W9127818R0008_AM01_Drawings.pdf

CADD CODE: M015FR84

CONSTRUCTION PLANS FOR

SOLICITATION NO. (W9127818R0008)

NOVEMBER 2017

OKALOOSA COUNTY

FLORIDA

DRAWINGS IN THIS FOLIO HAVE BEEN

REDUCED TO ONE HALF THE ORIGINAL SCALE

CONSTRUCT FOREIGN MILITARY SALES FACILITY

Mobile District of Engineers

US Army Corps

BUILDING STRONG

CONSTRUCTION OF

EGLIN AIR FORCE BASE, FLORIDA

AMENDMENT NO.0001

AutoCAD SHX Text R

AutoCAD SHX Text R a a a a a

LEGEND: WIND LOADS

ZONE 1 ROOFS / 4 WALLS

ZONE 2 ROOFS / 5 WALLS

ZONE 3 ROOFS

NOTES:

1. BASIC WIND SPEED = 141 MPH

2. WIND EXPOSURE = "C"

3. OCCUPANCY CATEGORY II

4. "ENCLOSED STRUCTURE"

5. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY

FROM THE SURFACES, RESPECTIVELY.

6. THE INDICATED SIMPLIFIED BUILDING DIAGRAMS ARE FOR ILLUSTRATIVE

PURPOSES ONLY AND ARE NOT INTENDED TO EXACTLY MATCH ACTUAL

BUILDING SHAPE.

7. TOTAL COMPONENTS AND CLADDING PRESSURE IS EQUAL TO THE

COMBINATION OF THE EXTERNAL AND INTERNAL PRESSURE

(qH(GCp-GCpi)).

8. WIND LOADS ARE CALCULATED AND BUILDINGS ZONES ARE DEFINED IN

ACCORDANCE WITH ASCE 7-10.

9. ROOF OVERHANG NOT SHOWN FOR CLARITY BUT VALUES ARE SPECIFIED

WITH OH IN WIND LOAD TABLES.

COMPONENTS AND CLADDING SCHEDULE

LOCATION 10 SF 50 SF 100 SF

ZONE 1 28.91 PSF

-50.11 PSF

28.91 PSF

-84.09 PSF

28.91 PSF

-126.59 PSF

50.11 PSF

-54.37 PSF

27.72 PSF

-48.05 PSF

27.21 PSF

-47.16 PSF

27.72 PSF

-77.17 PSF

27.21 PSF

-74.19 PSF

27.72 PSF

-116.17 PSF

13.92 PSF

-49.89 PSF

27.21 PSF

-111.69 PSF

41.26 PSF

-47.97 PSF

NOTES:

1. ALL WIND LOADS LISTED ARE BASED ON ULTIMATE DESIGN WIND SPEED

PER ASCE 7-10. FOR BUILDINGS WITH h ≤ 160 FT (TABLE 30.7-2).

ZONE 2

ZONE 3

ZONE 4

45.85 PSF

-84.09 PSF

40.19 PSF

-70.25 PSF

37.75 PSF

-64.29 PSFZONE 5

20 SF

28.40 PSF

-49.22PSF

28.40 PSF

-81.11 PSF

28.40 PSF

-122.10 PSF

47.44 PSF

-52.44 PSF

43.41 PSF

-78.13 PSF

500 SF

26.102 PSF

-45.10 PSF

26.02 PSF

-67.27 PSF

26.02 PSF

-101.27 PSF

35.08 PSF

-43.49 PSF

32.09 PSF

-50.45 PSF

US Army Corps of Engineers ®

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CONCRETE

1. STRUCTURAL CONCRETE FOR THE BUILDING STRUCTURE SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH AT 28 DAYS AS FOLLOWS:

FOOTINGS, GRADE BEAMS:.............................................................................................................f'c = 4,000 PSI

CONCRETE STEM WALLS, ARMS VAULT

AND CAST-IN-PLACE CONCRETE WALLS:.....................................................................................f'c = 4,000 PSI SLABS ON GRADE AND METAL DECK:...........................................................................................f'c = 4,000 PSI

2. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 UNLESS

NOTED OTHERWISE.

3. LOCATION OF ALL CONCRETE JOINTS, OTHER THAN THOSE SPECIFIED, SHALL BE APPROVED BY THE

CONTRACTING OFFICER BEFORE CONCRETE PLACEMENT.

