2020-0025 EAB LSA Strike DFAC Drawings.pdf

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Location: J:\Design Branch\Design Projects\Erbil\2020-0025 Construct DFAC, IVO LSA Strike\2. CAD\00_Archive\Civil\STRIKE - G-001.dwg Plotted: 15 April 2021 10:43:24

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CONTRACT NO.:

SOLICITATION NO.:

PROJECT LOCATION: ERBIL AIR BASE, IRAQ

UNCLASSIFIED // FOUO

EAB STRIKE DFAC

Project

Location

B

A

ABBREVIATIONS

A/C-AIR CONDITIONING

A/E-ARCHITECT AND/OR ENGINEER

AB-ANCHOR BOLT

ACI-AMERICAN CONCRETE INSTITUTE

AFF-ABOVE FINISHED FLOOR

AHU-AIR HANDLING UNIT

AISC-AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

AISI-AMERICAN IRON AND STEEL INSTITUTE

AITC-AMERICAN INSTITUTE FOR TIMBER

CONSTRUCTION

ALT-ALTERNATE

ALUM-ALUMINUM

AMT-AMOUNT

ANCH-ANCHOR,ANCHORAGE

ANSI-AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX-APPROXIMATE

AR-ANCHOR ROD

ARCH-ARCHITECT, ARCHITECTURAL

ASCE-AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD-ALLOWABLE STRESS DESIGN

ASTM-AMERICAN SOCIETY OF TESTING & MATERIALS

AVG-AVERAGE

AWS-AMERICAN WELDING SOCIETY

BB-BOND BEAM

BLDG-BUILDING

BLK-BLOCK

BLKG-BLOCKING

BM-BEAM

BOS-BOTTOM OF STEEL

BOTT-BOTTOM

BROG-BRIDGE, BRIDGING

BRG-BEARING

BS-BOTH SIDES

BTWN-BETWEEN

BUR-BUil T-UP ROOF

C-STEEL CHANNEL SHAPE

CAD-CADMIUM

CANT-CANTILEVER

CAP-CAPACITY

CB-CORNER BAR

CC-CENTER TO CENTER

CF-CUBIC FEET, COLUMN FOOTING

CFMF-COLD FORMED METAL FRAMING

CHKD-CHECKERED

CHU-CONTAINERIZED HOUSING UNIT

Cl-CAST IRON

CIP-CAST-IN-PLACE

CJ-CONSTRUCTION JOINT

CL-CENTERLINE

CLG-CEILING

CLR-CLEARANCE,CLEAR

CM-CONSTRUCTION MANAGER

CMU-CONCRETE MASONRY UNIT

CO-CUT OFF

COL-COLUMN

COMP-COMPOSITE, COMPRESSOR, COMPRESSIVE

CONC-CONCRETE

CONN-CONNECTION, CONNECT

CONSTR-CONSTRUCTION

CONT-CONTINUOUS

CONTR-CONTRACTOR

COR-CONTRACTING OFFICERS REPRESENTATIVE

CRSI-CONCRETE REINFORCING STEEL INSTITUTE

CSK-COUNTERSINK

CTR-CENTER

CTRD-CENTERED

CW-CURTAIN WALL, CURTAINWALL

CY-CUBIC YARD

OBA-DEFORMED BAR ANCHOR

DBL-DOUBLE

DEG-DEGREES

DEMO-DEMOLITION

DEPT-DEPARTMENT

DET-DETAIL

DIA-DIAMETER

DIAG-DIAGONAL

DIAPH-DIAPHRAGM

DIM-DIMENSION

DL-DEAD LOAD

ON-DOWN

DO-DITTO

OT-DOUBLE TEES

DWG-DRAWING

OWL-DOWEL

E-EAST

EA-EACH

EE-EACH END

EF-EACH FACE

EJ-EXPANSION JOINT

EL-ELEVATION

ELEC-ELECTRICAL

ELEV-ELEVATOR

ENCL-ENCLOSURE

ENGR-ENGINEER

EOD-EDGE OF DECK

EOS-EDGE OF SLAB

EQ-EQUAL

EQPT-EQUIPMENT

ES-EACH SIDE

EST-ESTIMATED

ETC-AND OTHERS

EW-EACH WAY

EXIST-EXISTING

EXP-EXPANSION

EXP JT-EXPANSION JOINT

EXT-EXTERIOR

F-FAHRENHEIT

fc-MINIMUM 28-DAY CONCRETE STRENGTH fm- SPECIFIED MASONRY STRENGTH

FB-FLAT BAR

FD-FLOOR DRAIN

FON-FOUNDATION

FF-FINISHED FLOOR

FIN-FINISH, FINISHED

FLR-FLOOR

FOS-FACE OF STUD

FRPF-FIREPROOF

FRT-FIRE RETARDANT

FS-FAR SIDE

FT-FOOT, FEET

FTG-FOOTING

Fy-YIELD STRENGTH OF STEEL

GA-GAUGE

GALV-GALVANIZED

GC-GENERAL CONTRACTOR

GCL-GRANULAR CAPILLARY LAYER

GEN-GENERAL

GLB-GLULAM BEAM

GR-GRADE

GRND-GROUND

GWB-GYPSUM WALLBOARD

GYP-GYPSUM

HC-HOLLOW CORE

HCA-HEADED CONCRETE ANCHOR

HD-HEAW DUTY, HEAD

HOG-HOT DIPPED GALVANIZED

HOR-HEADER

HEX-HEXAGONAL

HGR-HANGER

HGT-HEIGHT

HJR-HORIZONTAL JOINT REINFORCING

HK-HOOK

HORIZ-HORIZONTAL

HP-STEEL BEARING PILE

HS-HIGH STRENGTH

HSS-SQUARE, RECTANGULAR OR

ROUND HOLLOW STRUCTURAL SECTION

HWH-HEX WASHER HEAD

!BC-INTERNATIONAL BUILDING CODE

!CF-INSULATED CONCRETE FORM

ID-INSIDE DIAMETER

IF-INSIDE FACE

IN-INCHESI

NFO-INFORMATION

INSUL-INSULATION

INT-INTERIOR

JST-JOIST

JT-JOINT

K-KIPS (1000 LBS.)

