1614696dwg16of22_STRUCT-BUILD.pdf

1. GENERAL

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO

SUPPLEMENT THE CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE PROVISIONS AND

REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

B. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN ON ALL OTHER DRAWINGS.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM THE

CONTRACT DRAWINGS TO THE CONTRACTING OFFICER PRIOR TO COMMENCING WITH WORK. SCALING OF WORKING

DIMENSIONS FROM THE STRUCTURAL DRAWINGS IS PROHIBITED.

D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING.

CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. VISITS TO THE SITE BY THE OWNER OR THE ENGINEER SHALL NOT RELIEVE THE

CONTRACTOR OF SUCH RESPONSIBILITY.

E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH THE APPROVAL OF THE CONTRACTING OFFICER. WHERE SECTIONS VARY, CONTRACTOR SHALL PROVIDE FOR SMOOTH

TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE.

F. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' WRITTEN INSTRUCTIONS AND

RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

2. DESIGN STANDARDS

A. THE INTERNATIONAL BUILDING CODE 2018 AS ADOPTED AND MODIFIED BY UFC 1-200-01 AND UFC 3-301-01 IS THE PRINCIPAL

CODE OF RECORD.

B. ASCE 7, AMERICAN SOCIETY OF CIVIL ENGINEERS, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2016.

C. UNIFIED FACILITIES CRITERIA:

1. UFC 1-200-01 (30 SEPTEMBER 2019) DoD BUILDING CODE (GENERAL BUILDING REQUIREMENTS).

2. UFC 3-301-01 (1 OCTOBER 2019) STRUCTURAL ENGINEERING.

3. UFC 3-310-04 ( 1 JUNE 2013 WITH CHANGE 1, 20 JUNE 2016) SESIMIC DESIGN FOR BUILDINGS

4. UFC 4-010-01 (12 DECEMBER 2018) DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

D. ACI 318, AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014.

E. ACI 530, AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, 2013.

F. ANSI/AISC 360, AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 2016.

G. ANSI/SDI-RD, STEEL DECK INSTITUTE STANDARD FOR STEEL ROOF DECK, 2017.

H. AWS D1.1, AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE - STEEL, 2015.

I. ANSI/AISI S100-12, AMERICAN IRON AND STEEL INSTITUTE, NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-

FORMED STEEL STRUCTURAL MEMBERS.

3. DESIGN LOADS

A. RISK CATEGORY (ALL BUILDINGS): III PER UFC 3-301-01 TABLE 2-2

B. DEAD LOADS

1. SELF WEIGHT

2. ROOF DEAD LOADS:

a. UTILITY SERVICES BLDG: 20 PSF

b. GUARD BOOTH/GATEHOUSE & CANOPY: 20 PSF

C. LIVE LOADS PER UFC 3-301-01 TABLE G-1

1. UTILITY SERVICES BLDG FIRST FLOOR, UNO: 100 PSF

2. MECHANICAL ROOM: 125 PSF

3. GENERATOR ROOMS: 200 PSF

4. ROOF LIVE LOAD (MINIMUM): 20 PSF

5. SLAB ON GRADE: 100 PSF

6. ALL OTHER AREAS, UNO: 100 PSF

D. COLLATERAL DEAD LOADS:

1. UTILITY SERVICES BUILDING: 20 PSF

2. GATEHOUSE AND CANOPY: 15 PSF

3. GUARD BOOTH: 15 PSF

D. EQUIPMENT LOADS

1. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 250 LBS.

2. IF EQUIPMENT FURNISHED IS HEAVIER THAN THE WEIGHTS INDICATED OR REQUIRES STRUCTURAL CHANGES FOR

ANY OTHER REASON, AT NO ADDITIONAL COST TO THE OWNER AND WITH NO INCREASE IN CONTRACT TIME, PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL STRUCTURAL WORK NECESSARY TO SUPPORT LOADS IN ACCORDANCE WITH THE DESIGN STANDARDS LISTED ABOVE TO THE STRUCTURAL DOR FOR REVIEW AND APPROVAL.

E. WIND LOADS PER UFC 3-301-01

1. ULTIMATE DESIGN WIND SPEED: 127 MPH 3-SECOND GUST

2. NOMINAL DESIGN WIND SPEED: 106 MPH 3-SECOND GUST

3. EXPOSURE CATEGORY: D

4. INTERNAL PRESSURE COEFFICIENT: +/- 0.18 (USB, GATEHOUSE, GUARD BOOTH), 0.00 (GATEHEOUSE CANOPY)

5. ENCLOSURE CLASSIFICATION: ENCLOSED (USB, GATEHOUSE, GUARD BOOTH), OPEN (GATEHEOUSE CANOPY)

6. TOPOGRAPHIC FACTOR: 1.0

7. REFER TO SHEET AS003 FOR DESIGN ULTIMATE COMPONENTS AND CLADDING WIND PRESSURES FOR ROOFS AND WALLS.

F. SEISMIC LOADS PER UFC 3-301-01

1. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: Ss = 0.089g S1 = 0.04g

2. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: Sds = 0.143g Sd1 = 0.112g

3. IMPORTANCE FACTOR: 1.25

4. SITE CLASS: E

5. SEISMIC DESIGN CATEGORY: B

6. BASIC SEISMIC FORCE-RESISTING SYSTEM:

a. UTILITY SERVICES BUILDING: ORDINARY REINFORCED CONCRETE SHEAR WALLS.

b. GATEHOUSE/GUARD BOOTH: ORDINARY REINFORCED MASONRY SHEAR WALLS.

c. GATEHOUSE CANOPY: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

7. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

8. SEISMIC BASE SHEARS:

a. UTILITY SERVICES BUILDING: 442 KIPS

b. GATEHOUSE/GATEHOUSE CANOPY: 27 KIPS

c. GUARD BOOTH: 3 KIPS

9. RESPONSE MODIFICATION FACTORS:

a. UTILITY SERVICES BUILDING: R = 4

b. GATEHOUSE/GUARD BOOTH: R = 2

c. GATEHOUSE CANOPY: R = 3

10. SEISMIC RESPONSE COEFFICIENTS:

a. UTILITY SERVICES BUILDING: Cs = 0.045

b. GATEHOUSE/GUARD BOOTH: Cs = 0.09

c. GATEHOUSE CANOPY: Cs = 0.06

G. SNOW LOADS PER UFC 3-301-01

1. GROUND SNOW LOAD: 10 PSF

2. FROST DEPTH: 9 INCHES

3. IMPORTANCE FACTOR: 1.10

4. MINIMUM SNOW LOAD: 12 PSF

4. SERVICEABILITY LIMITS

A. FOUNDATION SETTLEMENT LIMIT: NOT TO EXCEED 1/2" DIFFERENTIAL OR 1" TOTAL.

B. ROOF FRAMING DEFLECTION LIMIT:

4. SERVICEABILITY LIMITS (CONT)

1. SUPPORTING PLASTER CEILING: L/240 TOTAL LOAD, L/360 LIVE LOAD.

2. SUPPORTING NONPLASTER CEILING: L/180 TOTAL LOAD, L/240 LIVE LOAD

3. NOT SUPPORTING CEILING: L/180 TOTAL LOAD, L/240 LIVE LOAD

A. WIND DRIFTS: H/480 BASED ON A WIND SPEED WITH A 10-YEAR MEAN RECURRENCE INTERVAL.

B. SEISMIC STORY DRIFT: 0.10 TIMES THE STORY HEIGHT USING THE APPLICABLE DEFLECTION AMPLIFICATION FACTOR WITHOUT

THE SEISMIC IMPORTANCE FACTOR.

C. OPENING SUPPORT DEFLECTION LIMIT AND WALL OUT-OF-PLANE DEFLECTION LIMIT: L/600 BASED ON A NOMINAL DESIGN WIND

SPEED.

6. REINFORCED CONCRETE

A. PREPARE AND PLACE REINFORCED CONCRETE IN ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE AS MODIFIED BY

CONTRACT DOCUMENTS.

B. CONCRETE: NORMAL WEIGHT WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF

1. FOUNDATIONS AND WALLS: 4000 PSI

2. PRECAST/PRESTRESSED CONCRETE PILES: f'c = 5000 PSI

C. FORMWORK

1. CONTRACTOR IS RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL ADEQUACY, AND CONSTRUCTION OF CONCRETE

FORMWORK IN ACCORDANCE WITH CONTRACT SPECIFICATIONS.

2. COORDINATE CONCRETE WORK WITH PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS

INDICATED ON CONTRACT DRAWINGS OR IN CONTRACT SPECIFICATIONS.

3. SLEEVE NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE, UNLESS NOTED OTHERWISE. SEE

OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF

DEBRIS AND WATER DURING CONSTRUCTION.

4. PROVIDE 3/4" CHAMFER STRIPS ON EDGES OF EXPOSED CONCRETE, UNLESS NOTED OTHERWISE.

5. WITH THE EXPLICIT PRIOR APPROVAL IN WRITING OF THE CONTRACTING OFFICER, FOOTINGS MAY BE EARTH-FORMED

USING UNDISTURBED NATIVE SOIL. PROVIDE MINIMUM EXCAVATION WIDTH 2" GREATER THAN INDICATED.

