DAYS

REINFORCING BARS: ASTM A 615/A 615M, GRADE 60, DEFORMED

PRESTRESSING TENDONS: ASTM A 416/A 416M, GRADE 270, UNCOATED,

SEVEN-WIRE, LOW RELAXATION STRAND

6. THE GOVERNMENT WILL CONDUCT AN OBSERVATION OF NEIGHBORING FACILITIES PRIOR TO AND UPON COMPLETION OF DRIVING PILES. THE GOVERNMENT WILL PERFORM VIBRATION MONITORING

DURING PILE OPERATIONS.

7. COORDINATE THE PILE DRIVING OPERATION WITH EXISTING UNDER- AND ABOVE-GROUND UTILITIES, WITH EXISTING FOUNDATIONS (REFER TO SD100), AND VERIFY DIMENSIONS SHOWN ON PLANS PRIOR TO STARTING CONSTRUCTION. PRIOR TO DRIVING ANY PILES, NOTIFY THE CONTRACTING OFFICER OF

ANY CONFLICTS OR DISCREPANCIES.

8. DRIVE A MINIMUM OF EIGHT (8) TEST PILES AT LOCATIONS INDICATED ON PLAN. THE CONTRACTING OFFICER WILL DETERMINE THE LOCATION OF TEST PILE TP-8 AFTER INSTALLATION OF TEST PILES TP-1 TO TP-7. SUBMIT TEST PILE RESULTS. TEST SEVEN (7) APPROVED TEST PILES (TP-1 TO TP-7) WITH PDA.

TEST PILES TP-1 TO TP-7 MAY BE INCORPORATED AS PRODUCTION PILES (AFTER SUCCESSFUL TESTING), UNLESS OTHERWISE DIRECTED BY CONTRACTING OFFICER. PERFORM STATIC LOAD TEST ON ONE (1) TEST PILE (TP-8). STATIC TEST PILE MUST NOT BE INCORPORATED AS A PRODUCTION PILE.

MINIMUM TEST PILE LENGTHS ARE:

TP-1: 90 FT

TP-2, -3, -4: 85 FT

TP-5, -6, -7: 75 FT

TP-8: 90 FT

9. POWER DRIVE PILES WITH A PILE HAMMER OF ADEQUATE MAXIMUM RATED ENERGY TO THE TIP ELEVATION AND DRIVING RESISTANCE DETERMINED FROM CONTRACTOR'S WAVE EQUATION ANALYSIS

AND THE TEST PILE PROGRAM. BASE BID ULTIMATE DRIVING RESISTANCE IS 215 TONS.

10. CONTINUOUSLY DRIVE PILES TO ESTABLISHED ELEVATIONS OR PENETRATION RESISTANCE AS DETERMINED BY THE GEOTECHNICAL ENGINEER MONITORING PILE INSTALLATION. ESTABLISH AND

MAINTAIN AXIAL ALIGNMENT OF LEADS AND PILE BEFORE AND DURING DRIVING.

11. RE-DRIVE HEAVED PILES TO A TIP ELEVATION AT LEAST AS DEEP AS ORIGINAL TIP ELEVATION WITH A

DRIVING RESISTANCE AT LEAST AS GREAT AS ORIGINAL DRIVING RESISTANCE.

12. DAMAGED, DEFECTIVE OR REJECTED PILES MUST BE EITHER REMOVED OR ABANDONED AND CUT OFF, AS DIRECTED BY THE CONTRACTING OFFICER.

13. PILES MUST BE DRIVEN TO A MAXIMUM TOLERANCE IN ANY DIRECTION OF 4 INCHES PER PILE. WHERE AN INDIVIDUAL PILE IS DRIVEN OUT OF POSITION MORE THAN 4 INCHES IN ANY DIRECTION AND/OR WHERE THE CENTER OF GRAVITY OF A PILE GROUP IS OUT OF POSITION MORE THAN 3 INCHES, THE CONTRACTOR MAY BE REQUIRED TO DRIVE AN ADDITIONAL PILE OR PILES TO COMPENSATE FOR THE ECCENTRICITY OF THE PILE AND/OR PILE GROUP. MAINTAIN AT LEAST 5 INCHES FROM PILE BUTT TO

EDGE OF PILE CAP. NOTIFY CONTRACTING OFFICER IF NOT MAINTAINED, FOR DIRECTION ON

CORRECTIVE ACTION SUCH AS ENLARGING PILE CAP.

14. SUBMIT AN AS-DRIVEN PILE SURVEY WHICH SHOWS THE LOCATION OF THE AS-DRIVEN PILES AS OFFSET DIMENSIONS, IN TWO PERPENDICULAR DIRECTIONS ALONG THE MAIN BUILDING GRID, FROM THE LOCATIONS SHOWN ON THE FOUNDATION PLAN, AND THE TOP OF PILE ELEVATION AFTER PILE

CUT-OFF.

A. THE STRUCTURAL ENGINEER WILL DETERMINE FROM THE AS-DRIVEN PILE SURVEY WHETHER

ADDITIONAL PILES, STRAP BEAMS, ADDITIONAL PILE CAP REINFORCING AND/OR DEEPER OR

ENLARGED PILE CAPS WILL BE REQUIRED. AN APPROVED PILE SURVEY IS REQUIRED FOR PILE CAP

CONSTRUCTION TO START.

15. REMOVE WITHDRAWN PILES AND CUT-OFF SECTIONS OF PILES FROM SITE AND LEGALLY DISPOSE OF

THEM OFF-SITE.

1. DESIGN OF PRECAST CONCRETE WALL PANELS IS DELEGATED TO THE CONTRACTOR’S SPECIALTY STRUCTURAL ENGINEER. DESIGN PRECAST CONCRETE IN ACCORDANCE WITH PCI DESIGN HANDBOOK

(8TH EDITION, MNL 120-17) AND ACI 318-14.

2. PRECAST CONCRETE MANUFACTURER IS RESPONSIBLE FOR DESIGN AND DETAILING OF THE

FOLLOWING:

A. STRUCTURAL DESIGN OF PRECAST PANELS FOR LOADS INDICATED

B. PRECAST-TO-PRECAST CONNECTIONS

C. EMBEDDED ITEMS IN PRECAST PANELS

D. REINFORCING AND EMBEDDED ITEMS REQUIRED FOR STORAGE, TRANSPORTATION, LIFTING, AND

BRACING OF WALL PANELS

E. CONNECTIONS BETWEEN CONCRETE PANEL WYTHES

3. DESIGN WALL PANELS FOR LOADS INDICATED ON DRAWINGS, AND FOR FORCES RESULTING FROM CASTING, STORING, TRANSPORTING, LIFTING, ERECTING, AND BRACING PANELS. DRAWINGS INDICATE

IN-SERVICE LOADS ON THE PANELS.

