16-B-0004_JOTC_Bldg_Repl_Drawings.pdf

US Army Corps of Engineers ®

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FY16, JOTC BUILDING REPLACEMENT,

EAST RANGE

SCHOFIELD BARRACKS, OAHU, HAWAII

PROJECT VICINITY

RTA SUBMITTAL

30 JUN 2016

LOCATION MAP VICINITY MAP

N N

PROJECT LOCATION

ISLAND OF OAHU

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G-001

G-002

G-003

TITLE SHEET, LOCATION MAP & VICINITY MAP

INDEX OF DRAWINGS

SITE PLAN, HAUL ROUTE & BUILDING REPLACEMENT SCHEDULE

GENERAL

S-001

S-002

S-003

SB101

SB102

SB103

SB104

SB105

SF101

SF102

SB301

SF201

SF501

SF502

GENERAL STRUCTURAL NOTES

GENERAL STRUCTURAL NOTES

GENERAL STRUCTURAL NOTES

OVERALL FOUNDATION PLAN

BLDG TYPE A- FOUNDATION AND FIRST FLOOR PLAN (FOUNDATION TYPE I) NEW AND DEMOLITION WORK

BLDG TYPE B- FOUNDATION AND FIRST FLOOR PLAN (FOUNDATION TYPE I) NEW AND DEMOLITION WORK

BLDG TYPE B- FOUNDATION AND FIRST FLOOR PLAN (FOUNDATION TYPE II) NEW AND DEMOLITION WORK

BLDG TYPE C- FOUNDATION AND FIRST FLOOR PLAN (FOUNDATION TYPE I) NEW AND DEMOLITION WORK

ROOF FRAMING PLAN

BLDG TYPES A, B & C WIND PRESSURE PLAN

FOUNDATION SECTIONS

ROOF TRUSS ELEVATIONS

STRUCTURAL FRAMING DETAILS

STRUCTURAL FRAMING DETAILS

STRUCTURAL

A-001

AD101

AD201

AD202

A-101

A-102

A-110

A-120

A-201

A-301

A-302

A-401

A-402

A-501

A-502

A-503

A-601

A-602

A-603

GENERAL ARCHITECTURAL NOTES

DEMOLITION PLANS

PHOTO ELEVATIONS OF EXISTING BLDGS TO BE DEMOLISHED 1

PHOTO ELEVATIONS OF EXISTING BLDGS TO BE DEMOLISHED 2

FLOOR PLANS (BUILDING TYPE A & B)

FLOOR PLAN (BUILDING TYPE C)

REFLECTED CEILING PLANS (BUILDING TYPE A, B & C)

ROOF PLANS (BUILDING TYPE A, B & C)

EXTERIOR ELEVATIONS - BUILDING TYPE A (BUILDING TYPE B & C SIMILAR)

BUILDING SECTIONS (BUILDING TYPE A, B & C)

BUILDING SECTIONS (BUILDING TYPE C)

WALL SECTIONS

WALL SECTIONS

WALL TYPES & DETAILS

ROOF DETAILS

WALL & ROOF DETAILS

ROOM FINISH, DOOR, WINDOW & COLOR SCHEDULE

DOOR AND WINDOW TYPES & DETAILS

SIGNAGE SCHEDULE

ARCHITECTURAL

SHEET TITLESHEET ID

INDEX OF DRAWINGS

SHT OF SHT REV STATUS

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

M-101 MECHANICAL LEGEND, NOTES, FLOOR PLANS, SCHEDULES AND DETAILS

MECHANICAL

E-001

E-002

ED101

ED102

ED103

ED104

ES101

ES102

EL101

EL102

EL103

EL501

EP101

EP102

EP103

EP501

EP601

EP602

ET101

ET102

ET501

ET502

ELECTRICAL SYMBOLS, LEGEND

ELECTRICAL NOTES & ABBREVIATIONS

EXISTING/ DEMOLITION SITE ELECTRICAL PLAN

EXISTING/ DEMOLITION SITE TELECOMMUNICATIONS PLAN

EXISTING/ DEMOLITION ELECTRICAL FLOOR PLAN - BUILDING TYPES A, B & C

EXISTING/ DEMOLITION ELECTRICAL FLOOR PLAN - HARDSTANDS

SITE ELECTRICAL PLAN

SITE TELECOMMUNICATIONS PLAN

ELECTRICAL LIGHTING FLOOR PLAN - BUILDING TYPES A & B

ELECTRICAL LIGHTING FLOOR PLAN - BUILDING TYPE C

ELECTRICAL LIGHTING FLOOR PLAN - HARDSTANDS

LIGHTING FIXTURE DETAILS

ELECTRICAL POWER FLOOR PLAN - BUILDING TYPES A & B

ELECTRICAL POWER FLOOR PLAN - BUILDING TYPE C

ELECTRICAL POWER FLOOR PLAN - HARDSTANDS

ELECTRICAL DETAILS

ELECTRICAL SINGLE-LINE DIAGRAM

ELECTRICAL PANEL SCHEDULES

TELECOMMUNICATIONS FLOOR PLAN - BUILDING TYPES A & B

TELECOMMUNICATIONS FLOOR PLAN - BUILDING TYPE C

TELECOMMUNICATIONS DETAILS - 1

TELECOMMUNICATIONS DETAILS - 2

ELECTRICAL

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

OF

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PR

GENERAL NOTES:

1. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS RELATING TO THE PROJECT

BEFORE COMMENCING WITH THE REQUIRED WORK.

2. CONTRACTOR SHALL PROMPTLY NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES

AND/OR CONDITIONS IN WHICH PREVENT HIM FROM FULFILLING THE TERMS OF THE CONTRACT.

3. ALL ITEMS AND MATERIALS TO BE REMOVED SHALL BE DONE IN SUCH A MANNER AS TO

PREVENT DAMAGE TO ITEMS AND MATERIALS TO REMAIN. ALL SUCH DAMAGES SHALL BE

SATISFACTORILY REPAIRED AT NO ADDITIONAL COST TO THE GOVERNMENT.

4. ALL WASTE MATERIALS SHALL BE PROMPTLY REMOVED AND DISPOSED OF OUTSIDE THE LIMITS

OF GOVERNMENT PROPERTY.

SHEET TITLESHEET ID

INDEX OF DRAWINGS

SHT OF SHT REV STATUS

8021802080188017801680158026

(OPTION)

(OPTION)

8000 8019

PROJECT LIMITS

COSA

(OPTION)

US Army Corps of Engineers ®

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1/32" = 1'-0"A1 SITE PLAN

LEGEND

TYPE A

PROJECT SITEHAUL ROUTE

B1 HAUL ROUTE

NOT TO SCALE

N

BUILDING NO

BUILDING TYPE

A

A

A

A

A

A

B

B

C

A

BUILDING REPLACEMENT

SCHEDULE

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TYPE B

TYPE C

OPTION

BASE

NOTE:

APPROXIMATE LOCATION OF COSA IS

INDICIATED. EXACT SIZE AND LOCATION

OF COSA TO BE COORDINATED WITH THE

CONTRACTING OFFICER.

PROVIDE ELECTRICAL

POWER & LIGHTING TO

EXISTING HARDSTANDS.

SEE ELEC. DWGS.

1. ALL MATERIALS AND WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL

CONFORM TO THE DRAWING SPECIFICATIONS, AND THE INTERNATIONAL

BUILDING CODE 2012 EDITION.

2. ALL WORK SHALL CONFORM TO THE BEST PRACTICE PREVAILING IN THE

VARIOUS TRADES COMPRISING THE WORK.

3. FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL, AND THEY SHALL

APPLY GENERALLY THROUGHOUT FOR SIMILAR CONDITIONS. MODIFY

TYPICAL DETAILS AS DIRECTED TO MEET SPECIAL CONDITIONS.

4. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL

NOTES AND TYPICAL DETAILS.

5. THE CONTRACTOR SHALL REFER TO THE SPECIFICATIONS FOR

INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE

STRUCTURAL DRAWINGS.

6. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING

THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS INCLUDING

EXISTING STRUCTURES. ALL DISCREPANCIES SHALL BE CALLED TO

ATTENTION OF THE CONTRACTING OFFICER AND BE RESOLVED BEFORE

PROCEEDING WITH THE WORK.

7.MODIFICATION TO DRAWINGS: THE GENERAL CONTRACTOR AND HIS

SUBCONTRACTORS MUST SUBMIT IN WRITING ANY REQUESTS FOR

MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. SHOP DRAWINGS

THAT ARE SUBMITTED TO THE CONTRACTING OFFICER FOR HIS REVIEW DO

NOT CONSTITUTE "IN WRITING." IN ANY EVENT, CHANGES TO THE PLANS

AND SPECIFICATIONS BY MEANS OF SHOP DRAWINGS BECOME THE

RESPONSIBILITY OF THE PERSON INITIATING SUCH CHANGES.

8. OPENING SIZES AND LOCATIONS WHEN INDICATED ON DRAWINGS ARE

FOR INFORMATION ONLY AND SHALL BE VERIFIED WITH THE APPROPRIATE

DRAWING AND/OR SUPPLIER BEFORE CONSTRUCTION.

A. SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF WALL

OPENINGS.

B. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE

AND LOCATION OF OPENINGS REQUIRED FOR DUCTS, PIPES

AND PIPE SLEEVES.

C. OPENINGS OR POCKETS LARGER THAN 6 INCHES NOT INDICATED

IN STRUCTURAL DRAWINGS SHALL NOT BE PLACED WITHOUT

WRITTEN NOTIFICATION OF THE CONTRACTING OFFICER.

D. CONDUITS AND PIPES TO BE EMBEDDED IN CONCRETE SHALL

SATISFY THE REQUIREMENTS OF ACI 318-11 SECTION 6.3.

9. WHERE DISCREPANCIES, OMISSIONS AND/OR CONFLICTS ARISE

BETWEEN DRAWINGS, SPECIFICATIONS, BUILDING CODES, OR STANDARDS,

CONTRACTOR SHALL PROVIDE WRITTEN NOTIFICATION TO THE

CONTRACTING OFFICER PRIOR TO PROCEEDING WITH ANY WORK

INVOLVED.

10. DIMENSIONS SHALL NOT BE SCALED FROM THE PLANS, SECTIONS

AND/OR DETAILS OF THE STRUCTURAL DRAWINGS.

11. EXISTING CONDITIONS ARE FOR GENERAL INFORMATION ONLY AND

SHALL BE FIELD VERIFIED BY THE CONTRACTING OFFICER BEFORE WORK

IS BEGUN. PROVIDE WRITTEN NOTIFICATION OF ANY DISCREPANCIES TO

THE ARCHITECT BEFORE PROCEEDING WITH THE WORK.

12. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS,

SUPPORTS AND ATTACHMENTS SHALL CONFORM WITH ASCE 7, CHAPTER

13. SEE DESIGN CRITERIA FOR SEISMIC DESIGN CATEGORY. ELEMENTS

PROVIDING STABILITY FOR COMPONENTS SHALL BE APPROVED BY ICC OR

EQUIVALENT TESTING PROCEDURES. PROVIDE SUSPENDED EQUIPMENT

WITH APPROVED LATERAL OR SWAY BRACING. SEE SPECIFICATIONS FOR

RESPONSIBILITY OF BRACING DESIGN.

GENERAL NOTES

DESIGN CRITERIA

1. THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE

INTERNATIONAL BUILDING CODE (IBC) 2012

2. LIVE LOAD (NON-REDUCIBLE)

A. OFFICE:---------------------------------------------------------------------- 50 PSF

B. ROOF LIVE LOAD:------------------------------------------------------- 20 PSF

C. PARTITIONS:--------------------------------------------------------------- 15 PSF D. LIGHT STORAGE:--------------------------------------------------------- 125 PSF

3. WIND DATA PER ASCE 7-10:

A. RISK CATEGORY:-------------------------------------------------------- II

B. BASIC WIND SPEED:---------------------------------------------------- 130 MPH

C. ENCLOSURE CLASSIFICATION:-------------- PARTIALLY-ENCLOSED

D. WIND EXPOSURE:------------------------------------------------------- C

4. EARTHQUAKE DATA PER ASCE 7-10:

A. MAPPED SPECTRAL RESPONSE ACCELERATION:

i. SHORT PERIOD------------------------0.561g

ii. 1-SEC PERIOD -------------------------0.159g

B. DESIGN SPECTRAL RESPONSE ACCELERATION:

i. SHORT PERIOD------------------------0.505g

ii. 1-SEC PERIOD -------------------------0.229g

C. SITE CLASS: D, IN ACCORDANCE WITH ASCE 7-10 SECTION 11.4.2

D. SEISMIC FORCE-RESISTING SYSTEM: BEARING WALL SYSTEM:

LIGHT-FRAME WALLS WITH SHEAR PANELS OF ALL OTHER

MATERIALS

E. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

PROCEDURE

1. IN THE ABSENCE OF A GEOTECHNICAL INVESTIGATION AND REPORT, THE

FOUNDATION DESIGN WAS BASED ON THE FOLLOWING GEOTECHNICAL DESIGN

PARAMETERS:

ALLOWABLE BEARING PRESSURE 1,500 PSF

COEFFICIENT OF FRICTION 0.4

SITE CLASS D

FOUNDATION

DEMOLITION,

REMOVAL AND RELOCATION WORK

1. THE CONSTRUCTION DRAWINGS INDICATE THE GENERAL EXTENT OF

REQUIRED DEMOLITION AND REMOVAL WORK. SEE ARCHITECTURAL AND

ELECTRICAL DRAWINGS FOR DEMOLITION DRAWINGS.

2. THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS

(PRIOR TO BID) TO DETERMINE THE EXTENT OF ALL REQUIRED

DEMOLITION WORK. THE REMOVAL OR DEMOLITION OF MATERIALS,

ACCESSORIES, FIXTURES, ETC. SHALL BE COMPLETE AND INCLUDE ALL

RELATED ITEMS TO THE EXTENT THAT CONSTRUCTION CAN BE

PERFORMED AND COMPLETED WITHOUT ADDITIONAL COST TO THE

GOVERNMENT.

3. ALL NECESSARY PRECAUTIONS SHALL BE TAKEN TO INSURE AGAINST

DAMAGE TO EXISTING ITEMS AND FEATURES REMAINING IN PLACE.

4. THE CONTRACTOR SHALL PROTECT AND SHIELD FROM DAMAGE ALL

AREAS ADJACENT TO AND SURROUNDING THE CONSTRUCTION WORK.

EXISTING CONDITIONS OR AREAS DAMAGED OR DISTURBED BY THE

CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO THEIR ORIGINAL

CONDITION.

5. THE CONTRACTOR SHALL REMOVE EXISTING ITEMS AS DEEMED

NECESSARY SO THAT FUTURE WORK CAN BE PERFORMED AND ALSO, SO

THAT ANY EXISTING ITEM IS NOT DAMAGED WHEN FUTURE WORK IS

PERFORMED. THE CONTRACTOR SHALL ALSO INSTALL ANY OR ALL OF

THE ITEMS, PATCH AND RESTORE SURROUNDING SURFACES AS

REQUIRED AS PART OF THE WORK ACCEPTABLE TO THE CONTRACTING

OFFICER.

6. ANY PORTION OF THE EXISTING UTILITIES THAT MUST BE REMOVED OR

OTHERWISE DISTURBED TO ACCOMPLISH THIS WORK CALLED FOR ON

THE PLANS SHALL BE RECONSTRUCTED, REPLACED OR RESTORED TO

THE ORIGINAL CONDITION AT THE CONTRACTORS OWN EXPENSE.

1. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE

INSTITUTE ACI 318

2. VERIFY LOCATIONS AND DIMENSIONS OF SLOTS, ANCHORS, DUCTS, ETC.,

RELATING TO ELECTRICAL WORK BEFORE POURING CONCRETE.

3. ALL INSERTS, ANCHOR BOLTS, PLATES, ETC. EMBEDDED IN CONCRETE

SHALL BE HOT-DIPPED GALVANIZED UNLESS NOTED OTHERWISE.

4. ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED DURING

PLACEMENT USING A MECHANICAL VIBRATOR. ALL CONCRETE SHALL BE

CURED FOR A PERIOD OF NOT LESS THAN 7 DAYS.

5. UNLESS OTHERWISE NOTED, MINIMUM REINFORCEMENT FOR CONCRETE

SLAB SHALL BE #3 @ 16" ON CENTERS, EACH WAY, AT MID-DEPTH.

6. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL WEIGHT

HARD ROCK TYPE (150#/CU, FT). PORTLAND CEMENT SHALL CONFORM TO

ASTM C-150 TYPE I OR II. CONCRETE MIXES SHALL BE DESIGNED BY A

QUALIFIED TESTING LABORATORY.

7. CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND

SHALL HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

A. SLAB ON GRADE 3,000 PSI

B. FOUNDATIONS 3,000 PSI

C. ALL OTHER CONCRETE 3,000 PSI

8. ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A

MINIMUM AMPLITUDE OF 1/4".

9. SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS,

REGLETS, FINISHES AND OTHER NON-STRUCTURAL ITEMS NOT SHOWN OR

SPECIFIED ON THE STRUCTURAL DRAWINGS.

10. NON-SHRINK GROUT SHALL BE A PREMIXED NON-METALLIC FORMULA,

CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI IN

1 DAY AND 5,000 PSI IN 28 DAYS.

11. EPOXY ADHESIVE SHALL BE SIMPSON SET, HILTI HIT HY-200, OR

APPROVED EQUAL ADHESIVE SHALL MEET ASTM C881 AND HAVE AN

ULTIMATE TENSILE STRENGTH OF 48 KIPS (#5 2,000 PSI, 9" EMBEDMENT).

12. CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF

STRUCTURE WHERE MIX IS USED. MIX DESIGN SHALL BE SUBMITTED TO

CONTRACTING OFFICER FOR REVIEW PRIOR TO CONSTRUCTION.

13. WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM

INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS

OR OTHER SUBSTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL

REINFORCEMENT.

