4of15-B155_Structural_RTA_30Sep2015.pdf

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

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IDENTIFICATION

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ANSI D 22 x 34

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WORK POINT

WELDED WIRE MESH

VERTICAL

UNLESS OTHERWISE NOTED

TYPICAL

TRANSVERSE

TOP OF CONCRETE

TOP OF

THICK

STEEL

STANDARD

SPACES

SIMILAR

REINFORCING

PREMOLDED JOINT FILLER

POUNDS PER SQUARE INCH

PLATE

PASCAL

OPPOSITE

ON CENTER

NOT TO SCALE

NON-FROST SUSCEPTIBLE MATERIAL

MEGAPASCAL

MEAN SEA LEVEL

MINIMUM

MANUFACTURER

MECHANICAL

MAXIMUM

LONGITUDINAL

LONG LEG VERTICAL

LONG LEG HORIZONTAL

KIPS PER SQUARE INCH

KILONEWTONS

IN ACCORDANCE WITH

HORIZONTAL

GENERAL STRUCTURAL NOTE

GRADE

GALVANIZED

GAGE

FOOTING

EQUAL

ELEVATION

EXPANSION JOINT

EACH

EACH WAY

EACH FACE

DRAWING

DITTO (REPEAT)

DIAMETER

DOWELED CONSTRUCTION JOINT

CAPILLARY WATERBARRIER

CENTERED

CONSTRUCTION JOINT

COORDINATE

CONTINUOUS

CONNECTION

CONCRETE

COLUMN

CLEARANCE

CONTROL JOINT

CAST-IN-PLACE

CENTERLINE

BEARING

BOTTOM

BALANCE

ARCHITECTURAL

APPROXIMATELY

ALTERNATE

ANCHOR BOLT

GENERAL NOTES

REMOVAL AND RELOCATION WORK

DEMOLITION

DESIGN CRITERIA

ABBREVIATIONS

FOUNDATION

CONCRETE

C

1.0

130 MPH

II

4,000 PSIFOUNDATIONF.

4,000 PSISHOTCRETEE.

3,000 PSIALL OTHER CONCRETED.

4,000 PSISUSPENDED SLABS & BEAMSC.

4,000 PSICOLUMNSB.

4,000 PSISLAB ON GRADEA.

HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND SHALL 3.

REVIEW.CONTRACTING OFFICER FOR

BY A QUALIFIED TESTING LABORATORY AND SHALL BE SUBMITTED TO THE

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

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

ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL WEIGHT 2.

INSTITUTE ACI 318

CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE 1.

C

INDICATED ON THE PLANS.

ADDITIONAL LAYER OF CONCRETE. FRP, NEW STEEL BEAMS, etc...) AS

CONCRETE STRENGTHENING MATERIAL (i.e. NEW SHOTCRETE, NEW

PLASTER OR ARCHITECTURAL COVERING PRIOR TO INSTALLING

BEAMS OR SLABS, THE CONTRACTOR SHALL REMOVE ANY EXISTING

ANY WORK THAT INVOLVES STRENGTHENING OF EXIST CONCRETE WALLS, 6.

SPECIFICATIONS FOR RESPONSIBILITY OF BRACING DESIGN.

SUSPENDED EQUIPMENT WITH APPROVED LATERAL OR SWAY BRACING. SEE

SHALL BE APPROVED BY ICC OR EQUIVALENT TESTING PROCEDURES. PROVIDE

FASTENERS AND OTHER ELEMENTS PROVIDING STABILITY FOR COMPONENTS

SEE DESIGN CRITERIA FOR SEISMIC DESIGN CATEGORY. ISOLATORS,

SUPPORTS AND ATTACHMENTS SHALL CONFORM WITH ASCE 7, CHAPTER 13.

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS, 9.

OFFICER BEFORE PROCEEDING WITH THE WORK.

WRITTEN NOTIFICATION OF ANY DISCREPANCIES TO THE CONTRACTING

BE FIELD VERIFIED BY THE CONTRACTOR BEFORE WORK IS BEGUN. PROVIDE

EXISTING CONDITIONS ARE FOR GENERAL INFORMATION ONLY AND SHALL 8.

DETAILS OF THE STRUCTURAL DRAWINGS.

DIMENSIONS SHALL NOT BE SCALED FROM THE PLANS, SECTIONS AND/OR 7.

CONTRACTING OFFICER PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.

CONTRACTOR SHALL PROVIDE WRITTEN NOTIFICATION TO THE

DRAWINGS, SPECIFICATIONS, BUILDING CODES, OR STANDARDS,

WHERE DISCREPANCIES, OMISSIONS AND/OR CONFLICTS ARISE BETWEEN6.

THE REQUIREMENTS OF ACI 318-11 SECTION 6.3.

CONDUITS AND PIPES TO BE EMBEDDED IN CONCRETE SHALL SATISFY D.

NOTIFICATION OF THE CONTRACTING OFFICER.

STRUCTURAL DRAWINGS SHALL NOT BE PLACED WITHOUT WRITTEN

OPENINGS OR POCKETS LARGER THAN 6 INCHES NOT INDICATED IN C.

PIPE SLEEVES.

AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES AND

SEE MECHANICAL, PLUMBING AND ELECTRICAL, DRAWINGS FOR SIZE B.

FLOOR AND WALL OPENINGS.

SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL A.

DRAWING AND/OR SUPPLIER BEFORE CONSTRUCTION.

FOR INFORMATION ONLY AND SHALL BE VERIFIED WITH THE APPROPRIATE

OPENING SIZES AND LOCATIONS WHEN INDICATED ON DRAWINGS ARE 5.

PRIOR TO SUBMITTAL TO THE CONTRACTING OFFICER.

SPECIFICATIONS SHALL BE REVIEWED AND APPROVED BY THE CONTRACTOR

PRIOR TO FABRICATION SHOP, DRAWINGS REQUIRED BY THE 4.

PROCEEDING WITH THE WORK.

ATTENTION OF THE CONTRACTING OFFICER AND BE RESOLVED BEFORE

EXISTING STRUCTURES. ALL DISCREPANCIES SHALL BE CALLED TO

THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS INCLUDING

THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING 3.

OF HIS/HER OBLIGATIONS, DUTIES AND RESPONSIBILITIES.

INCLUDE INSPECTION OF THE ABOVE ITEMS NOR RELIEVE THE CONTRACTOR

TO THE SITE BY THE CONTRACTING OFFICER AND GOVERNMENT A/E SHALL NOT

ENGINEER HIRED AND PAID FOR BY THE CONTRACTOR. OBSERVATIONS VISITS

BRACING SYSTEMS SHALL BE DESIGNED BY A LICENSED STRUCTURAL

CONSTRUCTION EQUIPMENT, WIND AND SEISMIC LOADING. ALL SHORING AND

BUT NOT BE LIMITED TO BRACING. SHORING FOR LOADS DUE TO

THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE

BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT

DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL

THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND 2.

BUILDING CODE 2012 EDITION.

CONFORM TO THE DRAWING SPECIFICATIONS, AND THE INTERNATIONAL

ALL MATERIALS AND WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL 1.

0.700.40COEFFICIENT OF FRICTION

140110SOIL UNIT WEIGHT (pcf)

0.420.60AT-REST, Ko (RESTRAINED)

0.270.40ACTIVE, Ka (UNRESTRAINED)

3.53.0PASSIVE, Kp

ON-SITE SOILS IMPORTED FILL

TO THE CONTRACTING OFFICER PRIOR TO ANY ACTION.

PLANNED CHANGE IN TYPE, SIZE, LOCATION OR NUMBER OF EQUIPMENT

WEIGHTS ON CONCRETE PADS, WHERE INDICATED. REPORT ANY

EQUIPMENT AS INDICATED ON MECHANICAL DRAWINGS, INCLUDING

LOADING OF MECHANICAL ROOMS ARE BASED ON WEIGHTS OF ASSUMEDC.

EQUIPMENT. PLACE VIBRATORY EQUIPMENT ON VIBRATION ISOLATORS.

STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATORY B.

IMPACT PER IBC 1607.9.

WHERE APPLICABLE, EQUIPMENT LOADS HAVE BEEN INCREASED FORA.

EQUIPMENT LOADS:6.

LINEAR STATIC PROCEDUREANALYSIS PROCEDURE:E.

C2: CONCRETE SHEAR WALLS WITH STIFF DIAPHRAGMBUILDING TYPE: D.

DSITE CLASS:C.

1-SEC PERIOD -------------------------0.166gii.

SHORT PERIOD------------------------0.591gi.

BASIC SAFETY EARTHQUAKE 2 (BSE-2: 2% EXCEEDANCE IN 50 YR):B.

1-SEC PERIOD -------------------------0.075gii.

SHORT PERIOD------------------------0.274gi.

BASIC SAFETY EARTHQUAKE 1 (BSE-1: 10% EXCEEDANCE IN 50 YR):A.

5. EARTHQUAKE DATA FOR EVALUATION AND RETROFIT PER ASCE 41:

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

IMPORTANCE FACTOR:------------------------------------------------C.

BASIC WIND SPEED:----------------------------------------------------B.

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

WIND DATA PER ASCE 7-10:4.

PARTITIONS----------------------------------------------------------------J.

OFFICE-----------------------------------------------------------------------I.

GYMNASIUM---------------------------------------------------------------H.

HEAVY STORAGE (SECURE DOCUMENT ROOMS)----------G.

LIGHT STORAGE---------------------------------------------------------F.

LANAI-------------------------------------------------------------------------E.

MECHANICAL EQUIPMENT ROOM, GENERAL-----------------D.

ROOF LIVE LOAD:--------------------------------------------------------C.

CORRIDORS, STAIRS AND EXITS:---------------------------------B.

----------------------------------------------------------------BARRACKS:A.

FLOOR LIVE LOAD3.

UFC 4-010-01, "DOD MINIMUM ANTI-TERRORISM STANDARDS FOR BUILDINGS"

UFC 3-310-04, "SEISMIC DESIGN FOR BUILDINGS"

UFC 3-301-01, "STRUCTURAL ENGINEERING"

UFC 1-200-01,"GENERAL BUILDING REQUIREMENTS"

FOLLOWING GOVERNMENT STANDARDS:

THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE2.