D. REINFORCING STEEL

1. BARS: ASTM A615 GRADE 60. SHOP FABRICATE BENT BARS AND BARS WITH HOOKS.

2. WELDED WIRE REINFORCEMENT: ASTM A1064, SHEET TYPE. DO NOT USE ROLL TYPE.

3. REINFORCE ALL CONCRETE UNLESS SPECIFICALLY MARKED "NOT REINFORCED" OR "UNREINFORCED".

4. DETAIL AND PLACE REINFORCEMENT IN ACCORDANCE WITH ACI SP-66, ACI 301, ACI 318, AND CRSI MANUAL OF STANDARD

PRACTICE. DO NOT INSERT REINFORCEMENT INTO FRESH OR PARTIALLY HARDENED CONCRETE.

5. PROVIDE MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

a CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".

b CONCRETE EXPOSED TO EARTH OR WEATHER: #6 AND LARGER BARS - 2"; OTHER REINFORCEMENT - 1 1/2".

c CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS AND WALLS - 3/4"; OTHER MEMBERS - 1 1/2".

6. UNLESS NOTED OTHERWISE, USE THE FOLLOWING EMBEDMENT AND LAP SPLICE LENGTHS FOR REINFORCING STEEL

BARS:

a. MINIMUM STRAIGHT EMBEDMENT LENGTHS:

#6 BARS AND SMALLER: 38 BAR DIAMETERS

#7 BARS AND LARGER: 48 BAR DIAMETERS

b. MINIMUM LAP SPLICE LENGTHS:

#6 BARS AND SMALLER: 50 BAR DIAMETERS

#7 BARS AND LARGER: 63 BAR DIAMETERS

c. MINIMUM STANDARD HOOK EMBEDMENT LENGTHS: 20 BAR DIAMETERS

d. HORIZONTAL BARS HAVING MORE THAN 12" OF CONCRETE PLACED BELOW THEM ARE CONSIDERED TOP

REINFORCEMENT AND REQUIRE A MINIMUM STRAIGHT EMBEDMENT AND LAP SPLICE LENGTHS INCREASE BY NOT LESS THAN 30% OVER THE MINIMUM STRAIGHT EMBEDMENT LENGTHS AND MINIMUM LAP SPLICE LENGTHS NOTED

ABOVE.

e. HOOK EMBEDMENT IS THE MINIMUM STRAIGHT LINE DISTANCE FROM THE CRITICAL SECTION OF THE BAR TO THE

FARTHEST EDGE OF THE HOOK.

7. PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS AND CORNER BARS AT INTERSECTING GRADE BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH TYPICAL DETAILS ON CONTRACT DRAWINGS, UNLESS NOTED OTHERWISE.

8. EPOXY GROUT: ASTM C881, TYPE IV, GRADE 2 OR 3, WITH EMBEDMENT TO DEVELOP YIELD STRENGTH OF BAR, UNLESS

NOTED OTHERWISE.

E. JOINTS

1. LOCATE CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER JOINTS AS INDICATED OR SPECIFIED, OR AS

OTHERWISE APPROVED BY THE CONTRACTING OFFICER. CONSTRUCTION JOINTS IN WALLS MUST BE SPACED 30'-0" ON CENTER (MAXIMUM). DO NOT LOCATED CONSTRUCTION JOINTS WITHIN 2'-0" OF BEAM BEARING POINTS. REFER

ARCHITECTURAL ELEVATIONS FOR APPROXIMATE LOCATIONS.

2. CLEAN SURFACES OF HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS OF LAITANCE TO EXPOSE CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, THOROUGHLY CLEAN AND WET

SURFACE OF CONSTRUCTION JOINT.

3. IN ADDITION, WHEN NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, ADEQUATELY PREPARE SURFACE BY

ROUGHENING THE EXISTING SURFACE AND APPLYING BONDING AGENT.

7. REINFORCED MASONRY (CONT)

3. MORTAR: ASTM C270, TYPE S

4. AGGREGATE FOR MORTAR: ASTM C144. AGGREGATE FAILING TO COMPLY WITH THE ASTM C144 GRADATION

REQUIREMENTS MAY BE USED PROVIDED THE MORTAR CAN BE PREPARED TO COMPLY WITH THE ASTM C270

PROPERTY SPECIFICATION REQUIREMENTS FOR LABORATORY PREPARED MORTAR.

5. MINIMUM SPECIFIED COMPRESSIVE STRENGTH: f'm = 2000 PSI.

C. REINFORCING STEEL

1. BARS: ASTM A615 GRADE 60. SHOP FABRICATE BENT BARS AND BARS WITH HOOKS.

2. MINIMUM CLEAR DISTANCE TO ANY FACE OF MASONRY UNIT OR FORMED SURFACE: 1/2"

3. MINIMUM LAP SPLICE LENGTH:

a. BARS CENTERED IN 8" CMU: #4 - 15", #5 - 23", #6 - 43"

b. BARS EACH FACE IN 8" CMU: #4 - 24", #5 - 39", #6 - 74"

4. PROVIDE REINFORCING STEEL DOWELS WITH STANDARD 90 DEGREE HOOKS OF THE SAME SIZE AND SPACING AND

SPACING AS VERTICAL REINFORCING FROM THE SUPPORTING STRUCTURE.

D. GROUT

1. COURSE GROUT PER ASTM C476, MINIMUM COMPRESSIVE STRENGTH = 2,000 PSI, 8" TO 11" SLUMP.

2. FULLY GROUT CELLS BELOW GRADE, CELLS THAT CONTAIN REINFORCING STEEL AND CELLS THAT CONTAIN PLATES, BOLTS OR OTHER EMBEDDED ITEMS. PROVIDE MASONRY UNITS WITH MINIMUM SPACE IN CELLS TO RECEIVE GROUT OF 3"x 3" AND ALIGN THESE CELLS TO PROVIDE UNOBSTRUCTED OPENINGS.

3. PROVIDE UNITS WITH MINIMUM SPACE IN CELLS TO RECIEVE GROUT OF 3"X3" AND ALIGN TO PROVIDE UNOBSTRUCTED

OPENINGS.

4. PLACE GROUT WITHIN 1 1/2 HOURS AFTER ADDING MIX-DESIGNED WATER AND PRIOR TO INITIAL SET. GROUT CONTINUOUSLY USING POUR HEIGHTS NOT EXCEEDING 12 FT AND LIFTS NOT EXCEEDING 5 FT, WITH NO

INTERRUPTIONS EXCEEDING 1 HOUR.

5. CONSOLIDATE GROUT IN ASSEMBLED WALLS BY MECHANICAL VIBRATION AT TIME OF PLACEMENT. RECONSOLIDATE GROUT BY MECHANICAL VIBRATION AFTER INITIAL ATER LOSS AND SETTLEMENT HAS OCCURRED.

E. CONSTRUCTION

1. USE RUNNING BOND PATTERN, UNLESS INDICATED OTHERWISE.

2. EMPLOY FULL MORTAR BEDDING FOR PARTIALLY GROUTED WALLS.

3. ARCHITECTURAL COMPONENTS SUCH AS SEALANT, FLASHING, ETC, ARE NOT ILLUSTRATED IN STRUCTURAL DETAILS.

SEE ARCHITECTURAL DRAWINGS FOR THESE COMPONENTS.

F. VERTICAL REINFORCEMENT

1. PROVIDE ADDITIONAL VERTICAL REINFORCEMENT AT INTERSECTION OF WALLS, BELOW AND AT EACH SIDE OF EACH BEAM BEARING ON WALL, AND AT EACH SIDE OF EACH OPENING GREATER THAN 12" IN WIDTH PER TYPICAL DETAILS.

2. PROVIDE FOUNDATION DOWEL SAME SIZE AND LOCATION AS EACH VERTICAL BAR IN WALL ABOVE.

a. WHERE BEARING ON FOUNDATION, CAST INTO SUPPORTING CONCRETE WITH REQUIRED HOOK EMBEDMENT

LENGTH.

b. WHERE BEARING ON THICKENED SLAB, EXTEND DOWELS TO WITHIN 2" OF THE BOTTOM OF SLAB AND PROVIDE A

STANDARD 90° HOOK

c. EXTEND ABOVE SURFACE OF SUPPORTING CONCRETE A MINIMUM OF 2" GREATER THAN REQUIRED LAP SPLICE

LENGTH.

3. EXTEND ALL VERTICAL BARS FROM BOTTOM COURSE THRU TOP BOND BEAM.

G. HORIZONTAL REINFORCEMENT

1. CONSTRUCT BOND BEAMS USING (2) #4 HORIZONTAL, UNO.

2. PROVIDE CONTINUOUS BOND BEAMS AT BOTTOM COURSE, WHERE INDICATED ON STRUCTURAL OR ARCHITECTURAL

DRAWINGS, AND AT A MAXIMUM VERTICAL SPACING OF 48".

3. WHERE TOP OF WALL IS FLAT, PROVIDE BOND BEAM AT TOP-MOST AND AT SECOND FROM TOP-MOST COURSE AS

PRACTICABLE TO MAINTAIN CONTINUITY.

4. WHERE TOP OF WALL IS SLOPED, PROVIDE DOUBLE SLOPING BOND BEAMS PER TYPICAL DETAIL ON CONTRACT

DRAWINGS, UNLESS NOTED OTHERWISE.

5. PROVIDE BOND BEAM BELOW EACH OPENING AND EXTEND 25" MINIMUM BEYOND EACH SIDE OF OPENING.

6. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT MAXIMUM 16" SPACING.

H. DO NOT INSTALL CONTROL JOINTS IN REINFORCED CONCRETE MASONRY UNIT WALLS. REFER TO ARCHITECTURAL

DRAWINGS FOR JOINTS IN MASONRY VENEER.