KB-KNEE BRACE

KO-KILN DRIED

KG-KILOGRAM

KO-KNOCK OUT

KSF-KIPS PER SQUARE FOOT

KSI-KIPS PER SQUARE INCH

L-STEEL ANGLE, LENGTH

LAM-LAMINATED

LBS-POUNDS

LF-LINEAL FEET

LL-LIVE LOAD

LLBB-LONG LEG BACK TO BACK

LLH-LONG LEG HORIZONTAL

LLO-LONG LEG OUTSTANDING

LLV-LONG LEG VERTICAL

LRFD-LOAD AND RESISTANCE FACTOR DESIGN

LSH-LONG SIDE HORIZONTAL

LSL-LONG SLOTTED

LSV-LONG SIDE VERTICAL

LT-LIGHT

LW-LIGHTWEIGHT, LONG WAY

M-STEEL SHAPE

MACH-MACHINE

MAS-MASONRY

MATL-MATERIAL

MAX-MAXIMUM

MB-MACHINE BOLT, MASONRY BEAM

MBM-METAL BUILDING MANUFACTURER

MBR-MEMBER

MC-MISCELLANEOUS STEEL

CHANNEL, MOMENTCONNECTION

MECH-MECHANICAL

MED-MEDIUM

MEMB-MEMBRANE

MEZZ-MEZZANINE

MFR-MANUFACTURER

MID-MIDDLE

MIN-MINIMUM

MISC-MISCELLANEOUS

MO-MASONRY OPENING

MM-MILLIMETERS

MTL-METAL, MATERIAL

MULL-MULLION

N-NORTH

NIC-NOT IN CONTRACT

No.-NUMBER

NOM-NOMINAL

NS-NEAR SIDE

NTS-NOT TO SCALE

QA-OVERALL

OC-ON CENTER

OD-OUTSIDE DIAMETER

OF-OUTSIDE FACE

OPNG-OPENING

OPH-OPPOSITE HAND

OPP-OPPOSITE

OVS-OVERSIZED

OZ-OUNCE

P-STEEL PIPE

PAF-POWDER ACTUATED FASTENER

PC-PRECAST, PILE CAP, PIECE

PCF-POUNDS PER CUBIC FOOT

PCI-PRESTRESSED CONCRETE INSTITUTE

PE-PROFESSIONAL ENGINEER

PED-PEDESTAL

PEMB-PRE-ENGINEERED METAL BUILDING

PERP-PERPENDICULAR

PL-PLATE

PLF-POUNDS PER LINEAL FOOT

PNL-PANEL

PP-PANEL POINT

PREFAB-PREFABRICATED

PRELIM-PRELIMINARY

PREP-PREPARATION

PSC-PRESTRESSED CONCRETE

PSF-POUNDS PER SQUARE FOOT

PSI-POUNDS PER SQUARE INCH

PT-PRESSURE TREATED

PTC-POST TENSIONED CONCRETE

PTO-PAINTED

PVMT-PAVEMENT

QA- QUALITY ASSURANCE

QC-QUALITY CONTROL

QTR-QUARTER

QTY-QUANTITY

R-RISER, REACTION, RADIUS

R/W-RIGHT OF WAY

RD-ROOF DRAIN

REF-REFERENCE

REINF-REINFORCED,

REINFORCING, REINFORCEMENT

REM-REMAINDER

REQD-REQURIED

REV-REVISION

RFG-ROOFING

RLB-RELOCATABLE MODULAR BUILDING

RM-ROOM

SYMBOL LEGEND

# DETAIL NUMBER

RO-ROUGH OPENING

RTN-RETURN

RTU-ROOF TOP UNIT

S-SOUTH, STANDARD BEAM

SC-SLIP CRITICAL

SCHED-SCHEDULE

SDI-STEEL DECK INSTITUTE

SE-STRUCTURAL ENGINEER

SECT-SECTION

SF-SQUARE FEET

SGL-SINGLE

SHT-SHEET

SIM-SIMILAR

SJ-SAWED CONTROL JOINT

SJI-STEEL JOIST INSTITUTE

SLBB-SHORT LEG BACK TO BACK

SLO-SHORT LEG OUTSTANDING

SLOT-SLOTTED

SLP-SLOPE

SLV-SHORT LEG VERTICAL

SM -SQUARE METERS

SOG-SLAB ON GRADE

SPA-SPACED, SPACING, SPACES

SPEC-SPECIFICATION

SPF-SPRUCE PINE FIR

SQ-SQUARE

SS-STAINLESS STEEL

SSL-SHORT SLOTTED

ST-STANDARD FLANGE, STRUCTURAL TEE

STD-STANDARD

STIFF-STIFFENER

STIR-STIRRUP

STL-STEEL

STRUCT-STRUCTURAL

SUSP-SUSPENDED

SW-SHORT WAY, SHEAR WALL

SY-SQUARE YARD

SYM-SYMMETRICAL

SYP-SOUTHERN YELLOW PINE

SYS-SYSTEM

T-TREAD

T&B-TOP & BOTTOM

T&G-TONGUE & GROOVE

TB-TIE BEAM

TEMP-TEMPORARY,TEMPERATURE

THK-THICK

THRO-THREADED

TOC-TOP OF CONCRETE

TOF-TOP OF FOOTING

TOGB-TOP OF GRADE BEAM

TOJ-TOP OF JOIST

TOM-TOP OF MASONRY

TOPC-TOP OF PILE CAP

TOPG-TOPPING

TOPL-TO OF PLATE

TOS-TOP OF STEEL

TOSL-TOP OF SLAB

TOW-TOP OF WALL

TPL-TRIPLE

TYP-TYPICAL

UFC-UNIFIED FACILITIES CRITERIA

UNO-UNLESS NOTED OTHERWISE

VERT-VERTICAL

VOL-VOLUME

W-STEEL WIDE FLANGE SHAPE, WEST

WI-WITH

W/0-WITHOUT

WCJ-WALL CONTROL JOINT

WO-WOOD

WEJ-WALL EXPANSION JOINT

WF-WALL FOOTING

WGT-WEIGHT

WL-WIND LOAD

WP-WORKING POINT, WATERPROOF

WPFG-WATERPROOFING

WS-WATERSTOP

WT-WIDE FLANGE STRUCTURAL

TEE, WATER TABLE,WALL TYPE

WWF-WELDED WIRE FABRIC

XS-EXTRA STRONG

XXS-DOUBLE EXTRA STRONG

YD-YARD

1-----+--- CAST-IN-PLACE CONCRETE WOOD OR TIMBER

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GROUT FILL

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STRUCTURAL

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DETAILED INFORMATION

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GENERAL SHEET NOTES

SHEET KEYNOTES

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REFRIGERATED STORAGE

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FREEZER STORAGE

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FREEZER STORAGE

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FREEZER STORAGE

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REFRIGERATED STORAGE

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REFRIGERATED STORAGE

AutoCAD SHX Text

STRIKE LSA RD.

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STATE DEPT. RD.

AutoCAD SHX Text

NORTH WEST

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SOUTH EAST

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NORTH EAST

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SOUTH WEST

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LSA STRIKE COMPOUND

AutoCAD SHX Text

BREEZE WAY ROOF

AutoCAD SHX Text auto_time

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GATE EXISTING

AutoCAD SHX Text

GUARD TOWER

AutoCAD SHX Text NOTES: 1. EXISTING AREA SHOWN SCREENED AND EXISTING AREA SHOWN SCREENED AND PROPOSED SHOWN IN BOLD. 2. SEE C001 FOR GENERAL NOTES AND SEE C001 FOR GENERAL NOTES AND LEGENDS .

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GENERAL SHEET NOTES

SHEET KEYNOTES

AutoCAD SHX Text

REFRIGERATED STORAGE

AutoCAD SHX Text

FREEZER STORAGE

AutoCAD SHX Text

FREEZER STORAGE

AutoCAD SHX Text

FREEZER STORAGE

AutoCAD SHX Text

REFRIGERATED STORAGE

AutoCAD SHX Text

REFRIGERATED STORAGE

AutoCAD SHX Text

BREEZE WAY ROOF

AutoCAD SHX Text auto_time

AutoCAD SHX Text NOTES: 1. EXISTING AREA SHOWN SCREENED AND EXISTING AREA SHOWN SCREENED AND PROPOSED SHOWN IN BOLD. 2. SEE C001 FOR GENERAL NOTES SEE C001 FOR GENERAL NOTES 3. GOVERNMENT WILL MOVE ALL EXISTING GOVERNMENT WILL MOVE ALL EXISTING EQUIPMENT AND BUILDINGS IN CONSTRUCTION AREA. 4. CONTRACTOR WILL SCARIFY 100mm DEPTH CONTRACTOR WILL SCARIFY 100mm DEPTH OF ENTIRE SITE, THEN COMPACT

AutoCAD SHX Text NOTES: 1. DEMO EXISTING DRIVEWAY AND CULVERTS DEMO EXISTING DRIVEWAY AND CULVERTS 2. NEW DRIVEWAY NEW DRIVEWAY 3. NEW CULVERT (400mm) W/HEADWALLS SEE NEW CULVERT (400mm) W/HEADWALLS SEE C501 4. T-WALLS (6M) HIGH T-WALLS (6M) HIGH 5. POWER GENERATORS SEE E501 POWER GENERATORS SEE E501 6. POTABLE 5,000 GAL WATER TANK SEE M501 POTABLE 5,000 GAL WATER TANK SEE M501 7. BLACK WATER TANK SEE M502 BLACK WATER TANK SEE M502 8. GRAVEL AREA GRAVEL AREA 9. FUEL TANK AND CONTAINMENT PAD SEE FUEL TANK AND CONTAINMENT PAD SEE E501 10. NEW STORMWATER CONCRETE SPLASH PADS NEW STORMWATER CONCRETE SPLASH PADS AND DOWN SPOUTS. SEE C501 11. CONCRETE SIDEWALK SEE C501 CONCRETE SIDEWALK SEE C501

N m m m m

M I N

150 mm

MIN

NEW SURFACING,

SURFACE RESTORATION,

OR UNPAVED AREAS SEE

PLANS

TRENCH BACKFILL

ABOVE PIPE ZONE

PIPE OUTSIDE DIAMETER

PIPE BEDDING MATERIAL

TRENCH STABILIZATION

WHERE REQUIRED

DEPTH OF COVER,

0.3M (STORM PIPE)

MARKING TAPE AS

SPECIFIED

PIPE ZONE

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1.