14. MAXIMUM AGGREGATE SIZE IN CONCRETE TOPPING AND RAMPS SHALL

NOT EXCEED 3/8".

15. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS

SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

16. PROVIDE SLEEVES FOR ELECTRICAL OPENINGS IN

CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY

CONFLICT. CORING IN CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN.

NOTIFY THE CONTRACTING OFFICER IN ADVANCE OF CONDITIONS NOT

SHOWN ON THE DRAWINGS.

17. CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS

SHALL NOT BE USED.

CONCRETE

A.B.

ALT

APPROX

ARCH

BAL

BOT

BRG

CIP

CJ

CLR

COL.

CONC

CONN

CONT

COORD

CSJ

CTRD

DCJ

DIA

DO

DWG

E.F.

E.W.

EA

EJ

EL

EQ

FTG

GA

GALV

GR.

GSN

HORIZ

I.A.W.

kN

KSI

LLH

LLV

LONG.

MAX

MECH'L

MFR

MIN

M.S.L.

MPa

N.T.S.

OC

OPP

Pa

PL

PSI

REINF

SIM

SPA

STD

STL

THK

T.O.

TOC

TRANS

TYP

U.O.N.

VERT

ANCHOR BOLT

ALTERNATE

APPROXIMATELY

ARCHITECTURAL

BALANCE

BOTTOM

BEARING

CENTERLINE

CAST-IN-PLACE

CONTROL JOINT

CLEARANCE

COLUMN

CONCRETE

CONNECTION

CONTINUOUS

COORDINATE

CONSTRUCTION JOINT

CENTERED

DOWELED CONSTRUCTION JOINT

DIAMETER

DITTO (REPEAT)

DRAWING

EACH FACE

EACH WAY

EACH

EXPANSION JOINT

ELEVATION

EQUAL

FOOTING

GAGE

GALVANIZED

GRADE

GENERAL STRUCTURAL NOTE

HORIZONTAL

IN ACCORDANCE WITH

KILONEWTONS

KIPS PER SQUARE INCH

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

MEAN SEA LEVEL

MEGAPASCAL

NOT TO SCALE

ON CENTER

OPPOSITE

PASCAL

PLATE

POUNDS PER SQUARE INCH

REINFORCING

SIMILAR

SPACES

STANDARD

STEEL

THICK

TOP OF

TOP OF CONCRETE

TRANSVERSE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

ABBREVIATIONS

US Army Corps of Engineers ®

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1. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60.

2. CLEAR CONCRETE COVER FOR REINFORCING BARS SHALL BE AS

FOLLOWS, UNLESS OTHERWISE NOTED:

A. CONCRETE CAST AGAINST

AND PERMANENTLY EXPOSED TO EARTH--------------------------------3"

B. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER

a. NO. 5 BAR, W31 WIRE, AND SMALLER-----------------------------1.5"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND:

a. NO. 11 BAR AND SMALLER-------------------------------------------0.75"

3. REINFORCING STEEL SHALL BE SPLICED WHERE INDICATED ON PLANS.

PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND SCHEDULE,

UNLESS OTHERWISE NOTED.

4. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS ARE TO BE

SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.

5. REINFORCING BAR BENDS SHALL BE MADE COLD.

6. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN

CONFORMANCE

WITH THE "ACI DETAILING MANUAL - 2004" (SP-66) AS MODIFIED BY THE

PROJECT DRAWINGS AND SPECIFICATIONS.

7. CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS

FOR CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION.

8. WELDING OF REINFORCING STEEL IS NOT PERMITTED.

9. REINFORCING BARS SHALL NOT BE BENT MULTIPLE TIMES IN THE SAME

LOCATION.

REINFORCING STEEL

1. THE MANUFACTURE, DETAILING, AND ERECTION OF STEEL ROOF DECK

SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK

INSTITUTE SPECIFICATIONS.

2. METAL DECK SHALL HAVE THE MINIMUM SECTION PROPERTIES

(PER 3'-0" WIDE PANEL)

GAUGE 22

MIN DEPTH 1.5 IN

MIN MOMENT OF INERTIA (I) 0.175 IN^4 /FT

MIN SECTION MODULUS (+S) 0.187 IN^3 /FT

MIN SECTION MODULUS (- S) 0.198 IN^3 /FT

3. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL

SHEETS HAVING A MINIMUM YIELD POINT OF 33 KSI AND CONFORMING TO ASTM

A653-SS GR 33.

4. MINIMUM REQUIRED FINISH IS GALVANIZED COATING CONFORMING TO ASTM

A653 G90.

4. MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2". SHEETS SHALL

BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY FASTENERS AS

INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH MANUFACTURER'S

RECOMMENDATIONS.

5. PROVIDE CLOSURES AS REQUIRED TO COMPLETE THE WORK AND MAKE

WATERTIGHT. OPEN ENDS OF ALL RIBS AT ROOF TO BE CLOSED WITH

NEOPRENE OR RUBBER FILLER STRIPS.

6. CEILING AND MECHANICAL AND ELECTRICAL EQUIPMENT SHALL NOT BE

SUPPORTED OFF OF METAL DECKING.

STEEL ROOF DECK

1. ALL COLD-FORMED STEEL FRAMING SHALL COMPLY WITH THE

AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" LATEST

EDITION.

2. COLD-FORMED SHAPES AND MEMBERS SHALL BE MANUFACTURED BY

CURRENT MEMBERS OF THE STEEL STUD MANUFACTURERS ASSOCIATION

(SSMA) PER SSMA STANDARDS. SHAPES AND MEMBERS SHALL CONFORM

TO ASTM A 693. (GRADE 50, Fy = 50 KSI FOR 14 AND 16 GAGE AND THICKER;

GRADE 33, Fy = 33 KSI FOR 18 AND 20 GAGE THICKNESS) AND SHALL BE

GALVANIZED PER ASTM A 924 (G90 COATING).

3. PURLINS SPECIFIED ON THE DRAWINGS SHALL HAVE THE FOLLOWING

MINIMUM SECTION PROPERTIES:

SECTION FLANGE WIDTH A (IN^2) I (IN^4)

400S162-33 1.62" 0.275 0.692 600S137-54 1.37" 0.514 2.518 600S162-68 1.62" 0.693 3.525 600S200-54 2.00" 0.613 3.319

4. ACCESSORIES: PROVIDE ALL ACCESSORIES INCLUDING BUT NOT

NECESSARILY LIMITED TO TRACKS, CLIPS, WEB STIFFENERS, ANCHORS,

FASTENING DEVICES AND OTHER ACCESSORIES REQUIRED FOR A

COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE

MANUFACTURER FOR THE STEEL MEMBERS USED.

5. UNLESS OTHERWISE INDICATED, FASTENING OF COMPONENTS SHALL

BE WITH GALVANIZED SELF-DRILLING, SELF TAPPING SCREWS OR

WELDING. SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE

THE STRENGTH OF THE CONNECTION. ALL WELDS SHALL BE TOUCHED UP

WITH ZINC-RICH PAINT. A MINIMUM OF 2 #10 SCREWS SHALL BE PROVIDED

AT EACH CONNECTION.

6. SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW TO THE

CONTRACTING OFFICER FOR ALL COLD-FORMED STEEL, FABRICATED

BRACKETS, HARDWARE AND MISCELLANEOUS METALS PRIOR TO

FABRICATION.

COLD-FORMED (LIGHT GAGE) STEEL

FRAMING

1. EPOXY GROUTING OF REBARS: EPOXY SHALL BE INJECTION GEL

SYSTEM. SUBMIT ICC-ES EVALUATION REPORT AND TECHNICAL DATA FOR

ALL EPOXY PRODUCTS. HOLE SIZE FOR REBAR GROUTING SHALL BE 1/8"

LARGER THAN REBAR DIAMETER. JUST PRIOR TO GROUTING, EACH HOLE

SHALL BE SCRAPED AND NYLON BRUSHED, AND THEN, SHALL BE BLOWN

OUT USING OIL FREE COMPRESSED AIR TO REMOVE ANY RESIDUE.

GROUTING PREPARATION AND APPLICATION SHALL STRICTLY CONFORM

TO THE EPOXY MANUFACTURER'S INSTRUCTIONS AND

RECOMMENDATIONS.

2. ALL SURFACE PREPARATION AND EPOXY GROUTING WORK SHALL BE

OBSERVED BY THE SPECIAL INSPECTOR. NOTIFY INSPECTOR (3)

WORKING DAYS PRIOR TO ANY EPOXY GROUTING OPERATIONS.

3. PROTECT CONCRETE SURFACES BEYOND THE LIMITS OF THE

SURFACE RECEIVING THE EPOXY GROUT AGAINST SPILLAGE.

IMMEDIATELY REMOVE ANY EPOXY COMPOUND, APPLIED OR SPILLED,

BEYOND THE DESIRED AREAS. PERFORM CLEAN UP WITH MATERIALS AS

RECOMMENDED BY THE EPOXY MANUFACTURER.

EPOXY GROUTING

1. PRE-ENGINEERED COLD-FORMED METAL TRUSS SHALL BE DETAILED,

FABRICATED AND ERECTED IN ACCORDANCE WITH THE "ANSI

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS" LATEST EDITION.