4. DESIGN PRECAST WALL PANELS AS PIN-CONNECTED TO THE FOUNDATION. BASE CONNECTIONS MUST

NOT BE DESIGNED TO TRANSFER ANY MOMENT TO THE FOUNDATIONS.

5. LIMIT DESIGN DEFORMATIONS OF PRECAST WALL PANELS TO PCI RECOMMENDATIONS AND AS

FOLLOWS (H = PANEL HEIGHT):

A. LATERAL DRIFT OF SHEAR WALL PANELS (IN-PLANE): H/480 (10-YEAR WIND)

B. HORIZONTAL DEFLECTION OF PANELS (OUT-OF-PLANE): H/240, 1-1/2” MAX

C. VERTICAL DEFLECTION OF PANELS OVER OPENINGS: L/600

D. RACKING OF PANELS: H/500

6. MANUFACTURE PANELS TO MEET THE PROFILE LINES, DIMENSIONS, REVEALS, AND JOINTS AS

INDICATED. COORDINATE ROUGH OPENINGS WITH DOOR, WINDOW, AND LOUVER FRAME

REQUIREMENTS. COORDINATE WITH OTHER TRADES FOR PENETRATIONS, ATTACHMENTS, INSERTS, AND OTHER ITEMS TO BE CAST INTO OR ATTACHED TO WALL PANELS.

7. INDICATE ALL OPENINGS IN PRECAST CONCRETE PANELS ON SHOP DRAWINGS. FIELD CUT OPENINGS ARE NOT PERMITTED UNLESS SPECIFICALLY SHOWN ON THE SHOP DRAWINGS AND ACCOUNTED FOR

IN THE DESIGN BY THE PRECAST MANUFACTURER.

8. PRECAST MANUFACTURER MUST PROVIDE GUIDANCE AND LIMITATIONS ON FIELD-INSTALLED

PENETRATIONS AND ATTACHMENTS TO PRECAST PANELS. FIELD CUTTING, DRILLING, PENETRATING, AND ANCHORING TO PANELS IS NOT PERMITTED WITHOUT APPROVAL OF PRECAST MANUFACTURER.

9. STEEL PLATES AND ANGLES MUST CONFORM TO ASTM A36. HOT-DIP GALVANIZE ALL STEEL AFTER FABRICATION, UNLESS OTHERWISE NOTED. ALL PERMANENTLY EXPOSED CONNECTION PLATES MUST BE 304L OR 316L STAINLESS STEEL. “EXPOSED” MEANS VISIBLE OR EXPOSED TO WEATHER IN FINISHED

CONSTRUCTION, TO EXTERIOR OR TO INTERIOR OCCUPIED SPACES (BELOW CEILING).

10. CONCRETE FOR PRECAST PANELS MUST BE NORMAL-WEIGHT, WITH MINIMUM 5000 PSI 28-DAY

COMPRESSIVE STRENGTH.

11. CONCRETE REINFORCING STEEL MUST BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

12. PRESTRESSING STRAND MUST BE UNCOATED, 7-WIRE, LOW-RELAXATION STRAND CONFORMING TO

ASTM A416, GRADE 270.

13. CEMENT GROUT MUST BE NON-SHRINK, NON-METALLIC, WITH MINIMUM COMPRESSIVE STRENGTH OF

5000 PSI AT 28 DAYS.

14. ERECT PANELS TRUE TO LINE, LEVEL, AND PLUMB. LEVEL TO A TRUE PLANE WITH FULL BEARING ON

SUPPORTING STRUCTURE. USE NON-SHRINK GROUT TO PROVIDE FULL UNIFORM BEARING AND

MAINTAIN LEVEL BASE ELEVATION.

15. BRACE PANELS IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK, INCLUDING ALL CONNECTIONS, IS COMPLETE. INSTALL TEMPORARY FOUNDATIONS OR BRACE TO BUILDING STRUCTURAL SLAB. DO NOT BRACE PANELS SOLELY TO PRODUCTION PILES. SUBMIT BRACING PLANS INDICATING DESIGN

LOAD REACTIONS TO STRUCTURAL SLAB.

16. REFER TO ARCHITECTURAL DRAWINGS FOR REVEALS, OPENING DETAILS, AND EDGE TREATMENTS.

COORDINATE ROUGH PANEL OPENING SIZES WITH REQUIREMENTS OF COMPONENTS BEING

INSTALLED IN OPENINGS.

PRECAST CONCRETE WALL PANEL NOTES

VIRGINIA BEACH, VA 23462

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FIRE PROTECTION

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N40085-19-D-9041

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Approved by Brett D. Ingle, Captain, USN, Commander, with Fleet Readiness Center

Mid-Atlantic, via Email.

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1. OPEN WEB STEEL JOISTS MUST BE IN ACCORDANCE WITH THE 2015 EDITION OF THE

STEEL JOIST INSTITUTE (SJI) "STANDARD SPECIFICATION FOR K-SERIES, LH-SERIES, AND DLH-SERIES

OPEN WEB STEEL JOISTS AND FOR JOIST GIRDERS," (SJI 100-2015).

2. JOIST BRIDGING MUST CONFORM TO SJI SPECIFICATIONS, INCLUDING BRIDGING REQUIRED FOR UPLIFT RESISTANCE. DIAGONAL BRIDGING IS REQUIRED AT CHANGES IN JOIST DEPTHS, AT SPANDREL BEAMS, AT STEEL BEAMS PARALLEL TO JOISTS, AND BETWEEN THE LAST TWO JOISTS. WHERE BRIDGING TERMINATES INTO A WALL, PROVIDE HORIZONTAL BRIDGING IN THE SPACE BETWEEN THE WALL AND

LAST JOIST.

3. REINFORCE JOISTS AND JOIST GIRDERS WITH CONCENTRATED LOADS ON THE TOP OR BOTTOM CHORDS NOT LOCATED AT A PANEL POINT WITH A FIELD INSTALLED MEMBER. THE FIELD INSTALLED MEMBER MUST BE LOCATED AT THE CONCENTRATED LOAD AND MUST BRACE THE CHORD BACK TO A PANEL POINT ON THE OPPOSITE CHORD, IN ACCORDANCE WITH THE "TYPICAL CONCENTRATED LOADS

ON JOISTS" DETAIL SHOWN ON SHEET SF502.

4. PROVIDE JOIST AND JOIST GIRDER SEATS, INCLUDING CONNECTION WELDS, CAPABLE OF RESISTING A

SERVICE-LEVEL ROLLOVER FORCE OF 1.5 KIPS.

