TEMF_Drawing_(Volume_4_of_4).pdf

PDF 4 MB Posted Oct 7, 2016

Attached to: Tactical Equipment Maintenance Facility Federal contract opportunity
Solicitation number: W912HV-17-B-0002
Issued by: Department of the Army Corps of Engineers Engineering District Japan

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Drawings (Volume 4 of 4)

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File	Type	Posted
Abstract_-_TEMF_W912HV-17-B-0002.pdf	PDF	Jan 20, 2017
W912HV-17-B-0002,_Amendment_0002.pdf	PDF	Dec 26, 2016
W912HV-17-B-0002,_Am-0002_(Combined_Drawings).pdf	PDF	Dec 26, 2016
W912HV-17-B-0002,_Am_0002_-_Revised_Specs.pdf	PDF	Dec 26, 2016
Amendment_0001_-_TEMF_(extend_response_date).pdf	PDF	Nov 14, 2016
TEMF_Drawing_(Volume_2_of_4).pdf	PDF	Oct 7, 2016
OneTime_Multiple_Access_Roster_USAG-J_Form_1529-1.pdf	PDF	Oct 7, 2016
TEMF_Drawing_(Volume_3_of_4).pdf	PDF	Oct 7, 2016
OneTime_Multiple_Access_Roster_USAG-J_Form_1529.pdf	PDF	Oct 7, 2016
Solicitation_W912HV-17-B-0002.pdf	PDF	Oct 7, 2016
TEMF_Specifications.pdf	PDF	Oct 7, 2016
TEMF_Drawing_(Volume_1_of_4).pdf	PDF	Oct 7, 2016

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EASEMENT FOR

DRAINAGE PIPE LINE

EASEMENT FOR

DRAINAGE PIPE LINE

SAKAI RIVER

FAC3157-01

20'W X 951.9'L

FAC3084

6'W X 424'L

SAKAI RIVER

I R

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DRAINAGE LINE

EASEMENT

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50'W X 250'LFAC3157-02

US ARMY CORPS

OF ENGINEERS

JAPAN ENGINEER DISTRICT

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Sheet Reference Number:

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A1 Size 594mm x 841mm

P R

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THIS PROJECT WAS REVIEWED BY JAPAN DISTRICT OF THE U.S ARMY CORPS OF ENGINEERS. THE INITIALS OR SIGNATURES AND REGISTRATION DESIGNATIONS OF INDIVIDUALS APPEAR ON THESE DOCUMENTS WITHIN THE SCOPE OF THEIR EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.

SECTION/DETAIL CROSS REFERENCING CONVENTIONS

SECTION IDENTIFICATION NUMBER

NUMBER OF SHEET ON WHICH

SECTION IS DRAWN

3 DETAIL IDENTIFICATION NUMBER

NUMBER OF SHEET ON WHICH

DETAIL OF THE CONDITION IS

DRAWN

GI001

DIRECTION

GI001

DETAIL

DRAWING TITLE

SCALE

DRAWING SCALE

SECTION

DRAWING TITLE NUMBER

AE101

ELEVATION

ELEVATION IDENTIFICATION NUMBER

NUMBER OF SHEET ON WHICH

ELEVATION IS DRAWN

D DIRECTION

U.S. ARMY ENGINEER DISTRICT, JAPAN

DATE

PROJECT MANAGER

REID S. OSHIRO, P.E.

CHIEF, ENGINEERING BRANCH

HOKKAIDO

MISAWA AB

HONSHU

YOKOTA AB

NAF ATSUGI

YOKOSUKA NB

IKEGO

IWO JIMA

SHIKOKU

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MCAS IWAKUNI

CAMP FUJI

CAMP ZAMA

SAGAMIHARA HOUSING AREA

SAGAMI GENERAL DEPOT

VICINITY MAP

NORTH

LOCATION PLAN

ENGINEERING AND CONSTRUCTION

DIVISION

US ARMY ENGINEER DISTRICT, JAPAN

APO AP 96338-5010

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T, J

SAGAMI GENERAL DEPOT, JAPAN

FY13 MCA PN62663

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TACTICAL EQUIPMENT MAINTENANCE FACILITY

ARCHITECTURAL

THIS WORK WAS PREPARED BY

ME OR UNDER MY SUPERVISION

STRUCTURAL

THIS WORK WAS PREPARED BY

ME OR UNDER MY SUPERVISION

MECHANICAL / PLUMBING

THIS WORK WAS PREPARED BY

ME OR UNDER MY SUPERVISION

FIRE PROTECTION

THIS WORK WAS PREPARED BY

ME OR UNDER MY SUPERVISION

ELECTRICAL

THIS WORK WAS PREPARED BY

ME OR UNDER MY SUPERVISION

NORTH

PROJECT LOCATIONS

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ORGANIZATIONAL STORAGE BUILDING (VOLUME 4 OF 4)

C O

V E

R S

H E

E T

G-000

SCHEDULE OF DRAWINGS

SHEET NO. SHEET NAME REV.

F-101 FIRE ALARM AND FIRE SUPPRESSION FLOOR PLAN

F-601 FIRE ALARM AND MNS SINGLE LINE DIAGRAM

F-602 FIRE SUPPRESSION DETAILS AND DIAGRAM

MECHANICAL

M-001 GENERAL NOTES, ABBREVIATIONS AND SYMBOLS LEGEND

M-101 HVAC PLAN

M-501 HVAC SCHEDULES AND DETAILS

MI801 EXHAUST FAN AND UNIT HEATER

ELECTRICAL

E-001 LEGEND AND ABBREVIATIONS

EG101 GROUNDING AND LIGHTINING PROTECTION PLAN

EG501 GROUNDING & LIGHTNING PROTECTION DETAILS

EG502 GROUNDING & LIGHTNING PROTECTION DETAILS

EL101 LIGHTING PLAN

EP101 POWER PLAN

TELECOMMUNICATIONS

T-001 TELECOMMUNICATIONS LEGEND AND ABBREVIATIONS

T-101 TELECOMMUNICATIONS FLOOR PLAN

T-501 TELECOMMUNICATIONS DETAILS

SHEET NO. SHEET NAME REV.

GENERAL

G-000 COVER SHEET

GI001 LIFE SAFETY CODES ANALYSIS AND FLOOR PLAN

STRUCTURAL

S-001 GENERAL NOTES AND DESIGN LOADS

S-002 TYPICAL DETAILS

S-003 MISCELLANEOUS TYPICAL DETAILS

S-004 TYPICAL BRACE DETAILS

S-101 FOUNDATION PLAN AND ROOF FRAMING PLAN

S-201 WALL ELEVATIONS

S-301 SECTION

S-401 BEAM ELEVATIONS

ARCHITECTURAL

A-001 ARCHITECTURAL GENERAL NOTES AND ABBREVIATIONS

A-101 FLOOR PLAN AND ROOF PLAN

A-201 EXTERIOR ELEVATIONS

A-301 BUILDING SECTIONS

A-302 WALL SECTIONS

A-501 PLAN & SECTION DETAILS

A-601 DOOR SCHEDULE & DETAILS

INTERIORS

I-101 SIGNAGE PLAN, SCHEDULE AND DETAILS

FIRE PROTECTION

F-001 SYMBOLS AND LEGENDS

OPTION TWO

C R

O N

R R

/1 2/

1 6

2 3 4 5

ORGANIZATIONAL

STORAGE

S100

13.0 M(13.0 M)

12.4 M(12.4 M)

FEBFEBFEBFEB

FEB

13.5 M(13.5 M)

5 MM

914 MM

5 MM

914 MM

5 MM

914 MM

5 MM

914 MM

5 MM

914 MM

GENERAL NOTES:

1. GENERAL INFORMATION (GI) SHEETS ARE FOR INFORMATION ONLY.

2. ALL DRAWINGS ARE DIAGRAMMATIC IN NATURE AND SHALL NOT BE

USED FOR EXACT MEASUREMENT, DESIGN, OR FABRICATION.

3. CONTRACTOR SHALL COORDINATE INSTALLATION OF EVERY SYSTEM

COMPONENTS WITH ALL OTHER TRADES.

X = TRAVEL DISTANCE IN METER; Y = COMMON PATH DISTANCES IN METER

STORAGE GROUP S-1 / STORAGE (NO HATCH)

OCCUPANT LOAD

CALCULATED REQUIRED EXIT WIDTH IN MM

PROVIDED EXIT WIDTH (CLEAR) IN MM

WALL MOUNTED EXIT LIGHTS

CEILING MOUNTED EXIT LIGHTS

FIRE EXTINGUISHER BRACKET (FEB) FOR 10 LB DRY CHEM TYPE (2A-20B-C)

LIFE SAFETY LEGEND:

X M (Y M)

FEB

XXX

XX MM

EGRESS ARRANGEMENT: NFPA TABLE A.7.6.1

MAXIMUM DISTANCE LIMITS, M

OCCUPANCY COMMON PATH DEAD END CORRIDOR TRAVEL DISTANCE

STORAGE (S-1), SPRINKLERED 30 30 122

MINIMUM NUMBER OF EXITS REQUIRED: NFPA 101 7.4.1.1

FIRST FLOOR: TOTAL OCCUPANCY: 6:

NOT LESS THAN 2 EXITS REQUIRED NFPA 101 7.4.1.2 (1)

6 EXITS PROVIDED ACTUAL DESIGN

A SINGLE EXIT IS PROVIDED FROM EACH STORAGE SECTION. THE EXIT CAN BE REACHED WITHIN 30 M: NFPA 101 42.2.4.1 (2).