2.

3.

4.

5.

6.

7.

8.

9.

1m (ALL OTHER UTILITIES)

CONCRETE SIDEWALK

TYPICAL SECTION

NOTES:

A.

B.

150 mm

TYP

m m

M I N m m

M I N

SIDEWALKS 2.5 m AND WIDER

SHALL HAVE A LONGITUDINAL

CONTRACTION JOINT AT THE MIDPOINT.

CONCRETE DEPTH FOR STANDARD

SIDEWALKS SHALL BE NOMINAL

100 mm MINIMUM, THICKNESS IN

DRIVEWAY SHALL BE 150 mm MINIMUM.

SEE SPEC SECTION 32 16 19

FINISH GRADE, SLOPE AS

SHOWN ON GRADING PLANS

1:1, TYP.

BASE COURSE, SEE SPEC

SECTION 32 11 23

PREPARED SUBGRADE, SEE

SPEC SECTION 31 00 00

WIDTH AS NOTED ON PLANS

BUILDING FOUNDATION

SLOPE 1:50 OR AS SHOWN

SEE NOTE B

13 mm PRE-FORMED JOINT

FILLER (WHERE AGAINST

STRUCTURE)

TOOLED COLD JOINT

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

CONTRACTION JOINT

EXPANSION JOINT

MIN

19mm

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

7 7

EXPANSION JOINT

MIN

19mm

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

WIDTH OF SEALANT RESERVOIR =

12mm MIN., 16mm MAX.

DEPTH OF SEALANT=13mm

DEPTH OF INITIAL SAWCUT = 1/4

SLAB THICKNESS.

3mm TO 6mm BELOW TOP OF

PAVEMENT OR AS RECOMMENDED

BY MANUFACTURER

PAVEMENT SURFACE

PRE-MOLDED JOINT SEALER, SEE

SPEC SECTION 32 13 73

SEPARATING TAPE.

JOINT BOTTOM.

INITIAL SAWCUT.

CRACK.

BUTT JOINT.

PREFORMED JOINT MATERIAL.

1.

2.

3.

4.

5.

CONTRACTION JOINT

EXPANSION JOINT

6 mm BELOW SURFACE

OR AS RECOMMENDED

BY SEALANT

MANUFACTURER

JOINT SEALANT, SEE

CONCRETE PAVEMENT

DEPTH VARIES

EXPANSION JOINT W/

PREFORMED JOINT

MATERIAL

SAW CUT

CONTRACTION JOINT

19 mm

6 mm

14 mm m m m

M

I N

PLAN

ELEVATION

m m m m

75mm

900 mm m m m m

PRECAST CONCRETE

SPLASHBLOCK

N m m m m

PLAN

ELEVATION

m m

75mm

900 mm m m m m

PRECAST CONCRETE

SPLASHBLOCK

m m m m

GRADED AND COMPACTED

SUBGRADE.

WIDTH OF CLEARING AS REQ'D FOR LAYOUT

EXISTING

GRADE

(5cm) +- CRUSHED AGGREGATE

150mm MIN AGGREGATE BASE

GRADE

EXISTING

SLOPE 2%

SLOPE 2%

1200mm SHOULDER

WITH MINIMUM

SLOPE OF 3%

WIDTH VARIES

GRAVEL ROADWAY MATERIAL

1200mm SHOULDER

WITH MINIMUM

SLOPE OF 3%

NTS

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(20mm) +- CRUSHED ANGULAR

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ELEVATION: HEADWALL REINFORCING

ELEVATION: CONCRETE HEADWALL STRUCTURE

HEADWALL CONSTRUCTION AND INSTALLATION NOTES:

1. CONTRACTOR SHALL USE STEEL REINFORCEMENT, MIN 12-in OC

EA WAY, EA FACE. MAINTAIN CLEAR COVER OF 2-in MIN ON ALL

FACES.

2. CONTRACTOR SHALL USE APPROVED RIPRAP, 20.3CM MIN SIZE.

RIP-RAP

SHALL BE INSPECTED AND APPROVED BY THE COR PRIOR TO

INSTALLATION.

3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE HEADWALLS

AND

ALONG THE BASE OF THE APRON.

4. CONCRETE HEADWALL STRUCTURE SHALL BE FORMED AND

CAST

ON 3/4-in MINUS CRUSHED AGGREGATE BASE. SUBGRADE AND

BASE

SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR PRIOR

TO SETTING FORMWORK OR PLACING CONCRETE.

5. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE

RECEIVING CHANNEL SHALL NOT BE ALLOWED.

6. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE

PRIOR TO PLACEMENT OF RIP RAP.

7. ANY DISTURBED AREA FROM END OF APRON TO EXISTING

DRAINAGE

DITCH SHALL BE RESTORED AND STABILIZED.

#4 REINF AT 12in OC

EA WAY, EA FACE

(TYP)

#4 REINF AT 12in OC

EA WAY, EA FACE

(TYP)

CONCRETE HEADWALL STRUCTURE

MIN 8in RIP-RAP SLOPE AND

EROSION PROTECTION

NTS

HEADWALL_DETAIL

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3/4 [19] 2-3/4 [70] 13/19 [21] 0.315 [8]

7/8 [22] 3 [76] 15/16 [24] 0.315 [8]

1 [25] 3-1/2 [89] 1-1/16 [27] 0.39 [10]

VII PRE -ENGINEERED METAL BUILDING NOTES

1. ALL STRUCTURAL STEEL USED FOR PRE-ENGINEERED BUILDING

COMPONENTS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN

CONFORMANCE WITH THE LATEST STANDARDS OF THE AISC. THE

DESIGN AND FABRICATION OF LIGHT GAUGE STEEL MEMBERS SHALL

COMPLY WITH THE AISI, LATEST EDITION.

2. THE DESIGN FOR ALL PRE-ENGINEERED BUILDING MEMBERS AND

COMPONENTS (INCLUDING ANCHOR BOLT SIZES, LENGTHS AND

EMBEDMENT) SHALL BE THE RESPONSIBILITY OF THE

PRE-ENGINEERED BUILDING MANUFACTURER. THE DESIGN SHALL BE

CARRIED OUT UNDER THE DIRECTION OF A PROFESSIONAL

ENGINEER.