2. COLD-FORMED STEEL SHALL CONFORM TO ONE OF THE FOLLOWING

STANDARD SPECIFICATIONS, LATEST EDITION:

A. ALL COMPONENTS GAUGES: FABRICATED COMPONENTS OF

STRUCTURAL QUALITY STEEL SHEET PER ASTM A653 WITH A

MINIMUM YIELD STRENGTH OF 33ksi.

B. BRACING, BRIDGING AND BLOCKING MEMBERS: FABRICATE

COMPONENTS OF COMMERCIAL QUALITY STEEL SHEET PER

ASTM A653 WITH A MINIMUM YIELD STRENGTH OF 33ksi.

3. CONNECTION FOR COLD-FORMED STEEL SHALL CONFORM TO THE

"AISI FASTENERS FOR RESIDENTIAL STEEL FRAMING RG-933 "LATEST

EDITION INCLUDING THE FOLLOWING:

A. SELF DRILLING SCREWS.................ASTM C1513-04

B. GUSSET PLATES USED AT JOINTS SHALL BE 16 GAUGE

MINIMUM.

4. PRE-ENGINEERED COLD-FORMED STEEL SHALL CONFORM TO THE

FOLLOWING MINIMUM LOADS.

A. DEAD LOAD AT TOP CHORD (GRAVITY).....................15psf (FOR WIND UPLIFT)......................................5 pdf MAX

B. DEAD LOAD AT BOT. CHORD (GRAVITY)...................10psf (NOT

USED FOR UPLIFT)

C. LIVE LOAD AT TOP CHORD............................20psf

D. WIND LOAD INCLUDING UPLIFT PER ASCE 7-10 130 MPH,

EXPOSURE C, PARTIALLY ENCLOSED. TRUSSES SHALL BE

DESIGNED FOR C & C AND MWFRS PRESSURES

PER ASCE 7-10.

E. TRUSS DEFLECTIONS UNDER THE LOADS LISTED ABOVE

SHALL NOT EXCEED THE FOLLOWING:

1. VERTICAL DEFLECTION (FOR DEAD + LIVE)....SPAN/240

(FOR LIVE)...................SPAN/480

2. VERTICAL DEFLECTION AT

CANTILEVERS & OVERHANGS

(EAVES) (FOR DEAD + LIVE)....3/8"

3. HORIZONTAL DEFLECTION AT

TRUSS BEARING POINTS (FOR DEAD + LIVE).....3/8"

F. HIP AND /OR GIRDER TRUSSES SHALL BE DESIGNED FOR THE

TRIBUTARY AND CONCENTRATED LOADS.

5. ALL TRUSS CONNECTIONS INCLUDING BRACING AND CONNECTIONS

TO SUPPORTING MEMBERS SHALL BE DESIGNED BY THE PRE-

ENGINEERED COLD-FORMED METAL TRUSS MANUFACTURER.

6. CUTTING OF OPENING IN STEEL FRAMING SHALL NOT BE ALLOWED.

7. RE-ENGINEERED COLD-FORMED METAL TRUSS MANUFACTURER

SHALL SUBMIT THE FOLLOWING FOR REVIEW PRIOR TO FABRICATION:

A. FABRICATION DRAWINGS INDICATING SPANS, MEMBER SIZES,

CONNECTION DETAILS, DIMENSIONS AND ICBO REPORTS FOR

MEMBERS AND CONNECTORS.

B. DESIGN CALCULATIONS SEALED AND SIGNED BY A

STRUCTURAL ENGINEER LICENSED IN THE STATE OF HAWAII.

8. MINIMUM REQUIRED FINISH IS GALVANIZED COATING CONFORMING

TO ASTM A653 G90.

9. PROVIDE SELF-DRILLING CERAMIC COATED HOT-DIPPED

GALVANIZED STEEL SCREWS OR GALVANIZED BOLTS FOR

CONNECTIONS.

PRE-ENGINEERED TRUSS NOTES

1. IN ADDITION TO THE INSPECTION PROCEDURES AND REQUIREMENTS

SPECIFIED BY IBC 2012 SECTION 110 AND IN ACCORDANCE WITH SECTION

1704, THE CONTRACTING OFFICER WILL EMPLOY SPECIAL INSPECTORS, WHO

SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION OF THE FOLLOWING

TYPES OF WORK:

A. CONCRETE

B. EPOXY DOWELS AN ANCHORS

C. BOLTS INSTALLED IN CONCRETE

D. REINFORCING STEEL

E. POST INSTALLED ANCHORS/DOWELS

F. SEISMIC FORCE RESISTING SYSTEM.

2. FINAL REPORT: SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT

STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE

BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE TO THE

CONSTRUCTION DOCUMENTS AND THE APPLICABLE PROVISIONS OF THE

BUILDING CODE.

3. CONTRACTOR SHALL PROVIDE TWO WEEK SCHEDULE OF ANTICIPATED

WORK REQUIRING SPECIAL INSPECTION. IT SHALL BE THE DUTY OF THE

PERSON DOING THE WORK TO NOTIFY THE SPECIAL INSPECTOR THAT SUCH

WORK IS READY FOR INSPECTION. INSPECTION REQUESTS SHALL BE IN

WRITING AND FILED AT LEAST TWO WORKING DAYS BEFORE SUCH

INSPECTION IS DESIRED.

4. IT SHALL BE THE DUTY OF THE CONTRACTOR TO CAUSE THE WORK TO

REMAIN ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER

THE SPECIAL INSPECTOR NOT THE OWNER SHALL BE LIABLE FOR EXPENSES

ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED

TO ALLOW INSPECTION.

5. THE SPECIAL INSPECTOR SHALL NOT BE RESPONSIBLE FOR THE MEANS,

METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURE OF CONSTRUCTION

SELECTED BY THE CONTRACTOR OF SAFETY PR CAUTIONS AND PROGRAMS

INCIDENT TO THE WORK OF THE CONTRACTOR.

6. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE FINAL

QUALITY CONTROL REVIEW OF WORK TO ENSURE THAT ITEMS OBSERVED BY

THE SPECIAL INSPECTOR HAVE NOT BEEN MOVED, REMOVED , DISPLACED OR

DISLODGED BY THE NUMEROUS SUBCONTRACTORS WORKING ON THE SITE

BETWEEN INSPECTION AND COMPLETION OF WORK.

7. ACCEPTANCE AS A RESULT OF AN INSPECTION SHALL NOT BE CONSTRUED

TO BE AN ACCEPTANCE OF A VIOLATION OF THE BUILDING CODE PROVISIONS

OR OF OTHER ORDINANCES OF THE JURISDICTION. INSPECTION PRESUMING

TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF THE

BUILDING CODE OR OF OTHER ORDINANCES OF THE JURISDICTION SHALL

NOT BE VALID.

8. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE QUALITY OF

WORK AND COMPLIANCE WITH CONSTRUCTION DOCUMENTS. THE SPECIAL

INSPECTIONS DO NOT CONSTITUTE REPLACEMENT OF THEIR REQUIRED

QUALITY CONTROL OR APPROVAL OF THEIR WORK. THE OWNER, SPECIAL

INSPECTOR AN S.E.R. SHALL NOT BE LIABLE FOR ANY EXPENSES ENTAILED IN

NON-CONFORMING WORK THAT MAY OR MAY NOT BE IDENTIFIED IN THE

SPECIAL INSPECTION PROCESS.

SPECIAL INSPECTION REQUIREMENTS

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STIRRUP

(TIES SIMILAR)

STIRRUP AND TIE HOOK

DIMENSIONS ALL GRADES, in

BAR

SIZE

Dm 90 HOOKS 135 HOOKS H

APPROX.

HOOK

A OR G

HOOK

A OR G

#3 1-1/2 4 4 2-1/2

#4 2 4-1/2 4-1/2 3

#5 2-1/2 6 5-1/2 3-3/4

#6 4-1/2 12 8 4-1/2

#7 5-1/4 14 9 5-1/4

#8 6 16 10-1/2 6

D

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Dm

Dm d

A OR G

6d FOR #3, #4, #5 12d FOR #6, #7, #8

D

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Dm d d

Dm

6d

H

BAR

SIZE

Dm 90 HOOKS180 HOOKS

A OR GJ

#3 2-1/4 5 3 6

#4 3 6 4 8

#5 3-3/4 7 5 10

#6 4-1/2 8 6 12

#7 5-1/4 10 7 14

#8 6 11 8 16 DIMENSION

DETAILING

Dm d

A O

R G dd

DIMENSION

DETAILING

Dm d J d

2-1/2" MIN

4d OR

A OR G

HOOK

A OR G

#9 9-1/2 15 11-3/4 19

#10 10-3/4 17 13-1/4 22

#11 12 19 12-3/4 24

REINFORCEMENT SPLICE SCHEDULE

(FOR GRADE 60, UNCOATED BARS & NORMAL WEIGHT CONCRETE), in

BAR

SIZE

f'c=3.5 ksi

TOP

BARS (3)

#3 28 21

#4 35 27

#5 44 34

#6 53 41

#7 77 58

#8 88 67

OTHER

BARS

#9 98 76

#10 110 85

#11 122 94 f'c=3.4 ksi

TOP

BARS (3)

26 20

32 25

40 31

49 38

71 54

82 62

OTHER

BARS

91 70

102 78

114 86 f'c=5 ksi

TOP

BARS (3)

22 17

29 22

36 28

43 33

63 49

72 55

OTHER

BARS

81 63

91 70

102 78 f'c=

3.5 ksi

6 6

8 7

10 9

12 10

14 12

16 14

18 15

20 17

22 19 f'c > 4 ksi f'c >

3.5 ksi

MINIMUM TENSION LAP SPLICE

LENGTHS (I ) (1), (4)

MINIMUM EMBEDMENT

LENGTHS FOR STANDARD END

HOOKS ("I ") (3)

MINIMUM LAP SPLICE

LENGTHS FOR BARS IN

COMPRESSION ("I ") (1)

MINIMUM STRAIGHT

DEVELOPEMENT LENGTH ("L ")

FOR BARS IN COMPRESSIONdh sc dc f'c >

3.5 ksi

1. IF CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF

THE BAR OR THE CENTER TO CENTER SPACING IS NOT GREATER

THAN (3) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY

50%.

2. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH

OF CONCRETE CAST BELOW THEM.

3. IF CONCRETE COVER IS NOT GREATER THAN 2-1/2" AND THE END

COVER OF HOOK IS NOT GREATER THAN 2", THEN VALUES SHALL BE

INCREASED BY 43%.

4. NON-CONTACT SPLICES ARE NOT ALLOWED.

NOTES:

d

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AP

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3/4" = 1'-0"A1

STIRRUP AND TIE HOOK

DIMENSIONS

3/4" = 1'-0"A2 STANDARD HOOK DIMENSION

3/4" = 1'-0"C1

REINFORCEMENT SPLICE

SCHEDULE

8026 8015 8016 8017 8018 8020 8021

LEGEND

BUILDING TYPE A REPLACE EXIST. THICKENED EDGE FOOTING AND ADD 3"

FOUNDATION TYPE II CONCRETE TOPPING SLAB & 12" CURB (SEE DETAIL A1/SB301)

BUILDING TYPE B REPLACE EXIST. THICKENED EDGE FOOTING AND ADD 6"

FOUNDATION TYPE I CONCRETE TOPPING SLAB & 12" CURB (SEE DETAIL C1/SB301)

BUILDING TYPE B REPLACE EXIST. THICKENED EDGE FOOTING AND ADD 3"

FOUNDATION TYPE II CONCRETE TOPPING SLAB & 12" CURB (SEE DETAIL A1/SB301)

BUILDING TYPE C REPLACE EXIST. THICKENED EDGE FOOTING AND ADD 6"

FOUNDATION TYPE I CONCRETE TOPPING SLAB & 12" CURB (SEE DETAIL C1/SB301)

NOTE: NEW CONCRETE PERIMETER SLAB AROUND BUILDINGS NOT SHOWN FOR CLARITY

BUILDING NUMBER FOUNDATION TYPE BUILDING TYPE

8001 II A

8003 II A

8004 II A

8015 II A

8016 II A

8017 II A

8018 II B

8020 I B

8021 I C

8026 II A

FOUNDATION TYPE SCHEDULE

OPTION

OPTION

BASE BID

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1-

1/16" = 1'-0"A1 OVERALL FOUNDATION PLAN

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A1

A4

A4

BB

BA

A2 A3

BC

4'

0"

6' - 6" 7' - 0" 6' - 6"

20' - 0"

2' - 0"

DEMOLISH AREA OF EXIST. SLAB

SHOWN REPLACE WITH

NEW THICKENED EDGE FOOTING, TYP.

A1

A1

A4

A4

BB

BA

A2 A3

BC

NEW 600S200-54 METAL STUDS

@ MAX 16" O.C. OVER 6" THK.

CONC. STEM WALL W/ 23 GA.

STEEL SHEATHING ON EXT.

FACE.

NEW 3" THK. CONCRETE

TOPPING W/ 4X4-W2.0 X

W2.0 WELDED WIRE

MESH

NEW 4" MIN. THK.

CONCRETE

PERIMETER SLAB W/4X4-

W2.0 X W2.0 WELDED WIRE

MESH

NEW THICKENED EDGE FOOTING, TYP.

NEW THICKENED EDGE

FOOTING, TYP.

4'

0"

4'

0"

6' - 6" 7' - 0" 6' - 6"

4' - 0" 20' - 0" 4' - 0"

A1

SB301

NEW 600S200-54 METAL STUDS @ MAX 16" O.C.

OVER 6" THK. CONC. STEM WALL

W/ 23 GA. STEEL SHEATHING ON EXT. FACE.

A2

SF201

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1 HD-1

HD-1 HD-1

NOTES:

1. EXTERIOR WALL SHEATHING TO STUD

FASTENER SPACING:

PANEL EDGE: #8 SCREWS AT 4"

FIELD: #8 SCREWS AT 12"

2. HD-1: SIMPSON HTT4 OR BETTER

ANCHOR BOLT: SIMPSON SSTB20 ANCHOR

BOLT WITH MIN. 20" EMBEDMENT DEPTH

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

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O R

PS

O

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IN

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Y:

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1 2 3 4 5

D

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B

A

S C

H O

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D B

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R A

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AI

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BL

D

G T

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A-

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F L O

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D D

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G R

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LA

C

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T , E

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T R

AN

G

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O N

O L U

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IC

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FT

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H A F

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, H

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AI

I

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N

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AF

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D es ig ne r

Au th or

JYC

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J

U N

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2-

M

AR

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C

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IP

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AP

PR

1/4" = 1'-0"A1 BLDG TYPE A DEMO PLAN (FOUNDATION TYPE II)

1/4" = 1'-0"A3

BLDG TYPE A FOUNDATION AND FIRST

FLOOR PLAN (FOUNDATION TYPE II)

B1 B4

BB

BA

BC

B2 B3

DEMOLISH AREA OF EXIST. SLAB

SHOWN REPLACE WITH

NEW THICKENED EDGE FOOTING, TYP.

2' - 0" TYP.

20' - 0"

6' - 6" 7' - 0" 6' - 6"

4'

0"

B1 B4

BB

BA

C1

SB301

BC

B2 B3

4'

0"

4'

0"

NEW 600S200-54 METAL STUDS

@ MAX 16" O.C. OVER 6" THK.

CONC. STEM WALL. W/ 23 GA.

STEEL SHEATHING ON EXT. FACE.

NEW 6" THK. CONCRETE TOPPING

W/ #3 @ 16" O.C. E.W. OVER

EXIST. CONC. SLAB-ON-GRADE

NEW 4" MIN. THK. CONCRETE

PERIMETER SLAB W/4X4-W2.0 X W2.0

WELDED WIRE MESH

NEW THICKENED

EDGE FOOTING,

TYP.

4' - 0" 20' - 0" 4' - 0"

6' - 6" 7' - 0" 6' - 6"

9'

1/

8"

5/ 8"

/4

NEW THICKENED EDGE FOOTING

NEW 600S200-54 METAL STUDS @

MAX 16" O.C. OVER 6" THK. CONC.

STEM WALL W/ 23 GA. STEEL

SHEATHING ON EXT. FACE., TYP.

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1 HD-1

HD-1 HD-1

NOTES:

1. EXTERIOR WALL SHEATHING TO STUD

FASTENER SPACING:

PANEL EDGE: #8 SCREWS AT 4"

FIELD: #8 SCREWS AT 12"

2. HD-1: SIMPSON HTT4 OR BETTER

ANCHOR BOLT: SIMPSON SSTB20 ANCHOR

BOLT WITH MIN. 20" EMBEDMENT DEPTH

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

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G

IN

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D R

A W N

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D

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B

Y:

SU

B M

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D B

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B

A

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H O

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D B

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R A

C K

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SB103

BL

D

G T

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E

B-

FO

U N

D A T

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N

A N

D F

IR

ST

F L O

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N (F

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N D

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N T

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E

I ) N

EW

AN

D D

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W O

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FY

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TC

B

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D

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G R

EP

LA

C

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EN

T , E

AS

T R

AN

G

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O N

O L U

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D

IS

TR

IC

T

FT

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H A F

TE

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, H

AW

AI

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N

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N G

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IN

G C

EN

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D

IN

G

FT

S

H

AF

TE

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, H I 9

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JL

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S

SS JYBH

J

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SB

3-

M

AR

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ES

C

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IP

TI

O

N D

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AP

PR

1/4" = 1'-0"A1

BLDG TYPE B DEMO PLAN

(FOUNDATION TYPE I)

1/4" = 1'-0"A3

BLDG TYPE B FOUNDATION AND

FIRST FLOOR PLAN (FOUNDATION

TYPE I)

A4

A4

BB

BA

A2 A3

BC

A4

SB301

A2

SF201

NEW 600S200-54 METAL STUDS @ MAX 16" O.C.

OVER 6" THK. CONC. STEM WALL W/ 23 GA.