EGRESS DOOR SWING: NFPA 101 7.2.1.4.2

SWING IN THE DIRECTION OF EXIT TRAVEL SERVING AN OCCUPANT LOAD OF 50 OR MORE PERSONS

ACCESSIBLE MEANS OF EGRESS:

ACCESSIBLE EGRESS IS PROVIDED TO ACCESSIBLE EXITS NFPA 101 7.5.4 & 7.2.12

ACCESSIBILITY STANDARD: ICC/ANSI A117.1 (NFPA 101 A7.5.4.1), ABA,UFAS

MINIMUM ACCESSIBLE EXITS: 2 ACCESSIBLE EXITS PROVIDED

ILLUMINATION OF MEANS OF EGRESS: NFPA 101 7.8.1.3

1. THE MINIMUM ILLUMINATION FOR FLOOR AND WALKING SURFACES SHALL BE TO VALUES OF AT LEAST 1 FT-CANDLES (10.8 LUX)

MEASURED AT THE FLOOR.

2. THE MINIMUM ILLUMINATION REQUIREMENTS SHALL NOT APPLY WHERE OPERATIONS OR PROCESSES REQUIRE LOW LEVEL LIGHTING.

EMERGENCY LIGHTING: NFPA 101 7.9.1.3 & 7.9.2.1

EMERGENCY LIGHTING WILL BE DESIGNED TO ACTIVATE WITHIN 10 SECONDS OF PRIMARY POWER FAILURE AND OPERATE INDEFINITELY ON

BATTERY POWER.

EXIT AND EXIT ACCESS MARKINGS: NFPA 101 7.10.1.1, 7.10.1.3, 7.10.1.5

OSB SIGNAGE MEETING ICC/ANSI A117.1 WILL BE PROVIDED AT EACH EXIT DOOR THAT REQUIRE AN EXIT SIGN. ALSO, EXIT SIGNS SHALL

BE PROVIDED IN A MANNER SO THAT NO POINT IS MORE THAN 100 FT FROM A SIGN.

FIRE EXTINGUISHERS:

HAZARD CLASSIFICATION: CLASS A, B & C NFPA 10 4.2.1

STORAGE AREAS- ORDINARY (MODERATE) HAZARD

EXTINGUISHER DESIGN BASIS: 2A-20B-C DRY CHEMICAL EXTINGUISHER

BUILDING AREA CLASSIFICATION PER NFPA 10 ORDINARY (MODERATE) HAZARD.

MAXIMUM TRAVEL DISTANCE TO AN EXTINGUISHER23 M

MAXIMUM COVERAGE PER "2A EXTINGUISHER" 1045 SM

FIRE EXTINGUISHERS SHALL BE CABINET MOUNTED, IN FINISHED AREAS, AND BRACKET MOUNTED IN UNFINISHED AREAS WITH A MAXIMUM PERMISSIBLE MOUNTING HEIGHT TO TOP OF EXTINGUISHER OF 1372 MM AND SHALL NOT PROJECT FROM THE WALL MORE THAN 100 MM

INTO WALKS, HALLS, CORRIDORS, PASSAGEWAYS OR AISLES (ADA 4.2.6 & 4.4.1)

ALL EXTINGUISHERS SHALL BE GOVERNMENT FURNISHED GOVERNMENT INSTALLED.

INTERIOR FINISHES: NFPA 101

INTERIOR WALL AND CEILING FINISH MATERIALS:

CLASS A, B, OR C IN ALL SPACES EXCEPT EXIT ENCLOSURES TABLE A10.2.2, NOTE 6

INTERIOR FLOOR MATERIALS:

CLASS I OR II, IN CORRIDORS AND EXITS: TABLE A10.2.2, NOTE 6

FIRE SPRINKLER SYSTEM PROTECTION:

NOT REQUIRED PER UFC 3-600-01, BUT REQUIRED PER UFC 4-214-02.

FIRE ALARM SYSTEM PROTECTION:

REQUIRED PER UFC 3-600-01, AND UFC 4-214-02.

MASS NOTIFICATION SYSTEM:

NOT REQUIRED PER UFC 4-010-01: FOR INHABITED BUILDINGS, LOW OCCUPANCY BUILDING WITH LESS THAN 11 DOD PERSONNEL.

UNITED FACILITIES CRITERIA:

UFC 1-200-01 DESIGN: GENERAL BUILDING REQUIREMENTS, 19 JULY 2011

UFC 3-460-01 DESIGN; PETROLEUM FUEL FACILITIES, 16 AUGUST 2010

UFC 3-600-01 DESIGN: FIRE PROTECTION ENGINEERING FOR FACILITIES, 14 JULY 2009

UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 2 FEBRUARY 2012

UFC 4-214-02 TACTICAL EQUIPMENT MAINTENANCE FACILITIES (TEMF) STANDARD DESIGN 17 MARCH 2011

OTHER DOD DESIGN STANDARDS:

TI-800-01 TECHNICAL INSTRUCTIONS, DESIGN CRITERIA, 20 JULY 1998

SAGAMI GENERAL DEPOT ARMY INSTALLATION DESIGN GUIDE, JULY 2005

APPLICABLE NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) CODES:

NFPA 1 FIRE CODE, 2009

NFPA 10 PORTABLE FIRE EXTINGUISHERS, 2010

NFPA 13 INSTALLATION OF SPRINKLER SYSTEMS, 2010

NFPA 20 INSTALLATION OF STATIONARY PUMPS FOR FIRE PROTECTION, 2010

NFPA 24 INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND THEIR APPURTENANCES, 2010

NFPA 30 FLAMMABLE AND COMBUSTIBLE LIQUIDS CODE, 2012

NFPA 70 NATIONAL ELECTRICAL CODE, 2011

NFPA 72 NATIONAL FIRE ALARM AND SIGNALING CODE, 2010

NFPA 90A INSTALLATION OF AIR-CONDITIONING AND VENTILATING SYSTEMS, 2012

NFPA 90B INSTALLATION OF WARM AIR HEATING AND AIR-CONDITIONING SYSTEMS, 2012

NFPA 101 LIFE SAFETY CODE, 2012

NFPA 291 FIRE FLOW TESTING AND MARKING OF HYDRANTS, 2010

APPLICABLE BUILDING CODES:

IBC INTERNATIONAL BUILDING CODE, 2009 (AS AMENDED BY UFC 1-200-01 REQUIREMENTS)

ACCESSIBILITY STANDARDS AND GUIDELINES:

A) DOD POLICY MEMORANDUM, OCTOBER 31, 2008, SUBJECT: ACCESS FOR PEOPLE WITH DISABILITIES.

B) ARCHITECTURAL BARRIERS ACT STANDARD FOR DEPARTMENT OF DEFENSE FACILITIES.

LOCAL DESIGN STANDARD:

JAPAN ENVIRONMENTAL GOVERNING STANDARDS, NOVEMBER 2010

CONFLICTS IN DESIGN CRITERIA:

WHEN A CONFLICT BETWEEN THE ABOVE LISTED ORGANIZATION STANDARDS EXISTS, THE PROVISIONS OF UFC SHALL TAKE PRECEDENCE

OVER ANY OTHER DOCUMENT OR STANDARD.

GENERAL BUILDING DESCRIPTION:

ORGANIZATIONAL STORAGE BUILDING (OSB) WILL BE PROTECTED BY OVERHEAD WET FIRE SUPPRESSION SYSTEM; AND THROUGHOUT, BY

AN ADDRESSABLE FIRE ALARM SYSTEM.

TYPES OF CONSTRUCTION:

TYPE IIB, NONCOMBUSTIBLE / TYPE II (000) IBC TABLE 601 / NFPA 220 TABLE 4.1.1.

OCCUPANCY CLASSIFICATION:

THE BUILDING WILL CONTAIN A SINGLE OCCUPANCY:

MODERATE-HAZARD STORAGE GROUP S-1/NEW STORAGE: IBC 311 / NFPA 1016.1.13.

BUILDING AREA LIMITATIONS:

STORAGE S-1 ONE STORY WITH 18.3 M SURROUNDED BLDG: AREA IS TO BE UNLIMITED: IBC 5.7.3

TOTAL BUILDING AREA PROVIDED: 342.2 SM (ACTUAL DESIGN). THE AREA OF THE BUILDING COMPLIES S-1 REQUIREMENTS.

ALLOWABLE BUILDING HEIGHT:

THE BASIC ALLOWABLE HEIGHT IS 16.8 M, AND MAXIMUM NUMBER OF STORIES: 2: IBC, TABLE 503.

THE BUILDING IS SINGLE-STORY AND 4.6 M HIGH (ACTUAL DESIGN). THE HEIGHT AND NUMBER OF STORIES OF THE BUILDING COMPLIES S-1

REQUIREMENTS.

TYPE OF CONSTRUCTION:

FIRE RESISTIVE RATING REQUIREMENTS FOR BUILDING ELEMENTS:

UNPROTECTED, NON-COMBUSTIBLE, TYPE IIB , TYPE II (000)

STRUCTURAL FRAME IBC NFPA 101

(INCLUDING COLUMNS, GIRDERS, AND TRUSSES) TABLE 601 TABLE A 8.2.1.2

BEARING WALLS - EXTERIOR 0 HR 0 HR

BEARING WALLS - INTERIOR 0 HR 0 HR

NONBEARING WALLS & PARTITIONS - EXTERIOR* 0 HR 0 HR

NONBEARING WALLS & PARTITIONS - INTERIOR 0 HR 0 HR

FLOOR CONSTRUCTION (INCLUDING SUPPORTING BEAMS & JOISTS 0 HR 0 HR

ROOF CONSTRUCTION (INCLUDING SUPPORTING BEAMS & JOISTS) 0 HR 0 HR

*ALL EXTERIOR WALLS OF THE BUILDING ARE PROVIDED WITH A MINIMUM 3 M FIRE SEPARATION DISTANCE AND ARE NOT REQUIRED TO HAVE A FIRE-RESISTANCE RATING (IBC, TABLE 602). THE EXTERIOR WALLS ARE ALLOWED TO HAVE UNLIMITED UNPROTECTED OPENINGS

(IBC, 705.8.1 EXCEPTION 2).