4. MINIMUM PROTECTIVE COVER OF REINFORCEMENT (SEE DETAILS) SHALL BE AS FOLLOWS:

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ....................................................................3"

EXPOSED TO EARTH OR WEATHER

#6 OR LARGER..............................................................................................................................................2" #5 OR SMALLER.......................................................................................................................................1 1/2"

5. MINIMUM CONCRETE SPLICES AND HOOKS FOR REINFORCING STEEL SHALL CONFORM TO ACI 318, CURRENT EDITION.

6. CONCRETE WORK SHALL BE COORDINATED WITH DRAINS, UNDERGROUND UTILITIES, MECHANICAL, ELECTRICAL, AND ARCHITECTURAL PLANS. CONCRETE SHALL NOT BE CAST UNTIL THESE ITEMS HAVE BEEN

INSTALLED AND ACCEPTED.

7. CONCRETE FINISHES SHALL BE PROVIDED AS DESCRIBED IN THE SPECIFICATIONS.

8. CORNER BARS SHALL BE PROVIDED AT ALL INTERSECTIONS; BAR SIZE AND SPACING TO MATCH LARGER

BAR.

9. SLABS ON GRADE SHALL BE REINFORCED AT ALL PENETRATIONS AND RE-ENTRANT CORNERS. PLACE 3, # 4 x 3'-0" AROUND FLOOR DRAINS. PLACE 2-#4 x 4'-0 (MINIMUM) AT RE-ENTRANT CORNERS.

AB

ABV.

ALT.

APPROX.

ARCH.

B

BLDG.

B/STL

BOT

BRKT.

BRNG.

C.L.

CIP

CJ

CL.

COE

COL.

CONC.

CMU

CONN.

CONT.

DET.

DIA.

DIM.

do

DR

DWG.

E.

E.F.

E.W.

EA.

EL. (HEIGHT)

ELEV. (VIEW)

EQ.

EQUIP.

EXIST.

EXP. JT.

FS

F.D.

F.F.

FAB.

FDN.

FIG.

FIN. FL.

FIN. GR.

FL.

FLG

FRMG.

FT.

FTG.

GALV.

H.R.

HEX.

HGR.

HORIZ.

HT.

I.F.

INCL.

INV.

JST.

JT.

LLH.

LLV

LVR.

MCJ

M.O.

MAT'L.

AND

AT

ANCHOR BOLT

ABOVE

ALTERNATE

APPROXIMATE

ARCHITECTURAL

BEAM

BUILDING

BOTTOM OF STEEL

BOTTOM

BRACKET

BEARING

CENTERLINE

CAST-IN-PLACE

CRACK CONTROL JOINT

CLEAR/CLEARANCE

CORPS OF ENGINEERS

COLUMN

CONCRETE

CONCRETE MASONRY UNIT

CONNECTION

CONTINUE/CONTINUOUS

DETAIL

DIAMETER

DIMENSION

DITTO

DRAIN

DRAWING

EAST

EACH FACE

EACH WAY

EACH

ELEVATION

ELEVATION

EQUAL

EQUIPMENT

EXISTING

EXPANSION JOINT

FOOTING STEP

FLOOR DRAIN

FAR FACE

FABRICATE

FOUNDATION

FIGURE

FINISH FLOOR

FINISH GRADE

FLOOR

FLANGE

FRAMING

FOOT

FOOTING

GALVANIZE

HANDRAIL

HEXAGON

HANGER

HORIZONTAL

HEIGHT

INSIDE FACE

INCLUDE/INCLUSIVE

INVERT

JOIST

JOINT

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LOUVER

MASONRY CONTROL JOINT

MASONRY OPENING

MATERIAL

MAX.

MECH.

MFR.

MIN.

MISC.

N.

N.F.

N.T.S.

NO.

NSL.

O.C.

OPNG.

OPP.

O/F O/H

PED.

P.E.J.

PEMB

PERP.

PL.

PLATF.

PLF

PRELIM.

PROJ.

PT.

PVC

PVMT.

QTY.

R.

RD

REF.

REINF.

REQD.

R.F.

S

SCHED.

SECT.

SF

SHT.

SIM.

SLV.

SPCG.

SPEC.

SQ.

SST.

SP

STA.

STD.

STIFF.

STL.

S. FTG.

STR.

SUPT.

SYMM.

T&B

TE

TOC

TOF

T/STL

T/WALL

TEMP.

TS

THK.

TYP.