STEEL SHEATHING ON EXT. FACE.

NEW 3" THK. CONCRETE

TOPPING W/ 4X4-W2.0 X

W2.0 WELDED WIRE

MESH

NEW 4" MIN. THK.

CONCRETE

PERIMETER SLAB W/4X4-

W2.0 X W2.0 WELDED WIRE

MESH

NEW THICKENED EDGE FOOTING, TYP.

NEW THICKENED EDGE

FOOTING, TYP.

NEW 3 5/8" THK. CONC. STEM WALL

BELOW 362S125-27 METAL STUD

PARTITION WALL @ MAX 16" O.C.

9'

1/

8"

5/ 8"

/4

4'

0"

4'

0"

6' - 6" 7' - 0" 6' - 6"

4' - 0" 20' - 0" 4' - 0"

A1

SB301

NEW 600S200-54 METAL STUDS @ MAX 16" O.C.

OVER 6" THK. CONC. STEM WALL

W/ 23 GA. STEEL SHEATHING ON EXT. FACE., TYP.

B B

B BB B

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1 HD-1

HD-1 HD-1

NOTES:

1. EXTERIOR WALL SHEATHING TO STUD

FASTENER SPACING:

PANEL EDGE: #8 SCREWS AT 4"

FIELD: #8 SCREWS AT 12"

2. HD-1: SIMPSON HTT4 OR BETTER

ANCHOR BOLT: SIMPSON SSTB20 ANCHOR

BOLT WITH MIN. 20" EMBEDMENT DEPTH

BA

BC

BB

A1

A1

A4

A4

BB

BA

A2 A3

BC

4'

0"

6' - 6" 7' - 0" 6' - 6"

20' - 0"

2' - 0"

DEMOLISH AREA OF EXIST. SLAB

SHOWN REPLACE WITH

NEW THICKENED EDGE FOOTING, TYP.

B B

B BB B

B

B

B

US Army Corps of Engineers ®

SHEET ID

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AR

M

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O R

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F

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SU

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1 2 3 4 5

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B

A

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H O

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A R

R A

C K

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AW

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SB104

BL

D

G T

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E

B-

FO

U N

D A T

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N

A N

D F

IR

ST

F L O

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P

LA

N (F

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N D

AT

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N T

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E

I I) N

EW

AN

D D

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B

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D

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G R

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LA

C

EM

EN

T , E

AS

T R

AN

G

E H

O N

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LU

D

IS

TR

IC

T

FT

S

H A F

TE

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AW

AI

I

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N

AL

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N G

IN

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R

IN

G C

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G

FT

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H

AF

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, H I 9

-5

JL

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SS JYBH

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S S B

4-

M

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IP

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AP

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1/4" = 1'-0"A3

BLDG TYPE B FOUNDATION AND

FIRST FLOOR PLAN (FOUNDATION

TYPE II)

1/4" = 1'-0"A1

BLDG TYPE B DEMO PLAN

(FOUNDATION TYPE II)

C1

C1

C4

C4

C2 C3

NEW 600S200-54 METAL STUDS @

MAX 16" O.C. OVER 6" THK. CONC.

STEM WALL W/ 23 GA. STEEL

SHEATHING ON EXT. FACE.

NEW 6" THK. CONCRETE TOPPING

W/ #3 @ 16" O.C. E.W. OVER

EXIST. CONC. SLAB-ON-GRADE

NEW THICKENED EDGE FOOTING

4' - 0" 22' - 0" 4' - 0"

NEW 4" MIN. THK. CONCRETE

PERIMETER SLAB W/4X4-W2.0 X W2.0

WELDED WIRE MESH

7' - 6" 7' - 0" 7' - 6"

NEW THICKENED

EDGE FOOTING,

TYP.

5/

8"

NEW 3 5/8" THK. CONC. STEM WALL

BELOW 362S125-27 METAL STUD

PARTITION WALL @ MAX 16" O.C.

C1

SB301

NEW 600S200-54 METAL STUDS @

MAX 16" O.C. OVER 6" THK. CONC.

STEM WALL W/ 23 GA. STEEL

SHEATHING ON EXT. FACE., TYP.

C4

SB301

HD-1

HD-1

HD-1

HD-1

HD-1

HD-1 HD-1

HD-1

HD-1

HD-1

NOTES:

1. EXTERIOR WALL SHEATHING TO STUD

FASTENER SPACING:

PANEL EDGE: #8 SCREWS AT 4"

FIELD: #8 SCREWS AT 12"

2. HD-1: SIMPSON HTT4 OR BETTER

ANCHOR BOLT: SIMPSON SSTB20 ANCHOR

BOLT WITH MIN. 20" EMBEDMENT DEPTH

C1

C1

C4

C4

22' - 0"

2' - 0" TYP.

DEMOLISH AREA OF EXIST. SLAB

SHOWN REPLACE WITH

NEW THICKENED EDGE FOOTING, TYP.

C2 C3

7' - 6" 7' - 0" 7' - 6"

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

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R

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D R

A W N

B Y:

D

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N

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Y:

SU

B M

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D B

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SI

ZE

C H

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D B

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AN

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N N

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1 2 3 4 5

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B

A

S C

H O

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D B

A R

R A

C K

S, H

AW

AI

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SB105

BL

D

G T

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C -F

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N D

A T

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N A

N D

F

IR

ST

F L

O O

R P

LA

N

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U N

D

AT

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N

T

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N

EW

AN

D

D

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O

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O

N W

O R

K

FY

, J O

TC

B

U

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D

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G R

EP

LA

C

EM

EN

T , E

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T R

AN

G

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O N

O L U

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D

IS

TR

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T

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H A F

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N

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1/4" = 1'-0"A3

BLDG TYPE C-FOUNDATION AND FIRST

FLOOR PLAN (FOUNDATION TYPE I)

1/4" = 1'-0"A1 BLDG TYPE C DEMO PLAN (FOUNDATION TYPE I)

C1 C4

1 1/2” DEEP x 22 GA.

METAL DECKING BELOW

STANDING SEAM METAL

ROOFING, SEE ARCH DWGS

R

ID

G E

SLOPE 3:12SLOPE 3:12

B1

SF201

LOWER ROOF FRAMING

BY ROOF TRUSS

MANUFACTURER, TYP.

2'

0"

PR

E-

EN

G

IN

EE

R

ED

L

IG

H T

G

AG

E

TR

U S S

ES

'-0

" O .C

TY

P

2'

0"

3' - 6" 22' - 0" 3' - 6"

C2 C3

6" METAL STUD WALL,

BELOW, TYP.

6" METAL STUD WALL,

BELOW, TYP.

1 1/2” DEEP x 22 GA.

METAL DECKING BELOW

STANDING SEAM METAL

ROOFING, SEE ARCH DWGS

A2

SF201

LIGHT GAGE FASCIA

MEMBER BY ROOF TRUSS

MANUFACTURER, TYP.

BL

KG

LIGHT GAGE RAFTER

MEMBER BY ROOF TRUSS

MANUFACTURER, TYP.

1'

6" 4'

0"

1' - 6" 7' - 0" 1' - 6"

A1 A4

BB

BA

SLOPE 3:12SLOPE 3:12

R

ID

G E

1 1/2” DEEP x 22 GA.

METAL DECKING BELOW

STANDING SEAM METAL

ROOFING, SEE ARCH DWGS

3' - 6" 20' - 0" 3' - 6"

C1

SF201

2'

0"

PR

E-

EN

G

IN

EE

R

ED

L

IG

H T

G

AG

E

TR

U

SS

ES

'-0

" O .C

TY

P

2'

0"

LOWER ROOF FRAMING

BY ROOF TRUSS

MANUFACTURER, TYP.

A2 A3

BC

6" METAL STUD WALL,

BELOW, TYP.

6" METAL STUD WALL,

BELOW, TYP.A2

SF201

LIGHT GAGE FASCIA

MEMBER BY ROOF TRUSS

MANUFACTURER, TYP.

LIGHT GAGE RAFTER

MEMBER BY ROOF TRUSS

MANUFACTURER, TYP.

1 1/2” DEEP x 22 GA.