OCCUPANT LOAD FACTORS: NFPA 101 TABLE 7.3.1.2

ALL FACTORS ARE EXPRESSED IN GROSS AREA UNLESS MARKED "NET": NFPA 101 TABLE 7.3.1.2 (a)

STORAGE (S-1) = 46.5 SM / PERSON

MEANS OF EGRESS REQUIREMENTS:

EGRESS WIDTH PER PERSON SERVED:

LEVEL COMPONENTS & RAMPS: 5 MM/PERSON NFPA 101 TABLE 7.3.3.1

DOOR WIDTHS

• MINIMUM: 915 MM NFPA 101 7.3.4.1 (2)

LIFE SAFETY CODE ANALYSIS

US ARMY CORPS

OF ENGINEERS

JAPAN ENGINEER DISTRICT

D A

T E

E S

E D

B Y

D R

A W

N B

C H

E C

K E

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U .S

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S A

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-5

Sheet Reference Number:

O S

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, O K

8-w w w

.L E

S .c om /e ng in ee rin g

B C D E F G H

S C

D R

A W

C O

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A1 Size 594mm x 841mm

P R

C T

E N

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R /A

R C

E C

N O

N D

A B C D E F G H

I G

T, J

T I C

Q U

E N T

C E

As in di ca te d

GI001

R C

1 3

M C

P O

L/ H

M E

F 4)

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A F

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A N

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SCALE 1 : 100

LIFE SAFETY FLOOR PLAN1

SCALE - 1:100

0 400020001000

PLAN

NORTH

N O

N D

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O S

A Z

M A

U I L

D I N

O L

U M

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

D A

T E

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C H

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U S

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Sheet

Reference

Number:

B C D E F G H

S C

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A1 Size 594mm x 841mm

P R

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REDUNDANCY SHALL BE PROVIDED TO THE VERTICAL AND HORIZONTAL BRACING SYSTEMS3.

EITHER BY USING MULTIPLE BAYS OF TENSION ONLY X-BRACING MEMBERS OR BY USING

BRACING MEMBERS THAT ARE CAPABLE OF BOTH TENSION AND COMPRESSION IF BRACING

IS PLACED IN A SINGLE BAY.

THE STANDING SEAM ROOFING SHALL NOT BE PERMITTED TO ACT AS A DIAPHRAGM TO4.

TRANSFER THE LATERAL LOADS.

ALL BRACING USED TO TRANSFER OR RESIST LOADS SHALL BE EITHER HOT ROLLED STEEL5.

SECTIONS OR RODS. CABLE BRACING IS NOT ALLOWED, EXCEPT FOR ERECTION PURPOSES.

CONTRACTOR SHALL COORDINATE THE COLUMN ANCHOR BOLT LAYOUT WITH THE 6.

METAL BUILDING SYSTEM MANUFACTURER. AT LEAST FOUR (4) ANCHOR BOLTS ARE

REQUIRED FOR COLUMN BASE PLATES UNO. ANCHOR BOLTS SHALL NOT BE LESS THAN 19 MM

NOMINAL SIZE. ANCHOR BOLTS SHALL BE DESIGNED BY THE METAL BUILDING SYSTEM

SUPPLIER. COLUMN ANCHOR BOLTS SHALL BE POSITIVELY LOCATED USING 3 MM SHEET

METAL TEMPLATES FOR ALL COLUMN BASE PLATES. BASE PLATES TEMPLATE ANCHOR BOLT

HOLES SHALL NOT EXCEED BOLT DIS ± 1.6 MM. PROVISION SHALL BE MADE FOR ALL ANCHOR

BOLTS TO BE RIGIDLY HELD IN POSITION TO PREVENT MOVEMENT DURING CONCRETE

PLACEMENT. ANCHOR BOLTS SHALL NOT BE TIGHTENED PRIOR TO 14 DAYS FOLLOWING

CONCRETE PLACEMENT.

REFER TO SECTION 13 34 19 OF THE CONTRACT SPECIFICATION FOR ADDITIONAL METAL7.

BUILDING SYSTEM REQUIREMENTS.

CONTRACTOR IS RESPONSIBLE FOR PROVIDING BUILDING MANUFACTURER THE MAGNITUDE8.

AND APPROXIMATE LOCATIONS OF ALL CONCERNED HANGER LOADS GREATER THAN 25 KG.

REFER TO ALL MECHANICAL SHEETS FOR PIPE AND HVAC ROUTING AND SIZES.

CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND COORDINATION OF ALL LOAD9.

SUPPORT SYSTEMS. THE CONTRACTOR SHALL ACCOUNT FOR ALL LOADS IMPOSED ON ALL

SUPPORT SYSTEMS MEMBERS AND THEIR CONNECTION INCLUDING BUT NOT LIMITED TO ALL

COLLATERAL AND CONCENTRATED LOADS. DESIGN AND PROVIDE STRUCTURAL MEMBERS

FOR SUPPORT OF HVAC UNITS, DUCTS, FANS, PIPING, ELECTRICAL COMPONENTS,

SUPPORTED PARTITIONS, ETC.

THE MBS MANUFACTURER IS RESPONSIBLE FOR PROVIDING DOOR AND WINDOW-TO-BUILDING 10.

SUB-FRAMING AND CONNECTIONS TO FRAME MEMBERS WHICH MEET THE REQUIREMENTS OF

UFC 4-010-01 "DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS" AND UFC 4-010-02

"DOD ANTITERRORISM STANDOFF DISTANCE FOR BUILDINGS" DATED 9 FEBRUARY 2012

ANY CORRESPONDING DESIGN IS THE RESPONSIBILITY OF THE MBS MANUFACTURER.

COORDINATE WINDOW LOADS AND ANCHORAGE REQUIREMENTS WITH GENERAL CONTRACTOR.

THE METAL BUILDING SYSTEM SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE11.

METAL BUILDING MANUFACTURER'S ASSOCIATION (MBMA), DESIGN PRACTICES MANUAL.

FLANGE BRACING AT MBS COLUMN IS NOT PERMITTED.12.

DESIGN LOADS

LIVE LOADS2.

1.00 KN/MROOF LIVE LOADS, (REDUCTION ALLOWED)a.

SNOW LOAD3.

EXPOSURE CATEGORY C

GROUND SNOW LOAD

WIND LOAD4.

161 KM/HR

EXPOSURE CATEGORY C

WIND SPEED

SEISMIC LOAD5.

= 1.87 S S d.

c. S

= 0.75

Ig. = 1.00

Ci. = 0.208, (USE FOR BOTH DIRECTIONS AND FRAME TYPE)

STORAGE ROOMb. 5.98 KN/M

1.00 KN/M 2

(20 PSF)

(125 PSF)

(21 PSF)

(100 MPH)

SITE CLASSIFICATION a. CLASS D SEISMIC DESIGN CATEGORYb. CATEGORY E

DEAD LOADS1.

DEAD LOADS ARE BASED ON ASCE/SEI 7-05 MINIMUM DESIGN LOADS FOR

BUILDING AND OTHER STRUCTURES, TABLE C3-1

BUILDING AND OTHER STRUCTURES, IBC 2009, INTERNATIONAL BUILDING CODE,

UFC 3-301-01, STRUCTURAL LOAD DATA, 27 JANUARY 2010 WITH CHANGE 3,

LIVE LOADS ARE BASED ON ASCE/SEI 7-05 MINIMUM DESIGN LOADS FOR

= 1.25 S S f.

e. DS

= 0.75D1

SLAB ON GRADEc. 5.98 KN/M 2 (125 PSF)

METHOD: EQUIVALENT LATERAL LOAD PROCEDURE, BOTH DIRECTIONS

BUILDING AND OTHER STRUCTURES, IBC 2009, INTERNATIONAL BUILDING CODE,

SNOW LOADS ARE BASED ON ASCE/SEI 7- 05 MINIMUM DESIGN LOADS FOR

BUILDING AND OTHER STRUCTURES, IBC 2009, INTERNATIONAL BUILDING CODE,

WIND LOADS ARE BASED ON ASCE/SEI 7-05 MINIMUM DESIGN LOADS FOR

BUILDING AND OTHER STRUCTURES, IBC 2009, INTERNATIONAL BUILDING CODE,

SEISMIC LOADS ARE BASED ON ASCE/SEI 7-05 MINIMUM DESIGN LOADS FOR

ABBREVIATIONS

PILINGG.

PREDRILL PILE HOLES THROUGH FILL, NEW OR EXISTING TO AT LEAST THE ELEVATION OF THE4.

NATURAL GROUND SURFACE OR TO A DEPTH OF 3.00 METERS WHICHEVER IS GREATER.

WITH PRIOR WRITTEN AUTHORIZATION FROM THE CONTRACTING OFFICER, THE CONTRACTOR

MAY PREDRILL HOLES TO GREATER DEPTHS TO MINIMIZE THE EFFECTS OF VIBRATION ON

EXISTING ADJACENT STRUCTURES TO THE WORKS AND/OR OTHER REASONS THE CONTRACTOR

PROPOSES. ACCURATELY DRILL PILE HOLES WITH HOLES CENTERED OVER THE PLAN LOCATION

DRIVE TEST PILES OF THE CROSS SECTION AND TYPE AS THE PERMANENT PILES SHOWN IN 1.