MAXIMUM

MECHANICAL

MANUFACTURE

MINIMUM

MISCELLANEOUS

NORTH

NEAR FACE

NOT TO SCALE

NUMBER

NORMAL SLOT LENGTH

ON CENTER

OPENING

OPPOSITE

OUT FACE

OVERHANG

PEDESTAL

PREMOLDED EXPANSION JOINT

PRE-ENGINEERED METAL BUILDING

PERPENDICULAR

PLATE

PLATFORM

POUNDS PER FOOT

PRELIMINARY

PROJECTION

POINT

POLYVINYL CHLORIDE

PAVEMENT

QUANTITY

RADIUS

ROAD

REFERENCE

REINFORCE

REQUIRED

RIGID FRAME

SPLICE

SCHEDULE

SECTION

SWAY FRAME

SHEET

SIMILAR

SHORT LEG VERTICAL

SPACING

SPECIFICATION

SQUARE

STAINLESS STEEL

SPACE

STATION

STANDARD

SIFFERNER

STEEL

STEPPED FOOTING

STRAIGHT

SUPPORT

SYMMETRICAL

TOP AND BOTTOM

THICKENED EDGE

TOP OF CONCRETE

TOP OF FOOTING

TOP OF STEEL

TOP OF WALL

TEMPERATURE

THICKENED SLAB

THICKNESS

TYPICAL

COLD-FORMED STEEL FRAMING AND LIGHT GAGE METAL FRAMING FOR HIGH ROOF

1. ALL COLD FORMED FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISI

"COLD FORMED STEEL DESIGN MANUAL."

2. ALL COLD-FORMED STEEL FRAMING SHALL BE FORMED FROM STEEL THAT CONFORMS TO THE

REQUIREMENTS OF ASTM A-653.

3. ALL COLD-FORMED STEEL FRAMING, CONNECTORS, ETC. SHALL RECEIVE A G-60 GALVANIZED COATING.

4. CONTRACTOR SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILING, FABRICATION AND ERECTION OF LIGHT GAUGE STEEL MEMBERS. CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE SPACING, TYPE, MATERIAL, MEMBER PROPERTIES, BRACING AND CONNECTIONS FOR LIGHT GAUGE STEEL

AND BRACING SYSTEMS.

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AFFECTING THE WORK AT JOBSITE.

COORDINATE THE LOCATION AND DIMENSIONS OF GROOVES, REGLETS, SLEEVES, OPENINGS, AND EMBEDDED OR ATTACHED ITEMS, REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PIPING DRAWINGS.

2. ALL STRUCTURAL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE PROJECT

SPECIFICATIONS.

3. PROVIDE TEMPORARY BRACING AND SHORING OF THE STRUCTURE AND COMPONENTS UNTIL ALL COMPONENTS ARE ERECTED AND ALL CONNECTIONS ARE FULLY MADE, AS NECESSARY, TO INSURE STABILITY DURING CONSTRUCTION. BRACE ALL WALLS DURING CONSTRUCTION AGAINST WIND AND/OR CONSTRUCTION

LOADS.

4. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [X'-X"] REFERENCED TO THE FINISHED FIRST FLOOR ELEVATION DATUM [67'-6"]. SEE CIVIL DRAWINGS FOR THE ACTUAL DATUM ELEVATION.

5. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER ANY

CIRCUMSTANCES.

6. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE CONTRACTING OFFICER'S

REPRESENTATIVE PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED.

7. ELECTRICAL CONDUIT AND PLUMBING SHALL NOT PENETRATE FOOTINGS AND GRADE BEAMS.

STRUCTURAL DESIGN CRITERIA:

1. BUILDING CODES, STANDARDS, AND SPECIFICATIONS:

UFC 1-200-01 (JUNE 2016) GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 (JUNE 2013) STRUCTURAL ENGINEERING, w/ CHANGE 3 UFC 3-310-04 (JUNE 2013) SEISMIC DESIGN FOR BUILDINGS, w/ CHANGE 1 UFC 4-010-01 (FEBRUARY 2012) DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS w/ CHANGE 3

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

ACI 318-14 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE

AISC MANUAL OF STEEL CONSTRUCTION, 14th EDITION

AISC SEISMIC DESIGN MANUAL, SECOND EDITION

TMS 402 - 213 BUILDING CODE AND SPECIFICATIONS FOR MASONRY STRUCTURES

IBC-2015 INTERNATIONAL BUILDING CODE

2. STRUCTURAL DESIGN LOADS:

A. DEAD LOADS

ACTUAL WEIGHTS OF MATERIALS USED

B. LIVE LOADS: REDUCIBLE PER BUILDING CODE

ROOF LIVE LOADS.....................................................................................................20 PSF CORRIDORS.............................................................................................................. 80 PSF STAIRS AND EXITWAYS............................................................................................100 PSF OFFICE SPACES (INCLUDE PARTITIONS)...................................................................65 PSF LOBBIES..................................................................................................................100 PSF MECHANICAL AND STORAGE ROOMS.....................................................................125 PSF