I. USE STANDARD LADDER TYPE HORIZONTAL JOINT REINFORCING AT EVERY OTHER COURSE (16 INCHES ON CENTER MAXIMUM SPACING). BEGIN AT TOP OF FIRST BLOCK COURSE. IN ADDITION, PROVIDE HORIZONTAL JOINT REINFORCING IN TWO JOINTS IMMEDIATELY ABOVE AND BELOW OPENINGS. EXTEND JOINT REINFORCING 2 FEET MINIMUM BEYOND

THE OPENING JAMB ON EACH SIDE OF THE OPENING.

9. STRUCTURAL STEEL

A. STRUCTURAL STEEL FRAMING HAS BEEN DESIGNED FOR STRENGTH USING THE LOAD RESISTANCE FACTOR DESIGN (LRFD)

METHODOLOGY AND FOR STABILITY USING THE DIRECT ANALYSIS METHOD OF DESIGN. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 15th EDITION AND AISC 303-10 - CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AS MODIFIED BY CONTRACT DOCUMENTS.

B. DESIGN AND PROVIDE TEMPORARY ERECTION BRACING AS REQUIRED, AND DO NOT REMOVE IT UNTIL ALL PERMANENT

LATERAL-LOAD-RESISTING ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.

C. SHAPES (OTHER THAN W AND WT), PLATES AND THREADED RODS: ASTM A36, Fy = 36 KSI.

D. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.

E. RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C, Fy=50 KSI.

F. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE C, Fy=46 KSI.

G. PIPE: ASTM A53 TYPE E OR S, GRADE B, Fy = 35 KSI.

H. BOLTS

1. 3/4" DIAMETER ASTM F3125 GRADE A325 UNLESS NOTED OTHERWISE.

2. FRAMING CONNECTIONS: SNUG TIGHT JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.

3. BRACING CONNECTIONS: SNUG-TIGHT JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.

4. DIRECT TENSION INDICATOR WASHERS: ASTM F959.

5. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO COLUMN WEB OR GIRDER WEB DIRECTLY OVER COLUMN, PROVIDE TEMPORARY SEAT ANGLE ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM, MINIMUM L4X3X3/8 LLH WITH TWO BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED

WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM STRUCTURAL ENGINEER OF RECORD.

I. WELDING: AWS D1.1 USING E70 ELECTRODE, WITH LOW HYDROGEN WHERE REQUIRED.

J. PROVIDE SPACER PLATES FOR DOUBLE ANGLE MEMBERS TO COMPLY WITH AISC 360 PARAGRAPH E6.2.

1. THICKNESS: MATCH END GUSSET PLATES.

K. MINIMUM ATTACHMENT: CONNECT TO HEEL AND TOE OF EACH ANGLE USING 1/4" X 1" LONG FILLET WELDS

L. HEADED STUDS

1. ASTM A108, GRADE 1015 OR 1020

2. FIELD INSTALL ALL STUDS LOCATED SO AS TO OBSTRUCT WALKING SURFACES OF BEAMS OR JOISTS.

M. ANCHOR RODS

1. ASTM F1554 GRADE 36

2. LOCATE ANCHOR RODS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN POSITION WHILE PLACING

CONCRETE. PROTECT IN-PLACE ANCHOR RODS FROM CONSTRUCTION ACTIVITY.

3. THE FOLLOWING ARE PROHIBITED WITHOUT EXPLICIT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER

OF RECORD:

a. INSERTING ANCHOR RODS INTO FRESH OR PARTIALLY HARDENED CONCRETE.

b. SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR RODS ARE INDICATED.

c. RELOCATING, REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR RODS.

N. GROUT: ASTM C1107 CEMENTITIOUS NONSHRINK AT COLUMN BASEPLATES.

O. HOT-DIP GALVANIZE EXTERIOR EXPOSED STRUCTURAL STEEL AFTER FABRICATION, INCLUDING LINTEL ASSEMBELIES

P. WELD 1/2" CAP/END PLATES TO ALL WIDE FLANGES, TUBES AND PIPES, UNO.

5. GEOTECHNICAL INFORMATION

A. SOURCE: GEOTECHNICAL REPORT PROVIDED IN THE "REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL

ENGINEERING SERVICES" PREPARED BY G.E.T SOLUTIONS (PROJECT NO. VN19-341G) DATED DECEMBER 14TH, 2020.

B. SITE PREPARATION

1. EXCAVATION, FILL, AND BACKFILL SHALL BE IN ACCORDANCE WITH THE CONTRACT DRAWINGS AND SPECIFICATIONS.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER WHEN LOOSE OR SOFT SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED SO THAT A DETERMINATION MAY BE MADE REGARDING IMPROVEMENT OF THIS

POTENTIALLY UNDESIRABLE CONDITION.

C. SOIL CHARACTERISTICS

1. UNIT WEIGHT: 115 PCF MOIST

2. WATER TABLE DEPTH: APPROXIMATELY 6 TO 8 FT

D. LATERAL EARTH PRESSURE

1. AT-REST CONDITION, Ko: 0.53

2. ACTIVE CONDITION, Ka: 0.36

3. PASSIVE CONDITION, Kp: 2.77

E. SLAB, MAT, AND FOOTING DESIGN PARAMETERS

1. MODULUS OF SUBGRADE REACTION: 125 PCI (MAT AND FOOTING), 150 PCI (SLAB ON GRADE)

2. ALLOWABLE BEARING CAPACITY: 2000 PSF

a. EXISTING SOILS WITH 1500 PSF IS UTILIZED IN SLAB ON GRADE DESIGN AT GATEHOUSE AND GUARD BOOTH

3. FROST DEPTH: 9"

4. CONCRETE-SOIL COEFFICIENT OF FRICTION: 0.3

5. MINIMUM STABILITY FACTORS OF SAFETY

a. OVERTURNING: 1.5

b. UPLIFT: 1.5

c. SLIDING: 2.0

7. REINFORCED MASONRY

A. GENERAL

1. CONSTRUCT REINFORCED MASONRY IN ACCORDANCE WITH TMS 602 AS MODIFIED BY CONTRACT DOCUMENTS.

MASONRY HAS BEEN DESIGNED FOR STRENGTH BASED ON THE STRENGTH DESIGN METHODOLOGY.

B. MASONRY

1. UNITS: ASTM C90, MINIMUM NET AREA COMPRESSIVE STRENGTH = 2000 PSI

2. WEIGHT CLASSIFICATION: MEDIUM WEIGHT

GENERAL NOTES

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

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WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

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JAMES E. DONAHUE, R.A.

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12829393

CBT AMO

1614696

P

RO

FESS IONA

L

E

NG I N E ER

N O

RTH CAROL

INA

C A

M E

R

ON

B . T HOM

P S

O N

SEAL

049249

WF-X.X WALL FOOTING MARK

SLAB-ON-GRADE JOINT

PLAN KEY NOTE:

X=N FOR FOUNDATION PLAN KEY

NOTE

X=F FOR FLOOR FRAMING PLAN KEY

NOTE

X=R FOR ROOF FRAMING PLAN KEY

NOTE

Y=NOTE NUMBER

XY

TOF XX'-XX" TOP OF FOOTING ELEVATION FROM

REFERENCE ELEVATION 100'-0"

CHANGE IN ROOF/SLAB

SLOPE/ELEVATION

FD FLOOR DRAIN: REFER TO

PLUMBING DRAWINGS

X:Y NOMINAL ROOF SLOPE:

X = RISE ROUNDED TO NEAREST

1/8" AND Y = RUN.

CF-X.X COLUMN FOOTING MARK

WX CMU WALL REINFORCING MARK

JOIST BEARING ELEVATION FROM

REFERENCE ELEVATION 100'-0"

FRAMED ROOF OPENING FOR ROOF TOP

FANS EF AND SF

JBE XXX'-XX"

ROOF DECK WARP LINE

JOIST BOTTOM CHORD EXTENSION AT COLUMN

CENTERLINE

BEAM TO COLUMN MOMENT CONNECTION

EQUIPMENT HOUSEKEEPING PAD

BELOW GRADE PIPES CROSSING

FOOTING

STEPPED FOOTING

SF

SUSPENDED MECHANICAL EQUIPMENT WHERE

XXXX LBS DENOTES EQUIPMENT WEIGHT IN

POUNDS

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

END REACTIONS

BEAM SIZE

# SHEAR STUDS

CAMBER

TRUSS BEARING ELEVATION FROM

REFERENCE ELEVATION 100'-0"

TBE XXX'-XX"

BEAM 4 ANGLE SHEAR SPLICE

CONNECTION

SBWxD STRAP BEAM MARK:

W = WIDTH

D = DEPTH

RIDGE / HIP

VALLEY

AA - ALUMINUM ASSOCIATION

AB - ANCHOR BOLT

ABT - ABOUT

ACI - AMERICAN CONCRETE

INSTITUTE

ADH - ADHESIVE

AGGR - AGGREGATE

AHR - ANCHOR

AISI - AMERICAN IRON AND

STEEL INSTITUTE

AISC - AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AL - ALUMINUM

ALTN - ALTERNATE

ANSI - AMERICAN NATIONAL

STANDARDS INSTITUTE

APPROX - APPROXIMATE

ARCH - ARCHITECT

ASTM - AMERICAN SOCIETY FOR

TESTING OF MATERIALS

AWS - AMERICAN WELDING

SOCIETY

BBE - BEAM BEARING ELEVATION

BC - BOLT CIRCLE

BETW - BETWEEN

BLDG - BUILDING

BM - BEAM

BO - BOTTOM OF

BOS - BOTTOM OF STEEL

BOT - BOTTOM

B/P - BASE OF PIER

BRG - BEARING

BRKT - BRACKET

CAP - CAPACITY

C/C - CENTER TO CENTER

CL - CENTER LINE

CF - CUBIC FEET

CFS - COLD-FORMED STEEL

CHKR - CHECKER

CIR - CIRCLE

CJ - CONSTRUCTION JOINT

CLR - CLEAR

CLJ - CONTROL JOINT

CMU - CONCRETE MASONRY UNIT

CO - CONCRETE OPENING

COMP - COMPRESSION

CONC - CONCRETE

CONT - CONTINUOUS

CONTR - CONTRACT

COL - COLUMN

CONN - CONNECTION

COTR - CONTRACTING OFFICER

COR - CORNER

COORD - COORDINATE

CRSI - CONCRETE REINFORCING

STEEL INSTITUTE

CTR - CENTER

CTRD - CENTERED

CY - CUBIC YARD

DBL - DOUBLE

DET - DETAIL

DIAG - DIAGONAL

DIA - DIAMETER

DIM - DIMENSION

DK - DECKING

DL - DEAD LOAD

DN - DOWN

DWL - DOWEL

DWG - DRAWING

E - EAST

EA - EACH

ED - EQUIPMENT DRAIN

EF - EACH FACE

EJ - EXPANSION JOINT

EL - ELEVATION

ELEC - ELECTRICAL

ELEV - ELEVATOR

EMBED - EMBEDMENT

EQ - EQUAL

EQUIV - EQUIVALENT

EQ SP - EQUALLY SPACED

EQUIP - EQUIPMENT

EXIST - EXISTING

EXP - EXPANSION

EXT - EXTERIOR

EW - EACH WAY

FAB - FABRICATE

FD - FLOOR DRAIN

FDN - FOUNDATION

FTG - FOOTING

FF - FAR FACE

FL - FLOOR

FLG - FLANGE

FNSH - FINISH

FS - FAR SIDE

FT - FEET

FUT - FUTURE

GA - GAGE

GALV - GALVANIZE

GB - GRADE BEAM

GND - GROUND

GR - GRADE

GRTG - GRATING

H - SLAB THICKNESS

HEF - HORIZONTAL EACH

FACE

HEX - HEXAGON

HG - HIGH

HK - HOOK

HR - HANDRAIL

HPT - HIGH POINT

HORIZ - HORIZONTAL

HS - HIGH STRENGTH

IBC - INTERNATIONAL

BUILDING CODE

ID - INSIDE DIAMETER

IF - INSIDE FACE

IJ - ISOLATION JOINT

IN - INCHES

INTR - INTERIOR

INVT - INVERT

IR - INSIDE RADIUS

JT - JOINT

KB - KNEE BRACE

KPL - KICK PLATE

KSI - KIPS PER

SQUARE INCH

L - ANGLE

LAD - LADDER

LB - POUND

LD - DEVELOPMENT LENGTH

LG - LONG

LL - LIVE LOAD

LLH - LONG LEG HORIZONTAL

LLO - LONG LEG OUTSTANDING

LLV - LONG LEG VERTICAL

LONG - LONGITUDINAL

LPT - LOW POINT

LNTL - LINTEL

LS - LAP SPLICE

MATL - MATERIAL

MAX - MAXIMUM

MC - MOMENT CONNECTION

MECH - MECHANICAL

MEZZ - MEZZANINE

MFR - MANUFACTURER

MH - MANHOLE

MIN - MINIMUM

MISC - MISCELLANEOUS

MK - MARK

MO - MASONRY OPENING

MSL -MEAN SEA LEVEL

N - NORTH

NA - NOT APPLICABLE

NE - NORTHEAST

NF - NEAR FACE

NOM - NOMINAL

NW - NORTHWEST

NIC - NOT IN CONTRACT

NTS - NOT TO SCALE

NO - NUMBER

NS - NEAR SIDE

OC - ON CENTER

OD - OUTSIDE DIAMETER

OF - OUTSIDE FACE

OPNG - OPENING

OPP - OPPOSITE

OSHA - OCCUPATIONAL SAFETY

AND HEALTH ADMINISTRATION

OZ - OUNCE

PCF - POUNDS PER CUBIC FOOT

PED - PEDESTAL

PEN - PENETRATE

PEMB - PRE-ENGINEERED METAL

BUILDING

PERP - PERPENDICULAR

PJNT - PROJECTION

PL - PLATE

PLC - PLACES

PREFAB - PREFABRICATED

PS - PIPE SUPPORT

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

PVC - POLYVINYL CHLORIDE

R - RISER

RAD - RADIUS

RD - ROOF DRAIN

REF - REFERENCE

REINF - REINFORCE

REQD - REQUIRED

REV - REVISION

RM - ROOM

S - SOUTH

SB - SHEAR BAR

SCHED - SCHEDULE

SE - SOUTHEAST

SECT - SECTION

SH - SHEET

SIM - SIMILAR

SF - SWAY FRAME

SJ -SLAB JOINT

SLO - SHORT LEG OUTSTANDING

SLP - SLOPE

SLV - SLEEVE

SP - SPACE

SPEC - SPECIFICATION

SQ - SQUARE

SST - STAINLESS STEEL

STD - STANDARD

STL - STEEL

STIF - STIFFENER

STIR - STIRRUP

STR - STRAIGHT

STRL - STRUCTURAL

STRUC - STRUCTURE

SW - SOUTHWEST

SYMM - SYMMETRICAL

T - TON

TBE - TRUSS BEARING ELEVATION

TEMP - TEMPORARY

THK - THICK

THRU - THROUGH

THD - THREAD

T/ - TOP OF

TOB - TOP OF BOLT

T/C OR

TOC - TOP OF CONCRETE

TOF - TOP OF FOOTING

TOG - TOP OF GRATING

T/STL OR

TOS - TOP OF STEEL

T/P - TOP OF PIER

T&B - TOP AND BOTTOM

TRD - TREAD

TS - THICKENED SLAB

TYP - TYPICAL

UNO - UNLESS NOTED

OTHERWISE

VAR - VARIES

VERT - VERTICAL

VEF - VERTICAL EACH FACE

W - WEST

WD - WIDE

W/ - WITH

W/O - WITHOUT

WP - WORK POINT

WS - WATERSTOP

WT - WEIGHT

WWF - WELDED WIRE

FABRIC

WDT - WIDTH

@ - AT

& - AND

# - POUNDS OR NUMBER

% - PERCENT

SECTION, DETAIL, AND ELEVATION SYMBOL

IDENTIFIERS:

DRAWING SEQUENCE NUMBER INDICATES

WHERE TITLE IS LOCATED (MAY NOT BE

PRESENT IF CALLOUT AND TITLE ARE ON

THE SAME DRAWING)

LETTER AND NUMBER

DESIGNATOR FOR GRID COORDINATE

ONE OR TWO CHARACTER DISCIPLINE

DESIGNATOR (MAY NOT BE PRESENT IF

CALLOUT AND TITLE ARE ON DRAWINGS

WITHIN THE SAME DISCIPLINE)

SECTION CALLOUT EXAMPLE:

DETAIL CALLOUT EXAMPLE:

ELEVATION CALLOUT EXAMPLE:

NORTH ARROW EXAMPLE:

PLAN

NORTH

SECTION, DETAIL, AND ELEVATION TITLE EXAMPLE:

PLAN TITLE EXAMPLE:

A1

VIEW TITLE

1/8" = 1'-0"

A1

VIEW TITLE

1/8" = 1'-0"

A#

SIM

A-101

A#

SIM

A-101

A#

A-201

GRAPHIC SCALE EXAMPLE:

4' 8' 16'0' 1/8" =1'-0"

A#

A-201

A1

VIEW TITLE

1/8" = 1'-0"

PLAN

NORTH

GENERAL NOTES CONTINUED PLAN LEGEND

CALLOUT IDENTIFICATION

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

C I

C O

R E

H

A M

P T

O N

R O

A D

S N

A V

A L

S T

A T

IO

N

N O

R F

O L

K

N O

R F

O L

K V

A

EJA

N A

V A

L S

T A

T

IO

N N

O R

F O

R

F O

L K

V

IR

G

IN

IA

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

P

LO

T T

E D

F

IL

E

N A

M E

DRAWFORM REVISION: 07 AUG 2018

A P

P R

D A

T E

D E

S C

R

IP

T

IO

N S

Y M

DSN

NBJ

WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

TI

C

03/05/2021

JAMES E. DONAHUE, R.A.