3. THE DESIGN OF ALL PRE-ENGINEERED BUILDING COMPONENTS

SHALL BE BASED ON THE LOADS INDICATED IN THE "DESIGN LOADS"

SECTION OF THE GENERAL NOTES. DEFLECTION OF THE

PRE-ENGINEERED BUILDING STRUCTURE UNDER LOADING NOT

EXCEED THE FOLLOWING:

3.1. RIGID FRAMES AND COLUMNS DRIFT: L/400 LATERAL

3.2. WALL GIRTS AND EAVE STRUTS SUPPORTING METAL SIDING

ONLY: L/120 LATERAL

3.3. WALL GIRTS AND EAVE STRUTS SUPPORTING METAL SIDING

WITH GYPSUM BOARD:: L/240 LATERAL

3.4. RIGID FRAMES AND ROOF PURLINS:

3.4.1. DROP IN CEILING OR NO CEILING:

3.4.1.1. L/240 VERTICAL FOR LIVE LOAD

3.4.1.2. L/180 VERTICAL FOR DEAD LOAD

3.4.2. PLASTER OR GYPSUM BOARD CEILING:

3.4.2.1. L/360 VERTICAL FOR LIVE LOAD

3.4.2.2. L/240 VERTICAL FOR DEAD LOAD

4. THE DESIGN LOADS SHALL CONFORM WITH THE STRUCTURAL NOTES.

LOAD COMBINATIONS SHALL COMPLY WITH THE IBC 2015 AND ASCE

7-10 STANDARDS.

5. BASES OF COLUMNS SHALL BE DESIGNED AS PINNED SUPPORTS

6. ALL BUILDING COMPONENTS SHALL BE COMPATIBLE WITH THE

CONTRACT DOCUMENTS. ANY REQUESTS FOR MODIFICATIONS SHALL

BE SUBMITTED TO USACE-TFE DURING THE BIDDING PROCESS.

7. FIELD WELDED CONNECTIONS FOR LIGHT GAUGE MEMBERS SHALL

NOT BE PERMITTED WITHOUT SPECIFIC WRITTEN APPROVAL OF THE

USACE-TFE STRUCTURAL ENGINEER.

8. LATERAL STABILITY OF THE BUILDING FRAME SHALL BE PROVIDED IN

THE STRUCTURAL FRAMING. WALLS AND OTHER BUILDING

COMPONENTS SHALL NOT BE USED TO RESIST LATERAL LOADS

UNLESS NOTED OTHERWISE. AT X-BRACING LOCATIONS STEEL RODS

OR STRUCTURAL STEEL SHALL BE USED. THE USE OF CABLES FOR

PERMANENT X-BRACING IS NOT ACCEPTABLE.

9. SHOP DRAWINGS SHALL BE PREPARED FOR ALL STRUCTURAL ITEMS

AND SUBMITTED FOR REVIEW. CONTRACT DRAWINGS SHALL NOT BE

REPRODUCED AND USED AS SHOP DRAWINGS. ANY ITEMS

DEVIATING FROM CONTRACT DRAWINGS OR FROM PREVIOUSLY

SUBMITTED SHOP DRAWINGS SHALL BE SO NOTED. SHOP DRAWINGS

SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER.

II. INSULATION AND THERMAL EFFICIENCY

1. THE THERMAL EFFICIENCY IS DESIGNED IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE (IBC) 2015 EDITION, AND UFC

3-101-01 ARCHITECTURE.

2. THE MINIMUM THERMAL EFFICIENCIES SHALL BE AS FOLLOWS

2.1. ROOF: R-26 [RSI-4.545]

2.2. EXTERIOR WALLS: R-19 [RSI-3.409]

SQUARE PLATE WASHERS SHALL BE ASTM F436 TYPE 1 STEEL

SQUARE PLATE WASHERS

III. CONCRETE NOTES

1. CONCRETE WORK SHALL CONFORM TO ACI 318-11 AND IBC 2012

2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED

28-DAY COMPRESSIVE STRENGTH:

2.1 NORMAL WEIGHT STRUCTURAL CONCRETE:

2.1.2 ALL PRECAST: 4,500 PSI [31 MPA]

3. APPROVED TESTING LABORATORY SHALL SAMPLE AND TEST ALL

CONCRETE CAST.

4. A CHAMPHER OF 3/4 IN [19mm] SHALL BE MADE AT ALL EXPOSED

CORNERS OF CAST-IN-PLACE CONCRETE STRUCTURES.

5. ALL EXPOSED FORMED SURFACES SHALL HAVE A CLASS "B" FINISH.

ALL OTHER FORMED SURFACES SHALL HAVE A CLASS "D" FINISH.

6. LAP SPLICES FOR REINFORCED BARS, UNLESS OTHERWISE SHOWN,

SHALL BE CLASS "B" TENSION SPLICES.

7. EPOXY GROUT AT CLOSURES AND PLATES SHALL BE 9,000 PSI [ 42

MPA ] NON-SHRINK, NON-METALLIC EPOXY GROUT.

8. CONCRETE USED FOR FOUNDATION BLOCKS SHALL HAVE A

SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 4,500 PSI [ 31 MPa]

AT 28 DAYS.

9. CONCRETE COVER OVER STEEL REINFORCEMENT SHALL CONFORM

TO THE MINIMUM REQUIREMENT OF ACI 318-11. FOR FOUNDATION

THE COVER SHALL BE 3IN [75mm] FROM THE BOTTOM AND 2IN [50mm]

FROM THE TOP.

I. DESIGN INFORMATION

1. THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE

INTERNATIONAL BUILDING CODE (IBC) 2015 EDITION, AND UFC

3-301-01 STRUCTURAL ENGINEERING.

2. GRAVITY LOADS

2.1. LIVE LOADS (UFC 1-201-01, ASCE 7-10, AND UFC 3-301-01)

DINING AREA: 100 PSF [4.8 KPA]

KITCHEN AREA: 300 PSF [14.4 KPA]

LOADING DOCK: 400 PSF [19.2 KPA]

COLD STORAGE: 400 PSF [19.2 KPA]

ROOF: 20 PSF [1.0 KPA]

STAIRS: 100 PSF [4.8 KPA]

2.2 DEAD LOADS (STRUCTURE SELF WEIGHT)

3. WIND LOADS (UFC 1-201-01, ASCE 7-10, AND UFC 3-301-01):

DESIGN WIND SPEED INCLUDES REDUCTION PER UFC 1-201-01,

SECTION 3-2.1.5

ULTIMATE DESIGN WIND SPEED Vult: 86 MPH [139 km/h]

NOMINAL DESIGN WIND SPEED Vasd: 67 MPH [108 km/h]

EXPOSURE CATEGORY: "B"

RISK CATEGORY: II

4. EARTHQUAKE LOADS (UFC 1-201-01, ASCE 7-10, AND UFC 3-301-01):

RISK CATEGORY: II

SEISMIC IMPORTANCE FACTOR: le 1.0

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:

SS: 1.73g

S1: 0.93g

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:

SDS: 1.153g

SD1: 1.054g

SEISMIC DESIGN CATEGORY: "D"

IV. FOUNDATION NOTES

1. EXISTING GROUND SHALL BE GRADED IN ACCORDANCE TO THE

CONTRACT SPECIFICATION AND COMPACTED BEFORE PLACEMENT OF

FOUNDATION CONCRETE.

2. SUBGRADE SHALL BE PREPARED AND LEVEL FOR STRUCTURAL

FOUNDATIONS AS SHOWN IN THIS CONTRACT DRAWING.

3. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS OF

GEOTECHNICAL ENGINEER (BY CONTRACTOR). IN THE ABSENCE OF

GEOTECHNICAL ENGINEER REPORT, PRESUMPTIVE VALUES OF CHAPTER

18 OF IBC 2012 SHALL BE USED.

4. COLUMN FOOTINGS ARE DESIGNED TO BEAR ON SOIL CAPABLE OF

SUPPORTING 1,500 PSF [72 KPA].

5. PRIOR TO START OF FOUNDATION OR SLAB-ON-GRADE CONSTRUCTION,

EXISTING SUBGRADES AND ANY FILL SHALL BE COMPACTED TO MIN. OF

PROCTOR TESTING.

V. REINFORCEMENT NOTES

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615M, GRADE 60 [420

MPA], UNO.

2. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICTS THE

REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF

REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND

DETAILS ARE NOT ACCEPTABLE.

3. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE MINIMUM COVER

FOR STEEL SHALL BE AS FOLLOWS:

A. CAST AGAINST EARTH : 3IN [75mm]

B. FORMED SURFACE : 2IN [50mm]

4. SLAB REINFORCING SHALL BE CONTINUOUS, TIED AND SUPPORTED ON

CHAIRS.

5. ALL CONTINUOUS REINFORCING STEEL SHALL BE LAPPED USING CLASS

"B" TENSION LAP.

VI. STRUCTURAL STEEL NOTES

1. MISCELLANEOUS STRUCTURAL STEEL SHALL CONFORM TO ASTM

A36 [A36M], UNLESS NOTED OTHERWISE.

1.1. STRUCTURAL W-SHAPES & WT-SHAPES SHALL CONFORM TO

ASTM A992, Fy = 50KSI [345 MPa].

1.2. STRUCTURAL S-SHAPES, M-SHAPES, HP-SHAPES SHALL

CONFORM TO ASTM A36, Fy = 36KSI [248 MPa]

1.3. STRUCTURAL ST-SHAPES, MT-SHAPES, SHALL CONFORM TO

ASTM A36, Fy = 36KSI [248 MPa]

1.4. STRUCTURAL C-SHAPES, MC-SHAPES, SHALL CONFORM TO

ASTM A36, Fy = 36KSI [248 MPa]

1.5. STRUCTURAL ANGLES AND PLATES, SHALL CONFORM TO ASTM

A36, Fy = 36KSI [248 MPa]

1.6. STRUCTURAL HSS-SHAPES, SHALL CONFORM TO ASTM A500,

GRADE B, Fy = 50KSI [345 MPa]

1.7. STRUCTURAL ROUND HSS-SHAPES, SHALL CONFORM TO ASTM

A500, GRADE B, Fy = 46KSI [317 MPa]

2. STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A36 [A36M],

Fy = 50KSI [345 MPa].

3. STRUCTURAL STEEL PIPE SECTIONS SHALL CONFORM TO ASTM A53,

GRADE B.

4. BOLTS AND ANCHORS:

4.2. BOLTED CONNECTIONS SHALL BE BEARING TYPE ASTM F3125,

GRADE A325 BOLTS, UNO. PAINT EXPOSED PARTS WITH ZINC

PRIMER AFTER INSTALLATION.

4.3. ANCHOR RODS SHALL BE HEAVY HEX-HEAD TYPE CONFORMING

TO ASTM F1554 GRADE 55 [379 MPa], UNLESS NOTED

OTHERWISE. PAINT EXPOSED PARTS WITH ZINC PRIMER AFTER

INSTALLATION.

4.4. POST INSTALLED ANCHOR BOLTS SHALL BE HILTI KWIKBOLT TZ

OR SIMPSON STRONG-TIE STRONG BOLT 2. SUBSTITUTIONS

USING CRACKED CONCRETE COMPLIANT ANCHOR BOLTS SHALL

BE SUBMITTED FOR APPROVAL TO GOVERNMENT.

5. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED

ACCORDING TO THE AISC 14TH EDITION "LOAD AND RESISTANCE

FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS" (FEBRUARY, 2012).

6. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICTS THE

STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN THE

CONTRACT DOCUMENTS.

7. USE PREQUALIFIED WELDED JOINTS PER AISC AND AWS D1.1 OF THE

AMERICAN WELDING SOCIETY. " NON-PREQUALIFIED JOINTS" SHALL

BE QUALIFIED PRIOR TO FABRICATION. ALL WELDING SHALL BE

ACCOMPLISHED IN ACCORDANCE TO AWS D1.1.

8. ALL WELDING SHALL BE PERFORMED USING E70XX SERIES LOW

HYDROGEN ELECTRODES. WELD MATERIAL SHALL HAVE A SHARPY

V-NOTCH TOUGHNESS OF 20FT-LBS AT - 20 DEGREES FAHRENHEIT.

9. HOLES FOR BOLTING SHALL BE SHOP PUNCHED OR FIELD DRILLED.

THE MARKING OF HOLES OR ENLARGEMENTS OF HOLES BY BURNING

WILL NOT BE PERMITTED. ALL HOLES SHALL BE STANDARDIZED,

UNLESS NOTED OTHERWISE.

9.1. ALL HOLES SHALL BE STANDARD HOLES UNO.

10. ALL STEEL SHALL BE PRIMED WITH A ZINC BASED PRIMER, AND

SHOP PAINTED, AND REPAIRED IN THE FIELD AFTER ERECTION AS

NECESSARY.

11. ALL WELDS SHALL BE FILLET WELDS AND ALL CONNECTIONS NOT

SPECIFICALLY DETAILED SHALL BE A MINIMUM 3/16IN [5mm] FILLET

WELDS.

1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE MOST

CURRENT SPECIFICATION AND STANDARD DETAILS AS SHOWN IN

UNIFIED FACILITY CRITERIA (UFC) UFC 1 -200-01 - DESIGN: GENERAL

BUILDING REQUIREMENT.

2. THE CONTRACTOR SHALL MAINTAIN AND ADHERE TO ALL

CONSTRUCTION SITE SAFETY IN ACCORDANCE WITH USACE

ENGINEERING MANUAL EM 385-1-1 AND UFC SAFETY CRITERIA (UFC

4-020-01).

3. THE CONTRACTOR SHALL BE DEEMED TO HAVE ESTABLISHED THE

MOST EFFICIENT WAY OF COMPLETING THE PROJECT

4. ANY WORK PERFORMED WITHOUT THE APPROVAL OF THE TFE

PROJECT ENGINEER AND/OR ALL MATERIAL NOT IN CONFORMANCE

WITH THE SPECIFICATION IS SUBJECT TO REMOVAL AND

REPLACEMENT AT THE CONTRACTOR'S EXPENSE.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL AND

DISPOSAL OF EXCESS MATERIALS AND WASTE. SUCH DISPOSAL AND

REMOVAL SHALL NOT CREATE A NUISANCE. EARTHWORK MATERIAL

SHALL BE REMOVED IMMEDIATELY AND DISPOSED OF AT THE

DISCRETION OF THE COR.

6. THE CONTRACTOR SHALL RESTORE ANY DISTURBED AREAS TO

EQUAL OR BETTER CONDITION THAN EXISTED BEFORE

CONSTRUCTION.

7. ALL DAMAGED EXISTING CURB, GUTTER AND SIDEWALK SHALL BE

REPAIRED PRIOR TO ACCEPTANCE OF COMPLETED WORK.

8. ALL EXISTING INFORMATION SHOWN ON THIS PLAN SET NOT LIMITED

TO UTILITIES ARE APPROXIMATE AND FOR INFORMATION PURPOSES

ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE

EXISTENCE AND LOCATION OF THESE ITEMS PRIOR TO

COMMENCEMENT OF WORK.

9. ALL PROPRIETARY SYSTEMS AND ACCESSORIES SHALL BE

INSTALLED WITH STRICT ADHERENCE TO THE MANUFACTURERS

INSTRUCTIONS AND RECOMMENDATIONS.

10. THE CONTRACTOR SHALL COMPLETE ALL GRADING AND GRUBBING

ACTIVITIES. THE CONTRACTOR SHALL INSTALL AND TIE-IN TO

EXISTING UTILITIES

11. THE CONTRACTOR SHALL CLEAN UP THE CONSTRUCTION SITE AT

THE END OF THE CONTRACT.

12. THE CONTRACTOR SHALL SUBMIT ONE ELECTRONIC CAD AND PDF

COPIES OF THE AS-BUILT PLAN FOR THE COMPLETED PROJECT FOR

REVIEW AND APPROVAL.

GENERAL NOTES STRUCTURAL NOTES

2.1.1 ALL CAST-IN-PLACE: 4,000 PSI [27.5 MPA]

WELD CONVERSION

6.51/4

53/16

WELD

SIZE

(MILLIMETERS)

WELD

SIZE

(INCH)

1/2 [13] 2 [51] 9/16 [14] 0.195 [5]

5/8 [16] 2-1/2 [64] 11/16 [17] 0.25 [6]

THICKNESS

INCH [mm]

INSIDE DIA.