5. DESIGN STEEL ROOF JOISTS, INCLUDING JOIST SEATS, FOR THE APPLIED LOADS INDICATED. A ONE-

THIRD-STRESS INCREASE MUST NOT BE UTILIZED FOR UPLIFT DESIGN PURPOSES.

6. INDICATED JOIST GIRDER PANEL LOAD ACCOUNTS FOR ESTIMATED JOIST GIRDER SELF-WEIGHT (76

PLF) AND ROOF LIVE LOAD REDUCTION.

STEEL JOIST NOTES

STRUCTURAL STEEL NOTES

1. FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF CONNECTIONS MUST BE IN

ACCORDANCE WITH THE AISC “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” (AISC 360) AND

THE AISC “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES” (AISC 303).

2. UNLESS OTHERWISE NOTED, STRUCTURAL STEEL MUST BE IN ACCORDANCE WITH THE ABOVE-LISTED

AISC SPECIFICATION AND THE FOLLOWING:

A. SQUARE AND RECTANGULAR HSS ASTM A500, GRADE C, Fy = 50 KSI B. ROUND HSS ASTM A500, GRADE C, Fy = 46 KSI

C. WIDE-FLANGE AND WT-SHAPES ASTM A992

D. CHANNELS AND S-SHAPES ASTM A36

E. PLATES AND ANGLES ASTM A36

F. HIGH-STRENGTH BOLTS ASTM F3125 GRADE A325 OR GRADE F1852

G. ANCHOR RODS W/ NUT AND WASHER ASTM F1554, GRADE 36

H. THREADED ROD ASTM A36

I. STEEL HEADED STUD ANCHORS AWS D1.1, TYPE B, Fu = 65 KSI

J. WELDING ELECTRODES, UON E70XX

K. STEEL DECK ATTACHMENT ELECTRODES E60XX

3. SHOP AND FIELD WELDING MUST BE BY CERTIFIED WELDERS AND MUST CONFORM TO AWS

STANDARDS. MAINTAIN CURRENT AWS CERTIFICATIONS AT THE JOB SITE FOR REVIEW BY THE

CONTRACTING OFFICER AND SPECIAL INSPECTOR.

4. BOLTED CONNECTIONS MUST USE HIGH-STRENGTH BOLTS WITH ASTM A563 HEAVY-HEX NUTS AND ASTM F436 WASHERS, UNLESS OTHERWISE NOTED. PROVIDE COMPRESSIBLE-WASHER TYPE DIRECT

TENSION INDICATOS OR TWIST-OFF TYPE TENSION CONTROL BOLTS CONFORMING TO RCSC

"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS" AT ALL BOLTED

CONNECTIONS.

5. FIELD-CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE IS NOT PERMITTED. DO NOT CUT OR

ENLARGE BOLT HOLES BY FLAME-CUTTING IN THE FIELD.

6. INSTALL BOLTS IN BEARING-TYPE CONNECTIONS TO THE SNUG-TIGHT CONDITION UNLESS

OTHERWISE NOTED IN THE CONTRACT DOCUMENTS OR REQUIRED IN THE AISC SPECIFICATION TO

BE PRE-TENSIONED OR SLIP-CRITICAL.

7. PARTIAL AND COMPLETE-JOINT-PENETRATION WELDS INDICATED ON THE STRUCTURAL DRAWINGS OR

SHOP DRAWINGS MUST BE INSPECTED WITH NON-DESTRUCTIVE TESTING.

8. SUBMIT DRAWINGS OF, AND DESIGN CALCULATIONS FOR, ALTERNATE DETAILS AND MEMBER SPLICES FOR APPROVAL PRIOR TO INSTALLATION. CALCULATIONS MUST BE SIGNED AND SEALED BY THE

CONTRACTOR'S VIRGINIA-LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR

PREPARATION.

9. SHOP OR FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED EXCEPT AS DETAILED ON THE DRAWINGS, PERMITTED IN THE SPECIFICATIONS, AND AS SPECIFICALLY APPROVED ON SHOP

DRAWINGS PRIOR TO FABRICATION.

10. PROVIDE L3x3x1/4 X-BRACING BETWEEN WIDE-FLANGE STEEL BEAMS WHERE SUCH BEAMS REPLACE OPEN-WEB JOISTS AS ROOF FRAMING MEMBERS. ALIGN X-BRACING WITH JOIST BRIDGING LOCATIONS

(MAXIMUM X-BRACING SPACING = 10'-0” OC).

11. EDGE ANGLES SUPPORTING VENEER ELEMENTS AND SHELF ANGLES MUST BE LOCATED NO MORE THAN [+1/8”, -1/4”] HORIZONTALLY FROM BUILDING LINE. SURVEY EDGE OF SLAB PRIOR TO PLACEMENT OF CONCRETE TO VERIFY THAT EDGE OF SLAB IS LOCATED WITHIN SPECIFIED TOLERANCE. POSITIVE

DIRECTION IS AWAY FROM BUILDING.

12. REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR STEEL ELEMENTS TO BE

HOT-DIP GALVANIZED PER ASTM A123. EXTERIOR LINTELS MUST BE HOT-DIP GALVANIZED.

13. PAINT STEEL EXPOSED TO EARTH WITH TWO COATS OF COAL TAR EPOXY. STEEL MEMBERS ENCASED IN CONCRETE (3" MINIMUM COVER) ARE NOT REQUIRED TO BE COATED WITH COAL TAR EPOXY.

COLD-FORMED STEEL FRAMING NOTES (CONTINUED)

10. MECHANICAL BRIDGING AT INTERVALS NOT EXCEEDING 4'-0" OC MUST BRACE ALL LOAD-BEARING AND

CURTAIN-TYPE COLD-FORMED STEEL WALLS. BRIDGING MUST BE IN PLACE PRIOR TO PLACING ANY

LOADS ON THE STUD WALL.

11. JOISTS AND TRUSSES MUST BE LOCATED DIRECTLY OVER BEARING WALL STUDS, UNLESS OTHERWISE

NOTED.

12. EXTERIOR FRAMING PROVIDING LATERAL SUPPORT TO MASONRY VENEER MUST BE 0.043 INCHES (18 GAGE) MINIMUM THICKNESS. LIMIT LATERAL DEFLECTION OF FRAMING MEMBERS TO HEIGHT/600

FOR WIND LOADING.

