W912HN-20-B-3002_VOL1_AMD3.PDF

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Know what's below.

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SOIL TEST BORING LOGS,

SOIL CLASSIFICATION & NOTES 9

N.T.S.

/2

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FH

"STOP"

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BUILDING B

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ASPHALT PAVING

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TOP: 227.49

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ASPHALT PAVING

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ASPHALT PAVING

COMM MH

EXISTING CHAINLINK

SECURITY FENCE

PIV

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SANITARY MANHOLE

NORTH RIM: 228.14'

INV A: 219.71'

INV B: 219.74'

INV C: 220.33'

INV D: 219.65'

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CONCRETE PAVEMENT

CONCRETE PAVEMENT

ASPHALT PAVING

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SANITARY SEWER MH

NORTH RIM: 227.34'

INV A: 217.93'

INV B: 217.87'

SANITARY SEWER MH

NORTH RIM: 226.09'

INV A: 217.14'

INV A DROP: 213.62'

INV B: 213.60'

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TOP: 226.06'

INV IN: 219.38'

INV OUT: 216.88'

25' BUFFER

ASPHALT PAVING

PROJECT BASE POINT

E: 358787.0675

N: 2598654.7205

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226.86

224.24

223.68

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24" RCP INV OUT=222.26

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24" RCP INV OUT=219.87

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42" RCP INV IN=218.78

42" RCP INV OUT=218.74

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TOP: 224.94

8" PVC INV IN=223.39

18" RCP INV IN=219.24

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TOP: 226.35

18" RCP INV IN=221.05

36" RCP INV IN=219.91

36" RCP INV OUT=219.65

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TOP: 225.55

36" RCP INV IN=218.63

42" RCP INV OUT=218.37

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TOP: 227.06

36" RCP INV IN=220.84

36" RCP INV OUT=220.58

HEADWALL

48" RCP INV=215.81

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TOP: 222.63

15" RCP INV IN=218.5

15" RCP INV IN=217.14

48" RCP INV IN=217.08

48" RCP INV OUT=216.53

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TOP: 220.10

15" RCP INV OUT=217.86

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48" RCP INV IN=216.93

48" RCP INV OUT=216.89

15" RCP INV IN=220.23

24" RCP INV IN=219.15

36" RCP INV IN=218.71

42" RCP INV OUT=218.36

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TOP: 225.78

42" RCP INV IN=218.21

48" RCP INV OUT=218.18

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TOP: 226.11

15" RCP INV IN=217.63

48" RCP INV IN=217.16

48" RCP INV OUT=217.19

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TOP: 223.61

15" RCP INV IN=220.15

TRENCH DRAIN

TOP: 223.65

15" RCP INV OUT=219.37

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EXTENT OF DEMOLITION

EXTENT OF DEMOLITION

EXTENT OF DEMOLITION

EXTENT OF DEMOLITION

EXTENT OF DEMOLITION

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BUILDING 655

LP

EXIST. LIGHT

CONTROLS

EXIST. HIGH

MAST LIGHT POLE

EXIST. LIGHT

CONTROLS

EXIST. HIGH

MAST LIGHT POLE

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BUILDING 645

(TO REMAIN)

AIRCRAFT PARTS STORE

HC-130/HH-60

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DEMOLITION FOR

PAVEMENT, STRUCTURE,

OR BUILDING

SPOT ELEVATION

FINISHED FLOOR ELEVATION

CHAIN LINK FENCE

GAS LINE

WATER LINE

POST INDICATOR VALVE

FIRE HYDRANT

WATER VALVE

GAS VALVE

CORRUGATED PLASTIC PIPE

POLYVINYL CHLORIDE PIPE

JUNCTION BOX

CATCH BASIN

DROP INLET

AIR CONDITIONER

ELECTRIC MANHOLE

ELECTRIC METER

UG COMMUNICATIONS

GUY POLE

POWER POLE

LIGHT POLE

EXISTING CONCRETE

EXISTING ASPHALT

Know what's below.

Call before you dig

WETLANDS DELINEATION

BOUNDARY

MATCHLINE

SEE SHEET CD102

LIMITS-OF-CONSTRUCTION

30 0 30 60 90

GRAPHIC SCALE: 1 INCH = 30 FEET

DEMOLITION PLAN 1

SCALE: 1" = 30'

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DRAINAGE AND DEWATERING NOTE

ALL EXCAVATIONS SHALL BE PERFORMED SO THAT THE SITE AND AREA

IMMEDIATELY SURROUNDING THE SITE WHICH AFFECTS CONSTRUCTION

OPERATIONS WILL BE CONTINUALLY AND EFFECTIVELY DRAINED. THE

CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS REQUIRED TO

ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH THE

SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE

PLACED AND BACKFILLED. REMOVAL OF SURFACE WATER, GROUNDWATER,

AND ANY PERCHED-WATER CONDITIONS, WHICH MIGHT BE ENCOUNTERED

DURING EXCAVATIONS SHALL BE ACCOMPLISHED BY APPROVED MEANS.

REFER TO SPECIFICATION 31 00 00 EARTHWORK FOR ADDITIONAL

REQUIREMENTS.

DEMOLITION NOTES

1. CONTRACTOR SHALL CONDUCT DEMOLITION ACTIVITIES WITHOUT

INTERFERING WITH VEHICLE AND PEDESTRIAN TRAFFIC IN ADJACENT

AREAS.

2. INITIAL EROSION CONTROL SHALL BE INSTALLED PRIOR TO AND

CONCURRENTLY WITH SITE DEMOLITION.

3. CONTRACTOR SHALL PROTECT UTILITIES NOT SCHEDULED FOR

DEMOLITION FROM DAMAGE. AT NO ADDITIONAL COST TO THE OWNER,

THE CONTRACTOR SHALL REPLACE OR REPAIR ITEMS DAMAGED

BEYOND THE LIMITS OF DEMOLITION SHOWN.

4. REMOVE EXISTING ABOVE/BELOW GRADE DEMOLITION AS INDICATED

TO BE REMOVED, TO THE LIMIT INDICATED.

5. CONTRACTOR TO REMOVE ALL DEBRIS, RUBBISH AND WASTE

MATERIALS FROM THE SITE. DO NOT STOCKPILE DEBRIS ON SITE. ALL

MATERIALS TO DISPOSED IN A LEGAL MANNER.

6. DEMOLITION OF THE EXISTING PUMP HOUSE, BLDG 652, AND BLDG 655

WILL CONSIST OF REMOVAL OF WALLS, ROOF, FOUNDATION AND ANY

WIRING, CONDUIT AND PIPING ASSOCIATED WITH THE BUILDING. THE

EXTERNAL WATER TANKS ARE ALSO TO BE REMOVED ALONG WITH ANY

FOUNDATION ASSOCIATED WITH THEM.

7. THE EXISTING 12" FIRE MAIN WHICH RUNS ALONG SIJAN ST. AND THE

FRONT SIDE OF THE EXISTING PUMP HOUSE, BLDG 652, (AND, TURNING

NORTH, TO THE WEST SIDE OVERHANG AREA OF REMAINING BLDG 645)

WILL BE REMOVED SOUTH OF THE PUMP HOUSE WHERE THE

DEMOLITION HATCH PATTERN STARTS AT BOTTOM OF SHEET CD102

(APPROX. 250 FT. FROM PUMP HOUSE) AND WILL BE REMOVED UP TO

THE WEST SIDE OVERHANG AREA OF REMAINING BLDG 645. THE

APPROXIMATE LENGTH OF 12" PIPE TO REMOVE IS 525 LF. BOTH

REMAINING CUT ENDS OF THIS PIPE WILL BE CAPPED UNTIL A PIPE

BYPASS IS INSTALLED DURING CONSTRUCTION - SEE CIVIL UTILITIES

PLANS CU201 AND CU202 FOR MORE INFORMATION. ANY VALVES OR

OTHER DEVICES ASSOCIATED WITH THE REMOVED SECTION OF THIS

PIPE IS ALSO TO BE REMOVED.

8. ALL WIRING, CONDUIT AND PIPING THAT RUN ALONG SIJAN ST. AND ARE

WITHIN THE DEMOLITION HATCHING ON SHEETS CD101 AND CD102 IS

TO BE REMOVED ALONG WITH ASSOCIATED ABOVE-GROUND

EQUIPMENT AND CONCRETE PADS AND UNDERGROUND ACCESS AREAS

(MANHOLES).

9. ALL UNDERGROUND UTILITIES THAT RUN ALONG SIJAN ST. AND ARE

SHOWN TO BE REMOVED ON SHEETS CD101 AND CD102 ARE TO BE

REMOVED ALONG WITH ANY ASSOCIATED ABOVE-GROUND EQUIPMENT

AND CONCRETE PADS. ALL UTILITIES SHALL BE TERMINATED AT THE

NEAREST MANHOLE OR JUNCTION NOT SHOWN TO BE REMOVED.

EXISTING STORMWATER PIPING

DEMOLITION NOTES (continued)

15. DISCONNECT AND SEAL OFF ABANDONED UTILITIES AND UTILITIES TO

BE REMOVED PRIOR TO THE START OF ANY OTHER DEMOLITION

ACTIVITIES. UTILITIES SHALL BE DISCONNECTED BELOW EXISTING

GRADE LEVEL, OR OUTSIDE OF CONTRACT LIMITS BY

REPRESENTATIVES OF THE PUBLIC UTILITY BEING DISCONNECTED.

MAINTAIN UTILITY SERVICE TO FACILITIES IN USE.

16. CONTRACTOR SHALL OBTAIN ANY PERMITS REQUIRED BY THE DEPT.

OF DEFENSE AND/OR LOWNDES COUNTY AND SHALL BE POSTED

ON-SITE AT ALL TIMES DURING DEMOLITION WORK OR ANY LAND

DISTURBING ACTIVITIES.

17. EXISTING APRON LIGHTING TO BE RELOCATED. RETAIN AND

PROTECT EXISTING WIRING DURING DEMOLITION.