/1

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:5 :3

A

M C

R e v it P ro je c ts

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B D c b th o m p s o n .r v t

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S

H E

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JEW

12829394

CBT AMO

1614696

13. PRECAST/PRESTRESSED CONCRETE PILES

A. PILE FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE 'REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING SERVICES' REFERENCED UNDER THE

GEOTECHNICAL INFORMATION NOTES.

a. USE 12" SQUARE PRECAST/PRESTRESSED CONCRETE PILES COMPLYING WITH THE PRECAST CONCRETE INSTITUTE

MNL-116 AND WITH THE FOLLOWING PROPERTIES:

1. BASE BID LENGTH: 70 FEET FOR PRODUCTION PILES AND 80 FEET FOR TEST PILES, MEASURED FROM TIP ELEVATION TO

CUTOFF ELEVATION

2. CONCRETE: f'c = 6000 PSI (MINIMUM)

3. PRESTRESSING STEEL: ASTM A416, GRADE 270 SEVEN-WIRE STRESS RELIEVED OR LOW RELAXATION STRANDS

4. REINFORCING STEEL: ASTM A615, Fy = 60 KSI

5. SPIRAL TIES: ASTM A1064

6. MINIMUM DESIGN PILE ALLOWABLE CAPACITY REQUIRED:

a. AXIAL COMPRESSION: 170 KIPS

b. SHEAR: 7 KIPS

c. MOMENT: 340.3 IN-KIPS

d. THE FORCES ABOVE OCCUR SIMULTANEOUSLY

7. PILES SHALL BE DESIGNED UTILIZING A FREE PILE HEAD CONDITION.

B. PREDRILL PILE LOCATIONS TO A DEPTH OF 15 FEET BELOW GRADE PRIOR TO DRIVING IN ORDER TO PENETRATE THE

INSITU, UNCONTROLLED FILL/POSSIBLE FILL MATERIALS OBSERVED AT THE BORING LOCATIONS, TO MINIMIZE THE EFFECTS OF VIBRATIONS FROM THE DRIVING EFFORT AND TO REDUCE THE POTENTIAL FOR PILE BREAKAGE.

10. COLD-FORMED STEEL TRUSSES

A. PROVIDE COLD-FORMED STEEL TRUSSES DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI), "NORTH AMERICAN STANDARD FOR COLD-FORMED STEEL FRAMING - TRUSS DESIGN CODE OF STANDARD PRACTICE FOR

COLD-FORMED STEEL STRUCTURAL FRAMING".

B. COLD-FORMED STEEL TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-FORMED STEEL DESIGN MANUAL". THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF VIRGINIA FOR THE DESIGN OF THE COLD-FORMED METAL TRUSSES, INCLUDING

DESIGN LOADING AND REACTIONS APPLIED TO THE SUPPORTING STRUCTURE.

C. PROVIDE TRUSSES CAPABLE OF SUPPORTING A 250 LB CONCENTRATED LOAD AT ANY POINT ALONG THE TOP OR BOTTOM

CHORD IN ADDITION TO OTHER LOADS INDICATED OR SPECIFIED.

D. NET UPLIFT ON THE TRUSSES SHALL BE CALCULATED CONSIDERING DEAD LOADS OF 8 PSF AND 2 PSF APPLIED TO THE TOP

AND BOTTOM CHORDS, RESPECTIVELY.

E. AL LOCATIONS WHERE OVER-FRAMING IS REQUIRED TO BUILD UP ROOF AREAS OVER TRUSSES TO ACHIEVE THE ROOF GEOMETRY INDICATED, INCLUDE THE WEIGHT OF THE OVER-FRAMING IN THE DEAD LOAD FOR THE DESIGN OF THE SUPPORTING TRUSSES. INCLUDE OVER-FRAMING AS PART OF COLD-FORMED STEEL TRUSS SYSTEM.

F. USE THE FOLLOWING SHAPES AND MATERIALS FOR TRUSS CHORD AND WEB COMPONENTS:

1. TRUSS CHORD AND WEB MEMBERS: COLD-FORMED STEEL SHAPES FABRICATED FROM G90 GALVANIZED STRUCTURAL

QUALITY STEEL SHEET CONFORMING TO ASTM A653/653M WITH A MINIMUM YIELD STRENGTH OF 50 KSi. TOP CHORD MUST

BE 12 GAGE MATERIAL.

G. FASTENERS: CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-THREADING STEEL DRILL SCREWS.

H. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE - SHEET STEEL'.

I. COLD-FORMED METAL FRAMING MEMBERS SHALL BE DESIGNED FOR THE LOADS GIVEN IN THE GENERAL NOTES. THE DESIGN

LOADS ARE UNFACTORED SERVICE LOADS, ALL APPLICABLE FACTORS SHALL BE APPLIED.

J. CROSS BRIDGING OR FULL-DEPTH BLOCKING IS REQUIRED AT ROOF TRUSSES NOT RECEIVING CEILING SHEATHING.

COORDINATE EXTENTS OF WALL AND CEILING SHEATHING WITH THE ARCHITECTURAL DRAWINGS.

K. COLD-FORMED METAL FRAMING CONNECTIONS TO THE STRUCTURE SHALL BE DESIGNED FOR ALL FRAMING CONDITIONS. IT IS

THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE ALL CONNECTIONS AND LOCATIONS.

M. WHERE MULTIPLE TRUSSES ARE INDICATED ATTACH CONTINGENT TRUSS MEMBERS TOGETHER WITH #10 SCREWS AT 12" ON

CENTER, UNLESS OTHERWISE INDICATED BY THE TRUSS MANUFACTURER.

N. THE CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AS REQUIRED FOR SAFE

ERECTION OF THE TRUSSES, AS RECOMMENDED BY THE MANUFACTURER.

O. TRUSS MANUFACTURER MAY USE ALTERNATIVE TRUSS WEB CONFIGURATIONS SUBJECT TO APPROVAL OF THE ARCHITECT.

P. TRUSSES SHALL BE DESIGNED USING "PIN" CONNECTION AT ONE SUPPORT AND 'ROLLER' CONNECTION AT OTHER SUPPORT

LOCATIONS. 'PIN' DEFINED AS A SUPPORT RESISTING VERTICAL AND HORIZONTAL LOADS. 'ROLLER' DEFINED AS RESISTING

ONLY VERTICAL LOADS.

11. STEEL DECK

A. PROVIDE STEEL DECK OF THE SIZE, GAGE, TYPE AND FINISH INDICATED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI), "NORTH AMERICAN 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."

B. FABRICATE STEEL DECK FROM G90 GALVANIZED STRUCTURAL QUALITY SHEET STEEL CONFORMING WITH ASTM A653 WITH

A MINIMUM YIELD STRENGTH OF 50 KSI.

C. ROOF DECK: 1 1/2" 20 GAGE, WIDE RIB WITH MINIMUM Fy = 33 KSI, Imin =0.201 IN^4/FT, Smin = 0.247 IN^3/FT.

D. INSTALL STEEL DECK WITH SPANS PERPENDICULAR TO SUPPORTS WITH A MINIMUM OF THREE CONTINUOUS SPANS AND

WITH A MINIMUM 2" END LAP LENGTH AND BEARING AT SUPPORTS.

E. SUPPORT DECK AT EDGES OF OPENINGS AND AROUND COLUMNS. PROVIDE ADDITIONAL FRAMING AS REQUIRED AND

FABRICATE DECK TO RUN CONTINOUSLY OVER MINOR OPENINGS. DO NOT CUT SUCH OPENINGS UNTIL NEEDED BY OTHER

TRADES.

F. PROVIDE MINIMUM DECK ATTACHMENT AS FOLLOWS.

1. ALL STEEL ROOF DECK AND ROOF DECK ATTACHMENTS MUST BE ATTACHED TO THE SUPPORTING STEEL AS NOTED ON

THE DRAWINGS.

2. MAKE CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB FRAMING AS NOTED IN DRAWINGS.

3. DO NOT SUBSTITUTE SCREWS OR POWER-ACTUATED FASTENERS WHERE WELDS ARE SPECIFIED WITHOUT PRIOR

APPROVAL.

G. DO NOT SUSPEND ANYTHING DIRECTLY FROM ROOF DECK AND PROVIDE ADDITIONAL FRAMING BETWEEN ROOF MEMBERS AS

REQUIRED.

11. COLD-FORMED METAL FRAMING

A. COLD-FORMED METAL FRAMING FOR THIS STRUCTURE SHALL BE DESIGNED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-FORMED STEEL DESIGN MANUAL". THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF SOUTH CAROLINA FOR THE DESIGN OF COLD- FORMED METAL FRAMING, INCLUDING DESIGN LOADINGS AND REACTIONS APPLIED TO THE SUPPORTING STRUCTURE.

B. PROVIDE COLD-FORMED METAL FRAMING OF THE SIZE, GAGE, TYPE AND FINISH INDICATED IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI), "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS" AND THE STEEL STUD MANUFACTURERS ASSOCIATIONS (SSMA).

C. SHAPE DESIGNATIONS: STUDS AND TRACKS PER SSMA PRODUCT TECHNICAL INFORMATION, INDICATING MEMBER DEPTH, STYLE, FLANGE WIDTH, AND MATERIAL THICKNESS.

D. MEMBERS: FABRICATE IN CONFORMANCE WITH ASTM C955 FROM G90 GALVANIZED STRUCTURAL QUALITY SHEET STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 33 KSI FOR 43 MIL AND THINNER MEMBERS AND 50 KSI

FOR MEMBERS THICKER THAN 43 MIL.

E. FRAMING CONNECTORS: FABRICATE IN CONFORMANCE WITH ASTM C955 FROM G90 GALVANIZED STRUCTURAL QUALITY SHEET STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 50 KSI AND A MINIMUM THICKNESS OF 54 MIL.

F. MECHANICAL FASTENERS: ASTM C1513 CORROSION-RESISTANT-COATED, SELF-DRILLING, SELF-THREADING STEEL DRILL SCREWS WITH LOW PROFILE HEADS BENEATH SHEATHING AND MANUFACTURER'S STANDARD HEADS ELSEWHERE.

PROVIDE MINIMUM SCREW LENGTH GREATER THAN 3/4" AND THE MINIMUM LENGTH REQUIRED FOR THE SCREWS TO

EXTEND THROUGH A MINIMUM OF (3) EXPOSED THREADS.