INTERNATIONAL BUILDING CODE (IBC) 2012

THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE1.

15 PSF

50 PSF

100 PSF

250 PSF

125 PSF

100 PSF

125 PSF

20 PSF

100 PSF

40 PSF

ORIGINAL CONDITION AT THE CONTRACTORS OWN EXPENSE.

PLANS SHALL BE RECONSTRUCTED, REPLACED OR RESTORED TO THE

OTHERWISE DISTURBED TO ACCOMPLISH THIS WORK CALLED FOR ON THE

ANY PORTION OF THE EXISTING UTILITIES THAT MUST BE REMOVED OR5.

PART OF THE WORK ACCEPTABLE TO THE CONTRACTING OFFICER.

ITEMS, PATCH AND RESTORE SURROUNDING SURFACES AS REQUIRED AS

PERFORMED. THE CONTRACTOR SHALL ALSO INSTALL ANY OR ALL OF THE

THAT ANY EXISTING ITEM IS NOT DAMAGED WHEN FUTURE WORK IS

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

THE CONTRACTOR SHALL REMOVE EXISTING ITEMS AS DEEMED4.

DAMAGE TO EXISTING ITEMS AND FEATURES REMAINING IN PLACE.

ALL NECESSARY PRECAUTIONS SHALL BE TAKEN TO INSURE AGAINST3.

WITHOUT ADDITIONAL COST TO THE GOVERNMENT.

EXTENT THAT CONSTRUCTION CAN BE PERFORMED AND COMPLETED

ETC. SHALL BE COMPLETE AND INCLUDE ALL RELATED ITEMS TO THE

THE REMOVAL OR DEMOLITION OF MATERIALS, ACCESSORIES, FIXTURES,

TO BID) TO DETERMINE THE EXTENT OF ALL REQUIRED DEMOLITION WORK.

THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS (PRIOR2.

PLUMBING AND ELECTRICAL DRAWINGS FOR DEMOLITION DRAWINGS.

REQUIRED DEMOLITION AND REMOVAL WORK. SEE ARCHITECTURAL

THE CONSTRUCTION DRAWINGS INDICATE THE GENERAL EXTENT OF1.

W.P.

W.W.M.

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150 PCIMODULUS OF SUBGRADE REACTION:

3,000 PSF ALLOWABLE SOIL BEARING PRESSURE:

2. GEOTECHNICAL DESIGN PARAMETERS:

RECOMMENDATIONS OF THE GEOTECHNICAL REPORT.

EXCAVATION, BACKFILL AND COMPACTION SHALL COMPLY WITH THE

ENGINEERING INC, DATED JULY 2, 2015. INCLUDING MATERIALS,

GEOTECHNICAL INVESTIGATION PREPARED BY SHINSATO

FOUNDATION DESIGN IS IN ACCORDANCE WITH THE 1.

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

D B

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IDENTIFICATION

SHEET

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ANSI D 22 x 34

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CONCRETE (CONTINUE) REINFORCING STEEL STRUCTURAL STEEL

FIBER WRAP

REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.5.

OF EXISTING CONCRETE f'c=4,000 PSI.

DESIGNS SHALL BE BASED ON AN ASSUMED COMPRESSIVE STRENGTH 4.

FIBER WRAP SYSTEM SHALL CONFORM TO ACI 440.2R.3.

DEMANDS THAT FIBER WRAP SYSTEM MUST RESIST AS A MINIMUM.

STRUCTURAL DRAWINGS PROVIDE LOCATIONS AND FORCE 2.

REVIEW AND COMMENT.

DESIGN ENGINEER SHALL BE PROVIDED TO CONTRACTING OFFICER FOR

CALCULATIONS AND SHOP DRAWINGS STAMPED AND SIGNED FIBER WRAP

AND SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER.

FIBER WRAP STRENGTHENING SHALL BE PROVIDED BY THE CONTRACTOR 1.

STEEL DECK

HAVE TOUCH-UP.

RECOMMENDATIONS, UPON COMPLETION OF ERECTION, ALL WELDS SHALL

INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH MANUFACTURER'S

SHALL BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS

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

TO ASTM A653 G90.

4. MINIMUM REQUIRED FINISH IS GALVANIZED COATING CONFORMING

ASTM A653-SS GR33.

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

3. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL

0.346 IN /FTMIN SECTION MODULES (- S)

0.341 IN /FTMIN SECTION MODULES (+S)

0.406 IN /FTMIN MOMENT OF INERTIA (I)

2 INMIN DEPTH

20GAUGE

(PER 3'-0" WIDE PANEL)

2. METAL DECK SHALL HAVE THE MINIMUM SECTION PROPERTIES

INSTITUTE SPECIFICATIONS.

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

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

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

APPROVED EQUAL ADHESIVE SHALL MEET ASTM C881 AND HAVE AN

EPOXY ADHESIVE SHALL BE SIMPSON SET, HILTI HIT HY-200, OR 16.

STRENGTH.