LEGEND

UTILITIES TO BE DEMOLISHED

REMOVE AND

REPLACE STORM

STRUCTURE AND PLUG

REMAINING 15" PIPE.

SEE DRAINAGE PLAN.

REMOVE EXISTING GRATE

AND FRAME. DRAINAGE

STRUCTURE TO BE

MODIFIED AS SHOWN ON

DRAINAGE PLAN.

REMOVE EXISTING GRATE

AND FRAME. DRAINAGE

STRUCTURE TO BE

MODIFIED AS SHOWN ON

DRAINAGE PLAN.

SAW CUT AND REMOVE CONCRETE TO

FACILITATE PROPOSED CONSTRUCTION

AROUND HYDRAULIC TRUCK LOADING DOCK

AND IN CONJUNCTION w/ NEW PAVEMENT.

THIS PORTION OF

LOADING DOCK

TO REMAIN.

OVERALL DEMOLITION BNDY

G G

EXISTING BUILDING

DEMOLITION NOTES (continued)

10. UTILITIES RUNNING PARALLEL TO AND CROSS SIJAN ST. TO THE NORTH

OF THE EXISTING PUMP HOUSE ARE TO REMAIN. THEY ARE THE

EXISTING BYPASS, CALLED THE 'EXISTING UTILITIES CORRIDOR'. THEY

PASS SOUTH AND TO THE WEST OF THIS CONSTRUCTION. THEY WILL

BE UTILIZED AS NEEDED FOR THIS CONSTRUCTION - SEE CIVIL SHEETS

CU201 AND CU202 FOR MORE INFORMATION.

11. EXCEPT WHERE SHOWN ON THIS SHEET, ALL EXISTING STORMWATER

PIPING TO REMAIN ALONG WITH ASSOCIATED MANHOLES AND WILL BE

UTILIZED FOR STORMWATER MANAGEMENT. SEE CIVIL SHEETS CG103

AND CG104 FOR MORE INFORMATION.

12. EXISTING SECURITY FENCING TO BE DEMOLISHED FROM THE

SOUTHEAST CORNER OF BLDG 645 TO LIMIT OF CONSTRUCTION

BOUNDARY ON CIVIL SHEET CD102.

13. REMOVE CONCRETE SIDEWALK THAT RUNS ALONGSIDE SIJAN ST. THE

SAME DISTANCE AS THE SIJAN ST. DEMOLITION.

EXISTING WETLANDS

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US Army Corps of Engineers ®

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CS503

Z:\18-0047 Moody AFB\DWG\Sheets\Sheet Files\23 CS503.dwg, 8/2/2019 2:25:26 PM

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0- B-

1' -0

2"R

1"

1- 1/

2" 6"

SLOPE: 1"/FT

5"

24" CONCRETE CURB & GUTTER

NOT TO SCALE

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

EXPANSION JOINTS REQUIRED AT

ALL STRUCTURES AND CURB

RETURNS. MAX. DIST BETWEEN

CONTROL JOINTS - 25 FT.

3000 P.S.I. HIGH EARLY STRENGTH

CONCRETE, 2" SLUMP, W/ SMOOTH

FINISH.

CONTRACTOR TO SLOPE

GUTTER AS APPROPRIATE.

GRADED AGGREGATE

BASE SEE PAVING

DETAILCOMPACT SUBGRADE TO 98%

STANDARD PROCTOR.

M6F0.1P2

REFER TO GDOT STD. A3

SIDEWALK DETAILS

REFER TO GDOT STD. D-10

CONCRETE SWALE DETAIL

(4'-0" MAX. HEIGHT x 20 LF)

#4 BAR VERTICAL

REINFORCEMENT

SPACED 8" O.C.

8" CMU RETAINING WALL

CONC.

SIDEWALK ABOVE

8"CMU

WALL

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8"

32"

2" CLR.

8-INCH CONCRETE

MASONRY UNIT WALL -

FILL ALL CELLS WITH

3,000 PSI CONCRETE

LAP SPLICE CHART

BAR

SIZE

LAP

SPLICE (IN)

4 29

5 36

6 43

7 48

8 72

9 80

10 102

DESIGN CRITERIA

1. CONCRETE TO BE 3,000 P.S.I. (MIN).

2. REINFORCING TO BE GRADE 60.

3. MINIMUM ALLOWABLE SOIL BEARING PRESSURE TO BE

2,500 P.S.F.

4. LATERAL EQUIVALENT FLUID DESIGN PRESSURE: 35.0

P.S.F.

5. BACKFILL MATERIAL TO BE AS SHOWN.

6. SURCHARGE LOADING: NONE.

GENERAL NOTES

1. ALL REINFORCING STEEL TO BE SET IN ACCORDANCE

WITH CURRENT ACI CODE 318 (2" CLR. TO NEAREST WALL

FACE AND 3" CLR. TO EARTH IN FOOTING).

2. LAP ALL SPLICES IN ACCORDANCE WITH ACI CODE 318

(SEE LAP SPLICE CHART).

3. COMPACT BACKFILL TO 95% OF STANDARD PROCTOR.

USE ONLY SMALL HAND-HELD EQUIPMENT NEAR WALL.

4. THIS DRAWING IS SPECIFICALLY DESIGNED AND

INTENDED FOR THIS SITE ONLY AND IS NOT VALID FOR

ANY OTHER SITE.

PAVEMENT

BELOW

HANDRAIL

#4 REBAR GRID

12" O.C./E.W.

#4 BENT DOWELS

@ 8" O.C.

CONC.

FOOTING

NOT TO SCALE

NOT TO SCALE

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REFER TO SHEET C-301

HEAVY-DUTY PAVEMENT DETAIL

4'x4' CONC. PAD

S I J A

N

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T

BUILDING 645

(TO REMAIN)

AIRCRAFT PARTS STORE

HC-130/HH-60

BUILDING B

A S

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ASPHALT PAVING

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OVERHANG

AREA

GATE

5'x5' CONC. PAD

BL

ASPHALT PAVING

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A L K

ASPHALT PAVING

EXISTING CHAINLINK

SECURITY FENCE

D

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CONCRETE PAVEMENT

A S

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CONC. SIDEWALK

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BL

BL

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BL

BL

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BL

BL

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ASPHALT PAVING

MH

PROJECT BASE POINT

E: 358787.0675

N: 2598654.7205

228.00

227.85

227.95

227.35

228.00

228.00

227.75

227.75

227.75

227.40

227.75

TW: 227.75

BW: 224.25

227.75

227.85

227.85

225.15

225.05

226.20

226.20

226.80

???226.35

MH

MH

M H

L I M

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N

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LIMITS OF CONSTRUCTION

L I M

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N

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LIMITS OF CONSTRUCTION

L I M

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3.0'

(TYP.)

TW: 226.40

BW: 225.00

227.75

226.30

227.05

228.00

228.00

228.00

227.95

227.85

227.85

TOP OF

POND

BERM

PROP. FIRE

WATER TANK

BLDG 677

PUMPHOUSE

FFE: 228.00

(SEE ARCH.

PLANS)

BUILDING 675

PROPOSED HELICOPTER

MAINTENANCE UNIT

FFE = 228.25

(SEE ARCH. PLANS)

EXISTING GRASSED AREA

PROPOSED GRASSED AREA

EXISTING GRASSED AREA

EXISTING GRASSED AREA

EXISTING GRASSED AREA

EXISTING GRASSED AREA

PROPOSED CONC. HANGAR

ACCESS APRON WEST

(SEE SHEET C-301, DET. 4)

PROPOSED

GRASSED AREA

PROPOSED CONC. HANGAR

ACCESS APRON EAST

(SEE SHEET C-301, DET. 4)

20.00'

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US Army Corps of Engineers ®

C A

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ISSUED FOR CONSTRUCTION

MATCHLINE

SEE SHEET CG102

CPP

CONTROL POINT

FFE

SIGN

CB

DI

JB

SPOT ELEVATION

FINISHED FLOOR ELEVATION

EXISTING CHAIN LINK FENCE

CORRUGATED PLASTIC PIPE

JUNCTION BOX

CATCH BASIN

DROP INLET

LIMITS OF CONSTRUCTION

30 0 30 60 90

GRAPHIC SCALE: 1 INCH = 30 FEET

SITE GRADING PLAN 1

SCALE: 1" = 30'

N O

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STORMWATER

MGMT AREA

LEGEND

SITE GRADING NOTES

1. CONTRACTOR TO TAKE ALL PRECAUTIONS TO FIND AND AVOID SITE

UTILITIES. ALL UTILITIES MAY NOT BE SHOWN ON DRAWINGS.

2. CONTRACTOR TO COORDINATE WITH ALL UTILITY COMPANIES PRIOR

TO BEGINNING GRADING ACTIVITIES.

3. EROSION CONTROL MATTING SHALL BE INSTALLED ON ALL SLOPES

GREATER THAN 3:1.

4. CONTRACTOR SHALL NOTIFY A COE CONTRACTING OFFICER OR

REPRESENTATIVE WITHIN 24 HOURS OF ANY LAYOUT DISCREPANCY

PRIOR TO PROCEEDING WITH WORK. ALL ADDITIONAL COSTS,

INCLUDING BUT NOT LIMITED TO REMEDIAL CONSTRUCTION,

ADDITIONAL SITE VISITS, OR ENGINEERING SERVICES AND FEES, ETC.