G. WELDING: AWS D1.1 OR D1.3, AS APPLICABLE USING E70 ELECTRODES.

C. DRIVE (5) TEST (INDICATOR) PILES AT LOCATIONS SHOWN ON SHEETS AS004 AND AS101 TO A PLAN TIP ELEVATION OF -60.00 BASED ON ACTUAL ELEVATIONS PROVIDED ON THE DRAWINGS. REFER TO CIVIL DRAWINGS FOR APPLICABLE DATUM OR AS DIRECTED BY THE CONTRACTOR'S GEOTECHNICAL CONSULTANT AND APPROVED BY THE CONTRACTING OFFICER.

D. THE CONTRACTOR'S GEOTECHNICAL CONSULTANT WILL MONITOR THE DRIVING OF TEST PILES AND RETAPPING USING PILE DYNAMIC ANALYSIS (PDA). RETAP TEST PILES A MINIMUM OF 7-DAYS AFTER INSTALLATION WITH THE SAME PLYWOOD CUSHION.

TEST PILES MEETING THE SAFE DESIGN CAPACITY AND INSTALLATION REQUIREMENTS MAY BE USED IN FINISHED WORK.

E. PRODUCTION PILE LENGTHS WILL BE DETERMINED BASED ON THE RESULT OF THE TEST PILE INSTALLATION AND TEST.

F. DRIVE PRODUCTION PILES TO THE BASE BID TIP ELEVATION OR AS REFINED BY RESULTS OF THE PILE TEST PROGRAM. DRIVE

PILES TO THE DYNAMIC RESISTANCE AS DETERMINED IN THE FIELD OR TO PRACTICAL REFUSAL, WHICHEVER COMES FIRST.

NOTIFY THE CONTRACTING OFFICER IF INSTALLATION CRITERIA IS NOT MET TO ALLOW FOR EVALUATION AND DETERMINATION

OF ADDITIONAL PILE REQUIREMENTS.

G. DRIVE PILES WITH A VARIATION OF NOT MORE THAN 2 PERCENT FROM VERTICAL FOR PLUMB PILES. PLACE PILE BUTTS WITHIN 3 INCHES OF LOCATION INDICATED AND SUCH THAT THE CENTER OF GRAVITY OF A GROUP OF PILES AT COLUMNS IS WITHIN 2 INCHES OF THE LOCATION INDICATED. WHERE INDIVIDUAL PILES OR PILE GROUPS EXCEED THESE TOLERANCES, PROVIDE

CORRECTIVE ACTION AS REQUIRED TO ENSURE PILE CAPACITIES ARE NOT EXCEEDED.

ABBREVIATIONS

P

RO

FESS IONA

L

E

NG I N E ER

N O

RTH CAROL

INA

C A

M E

R

ON

B . T HOM

P S

O N

NOTE: REFER TO WIND ISOMETRIC - SOUTHEAST CORNER

FOR WIND ZONES NOT LABELED.

0.6Ah

0.6Ah

Aa

0.6Ah

0.6Ah

0.2Ah

0.2Ah

A h

NOTE: REFER TO WIND ISOMETRIC - NORTHWEST CORNER FOR WIND

ZONES NOT LABELED. Aa

1. REFER TO GENERAL NOTES FOR WIND LOAD DESIGN CRITERIA.

2. WIND PRESSURES ARE ULTIMATE VALUES BASED ON AN ULTIMATE

DESIGN WIND SPEED. MULTIPLY PRESSURES BY 0.6 TO CONVERT TO

NOMINAL PRESSURES.

3. PRESSURE ARE GROSS VALUES AND DO NOT INCLUDE DEAD LOADS.

4. FOR UPLIFT DESIGN OF COLD-FORMED TRUSSES, REFER TO NOTE 10.D.

ON SHEET AS002 FOR DEAD LOAD TO BE CONSIDERED.

5. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND

AWAY FROM THE SURFACES, RESPECTIVELY.

6. DESIGN COMPONENTS AND CLADDING FOR THE MAXIMUM POSITIVE AND

NEGATIVE WIND PRESSURES.

7. EFFECTIVE WIND AREA:

a. FOR ELEMENTS, THE EFFECTIVE WIND AREA IS THE SPAN LENGTH

MULTIPLIED BY AN EFFECTIVE WIDTH THAT NEED NOT BE LESS

THAN ONE-THIRD THE SPAN LENGTH.

b. FOR FASTENERS, THE EFFECTIVE WIND AREA

SHALL NOT BE GREATER THAN THE AREA THAT IS TRIBUTARY TO

AN INDIVIDUAL FASTENER.

c. Aa = 5 FT Ah = 21.25 FT

d. Ba = 3 FT Bh = 12 FT

e. Ca = 5.5 FT Ch = 23.125 FT

f. Da = 3 FT Dh = 9.666 FT

8. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE EFFECTIVE

AREAS.

WIND ISO DIAGRAM NOTES:

0.6Bh

Ba

B h

0.2Bh

0.2Bh

0.6Bh

0.6Bh

0.6Bh

Ca

C h

0.6Dh

Da

D h

0.6Dh

0.2Dh

0.2Dh

0.6Dh

0.6Dh

USB COMPONENTS & CLADDING SCHEDULE

WIND ZONE

EFFECTIVE WIND AREA

10 SF 20 SF 50 SF 100 SF 500 SF

A1 +33 -86 +31 -81 +30 -75 +29 -70 +29 -59

A1' +33 -55 +31 -55 +30 -55 +29 -55 +29 -42

A2 +33 -108 +31 -102 +30 -94 +29 -88 +29 -74

A3 +33 -143 +31 -131 +30 -115 +29 -102 +29 -74

A4 +55 -58 +53 -57 +51 -54 +49 -53 +45 -48

A5 +55 -69 +53 -65 +51 -60 +49 -57 +45 -48

NOT TO SCALE

B1

UTILITY SERVICE BUILDING - SOUTHEAST CORNER

NOT TO SCALE

B3

UTILITY SERVICE BUILDING - NORTHWEST CORNER

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

C I

C O

R E

H

A M

P T

O N

R O

A D

S N

A V

A L

S T

A T

IO

N

N O

R F

O L

K

N O

R F

O L

K V

A

EJA

N A

V A

L S

T A

T

IO

N N

O R

F O

R

F O

L K

V

IR

G

IN

IA

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

P

LO

T T

E D

F

IL

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N A

M E

DRAWFORM REVISION: 07 AUG 2018

A P

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WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

N A

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A N

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N A

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A C

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E E

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A1'

A2

A3

A3

A4

A4

A4

A4

A5

A5

A5

A5

A5

A5

NOT TO SCALE

A1

GATEHOUSE - NORTHWEST CORNER

B5

B5 B5

B5

B4

B4

NOT TO SCALE

A2

CANOPY - NORTHWEST CORNER

GATEHOUSE COMPONENTS & CLADDING SCHEDULE

WIND ZONE

EFFECTIVE WIND AREA

10 SF 20 SF 50 SF 100 SF 500 SF

B1 +18 -69 +17 -65 +16 -59 +16 -44 +16 -40

B1' +18 -40 +17 -40 +16 -40 +16 -40 +16 -27

B2 +18 -91 +17 -85 +16 -78 +16 -72 +16 -58

B3 +18 -124 +17 -113 +16 -97 +16 -85 +16 -58

B4 +39 -43 +38 -42 +36 -39 +34 -37 +30 -33

B5 +40 -53 +38 -48 +36 -45 +34 -41 +30 -33

GATEHOUSE CANOPY COMPONENTS & CLADDING SCHEDULE

WIND ZONE

EFFECTIVE WIND AREA

10 SF 20 SF 50 SF 100 SF 500 SF

C1 +37 -54 +37 -54 +37 -54 +37 -54 +37 -54

C2 +56 -81 +56 -81 +56 -81 +37 -54 +37 -54

C3 +73 -114 +56 -81 +56 -81 +37 -54 +37 -54

C1

C2

C3

B1

B1

B2

B2

B1'

C3

C3

C3

C2 C2

C2

C1

C2

C2

C1

C1

NOT TO SCALE

A4

GUARD BOOTH - NORTHWEST CORNER

D1

D1

D2

D2 D3

D5

D4

D5

GUARD BOOTH COMPONENTS AND CLADDING SCHEDULE

WIND ZONE

EFFECTIVE WIND AREA

10 SF 20 SF 50 SF 100 SF 500 SF

D1 +10 -23 +10 -22 +10 -19 +10 -19 +10 -18

D1' +10 -13 +10 -13 +10 -13 +10 -13 +10 -13

D2 +10 -30 +10 -28 +10 -26 +10 -26 +10 -24

D3 +10 -41 +10 -37 +10 -32 +10 -32 +10 -28

D4 +14 -16 +14 -15 +13 -14 +13 -14 +12 -13

D5 +14 -19 +14 -18 +13 -16 +13 -16 +12 -15

B3

D1'

A1

A1 A2

A3

A3

B3

B3

B3

D3

D3

D3

P

RO

FESS IONA

L

E

NG I N E ER

N O

RTH CAROL

INA

C A

M E

R

ON

B . T HOM

P S

O N

1 2 3 4

A

B

C

D

INTERIOR FACE

OF WALL

42' - 10 3/8" 35' - 10" 98' - 10"

/8

/8

2'

0"

/8

/8

/8

2'

0"

/4

177' - 6 3/8"