INCH [mm]

SIDE LENGTH

INCH [mm]

BOLT SIZE

INCH [mm]

S-301

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SANDWICH PANEL ROOFING

STRUCTURAL FRAMING TYP

NOTES

1. EQUIPMENT AND FURNISHINGS NOT SHOWN FOR CLARITY.

5. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE 3" [76] MINIMUM THICKNESS.

6. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE POSITIVELY ATTACHED TO THE WALL PURLINS SUPPORTING THE PANELS

7. MINIMUM DISTANCE FROM BOTTOM OF SANDWICH PANELS TO TOP OF SOILS SHALL BE 6" [150]

DINING AREA SECTION VIEW

SCALE: NTS

U-TRACK (TYP)

(TYP)

Z-DRIP FLASHING

BOLT (TYP)

U-TRACK ANCHOR

(TYP)

PANEL WALLS

SANDWICH

2. ALL SANDWICH PANEL ROOFING SHALL BE 4" [100 MM] MINIMUM THICKNESS.

[3 M

]DINING AREA ONLY

T-BAR DROP CEILING

9. THE DROP CIELING SHALL ONLY BE PROVIDED IN THE DINING AREA. DO NOT INSTALL DROP CIELING IN THE KITCHEN AREA.

3. ALL SANDWICH PANEL ROOFING SHALL BE POSITIVELY ATTACHED TO THE PURLINS

4. MINIMUM ROOF LIVE LOAD SHALL BE 20 PSF [1KPA] FOR MWRS AND 18 PSF FOR C&C. KTR MAY SUBMIT CALCULATIONS FOR REDUCING C&C LOAD.

0'-0" [0 M]

ARCHITECTURAL

SEE

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US Army Corps of Engineers a u t o t i m e

Sheet

ID

T A

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O R

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B

IL

A

B

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IR

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IN

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T R

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" [13] DIAMETER ANCHOR

BOLT TYP

Z-DRIP FLASHING TYP

U-TRACK TYP

TYP

U-TRACK ANCHOR BOLT

" [13] DIAMETER ANCHOR

BOLT TYP

STRUCTURAL FRAMING TYP

NOTES

1. EQUIPMENT AND FURNISHINGS NOT SHOWN FOR CLARITY.

2. ALL SANDWICH PANEL ROOFING SHALL BE 4" [100] MINIMUM THICKNESS.

3. ALL SANDWICH PANEL ROOFING SHALL BE POSITIVELY ATTACHED TO THE ROOFING

STRUCTURAL MEMBERS SUPPORTING THE PANELS

4. MINIMUM ROOF LIVE LOAD SHALL BE 20 PSF [1KPA]

5. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE 3" [76] MINIMUM THICKNESS.

6. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE POSITIVELY ATTACHED TO THE WALL

STRUCTURAL MEMBERS SUPPORTING THE PANELS

7. MINIMUM DISTANCE FROM BOTTOM OF SANDWICH PANELS TO TOP OF SOILS SHALL BE 6" [150]

8. ALL SIDEWALKS SHALL BE A MINIMUM OF 4" [100] BELOW BOTTOM OF SANDWICH PANELS. ALL

EXIT, GRAB AND GO SECTION CUT VIEW

SCALE: NTS

" [13] MOISTURE RESISTANT

DRYWALL TYP

A1

NOTES

1. EQUIPMENT AND FURNISHINGS NOT SHOWN FOR CLARITY.

2. ALL SANDWICH PANEL ROOFING SHALL BE 4" [100] MINIMUM THICKNESS.

3. ALL SANDWICH PANEL ROOFING SHALL BE POSITIVELY ATTACHED TO THE ROOFING STRUCTURAL

MEMBERS SUPPORTING THE PANELS

4. MINIMUM ROOF LIVE LOAD SHALL BE 20 PSF [1KPA]

5. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE 3" [76] MINIMUM THICKNESS.

6. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE POSITIVELY ATTACHED TO THE WALL STRUCTURAL

MEMBERS SUPPORTING THE PANELS

7. MINIMUM DISTANCE FROM BOTTOM OF SANDWICH PANELS TO TOP OF SOILS SHALL BE 6" [150]

8. ALL SIDEWALKS SHALL BE A MINIMUM OF 4" [100] BELOW BOTTOM OF SANDWICH PANELS. ALL

Z-DRIP FLASHING TYP

U-TRACK TYP

TYP

U-TRACK ANCHOR BOLT

" [13] DIAMETER ANCHOR

BOLT TYP

SANDWICH PANELS WALLS

SANDWICH PANEL ROOFING

STRUCTURAL FRAMING TYP

ENTRANCE SECTION CUT VIEW

SCALE: NTS

UNLESS OTHERWISE NOTED, LINEAR DIMENSIONS

SHOWN ON DRAWINGS ARE IN MILLIMETERS (mm).

ROOFING (TYP)

SANDWICH PANEL

ARCH

SEE

[0M] 0'-0"

A3

ARCH

SEE

[0M] 0'-0" n2taemej Line

Grab and Go Addition Option

A-303

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US Army Corps of Engineers a u t o t i m e

Sheet

ID

T A

S K F

O R

C E E

S S

A Y

O N

S

W

IN

C H

E S

T E

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V A

D .M

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A N

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P .E

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-0

SANDWICH PANEL ROOFING

STRUCTURAL FRAMING TYP

Z-DRIP FLASHING TYP

" [13] DIAMETER ANCHOR

BOLT TYP

Z-DRIP FLASHING TYP

U-TRACK TYP

TYP

U-TRACK ANCHOR BOLT

SANDWICH PANELS WALLS

2 LAYERS 8

" [16] TYPE X FIRE

RATED DRYWALL TYP

A-304

NOTES

1. EQUIPMENT AND FURNISHINGS NOT SHOWN FOR CLARITY.

2. ALL SANDWICH PANEL ROOFING SHALL BE 4" [100] MINIMUM THICKNESS.

3. ALL SANDWICH PANEL ROOFING SHALL BE POSITIVELY ATTACHED TO THE ROOFING STRUCTURAL MEMBERS SUPPORTING THE PANELS

4. MINIMUM ROOF LIVE LOAD SHALL BE 20 PSF [1KPA]

5. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE 3" [76] MINIMUM THICKNESS.

6. ALL EXTERIOR WALL SANDWICH PANELS SHALL BE POSITIVELY ATTACHED TO THE WALL STRUCTURAL MEMBERS SUPPORTING THE PANELS

7. MINIMUM DISTANCE FROM BOTTOM OF SANDWICH PANELS TO TOP OF SOILS SHALL BE 6" [150]

CORRIDOR SECTION CUT VIEW

SCALE: NTS

UNLESS OTHERWISE NOTED, LINEAR DIMENSIONS

SHOWN ON DRAWINGS ARE IN MILLIMETERS (mm).

2 LAYERS 8

" [16] TYPE X FIRE

RATED DRYWALL TYP

DOORWAYDOORWAYDOORWAY

[0M] 0'-0"

[2.74M] 9' - 0"

A2

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US Army Corps of Engineers a u t o t i m e

Sheet

ID

T A

S K F

O R

C E E

S S

A Y

O N

S

C A

M P A

R

IF

J

A N

A R

IF

J

A N

K U

W A

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W

IN

C H

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T E

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V A

D M

M

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S A

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J A

M

M-101

P O

T A

B L E W

A T

POTABLE WATER SYSTEM ELEVATION VIEW

POTABLE WATER SYSTEM DIAGRAM

NTS

NTS

C2

-0

T F

E E

N G

IN

E E

R

IN

G D

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T A

N K P

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N D D

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B

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IR

A Q

[0.5M] ON ALL SIDES FROM EQUIPMENT.