INCURRED DUE TO FAILURE TO FOLLOW THIS PROCEDURE WILL BE

THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

SITE GRADING NOTES

5. DRAINAGE AND DEWATERING:

ALL EXCAVATIONS SHALL BE PERFORMED SO THAT THE SITE AND

AREA IMMEDIATELYSURROUNDING THE SITE WHICH AFFECTS

CONSTRUCTION OPERATIONS WILL BE CONTINUALLY AND

EFFECTIVELY DRAINED. THE CONTRACTOR SHALL PROVIDE DRAINAGE

AND DEWATERING AS REQUIRED TO ENSURE THAT ALL FOOTING

EXCAVATIONS ARE ACCOMPLISHED WITH THE SUBGRADE SOILS

REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE PLACED AND

BACKFILLED. REMOVAL OF SURFACE WATER, GROUNDWATER, AND

ANY PERCHED-WATER CONDITIONS, WHICH MIGHT BE ENCOUNTERED

DURING EXCAVATIONS SHALL BE ACCOMPLISHED BY USING

APPROVED METHODS BY ENGINEER. REFER TO SPECIFICATION 31 00

00 EARTHWORK FOR ADDITIONAL REQUIREMENTS.

STRUCTURE NOTES

UTILITY STRUCTURES CAN BE PRE-CAST AND INCLUDE BUT ARE NOT LIMITED

TO INLETS, MANHOLES, JUNCTION BOXES, HANDHOLES AND CLEANOUTS

CONSTRUCTED IN RUNWAYS, TAXIWAYS, TOWWAYS, HELIPADS, APRONS,

OVERRUNS, SHOULDERS (PAVED AND UNPAVED) SHALL BE DESIGNED AND

LOAD-RATED WITH THE FOLLOWING REQUIREMENTS:

LOAD-BEARING PAVEMENTS AND PAVED SHOULDER AREAS:

1. FOR MANHOLE COVERS AND INLET GRATES AND FRAMES, DESIGN FOR

A 100,000 LB AT WHEEL LOAD WITH 250 PSI TIRE PRESSURE. INLET

GRATES, COVERS, FRAMES AND LIDS OF UTILITY STRUCTURES SHALL BE

BOLT-DOWN, HEAVY-DUTY AIRFIELD TYPE CASTINGS.

2. FOR STRUCTURES WITH THEIR SHORTEST SPAN EQUAL TO OR LESS

THAN 2 FT, DESIGN BASED ON A SINGLE WHEEL LOAD OF 100,000LB AT A

CONTACT PRESSURE OF 250 PSI, OR A UNIFORM LIVE LOAD OVER THE

ENTIRE STRUCTURE OF 250 PSI, WHICHEVER IS GREATER.

3. FOR STRUCTURES WITH THEIR SHORTEST SPAN GREATER THAN 2 FT,

DESIGN BASED ON THE MAXIMUM NUMBER OF WHEELS THAT CAN FIT

ONTO THE SPAN, CONSIDERING THE MOST CRITICAL ASSIGNED

AIRCRAFT OPERATING AT ITS MAXIMUM GROSS WEIGHT. IN NO CASE,

HOWEVER, SHOULD THE DESIGN BE BASED ON COMPUTED STRESS

CONDITIONS LESS THAN THOSE CREATED BY A WHEEL LOAD OF 100,000

LB AT A CONTACT PRESSURE OF 250 PSI.

UNPAVED SHOULDER AREAS:

1. FOR MANHOLE COVERS AND INLET GRATES AND FRAMES, DESIGN FOR

A 100,000 LB WHEEL LOAD WITH 250 PSI TIRE PRESSURE. INLET

GRATES, COVERS, FRAMES AND LIDS OF UTILITY STRUCTURES SHALL

BE BOLT-DOWN, HEAVY-DUTY AIRFIELD TYPE CASTING.

2. FOR STRUCTURES WITH THEIR SHORTEST SPAN EQUAL TO OR LESS

THAN 2 FT, DESIGN BASED ON A SINGLE WHEEL LOAD OF 50,000 LB AT A

CONTACT PRESSURE OF 250 PSI, OR A UNIFORM LIVE LOAD OVER THE

ENTIRE STRUCTURE OF 250 PSI, WHICHEVER IS GREATER.

3. FOR STRUCTURES WITH THEIR SHORTEST SPAN GREATER THAN 2 FT,

DESIGN BASED ON THE MAXIMUM NUMBER OF WHEELS THAT CAN FIT

ONTO THE SPAN, CONSIDERING THE MOST CRITICAL ASSIGNED

AIRCRAFT OPERATING AT ITS MAXIMUM GROSS WEIGHT. IN NO CASE,

HOWEVER, SHOULD THE DESIGN BE BASED ON COMPUTED STRESS

CONDITIONS LESS THAN THOSE CREATED BY A WHEEL LOAD OF 50,000

LB AT A CONTACT PRESSURE OF 250 PSI.

OTHER AIRFIELD AREAS:

4. BEYOND THE PAVED OR UNPAVED SHOULDER AREAS OF RUNWAYS,

TAXIWAYS, TOWWAYS, HELIPADS, APRONS OR OVERRUNS,

UNDERGROUND STRUCTURES ARE NOT DESIGNED TO SUPPORT

AIRCRAFT WHEEL LOADS; HOWEVER, THEY WILL BE DESIGNED TO

SUPPORT STANDARD TRUCK LOADS (AASHTO H20/HS20).

Know what's below.

Call before you dig

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US Army Corps of Engineers ®

C A

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F I L

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ISSUED FOR CONSTRUCTION

DITCH C/L

MIN. 1% DRAINAGE w/

3:1 SIDE SLOPES (TYP.)

S O

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US Army Corps of Engineers ®

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ISSUED FOR CONSTRUCTION

PROPOSED CHAIN LINK FENCE

EXISTING STORM PIPING

PROPOSED STORM PIPING

EXISTING DROP INLET

EXISTING STORM JUNCTION BOX

PROPOSED STORM JUNCTION BOX

PROPOSED DROP INLET

MH

PROPOSED HEADWALL

RETAINING WALL. SEE

SHEET CS503 FOR DETAIL.

D E

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GENERAL NOTES

LOAD CRITERIA

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE, 2015 EDITION.

2. DESIGN LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

ROOF 20 PSF

HANGAR 300 PSF

WHEEL LOAD FROM HH-60G HELICOPTER

OFFICES (INCLUDING PARTITIONS) 65 PSF

MECHANICAL* 150 PSF

STORAGE (LIGHT) 125 PSF

STORAGE (HANGAR) 300 PSF

STAIRS AND CORRIDORS 100 PSF

MEZZANINES 100 PSF

TOILETS 75 PSF

CATWALKS 40 PSF

ELEVATOR MACHINE ROOM 100 PSF

AREAS NOT OTHERWISE SPECIFIED 100 PSF

*OR EQUIPMENT WEIGHT IF GREATER

3. DESIGN SNOW LOAD:

GROUND SNOW LOAD, Pg 0 PSF

4. DESIGN WIND LOADS:

ULTIMATE WIND SPEED, V 115 MPH (THREE SECOND GUST)

NOMINAL WIND SPEED, V 89 MPH (THREE SECOND GUST)

RISK CATEGORY, II

EXPOSURE C

INTERNAL PRESSURE COEFF GCpi +/-0.55 (HANGAR/HMU)

+/- 0.18 (PUMP HOUSE)

HANGAR/HMU SHALL BE CONSIDERED PARTIALLY ENCLOSED WHETHER THE

HANGAR DOORS ARE OPEN OR CLOSED.

COMPONENTS AND CLADDING ULTIMATE WIND LOADS ARE SHOWN ON

S002 FOR THE HANGAR/HMU AND S003 FOR THE FIRE PUMP BUILDING.

5. DESIGN SEISMIC LOADS ARE BASED ON THE FOLLOWING DATA:

MAPPED SHORT PERIOD SPECTRAL RESPONSE ACCELERATION, Ss 0.11

MAPPED 1-SEC PERIOD SPECTRAL RESPONSE ACCELERATION, S1 0.06

SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION, Sds 0.117 1-SEC PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION, Sd1 0.096

HANGAR/HMU:

RISK CATEGORY II

SEISMIC DESIGN CATEGORY B

SITE CLASS D

BASIC SEISMIC-FORCE-RESISTING SYSTEM STRUCTURAL STEEL SYSTEM

NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R 3

DEFLECTION AMPLIFICATION FACTOR, Cd 3 IMPORTANCE FACTOR Ie 1.0 SEISMIC RESPONSE COEFFICIENT Cs 0.039

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

DESIGN BASE SHEAR Cs x W =42 KIPS

PUMP HOUSE:

RISK CATEGORY III

SEISMIC DESIGN CATEGORY B

SITE CLASS D

BASIC SEISMIC-FORCE-RESISTING SYSTEM STRUCTURAL STEEL SYSTEM

NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R 3

DEFLECTION AMPLIFICATION FACTOR, Cd 3 IMPORTANCE FACTOR Ie 1.25 SEISMIC RESPONSE COEFFICIENT Cs 0.039

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

DESIGN BASE SHEAR Cs x W = 2 KIPS

6. DESIGN CRANE LOAD

OVERHEAD CRANE CAPACITY 5 TON

END TRUCK WHEEL BASE 24 FOOT

MAX INDIVIDUAL WHEEL LOAD LESS IMPACT 60,000 LB

FOUNDATIONS

1. FOUNDATIONS ARE DESIGNED IN ACCORDANCE WITH THE SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING REPORT BY THE SOILS SECTION GEOTECHNICAL & HTRW BRANCH

OF U.S. ARMY ENGINEER DISTRICT, SAVANNAH, DATED FEBRUARY 2019. FOOTING ELEVATIONS

SHOWN REPRESENT THE MINIMUM DEPTH TO WHICH FOOTINGS SHALL BE PLACED. SOFT SOILS

BELOW THE BOTTOM OF FOOTING ELEVATIONS SHALL BE OVER EXCAVATED AND REPLACED WITH

SUITABLE COMPACTED MATERIAL PER THE GEOTECHNICAL REPORT. OVER EXCAVATION SHALL

EXTEND BEYOND THE FOOTING FOOTPRINT A DISTANCE OF AT LEAST FIVE FEET IN ALL DIRECTIONS PER THE GEOTECHNICAL REPORT. WHERE THE DEPTH OF OVER EXCAVATION EXTENDS BELOW THE

WATER TABLE, THE BASE OF THE EXCAVATION MAY HAVE TO BE STABILIZED WITH NON-WOVEN

GEOTEXTILE AND 18 INCHES OF COARSE CRUSHED STONE PER THE GEOTECHNICAL REPORT.