UNTIL CONCRETE HAS ACHIVED ITS 28 DAY DESIGN COMPRESSIVE

STRUCTURAL ELEMENTS THAT SUPPORT WEIGHT OF CONCRETE IN PLACE

LEAVE FORMWORK FOR BEAM SOFFITS, JOISTS, SLABS, AND OTHER 15.

OF 3,000 PSI IN 1 DAY AND 5,000 PSI IN 28 DAYS.

CAPABLE OF DEVELOPING A MINIMUM COMPRESSIVE STRENGTH

NON-SHRINK GROUT SHALL BE A PREMIXED NON-METALLIC FORMULA, 14.

SPECIFIED ON THE STRUCTURAL DRAWINGS.

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

SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS, 13.

MINIMUM AMPLITUDE OF 1/4".

ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A 12.

SHALL NOT BE USED.

CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS 11.

SPECIFYING CONCRETE POURS IN UPCOMING THREE WEEKS.

CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER A SCHEDULE10.

BEFORE USE.

ARCHITECTURAL FINISH SHALL BE APPROVED BY THE FINISH SUPPLIER

CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE AN 9.

SHOWN ON THE DRAWINGS.

NOTIFY THE CONTRACTING OFFICER IN ADVANCE OF CONDITIONS NOT

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

CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY

PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN 8.

SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS 7.

NOT EXCEED 3/8".

MAXIMUM AGGREGATE SIZE IN CONCRETE TOPPING AND RAMPS SHALL 6.

REINFORCEMENT.

OR OTHER SUBTANCES THAT ARE DELETERIOUS TO CONCRETE OR STEEL

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

WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM 5.

OFFICER FOR REVIEW PRIOR TO CONSTRUCTION.

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

CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF STRUCTURE 4.

WITH fc= 5,000 PSI. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

CONCRETE WALLS, ETC, SHALL BE NON-SHRINK, NON-STAINING,

ALL GROUT (OR DRYPACK) BELOW BASE PLATES, BEAMS BEARING ON 8.

GALVANIZED PER ASTM A153.

BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE HOT-DIPPED

APPLIED PAINT CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL

ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH

SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123 AFTER FABRICATION.

STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO WEATHER 7.

ANCHOR RODS SHALL NOT BE ALLOWED.

HOLES, CUTTING OF STEEL AND HEATING AND BENDING OF STEEL OR

FIELD MODIFICATIONS OF STRUCTURAL STEEL SUCH AS THE BURNING OF 6.

BE ALLOWED UNLESS APPROVED BY CONTRACTING OFFICER.

THE SPLICING OF STRUCTURAL STEEL WHERE NOT INDICATED SHALL NOT 5.

SHALL CONSIDER CAMBER LOSS DUE TO SHIPPING AND HANDLING.

DRAWINGS SHALL BE AS DELIVERED TO THE JOB SITE. CONTRACTOR

CAMBER UPWARDS, UNLESS NOTED OTHERWISE. CAMBER INDICATED ON

CAMBER: ALL MEMBERS SHALL BE ERECTED WITH NATURAL OR INDUCED 4.

BARS - IN ACCORDANCE WITH AWS D1.1.

AUTOMATICALLY END WELD HEADED STUDS AND DEFORMED E.

AND RUSTED SHOP PAINT WITH SAME PAINT USED IN SHOP.

TOUCH UP FIELD WELDS AND CONNECTIONS AS WELL AS ABRADED D.

OF THE PARTS JOINED.

MAXIMUM OR LESS THAN THE AISC MINIMUM BASED ON THE THICKNESS

CONTINUOUS 3/16" FILLET WELDS, BUT NOT GREATER THAN THE AISC

WHERE NOT INDICATED ON DRAWINGS, ALL WELDS SHALL BE C.

ELECTRODES ON ASTM A572 AND A992 STEEL.

MATERIAL PER TABLE 3.1 AWS D1.1 USE ONLY LOW-HYDROGEN

ELECTRODES, WELDING SHALL BE DONE USING MATCHING FILLER

CONFORMANCE WITH AWS D1.1, U.N.O. ALL WELDS SHALL BE E70XX

WELDED CONNECTION-PERFORMED BY AWS CERTIFIED WELDERS IN B.

FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.

OTHERWISE, CONNECTIONS SHALL CONFORM WITH RCSC SPECIFICATION

HOLES (1/16" LARGER THAN NOMINAL BOLT DIAMETER), UNLESS NOTED

TENSION CONTROL BOLTS) ALL BOLT HOLES IN STEEL SHALL BE STANDARD

CRITICAL (SC) USE A325-SC BOLTS WITH LOAD-INDICATION WASHERS OR

NOTED OTHERWISE. (WHERE CONNECTIONS ARE NOTED AS SLIP

BOLTED CONNECTIONS- ASTM A325-N WITH SNUG-TIGHT JOINT, UNLESS A.

EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND THE FOLLOWING:

CONNECTIONS OF STRUCTURAL STEEL SHALL CONFORM TO THE LATEST 3.

ASTM A108, TYPE BHEADED STUDSF.

ASTM A325HIGH STENGTH BOLTSE.

ASTM F1554,GRADE 36ANCHOR RODS (GALVANIZED)D.

ASTM A500, GRADE BHOLLOW STRUCTURAL SECTIONS (HSS)C.