5' - 11 3/4" 13' - 0" 6' - 0 1/4" 12' - 10 3/8"

2' - 9" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 9' - 9 3/8"

6' - 2 5/8"

4 7/8"

6' - 2 5/8"

8'

1/

2" 6'

1/ 8"

2' - 6 1/8"

6' - 6" 5' - 0 7/8"

1'

3"

/8

2' - 9" 5' - 11"

3'

5" 7"

3'

5" 1'

7/ 8"

5'

1/

8" 3'

7/ 8"

5'

6' - 0 3/4" 7' - 5 7/8"

11 1/4"

7' - 0"

7'

0" 4'

8"

2'

0"

7' - 3" 9' - 3" 7' - 3" 8' - 3" 7' - 3" 8' - 2 1/4" 7' - 3" 14' - 4 1/8" 6' - 0 1/2"

1' - 11 1/2"

1'

3/

8"

/8

2' - 5 1/8" 2' - 8"

2'

5"

7'

/8

1'

1/

8"

2' - 0 1/8"

3' - 5 3/4"

3'

2"

1/

2"

1' - 2"

6' - 6 1/4"

1' - 9 5/8"

7' - 8 1/4"

10 3/4"

7' - 7 1/2"

3' - 0 7/8"

7' - 6" 4' - 3" 7' - 6" 4' - 3" 7' - 6" 4' - 3" 7' - 6"

5'

2"

3'

3/

4"

1' - 8"

1'

8" 4'

7"

1'

8" 2'

3/ 4"

6'

5/

8"

1'

3/

8"

6'

5/

8" 4'

/8

1'

1/

2"

6'

6"

5' - 11 1/4"

3'

3/

4" 2'

5/ 8"

1'

1/

4"

4'

1/

4"

/8

/4

INTERIOR FACE

OF WALL

3' - 6"

9" 2'

3"

1' - 0" 7' - 2"

N11

N11

4 5 76

A

B

C

D

89' - 4 3/8" 23' - 4" 30' - 4 3/8"

143' - 0 5/8"

5' - 2 5/8" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 15' - 0" 2' - 10"

2'

0"

/8

/8

/8

2'

0"

/4

/8

/8

3'

1/

2" 7'

/2

3'

5/ 8"

4' - 2 5/8" 2' - 4 7/8"

15' - 2 1/2" 3' - 10"

15' - 1 1/2" 3' - 11"

3'

3/

8" 4'

1/ 8"

3'

1/

2"

3'

5"

2'

3/

4"

9' - 0" 2' - 3 3/4"

3' - 10" 3' - 9"

8" 4 1/2" 2' - 3"

2'

1/

4"

2' - 4 1/2"

3'

3' - 0"

9'

5/

8"

1 7/8"

1'

8"

5'

0"

1'

8"

7'

5/

8"

1'

8"

7'

3/

4"

1' - 6 1/2"

1' - 9 1/4"

5 3/4"

9' - 4" 12' - 6" 12' - 6 3/4" 12' - 6" 14' - 6" 12' - 6"

2'

1/

2"

3'

5" 5'

1/ 8"

12' - 0" 6' - 7 5/8" 18' - 4 3/8" 6' - 7 5/8" 20' - 4 3/8" 6' - 7 5/8"

9' - 0 3/8" 8' - 6" 19' - 4 3/4" 8' - 2" 17' - 8 5/8" 8' - 4"

INTERIOR FACE

OF WALL

INTERIOR FACE

OF WALL

N11

N11

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

C I

C O

R E

H

A M

P T

O N

R O

A D

S N

A V

A L

S T

A T

IO

N

N O

R F

O L

K

N O

R F

O L

K V

A

EJA

N A

V A

L S

T A

T

IO

N N

O R

F O

R

F O

L K

V

IR

G

IN

IA

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

P

LO

T T

E D

F

IL

E

N A

M E

DRAWFORM REVISION: 07 AUG 2018

A P

P R

D A

T E

D E

S C

R

IP

T

IO

N S

Y M

DSN

NBJ

WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

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PILE LAYOUT PLAN GENERAL NOTES

0' 1' 2' 3'

PLAN

NORTH

1/8" = 1'-0" A1

PILE LAYOUT PLAN

1. REFER TO SHEETS AS001 AND AS002 FOR GENERAL NOTES,

ABBREVIATIONS, PLAN LEGEND AND CALLOUT IDENTIFICATION.

2. REFER TO AS301 AND AS501 FOR TYPICAL FOUNDATION DETAILS AND

SECTIONS

3. REFER TO AS101 FOR REINFORCED CONCRETE WALL REINFORCING

PLAN, SCHEDULE AND DIMENSIONS.

4. EQUIPMENT PAD DIMENSIONS ARE SHOWN ON PLAN FOR REFERENCE

ONLY. COORDINATE EQUIPMENT PAD SIZES AND LOCATIONS WITH

MECHANICAL AND ELECTRICAL DRAWINGS AND MINIMUM EQUIPMENT

PAD EDGE DISTANCE AROUND EQUIPMENT AS SHOWN ON B1/AS501.

5. PILES SHOWN ON PLAN ARE TO BE 12" SQUARE

PRECAST/PRESTRESSED CONCRETE PILES COMPLYING WITH THE

PRECAST CONCRETE INSTITUTE MNL-116.

M A

T C

H

LI

N E

S

E E

A S

M A

T C

H

LI

N E

S

E E

A S

P

RO

FESS IONA

L

E

NG I N E ER

N O

RTH CAROL

INA

C A

M E

R

ON

B . T HOM

P S

O N

W1

C1

AS301

TYP

N3

W1 W1

W2

W2

TYP

N5

W1

TYP

N5

N4

1 2 3 4

A

B

C

D

INTERIOR FACE

OF WALL

INTERIOR FACE

OF WALL

/8

/8

42' - 10 3/8" 35' - 10" 98' - 10"

/4

TYP

N1

TYP

N1

C4

AS301

TYP

N9

W12X40 W12X40 W12X40 W12X40 W12X40

16' - 5 5/8" 16' - 5 5/8" 16' - 5 5/8" 16' - 5 5/8" 16' - 5 5/8"

5'

6"

FD FDFD

FD

FD

FD

FD

FD

FD

FD FD FD

FD FD FD

W1

7'

0"

W2

A2

AS301

N11

N11

8' - 0"

6' - 5 1/2"

1'

0"

N13

9' - 8 1/8"

2'

1/

2"

D2

AS301

N7

TOC 10' - 3"

C1

AS301

TYP

C1

AS301

TYP

/8

22' - 0"

TOC 4' - 3"

TOC 10' - 3"

(TYP UON)

W1

W1

TYP

N1

W2

W2

W2

W2

C2

AS301

N6

4 5 76

A

B

C

D

INTERIOR FACE

OF WALL

INTERIOR FACE

OF WALL

89' - 4 3/8" 23' - 4" 30' - 4 3/8"

N8

B1

AS102

TYP

N3

W12X40 W12X40 W12X40 W12X40 W12X40 W12X40W12X40

W12X40

W12X40

B2

AS301

11' - 8" 15' - 2 1/8"

3'

2"

2' - 3"

FD

FD

FD

W1

19' - 9"

FD

N11

N11

N11

2' - 9 1/8"

2' - 3"

TOC 10' - 3"

TOC 10' - 3"

(TYP UON)

TYP

N5

/8

10' - 6 7/8"

6'

8"

C1

AS301

TYP

C1

AS301

TYP

C1

AS301

TYP

UTILITY SERVICES

BUILDING (USB)

GATEHOUSE

GUARD BOOTH

N1 36" CONCRETE PILE SUPPORTED SLAB REINFORCED WITH #8 @ 12" O.C

EACH WAY TOP & BOT. ORIENT OUTER REBAR MATS IN THE EAST-WEST

DIRECTION

N2 6" SLAB ON GRADE WITH #4 BARS @ 12" O.C EACH WAY. PLACE OVER 25

MIL VAPOR BARRIER AND COMPACTED SUBGRADE.

N3 12" SQUARE PRECAST/PRESTRESSED CONCRETE PILES COMPLYING

WITH THE PRECAST CONCRETE INSTITUTE MNL-116. REFER TO AS004

FOR PILE SPACING.

N4 MECHANICAL PIPE PIT. REFER TO DETAILS ON SHEET AS301 FOR

REINFORCING INFORMATION AND PLUMBING AND MECHANICAL FOR

LOCATION AND DIMENSIONS NOT SHOWN.

N5 6" REINFORCED CONCRETE EQUIPMENT PAD. REFER TO AS004, MEP

DRAWINGS AND EQUIPMENT MANUFACTURER FOR SIZE AND LOCATION

OF PADS. EXTEND PAD 1'-0" MIN FROM EDGE OF EQUIPMENT WHERE

POSSIBLE. FORM EQUIPMENT PADS AROUND COLUMN BASE PLATE

EXTENTS, WHERE APPLICABLE. REFER TO DETAIL B1/AS501 FOR

ADDITIONAL INFORMATION.

N6 6" CONTAINMENT CURB AT THE DOOR OPENING BETWEEN MECHANICAL

AND ELECTRICAL ROOMS. REFER TO AS301.

N7 EXTERIOR TRENCH, REFER TO SECTION A1/AS301. COORDINATE WITH

CIVIL AND MECHANICAL DRAWINGS FOR EXTENTS OF TRENCH.

N8 36" AIR-ENTRAINED CONCRETE PILE SUPPORTED SLAB. REFER TO AS102

FOR DETAILED PLAN AND SECTIONS.