C. SNOW LOADS

GROUND SNOW LOAD...........................................................................................Pg = 0 PSF

C. WIND LOADS

BASIC WIND SPEED, V..............................................................................................141 MPH EXPOSURE CATEGORY........................................................................................................C

INTERNAL PRESSURE COEFFICIENTS:

FMS BUILDING...............................................................................Gcpi = +/- 0.18 (ENCLOSED)

D. SEISMIC LOADS

RISK CATEGORY................................................................................................................. II IMPORTANCE FACTOR, I.....................................................................................................1.0 SITE (SOIL) CLASS.................................................................................................................D

Ss........................................................................................................................................0.09g S1........................................................................................................................................0.05g Fa............................................................................................................................................1.6 Fv ............................................................................................................................................2.4 Sds.......................................................................................................................................0.09g Sd1........................................................................................................................................0.08g SEISMIC DESIGN CATEGORY..................................................................................................B

SEISMIC FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEER WALLS

SEISMIC RESPONSE MODIFICATION FACTOR...................................................................R = 2 SEISMIC RESPONSE COEFFICIENT........................................................................Cs = 0.045 W

SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

FOUNDATION DESIGN

A. SITE PREPARATION:

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

SPECIFICATIONS.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICERS REPRESENTATIVE WHEN LOOSE OF SOFT SOILS

ARE EXPOSED WHERE SLABS OR FOOTINGS ARE TO BE PLACED.

3. CAPILLARY WATER BARRIER SHALL BE PROVIDED AND INSTALLED IN ACCORDANCE WITH THE DRAWINGS AND

SPECIFICATION SECTION 31 00 00.

4. OVEREXCAVATION AT COLUMN FOOTINGS:

SEE SITE DRAWINGS FOR EXCAVATION/FILL REQUIREMENTS. BACKFILL ALL OVEREXCAVATIONS WITH

COMPACTED, SATISFACTORY FILL PER SPECIFICATION SECTION 31 00 00.

5. BACKFILL AROUND FOUNDATION WALLS SHALL BE PLACED ON EACH SIDE OF THE WALL IN EQUAL LIFTS.

B. FOUNDATION DESIGN CRITERIA BASED ON GEOTECHNICAL REPORT PREPARED BY MOBILE DISTRICT CORPS

OF ENGINEERS.

ABBREVIATIONS: GENERAL NOTES:

U.N.O.

VAR.

VERT.

W.W.F.

w/ W/O

WP

UNLESS NOTED OTHERWISE

VARIABLE

VERTICAL

WELDIED WIRE FABRIC

WITH

WITHOUT

WORKING POINT

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC

SPECIFICATIONS AND CODE OF STANDARD PRACTICE.

2. STEEL FABRICATION SHALL CONFORM TO FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE. NO STRUCTURAL STEEL SHALL BE FABRICATED OR ERECTED UNTIL SHOP DRAWINGS HAVE BEEN APPROVED.

MISCELLANEOUS PLATES AND ANGLES - ASTM A36 (Fy=36 KSI) RECTANGULAR HSS - ASTM 500, GRADE B (Fy= 46 KSI)

"W" SHAPES - ASTM A992 GRADE 50

3. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH STRUCTURAL STEEL MEMBERS. CUTTING OF STEEL SHALL NOT BE PERMITTED WITHOUT APPROVAL OF THE CONTRACTING

OFFICER'S REPRESENTATIVE.

4. NO STRUCTURAL STEEL SHALL BE FABRICATED OR ERECTED UNTIL SHOP DRAWINGS HAVE BEEN

APPROVED.

5. THE CONTRACTOR SHALL VERIFY ALL SHOP DRAWING DIMENSIONS WITH THE STRUCTURAL AND

ARCHITECTURAL PLANS AND DETAILS, AND WITH FIELD DIMENSIONS OF COLUMN LAYOUT.

6. BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS CONFORMING TO ASTM A325, 3/4" DIAMETER MINIMUM UNLESS NOTED OTHERWISE.

7. ALL WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE AS REQUIRED BY CONNECTION

DESIGN, BUT IN NO CASE LESS THAN 3/16".

8. STANDARD SHEAR CONNECTIONS NOT SHOWN ON DRAWINGS SHALL BE DESIGNED BY THE FABRICATOR.

CONNECTIONS SHALL BE SELECTED TO SUPPORT ONE HALF OF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE LRFD LOAD TABLES OF THE LATEST AISC MANUAL FOR THE GIVEN BEAM, SPAN, AND GRADE

OF STEEL SPECIFIED. WHERE POSSIBLE, DOUBLE ANGLE CONNECTIONS SHALL BE USED.

9. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE A36.

10. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE AWS

D1.1, LATEST EDITION, PUBLISHED BY THE AMERICAN WELDING SOCIETY (AWS). SHOW ALL SHOP WELDS ON

THE FABRICATION DRAWINGS AND ALL FIELD WELDS ON THE ERECTION DRAWING.

5. FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF ALL LIGHT GAGE FRAMING AS SHOWN ON DRAWINGS. ALL COMPONENTS AND CONNECTIONS SHALL BE DESIGNED BY QUALIFIED ENGINEER REGISTERED IN THE STATE OF FLORIDA. ALL LIGHT GAUGE FRAMING SHALL BE DESIGN FOR THE FOLLOWING SUPERIMPOSED

LOADS:

ROOF:

DEAD LOAD.......................................................................................................................................15 PSF

LIVE LOAD............................................................................................................-............................20 PSF

WIND DESIGN LOADS SHALL CALCULATED IN ACCORDANCE WITH ASCE 7-10, LIGHT GAUGE ROOF FRAMING.

6. IN ADDITION TO THE LOADS INDICATED ABOVE, LIGHT GAUGE ROOF FRAMING SHALL BE DESIGNED FOR ANY CONCENTRATED LOADS FROM MECHANICAL, ELECTRICAL OR ARCHITECTURAL ITEMS. REFER TO THE MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS FOR LOAD INFORMATION AND LOCATIONS.

7. ALL LIGHT GAUGE FRAMING SHALL BE A MINIMUM OF 6" IN DEPTH.

8. MAXIMUM CENTER TO CENTER SPACING SHALL BE 2'-0".

9. ALL COMPONENTS AND CONNECTIONS SHALL BE DESIGNED BY A QUALIFIED PROFESSIONAL ENGINEER CURRENTLY LICENSED IN THE STATE OF FLORIDA. ALL CONNECTIONS AND SUPPORT CONNECTIONS INDICATED

ON THE DRAWINGS ARE TO BE DESIGNED A QUALIFIED DESIGN ENGINEER.

10. CONTRACTOR SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILING, FABRICATION AND ERECTION OF LIGHT GAUGE STEEL MEMBERS. CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE SPACING, TYPE, MATERIAL, MEMBER PROPERTIES, BRACING AND CONNECTIONS FOR LIGHT GAUGE STEEL AND

BRACING SYSTEMS.

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STEEL JOISTS

1. STEEL JOIST SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST

SPECIFICATIONS OF THE STEEL JOIST INSTITUTE.

2. BRIDGING INDICATED ON CONTRACT DOCUMENTS ARE FOR THE PURPOSE OF ILLUSTRATING MISCELLANEOUS ATTACHMENTS AND DETAILS. GREATER OR FEWER LINES OF BRIDGING MAY BE REQUIRED BY STEEL JOIST

INSTITUTE. THESE REQUIREMENTS SHALL SUPERCEDE THE CONTRACT DOCUMENTS.

3. ALL JOISTS SHALL BE CAMBERED IN ACCORDANCE WITH RECOMMENDATIONS AND SPECIFICATIONS OF THE

STEEL JOIST INSTITUTE.

4. PROVIDE STABILITY BRACING FOR JOISTS IN ACCORDANCE WITH STEEL JOIST INSTITUTE RECOMMENDATIONS

AND OSHA REQUIREMENTS.

5. IN STEEL FRAMES, WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL MEMBERS, JOISTS AT OR NEAREST COLUMN CENTERLINE SHALL BE FIELD BOLTED AT THE COLUMNS TO PROVIDE

LATERAL STABILITY DURING CONSTRUCTION.

6. WHERE THE JOIST SPAN EXCEEDS THE UNSHADED AREA OF THE LOAD TABLE, THE ROW OF BRIDGING NEAREST THE MID SPAN SHALL BE DIAGONAL BRIDGING WITH BOLTED CONNECTIONS AT THE CHORDS AND INTERSECTIONS.

METAL DECKING

1. STEEL DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S AND STEEL DECK INSTITUTE

RECOMMENDATIONS AND SPECIFICATIONS.

2. STEEL DECK PROPERTIES AND ATTACHMENTS SHALL BE IN ACCORDANCE WITH THE STEEL DECK

INSTITUTE.

3. GALVANIZING SHALL CONFORM TO ASTM A924-94 WITH A MINIMUM COATING CLASS OF G-60.

4. DECK TO BE INSTALLED CONTINUOUS OVER A MINIMUM OF (3) SUPPORTS.

5. LIGHT GAGE METAL FRAMING, SUSPENDED CEILING, LIGHT FIXTURES, DUCTS AND OTHER UTILITIES

SHALL NOT BE SUPPORTED BY METAL ROOF DECKING.