SLAB. DIMENSIONS OF SLAB SHALL EXTEND A MINIMUM OF 1.5 FT

SHALL HAVE 3" [100MM] MINIMUM CLEAR COVER FROM BOTTOM OF

#5 [16] BAR AT 12" [305MM] O.C. EACH WAY. REINFORCEMENT

FOUNDATION FOR WATER TANKS SHALL BE 6" [150MM] THICK WITH 8.

OR MODIFICATION IS NOT PERMITTED.

TANK SHALL BE FULLY FACTORY ASSEMBLED. FIELD FABRICATED 7.

INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS.

INSTALL ALL EQUIPMENT IN ACCORDANCE WITH MANUFACTURER 6.

START UP.

CONTRACTOR SHALL ALIGN THE PUMP AND PIPING PRIOR TO

NO WEIGHT IS CARRIED ON THE PUMP CASINGS. THE

PIPING ADJACENT TO PUMPS SHALL BE SUPPORTED SUCH THAT 5.

SERVED.

ISOLATION VALVES SHALL BE OF EQUAL SIZE AS THE PIPE 4.

MANUFACTURER.

DIAMETER AS INDICATED OR AS RECOMMENDED BY THE

ALL PIPES AND FITTINGS SHALL BE SCHEDULE 80 PVC OF THE 3.

DRAWINGS SHALL BE SUBMITTED.

COMPONENT HAVE BEEN OMITTED FOR CLARITY. SHOP

LAYOUT OF EQUIPMENT IS SCHEMATIC AND SOME SYSTEM 2.

COMMENCEMENT OF WORK.

COR SHALL BE NOTIFIED OF POTENTIAL CONFLICTS PRIOR TO

EXISTING UNDERGROUND UTILITIES AND VERIFY DIMENSIONS.

CONTRACTOR SHALL CONDUCT A SITE SURVEY TO IDENTIFY ALL 1.

SHEET NOTES:

ADJUSTABLE SET POINTS.

PUMP MINIMUM RUN TIME AND PUMP MAXIMUM RUN TIME

PUMP ON LEAD PUMP’S FAILURE. THE CONTROLS SHALL INCLUDE

SYSTEM DEMAND CHANGES. THE CONTROLS SHALL START LAG

DISCHARGE PRESSURE BY ADJUSTING THE PUMP SPEED AS THE

ADJUSTMENT, WHICH AUTOMATICALLY RESET THE SYSTEM

SHALL ALSO INCLUDE THE FEATURE OF DYNAMIC SET-POINT

THE LEAD PUMP IF NO DEMAND IS PROVEN. THE CONTROLLER

CONTROL SHALL TEST THE SYSTEM DEMAND AND THEN SHUT OFF

NO DEMAND SHUTDOWN4.

INDICATED AND PRESSURE SET POINT IS MET.

WILL SHUTDOWN ONLY AFTER NO DEMAND SHUTDOWN IS

LOOK FOR A NO FLOW SHUTDOWN INDICATION. THE LEAD PUMP

FOR 10 SEC. (ADJUSTABLE) THE CONTROLLER WILL BEGIN TO

MINIMUM RUN SPEED AND REMAINS AT OR BELOW THIS SPEED

SPEED WILL DECREASE. ONCE THE PUMP SPEED DECREASES TO

DEMAND EXISTS. AS SYSTEM DEMAND DECREASES, THE PUMP

THE LEAD PUMP WILL CONTINUE TO OPERATE AS LONG AS A

LEAD PUMP SHUTDOWN SEQUENCE3.

POINT PRESSURE.

PUMP WILL THEN RAMP UP TO COMPENSATE TO MAINTAIN SET

SEC. (ADJUSTABLE), THE LAG PUMP WILL SHUT DOWN. THE LEAD

MINIMUM SPEED AND REMAINS AT OR BELOW THIS SPEED FOR 10

ONCE THE PUMP SPEED FALLS BELOW THE USER SPECIFIED

AS THE DEMAND DECREASES, THE PUMP(S) WILL RAMP DOWN.

LAG PUMP SHUTDOWN SEQUENCE2.

MAINTAIN THE DESIRED SET POINT PRESSURE.

PUMP. BOTH PUMPS WILL THEN OPERATE IN PARALLEL TO

LAG PUMP WILL THEN RAMP TO MATCH THE SPEED OF THE LEAD

ONCE ITS TIMER EXPIRES, THE LAG PUMP WILL THEN START. THE

SPEED, THE LAG PUMP’S PROOF TIMER WILL BEGIN COUNTING.

WHEN THE LEAD PUMP REACHES ITS USER SPECIFIED MAXIMUM

SET POINT.

VFD WILL RAMP UP AND DOWN BASED ON THE VARIANCE FROM

TIMER EXPIRES, THE LEAD PUMP WILL START. THE LEAD PUMP’S

LEAD PUMP’S PROOF TIMER WILL BEGIN COUNTING. ONCE THE

WHEN THE SYSTEM PRESSURE FALLS BELOW SET POINT, THE

PUMP SPEED WILL CHANGE BASED ON THIS DEVIATION.

COMPARED TO THE SELECTED SET POINT PRESSURE. THE SYSTEM

INPUT SIGNAL PROVIDED BY THE PRESSURE TRANSDUCER IS THEN

PRESSURE TRANSDUCER MOUNTED ON DISCHARGE HEADER. THE

THE CONTROLLER MONITORS FEEDBACK SIGNALS FROM A

LEAD AND LAG PUMP STARTUP SEQUENCE1.

POTABLE WATER PUMPS SEQUENCE OF OPERATION:

CONTROL PANEL

PAD

CONCRETE

REINFORCED

VENT

SERVICE CONNECTION

REINFORCEMENT NOT SHOWN

SEE NOTE 8

SUPPORTS AS REQUIRED

FABRICATED STEEL PIPE

SUPPLY MAIN

TO WATER

OVERFLOW OUTLET

REQUIRED

PIPE SUPPORTS AS

FABRICATED STEEL

WT

WT

PP

PT

WT

CONNECTION

SERVICE

FROM

MAIN

SUPPLY

WATER

TO

WT

WT

PP

PP

PT

WT

CAST IRON MANHOLE

COVER.

STRUTS, IF REQUIRED

BY KTR DESIGN.

PROVIDE PVC

WATERSTOP

(TYP)

TANK PENETRATIONS

FOR PIPING

(BY KTR DESIGN)

M

I N

M I N

I M

N

K

D

E P

T H

OPTION OF BASE EXTENSION

FOR PREVENTING UPLIFT

SEE NOTES

PROVIDE BITUMINOUS

COATING ON ALL SURFACES

OF TANK INTERIOR

LENGTH BY KTR DESIGN

MUST MEET CAPACITY REQUIREMENTS

SEE MECHANICAL FOR

PIPING AND PLUMBING

REQUIREMENTS

(MIN)

600MM DIAMETER

MANHOLE OPENING

(MIN)

CHAM,FER CORNERS

(OPTIONAL BY KTR DESIGN)

KTR IS RESPONSIBLE FOR PROVIDING

THE NECESSARY PENETRATIONS

FOR ALL PIPING AS NEEDED FOR A

FULLY FUNCTIONAL SYSTEM.

TANK COVER NOT SHOWN FOR CLARITY

C O

V E

R

S

P A

N

S

H A

L L

N O

T

B

E

G

R E

A T

H A

N

DETAIL NOTES

1. KTR SHALL PROVIDE A 100% DESIGNED CONCRETE

SEPTIC TANK.

2. A CAST IN PLACE SYSTEM IS AN OPTION, THE KTR

MAY PROPOSE A PRECAST TANK SYSTEM AS LONG

AS ALL REQUIREMENTS ARE MET.