WHERE FOOTINGS ARE REQUIRED TO BE LOWERED MORE THAN 1 FOOT, NOTIFY THE CONTRACTING OFFICER. ALL UNSUITABLE FOUNDATION MATERIAL SHALL BE REMOVED WITH FOOTINGS RESTING ON SUITABLE COMPACTED MATERIAL WITH A MINIMUM BEARING CAPACITY OF 2000 PSF UNLESS

OTHERWISE INDICATED.

2. FX.X INDICATES FOOTING TYPES. SEE FOOTING SCHEDULE FOR SIZE AND REINFORCING.

3. NO FOUNDATION CONCRETE SHALL BE INSTALLED UNTIL ALL FOUNDATION WORK HAS BEEN COORDINATED WITH UNDERGROUND UTILITIES. FOOTINGS SHALL BE LOWERED WHERE REQUIRED TO AVOID UTILITIES.

WHERE FOOTINGS ARE REQUIRED TO BE LOWERED MORE THAN 1 FOOT, NOTIFY THE ENGINEER OF RECORD.

4. TO MINIMIZE WEATHERING, THE LAST 6 INCHES OF EXCAVATION FOR ALL FOOTINGS SHALL BE MADE IMMEDIATELY

PRIOR TO PLACEMENT OF FOOTINGS.

5. UNLESS OTHERWISE SHOWN, THE CENTERLINES OF ALL PIERS AND COLUMN FOOTINGS SHALL BE LOCATED ON

COLUMN CENTERLINES.

CONCRETE

1. CONCRETE STRENGTH:

ALL CONCRETE NOT OTHERWISE SPECIFIED f'c = 4000 psi FOOTINGS f'c = 3000 psi

2. REINFORCING BARS

ASTM A 615 GRADE 60, DEFORMED Fy = 60 KSI

3. REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI SP-66-04. DEVELOPMENT AND SPLICE LENGTHS ARE IN TENSION UNLESS OTHERWISE INDICATED. TENSION LAP SPLICES SHALL BE AS TABULATED

IN THE SPLICE LENGTH TABLE BELOW. UNLESS OTHERWISE INDICATED.

f'c (psi) BAR TYPE #3 #4 #5 #6 #7 #8 #9 #10 #11

3000 TOP BARS 28 37 47 56 81 93 105 118 131

3000 OTHER BARS 22 29 36 43 63 72 81 91 101

4000 TOP BARS 24 32 40 48 70 80 91 102 113

4000 OTHER BARS 19 25 31 37 54 62 70 79 87

TOP BARS ARE HORIZONTAL REINFORCEMENT PLACED SO THAT MORE THAN 12 INCHES OF FRESH CONCRETE IS

CAST IN THE MEMBER BELOW THE BAR.

4. CONTINUOUS REINFORCING IN WALLS AND SLABS MAY BE SPLICED, AS REQUIRED, PROVIDING BARS ARE OF THE LONGEST PRACTICABLE LENGTH AND SPLICES ARE SHOWN ON REINFORCING SHOP DRAWINGS. WHEREVER POSSIBLE, SPLICES SHALL BE STAGGERED. FIELD CUTTING OF REINFORCEMENT WILL NOT BE PERMITTED.

5. UNLESS OTHERWISE SHOWN, BARS AT WALL AND CONTINUOUS FOOTING CORNERS AND INTERSECTIONS SHALL BE DETAILED AS SHOWN ON FIGURE 15 OF ACI SP-66-04. CORNER BARS SHALL BE DETAILED AS SHOWN FOR OUTSIDE LOADED

CORNERS. INTERSECTIONS SHALL BE DETAILED WITHOUT DIAGONAL BARS.

6. PROVIDE CONCRETE COVER FOR REINFORCING AS FOLLOWS, U.N.O.:

CAST AGAINST EARTH 3”

EXPOSED TO EARTH OR WEATHER:

#5 AND SMALLER BARS AND WWR 1-1/2”

#6 AND LARGER BARS 2”

NOT EXPOSED TO EARTH OR WEATHER:

SLABS AND WALLS:

#11 AND SMALLER AND WWR 3/4”

#14 AND LARGER 1-1/2”

BEAMS AND COLUMNS 1-1/2”

7. PROVIDE DOWELS TO MATCH REINFORCEMENT SIZE AND SPACING INDICATED FOR ALL STRUCTURAL ELEMENTS, UNLESS

OTHERWISE INDICATED.

8. MAJOR CONSTRUCTION JOINTS ARE SHOWN ON THE DRAWINGS. INTERMEDIATE JOINTS IN WALLS, SLABS, AND FLOOR FRAMING ARE NOT SHOWN. CONSTRUCTION JOINTS MAY BE ADDED, OMITTED OR RELOCATED IF PROPERLY DETAILED ON

SHOP DRAWINGS AND APPROVED BY THE OWNER’S REPRESENTATIVE.

9. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF OPENINGS AND SLEEVES IN CONCRETE WALLS AND SUPPORTED FLOORS. SPREAD REINFORCEMENT AT OPENINGS AND SLEEVES UNLESS OTHERWISE SHOWN. DO NOT CUT REINFORCEMENT. SEE TYPICAL REINFORCEMENT DETAILS FOR OPENINGS IN SLABS AND WALLS FOR ADDITIONAL REQUIREMENTS.

10.REINFORCE FLOOR SLABS ON GRADE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE, UNLESS OTHERWISE NOTED. PLACE

REINFORCEMENT 2 INCHES BELOW TOP OF SLAB UNLESS OTHERWISE NOTED.

SLAB THICKNESS REINFORCEMENT

5" 6X6-W2.9XW2.9 WWF

10" #4@12 EW, TOP

11.IN SLABS-ON-GRADE, PROVIDE 2-#4X4'-0" DIAGONAL BARS IN THE MIDDLE OF THE SLAB AT EACH CORNER OF OPENINGS OVER

1'-0" SQUARE AND AT RE-ENTRANT CORNERS.

12.PROVIDE CONTROL JOINTS AT 22 FEET O.C. MAX FOR THE 10 INCH SLAB AND 14 FEET O.C. MAX FOR THE 5 INCH SLAB.

LOCATE CONTROL JOINTS TO FORM APPROXIMATE SQUARE PANELS WITH THE LENGTH OF ONE SIDE NOT EXCEEDING THE ADJACENT SIDE BY A FACTOR OF 1.5. CONTROL JOINTS MAY BE CONTRACTION JOINTS, CONSTRUCTION JOINTS, OR EXPANSION JOINTS.

13.PROVIDE WATERSTOPS IN ALL CONSTRUCTION JOINTS AT OR BELOW GRADE.

14.DEPRESS FLOOR SLABS AS REQUIRED; SEE ARCHITECTURAL DRAWINGS FOR LOCATION AND DEPTH OF DEPRESSED AREAS.

15.CHAMFER EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES 3/4-INCH, UNO.

16.SLABS AND BEAMS OR JOISTS SHALL BE CAST MONOLITHICALLY UNLESS OTHERWISE INDICATED.

HIGH MAST LIGHTING FOUNDATIONS

1. CONTRACTOR SHALL PERFORM A SOIL BORING WHERE THE HIGH MAST LIGHT WILL BE RELOCATED. THE SOIL

BORING SHALL EXTEND 30 FEET BELOW GRADE AND STANDARD PENETRATION TEST (SPT) SHALL BE PERFORMED PER ASTM D-1586 EVERY 2.5 FEET FOR THE TOP 15 FEET OF THE BORING AND AT 5 FOOT INTERVALS THEREAFTER. PERFORM LAB TESTING TO DETERMINE SOIL CLASSIFICATION AND INDEX PROPERTIES (MOISTURE CONTENT AND ATTERBERG LIMITS).

LEAVE HOLE OPEN LONG ENOUGH TO OBTAIN A STABILIZED GROUND WATER LEVEL. SUBMIT THE FOLLOWING INFORMATION

TO THE EOR FOR DEEP FOUNDATION CONFIRMATION.

A) EFFECTIVE UNIT WEIGHT (lbs/in^3) B) UNDRAINED COHESION (psi)

C) STRAIN FACTOR (E50)

D) P-Y MODULUS (lbs/in^3) E) FRICTION ANGLE (deg)

2. CONTRACTOR SHALL VERIFY THE FOLLOWING INFORMATION FOR THE EXISTING HIGH MAST POLE AND PROVIDE

THIS INFORMATION TO THE EOR FOR DEEP FOUNDATION DESIGN CONFIRMATION.

A) NUMBER OF ANCHOR BOLTS

B) DIAMETER OF ANCHOR BOLTS

C) DIAMETER OF POLE BASE PLATE

D) DIAMETER OF POLE AT THE POLE BASE

E) DIAMETER OF POLE AT THE TOP OF THE POLE

F) MANUFACTURER’S DATA FOR ALL LIGHTS SUPPORTED ON THE HIGH MAST POLE

3. FOUNDATION FOR HIGH MAST LIGHTING IS SHOWN IN DETAIL 3/S-302. FOUNDATION SIZE, DEPTH AND REINFORCEMENT WILL BE VERIFIED BY THE EOR ONCE THE INFORMATION IN NOTES 1 AND 2 ABOVE ARE PROVIDED TO THE EOR. INSTALLATION OF THE FOUNDATION SHALL NOT BE PERFORMED UNTIL THE CONTRACTOR IS NOTIFIED THAT EOR HAS COMPLETED THE FOUNDATION CONFIRMATION. CURRENT FOUNDATION DESIGN IS SUBJECT TO CHANGE BASED ON INFORMATION RECEIVED IN NOTES 1 AND 2

ABOVE.