6. PROVIDE MINIMUM L4x4x1/4 FRAMING AROUND ALL OPENINGS LARGER THAN 6 INCHES FOR ROOF TOP

MECHANICAL UNITS.

7. FOR DECK UNITS WITH METAL THICKNESS LESS THAN 0.028 INCHES (22 GAGE) WELD DECK THROUGH MANUFACTURER'S STANDARD WELDING WASHERS WITH SPECIFIED WELD PATTERN OR AS SHOWN ON

DRAWINGS.

A

SEAL WALL TIGHT TO

STRUCTURE, TYP.

DEFLECTION

TRACK SYSTEM

FIN. FLR

1 HR FIRE RATED

TYPE A1

FIRE STOPPING, TYP.

STC 49

GENERAL NOTES:

1. FIRE RATED AND SOUND RATED WALLS EXTEND TO UNDERSIDE OF

STRUCTURAL DECK ABOVE. PROVIDE CLOSURE FOR FIRE STOP

AND ACOUSTICAL SEAL AT CORRUGATIONS.

2. HIGH IMPACT RESISTANT GYPSUM WALLBOARD SHALL BE

INSTALLED IN STORAGE, TOOL ROOMS, SUPPLY ROOM, AND SHOP.

3. MOISTURE RESISTANT GYPSUM WALLBOARD SHALL BE USED IN

BREAK AREA, RESTROOMS, ETC. WHERE GYPSUM WALLBOARD IS

EXPOSED TO MOISTURE.

4. TYPE X GYPSUM WALLBOARD SHALL BE USED @ ALL FIRE RATED

ASSEMBLIES.

5. 6" BATT INSULATION ABOVE FINISHED CEILINGS (TYP.)

B C

STRUCTURE ABOVE

8" CMU

8" BOND BEAM

5/8" TYPE X

GYPSUM BOARD

DEFLECTION GAP

SEAL WALL TIGHT TO

STRUCTURE, TYP.

STRUCTURE ABOVE

FIRE STOPPING, TYP.

7/8" FURRING

CHANNEL

5/8" TYPE X GYPSUM

BOARD, BOTH SIDES

3 5/8" METAL STUD

20 GA @ 24" O.C.

3 1/2" ACOUSTICAL

BATT INSULATION

SEAL WALL TIGHT TO

STRUCTURE, TYP.

1/2" CEMENTITIOUS BOARD

PORCELAIN TILE,

SEE FINISH SCHEDULE

D

STRUCTURE ABOVE

CEILING

SEE SCHEDULE

CEILING

SEE SCHEDULE

CEILING

SEE SCHEDULE

CEILING

SEE SCHEDULE

E

5/8" TYPE X

GYPSUM WALL BOARD

3 5/8" METAL STUD

20 GA @ 24" O.C.

3 1/2" MINERAL WOOL

BATT INSULATION

FASTENED TO

PREVENT SLIDING

DOWN AND LEAVING A

VOID AT THE TOP

UL DESIGN NO. U419

SEAL WALL TIGHT TO

STRUCTURE, TYP.

B1

5/8" TYPE X

GYPSUM BOARD

6" METAL STUD

6" ACOUSTICAL

BATT INSULATION

5/8" TYPE X

GYPSUM BOARD

1/2" CEMENTITIOUS BOARD

TYPE B1 ONLY

PORCELAIN TILE, SEE

FINISH SCHEDULE

TYPE B1 ONLY

UL DESIGN NO. U910

8" CMU

8" BOND BEAM

5/8" TYPE X

GYPSUM BOARD,

WALL TYPE D ONLY

DEFLECTION GAP

STRUCTURE ABOVE

FIRE STOPPING, TYP.

7/8" FURRING CHANNEL,

WALL TYPE D ONLY

CEILING

SEE SCHEDULE

CEILING

SEE SCHEDULE

D1

1/2" CEMENTITIOUS BOARD,

TYPE E1 ONLY

PORCELAIN TILE

SEE FINISH SCHEDULE

TYPE E1 ONLY

E1

UL DESIGN NO. U443

STC 58

5/8" TYPE X

GYPSUM BOARD,

3 5/8" METAL STUD

3 1/2" ACOUSTICAL

BATT INSULATION

SEAL WALL TIGHT TO

STRUCTURE, TYP.