13. REFER TO ARCHITECTURAL DRAWINGS FOR NON-LOAD-BEARING INTERIOR WALL FRAMING.

1. "TYPE 1" ROOF DECK MUST BE 1 1/2” DEEP WIDE RIB DECK, GALVANIZED G60 STEEL CONFORMING TO

ASTM A653, WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

A. t= 0.0358 IN (20 GAGE) B. Ip= 0.206 IN4/FT C. Sp= 0.232 IN3/FT D. Sn= 0.245 IN3/FT E. Fy= 40 KSI

FASTEN ROOF DECK TO THE SUPPORTING STRUCTURE WITH MECHANICAL FASTENERS AT A 36/7

PATTERN. FASTEN SIDE LAPS WITH (6) #10 SELF-TAPPING SCREWS EQUALLY SPACED BETWEEN SUPPORTS. FASTEN DISCONTINUOUS SIDE OF DECK TO SUPPORTING STRUCTURE WITH MECHANICAL

FASTENERS AT 6” OC, UNLESS OTHERWISE NOTED.

2. "TYPE 2" ROOF DECK MUST BE 1 1/2” DEEP WIDE RIB CELLULAR ACOUSTICAL DECK, GALVANIZED G60

STEEL CONFORMING TO ASTM A653, WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

A. DECK t= 0.0358 IN (20 GAGE) WITH LINER PANEL t= 0.0358 IN (20 GAGE) B. Ip= 0.373 IN4/FT C. Sp= 0.301 IN3/FT D. Sn= 0.437 IN3/FT E. Fy= 40 KSI

F. NOISE REDUCTION COEFFICIENT: 0.70

FASTEN ROOF DECK TO THE SUPPORTING STRUCTURE WITH MECHANICAL FASTENERS AT A 36/7

PATTERN. FASTEN SIDE LAPS WITH (6) #10 SELF-TAPPING SCREWS EQUALLY SPACED BETWEEN SUPPORTS. FASTEN DISCONTINUOUS SIDE OF DECK TO SUPPORTING STRUCTURE WITH MECHANICAL

FASTENERS AT 6” OC, UNLESS OTHERWISE NOTED.

3. BASIS OF DESIGN FASTENER FOR TYPE 1 AND TYPE 2 ROOF DECK IS SIMPSON STRONG-TIE XMQ (#12)

SUPPORT FASTENERS WITH SIMPSON STRONG-TIE XU (#10) SIDE-LAP FASTENERS. ALTERNATE

PRODUCTS MUST PROVIDE A MINIMUM LRFD DESIGN DIAPHRAGM SHEAR STRENGTH (ΦRn) OF 800 PLF (UON) WHEN COMBINED WITH NOMINAL WIND UPLIFT OF 45 PSF. PROVIDE CALCULATIONS INDICATING

STRENGTH AND DIAPHRAGM STIFFNESS FOR ALTERNATE PRODUCTS.

4. COMPOSITE FLOOR DECK MUST BE 2” DEEP COMPOSITE DECK, GALVANIZED G90 STEEL CONFORMING

TO ASTM A653, WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:

A. t= 0.0358 IN (20 GAGE) B. Ip= 0.404 IN4/FT C. Sp= 0.324 IN3/FT D. Sn= 0.364 IN3/FT E. Fy= 40 KSI

FASTEN FLOOR DECK TO THE SUPPORTING STRUCTURE WITH 5/8"Ø PUDDLE WELDS AT A 24/3

PATTERN. FASTEN SIDE LAPS WITH #10 SELF-TAPPING SCREWS SPACED AT 12" OC BETWEEN

SUPPORTS. FASTEN DISCONTINUOUS SIDE OF DECK TO SUPPORTING STRUCTURE WITH 5/8"Ø PUDDLE

WELDS AT 12” OC, UNLESS OTHERWISE NOTED.

5. INSTALL STEEL FLOOR AND ROOF DECK CONTINUOUS FOR THREE OR MORE SPANS. INDICATE ANY

NECESSARY SINGLE AND 2-SPAN CONDITIONS ON SHOP DRAWINGS.

6. DO NOT SUSPEND LOADS (CEILINGS, EQUIPMENT, PIPES, ETC) FROM STEEL ROOF DECK.

STEEL DECK NOTES

COLD-FORMED STEEL FRAMING NOTES

1. COLD-FORMED STEEL DESIGN AND CONSTRUCTION MUST BE IN ACCORDANCE WITH THE

AMERICAN IRON AND STEEL INSTITUTE (AISI) "NORTH AMERICAN SPECIFICATION FOR THE DESIGN

OF COLD-FORMED STEEL STRUCTURAL MEMBERS" (AISI S100).

2. COLD-FORMED STEEL DESIGN IS DELEGATED TO THE CONTRACTOR. SHOP DRAWINGS AND

CALCULATIONS MUST BE SEALED BY THE VIRGINIA-LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THEIR PREPARATION. SIZES INDICATED ARE TYPICAL AND MATERIAL PROPERTIES, WHERE

INDICATED, REPRESENT MINIMUM REQUIRED PERFORMANCE.

3. MATERIAL 0.043 INCH (18 GAGE) OR LESS IN THICKNESS MUST HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. MATERIAL 0.054 INCH (16 GAGE) OR GREATER IN THICKNESS MUST HAVE A MINIMUM YIELD

STRENGTH OF 50 KSI.

4. ALL COLD-FORMED STEEL MUST CONFORM TO ASTM C955. MATERIAL MUST CONFORM TO ASTM A1003 AND BE COATED IN ACCORDANCE WITH ASTM A924. ALL CONNECTION SCREWS MUST BE ZINC-COATED.

5. WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE-SHEET STEEL".

6. PROVIDE TEMPORARY BRACING OF COLD-FORMED STEEL FRAMING TO PROVIDE FOR THE SAFETY OF THE STRUCTURE AND WORK PERSONNEL. BRACING MUST REMAIN UNTIL NO LONGER REQUIRED FOR

SAFE SUPPORT OF FRAMING, AS DETERMINED BY THE CONTRACTOR.

7. FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS ARE NOT BE PERMITTED WITHOUT PRIOR

WRITTEN APPROVAL OF THE DELEGATED DESIGN ENGINEER AND STRUCTURAL ENGINEER OF

RECORD.

8. MINIMUM CONNECTION REQUIREMENTS FOR COLD-FORMED MEMBERS ARE AS FOLLOWS, UNLESS

OTHERWISE NOTED:

CONDITION CONNECTION

STUD-TO-TRACK (2) #10 SELF-DRILLING SCREWS

TRACK-TO-STEEL BEAM 0.157"Ø POWDER-ACTUATED FASTENERS AT 16" OC

EXTERIOR STUD TRACK- (2) 0.157"Ø POWDER-ACTUATED FASTENERS THROUGH

TO-CONCRETE SLAB TRACK AT EACH STUD. PROVIDE 1 1/2" MININUM EMBEDMENT.

OR FOUNDATION MINIMUMS: SPACING = 4", CONCRETE EDGE DISTANCE = 3"

9. STUD MATERIAL INDICATED ON THE DRAWINGS MUST HAVE A MINIMUM OF 1 5/8" FLANGES AND 1/2" STIFFENING RETURN LIPS. TRACK MATERIAL MUST HAVE A MINIMUM OF 1 1/4" FLANGES

(NO STIFFENING RETURN LIP).