THE PLANS. DRIVE TEST PILES IN THE POSITION OF PERMANENT PILES AT THE DESIGNATED

LOCATIONS. THE LENGTH OF PILES SHOWN IN THE DRAWINGS ARE BASED ON INFORMATIONS

OF THE PILING.

AVAILABLE DURING DESIGN AND ARE APPROXIMATE ONLY, USE 2.00 METER LONGER TEST PILES.

2. AS A MINIMUM THE CONTRACTOR SHALL NOT CEASED DRIVING OF TEST PILES UNTIL OBTAINING

THE REQUIRED BEARING CAPACITY CONTINUOUSLY FOR 3.00 METERS UNLESS REACHING

PRACTICAL REFUSAL FIRST.

3. THE LENGTH OF PILES SHOWN IN THE DRAWINGS ARE BASED ON INFORMATIONS AVAILABLE

DURING DESIGN AND ARE APPROXIMATE ONLY. BEFORE DRIVING THE PERMANENT PILES, THE

CONTRACTOR SHALL DETERMINED THE FINAL PILE LENGTH BASED ON INFORMATIONS GAINED

FROM THE DRIVING THE TEST PILES AND FROM SUPPLEMENTAL SOIL TESTING, ETC.

PILE CAPACITY6.

ANTI-TERRORISM / FORCE PROTECTION LOADS7.

CASE B: LONGITUDINAL DIRECTION

S-001

S A

G A

M I

E N

E R

O T

J A

P A

T A

C T

I C

Q U

I P

M E

I N

T E

N A

N C

A C

I L

I T

F Y

G E

N E

R A

O T

I G

O A

D S

31 JANUARY 2012 .

NOT REQUIRED TO MEET THE PROVISION'S OF UFC 4-010-01, 9 FEBRUARY, 2012

DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS.

THE ORGANIZATIONAL STORAGE BUILDING IS A LOW OCCUPANCY BUILDING AND

BB BOTTOM BAR

CNJ CONTROL JOINT

HOR HORIZONTAL

MIN MINIMUM

OC ON CENTER

RC REINFORCED CONCRETE

TB TOP BAR

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TYP TYPICAL

VERT VERTICAL

WP WORK POINT

ETC AND OTHER THINGS

P1,P2, ... FOUNDATION PLAN PEDESTAL NOS. 1, NOS. 2, ...

PC1,PC2, ... PILE CAP NOS. 1, NOS. 2, ...

FB1, FB2, ... FOOTING BEAM NOS. 1, FOOTING BEAM NOS. 2, ...

SQ.M SQUARE METER

LLV LONG LEG VERTICAL

MAX MAXIMUM

FFL FINISH FLOOR LINE

ELEC ELECTRICAL

MECH MECHANICAL

DWGS DRAWINGS

MM MILLIMETER

METHOD 2: ANALYTICAL PROCEDURE

CLR CLEAR

WIND LOAD DIAGRAMSc.

CASE A: TRANSVERSE DIRECTION

WIND DIRECTION

.557

.557 .416

.195

.486 .486

.769 .769

.557

EQUAL

.628

1.106

.380

.540

2a WIND DIRECTION

.200

.769

.491.422

.548 .635

1.106

.388

.557

NOTES:

PRESSURE IN KN/M1.

a 3.

= 1.00 METER

2a = 2.00 METER

MATERIAL STRENGTHS :

DESIGN CODE: AISC STEEL CONSTRUCTION MANUAL (AISC 325-05) 13TH EDITION.1.

SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES, DEPRESSIONS17.

CURBS AND OTHER EMBEDDED ITEMS TO BE PROVIDED FOR AS SHOWN ON THE

ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND AS REQUIRED BY

EQUIPMENT MANUFACTURERS. INSTALLATION OF THESE ITEMS TO BE COORDINATED AND

PROVIDED FOR PRIOR TO PLACING CONCRETE.

PROVIDE BLOCK-OUTS AS REQUIRED FOR PRE-CAST CONCRETE PANEL ANCHORAGE.18.

FILL WITH CONCRETE ONCE PANEL IS IN PLACE.

ANCHOR RODS TO BE ASTM F 1554 OR JIS B 1220, FY = 250 MPa MINIMUM, GALVANIZED.19.

20.

STRUCTURAL STEEL

A. STRUCTURAL STEEL ROLLED SHAPES

B. MISCELLANEOUS PLATES AND BAR

C. STRUCTURAL STEEL TUBING

D.. STRUCTURAL STEEL PIPE

E.. CONNECTION BOLTS

F. ANCHOR RODS

G. WELDS (E70XX ELECTRODES)

H. STUD ANCHORS

I. EXPANSION BOLTS

STRUCTURAL STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE AMERICAN INSTITUTE 3.

OF STEEL CONSTRUCTION (AISC). STEEL ERECTION SHALL BE IN ACCORDANCE WITH THE

REQUIREMENTS OF THE AISC AND THE OSHA STEEL ERECTION STANDARD, 29 CPR APT 1926,

SUBPART R-STEEL ERECTION, EFFECTIVE DATE JANUARY 18, 2002.

STRUCTURAL STEEL, UNO, TO BE NEW STEEL CONFORMING TO THE REQUIREMENTS OF4.

ASTM A 6/ A 6M OR JIS G 3138.

THE STRUCTURAL STEEL FABRICATOR, AND/OR GENERAL CONTRACTOR, MUST VERIFY ALL5.

EXISTING DIMENSIONS AND CONDITIONS AT THE SITE. ALL DISCREPANCIES FOUND ARE TO

BE REPORTED TO THE CONTRACTING OFFICER PRIOR TO PREPARATION OF SHOP DRAWINGS.

SHOP DRAWINGS ARE TO INCLUDE ALL FIELD MEASUREMENTS AND CONDITIONS.

STRUCTURAL STEEL FABRICATOR IS TO PROVIDE FOR VERTICAL AND HORIZONTAL FIELD 6.

ADJUSTMENT OF ALL SUPPORT ASSEMBLIES.

CUTS, HOLES, COPING, ETC. REQUIRED FOR OTHER TRADES MUST BE SHOWN ON THE SHOP 7.

DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING OF HOLES IN THE FIELD WILL NOT

BE PERMITTED.

ERECTION AIDS SHALL NOT BE VISIBLE IN THE FINISHED CONSTRUCTION UNLESS STEEL IS8.

ALLOWED TO BE EXPOSED. REMOVAL OF ERECTION AIDS FOR ANY REASON SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR.

THAT INCLUDE BUT ARE NOT LIMITED TO: ERECTION ANGLES, LIFT HOLES, ACCESS HOLES

AND OTHER AIDS, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE

DIMENSIONS, GROOVE ANGLES, BACKING BARS, BACKING RINGS, COPES AND TRANSITION

TAPERS OF UNEQUAL PARTS.

BOLTED CONNECTIONS TO BE MADE ACCORDING TO AISC TABLE II OR III FRAMED BEAM10.

CONNECTIONS. THE MINIMUM DEPTH OF THE CONNECTION MUST BE MORE THAN 75% OF

THE BEAM DEPTH EXCEPT THAT BEAMS FRAMING TO COLUMNS TO HAVE FULL DEPTH

CONNECTIONS USING 10MM MINIMUM CONNECTION ANGLES OR PLATES, COMPRESSIBLE-

WASHER-TYPE DIRECT TENSION INDICATORS OR TWIST-OFF-TYPE TENSION-CONTROL

BOLTS/ NUTS CONFORMING TO RCSC SHALL BE USED.

A: NON-COMPOSITE BEAM CONNECTIONS TO BE DESIGNED FOR ONE HALF THE UNIFORM

LOAD CAPACITY OF THE BEAM AS TABULATED BY AISC UNLESS HIGHER LOADS ARE

INDICATED ON THE DRAWINGS.

UNO, STRUCTURAL STEEL CONNECTIONS TO BE SHOP WELDED AND FIELD BOLTED.11.

SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE 12.

DRAWINGS WILL NOT BE PERMITTED.

WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS)13.

"STRUCTURAL WELDING CODE-ANSI/AWS D1.1/ D1.1M" (LATEST EDITION). USE E70XX

ELECTRODES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

MANUFACTURE STEEL GRATING IN ACCORDANCE WITH THE "METAL BAR GRATING MANUAL" 14.

AS PUBLISHED BY THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURER,

LATEST EDITION. STEEL FOR GRATING TO CONFORM TO ASTM A 1011/A1011M.

STRUCTURAL STEEL TO BE PAINTED PER SPECIFICATIONS, UNO.15.

COLD FORMED LIGHT GAUGE FRAMINGE.

DESIGN CODE: AISC COLD FORMED STEEL MANUAL 1.

STEEL STUDS ARE SPECIFIED USING STANDARD STEEL STUD MANUFACTURERS2.

ASSOCIATION (SSMA) NOMENCLATURE. ALL SHAPES SHALL CONFORM TO STANDARD

SSMA SHAPES. STEEL STUD FLANGES SHALL HAVE A MINIMUM RETURN LIP OF 6MM.

ALL WELDING TO BE DONE WITH CONTINUOUS FEED WIRE ELECTRODES, GAS SHIELDING.3.

ALL WELDING TO BE DONE BY AMERICAN WELDING SOCIETY (AWS) CERTIFIED WELDERS. 4.

MEMBER PROPERTIES USED IN THE DESIGN ARE BASED ON THE CROSS SECTIONAL 5.

DIMENSIONS SHOWN AND MAY NOT BE SUBSTITUTED WITHOUT COMPLETE, CERTIFIED

STRUCTURAL DESIGN CALCULATIONS.

EXPANSION JOINT FILLER AND SEALANT. EXPANSION JOINT FILLER SHALL BE PREFORMED

MATERIAL CONFORMING TO ASTM D 1751 OR ASTM D 1752. UNLESS OTHERWISE INDICATED,

FILLER MATERIAL SHALL BE 10 MM THICK AND OF A WIDTH APPLICABLE FOR THE JOINT FORMED.