1/2" CEMENTITIOUS

BOARD

PORCELAIN TILE

SEE FINISH SCHEDULE

F H STC 44

REQ. ON SECOND

FLOOR ONLY

8'

0" T

O T

O P

O F

W

AL

L

CONTINUOUS TRACK AT

TOP AND BOTTOM

ANCHORS AT 32" O.C. MAX

2 BEADS CONTINUOUS

ACOUSTICAL SEALANT

CONTINUOUS TRACK AT

TOP AND BOTTOM

ANCHORS AT 32" O.C. MAX

2 BEADS CONTINUOUS

ACOUSTICAL SEALANT

CONTINUOUS TRACK AT

TOP AND BOTTOM

ANCHORS AT 32" O.C. MAX

2 BEADS CONTINUOUS

ACOUSTICAL SEALANT

CONTINUOUS TRACK AT

TOP AND BOTTOM

ANCHORS AT 32" O.C. MAX

2 BEADS CONTINUOUS

ACOUSTICAL SEALANT

FIRE STOPPING, TYP.

FIRE STOPPING, TYP.

FIRE STOPPING, TYP.

DEFLECTION TRACK SYSTEM

DEFLECTION

TRACK SYSTEM

INTERIOR WALL TYPES

G

FIN. FLR

FIRE STOPPING, TYP.

STC 50

CEILING

SEE SCHEDULE

3 5/8" METAL STUD

16 GA @ 16" O.C.

3 1/2" MINERAL WOOL BATT

INSULATION, FASTENED TO

PREVENT SLIDING DOWN

AND LEAVING A VOID AT THE

TOP

PER IDC 705

SEAL WALL TIGHT TO

STRUCTURE, TYP.

CONTINUOUS TRACK AT

TOP AND BOTTOM

ANCHORS AT 32" O.C. MAX

2 BEADS CONTINUOUS

ACOUSTICAL SEALANT

BOTH SIDES OF WALL

5/8" TYPE X

GYPSUM WALL BOARD

ENTIRE WALL

ASSEMBLY SHALL BE

FINISHED AND PAINTED

FROM TRUE FLOOR TO

BOTTOM OF DECK

2 BEADS CONTINUOUS

ACOUSTICAL SEALANT

BOTH SIDES OF WALL

A1 STC 49

MIN 1-HOUR FIRE RATED

WHERE NOTED ON DRAWINGS

UL DESIGN NO. U907

TYPE D

UL DESIGN NO U914

TYPE D1

7'

- 0

TY

P

7'

0" T

YP

7'

0" T

YP

S1

8" CAST IN PLACE

CONCRETE

5/8" TYPE X

GYPSUM BOARD

DEFLECTION GAP

SEAL WALL TIGHT TO

STRUCTURE, TYP.

STRUCTURE ABOVE

FIRE STOPPING, TYP.

7/8" FURRING

CHANNEL

S2

CEILING

SEE SCHEDULE

S3

MIN. 2-HOUR RATING

PER ACI 216.1

8" CAST IN PLACE

CONCRETE

5/8" TYPE X

GYPSUM BOARD

DEFLECTION GAP

SEAL WALL TIGHT TO

STRUCTURE, TYP.

STRUCTURE ABOVE

FIRE STOPPING, TYP.

7/8" FURRING CHANNEL

CEILING

SEE SCHEDULE

CEILING

SEE SCHEDULE

STRUCTURE ABOVE

CEILING

SEE SCHEDULE

SEAL WALL TIGHT TO

STRUCTURE, TYP.

5/8" TYPE X

GYPSUM BOARD

3" METAL

FURRING

8" CAST IN PLACE

CONCRETE

2 1/2" METAL

FURRING

5/8" TYPE X

GYPSUM BOARD

MIN. 2-HOUR RATING

PER ACI 216.1

MIN. 2-HOUR RATING

PER ACI 216.1

FIRESTOPPING, TYP.

DEFLECTION GAP

CONCRETE WALL TYPES

X1

1'

4" 8"

8" 0"

1/

2"

1/ 2"9" 5"

8" CMU

AIR SPACE

SPLIT-FACE

CMU VENEER

GLAZED CMU

COURSE

PRECAST

CONCRETE CAP

EXTERIOR WALL TYPES

US Army Corps of Engineers ®

SHEET ID

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1" CW

FD

FD

P-9

D

B

A

C

B.3

BFP-3

SCWP-1

SCWP-1A PCWP-1

WATER

METER

DWBP-1

2 1/2"

DOMESTIC WATER

BUILDING ENTRANCE

COORDINATE WITH

UTILITY DRAWINGS

2 1/2"

3/4"

ET-1

1"

2 1/2"

2"

1"