CONCRETE MASONRY NOTES

1. ALL MASONRY CONSTRUCTION MUST BE IN ACCORDANCE WITH BUILDING CODE FOR MASONRY

STRUCTURES (TMS 402) AND SPECIFICATION FOR MASONRY STRUCTURES (TMS 602).

2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 2000 PSI. NET AREA COMPRESSIVE STRENGTH OF

CONCRETE MASONRY UNITS MUST BE A MINIMUM OF 2000 PSI.

3. CONCRETE MASONRY UNITS MUST CONFORM TO ASTM C90 AND BE MANUFACTURED WITH MEDIUM WEIGHT AGGREGATE (OVEN-DRY UNIT WEIGHT = 115 PCF, MAX) OR NORMAL WEIGHT AGGREGATE

(OVEN-DRY UNIT WEIGHT = 135 PCF, MAX).

4. GROUT MUST CONFORM TO ASTM C476 AND MUST NOT CONTAIN ADMIXTURES. GROUT MUST ATTAIN A

MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.

5. MORTAR MUST CONFORM TO ASTM C270 AND MUST BE TYPE M BELOW GRADE AND TYPE M OR S

ABOVE GRADE.

6. STOP GROUT POUR 1 1/2" BELOW THE TOP OF A COURSE TO FORM A KEY AT POURED JOINTS.

7. INSTALL AND GROUT MASONRY TO A MAXIMUM HEIGHT OF 5 FEET ABOVE CONSTRUCTION SURFACE OR PREVIOUSLY GROUTED MASONRY UNLESS 'HIGH-LIFT' GROUTING PROCEDURES ARE FOLLOWED.

8. HIGH-LIFT GROUTING PROCEDURE REQUIRES CLEANOUT OPENINGS AT THE BOTTOM OF EACH CELL OF EVERY GROUT LIFT. MAXIMUM GROUT LIFT (GROUT POURED IN ONE CONTINUOUS OPERATION) IS 5'-0".

THE MAXIMUM HEIGHT OF MASONRY PRIOR TO GROUTING IS 12'-0".

9. REINFORCING MUST BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 AND MUST HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI 315. SHOP-FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED. ALL REINFORCING STEEL MUST BE CONTINUOUS, UNLESS OTHERWISE NOTED.

10. PROVIDE DOWEL REINFORCING FROM FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL

REINFORCING.

11. GROUT SOLID ALL REINFORCED CELLS AND ALL CELLS AND CAVITIES BELOW GRADE.

12. LOCATE JOINT REINFORCING 16" OC VERTICALLY. PROVIDE ADDITIONAL REINFORCING AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS. EXTEND

JOINT REINFORCING A MINIMUM OF 24" BEYOND THE OPENING ON EACH SIDE.

13. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL OR PVC SLEEVES

OR CORED HOLES, UNLESS OTHERWISE NOTED.

14. DO NOT PLACE ALUMINUM CONDUITS, PIPES, OR ACCESSORIES IN DIRECT CONTACT WITH MASONRY

UNLESS COATED TO PREVENT ELECTROLYSIS.

15. UNLESS OTHERWISE NOTED OR DETAILED, CENTER REINFORCING IN CELLS USING BAR POSITIONERS.

16. PROVIDE CONTROL JOINTS IN WALLS AT A MAXIMUM SPACING OF ONE-AND-ONE-HALF (1.5) TIMES THE WALL HEIGHT OR 24'-0", WHICHEVER IS LESS, UNLESS OTHERWISE NOTED. LOCATE CONTROL JOINTS

AT LEAST 2'-0" FROM OPENINGS, AND WITHIN 10'-0" OF CORNERS.

17. BRACE THE TOP OF INTERIOR, NON-LOAD BEARING MASONRY WALLS TERMINATING AT THE

UNDERSIDE OF FLOOR OR ROOF STRUCTURE AGAINST OUT-OF-PLANE MOVEMENT IN ACCORDANCE

WITH THE "TYPICAL NON-BEARING CMU WALL BRACING" DETAIL ON SHEET SF501.

18. SPLICE REINFORCING WITH LAP SPLICES OF LENGTH INDICATED IN TABLE BELOW. STAGGER SPLICES

OF REINFORCING IN BOND BEAMS AND AT LOCATIONS WITH MORE THAN ONE BAR PER CELL OR

COURSE.

8" CMU

LAP SPLICE LENGTH FOR MASONRY REINFORCING

BAR SIZE

#5

#6

1 BAR

20"

38"

12" CMU

2 BARS 1 BAR 2 BARS

14"

24"

35"

64"

28"

52"

NOTE: "1 BAR" AND "2 BARS" REFERS TO NUMBER OF BARS

IN A GIVEN CELL OR COURSE.

#7 52" 33"87" 87"

#8 79" 50"-- 105"

VIRGINIA BEACH, VA 23462

SUITE 1400

757·455·5800 FAX 757·455·5638

WWW.CLARKNEXSEN.COM

4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

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C

D

1 2 3 4 5

A

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SCALE:

CONSTR. CONTR. NO.

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NAVFAC DRAWING NO.

DES DRW CHK

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EPROJECT NO.:

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DRAWFORM REVISION: 7 FEBRUARY 2019

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BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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L F

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IN

E E

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IN

G C

O M

M A

N D

M

ID

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T L A

N T

IC

N

A V

A L

S T

A T

IO

N

N

O R

F O

L K

V

A

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

N40085-19-D-9041

1614720

1 2 3 4 5

Approved by Brett D. Ingle, Captain, USN, Commander, with Fleet Readiness Center

Mid-Atlantic, via Email.

14 Sept 2020

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PAA SMS

SDS/RSF

N O

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A T

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N O

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S-003

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DEVELOPMENT LENGTH

Ld

TOP BAR TENSION REINFORCING

STANDARD HOOKS

L=12 d

HOOKED TENSION REINFORCING

b

90°

L

180°

L b b

L

STIRRUPS

AND TIES

BEND DIAMETERS

TYP

d

STIRRUPS

AND TIES

d

DEVELOPMENT OF

HOOKED BARS

Ldh

SIZE

Ldh

90° 180°

CONCRETE f'c

3000 PSI

NOTES:

1. ALL REINFORCING IN ACCORDANCE WITH ACI 318.

2. TOP BAR IS DEFINED AS HORIZONTAL REINFORCING PLACED SUCH THAT MORE

THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT

LENGTH OR SPLICE.

3. BOTTOM BAR IS DEFINED AS HORIZONTAL REINFORCING PLACED SUCH THAT

LESS THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT

LENGTH OR SPLICE.