EXPANSION AND CONTRACTION JOINT SEALANT SHALL BE PREFORMED POLYCHLOROPRENE

ELASTOMERIC TYPE ASTM D 2628. JOINT SEALANT SHALL BE APPLIED AS RECOMMENDED

BT THE MANUFACTURER OF THE SEALANT.

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATION

METAL BUILDING SYSTEM (MBS)F.

ANCHOR RODS AND FOUNDATION DIMENSIONS SHOWN ON THE CONTRACT DRAWINGS FOR 1.

THE METAL BUILDING SYSTEMS ARE PRELIMINARY AND FOR BIDDING PURPOSES ONLY.

THE FINAL MBS FOUNDATIONS AND ANCHOR ROD EMBEDMENT SHALL BE DESIGNED BY A

PROFESSIONAL ENGINEER HIRED BY THE CONTRACTOR . THE FINAL DESIGN SHALL BE

BE BASED ON THE SOIL PARAMETERS SPECIFIED IN THE SOIL EXPLORATION REPORT AND

THE FINAL COLUMN REACTIONS REPORTED BY THE MBS MANUFACTURER. THE DESIGN

SHALL BE SIGNED AND SEALED BY THE PROFESSIONAL ENGINEER REGISTERED TO

APPROVAL. FOUNDATIONS FOR ITEMS OTHER THAN THE MBS COLUMN FOUNDATION WILL

BE CONSTRUCTED AS SHOWN IN THE DRAWINGS.

MAXIMUM LATERAL DRIFT OF THE BUILDING'S AND CANOPY'S STEEL FRAMES AT THE2.

EAVES SHALL NOT EXCEED h/240, OR 50 MM. "h" REPRESENTS THE FRAME HEIGHT

FROM THE TOP OF THE BASE PLATE TO THE TOP OF THE EAVE STRUT. THE 0.7 FACTOR

PER IBC TABLE 1604.3 FOOTNOTE "1" SHALL NOT BE USED IN DETERMINING THE LATERAL

DRIFT.

PRACTICE IN THE UNITED STATES AND SUBMITTED TO THE CONTRACTING OFFICER FOR

ASTM A992, GR. 50

ASTM A36

ASTM A500, GR. B

ASTM A53, GR. B

ASTM A325 N

ASTM F1554, GR. 36

AWS D1.1

ASTM A108

GSA: A - A - 1923A

TYPE 4 (304S.STL)

JIS G 3136

JIS G 3444

JIS G 3446

JIS B 1186

JIS B 1220

JIS Z 3212

JIS B 1198

JIS G 3106

445 MPa

320 MPa 240 MPa 660 MPa 250 MPa 480 MPa 235 MPa

250 MPa

S2 SLAB ON GRADE

UFC 3-301-01, STRUCTURAL LOAD DATA, 27 JANUARY 2010 WITH CHANGE 3,

31 JANUARY 2012 .

UFC 3-301-01, STRUCTURAL LOAD DATA, 27 JANUARY 2010 WITH CHANGE 3,

31 JANUARY 2012 .

UFC 3-301-01, STRUCTURAL LOAD DATA, 27 JANUARY 2010 WITH CHANGE 3,

31 JANUARY 2012 .

L 2

C CENTER LINEL

R = 8, STEEL SPECIAL MOMENT FRAME.

Rh. = 6, SPECIAL STEEL CONCENTRICALLY BRACED FRAME.

(LONGITUDINAL AND TRANSVERSE END WALLS)

(INTERIOR TRANSVERSE FRAMES)

GENERAL NOTESA.

METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY 1.

OF THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING AND

IMPLEMENTING THE NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY

OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.

TEMPORARY BRACING, SHEETING, SHORING, ETC., REQUIRED TO ENSURE THE STRUCTURAL2.

INTEGRITY/STABILITY OF THE EXISTING BUILDINGS, SIDEWALKS, UTILITIES, ETC., DURING

CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DESIGNED BY

REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE CONTRACTOR.

IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.3.

SLEEVES OR BLOCK-OUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, 4.

CONDUITS, ETC., IN ADDITION TO ANCHORS AND HANGERS REQUIRED FOR EQUIPMENT AND

PIPING AND UNDER-SLAB UTILITIES ARE NOT SPECIFICALLY, NOR GENERALLY, INDICATED

ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING

SUCH REQUIREMENTS PRIOR TO FABRICATION OR ERECTION OF THE STRUCTURE.

PENETRATIONS ARE SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER.

DIMENSIONS AND INSTALLATION DETAILS OF PURCHASED EQUIPMENT MUST BE VERIFIED

AND COORDINATED WITH THE SUPPORTING STRUCTURE. THE CONTRACTOR IS RESPONSIBLE

FOR DETERMINING SUCH REQUIREMENTS FROM SUBCONTRACTORS AND EQUIPMENT

SUPPLIERS ALONG WITH COORDINATING THE LOCATIONS AND DETAILS FOR THESE ITEMS

PRIOR TO FABRICATION OR ERECTION OF THE SUPPORTING STRUCTURE. ANY CONFLICTS

BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE IS TO BE BROUGHT TO THE

ATTENTION OF THE CONTRACTING OFFICER FOR RESOLUTION.

THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL FEATURES, UNLESS 6.

OTHERWISE NOTED. DIMENSIONS SHOWN ON PLANS AND DETAILS ARE TO GOVERN THE

STRUCTURAL WORK.

IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, 7.

NOTIFY CONTRACTING OFFICER. THE MOST STRINGENT REQUIREMENTS SHALL GOVERN

UNLESS OTHERWISE DIRECTED BY CONTRACTING OFFICER.

WORK NOT INDICATED ON A PART OF THE DRAWINGS, BUT REASONABLY IMPLIED TO BE 8.

SIMILAR TO THAT SHOWN AT CORRESPONDING LOCATIONS, IS TO BE REPEATED.

FOUNDATIONS ARE TO BE PLACED ON UNDISTURBED SOIL OR COMPACTED FILL SOIL2.

CONFORMING TO THE SPECIFICATIONS (MAXIMUM FILL LIFT = 200MM).

ELEVATIONS SHOWN ON THE DRAWINGS AT WHICH FOUNDATIONS BEAR ARE APPROXIMATE

AND MAY VARY TO SUIT SUBSURFACE SOIL CONDITIONS. STEP-IN FOOTING LOCATIONS

SHOWN ON THE DRAWINGS ARE TO BE FIELD VERIFIED AND ADJUSTED AS REQUIRED

SO THAT FOUNDATIONS BEAR ON MATERIAL OF AT LEAST THE CAPACITY NOTED UNDER

DESIGN CRITERIA. ALL EXTERIOR FOOTINGS ARE TO BEAR A MINIMUM OF 450 MM BELOW

FINISHED GRADE.

PRIOR TO PLACING CONCRETE, ANY WATER PRESENT IS TO BE PUMPED OUT FROM THE4.

BOTTOM OF EXCAVATIONS TO A LEVEL APPROVED BY THE CONTRACTING OFFICER.

CONCRETE SLAB ON GRADE HAVE BEEN DESIGNED TO BEAR ON PROPERLY COMPACTED

SUB-GRADE SOILS AS PER THE DESIGN CRITERIA. THE SUB-BASE MATERIAL BENEATH THE

SLAB-ON-GRADE IS TO CONFORM TO ASTM D 1241, TYPE 1, GRADATION B AND BE

COMPACTED IN ACCORDANCE WITH 95% STANDARD DENSITY PER ASTM D 1557

NO BACKFILLING AGAINST WALLS IS TO BE DONE UNTIL THE SLABS AT THE TOP AND

BOTTOM HAVE BEEN PLACED OR ADEQUATE SHORING HAS BEEN PROVIDED. WALLS AND

GRADE BEAMS HAVING BACKFILL AGAINST BOTH SIDES ARE TO HAVE BACKFILL PLACED

ON BOTH SIDES SIMULTANEOUSLY.

OPERABLE EQUIPMENT WITH WEIGHT GREATER THAN DESIGN SURCHARGE MUST MAINTAIN

A SAFE HORIZONTAL CLEAR DISTANCE FROM BASEMENT AND RETAINING WALLS. A SAFE

HORIZONTAL CLEAR DISTANCE IS DEFINED AS THE DISTANCE FROM THE BASE OF THE

RETAINING WALL TO THE TOP OF FINISHED GRADE. DESIGN SURCHARGE EQUALS 488 KG/M .

COORDINATE SLAB ON GRADE PENETRATIONS AND MECH/ELEC REQUIREMENTS WITH8.

MECH/ELEC/PLUMBING SHEETS.

FOOTINGS SHALL BE CONCENTRIC WITH BASE OF COLUMN. SEE DETAILS FOR OFFSETS 9.

WHERE THEY OCCUR UNO.

REINFORCED CONCRETEC.

REINFORCED CONCRETE WORK IS TO BE IN ACCORDANCE WITH THE AMERICAN CONCRETE1.

INSTITUTE (ACI) ACI 318-08, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".

MIXING, TRANSPORTING, PLACING AND TESTING OF CONCRETE IS TO BE DONE IN 2.

ACCORDANCE WITH ACI 301.

ALL CAST-IN-PLACE CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH3.

OF 28 MPa . FOR SLAB ON GRADE USE 34 MPa .

THE SLUMP AT POINT OF PLACEMENT IS NOT TO EXCEED 100 MM +/- 25 MM AND THE 4.