& PLATES

ASTM A36STRUCTURAL STEEL CHANNELS, ANGLES, B.

ASTM A992STRUCTURAL STEEL WIDE FLANGEA.

FOLLOWING STANDARD SPECIFICATIONS, LATEST EDITION:

STRUCTURAL STEEL MATERIALS SHALL CONFORM TO ONE OF THE2.

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."

ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN,

STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN1.

STEEL" OF THE AMERICAN WELDING SOCIETY.

CONFORM TO AWS D1.4 "AWA STRUCTURAL WELDING CODE - REINFORCING

SHOWN ON THE DRAWINGS. WELDING OF REINFORCING STEEL SHALL

WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE 13.

FABRICATE FROM REVIEWED DRAWINGS ONLY.

FOR CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION.

CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS 12.

PROJECT DRAWINGS AND SPECIFICATIONS.

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

REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE 11.

REINFORCING BAR BENDS SHALL BE MADE COLD.10.

SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.

ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS ARE TO BE 9.

WITH ACI 318, SECTION 7.2.

MINIMUM REINFORCING BEND DIAMETERS SHALL COMPLY 8.

WITH ACI 318, SECTION 7.1.

STANDARD HOOKS ON REINFORCING BARS USED SHALL COMPLY 7.

OF THE SPECIFIED MINIMUM YIELD STRENGTH OF REINFORCING BARS.

MECHANICAL SPLICE CONNECTORS SHALL DEVELOP IN TENSON 125 PERCENT 6.

UNLESS OTHERWISE NOTED.

PROVIDE LAP SPLICE LENGTH PER TYPICAL DETAILS AND SCHEDULE,

REINFORCING STEEL SHALL BE SPLICED WHERE INDICATED ON PLANS. 5.

SPIRALS

PRIMARY REINFORCEMENT, TIES, STIRRUPS,-------------1.5"i.

BEAMS, COLUMNS:b

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

SLABS, WALL, JOIST:a.

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:C.

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

CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHERB.

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

CONCRETE CAST AGAINSTA.

FOLLOWS, UNLESS OTHERWISE NOTED:

CLEAR CONCRETE COVER FOR REINFORCING BARS SHALL BE AS 4.

CONFORMING TO ASTM A1064.

WELDED WIRE MESH REINFORCEMENT SHALL BE GALVANIZED 3.

CONFORMING TO ASTM A706.

WELDED REINFORCING STEEL SHALL BE LOW-ALLOY DEFORMED BARS 2.

ASTM A615, GRADE 60.

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO 1.

S-002 j3 e c a m u

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

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STATEMENT OF SPECIAL INSPECTION

INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION.

SPECIAL INSPECTIONS OR TESTING IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE

SECTION 1704.2.4 SUBMITTED TO THE CONTRACTING OFFICER AND cc CONTRACTOR FOR EACH DAY

INSPECTIONS AND TESTING IN ACCORDANCE WITH CHAPTER 17 OF THE IBC WITH REPORTS PER IBC

CONTRACTOR SHALL HIRE A QUALIFIED INSPECTION AND TESTING AGENCY TO PERFORM SPECIAL 1.

ELECTRICAL COMPONENTS

ALL OTHER MECHANICAL AND

(Ip=1.5 PER ASCE 7-10 SECTION 13.1.3)

SPRINKLER SYSTEMS,

INSTALLATION AND ANCHORAGE OF

(Ip=1.5 PER ASCE 7-10 SECTION 13.1.3)

EVACUATION FANS

INCLUDING SMOKE

LIFE SAFETY COMPONENTS

SUSPENDED CEILINGS

ARCH, MECH, & ELEC ITEMS

EPOXY GROUTED INSTALLATIONS

EXPANSION BOLTS & INSERTS

CONCRETE PLACEMENT

HARDENED CONCRETE

ANCHORS INSTALLED IN

ANCHOR BOLT PLACEMENT

REINFORCING PLACEMENT

CONCRETE

(INCL. METAL DECKING)

SHOP AND FIELD WELDING

FABRICATION PROCEDURES

AND ERECTION

STRUCTURAL STEEL FABRICATION

STRUCTURAL ITEMS

ASCE 7-10 SECTION 13.6

ASCE 7-10 SECTION 13.6 AND IBC 1705.12.3

ASCE 7-10 SECTION 13.6 AND IBC 1705.12.3

ASCE 7-10 SECTION 13.5.6

ASCE 7-10 CHAPTER 13

SEISMIC DESIGN REQUIREMENTS

DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS

CONTINUOUS INCLUDING INSPECTION OF EMBEDMENT

WITH APPROVED ICC-ES REPORTS

CONTINUOUS INCLUDING TORQUE TESTS IN ACCORDANCE

CONTINUOUS

PERIODIC

PERIODIC AND PRIOR TO ALL CONCRETE POURS

PERIODIC AND PRIOR TO ALL CONCRETE POURS

PER IBC TABLE 1705.2.2 ITEM 2a)

CONTINUOUS (PERIODIC FOR ITEMS EXCEPTED

PERIODIC

SPECIAL INSPECTION FREQUENCY

NOT REQUIRED

REQUIRED (IBC 1705.11.4 & 1705.11.6)