N9 STEEL LADDER TO PIT. REFER TO ARCH.

N10 CONCRETE BULLNOSE, REFER TO SECTION C3/AS302 FOR

REINFORCEMENT DETAILS. COORDINATE WITH CIVIL FOR LOCATION.

N11 REQUIRED TEST PILE LOCATIONS AS SHOWN IN PLAN. SEE SECTION 31

62 13 20 FOR TEST PILE REQUIREMENTS.

N12 18" CONCRETE SLAB ON GRADE REINFORCED WITH #6 BARS @ 12" OC,

EACH WAY, TOP AND BOTTOM OVER VAPOR RETARDER AND POROUS

FILL.

N13 18"X18" SQUARE CONCRETE SUMP PIT RECESSED 12" INTO MECHANICAL

PIPE PIT FOUNDATION. SEE DETAIL D2/AS301 FOR ADDITIONAL

INFORMATION. REFER TO PLUMBING DRAWINGS FOR ADDITIONAL

INFORMATION.

FOUNDATION PLAN GENERAL NOTES

FOUNDATION KEY NOTES NX

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

C I

C O

R E

H

A M

P T

O N

R O

A D

S N

A V

A L

S T

A T

IO

N

N O

R F

O L

K

N O

R F

O L

K V

A

EJA

N A

V A

L S

T A

T

IO

N N

O R

F O

R

F O

L K

V

IR

G

IN

IA

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

P

LO

T T

E D

F

IL

E

N A

M E

DRAWFORM REVISION: 07 AUG 2018

A P

P R

D A

T E

D E

S C

R

IP

T

IO

N S

Y M

DSN

NBJ

WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

N A

V A

L F

A C

IL

IT

IE

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E N

G

IN

E E

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IN

G S

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M S

C O

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PLAN

NORTH

4' 8' 16'0'1/8" = 1'-0" A1

FOUNDATION AND SLAB PLAN

CONCRETE WALL REINFORCING SCHEDULE

MARK

REINFORCING

DESCRIPTIONVERTICAL HORIZONTAL

W1 #5 @ 12" O.C #5 @ 12" O.C 12" REINFORCED CONCRETE WALL, TYP

W2 #5 @ 12" O.C #5 @ 12" O.C 8" REINFORCED CONCRETE WALL, TYP.

M A

T C

H

LI

N E

1. REFER TO SHEETS AS001 AND AS002 FOR GENERAL NOTES,

ABBREVIATIONS, PLAN LEGEND AND CALLOUT IDENTIFICATION.

2. REFER TO AS301 AND AS501 FOR TYPICAL FOUNDATION DETAILS AND

SECTIONS.

3. REFER TO A-101 FOR WALL LOCATIONS.

4. REFER TO AS004 FOR PILE LOCATIONS.

KEY PLAN

PLAN

NORTH

PR

OFESS IONA

L

E NG I N E ER

NO

RTH CAROL INA

C A

M

ERON B . T HOMPS

O N

SEAL

049249

M A

T C

H

LI

E

N3

A3

AS102

N8

UP

1' - 6" 16' - 9" * 1' - 6"

1'

6" 7'

0"

1'

6"

N11

A1

AS102

TANK OUTLINE SHOWN

FOR REFERENCE

ONLY. REFER TO

MANUFACTURER.

FUEL STORAGE TANK

BY MANUFACTURER*.

REFER TO MECH.

REFER TO MANUFACTURER*

12" SQ PRECAST CONC.

PILE (TYP)

CONCRETE PILE

SUPPORTED SLAB

WITH #8 BARS @ 12"

O.C EW TOP & BOTTOM.

10' - 3"

TOC

4" E

M B

E D

STAIRS BY FUEL

STORAGE TANK

VENDOR*

8' - 6"

GRADE

STAIR ANCHORAGE

BY TANK VENDOR

REFER TO MANUFACTURER*

3'

0"3" CLR, TYP

10' - 3"

TOC

REFER TO MANUFACTURER*

FUEL STORAGE TANK

BY MANUFACTURER*.

REFER TO MECH.

12" SQ PRECAST

CONC. PILE (TYP)

3" CLR, TYP

4" E

M B

E D

8' - 6"

GRADE

CONCRETE PILE

SUPPORTED SLAB

WITH #8 BARS @ 12"

O.C EW TOP &

BOTTOM.

T Y

P

5"

UTILITY SERVICES

BUILDING (USB)

GATEHOUSE

GUARD BOOTH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

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Y

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

C I

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T A

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G

IN

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AS NOTED

UNCLASSIFIED

UNCLASSIFIED

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WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

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1. REFER TO SHEETS AS001 AND AS002 FOR GENERAL NOTES,

ABBREVIATIONS, PLAN LEGEND AND CALLOUT IDENTIFICATION.

2. REFER TO AS301 AND AS501 FOR TYPICAL FOUNDATION DETAILS AND

SECTIONS.

3. REFER TO AS101 FOR REINFORCED CONCRETE WALL REINFORCING

PLAN AND SCHEDULE.

4. REFER TO SHEET AS101 FOR FOUNDATION NOTES NOT SHOWN ON THIS

SHEET AND LOCATION OF FUEL STORAGE TANK FOUNDATION.

5. REFER TO CIVIL DRAWINGS FOR LOCATION OF FUEL STORAGE TANK

FOUNDATION.

FOUNDATION PLAN GENERAL NOTES

3/4" = 1'-0" B1

FUEL STORAGE TANK PLAN

1/2" = 1'-0" A1

SECTION

1/2" = 1'-0"

A3

SECTION

PLAN

NORTH

0' 2' 4' 6'

0' 2' 4' 6' 0' 2' 4' 6'

KEY PLAN

PLAN

NORTH

*NOTE:

1. COORDINATE TANK AND STAIR DIMENSIONS WITH EQUIPMENT SUPPLIER. THE ASSUMED TANK DIMENSIONS

ARE 11'-3" L x 8'-0" W. THEN ASSUMED STAIR DIMENSIONS ARE 7'-6" L x 5'-0" W.

2. ANTICIPATED WEIGHT OF THE TANK IS 62,500 POUNDS [WHEN FULL]. CONSULT WITH THE STRUCTURAL

ENGINEER OF RECORD IF SELECTED TANK EXCEEDS THIS WEIGHT.

3. THE WEIGHT AND DIMENSIONS SHOWN ARE THE BASIS FOR THE DESIGN OF THE FOUNDATION. IF

WEIGHT/DIMENSIONS EXCEED THESE VALUES, AT NO ADDITIONAL COST TO THE OWNER AND WITH NO INCREASE IN CONTRACT TIME, PROVIDE ENGINEERING DESIGN CALCULATIONS PREPARED AND SEALED BY A QUALIFIED PROFESSIONAL ENGINEER FOR ADDITIONAL STRUCTURAL WORK NECESSARY TO SUPPORT THE WEIGHT. THE WEIGHT/DIMENSION CHANGES ARE NOT TO INCREASE PROJECT COST OR DURATION.

PR

OFESS IONA

L

E NG I N E ER

NO

RTH CAROL INA

C A

M

ERON B . T HOMPS

O N

TYP

N2

W1

WF3.0

CF6.0 CF6.0

CF6.0 CF6.0

HSS14X14X5/8 HSS14X14X5/8

HSS14X14X5/8HSS14X14X5/8

TYP

N8

N10

N10

A B C D

3/ 4"

/8

C1

AS302

TYP

INTERIOR FACE

OF WALL

INTERIOR FACE

OF WALL

TOF: 6'-6"

TOF: 7'-9" TYP

C2

AS302

TYP

TOF: 6'-6"

TOF: 6'-6"

C3

AS302

TYP

TOF: 6'-6"TOF: 6'-6"

TOF: 6'-6"

3"

W F

.0

W F

.0

WF3.0

N5

WF5.0 WF5.0

12' - 7 1/2"

4'

6'

1/

2"

2' - 6"

S J

S J

5' - 3 1/4" 34' - 1 1/2" 5' - 3 1/4"

12' - 7 1/2"

5'

5'

1/

2"

2' - 6"

TOC 8' - 6"

W1

6" Foundation

Slab

T Y

P

3'

1/

2"

11' - 1 1/2" TYP

CONCRETE ISLAND, REFER TO CIVIL

UTILITY SERVICES

BUILDING (USB)

GATEHOUSE

GUARD BOOTH

SATISFACTORY TO

APPROVED

ACTIVITY

DATE

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

C I

C O

R E

H

A M

P T

O N

R O

A D

S N

A V

A L

S T

A T

IO

N

N O

R F

O L

K

N O

R F

O L

K V

A

EJA

N A

V A

L S

T A

T

IO

N N

O R

F O

R

F O

L K

V

IR

G

IN

IA

AS NOTED

UNCLASSIFIED

UNCLASSIFIED

U N

C

LA

S S

IF

IE

D

P

LO

T T

E D

F

IL

E

N A

M E

DRAWFORM REVISION: 07 AUG 2018

A P

P R

D A

T E

D E

S C

R

IP

T

IO

N S

Y M

DSN

NBJ

WMS/IAS

GEOFFREY R. MOSS

DIRECTOR OF WARFARE REQUIREMENTS

SUBMARINE FORCES ATLANTIC

N A

V A

L F

A C

IL

IT

IE

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IN

E E

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IN

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IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

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LA

N

TI

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JAMES E. DONAHUE, R.A.

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:5 :4

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12829399

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1614696

1/4" = 1'-0" B1

GATEHO…