WATER/CEMENT RATIO IS NOT TO EXCEED 0.45. IF ADDITIONAL SLUMP (UP TO 200 MM) IS

DESIRED FOR PUMPING A SUPER-PLASTICIZER ADMIXTURE MAY BE ADDED.

AIR ENTRAINMENT: 5% TO 7% IN CONCRETE EXPOSED TO FREEZE/THAW. CONCRETE TO5.

BE NORMAL WEIGHT CONCRETE (2,403 KG/M ) WITH CEMENT CONFORMING TO ASTM 150,

REINFORCEMENT IS TO BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH7.

THE ACI "DETAILING MANUAL (SP-66)" (LATEST EDITION).

PROVIDE ADEQUATE CONCRETE COVER IN ACCORDANCE WITH REQUIREMENTS AS SET 8.

FORTH BY ACI 318.

REINFORCEMENT IS TO BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE, IF 9.

REQUIRED, ADDITIONAL BARS, STIRRUPS, OR CHAIRS WILL BE FURNISHED SUPPORT

TO KEEP REINFORCEMENT IN PLACE PER DESIGN.

CONTINUOUS REINFORCING BARS TO BE TURNED AND LAPPED AT CORNERS AND INTER-10.

SECTIONS OF WALLS AND FOOTINGS. LAP SPLICES TO BE CLASS B TENSION SPLICES

PER ACI 318. HOOKED BARS TO HAVE STANDARD ACI HOOKS UNO.

CONTINUOUS TOP BARS TO BE SPLICES AT MID-SPAN. CONTINUOUS BOTTOM BARS TO BE11.

SPLICED AT CENTERLINE SUPPORTS (OR AS SHOWN ON DETAILS).

THE LENGTH TO WIDTH RATIO OF SINGLE SLAB POUR IS NOT TO EXCEED 1.5 WITHOUT12.

INTERMEDIATE SAWCUT. CONTROL JOINTS TO BE MADE WITHIN 24 HOURS OF SLAB POURS.

SLAB JOINTS TO BE LOCATED AND SPACED AS SHOWN ON THE DRAWINGS SLABS TO BE

POURED ON AN 0.254 MM POLYETHYLENE VAPOR BARRIER AND A 150 MM CAPILLARY WATER

BARRIER CONFORMING TO ASTM C33 OR JIS A 5005.

CONCRETE SLABS TO BE CURED BY METHOD COMPATIBLE WITH SPECIFIED FLOOR FINISH.13.

WHERE ACCEPTABLE USE A LIQUID MEMEBRANE-CURING COMPOUND AT THE

MANUFACTURER'S RECOMMENDED COVERAGE. SAW JOINTS TO BE CUT AS SOON AS

POSSIBLE WITHOUT RAVELLING THE SURFACE.

SLAB-ON-GRADE CONSTRUCTION JOINTS TO BE PLACED ON COLUMN CENTERLINES. 14.

CONTROL JOINTS TO BE PLACED AT EQUAL INTERVALS IN EACH DIRECTION AS INDICATED

ON THE PLANS. ADAPT CONTROL JOINT LOCATION AT ODD BAYS.

FOUNDATIONSB.

LEVELING GROUT TO BE NON-SHRINK, NON-METALLIC TYPE, FACTORY PREMIXED GROUT 15.

IN ACCORDANCE WITH ASTM C 1107, HAVING A MINIMUM COMPRESSIVE STRENGTH OF NOT

LESS THAN 35 MPa.

(MAXIMUM FILL LIFT = 200 MM ).

PROVIDE FINISHED SLAB-ON-GRADE WITH OVERALL VALUES OF FLATNESS F(F) = 35 AND 16.

LEVELNESS F(L) = 25 ALONG WITH LOCAL VALUE OF FLATNESS F(S) = 24 AND LEVELNESS

F(L) = 17.

DEFORMED REINFORCEMENT SHALL CONFORM TO ASTM A 615/615M : FOR D10 TO D16

GRADE 40 OR JIS G3112 (SD295) AND D19 OR LARGER, GRADE 60 OR JIS G3112 (SD345).

TYPE 1. STEEL TROWEL FINISH SHALL NOT BE APPLIED.

FOUNDATIONS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH CRITERIA ESTABLISHED

BY THE FINAL GEOTECHNICAL REPORT ; DATED JULY 2014 ; SURVEY

ORGANIZATION: UNIVERSAL ENGINEERING CO. LTD.

FOR 350 MMØ X 15.00 METER LONG PILE PER GEOTECHNICAL REPORT

NUMBER : N001 ; SURVEY DATE : APRIL 2012 ; SURVEY ORGANIZATION :

ALLOWABLE PILE BEARING CAPACITY SHALL BE 30.00 TONS (294 KN)

UNIVERSAL ENGINEERING CO.LTD.

L E

I D

I N

E E

R I N

L C

R O

A D

W A

U I T

O K

L A

H O

I T

K w w w L

E I D

O S c o m e n g i n e e r i n g

R R

T A

J U

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

180° HOOKS

END HOOKS

D16 D19 D22

D25

D10

D13

90° HOOKS

STANDARD HOOK 180°

OR 60 MM MIN.

4d A OR G

BAR BEND 90°

A OR G J A OR G

BAR SIZE

JIS

HOOK

DETAILING

DIMENSION

G d

DETAILING

DIMENSION

D = FINISHED INSIDE BEND DIAMETER

d = NOMINAL BAR DIAMETERb

D = 6d FOR D10 THROUGH D25b

J D

(MM)

(MM) (MM) (MM)

db b db

1 TYPICAL REBAR BENDING

SCALE : NOT TO SCALE

4-D13

OPENING

(2 LAYERS)

4-D13

(2 LAYERS)

300 < D < 500

2X4-D16

(2 LAYERS)

2X4-D16

(2 LAYERS)

OPENING OPENING

OPENING

D > 500

N1 B

N2 BARS

BARS, BOTH SIDE

N1 AND N2 BARS SHALL

BE SAME SIZE AS THE

INTERRUPTED MAIN BARS

NOTE:

4X2-D16 DIAGONAL

BARS (TB AND BB)

OF OPENING

(D)

OPENING

D D

D 50D

(TYP)

D < 300

(TYP)

3 TYPICAL WALL AND SLAB OPENING

SCALE : NOT TO SCALE

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

BAR SIZE

JIS

D10 D13 D16 D19 D22 D25

CLASS A

(MM) (INCH)

19.42 23.31 31.07 36.90 53.41 60.69

1.0 x Ld

CLASS B

(MM) (INCH)

25.25 30.30 40.40 47.97 69.43 78.90

1.3 x Ld

LAP SPLICE

SPLICE

(SEE TABLE)

CLASS A

(MM) (INCH)

14.92 17.93 23.90 28.39 41.08 46.69

1.0 x Ld

CLASS B

(MM) (INCH)

19.42 23.31 31.07 36.90 53.41 60.69

1.3 x Ld

TOP BARS OTHERS

MAIN BAR

SPLICE

(SEE TABLE)

(MIN)

MAIN BAR

TENSION TENSION

(MM) (INCH)

19.42 23.31 31.07 36.90 53.41 60.69

Ldc

LAP SPLICE

IN TENSION IN COMPRESSION

ALL BARS

6d FOR D10, D13, D16b 12d FOR D19, D22, D25b

D db A OR G

BEAM

90°

ILI

BEAM

ILI

G db

6db

135°

D = DIMENSION IS BEND DIAMETER

135° HOOKS

STIRRUP HOOKS

D16 D19 D22

D25

D10

D13

90° HOOKS

A OR G H A OR G

BAR SIZE

JIS D

(MM)

(MM) (MM) (MM)

D = BEND DIAMETER

BEAM

ILI

G db

6db

135°

75 MM MIN.

135° HOOKS

SEISMIC STIRRUP/TIE

D16 D19 D22

D25

D10

D13

A OR G H

BAR SIZE

JIS D

(MM)

(MM) (MM)

D = BEND DIAMETER

H = DIMENSION IS APPROXIMATE D = DIMENSION IS BEND DIAMETER H = DIMENSION IS APPROXIMATE

S-002

T Y

P I C

A L

E T

A I L S

Ld = DEVELOPMENT LENGTH Ldc = DEVELOPMENT LENGTH IN COMPRESSION

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

1:25

0 0.5 1.0 2.5M1.5 2.0

GRAPHIC SCALE1 MISCELLANEOUS TYPICAL DETAILS

SCALE 1:25

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

450 450

PILE CAP PLAN DETAIL, ( PC1 )

SCALE 1:25

ELEVATION / SECTION

450 450

5-D19@200 OC

1,2

1,1

PLAN

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

5- D1

0 O C

SCALE 1:25

TYPICAL SLAB ON GRADE

WAINSCOT (WS) DETAILS

SCALE 1:25

90 H

SLAB CONTROL JOINT, ( CNJ )

7575 12

300 300

BOLLARD DETAIL

SCALE 1:25

S2, 150 MM THICK

S1, 250 MM THICK

SLAB CONSTRUCTION JOINT, ( CJ )

S-003

M I S

C E

L L

A N

E O

Y P

I C

A L

E T

A I L S

0.2 5H

1,5

2,3

0 60

0.2 5H

SCALE 1:25 SCALE 1:25

1,2

SCALE 1:25

PEDESTAL DETAILS

SCALE 1:25

SECTION OF P2

650750

425 325

325325

SECTION - P1A SECTION - P1B

5±

1 6 2 TO 5

0 25

300 400

TYPICAL ELEVATION - "A"

750 (P1A/P1B) 700(P2)