4. LAP SPLICES OF DEFORMED BARS AND DEFORMED WIRE IN TENSION MUST BE

CLASS B SPLICES EXCEPT THAT CLASS A SPLICES ARE ALLOWED WHEN:

A. AREA OF REINFORCING PROVIDED IS AT LEAST TWICE THE AREA OF

REQUIRED REINFORCING (CANNOT BE ASSUMED UNLESS SPECIFICALLY

INDICATED ON THE DRAWINGS); AND

B. ONE-HALF OR LESS OF THE TOTAL REINFORCING IS SPLICED WITHIN THE

REQUIRED LAP LENGTH.

5. MINIMUM LENGTHS AND BENDS INDICATED, BENDS MUST COMPLY WITH ACI 318.

6. INDICATED BEND DIAMETERS ARE MEASURED ON THE INSIDE OF THE BAR.

SIZE

DEVELOPMENT LENGTH

CONCRETE f'c

Ld

COMPRESSION REINFORCING

LAP SPLICE 30db

Ls

ALL f'c

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

CONCRETE f'c

3000 PSI

22"

29"

36"

43"

63"

72"

81"

91"

4000 PSI

19"

25"

31"

37"

54"

62"

70"

79"

5000 PSI

17"

22"

28"

33"

49"

55"

63"

70"

LAP SPLICE

Ls

CONCRETE f'c

#3

#4

#5

#6

#7

#8

#9

#10

SIZE 3000 PSI 4000 PSI 5000 PSI

22"

29"

36"

43"

63"

72"

81"

91"

CLASS A

28"

37"

47"

56"

81"

93"

105"

118"

CLASS B

19"

25"

31"

37"

54"

62"

70"

79"

CLASS A

24"

32"

40"

48"

71"

81"

91"

102"

CLASS B

17"

22"

28"

33"

49"

55"

63"

70"

CLASS A

22"

29"

36"

43"

63"

72"

81"

91"

CLASS B

SIZE

#3

#4

#5

#6

#7

#8

#9

#10

4 1/2"

6"

7 1/2"

9"

10 1/2"

12"

13 1/2"

15"

L=4 db

2 1/2"

2 1/2"

3"

3 1/2"

4 1/2"

5"

4"

2 1/2"

L=6 d /12 d

2 1/2"

4"

9"

10 1/2"

N/A

12"

3"

N/A

2 1/4"

3 3/4"

4 1/2"

5 1/4"

9 1/2"

6"

3"

10 3/4"

1 1/2"

2 1/2"

4 1/2"

5 1/4"

N/A

6"

2"

N/A

#3

#4

#5

#6

#7

#8

#9

#10

7"

8"

10"

12"

14"

16"

18"

20"

4000 PSI

6"

7"

9"

11"

12"

14"

16"

18"

5000 PSI

5"

7"

8"

10"

11"

12"

14"

16"

#3

#4

#5

#6

#7

#8

#9

#10

3000 PSI

9"

11"

14"

17"

20"

22"

25"

28"

4000 PSI

8"

10"

12"

14"

17"

19"

22"

24"

5000 PSI

7"

9"

12"

14"

16"

18"

21"

23"

13"

15"

19"

23"

27"

30"

34"

39"

SIZE

DEVELOPMENT LENGTH

CONCRETE f'c

3000 PSI

Ld

BOTTOM BAR TENSION REINFORCING

LAP SPLICE

Ls

CONCRETE f'c

#3

#4

#5

#6

#7

#8

#9

#10

17"

22"

28"

33"

48"

55"

62"

70"

4000 PSI

15"

19"

24"

29"

42"

48"

54"

61"

5000 PSI

13"

17"

22"

26"

37"

43"

48"

54"

#3

#4

#5

#6

#7

#8

#9

#10

SIZE 3000 PSI 4000 PSI 5000 PSI

17"

22"

28"

33"

48"

55"

62"

70"

CLASS A

22"

29"

36"

43"

63"

72"

81"

91"

CLASS B

15"

19"

24"

29"

42"

48"

54"

61"

CLASS A

19"

25"

31"

37"

54"

62"

70"

79"

CLASS B

13"

17"

22"

26"

37"

43"

48"

54"

CLASS A

17"

22"

28"

33"

49"

55"

63"

70"

CLASS B

1. POST-INSTALLED ANCHORS ARE PERMITTED ONLY WHERE SPECIFIED IN THE CONSTRUCTION

DOCUMENTS. OBTAIN APPROVAL FROM STRUCTURAL ENGINEER OF RECORD PRIOR TO USING POST- INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS OR FOR SUBSTITUTIONS.

2. POST-INSTALLED ANCHORS (IN CONCRETE OR CMU) MUST BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS (INCLUDING, BUT NOT LIMITED TO, DRILL BIT SIZE, PROPER CLEANING OF HOLES, INSTALLATION TORQUE, AND TEMPERATURE CONSTRAINTS).

3. BASIS OF DESIGN ANCHORS ARE AS INDICATED. CONCRETE SUBSTRATE IS ASSUMED TO BE CRACKED.

ACCEPTABLE MANUFACTURERS ARE HILTI, SIMPSON STRONG-TIE, AND POWERS (DEWALT).

4. A VIRGINIA-LICENSED PROFESSIONAL ENGINEER MUST PREPARE AND SEAL CALCULATIONS FOR SUBSTITUTION REQUESTS. CALCULATIONS MUST DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING PERFORMANCE VALUES AT LEAST EQUAL TO THE BASIS-OF-DESIGN ANCHOR.

5. CALCULATIONS FOR SUBSTITUTION REQUESTS MUST INCLUDE ANCHOR DIAMETER, EMBEDMENT DEPTH, ANCHOR MATERIAL, ADHESIVE MATERIAL (IF APPLICABLE), ICC-ES REPORT (ESR), AND ANCHOR

SYSTEM CAPACITY IN APPLICABLE BASE MATERIAL.

6. SPACING AND EDGE DISTANCE FOR ANCHORS MUST NOT BE LESS THAN MINIMUM INDICATED.

7. ANCHOR MANUFACTURER'S REPRESENTATIVE MUST PROVIDE ONSITE TRAINING FOR EACH OF THE ANCHORING PRODUCTS SPECIFIED. SUBMIT DOCUMENTATION TO CONTRACTING OFFICER THAT ALL

INSTALLATION PERSONNEL ARE TRAINED PRIOR TO INSTALLING ANCHORS.

8. AN INDEPENDENT TESTING AGENCY MUST INSPECT ANCHORS DURING INSTALLATION TO VERIFY

CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS.

9. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4"Ø PILOT HOLE FOR EACH ANCHOR OR BY NONDESTRUCTIVE METHODS. DO NOT CUT REINFORCING STEEL WITHOUT THE APPROVAL OF

THE STRUCTURAL ENGINEER OF RECORD.

10. ANCHORS USED IN EXTERIOR CONDITIONS MUST BE FURNISHED WITH A MECHANICALLY DEPOSITED ZINC COATING COMPLYING WITH ASTM B695 OR HOT-DIP GALVANIZED ZINC COATING COMPLYING WITH

ASTM A153. ANCHORS USED IN INTERIOR CONDITIONS MUST BE FURNISHED WITH A ZINC

ELECTROPLATED COATING COMPLYING WITH ASTM B633.

11. CONCRETE ANCHORS:

A. MECHANICAL ANCHORS MUST COMPLY WITH ACI 355.2 AND ICC-ES AC193.

BASIS OF DESIGN PRODUCTS:

SCREW ANCHOR: HILTI KWIK-CON II+

HEAVY-DUTY (HD) SCREW ANCHOR: HILTI KWIK HUS-EZ

EXPANSION ANCHOR: HILTI KWIK-BOLT 3

B. ADHESIVE ANCHORS MUST COMPLY WITH ACI 355.4 AND ICC-ES AC308.

BASIS OF DESIGN PRODUCT: HILTI HIT-HY 200 WITH HIT-Z ANCHOR

C. GAS AND POWDER-ACTUATED FASTENERS MUST COMPLY WITH ICC-ES AC70.

BASIS OF DESIGN PRODUCT: HILTI X-U

D. REINFORCING STEEL POST-INSTALLED WITH STRUCTURAL ADHESIVE MUST COMPLY WITH ICC-ES

AC308. BASIS OF DESIGN PRODUCT: HILTI HIT-HY 200 WITH SAFESET

12. MASONRY ANCHORS IN SOLID-GROUTED CONCRETE MASONRY:

A. MECHANICAL ANCHORS MUST COMPLY WITH ICC-ES AC01 OR AC106.

BASIS OF DESIGN PRODUCTS:

HEAVY-DUTY (HD) SCREW ANCHOR: HILTI KWIK HUS-EZ

EXPANSION ANCHOR: HILTI KWIK BOLT 3

B. ADHESIVE ANCHORS MUST COMPLY WITH ICC-ES AC58.

BASIS OF DESIGN PRODUCT: HILTI HIT-HY 270 WITH HAS-E ROD

13. MASONRY ANCHORS IN HOLLOW CONCRETE MASONRY OR UNREINFORCED CLAY BRICK MASONRY:

A. MECHANICAL ANCHORS MUST COMPLY WITH ICC-ES AC01 OR AC106.

BASIS OF DESIGN PRODUCTS:

SCREW ANCHOR: HILTI KWIK-CON II+

EXPANSION ANCHOR: HILTI HLC SLEEVE ANCHOR

B. ADHESIVE ANCHORS MUST COMPLY WITH ICC-ES AC58 OR AC60 AS APPROPRIATE. USE THE

APPROPRIATE SCREEN TUBE RECOMMENDED BY THE ADHESIVE MANUFACTURER.

BASIS OF DESIGN PRODUCT: HILTI HIT-HY 270 WITH SCREEN TUBE AND HAS-E ROD

C. GAS AND POWDER-ACTUATED FASTENERS MUST COMPLY WITH ICC-ES AC70.

BASIS OF DESIGN PRODUCT: HILTI X-U

14. MASONRY ANCHOR INSTALLATIONS ARE LIMITED TO ONE ANCHOR PER MASONRY CELL (8" OC MINIMUM

SPACING).

15. AT MASONRY ANCHOR LOCATIONS, GROUT CMU SOLID 2'-0" WIDE AND 2'-0" TALL CENTERED ON

ANCHOR (PROVIDE 12" EDGE DISTANCE EA DIRECTION), UNLESS OTHERWISE INDICATED.

POST-INSTALLED ANCHOR NOTES

VIRGINIA BEACH, VA 23462

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4525 MAIN STREET

SATISFACTORY TO DATE

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ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

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V A

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AS NOTED

UNCLASSIFIED

UNCLASSIFIED

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N40085-19-D-9041

1614720

1 2 3 4 5

Approved by Brett D. Ingle, Captain, USN, Commander, with Fleet Readiness Center

Mid-Atlantic, via Email.

14 Sept 2020

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SDS/RSF

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'-3

"7' -3

7'-3"

21'-3"

21'-3" 21'-3"

'-3

'-3

7' -3

7'-3"

7' -3

7'-3"

'-3

21'-3"

7'-3"

7' -3

T Y

P

'-9

T Y

P

8' -0

TYP

22'-9"

TYP

8'-0"

TYP

8'-0"

T Y

P

8' -0

T Y

P

'-9

TYP

22'-9"

22'-9"

'-9

22'-9"

'-9

3 (E) 3 (E)

2 (E)

1 (E)

2 (P)

1 (P)

1' (P)1 (P) 1 (P)

3 (P)3 (P)

3 (P)3 (P)

2 (P) 2 (P)

2 (P)

1 (P)

3 (P)

3 (P)

3 (P)

3 (P)

1 (P)2 (P)

2 (P)

2 (P)

2 (P)

3 (E)3 (E)

1 (E)

1 (E)

8'-0"

8' -0

'-9

" 8' -0

'-9

9'-2"

8'-0"

8' -0

"22 '-9

'-9

22'-9"

22'-9"7'-3"

7' -3

'-3

7'-3"

7' -3

"21 '-3

21'-3"

21'-3"

3 (E)3 (E)

2 (E)

2 (E)2 (E)

3 (P)

2 (P) 1 (P)

3 (P)

3 (E)3 (E)

3 (E)

2 (E)

ROOF WIND PRESSURE SCHEDULE

ZONE PATTERN

1' (P)

AREA (FT2) PRESSURE (+ve)

100+

1-100 37 PSF

PRESSURE (-ve)

-63 PSF

1 (P) 100+

1-100 37 PSF -97 PSF

2 (P) 100+

1-100 37 PSF -123 PSF

3 (P) 100+

1-100 37 PSF -162 PSF

33 PSF

33 PSF

33 PSF

33 PSF

-63 PSF

-80 PSF

-100 PSF

-116 PSF

TABLE 2 - ENCLOSED (GCpi = ±0.18)

ZONE PATTERN

1' (E)

AREA (FT2) PRESSURE (+ve)

100+

1-100 21 PSF

PRESSURE (-ve)

-47 PSF

1 (E) 100+

1-100 21 PSF -82 PSF

2 (E) 100+

1-100 21 PSF -107 PSF

3 (E) 100+

1-100 21 PSF -146 PSF

17 PSF

17 PSF

17 PSF

17 PSF

-47 PSF

-64 PSF

-85 PSF

-100 PSF

TABLE 1 - PARTIALLY ENCLOSED (GCpi = ±0.55)

NOTES:

1. POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

2. BUILDING ZONES ARE DEFINED IN ASCE 7.

3. WIND PRESSURES INDICATED ARE AT STRENGTH-LEVEL

(WIND LOAD FACTOR = 1.0).