ON COMPONENT (IBC 1705.11.4)

CERTIFICATE OF COMPLIANCE LABEL

REQUIRED FOR VERIFICATION OF

ASCE 7 13.5.6.2.2 AS REQUIRED

INSPECTIONS PER IBC SECTION 110 AND

AS SPECIFIED PER IBC CHAPTER 17

PERIODIC SPECIAL INSPECTION

TABLE 1705.3 ITEM 5, 6 & 7

TABLE 1705.3 ITEM 4

TABLE 1705.3 ITEM 3

TABLE 1705.3 ITEM 1

1705.12.2, AISC 360-10 & AISC 341-10

1705.2.2.1, TABLE 1705.2.2 ITEM 2a, & AISC 360-10

1704.2.5.1 TABLE 1705.2.2 ITEM 1

IBC REFERENCE

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

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MECH'L WALL OPENING DOOR OPENING COMBINED WINDOW-DOOR OPENING WINDOW OPENING

PIER SECTION

OPENOPENOPENOPEN

REINFORCING)

2'-0" USE NORMAL HORIZ.

PIER WIDTH EXCEEDS

TIES @ 6" OC (WHEN

#3 TIES AND CROSS -

NOTE:

SEE ARCH/MECH DRAWINGS FOR ROUGH OPENING

SIZES AND ELEVATIONS

C

PIER WIDTH

L

T Y

P

H

CORNER, EA FACE

DIAGONAL EA

(2)#4 x 4'-0"

TYP

2'-0"

D

SILL REINF. PER DETAILS

PER DETAILS

SILL REINF.

TOP OF SLAB

CORNER, EA FACE

DIAGONAL EA

(2)#4 x 4'-0"

D1

TYPICAL CONCRETE OR SHOTCRETE WALL OPENING REINFORCING

1/4"=1'-0"

(SEE NOTE 1)

OF OPENING

REINF. EA. SIDE

RECTANGULAR OPENINGS WITH L or H > 12"x12"

CIRCULAR WITH D>12"

(SEE NOTE 3)

2'-0" TYP

(SEE NOTE 4)

(2)#4 x (D+32") DIAGONAL

(4) SIDES, EA FACE

"A"

"B"

HEADER

REINFORCING

SEE NOTE 2

SEE NOTE 2

REINFORCING

HEADER

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

OPENING

WIDTH OF

HEIGHT U.O.N.)

AT JAMBS (FULL

VERTS

H

OPENINGS

PIER IS ADJACENT TO DOOR

VERTS. FULL HEIGHT WHEN

LESS IN WIDTH) - EXTEND

PIER (OMIT AT PIERS 1'-0" OR

(1) #4 EA. FACE AT L OF

VERTS AT JAMBS PER DETAIL

(SEE NOTE 3)

BELOW PER DETAILS

OR WALL DOWELS

MATCH FOOTING

PLAN

CORNER

PLAN

INTERSECTION

A1

AT CORNERS AND INTERSECTIONS

TYP. REINFORCING

NOT TO SCALE

SINGLE LAYER

LINTEL AND TOP OF WALL

DOUBLE LAYER

PLAN-JAMB OR END OF WALL

DOUBLE LAYERSINGLE LAYER

V E

R T L

A P

S P

L

IC

E

U BARS

TO MATCH

WALL REINF

TYP

TOP OF WALL

STD HOOK

TYP WALL

REINF

LINTEL REINF

TYP WALL

REINF

HORIZ LAP

SPLICE

(2) #5 MIN

TYP WALL

REINF

STD HOOK

(2) #5 MIN

SAME SIZE &

SPACING AS

HORIZ BARS

(2) #5 MIN

SECTION "A" SECTION "B"

3. WHERE EXTENSION IS NOT POSSIBLE EXTEND AS FAR

AS POSSIBLE AND HOOK, TYP.

4. DOWELS NOT REQUIRED TO FOOTING OR WALL

BELOW WHEN H1 < 8'-0"

NOTES:

1. VERTICAL & HORIZONTAL BARS INTERRUPTED BY

OPENINGS. SHALL BE REPLACED BY ADDITIONAL

REINFORCING EQUAL TO THAT INTERRUPTED. PLACE

HALF OF ADDITIONAL REINFORCING ON EACH SIDE OF

THE OPENING, (2) #5 MIN EACH SIDE (3" CC)

2. HEADER REINFORCING:

(2) #5 BARS 4'-3" LONGER THAN OPENING 5'-0" OR LESS

(2) #6 BARS 5'-0" LONGER THAN OPENING 5'-1" TO 7'-0"

(2) #7 BARS 5'-9" LONGER THAN OPENING 7'-1" TO 9'-0"

1'-6"

T Y

P

2'-0" TYP

PLAN

CORNER

T Y

P

2'-0" TYP

ADDED VERT. BAR TO

MATCH WALL VERT. REINF

SINGLE LAYER

DOUBLE LAYER

A3

TERMINATION DETAIL

TYPICAL REBAR

NOT TO SCALE

(2)#5 VERT TYP. U.O.N. (4)#5 VERT TYP. U.O.N.

EXIST REINF.