METAL DECKING BELOW

STANDING SEAM METAL

ROOFING, SEE ARCH DWGS

BL

KG

C4

SF502

1' - 6" 7' - 0" 1' - 6"

4'

0" 1'

6"

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

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D R

A W N

B Y:

D

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B

Y:

SU

B M

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D B

Y:

SI

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C H

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D B

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N O

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L I

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1 2 3 4 5

D

C

B

A

S C

H O

FI

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D B

A R

R A

C K

S, H

AW

AI

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SF101

R O

O F

F R

AM

IN

G

P

LA

N

FY

, J O

TC

B

U

IL

D

IN

G R

EP

LA

C

EM

EN

T , E

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T R

AN

G

E H

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1-

1/4" = 1'-0"A3 BLDG TYPE C-ROOF FRAMING PLAN

1/4" = 1'-0"A1 BLDG TYPES A&B-ROOF FRAMING PLAN

M

AR

K D

ES

C

R

IP

TI

O

N D

AT

E

A1 A4

BB

BA

A2 A3

BC

124 4

5 5

5 5

3 3

2 2

'-0

" O R

4'

-0

SEE LOWER

ROOF PLAN

A3/SF102

2'

0" 4'

0"

3' - 6" 3' - 0"

2'

0" 4'

0"

3' - 6" 3' - 0"

4' - 0" 4' - 0"

GROSS WIND PRESSURE

DOWNWARD PRESSURE TABLE (PSI)

PRESSURE (PSF)SECTION

1 31

GROSS WIND UPLIFT

DOWNWARD PRESSURE TABLE (PSI)

PRESSURE (PSF)SECTION

1 50

BB

A2 A3

BC

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

A W N

B Y:

D

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N

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B

Y:

SU

B M

IT

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D B

Y:

SI

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C H

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D B

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AN

S I

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FI

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N

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IS

SU

E D

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C O

N

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AC

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N O

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L I

C

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N N

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FI

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N U

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1 2 3 4 5

D

C

B

A

S C

H O

FI

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D B

A R

R A

C K

S, H

AW

AI

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SF102

BL

D

G T

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E S

A , B

C

W

IN

D P

R

ES

S U R

E

PL

AN

FY

, J O

TC

B

U

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D

IN

G R

EP

LA

C

EM

EN

T , E

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T R

AN

G

E H

O N

O L U

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D

IS

TR

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T

FT

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H A F

TE

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, H

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AI

I

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N

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N G

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S

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2-

M

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1/4" = 1'-0"A4 BLDG TYPES A, B & C WIND PRESSURE KEY PLAN

1/4" = 1'-0"A3

WIND PRESSURE KEY PLAN @

LOWER ROOF

01_FP_FloorPlan_NEWC 0' - 0"

2% SLOPE

4X4 - W2.0XW2.0 WELDED WIRE MESH

NEW 3" THK. CONCRETE TOPPING

EXIST. CONCRETE

SLAB-ON-GRADE

4X4 - W2.0XW2.0

WELDED WIRE MESH

NEW CONC. PERIMETER

SLAB AROUND EA. BLDG.

4" MIN. THICKNESS

CONC STEM WALL

NEW 6" STUDS @ MAX 16"

O.C. OVER 6" THK. CONC

STEM WALL W/ 23 GA. STEEL

SHEATING ON EXT FACE

SEE C1/SF501 FOR WALL TO

CURB CONNECTION

1/2" PREMOLDED JOINT

FILLER WITH ELASTOMERIC

SEALANT AT SURFACE

SEE JOINT SEALANT DETAIL

TYP.

8"

TYP.

5"

TY

P.

1'

0"

TY

P.3"

TY

P.

1'

3"

THICKENED

EDGE FOOTING

TYP.

1' - 3"

TYP.

9" x x x x x x x x x x x x x x x x x x x x x x x x x xx

#4 DOWEL @16 " OC,

6" MIN EMBEDMENT

#4

#4 @ 16" O.C.

#4

#4

#4

" T

YP

PERIMETER SLAB

MIN. 1" HIGHER THAN

ADJACENT GRADE

PERIMETER SLAB MAX.

1/4" LOWER THAN FFE

FOR BUILDINGS 8001, 8003, 8004,

8015, 8016, 8017, 8018, 8026

GL

NOTE:

SEE ARCHITECTURAL

DRAWINGS FOR

ADDITIONAL INFORMATION.

ROUGHEN EXIST. CONCRETE

SURFACE 1/4" AMPLITUDE OR

PROVIDE BONDING AGENT

4'-0" TYP. 6" TYP.

2' - 0" TYP.

B1

01_FP_FloorPlan_NEWC 0' - 0"

2% SLOPE

EXIST. CONCRETE

SLAB-ON-GRADE

NEW CONC. PERIMETER

SLAB AROUND EA. BLDG.

4" MIN. THICKNESS

4X4 - W2.0XW2.0

WELDED WIRE MESH

NEW 6" STUDS @ MAX 16" O.C. OVER

6" THK. CONC. STEM WALL W/ 23 GA.

STEEL SHEATING ON EXT FACE.

SEE C1/SF501 FOR WALL TO CURB

CONNECTION.

CONC. STEM WALL

1/2" PREMOLDED JOINT

FILLER WITH ELASTOMERIC

SEALANT AT SURFACE

SEE JOINT SEALANT DETAIL

GL

THICKENED

EDGE FOOTING

TYP.

8"

TYP.

5"

4' - 0" TYP. 6" TYP.

2' - 0" TYP.

#3 @ 16" O.C. E.W., TYP.

NEW 6" THK. CONCRETE TOPPING

TYP.

1' - 3"

TYP.

9"

TY

P.6"

TY

P.

1'

3" x x x x x x x x x x x x

#4 DOWEL @16 " OC,

6" MIN EMBEDMENT

#4 #4 @ 16" O.C.

#4

#4

#4

PERIMETER SLAB

MIN. 1" HIGHER THAN

ADJACENT GRADE

" T

YP

PERIMETER SLAB MAX.

1/4" LOWER THAN FFE

FOR BUILDINGS 8020 AND 8021

NOTE:

SEE ARCHITECTURAL

DRAWINGS FOR

ADDITIONAL INFORMATION.

ROUGHEN EXIST. CONCRETE

SURFACE 1/4" AMPLITUDE OR

PROVIDE BONDING AGENT

01_FP_FloorPlan_NEWC 0' - 0"

3 5/8"

6"

EXIST. CONCRETE

SLAB-ON-GRADE

#3 @ 16" O.C. E.W., TYP.#3

#3 @ 16" O.C.

1'

0"

ROUGHEN EXIST CONCRETE

SURFACE 1/4" AMPLITUDE OR

PROVIDE BONDING AGENT

01_FP_FloorPlan_NEWC 0' - 0" x x x x x x x x x3"

EXIST. CONCRETE

SLAB-ON-GRADE

3 5/8"#3

#3 @ 16" O.C.

4X4 - W2.0XW2.0 WELDED WIRE MESH

1'

0"

ROUGHEN EXIST CONCRETE

SURFACE 1/4" AMPLITUDE OR

PROVIDE BONDING AGENT

US Army Corps of Engineers ®

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1-

3/4" = 1'-0"A1 TYPE II FOUNDATION

3/4" = 1'-0"C1 TYPE I FOUNDATION

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3/4" = 1'-0"C4

PARTITION WALL (TYPE I

FOUNDATION)

3/4" = 1'-0"A4

PARTITION WALL (TYPE II

FOUNDATION)

3' - 6" 5' - 6" 5' - 6" 5' - 6" 5' - 6"

02_TOP OF WALL

(BLDG TYPE C)

9' - 6"

2'

9"

1 1/2" DEEP X 22 GA.

METAL ROOF DECKING

RIDGE BLOCKING BY

ROOF TRUSS

MANUFACTURER

FASCIA MEMBER BY

ROOF TRUSS

MANUFACTURER

PRE-ENGINEERED LIGHT GAGE METAL

ROOF TRUSSES @ 4'-0" O.C., TYP

SF501

B5

A1 A4

1 1/2" DEEP X 22 GA.

METAL ROOF DECKING

3' - 6" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 3' - 6"

NOTE:

TYP. BLDG. TYPE A&B TOP

OF WALL ELEV. = 9' - 3".

BLDG. 8020 TOP OF

WALL ELEV. = 9' - 6"

02_TOP OF WALL

9' - 3"

2'

6"

SF501

B5

RIDGE BLOCKING BY

ROOF TRUSS

MANUFACTURER

FASCIA MEMBER BY

ROOF TRUSS

MANUFACTURER

PRE-ENGINEERED LIGHT GAGE METAL

ROOF TRUSSES @ 4'-0" O.C., TYP

A2 A3 7' - 0"

GLGL

1 1/2" DEEP x 22 GA.

METAL ROOF DECKING

LOWER ROOF FRAMING

BY ROOF TRUSS

MANUFACTURER

ENTRY TYP. BLDG

PLATE HEIGHT

8' - 3"

NOTE:

TYP. BLDG TYPE A & B

TOP OF WALL ELEV. = 8'-3".

BLDG. 8020 & 8021

TOP OF WALL ELEV. = 8'-6"

B5

SF501

US Army Corps of Engineers ®

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SF201

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1-

3/4" = 1'-0"B1 BLDG TYPE C-ROOF TRUSS ELEVATION (TRUSS T-1)

3/4" = 1'-0"C1 BLDG TYPE A&B-ROOF TRUSS ELEVATION (TRUSS T-2)

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3/4" = 1'-0"A2 LOWER ROOF FRAMING ELEVATION

01_FP_FloorPlan_NEWC 0' - 0"

02_TOP OF WALL

9' - 3"

CONCRETE STEM WALL

OVER CONCRETE TOPPING

600T200-54, TYP.

NOTES:

1. TYPE I FOUNDATION TOP OF WALL ELEV. = 9' - 3".

TYPE II FOUNDATION TOP OF WALL ELEV. = 9' - 6".