25 LE

LIN

200200

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

1 TYPICAL WALL BRACE

NOT TO SCALE

2 TYPICAL ROOF BRACE

NOT TO SCALE

DETAIL 2A DETAIL 2B DETAIL 2C DETAIL 2D

DETAIL E DETAIL F DETAIL G

DETAIL A DETAIL B DETAIL C

ELEVATION

PLAN PLAN

ELEVATION SECTION

ELEVATION

PLAN

ELEVATION SECTION

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

S-004

T Y

P I C

A L

R A

A I L S

TYPICAL WALL BRACE ELEVATION

NOTES:

TYPICAL ROOF BRACE PLAN

NOTES:

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

2 3 4 65

6,587 7,112

8,4

35,560

9,1

7,112525 525

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

1 FOUNDATION PLAN

SCALE 1:100

10 M5420 1

GRAPHIC SCALE

1:100

PLAN

NORTH

2 ROOF FRAMING PLAN

SCALE 1:100

EXTERIOR FACE

OF METAL PANEL

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

1 6

2 3 4 5

6,587 7,112 7,112 6,587

35,360

7,112

P1B,PC1 FB1 FB1 FB1FB1

FB1 FB1 FB1 FB1FB1

CNJ

12MM PREMOLDED

ISOLATION JOINT

FILLER AND SEALANT

(TYPICAL)

P1A,PC1

EXTERIOR FACE

OF METAL PANEL

8,9

8,4

1,248 3,048 965 1,026 2,073 3,048 965 1,026 2,073 3,048 965 1,026 2,073 3,048 965 1,026 1,548 3,048 965 1,026

300 425

1,6

1,625

FB1

P2 P2

3,294 3,556 3,556 3,556 3,556 3,556 3,556 3,294 3,2933,293

4,2

CNJ

3,294 3,556 3,556 3,556 3,556 3,556 3,556 3,294 3,2933,294

4,2

TOC = 00

(SEE S-003, TYP)

B1 EAVE GIRDERS

B2 MINOR BEAMS

B1 B2

F1 F1 F1 F1 F1 A

CNJ CNJ CNJ

CNJ

S-101

F O

U N

D A

T I O

L A

R A

M I N

L A

BRACINGS SEEPURLINS

(TYPICAL)

TEST PILE

(TYP)

7,112 6,587

1,625

B3 RIDGE BEAMS

P1A,PC1

P1A,PC1P1B,PC1

P1B,PC1

F1 A

F1 MOMENT FRAME UNIFORM DEPTH COLUMNS AND GIRDERS

F1A BRACED FRAME, UNIFORM DEPTH COLUMNS AND GIRDERS

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

2,2

4,2

2,0

1,2

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

10 M5420 1

GRAPHIC SCALE

1:100

1 WALL ELEVATION AT GRID B

SCALE 1:100

1 2 3 4 5

6,587 7,112 7,112

35,560

7,112425

2 WALL ELEVATION AT GRID A

SCALE 1:100

3 WALL ELEVATION AT GRID 6

SCALE 1:100

4 WALL ELEVATION AT GRID 1

SCALE 1:100

1,2

8,494 225

8,944

4,2

2,0

1,2

3,0

1,2

2256,587 425

3,3

2,2

4,2

2,0

1,2

A B

8,494 225

8,944

2,1

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

S-201

W A

L L

L E

V A

T I O

N S

(TYP)

12345

6,5877,1127,112

35,560

7,112 425

6,587425

(TYP)

2,1

4,2

2,0

1,2

3,0

1,2

(TYP)

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

1:25

0 0.5 1.0 2.5M1.5 2.0

GRAPHIC SCALE

1 SECTION

SCALE 1:25

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

8,494225

B A

4,2

2,0

1,2

3,0

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

S-301

S E

C T

I O

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

D A

T E

E S

I G

N E

D R

A W

C H

E C

K E

U S

R M

N G

I N

E E

I S

T R

I C

J A

P A

C O

R P

N G

I N

E E

R S

A P

Sheet

Reference

Number:

B C D E F G H

S C

A L E

D R

A W

I N

O D

A B C D E F G H

A1 Size 594mm x 841mm

P R

O J E

I N

E E

R A

R C

H I T

E C

D A

T E

1 BEAM ELEVATION

SCALE 1:50

1:50

0 1.0 2.0 5M3.0 4.0

GRAPHIC SCALE

US ARMY CORPS OF ENGINEERS

JAPAN ENGINEER DISTRICT

1 2 3

56 4

2,0

1,2

50 400 REST @ 250 OC (MAX) 50400 REST @ 250 OC (MAX) 50400

2,0

1,2

50 400 REST @ 250 OC (MAX) 50400

2,0

1,2

50 400 REST @ 250 OC (MAX) 50400

B A

50 40050 400

S-401

B E

V A

T I O

N S

L E

I D

I N

E E

R I N

L L C

R O

A D

W A

U I T

O K

L A

H O

K w w w L E

I D

O S c o m e n g i n e e r i n g

L 2

ADD

ADDL

ADJ

AFF

AGGR

ALUM

ALT

ANOD

APPROX

ARCH

AREA DRAIN

ADDENDUM

ADDITIONAL

ADJACENT

ABOVE FINISHED FLOOR

AGGREGATE

ACTIVE LEAF

ALUMINUM

ALTERNATE

ANODIZED

APPROXIMATE

ARCHITECTURAL

BETW

BLK

BLKG

BMS

BOT

BRG

BSMT

BU ROD

BUR

BOARD

BETWEEN

BUMPER GUARD

BUILDING LINE

BLOCK

BLOCKING

BEAM

BODY MASS SENSOR

BOTTOM

BEARING

BASEMENT

BACK UP ROD

BUILT-UP ROOF

C TO C

CBB

CEM

CER

CIP

CLG

CMU

COL

COMM

CONC

CONN

CONST

CONT

CONTR

COORD

CSK

CTR

CENTER TO CENTER

COMPACT PARKING SPACE

CONCRETE BACKER BOARD

CEMENT

CERAMIC

CUBIC FOOT

CORNER GUARD

CAST IN PLACE

CONTROL JOINT

CENTER LINE

CEILING

CONCRETE MASONRY UNIT

COLUMN

COMMUNICATIONS

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

CONTRACTOR

COORDINATE

CAST STONE

COUNTER SUNK

CERAMIC TILE

CENTER

CURTAIN WALL

DTL

DIA

DIM

DPS

DWG

DWGS

DWLS

DEPTH

DETAIL

DIAMETER

DIMENSION

DEAL LOAD

DOWN

DOOR POSITION SWITCH

DOWN SPOUT

DRAWING

DRAWINGS

DOWELS

EXP BLT

EIFS

EL, ELEV

ELEC

ENCL

EQUIP

ESC

EVTR

EWC

EXH

EXIST

EXP

EXT

EACH

EXPANSION BOLT

EXTERIOR INSULATION FINISH

SYSTEM

EXPANSION JOINT

ELEVATION

ELECTRIC(AL)

ENCLOSE

EQUAL

EQUIPMENT

ESCALATOR

ELEVATOR

EACH WAY

ELECTRICAL WATER COOLER

EXHAUST

EXISTING

EXPOSED

EXTERIOR

FAU

FDN

FEC

FHC

FIN

FIN FLR

FIXT

FLASH

FLR

FLUOR

FTG

FVC

FIRE ALARM

FORCED AIR UNIT

FIRE RESISTIVE

FLOOR DRAIN

FOUNDATION

FIRE EXTINGUISHER

FIRE EXTINGUISHER CABINET

FINISHED FLOOR

FIRE HOSE CABINET

FINISH

FINISHED FLOOR

FIXTURE

FLASHING

FLOOR

FLUORESCENT

FACE OF

FOOT

FOOTING

FIRE VALVE CABINET

GALV

GEN

GFRC

GMFG

GND

GRG

GWB

GYP

GYP BD

GAUGE

GALVANIZED

GENERAL

GLASS FIBER REINFORCED CONCRETE

GALVANIZED IRON

GLASS

GLASS MAT FACED GYPSUM BOARD

GROUND

GRADE

GLASS REINFORCED GYPSUM

GYPSUM WALL BOARD

GYPSUM

GYPSUM BOARD

H H/C

HDW

HDWH

HOR

HTR

HIGH

HANDI-CAPPED

HOLLOW CORE

HOSE BIBB

HEAD

HARDWARE

HARDWOOD

HOLLOW METAL

HORIZONTAL

HIGH POINT

HOUR

HEIGHT

HEATER

INSUL

INT

INSIDE DIAMETER

INCH

INSULATION

INTERIOR

JAN

JANITOR

JOINT

KSF

KIPS (1,000 LB)

KNOCK OUT

KICK PLATE

KIPS PER SQUARE FOOT

LAM

LAV

LIN

LOC

LWC

ANGLE

LAMINATE

LAVATORY

POUND (WEIGHT)

LINEAL FOOT

LONG

LINEAR, LINEAL

LIVE LOAD

LOCATION

LOW POINT

LIGHT

LIGHTWEIGHT CONCRETE

MAS

MATL

MAX

MBM

MBS

MDO

MECH

MEMB

MFR

MIN

MISC

MOD

MOD BIT

MSL

MTD

MTL

MASONRY

MATERIAL

MAXIMUM

METAL BUILDING MANUFACTURER

METAL BUILDING SYSTEM

MEDIUM DENSITY OVERLAY

MECHANICAL

MEMBRANE

MANUFACTURER

MINIM

MISCELLANEOUS

MASONRY OPENING

MODIFIED

MODIFIED BITUMEN

MEAN SEA LEVEL

MOUNTED

METAL

NIC

NO. #

NOM

NTS

NWC

NOT APPLICABLE

NOT IN CONTRACT

NUMBER

NOMINAL

NOT TO SCALE

NORMAL WEIGHT CONCRETE

O TO O

OBO

OBO - ICS

OFCI

OFOI

OPNG

OPP

OVHD

OUTSIDE TO OUTSIDE

OVER ALL

ON CENTER

OVERSEAS BUILDING OPERATIONS

INTERNATIONAL CODE SUPPLEMENTS

OUTSIDE DIAMETER

OVERFLOW DRAIN

OWNER FURNISHED, CONTRACTOR

INSTALLED

OWNER FURNISHED, OWNER

INSTALLED

OPPOSITE HAND

OPENING

OPPOSITE

OVERHEAD

PLAM

PCF

PENT

PERF

PLUMB

PLYWD

PNL

POL

P.O.L.