MASONRY

1. MASONRY STRENGTH

MASONRY SYSTEM COMPRESSIVE STRENGTH f'm = 1500 psi

MORTAR SHALL BE TYPE S

GROUT COMPRESSIVE STRENGTH 2000 psi

2. REINFORCING BARS IN MASONRY SHALL BE FULLY GROUTED FOR THEIR ENTIRE LENGTH AND SHALL BE LAP SPLICED 48 BAR

DIAMETERS.

3. UNLESS OTHERWISE NOTED OR SHOWN, PROVIDE CMU LINTELS OVER OPENINGS IN CMU WALLS IN ACCORDANCE WITH TYPICAL

CMU LINTEL SCHEDULE.

4. BRACE CMU WALLS DURING CONSTRUCTION UNTIL FLOOR OR ROOF STRUCTURE IS ERECTED AND CONNECTED TO WALL

5. UNLESS OTHERWISE SHOWN, PROVIDE SOLID MASONRY BLOCK COURSES, CONSISTING OF SOLID BLOCKS OR GROUT FILLED BLOCKS FOR BEARING UNDER STRUCTURAL MEMBERS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:

THREE COURSES UNDER STEEL BEAMS AND COLUMNS (2'-0" EACH SIDE OF MEMBER)

STEEL

1. MATERIAL STRENGTH

WIDE FLANGE SHAPES ASTM A 992 Fy = 50 KSI STRUCTURAL RECTANGULAR TUBING ASTM A 500 GRADE B Fy = 46 KSI (NOTED AS “HSS 4x4x1/4”)

ALL OTHER STRUCTURAL STEEL ASTM A 36 Fy = 36 KSI

2. THE CENTERLINES OF ALL COLUMNS AND BEAMS SHALL BE LOCATED ON COLUMN LINES UNLESS OTHERWISE SHOWN.

3. BEAMS SHALL BE FABRICATED AND INSTALLED WITH THE NATURAL CAMBER UP.

4. BOLTS SHALL BE ¾ INCH DIAMETER, TYPE A325N, UNLESS OTHERWISE INDICATED.

5. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE. SWAGED ANCHOR BOLTS

AND ANCHOR BOLTS WITH HOOKED END ANCHORAGE ARE NOT ALLOWED.

6. SHEAR CONNECTIONS FOR SIMPLY SUPPORTED BEAMS SHALL BE DESIGNED FOR THE LRFD REACTIONS INDICATED ON THE

FRAMING PLANS. WHERE NONE ARE INDICATED USE 10 KIPS.

7. WELDING ELECTRODES SHALL CONFORM TO REQUIREMENTS SHOWN IN TABLE 3.2 OF AWS D1.1:2015, AND FILLER METAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 70 KSI. WHERE WELD SIZE IS NOT GIVEN WELD SIZE SHALL BE A MINIMUM IN

ACCORDANCE WITH TABLE 5.7 OF AWS D1.1:2015.

8. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS, HOLES, ETC., IN STRUCTURAL STEEL MEMBERS, CUTS, HOLES, ETC., SHALL BE MADE IN THE SHOP AND SHALL BE SHOWN ON THE SHOP DRAWINGS. MAKING HOLES OR CUTS IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED WITHOUT SPECIFIC APPROVAL OF THE OWNER’S REPRESENTATIVE.

9. WHERE PARTITIONS OF ANY MATERIAL ABUT STEEL COLUMN ENCASEMENTS, INCREASE THE DISTANCE FROM STEEL COLUMN TO FACE OF ENCASEMENT AS REQUIRED TO PROVIDE AN UNBROKEN SURFACE FOR THE WALL FINISH.

PRE-ENGINEERED METAL BUILDING

1. DESIGN THE BUILDING SYSTEM(S) IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, 2015 EDITION AND THE METAL

BUILDING SYSTEMS MANUAL, 2012 EDITION.

2. DESIGN THE BUILDING SYSTEM FOR THE LIVE LOADS OR SNOW LOADS (WHICHEVER IS GREATER) INDICATED AND A COLLATERAL DEAD LOAD OF 10 PSF IN ADDITION TO THE BUILDING DEAD LOADS, WIND LOADS AND SEISMIC LOADS. COLLATERAL LOAD INCLUDES LIGHTING AND PIPING 2 INCHES IN DIAMETER AND SMALLER. PARAMETERS FOR THE DEVELOPMENT OF THE SNOW, WIND, AND SEISMIC LOADS ARE LISTED IN THE GENERAL NOTES. INCLUDE THE EFFECTS OF UNBALANCED SNOW LOAD, SNOWDRIFT, SLIDING SNOW, RAIN ON SNOW AND WINDWARD AND LEEWARD WIND PRESSURE AND SUCTION LOADS. ROOF PURLINS SHALL BE DESIGNED FOR AN ADDITIONAL CONCENTRATED LIVE LOAD OF 250 POUNDS LOCATED ANYWHERE ALONG THE LENGTH OF THE PURLIN OR THE ACTUAL WEIGHT OF FANS, FOAM GENERATORS, PIPING GREATER THAN 2 INCHES IN

DIAMETER OR OTHER HANGING EQUIPMENT, WHICHEVER IS GREATER.

3. LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE UNLESS THE MBMA METAL BUILDING

SYSTEMS MANUAL (2012) LOAD COMBINATIONS ARE MORE STRINGENT.

4. DESIGN THE BUILDING SYSTEM WITH HINGED COLUMN BASES. FIXED BASE COLUMNS ARE NOT ALLOWED.

5. BUILDING LATERAL DEFLECTIONS AND RACKING LIMITS SHALL BE IN ACCORDANCE WITH "SERVICEABILITY CONSIDERATIONS" SUMMARY TABLES CONTAINED IN AISC STEEL DESIGN GUIDE SERIES 3 "SERVICEABILITY DESIGN CONSIDERATIONS FOR STEEL BUILDINGS" 2003, UNO. DEFLECTIONS SHALL BE LIMITED TO ENSURE THAT BUILDING COMPONENTS DO NOT CONTACT INTERIOR PARTITIONS. DEFLECTION LIMITS SHALL NOT EXCEED DEFLECTION TOLERANCES OF EQUIPMENT SUPPORTED BY THE BUILDING.

6. THE BUILDING FOUNDATIONS AND ANCHOR BOLTS HAVE BEEN DESIGNED FOR THE REACTIONS SHOWN. REDESIGN THE FOUNDATIONS AND ANCHOR BOLTS IF THE REACTIONS FOR THE BUILDING FURNISHED EXCEED THE INDICATED REACTIONS BY 10 PERCENT. CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER SHALL BE SUBMITTED FOR REVIEW. DO NOT PLACE FOUNDATIONS PRIOR TO THE REVIEW AND APPROVAL OF THE BUILDING SYSTEM FOUNDATION LOADINGS.

7. PIER AND FOOTING SIZES AND LOCATION SHOWN ARE BASED UPON ASSUMPTIONS OF THE BUILDING SYSTEM'S COMPONENTS, CONFIGURATIONS AND LOADS. COORDINATE ALL FINAL DETAILS AND DIMENSIONS TO ENSURE THAT THE FOUNDATION SYSTEM

IS COMPATIBLE WITH THE BUILDING SYSTEM USED.

8. DESIGN AND PROVIDE STRUCTURAL MEMBERS FOR THE SUPPORT OF HVAC UNITS, DUCTS, FANS, PIPING, ELECTRICAL

COMPONENTS, SUPPORTED PARTITIONS, ETC.

9. COORDINATE VERTICAL DEFLECTIONS WITH THE VERTICAL LIFT FABRIC DOOR.

10.COORDINATE, DESIGN AND PROVIDE ANY MISCELANEOUS STEEL REQUIRED TO SUPPORT THE VERTICAL LIFT FABRIC DOOR.

SPECIAL INSPECTIONS

1. SPECIAL INSPECTIONS WILL BE PERFORMED IN ACCORDANCE WITH THE STATEMENT OF SPECIAL INSPECTIONS

2. CONTRACTOR SHALL DIRECTLY EMPLOY AND PAY FOR SERVICES OF THE SPECIAL INSPECTORS TO PERFORM REQUIRED

SPECIAL INSPECTIONS.

3. THE FOLLOWING GENERAL TYPES OF WORK REQUIRE SPECIAL INSPECTION: (REFER TO STATEMENT OF SPECIAL INSPECTIONS

FOR DETAILED INSPECTION REQUIREMENTS)

FOUNDATIONS

CONCRETE

REINFORCING STEEL

FORMWORK

POST-INSTALLED CONCRETE ANCHORS

MASONRY

STRUCTURAL STEEL

STRUCTURAL WELDING

HIGH STRENGTH BOLTS

FLOOR AND ROOF DECK ATTACHMENT

STEEL DECK

1. DESIGN FORM DECK IN ACCORDANCE WITH THE FOLLOWING:

DEPTH 1.5 in

MINIMUM GAGE 24

MINIMUM SECTION MODULUS, Sp 0.132 in3

MINIMUM SECTION MODULUS, Sn 0.120 in3

MINIMUM MOMENT OF INERTIA 0.108 in4

2. FORM DECK CONNECTIONS: IN ACCORDANCE WITH TYPICAL FORM DECK ATTACHMENT DETAIL

3. DESIGN FLOOR DECK IN ACCORDANCE WITH THE FOLLOWING:

DEPTH 2 in

MINIMUM GAGE 22

COMPOSITE

MINIMUM SECTION MODULUS, Sp 0.263 in3

MINIMUM SECTION MODULUS, Sn 0.266 in3

MINIMUM MOMENT OF INERTIA 0.321 in4

4. FLOOR DECK CONNECTIONS: IN ACCORDANCE WITH TYPICAL COMPOSITE FLOOR DECK ATTACHMENT DETAIL.

5. ALL METAL DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER THREE SPANS MINIMUM, AND SHALL BEAR AT LEAST 1 ½ INCHES MINIMUM ON STEEL SUPPORTS OR MORE AS REQUIRED BY DECK MANUFACTURER. FOR ONE OR TWO SPAN CONDITIONS, THE CONTRACTOR SHALL PROVIDE SHORING AS REQUIRED, OR FURNISH HIGHER GAGE DECK AS REQUIRED TO SUPPORT ALL THE APPLICABLE LOADS. CONTRACTOR SHALL SUBMIT ALTERNATE FOR APPROVAL. CONTRACTOR SHALL ENSURE THAT CONSTRUCTION LOADS ON STEEL DECK DO NOT EXCEED SDI PUBLISHED CONSTRUCTION LOAD CRITERIA.

6. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES, INSERTS, ETC., WITH SHOP DRAWINGS OF THE EQUIPMENT TO BE INSTALLED. SEE MECHANICAL DRAWINGS FOR LOCATIONS OF PIPE SLEEVES. SEE ARCHITECTURAL

DRAWINGS FOR LOCATIONS OF OPENINGS IN ROOF.

POST INSTALLED ANCHORS

1. POST INSTALLED ANCHORS HAVE BEEN DESIGNED WITH HILTI ANCHORS (NOTED BELOW) AS THE BASIS OF DESIGN. INSTALL

ANCHORS PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.

A. EXPANSION ANCHORS: KWIK BOLT ((3 OR TZ))

B. SLEEVE ANCHORS: HLC SLEEVE ANCHOR

C. ADHESIVE ANCHORS: HIT HY-200/HIT-ICE

D. SCREEN TUBE ANCHORS: HIT HY-70

2. CONTRACTOR MAY PROVIDE EQUIVALENT ANCHORS WITH SIZE AND FINISH AS NOTED AND EQUIVALENT SHEAR AND TENSION CAPACITIES AFTER MODIFICATION DUE TO EMBEDMENT, SPACING AND EDGE DISTANCES AT THE DISCRETION OF THE OWNER’S

REPRESENTATIVE.

3. ALL ADHESIVE ANCHORS FOR REINFORCING SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR

CRACKED CONCRETE AND SEISMIC APPLICATIONS.

4. DESIGN ADHESIVE BOND STRENGTH FOR ADHESIVE ANCHORS IN CONCRETE HAS BEEN BASED ON ACI 355.4, TEMPERATURE CATEGORY B WITH INSTALLATIONS INTO DRY HOLES DRILLED USING A CARBIDE DRILL BIT INTO CRACKED CONCRETE THAT HAS

CURED FOR AT LEAST 21 DAYS.

5. ADHESIVE ANCHORS REQUIRING CERTIFIED INSTALLATIONS SHALL BE INSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER PER ACI 318 D.9.2.2. INSTALLATIONS REQUIRING CERTIFIED INSTALLERS SHALL BE INSPECTED PER ACI 318 D.9.2.4.

US Army Corps of Engineers ®

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MATCHLINE-SEE SH 1 / S-101BMATCHLINE-SEE SH 1 / S-101B

MATCHLINE-SEE SH 1 / S-101DMATCHLINE-SEE SH 1 / S-101D

SB3

SB2SB2

SF2SF2

2.8

F.8

3.4

A.0

3.3

G.6

A.5 H.5

S-301

S-301

S-301

F9 F7.5 F7.5 F9 P1 P1 P1

P1

F5

F4

F6

F6 F6

F7.5

F6 F6

F6

F6 F6 F6

F5 P2

P2

P3

P4 P4

P4

P4 P4

P4

P4 P4 P3

P2

F7 F7F8

F7

F7F7

F6

F7.5 P4

SB7

SB6

SF2

SL

O

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SL

O

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5" SLAB

5" SLAB 10" SLAB

CLJ

SB6

SB2SB210" SLAB 5" SLAB

10" SLAB

5" SLAB

10" SLAB

10" SLAB

SB1

7'

3/

8" 7'

/8

3.6

1' - 4" 1' - 4"

S-2011

S-302

F4F3 F3 C1 C1 C1

F3

F3

C1

SB14

SB13

S-302

S-302

S-302

S-501 SB1

6' - 5 3/8" 3' - 1 3/4"

SB16

SB16

SB8

GENERAL NOTES THIS SHEET:

A. SEE SHEET S-001 FOR GENERAL NOTES.

B. SEE S-500 SERIES FOR TYPICAL DETAILS

C. SEE S-601 FOR FOOTING AND PIER SCHEDULES.

D. TOP OF SLAB ELEVATION IS 0'-0" = 228.25'

E. TOP OF FOOTING ELEVATION IS -2'-0" UNO.

F. ANGLE LINTEL OVER DOORS AND WINDOWS IN CMU

WALL USE L7X4X3/8 LLH ANCHORED TO CMU WITH

3/8" Ø EXPN AHR WITH 2 1/2" EMBEDMENT AT 2'-0" ON

CENTER.

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

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FOUNDATION PLAN-AREA C

SHEET KEYNOTES

SB1 10" SLAB ON GRADE REINFORCED WITH

#4@12 EW

SB2 5" SLAB ON GRADE REINF W/

6X6-W2.9XW2.9 WWR

SB3 PEMB COLUMN

SB6 THICKENED SLAB AT CMU PARTITIONS,

TYP, SEE 4/S-501

SB7 THICKENED SLAB AT LOAD BEARING CMU,

SEE 4/S-501

SB8 TOP OF FOOTING ELEVATION IS -6'-0"

SB13 THICKENED SLAB AT STAIR STRINGER,

SEE 6/S-501

SB14 SLAB DEPRESSION FOR WALKOFF MAT,

SEE 11/S-501

SB16 1'-7" EQUIPMENT PAD SEE 8/S-501

SF2 X-BRACE BY PEMB MANUFACTURER

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E.7

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SB1SB1

G.9E.5D.4B.1

7.2

F.6

6.2

7.8

F.8

G.6A.5 H.5

C1 C1

C1

C1

S-301

S-301

S-301

F6

F6 F6

F7.5

F6 F6

F6

F6 F6 F6

P3

P4 P4

P4

P4 P4

P4

P4 P4 P3

F9.5

F9.5

F6 F9 F9

F6

F9.5F11

F4

F11

F11 F11

F4 F9.5

P5

P5

P2 P2

P4

P2

P4

P2

P5

P4

P5

P4

F7.5 P4

5" SLAB

SF5

SF5

CLJ

SB2SB210" SLAB 5" SLAB

10" SLAB

5" SLAB

10" SLAB

5" SLAB

10" SLAB

10" SLAB

1' - 4"

1'

4"

S-3018

S-301

S-3018 S-301

S-201

S-201

S-201

1' - 4"

SB11

SB11

7.3

D.37.4

F4 C1C1

C1

SB15

S-302

S-302

S-302

S-301

SIM

S-301

SIM

GENERAL NOTES THIS SHEET:

A. SEE SHEET S-001 FOR GENERAL NOTES.

B. SEE S-500 SERIES FOR TYPICAL DETAILS

C. SEE S-601 FOR FOOTING AND PIER SCHEDULES.

D. TOP OF SLAB ELEVATION IS 0'-0" = 228.25'

E. TOP OF FOOTING ELEVATION IS -2'-0" UNO.

F. ANGLE LINTEL OVER DOORS AND WINDOWS IN CMU

WALL USE L7X4X3/8 LLH ANCHORED TO CMU WITH

3/8" Ø EXPN AHR WITH 2 1/2" EMBEDMENT AT 2'-0" ON

CENTER.

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

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FOUNDATION PLAN-AREA D

SHEET KEYNOTES

SB1 10" SLAB ON GRADE REINFORCED WITH

#4@12 EW

SB2 5" SLAB ON GRADE REINF W/

6X6-W2.9XW2.9 WWR

SB11 OIL/WATER SEPARATOR IN SOG SEE

PLUMBING

SB15 TOP OF FOOTING ELEVATION IS -3'-0"

SF5 PORTAL FRAME BY PEMB MANUFACTURER

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MATCHLINE-SEE SH 1 / S-102B MATCHLINE-SEE SH 1 / S-102B

SF2

SF9

2.8

A.5 H.5

S-310

S-310

SF2

SF2 SF2 SF2

3.6

S-102C

S-102C

SF12

SF14

SF14

SF14

GENERAL NOTES THIS SHEET:

A. SEE SHEET S-001 FOR GENERAL NOTES.

B. SEE S-500 SERIES FOR TYPICAL DETAILS

C. FINISHED T/SLAB EL = 20'-3" A.F.F

D. COORDINATE DIMENSIONS, OPENINGS, SECTIONS

AND DETAILS WITH ARCH AND MEP DRAWINGS.

E. ALL STEEL FLOOR FRAMING SHALL BE DESIGNED

AND PROVIDED BY THE PEMB MANUFACTURER U.N.O.

DESIGN LIVE LOADS FOR THE FLOOR SHALL BE 80 PSF,

REDUCIBLE.

W 8X

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

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SECOND FLOOR FRAMING PLAN - AREA C

SHEET KEYNOTES

SF2 X-BRACE BY PEMB MANUFACTURER

SF9 3-1/2" CONCRETE ON 2" COMPOSITE DECK

(5-1/2" TOTAL THICKNESS). REINFORCED

WITH 6X6-W2.9XW2.9 WWR.

SF10 8" CONC SLAB REINF W/ #5@12 EW. TOP

OF SLAB EL=32'-11" AFF.

SF11 8" CONC SLAB REINF W/ #5@12 EW. TOP

OF SLAB EL=34'-11" AFF.

SF12 8" REINFORCED CMU WALLS, SEE ARCH

FOR LOCATION.