4. ROOF PRESSURES OVER PMB, PAINT, AND WASH BAYS ARE

CALCULATED USING PARTIALLY ENCLOSED INTERNAL PRESSURE

COEFFICIENT = ±0.55. ALL OTHER ROOF PRESSURES USE

FULLY ENCLOSED INTERNAL PRESSURE COEFFICIENT = ±0.18.

5. AREA = EFFECTIVE WIND AREA FOR COMPONENT BEING DESIGNED.

REFER TO DESIGN NOTES ON SHEET S-001.

VIRGINIA BEACH, VA 23462

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4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

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DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

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A C

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AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

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IF

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N40085-19-D-9041

1614720

1 2 3 4 5

Approved by Brett D. Ingle, Captain, USN, Commander, with Fleet Readiness Center

Mid-Atlantic, via Email.

14 Sept 2020

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SDS/RSF

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DSN

S-005

NOT TO SCALE

ROOF COMPONENT AND CLADDING WIND PRESSURE DIAGRAM - HIGH ROOF

NOT TO SCALE

ROOF COMPONENT AND CLADDING WIND PRESSURE DIAGRAM - LOW ROOF

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1. EXISTING FOUNDATION INFORMATION IS BASED ON CONSTRUCTION

DRAWINGS FOR V-57, DATED MARCH 28, 1942, AND DRAWINGS FOR

"EXTENSION TO LAUNDRY" DATED NOVEMBER 10, 1943. DRAWINGS PROVIDED

BY NAVFAC.

2. LOCATIONS OF EXISTING FOUNDATIONS ARE BASED ON THE AVAILABLE

EXISTING DRAWINGS AND THE REPORT OF GEOPHYSICAL STUDY BY

GET SOLUTIONS, INC, DATED JUNE 24, 2020.

3. LOCATIONS AND SIZES OF EXISTING FOUNDATIONS SHOWN ON THESE

DRAWINGS MUST BE CONSIDERED APPROXIMATE AND SUBJECT TO FIELD

VERIFICATION. TABULATED DIMENSIONS ARE PROVIDED FOR REFERENCE

ONLY; REMOVE EACH INDICATED ELEMENT IN ITS ENTIRETY.

4. ASSUME THAT 1.0% BY VOLUME OF THE STRUCTURAL CONCRETE

FOUNDATION SYSTEMS ARE REINFORCING STEEL.

5. NOTIFY CONTRACTING OFFICER OF ANY CONFLICTS (NOT RESOLVED BY

DEMOLITION) BETWEEN EXISTING FOUNDATIONS AND NEW CONSTRUCTION.

EXISTING FOUNDATION ELEMENTS ARE NOT PERMITTED TO SUPPORT P-1035

CONSTRUCTION.

6. DEMOLISH COMPLETELY THE INDICATED SLABS, GRADE BEAMS AND PILE

CAPS. REMOVE AND DISPOSE OF OFF-SITE. BACKFILL EXCAVATIONS AS

SPECIFIED. EXISTING CONCRETE ELEMENTS ARE BELOW GRADE.

7. CUT EXISTING PILES AT BOTTOM OF PILE CAP. V-57 DRAWINGS INDICATE

COMPOSITE PILES (CONCRETE ABOVE TIMBER). ASSUME PILES AT CUT-OFF

ELEVATION ARE 12 INCH DIAMETER CONCRETE WITH CORRUGATED STEEL

SURROUND, WITH (2) #8 BARS INTO PILE CAP.

0'

-8

60'-8"±

100'-9"±

DPC-4 (TYP)

DPC-3 (TYP)

DPC-2 (TYP)

6' -0

DSL-1

DSL-2

DSL-3

DSL-4

DPC-3A

DGB-2 DGB-2

DGB-2

D G

B -1

D G

B -1

DGB-6

D G

B -3

D G

B -1

D G

B -5

D G

B -2

D G

B -4

D G

B -1

DGB-2

DGB-2

D G

B -1

D G

B -1

D G

B -1

EXISTING GRADE

REMOVE ANY

EXISTING

CONCRETE PIER

ABOVE PILE CAP

OR GRADE BEAM

(V A

R

IE

S

4' -0

(V A

R

IE

S

2' -0

EXISTING SLAB,

PILE CAP

OR GRADE BEAM

CUT OFF

EXISTING PILE

EXISTING PILE CAP TO REMAIN

DEMOLISH EXISTING PILE CAP

DEMOLISH EXISTING GRADE BEAM OR SLAB

P-1035 CONSTRUCTION

3'-0"

5' -6

DPC-2

5'-6"

5' -6

DPC-4

DEPTH = 24"

DEPTH = 30"

5' -1

DPC-3

2'-0" 1'-6" 2'-0"

5'-6"

DEPTH = 24"

3' -5

3' -0

10'-8"

DPC-3A

DEPTH = 24"

13'-0"

12'-6"

LENGTH

DSL-1

MARK

6'-6"

7'-6"

WIDTH

39'-0" 2'-8"

55'-0" 2'-8"

DSL-2

DSL-3

DSL-4

1'-0"

THICKNESS

1'-3"

6"

6"

PILES

SLAB DEMOLITION

QUANTITY

PILES (EA)

DPC-2

DPC-3

MARK

33 CF

43 CF

VOLUME (EA)

4DPC-4 76 CF

3DPC-3A 64 CF 1

PILE CAP DEMOLITION

140 LF

LENGTH

DGB-5

DGB-6

MARK

10" x 15"

CROSS SECTION

(WxD)

DGB-4

DGB-3

DGB-2

DGB-1

12" x 15"

10" x 16"

10" x 18"

12" x 21"

12" x 21" 120 LF

20 LF

13 LF

20 LF

7 LF

GRADE BEAM DEMOLITION

VIRGINIA BEACH, VA 23462

SUITE 1400

757·455·5800 FAX 757·455·5638

WWW.CLARKNEXSEN.COM

4525 MAIN STREET

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

E

E R

IN

G

C O

M M

A N

D

DRAWFORM REVISION: 7 FEBRUARY 2019

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G C

O M

M A

N D

M

ID

-A

T L A

N T

IC

N

A V

A L

S T

A T

IO

N

N

O R

F O

L K

V

A

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

N40085-19-D-9041

1614720

1 2 3 4 5

Approved by Brett D.