3. CONCRETE SHALL BE IN ACCORDANCE WITH S-001.

4. THE OPTION SHOWN FOR EXTENDING THE BASE

OF THE TANK IS NOT MANDATORY WITHIN THE

DESIGN BUT SIMPLY SHOWN TO COMMUNICATE

THAT UPLIFT NEEDS TO BE ADDRESSED. UPLIFT

BELOW THE TANK IS GREATLY DEPENDENT ON

SOIL PROPERTIES AND BACKFILL CONDITIONS.

THE DESIGNER OF RECORD SHALL ENSURE UPLIFT

IS ADDRESSED WITHIN THE DESIGN

CALCULATIONS FOR BOTH THE CONSTRUCTION

LOAD CASE AS WELL AS WHEN THE TANK IS IN

SERVICE AND EMPTY. THE LIST BELOW ARE WAYS

IN WHICH THE DOR MAY ADDRESS UPLIFT.

4.1. SHOW THE SOIL CONDITIONS OF THE AREA

ARE NOT PERMEABLE AND WILL REDUCE OR

PREVENT HYDROSTATIC PRESSURES UNDER

THE TANK.

4.2. DESIGN THE TANK FOR FULL HYDROSTATIC

PRESSURE AND DESIGN A METHOD FOR

PREVENTING TANK POP OUT THROUGH AN

EXTENDED FOOTING, DEAD MAN, ANCHOR,

THICKER BASE, ETC.

MINIMUM

ALL SIDES

MIN

M

I N

REINFORCMENT SHALL

BE BY KTR DESIGN

ANCHOR BOLTS

SHALL BE IN

ACCORDANCE

WITH

MANUFACTURER

FUEL TANK

SEE MECHANICAL

DETAIL NOTES

1. TANK SHALL BE IN ACCORDANCE WITH

MECHANICAL SECTION REQUIREMENTS

2. ANCHOR BOLTS SHALL BE IN

ACCORDANCE WITH TANK MANUFACTURER

RECOMMENDATIONS

3. THE VOLUME OF SPACE WITHIN THE

SECONDARY CONCRETE SECONDARY

CONTAINMENT SHALL BE EQUAL TO THE

TANKS FULL CAPACITY.

4. REINFORCEMENT SHOWN IS NOT FOR

CONSTRUCTION. KTR SHALL DESIGN THE

SECONDARY CONTAINMENT AND PROVIDE

DESIGN FOR GOVERNMENT APPROVAL.

S-205

C O

N C

R E

N

T A

I N

M E

R

U C

T U

R E

S

M

E

L L I S

P

E

M

E

L L I S

P

E

T A

R

S

A Y

O N

S

SCALE: NTS

PLAN VIEW - SEPTIC TANK

A2

SCALE: NTS

ELEVATION VIEW - SEPTIC TANK

A8

S O

L I C

I T

A T

I O

N

N

O

D E

S I G

N E

D

B

Y

D E

S C

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N

A

M A

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S I Z

E

S U

B M

I T

T E

D

B

Y

D A

T E

C O

N T

R A

C H

E C

K E

D

B

Y

D R

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N

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2 3 4 5 6 7 8 9 10

SHEET ID

US Army Corps of Engineers

T A

R

S

A Y

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A N

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D

F e b

S e p t i c

A n d u e l

S h e e t

S h e l f R e a d y

M e t r i c m m d w g

P R

O J E

SCALE: NTS

ELEVATION VIEW - SECONDARY FUEL CONTAINMENT

A8

***NOT FOR CONSTRUCTION KTR MUST PROVIDE DESIGN.

S T

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Location: J:\Design Branch\CAD Material\STANDARD DRAWINGS\Concrete Containment\Septic and Fuel Sheet - S-205 (ShelfReady)- Metric (mm).dwg Plotted: 12 April 2021 16:06:05

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A

1390mm

900mm m m m m m m

876mm m m

320mm m m

L m m

L m m

200mm 200mm

1100mm

820mm m m m m m m m m

70mm 70mm 70mm

330mm

70mm

330mm

70mm 70mm

203mm m m m m

1500mm

380mm 380mm m m

H m m m m m m

(TYPE 2)

(#4 @ 200mm O.C.)

15Ø @ 200mm O.C.

(TYPE 3)

(#4 @ 200mm O.C.)

15Ø @ 200mm O.C.

(TYPE 6)

(#4 @ 200mm O.C.)

15Ø @ 200mm O.C.

(TYPE 6)

(#4 @ 200mm O.C.)

15Ø @ 200mm O.C.

(TYPE 7, SEE NOTE 2)

25Ø (#8 BAR)

(TYPE 1)

15Ø @ 200mm O.C. (#4 @ 200mm O.C.)

(TYPE 4)

15Ø @ 200mm O.C. (#4 @ 200mm O.C.)

m m

BARRIER

(SEE NOTE 5)

MINIMUM100mm THICK BASE

EXISTING GROUND

m m m m

SEE NOTE 2

SEE NOTE 2

(TYPE 5)

25Ø (#8 BAR) LIFTING EYE

m m m m m m m m m m

300mm

240mm

160mm

160mm m m m m m m m m

240mm

(SEE NOTE 8)

PIPE SLEEVE (SEE NOTE 8)

PIPE SLEEVE

300mm

84003.5053805500EXTRA - LARGE

72003.0044804600LARGE

60002.5035803700STANDARD

(kg)

WEIGHT

(m³)

VOL.

CONC.

LHSIZE

SCHEDULE

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P S

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IN

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D A

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DISTRICT

EXPEDITIONARY

TRANSATLANTIC

of Engineers

US Army Corps

A N

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C O

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N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

D E

S

IG

N E

D B

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D W

N B

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IN

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A L

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K A

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IE

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FP-01

N .T

.S

TYPE 2

(N.T.S.)

TYPE 3

(N.T.S.)

TYPE 1

(N.T.S.)

TYPE 4

(N.T.S.)

TYPE 6

(N.T.S.)

TYPE 7

(N.T.S.)

TYPE 5

(N.T.S.)

PLAN VIEW

(N.T.S.)

ELEVATION

(N.T.S.)

SECTION

(N.T.S.)

CABLE CONNECTION DETAIL

(N.T.S.)

REBAR TYPES

NOTES

THE STEEL SHALL BE 420N/mm².

10) REINFORCEMENT SHALL BE ASTM-A615, GRADE 60. YIELD STRENGTH OF

BE AT 4500 PSI AFTER 28 DAYS.

9) CONCRETE TYPE SHALL BE 4500 PSI. THE COMPRESSIVE STRENGTH SHALL

8) ONLY FOR BARRIERS THAT REQUIRE PIPE THROUGH FOR REMOTE PUMPING.

FOR CABLES AT END CAPS. SEE DETAIL "CABLE CONNECTION DETAIL".

CABLE, ASPHALT BITUMINOUS COATING. TURN BUCKLES SHALL BE INSTALLED

7) CABLE SHALL BE 19mm 6x19 CLASS FIBER CORE, IMPROVED PLOW STEEL

6) ALL DIMENSIONS ARE IN mm UNLESS NOTED OTHERWISE.

STONE AGGREGATE OR SOLID PAVING.

5) ALL BARRIER SEGMENTS MUST BE PLACED ON COMPACTED DENSE CRUSHED

4) PROVIDE 20mm CHAMFER TO ALL EXPOSED CONCRETE CORNERS, TYPICAL.

3) MINIMUM 4cm (1.5") CLEAR COVER.

LIFTING EYE.

2) COUNTER MOBILITY CABLE ANCHORAGE THAT CAN ALSO BE USED AS

1) MAIN REINFORCEMENT NOT SHOWN IN PLAN AND ELEVATION FOR CLARITY.

BASE SECTION

(N.T.S.)

A L

A S

A D

IR

A Q

G R

E Y

E A

G L

E C

R E

W O

F F

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P

A T

R

IC

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G

R E

Y

P .R

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P .R

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B R

IA

N

R J O

H N

S O

N

S E

P T