SF14 #4X4'-0" @ 12" OC

1/4" = 1'-0"S-102C

2 ELEVATOR CAP PLAN

1/4" = 1'-0"S-102C

3 FLIGHT VAULT CAP

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SB3

SF5 SF2

13' - 8" 13' - 8"

SB9

SB9

F4.5 P5

F4.5 P2

P6 F4.5

P2 F4.5 F4.5

P2

P2 F4.5

S-301

S-301

S-301

S-301

CLJ

SIM

1'

7/

8" 1'

7/ 8"

1' - 3 7/8"1' - 3 7/8"

SB10

SB2SB2

1'

0"

S-201

S-201

S-301

SIM

S-301

SIM

GENERAL NOTES THIS SHEET:

A. SEE SHEET S-001 FOR GENERAL NOTES.

B. SEE S-500 SERIES FOR TYPICAL DETAILS

C. SEE S-600 SERIES FOR PIER AND FOOTING SCHEDULE.

D. FINISHED FLOOR ELEVATION IS 0'-0" = 228.0'.

E. TOP OF FOOTING ELEVATION IS -2'-0", UNO.

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

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

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O R

P S

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EN

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O

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C O

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1 2 3 4 5

A

GRAPHIC SCALES

M O

O D

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AF

B, G

A M

O O

D Y

AF

B

H

AN

G A

R /H

M U

SA

VA

N N

AH

D

IS

TR

IC

T

SA

VA

N N

A H

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EO

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IA

AE

C

O M

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VI

C

E S, IN

C

S J

EF

FE

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SO

N S

T

ST

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AN

O

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V A

1-

JU

LY

2, 7 8 9 10

B

C

D

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F

G

C S

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1-

5-

W

2H N

-1 9-

R -3

ISSUED FOR CONSTRUCTION

S-111

FO

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FI

R E

PU

M

P B

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IL

D

IN

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F

SHEET KEYNOTES

SB2 5" SLAB ON GRADE REINF W/

6X6-W2.9XW2.9 WWR

SB3 PEMB COLUMN

SB9 1'-3" EQUIPMENT PAD SEE 8/S-501

SB10 6" EQUIPMENT PAD SEE 8/S-501

SF2 X-BRACE BY PEMB MANUFACTURER

SF5 PORTAL FRAME BY PEMB MANUFACTURER

1/8" = 1'-0"

FOUNDATION PLAN - FIRE PUMP BUILDING

M

AR

K D

E

SC

R

IP

TI

O

N D

A

TE

R

EV

IS

ED

IA

W A

M

EN

D M

EN

T

/2

7/

A.0

1'

4"

SEE PLAN FOR FTG

MARK AND TOP OF

FTG EL

4-#7

3-#3 TIES

FINISHED GRADE

SEE CIVIL

SPLIT FACE CMU

SEE ARCH

PEMB COL

GROUT SOLID

BELOW GRADE

(X 1'-4")

2' - 4"

6"

CMU WALL REINF

SEE 4/S-503, UNO

2' - 0"

3" 2"

6" 6"

3" 3"

6'

#4 TIES @ 6

28-#8

2" DIAMETER

ASTM F1554, GR 55

ANCHOR BOLTS

FINISHED GRADE

SEE CIVIL

'-8

2' - 3"

3" CLR

ANCHOR BOLTS

COORDINATE LAYOUT

WITH EXISTING POLE

BASEPLATE

A A

SECTION A-A

NOTE: FOR HIGH MAST LIGHT POLE LOCATION SEE SHEET ES-104.

12" 6" 0 1' 2' 3' 3/4"=1'-0"

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

P S

O F

EN

G

IN

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C H

EC

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D B

Y:

AN

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-D

FI

LE

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AM

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IS

SU

E D

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C O

N

TR

AC

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N O

SO

LI

C

IT

AT

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N N

O

C

AT

EG

O

R Y

C O

D E

1 2 3 4 5

A

GRAPHIC SCALES

M O

O D

Y

AF

B, G

A M

O O

D Y

AF

B

H

AN

G A

R /H

M U

SA

VA

N N

AH

D

IS

TR

IC

T

SA

VA

N N

A H

, G

EO

R G

IA

AE

C

O M

S

ER

VI

C

E S, IN

C

S J

EF

FE

R

SO

N S

T

ST

E

R

O

AN

O

KE

V A

1-

JU

LY

2, 7 8 9 10

B

C

D

E

F

G

C S

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1-

5-

W

2H N

-1 9-

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ISSUED FOR CONSTRUCTION

S-302

SE

C

TI

O

N S

AN

D

D

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AI

LS

BS

B

M W

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H M

F

3/4" = 1'-0"S-302

1 SECTION

3/4" = 1'-0"S-302

2 SECTION

3/4" = 1'-0"S-302

3 HIGH MAST LIGHT FOUNDATION

M

AR

K D

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SC

R

IP

TI

O

N D

A

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R

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IS

ED

IA

W A

M

EN

D M

EN

T

/2

7/

PLAN

SEE SCHEDULE

FTG SIZE & REINF

ISOLATION JT

JOINT FILLER

CIRCULAR JT (OPT)

STL PIPE COL

FILL W/CONC

AFTER STEEL IS

ERECTED

CLJ

DIAMOND-SHAPED

OR CIRCULAR

ISOLATION JOINT FIN. FL EL

SEE STL COL BP

DETAIL FOR ADDITIONAL

INFORMATION

SEE PLAN FOR FTG

MARK AND TOP

OF FTG EL

1/8" DEEP MIN

2" CLR, TYP

1/8" MIN

T/

M

IN

T/

SEAL IF SLAB IS EXPOSED

SMOOTH DOWELS, COATED TO PREVENT BOND,

3/4"X1'-4"@12-5" SLAB

1"X1'-6"@12-10" SLAB

NOTES:

1. SEE FOUNDATION PLAN FOR SLAB THICKNESS.

2. SEE TYPICAL SLAB-ON-GRADE DETAIL THIS SHEET FOR SLAB DETAILS

NOT SHOWN.

XX X X X X X

1/8" DEEP MIN

1/8" MIN

T/

4 SEAL IF SLAB IS EXPOSEDWWF

CUT ALT WWF

STRANDS @ JOINT

NOTES:

1. SEE FOUNDATION PLAN FOR SLAB THICKNESS.

2. SEE TYPICAL SLAB-ON-GRADE DETAIL THIS SHEET, FOR SLAB DETAILS

NOT SHOWN.

3. IF FORMED JOINT IS USED INSERT 1/8" PREMOLDED OR METAL STRIPS WHEN

CONCRETE IS PLACED IF SAWED JOINT IS USED, SEAL IF SLAB IS EXPOSED.

MIN

2", TYP

1'-0" 2-#4 CONT

NOTES:

1. SEE FOUNDATION PLAN FOR SLAB THICKNESS.

2. THICKEN SLAB UNDER ALL INTERIOR CMU PARTITIONS EXCEEDING 8'-0" IN LENGTH.

3. SEE TYPICAL SLAB-ON-GRADE DETAIL THIS SHEET, FOR SLAB DETAILS NOT SHOWN.

4. AT LOAD BEARING WALL THE THICKENED SLAB WIDTH SHALL BE 3'-0" AND THE REINF

WILL BE 5-#4.

CMU WALL REINF

SEE 4/S-503, UNO.

1/

2" C

LR

4" T

GRANULAR FILLVAPOR RETARDERWWF

NOTES:

1. SEE FOUNDATION PLAN FOR SLAB THICKNESS.

2. SEE CONCRETE NOTES FOR REINFORCEMENT REQUIREMENTS.

3. PROVIDE CHAIRS TO SUPPORT WWF AT SPECIFIED ELEVATION.

1'-0" 1'-0"

3" C

LR

8"

STRINGER

2-#4 CONT

#4@12 OC

NOTES:

1. SEE FOUNDATION PLAN FOR SLAB THICKNESS.

2. SEE TYPICAL SLAB-ON-GRADE DETAIL THIS SHEET,

FOR SLAB DETAILS NOT SHOWN.

FIN. GR

SEE CIVIL DRAWINGS FOR

ELEVATION AND LOCATION

EQUIPMENT FACE MIN

M

IN

1' -6

1'-0"

6"

2-#5

#4@12 EW

6"

2" C

LR

TO SUIT EQPT

PROVIDED (6" MIN)

#3@12EW

#3@24

(4 SIDES)

NOTES:

1. AT CONTRACTOR'S OPTION, DOWELS MAY BE INSTALLED

BY DRILLING AND GROUTING AFTER SLAB IS PLACED.

2. FOR 15" AND 19" EQUIPMENT PAD PROVIDE 2 LAYERS OF #3@12 EW.

MIN

EQUIPMENT FACE

6"

NOTE 2

8"

C O

O R

D W

EL

EV

AT

O R

P R

O

VI

D

ED

3" CLR TYP

3"

8"

8"

(x1'-6")

4' -0

1' -0

6"

6"

1' -0

1'

-6

1'-6" 6"

CLR

3"

CLR

TYP

SEE PLAN

2'-0"

2"2"

#4@12 EW, T&B

#4@12 EW, TYP #4@12 EW

#4@12 EW, T&B

WWF

FIN. FL EL.

#4@12 WWF

LA

PS

P

LI

C E, T

YP

W-19-4 (1X1/8)

STEEL GRATING WSWS

3" C

LR

2'-6"

2' -0

1'-0"

JOINT FILLER

2-#5 CONT

SEALANT

EDGE CORNER

TO 1/8" RADIUS

FIN FL

EL CONC WALK

WWF

#4@18

#5 CONT

NOTES:

1. SEE ARCH. DWGS FOR LOCATION AND DEPTH OF SLAB

DEPRESSION.

2. SEE TYPICAL SLAB-ON-GRADE DETAIL THIS SHEET, FOR

SLAB DETAILS NOT SHOWN.

3. SEE FOUNDATION PLAN FOR SLAB THICKNESS.

VARIES

8"

WWF 1-#4

2'-0" 2'-0"

S>3D

T

#4@18

D h h

NOTES:

1. SLAB REINF NOT SHOWN FOR CLARITY. PROVIDE REINF SHOWN

IN ADDITION TO SLAB REINF.