2. JAMBS SHALL BE DOUBLE STUDS.

3. STUDS DIRECTLY SUPPORTING TRUSSES SHALL BE DOUBLE STUDS.

4. STUDS SHALL BE 600S200-54 UNLESS INDICATED OTHERWISE ON DRAWINGS.

5. PROVIDE JAMB STUDS AND TRACKS TO MATCH STUD SIZE, TYP.

RIDGE

ROOF TRUSS

FUTURE UTILITY OPENING

(SEE ARCHITECTURAL

DRAWINGS FOR MORE

INFORMATION)

C2

SF501

A5

SF501

C5

SF501

BRIDGING

CHANNEL

C2

SF502

C1

SF501

C3

SF501

C3

SF501

01_FP_FloorPlan_NEWC 0' - 0"

02_TOP OF WALL

9' - 3"

CONCRETE TOPPING

CONCRETE STEM WALL

600T200-54,TYP.

BRIDGING CHANNEL

A5

SF501

C2

SF501

600T200-54

600S200-54

#10 SCREWS, TYP.

600T200-54

600S200-54

#10 SCREWS

AT 16", TYP.

600T200-54

#10 SCREWS, TYP.

600S200-54

SIMPSON SSC4.25

OR BETTER

3/8" TITEN HD SCREW

ANCHOR, MIN. 3 1/4"

EMBEDMENT DEPTH

5- #10 SCREWS

#10 SCREWS,

EA. FLANGE

SIMPSON

HTT4

TENSION TIE

OR BETTER

SSTB20 ANCHOR BOLT,

MIN. EMBEDMENT 20"

18 #10 SCREWS

NOTE:

HOLD-DOWNS TO BE USED IN LOCATIONS

SPECIFIED IN SB102, SB103, SB104, SB105,

AND AT DOUBLE STUDS DIRECTLY BELOW

TRUSSES

5/8" ANCHOR

SIMPSON S/HDU6

OR BETTER

12 #14 FASTENERS

US Army Corps of Engineers ®

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3/4" = 1'-0"A1

TYPICAL METAL STUD WALL

FRAMING DETAIL, WINDOW AND

UTILITY OPENING

3/4" = 1'-0"A3

TYPICAL METAL STUD WALL

FRAMING DETAIL, DOOR OPENING

6" = 1'-0"C2 TYPICAL HEADER DETAIL

6" = 1'-0"A5 TYPICAL JAMB DETAIL

6" = 1'-0"C5 TYPICAL SILL DETAIL

6" = 1'-0"C1

TYPICAL STUD TO BOTTOM TRACK

CONNECTION

6" = 1'-0"C3 HD-1

3" = 1'-0"B5 TYPICAL TRUSS TIEDOWN

DECK FASTENING SCHEDULE

DECK

PERPENDICULAR

# PER

SHEETCONNECTIONDECK

TYPE

ROOF #12 HWH 7

DECK

PARALLEL

SPACINGCONNECTION

SIDELAP

ATTACHMENT

CONNECTION SPACING

#12 HWH #12

SCREWS24" 24"

NOTES:

1. HWT = HILT SELF DRILLING SCREW

MINIMUM METAL DECK SECTION

PROPERTIES

I

(IN. )

THICKNESS

(GAGE)

DECK

TYPE

ROOF 22 0.175

-S

(IN. )

+S

(IN. ) COMPOSITE

0.187 NO0.198

1/

2"

3 1/2" 2 1/2"

36" .

6"

WT TRACK

#8 SCREWS AT 16" O.C.

(TYP)

CS-18 STRAP

24" AT TOP TRACK, TYP

24"

DBL STUD

#8 SCREWS AT

16" O.C. (TYP)

HOLDOWN

SEE PLAN

PROVIDE DBL STUD HERE

WHERE HOLDOWN OCCURS

WT TRACK

#8 SCREWS AT

16" O.C. (TYP)

1-1/2" DEEP X

22GA METAL

ROOF DECKING

(HIGHER)

1-1/2" DEEP X

22GA METAL

ROOF DECKING

(LOWER)

LOWER ROOF FRAMING

BY ROOF TRUSS

MANUFACTURER

FASCIA MEMBER BY

ROOF TRUSS

MANUFACTURER

FASCIA MEMBER BY

ROOF TRUSS

MANUFACTURER

TYPICAL HEADER

SEE C2/SF501

TYPICAL HEADER

SEE C2/SF501 NOTE:

TYP. BLDG TYPE A & B

TOP OF WALL ELEV. = 8'-3".

BLDG. 8020 & 8021

TOP OF WALL ELEV. = 8'-6"

ENTRY TYP. BLDG

PLATE HEIGHT

8' - 3"

SIMPSON MTS16

OR BETTER

US Army Corps of Engineers ®

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3/4" = 1'-0"D1 METAL DECK FASTENING SCHEDULE

3/4" = 1'-0"C1 METAL ROOF DECK PROFILE

1 1/2" = 1'-0"A1 CORNER CONNECTION

1 1/2" = 1'-0"A3 CONDITION AT HOLDOWN

1 1/2" = 1'-0"A2

STUD BEARING WALL

INTERSECTION FRAMING

3/4" = 1'-0"C4 SECTION AT UPPER ROOF TO LOWER ROOF

3" = 1'-0"C2 TYPICAL LOWER ROOF FRAMING TIEDOWN

SHEET ID

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A

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U , H

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A

II

A-001

G

EN

ER

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IT

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O T E

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Au th or

XX

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GENERAL ARCHITECTURAL NOTES:

1. SEE SHEET G-003 FOR BUILDING SITE PLAN AND BUILDING REPLACEMENT SCHEDULE.

2. BUILDING TYPE A & B IS 20 FEET WIDE BY 40 FEET LONG.

3. BUILDING TYPE C IS 22 FEET WIDE BY 44 FEET LONG.

ABBREVIATIONS:

AL ALUMINUM

B; BLDG BUILDING

CEM BD CEMENT BOARD

CONC CONCRETE

D.S. DOWNSPOUT

DWGS DRAWINGS

EXIST EXISTING

EXP EXPANSION

G.E.J. GUTTER EXPANSION JOINT

GYP BD GYPSUM BOARD

HM HOLLOW METAL

HW-SET HARDWARE SET

J.H. JAMES HARDIE

LAM LAMINATED GLASS

MAT'L MATERIAL

O.C. ON CENTER

SHT SHEET

SSMR STANDING SEAM METAL ROOF

THK THICKNESS

TYP TYPICAL

W/ WITH

REMOVE PARTITION WALL

LOCATED IN B.8021

SIDEWALK TO REMAIN

22' - 0"

22' - 0"

REMOVE EXISTING

SWING WOOD DOOR.

REMOVE ALL EXISTING

WINDOWS

REMOVE STUD WALL

AND SHEATHING DOWN

TO CONCRETE SLAB

8'

0" 8'

0"

8'

0" 8'

0"

4'

2"

CB

CA

EXISTING LOW WALL

2' - 0"

REMOVE EXISTING CONC STOOP

A1 A4

AB

AA

20' - 0"

REMOVE ALL EXISTING

WINDOWS

6' - 4" 2' - 10" 10' - 10"

REMOVE STUD WALL

AND SHEATHING DOWN

TO CONCRETE SLAB

REMOVE EXISTING

SINGLE OR DOUBLE

SWING WOOD DOOR(S)

REMOVE EXISTING

CONCRETE STOOP

WHERE OCCURS

AC

2' - 0"

REMOVE EXIST. CONC. STOOP

(SIZE VARIES)

EXIST SIDEWALK TO REMAIN

EXIST CONC WALL WHERE OCCUR

REMOVE EXISTING

STOOP ROOF CANOPY

@ BLDG 8001 ONLY

REMOVE EXISTING

WINDOWS AT END

WALLS WHERE

OCCURS

REMOVE EXIST INTERIOR WOOD

WALL WHERE OCCURS

US Army Corps of Engineers ®

SHEET ID

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1 2 3 4 5

D

C

B

A

S C

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D B

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AC

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A

II

AD-101

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BC

J

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1/4" = 1'-0"A3 DEMOLITION PLAN (BUILDING TYPE C) 1/4" = 1'-0"A1 DEMOLITION PLAN (BUILDING TYPE A & B)

REMOVE EXISTING

CONCRETE STOOP

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SAWCUT & REMOVE

PERIMETER THICKENED SLAB,

SEE STRUCTURAL DRAWINGS

GENERAL NOTES:

1. BUILDINGS INCLUDED IN THIS PROJECT

SHALL BE COMPLETELY DEMOLISHED,

EXCEPT FOR EXISTING CONCRETE SLAB TO

REMAIN.

2. EXISTING CONCRETE STOOPS LOCATED

ADJACENT TO EXTERIOR DOORS SHALL BE

DEMOLISHED AND REMOVED.

SHEET ID

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COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (FRONT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (LEFT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (RIGHT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (REAR VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (FRONT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (LEFT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (RIGHT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (REAR VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (FRONT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (LEFT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (RIGHT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (REAR VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT FOR PORTION OF EXIST

CONCRETE SLAB TO REMAIN (FRONT VIEW)

COMPLETELY DEMOLISH WOOD FRMAED

STRUCTURE EXCEPT…