FCU-14

FCU-15

FCU-12

ELECTRICAL

COMMUNICATIONS

ROOM

LAB STORAGE

AIDEWS #2 LAB

AIDEWS LAB

116C

CORR

WAREHOUSE

MECHANICAL

SIPR ROOM

EAST

WEST

DS-4DS-3

DS-2

CDS-2 CDS-3 CDS-4

CDS-6 CDS-7CDS-5

BFP-4

SF-1

SF-2

OFFSET FOR

CLARITY

AS-2

BP-1

AS-1

1"

1"

ISO VALVE

SMART GAS METER

SEE SPECIFICATIONS

FOR DETAILS

FIRE RISER

P-301

ISO VALVE

ISO VALVE

ISO VALVE

ISO VALVE

SPRINKLER PIPE

PWCP-2

COORDINATE

WITH OKALOOSA

GAS COMPANY

DIELECTRIC BREAK

OAU-1

P-9

FS

FS

FS

FS

FD

FD

UP TO 2ND

FLOOR

FIXTURES

3/4" TO ELECTRONIC TRAP PRIMER

WITH ISOLATION VALVE IN DROP

2"

PLAN NORTH

EAST KEY PLAN

E A S T

ALL METALLIC PENETRATIONS THROUGH WALLS SEPARATING THE SECURE /

NON-SECURE AREAS SHALL BE INSTALLED AS FOLLOWS:

1. METAL CONDUIT OR PIPE PENETRATIONS-- PROVIDE A PVC

DIELECTRIC BREAK OR A NO. 4 COPPER WIRE GROUNDED TO THE

BUILDING'S GROUND WITHIN SIX (6) INCHES OF THE SECURE

PERIMETER PENETRATION.

2. METALLIC SPRINKLERS (FIRE SUPPRESSION) PIPING--PROVIDE A UL-

LISTED DIELECTRIC UNION INSIDE THE SECURED PERIMETER

ADJACENT TO THE PENETRATION OR A GROUND TO THE PIPE

PENETRATION WITHIN 6" OF THE SECURED SIDE PERIMETER

PENETRATION USING A NO.4 COPPER WIRE TO THE BUILDING

GROUND. SEAL BOTH SIDES OF THE PERIMETER SECURED WALL

PENETRATION WITH AN ACOUSTICAL FOAM SEALANT OR SEALANT

FINISHED TO MATCH ADJACENT WALL, FLOOR, OR CEILING.

3. MECHANICAL SYSTEM REFRIGERANT LINES-- PROVIDE A NO. 4

COPPER WIRE GROUNDED TO THE BUILDING'S GROUND WITHIN SIX

(6) INCHES OF THE SECURE PERIMETER PENETRATION. THIS

INCLUDES PENETRATIONS OF EXTERIOR WALLS INTO SECURE

AREAS.

4. HVAC DUCTS-- PROVIDE A NONCONDUCTIVE BREAK (FLEX

CONNECTION) FOR A TWO (2) TO SIX (6) INCH SECTION OF DUCT

INSIDE THE SECURE PERIMETER ADJACENT TO THE PENETRATION

( SEE DETAIL 6 SHEET M-504).

5. SEAL BOTH SIDES OF ALL PERIMETER PENETRATIONS WITH AN

ACOUSTICAL FOAM OR SEALANT, FINISHED TO MATCH ADJACENT

WALLS, FLOORS, OR CEILINGS.

6. MAINTAIN THE INTEGRITY OF ALL PIPE INSULATED WHEN INSTALLING

COPPER GROUND WIRE.

7. REFERENCE ARCHITECTURAL SHEET A-130 FOR SECURE AREA

LOCATIONS

SECURITY WALL PENETRATIONS:

AC-1

AC-2

1MW NATURAL GAS GENERATOR

SMART GAS METER

SEE SPECIFICATION FOR

DETAILS

GAS ISOLATION

VALVE 3" 2-PSI GAS LINE

COORDINATE WITH OKALOOSA

GAS COMPANY

EQUIPMENT YARD

US Army Corps of Engineers ®

SHEET ID

U.

S.

A

RM

Y

CO

RP

S

O F

EN

G

IN

EE

RS

DR

AW

N

BY

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G N E

D

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BY

AN

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CO

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R A

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T A

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N

NO

PR

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R:

A

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C

D

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F

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2 3 4 5 6 7 8 9 10

DE

SC

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TA

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G . S

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1/8" = 1'-0"1 DOMESTIC WATER EAST 1ST FLOOR PLAN

SCALE:

0 8' 16'

1/8" = 1' - 0"

8' 16'

M

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1/8" = 1'-0"2 NATURAL GAS GENERATOR OPTION 4

NA

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