PORT CEM

PREFAB

PREF

PSF

PSI

PTD

PTN

PLASTIC LAMINATE

PRECAST CONCRETE

POUNDS PER CUBIC FOOT

PLANTER DRAIN

PENTHOUSE

PERFORATED

PROPERTY LINE

PLATE

PLUMBING

PLYWOOD

PANEL

POLISHED

PETROLEUM OIL LUBRICANT

PORTLAND CEMENT

PAIR

PREFABRICATED

PREFINISHED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POINT

PAINTED

PARTITION

RAD

RCP

REBAR

RECP

REF

REINF

RELOC

REQD

RET

REX

RFVC

RWL

RISER

RADIUS

ROOF DRAIN

REINFORCING BAR

REFLECTED CEILING PLAN

RECEPTACLE

REFER OR REFERENCE

REINFORCING

RELOCATE(D)

REQUIRED

RETAINING WALL

REQUEST TO EXIT

RECESSED FIRE VALVE CAB

ROOM

ROUGH OPENING

RAIN WATER LEADER

SAB

SCHED

SECT

SED

SHT

SIM

SMS

SOG

SPA

SPEC

STA

STC

STD

STIFF

STL

STRUC

SUSP

SYM

SYS

SOUND ATTENUATION BLANKET

SOLID CORE

SCHEDULE

SECTION

STANDARD EMBASSY DESIGN

SQUARE FEET

SHEET

SIMILAR

SHEET METAL SCREW

SLAB ON GRADE

STAND PIPE

SPACE, SPACING

SPECIFICATION

SQUARE

STAINLESS STEEL

STATION

SOUND TRANSMISSION COEFFICIENT

STANDARD

STIFFENER

STEEL

STRUCTURAL

SUSPENDED

SYMMETRICAL

SYSTEM

T T&B

TEL

TEMP

THK

THOLD

TOB

TOC

TOF

TOP

TOS

TO STL

TYP

TREAD

TOP AND BOTTOM

TOP OF CURB

TELEPHONE

TEMPERATURE

THICK

THRESHOLD

TOP OF

TOP BEAM

TOP OF CONCRETE

TOP OF FOOTING

TOP OF PARAPET

TOP OF SLAB

TOP OF STEEL

TUBE STEEL

TOP OF WALL

TYPICAL

UNO

UNDERWRITERS LABORATORIES

UNLESS NOTED OTHERWISE

VAR

VCT

VERT

VEST

VWC

VARIES

VINYL COMPOSITE TILE

VERTICAL

VESTIBULE

VINYL WALL COVERING

W/ W/O W

WDW

WWF

WITH

WITHOUT

WIDTH

WOOD

WINDOW

WIDE FLANGE

WATER HEATER

WIND LOAD

WATERPROOF(ING)

WATER RESISTANT

WEIGHT

WELDED WIRE FABRIC

ABBREVIATIONS

ARCHITECTURAL REFERENCE SYMBOLS:

Room name

101 ROOM NUMBER REFERENCE

KEY NOTE REFERENCE

PARTITION TYPE REFERENCE

DOOR NUMBER REFERENCE

WINDOW REFERENCE

SPOT ELEVATION TAG

US ARMY CORPS

OF ENGINEERS

JAPAN ENGINEER DISTRICT

D A

T E

E S

E D

B Y

D R

A W

N B

C H

E C

K E

D B

U .S

. A R

M Y

E N

E E

R D

T , J

A P

A N

C O

R P

S O

F E

N G

E R

S A

P O

A P

-5

Sheet Reference Number:

O S

E N

E E

G , L

. B R

O A

D W

A Y

, S U

O K

O M

A C

, O K

8-w w w

.L E

S .c om /e ng in ee rin g

B C D E F G H

S C

D R

A W

C O

D E

A1 Size 594mm x 841mm

P R

C T

E N

E E

R /A

R C

E C

N O

N D

A B C D E F G H

I G

T, J

T I C

Q U

E N T

C E

A-001

W R

1 3

M C

O R

A T

G (V

M E

F 4)

A R

C H

C T

U R

A L

G E

N E

R A

L N

O T

E S

A N

D A

B B

R E

N S

N O

N D

R T

2 3 4 5

A-201

A-301

525 6587 7112 7112 7112 6587 525

A-301

35560 O.T.O. - FACE OF WALL PANEL

525 1248 3048 965 1026

1773 3048 965 1026

1773 3048 965 1026 1248 3048 965 1026

O .T

ORGANIZATIONAL

STORAGE

S100

S100A S100B

S100C S100D

S100E S100F

S100G S100H

S100J S100K

A-501

65 SQ M

(700 SQ FT)

65 SQ M

(700 SQ FT)

65 SQ M

(700 SQ FT)

65 SQ M

(700 SQ FT)

65 SQ M

(700 SQ FT)

TYP.

3702 TYP.TYP.

1 6

2 3 4 5

A-201

A-301

70 70

RIDGE LINE

GENERAL NOTES

1. ANY DISCREPANCIES IN DIMENSIONS IN THE FIELD SHALL BE

REPORTED FOR DIRECTION PRIOR TO PROCEEDING WITH

CONSTRUCTION.

2. WRITTEN DIMENSIONS GOVERN. DO NOT SCALE DRAWINGS.

3. EXTERIOR WALL DIMENSIONS SHOWN ARE FROM FACE OF

METAL PANEL TO FACE OF CONCRETE, CONCRETE OPENING,

OR BUILDING GRIDLINE.

4. REFER 500 SERIES SHEETS FOR DETAILS.

5. REFERENCE SPECIFICATION SECTION 09 06 90 (COLOR

SCHEDULE) FOR FINISH COLORS/MATERIALS.

WATER FLOW

SNOW CLIP

CROSS MEMBER EXTRUSION

CLAMP (ALUM)

STAINLESS STEEL BOLT & WASHER

PREF STANDING SEAM MTL ROOF PANEL,

AS SPECIFIED

BATTEN

PREF STANDING SEAM MTL ROOF PANEL, AS SPECIFIED

SET SCREWCROSS MEMBER

EXTRUSION

STAINLESS

STEEL BOLT &

WASHER

CLAMP (ALUMINUM)

US ARMY CORPS

OF ENGINEERS

JAPAN ENGINEER DISTRICT

D A

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E S

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B Y

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C H

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R D

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A P

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-5

Sheet Reference Number:

O S

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8-w w w

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S .c om /e ng in ee rin g

B C D E F G H

S C

D R

A W

C O

D E

A1 Size 594mm x 841mm

P R

C T

E N

E E

R /A

R C

E C

N O

N D

A B C D E F G H

I G

T, J

T I C

Q U

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As in di ca te d

A-101

W R

1 3

M C

O R

A T

G (V

M E

F 4)

O R

N A

N D

R O

O F

SCALE: 1 : 100

FLOOR PLAN1

SCALE: 1 : 100

ROOF PLAN2

SCALE - 1:100

0 400020001000

SCALE - 1:100

0 400020001000

PLAN

NORTH

PLAN

NORTH

02 PRE-FINISHED METAL (150x150mm) GUTTERS WITH (100mm dia.)

PVC DOWNSPOUTS. PROVIDE CONCRETE SPLASH BLOCK

05 102mm INSULATED METAL ROOF PANEL SYSTEM, R30 09 305mm dia. x 1524mm HIGH, CONCRETE FILLED SCHEDULE 80

GALVANIZED PIPE BOLLARD, PRIME AND PAINT SAFETY

YELLOW, TYP. REFER STRUCTURAL

23 PRE-ENGINEERED STEEL FRAME

37 PRECAST CONCRETE SPLASH BLOCK

68 WIRE MESH SECURITY PARTITION, FULL HEIGHT SLAB TO

STRUCTURE ABOVE

69 SNOW & ICE GUARD

70 TYPICAL GUTTER EXPANSION JOINT

SHEET KEYNOTES

SCALE: NOT TO SCALE

TYP SNOW & ICE GUARD DETAIL3

N O

N D

R T

FINISHED FLOOR

EAVE

A-301

05 01

70 70

FINISHED FLOOR

EAVE

A-301

05 01

1:10 1:10

L-1

FINISHED FLOOR

A B

EAVE

A-301

05 01

1:10 1:10

L-2

FINISHED FLOOR

1 6

EAVE

2 3 4 5

A-301

S100A S100B S100C S100D S100E S100F S100G S100H S100J S100K

12 12 12 12

26 26 26 2609 09 09 09 09 09 09 09 09 09 0909 09

METAL WALL PANELS, HARDWARE, AND ASSOCIATED TRIM:

GRAY SAND 13-1010 TPX (JPS T19-75D)

METAL ROOF PANELS AND ROOF CURBS

(EXTERIOR FACE) POLAR WHITE W/ AN SRI INDEX OF

MIN. 78, ADOBE TEXTURE

(INTERIOR FACE) PREFINISHED WHITE

ROOF CURBS, FASCIAS AND GUTTERING

WHITE TO MATCH ROOF

STEEL DOOR AND FRAMES:

CARAFE 19-1116 TPX (JPS T09-30D)

ALUMINUM WINDOWS:

CARAFE…

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File details come from the government source that posted it. Updated Nov 14, 2017.