CUT EXPOSED

EDGE

SAW CUT

3/4"

(SEE SPECS.)

USING EPOXY BONDING AGENT

SHOWN. EPOXY GROUT TO FINISH

EXIST. REINF. AND TRIM BAR AS

CHIP BACK CONC. AT ALL EXPOSED

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The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

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B2

SCHEDULE

DRILL AND EPOXY DOWEL

NOT TO SCALEB1

SPLICE TABLE

TYPICAL SLAB & WALL BAR

NOT TO SCALE

C1

STANDARD HOOK FOR BARS, STIRRUPS, & TIES

NOT TO SCALE

#3 1/2" 8" 8" 8"

#4 5/8" 10" 10" 10"

#5 3/4" 12" 12" 12"

#6 7/8" 15" 15" 15"

#7 1" 20" 18" 16"

#8 1-1/8" 28" 24" 22"

#9 1-1/4" 36" 32" 28"

EPOXY GROUTED BARS

HOLE DEPTH - CONCRETE f"c

3000 PSI 4000 PSI 5000 PSI

DRILL BIT

(MIN) DIA

BAR

SIZE

NOTES:

1. SEE STRUCTURAL SPECIFICATIONS FOR EPOXY PRODUCTS TO BE USED.

2. FOR #3, #4 & #5 BARS SPACED 6" CC OR WIDER, HOLE DEPTH MAY BE

REDUCED 20%.

3. THIS DETAIL SHALL BE USED ONLY WITH THE SPECIFIC APPROVAL OF THE

CONTRACTING OFFICER.

4. PROBE FOR EXISTING REINFORCEMENT BEFORE DRILLING HOLE. DO NOT

CUT EXISTING REINFORCEMENT.

5. CLEAN HOLES OF ALL DUST WITH MOTOR DRIVEN COMPRESSED AIR AND

WIRE BRUSH PRIOR TO GROUTING.

6. ALL DOWELS SHALL HAVE SPECIAL INSPECTION.

7. USE NON-SHRINK GROUT WHERE DIRECTED BY THE CONTRACTING

OFFICER.

f'C 4000 PSI 5000 PSI

#3 13 17 12 16 12 16

#4 21 28 18 24 17 22

#5 31 41 27 35 24 32

#6 43 56 37 48 33 43

#7 69 90 60 78 53 69

#8 85 111 74 96 66 86

#9 103 134 90 116 80 104

SLAB & WALL SPLICE LENGTHS GRADE

BAR

SIZE

OTHER

BARS

OTHER

BARS

OTHER

BARS

3000PSI

60 (INCHES)

180° HOOKS 90° HOOKS

135° HOOKS135° HOOKS90° HOOKS

MAIN BARS

A

STANDARD STIRRUPS OR TIES

B

SEISMIC STIRRUPS OR TIES

C

DIMENSION

DETAILING DETAILING

DIMENSION

BEAM

D E

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IN

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SIZE

D

A OR G J A OR G

90° HOOKS180° HOOKS

#3

#4

#5

#6

#7

#8

2 1/4

3 3/4

4 1/2

D

A OR G

H

APPROX

90°

HOOKS

135° HOOKS

A OR G

#3

#4

#5

4 1/2

4 1/2

5 1/2

APPROX

A OR G

135° HOOKS

#3

#4

#5

#6

#7

L BEAMc

BAR

SIZE

D

(mm) H

1 1/2

2 1/2

BAR

SIZE

A OR G

HOOK

5 3

5 1/4

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

2 1/2

3 3/4

1 1/2

2 1/2

4 1/2

5 1/4 9

5 1/2

4 1/2

4 1/4 3

3 3/4

4 1/2

5 1/4

OFFSET BEND

(3" M

IN

6d 6d

H

D D d

O R d

J D d d

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G d

D

A OR G

H

4d OR 2 1/2 MIN. M A

X

SLAB TOP

BARS

SLAB TOP

BARS

SLAB TOP

BARS

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C T s e ri e s

W o rk

S p a c e \s ta n d a rd s \p lt c fg \P

D F -N

C S v -A

N S I-

D .p lt c fg

P R

IN

T E

D B

Y j3 e c a m u

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

D B

Y

IDENTIFICATION

SHEET

D E

S

IG

N E

D B

Y

D W

N B

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S U

B M

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T E

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F

IL

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ANSI D 22 x 34

-1

-5

S

E P

SECTION

PLAN

S-006

B

S-006

A

S-006

C

S-006

A

DIRECTION

OF SLAB

SPAN

(N) Lx

(E) CONC

TOPPING

(N) Lx

(E) CONC

TOPPING

(E) STRUCTURAL

CONC SLAB

(E) STRUCTURAL

CONC SLAB

(N) EXPANSION

ANCHOR

(N) EXPANSION

ANCHOR

(N) L 4 x 4 x 1/4 BELOW (E)

CONC SLAB W/ (5) 5/8" DIA

EXP ANCHORS

(MIN TENSILE CAP = 1,600 LB

MIN SHEAR CAP = 1,700 LB)

(N) L 4 x 4 x 1/4 BELOW (E)

CONC SLAB W/ (5) 5/8" DIA

EXP ANCHORS

(MIN TENSILE CAP = 1,600 LB

MIN SHEAR CAP = 1,700 LB)