2. D < T/3

3. h= T/3 (MIN)

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

P S

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IN

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D R

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B Y:

D

ES

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N

E D

B Y:

SU

BM

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D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

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-D

FI

LE

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AM

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IS

SU

E D

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C O

N

TR

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T

N O

SO

LI

C

IT

AT

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N N

O

C

AT

EG

O

R Y

C O

D E

1 2 3 4 5

A

M O

O D

Y

AF

B, G

A M

O O

D Y

AF

B

H

AN

G A

R /H

M U

SA

VA

N N

AH

D

IS

TR

IC

T

SA

VA

N N

A H

, G

EO

R G

IA

AE

C

O M

S

ER

VI

C

E S, IN

C

S J

EF

FE

R

SO

N S

T

ST

E

R

O

AN

O

KE

V A

1-

JU

LY

2, 7 8 9 10

B

C

D

E

F

G

C S

R

1-

5-

W

2H N

-1 9-

R -3

ISSUED FOR CONSTRUCTION

S-501

TY

PI

C

AL

D

ET

AI

LS

BS

B

M W

R

H M

F

NOT TO SCALES-501

TYPICAL INTERIOR TUBE

COLUMN FOOTING DETAIL

NOT TO SCALES-501

2 CONSTRUCTION JOINT

NOT TO SCALES-501

3 CONTROL JOINT

NOT TO SCALES-501

TYPICAL SLAB DETAIL AT INTERIOR

NON-LOAD BEARING WALL

NOT TO SCALES-501

5 TYPICAL SLAB-ON-GRADE

NOT TO SCALES-501

THICKENED SLAB

AT STAIR STRINGER

NOT TO SCALES-501

TYPICAL EXTERIOR

EQUIPMENT PAD DETAIL

NOT TO SCALES-501

8 EQUIPMENT PAD DETAIL

NOT TO SCALES-501

10 ELEVATOR PIT DETAIL

NOT TO SCALES-501

9 TURNED DOWN SLAB EDGE AT DOORS

NOT TO SCALES-501

11 TYPICAL SLAB DEPRESSION

NOT TO SCALES-501

TYPICAL CONDUIT PLACEMENT

FOR SLABS ON GRADE

M

AR

K D

E

SC

R

IP

TI

O

N D

A

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R

EV

IS

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IA

W A

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EN

D M

EN

T

/2

7/

110 SF

VEST.

210 SF

OFFICE

44 SF

FA/CATV

46 SF

ELEV CNTRL

1,124 SF

READY

BRIEFING

RM

669 SF

CORR

303 SF

FP ROOM

1SA

105 108B 2SA

4C

8A

114D

A B C D E F G H I

MATCH LINE SEE A-101B

MATCH LINE SEE A-101D

M O

3' -4

5'

-4

5' -4

M

.O

3' -4

5.01

UP

UP

50 SF

ELEV.

E1

UP

LINE OF MEZZANINE

ABV, SEE SHEET A-101E

FD

FD

7' -0

114B

22.02

5.08

22.03 8.04

'-8

'-1

C.2 F.7E.7

21'-11" 21'-9" 7'-1" 14'-8" 21'-9" 17'-4" 4'-5" 15'-1" 6'-8" 21'-9" 22'-5"

15'-1" 23'-11 1/8" 10'-7" 16'-5 1/2" 22'-5" 8'-0" 28'-8" 27'-3 1/2" 22'-5"

9A

2A

4A

4A

555 SF

MEN'S LKR

286 SF

SECURE

STOR.

175 SF

CORR

1SB

351 SF

WOMEN

198 SF

CTK OFFICE

453 SF

DEBRIEF

180 SF

LEAD PROD

285 SF

PRODUCTION

376 SF

BREAK RM.

153 SF

SECURE

STORAGE

153 SF

COMM

81 SF

JAN

267 SF

MEN'S TLT

132A

6' -1

1/

2"

A-411

A-401

A-412

CTK WORK

AREA

102A 102B

P22A

P22A

P61A

P61A

P61A

P61A

P61A

P61

P61

P71A

P71B

P71AP71A

P61A P71 P61A

P21A

P23A

P21A

P61

P71A

P71A

P71A

P21AP61A

P71

P71

P23A

P23A

P21A

P21A

P22A

P22A P22A P22A

P21A

P61

P21AP21A

P12P12 P12

P71A

P71A

P71AP71A

P71A

P21A P21A

P12

P12

P12

P12

P71B

P71B

P12 P61A

P71A

P61A

P21A

P71A

157 SF

VEST.

109A

4F

66 SF

VEST.

114A

P71A

P21A

1S C 10

55 SF

VEST.

104A

69 SF

VEST.

112A

208 SF

STAIR-1

S1

4' -8

6'

-0

474 SF

CORR

7' -0

7' -7

/4

'-1

/8

'-8

8.08

4' -8

3'

-4

2" E

J 1'

-3

/8

5' -0

" 8' -0

6' -0

6' -4

8'

-0

'-0

4'

-0

3' -4

6'

-8

'-0

'-8

M .O

3'

-4

6' -0

2" E

J

SEE SHEET A-401

FOR LOCKER LAYOUT

8.07

10 DOUBLE TIER

LOCKERS

A-313

H.5

4E

492 SF

CORR

6'-6"

'-0

'-5

/4

'-1

3/

4"

10'-3 1/4"

18'-9 7/8"

42" H COUNTER

42" H COUNTER,

SEE INTERIOR

DRAWINGS, TYP

LASER CUTTER

BY OWNER

TYP

DN

PLATFORM

ABOVE

PLATFORM

ABOVE

LADDER TO

PLATFORM

LADDER TO

PLATFORM

CORR

EMER

EYEWASH

P12

P12

REF

W3

P71A

2S B

42" H COUNTER,

OPEN BENEATH,

SEE 7/IN401, SIM

W1

W1

A-4132

A0

22.02 22.02

W1

5.11 TYP

SEE NOTE 1

A-314

SEE NOTE 2 SEE NOTE 2

SEE NOTE 2

47'-3 3/8"

10'-6 1/2" 1'-9" 5'-7"

3' -8

3'-2" 8'-0"

7' -8

MOBILE SHELVING

UNITBY USER, NIC

RECYCLE ALCOVE,

BINS BY OWNER

10.01

6'-0"3'-4" 20'-0" 3'-4" 23'-4"2'-0"

1'-3"

6'-4"32'-0" 3'-4"22'-8" 6'-0"11'-8" 6'-4"3'-4" 3'-4"20'-8" 2'-0" 1'-3"

9'-1"

8' -5

8' -4

A-313

OPP

7'-6"

1' -3

2' -2

9'-6"

1'-6"

5' -8

5'

-8

A-203

SEE NOTE 3

THIS SHEET

SEE NOTE 4

THIS SHEET

15'-10"14'-8"33'-5"

8' -4

P12 TYP

15'-10" 8'-8"

5' -0

16'-0"109B

6'-4"

2'-0"

P71B

P71B

P71A

8'-7 5/8"

A-411

SimOPP/SIM

A. REFER TO SHEET G-003 FOR ABBREVIATIONS.

B. REFER TO SHEET A-001 FOR GENERAL NOTES,

LEGENDS AND SYMBOLS.

C. REFER TO STRUCTURAL, MECHANICAL, PLUMBING, FIRE

PROTECTION, TELECOM AND ELECTRICAL DRAWINGS

AND SPECIFICATIONS FOR ADDITIONAL WORK AND

COORDINATE EXTENT WITH RESPECTIVE TRADES.

D. ALL DIMENSIONS ARE TO FINISH FACE OF INTERIOR

PARTITIONS, COLUMN CENTERLINE OR FACE OF ROUGH

OPENING UNO.

E. PROVIDE SOLID FRT WD BLOCKING OR METAL

STRAPPING AT PARTITIONS AS REQUIRED TO

ACCOMMODATE INSTALLATION OF CASEWORK,

LOCKERS, GRAB BARS, AV EQUIPMENT, SIGNAGE AND

ALL SCHEDULED EQUIPMENT AND ACCESSORIES.

F. FIRE RATED PARTITIONS ARE NOTED BY PARTITION

TYPE. SEE SHEET A-601 FOR PARTITION TYPES.

G. ALL INTERIOR MASONRY WALLS TO RECEIVE BLOCK

FILLER AND PNT. TYP.

GENERAL NOTES THIS SHEET:

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

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

P S

O F

EN

G

IN

E

ER

S

D R

AW

N

B Y:

D

ES

IG

N

E D

B Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

-D

FI

LE

N

AM

E:

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

C

AT

EG

O

R Y

C O

D E:

1 2 3 4 5

A

GRAPHIC SCALES

M O

O D

Y

AF

B, G

A M

O O

D Y

AF

B

H

AN

G A

R /H

M U

SA

VA

N N

AH

D

IS

TR

IC

T

SA

VA

N N

AH

, G

EO

R

G

IA

AE

C

O M

S

ER

VI

C

E S, IN

C

S J

EF

FE

R

SO

N S

T

ST

E

R

O

AN

O

KE

V A

-1

JU

LY

2, 7 8 9 10

B

C

D

E

F

G

C S

R

N

1-

5-

W

2H N

-2 0-

B-

KEYPLAN

A

B

C

D

ISSUED FOR CONSTRUCTION

A-101C

FI

R

ST

F

LO

O

R P

LA

N

-A R

EA

C

H

AN

G

AR

H M

U

R

BT

JB

H

M

AC

1/8" = 1'-0"

FIRST FLOOR PLAN - AREA C - HANGAR / HMU

SHEET KEYNOTES:

5.01 PREENGINEERED METAL BUILDING COLUMN,

SEE STRUCTURAL

5.08 METAL PAN STAIR WITH CONCRETE FILL

5.11 6" DIA PAINTED GALV STL PIPE BOLLARD WITH

CONC FILL & DOMED CAP

8.04 INSULATED OVERHEAD COILING METAL DOOR

8.07 FIRE RATED WINDOWS WITH PAINTED HM

FRAMES & CLEAR FIRE RATED GLASS

8.08 FIRE RATED COILING…