(N) 4"x4"x1/4" PL, TYP

CONC WALL

TYP

1/4

1/4

3"

12"

12"

8"

EMBED

5"

(N) OPN'G

M

IN

-1 /2

2'-6" MAX2'-0" MIN

TYP

6"

TYP

3"

EQ

EQ

E M

B E

D

M

X

M

2'-6" MAX

A1

NEW OPENING IN EXISTING SLAB GREATER THAN 18"

NOT TO SCALE A3

CONDITION WHERE PENETRATION ABUTS CONC WALL

NOT TO SCALE

(N) 3/4" DIA

EXP ANCHORS

SLEEVE (TYP)

CL SLAB

OR WALL

CONDUIT IN CENTER THIRD OF SLAB OR WALL

WHERE WALL REINF HAS 1 MAT IN CENTER

LOCATE CONDUIT IN SAME LAYER WITH WALL

VERT REINF OF VERT CONDUIT

MAX D=T/3 OR 2"

WHICHEVER IS SMALLER

NOTE:

WHERE CLEAR DISTANCE BETWEEN SLEEVES IS IMPOSSIBLE OR MAX D IS

EXCEEDED, THIS AREA SHALL BE TREATED AS AN OPENING PER TYPICAL

DETAIL FOR OPENINGS ON SLAB OR WALL. CONTRACTOR SHALL

LOCATE (E) SLAB/WALL REINFORCING BY NON-DESTRUCTIVE MEANS TO

AVOID DAMAGE PRIOR TO DRILLING AND CORING FOR (N) PIPES AND CONDUITS

B1

IN OR THRU SLAB OR WALL

TYPICAL PIPING AND CONDUIT

NOT TO SCALE

D 3D OR 4" MIN

3D OR 4" MIN

MAX D=T

D

"T

B2

SLAB PIPE SLEEVES

TYPICAL REINF AT WALL AND

NOT TO SCALE

BEND REINF BARS

TO CLEAR SLEEVE

AS DIRECTED

PLASTIC OR SCHED

40 STEEL PIPE

SLEEVE. INSIDE DIA

AS SHOWN ON

MECH, ELEC OR

PLUMB DWGS

PIPE SLEEVES TO

BE HELD RIGIDLY IN

PLACE

PIPE, SEE MECH,

ELEC, PLUMBING

DWGS

#5 EA FACE

3" AT FLOORS,

FLUSH AT WALLS

PIPE

CAULK IN EXTERIOR WALLS OR

AS NOTED ON ARCH, MECH,

ELEC OR PLUMB DWGS

P

2'-0"

NOTE:

THIS DETAIL APPLIES TO INDIVIDUAL PIPE SLEEVE LOCATIONS ONLY.

WHEN SLEEVES ARE LESS THAN 3 SLEEVE DIAMETERS APART AND/OR 2

OR MORE SLEEVES ARE LINED UP, SPECIAL REINFORCING MAY BE

NEEDED. SEE OTHER DETAILS OR CONSULT THE ENGINEER.

AND BOTTOM

AT 24", TYP SIDES

GROUT # 4x36" MIN

DRILL AND EPOXY

FULL-HT OF JAMB

TO NEXT FULL CELL TO

GROUT 8" MIN AND

HOLLOW, FILL WITH

IF EXIST JAMB IS

WHERE OCCURS

TOP OF (E) SLAB,

D1

INFILL EXISTING SLAB

NOT TO SCALE D3

W/CONCRETE

INFILL EXISTING OPENING

NOT TO SCALE

12" OR LESS

5" MAX TYP

13" - 24"

4" EPOXY EMBED

4" TYP

FIELD VERIFY

(N) CONC INFILL

MIN LENGTH

5/8" DIA X 6"

DEPTH, TYP

DOWEL AT SLAB MID-

#3 EPOXY EMBEDDED

CONC INFILL

EMBED

3" EPOXY

DEPTH, TYP

DOWEL AT SLAB MID-

#3 EPOXY EMBEDDED

MIN SPACING FOR

ALTERNATE SPLICES

REINF

TYP WALL

MIN)

TYP LAP (24"

HORIZ REINF

D4

TYPICAL WALL REINFORCING

NOT TO SCALE

TO BE REMOVED

CONC. SLAB OR WALL

PORTION OF EXIST.

#4x36" MIN AT 24" EW

(E) CMU/CONC WALL

WALL SURFACE

OF ADJACENT (E) CONC

TO MATCH TEXTURE

(N) CONC SURFACE

ELEVATION

WALL

EXIST. CONC.

B3

CONCRETE WALL OR SLAB PENETRATION DETAIL

NOT TO SCALE

4'-0"

CONC INFILL

TO 1/4" AMPLITUDE

OPENING, ROUGHEN

RECTANGULAR SLAB

LINE OF (E) ROUND OR

TO 1/4" AMPLITUDE

OPENING, ROUGHEN

RECTANGULAR SLAB

LINE OF (E) ROUND OR

ELEVATION

SEE DETAIL A3/S-004

CHIP OUT CONC. SLAB OR WALL BELOW GRADE AS SHOWN

BE REMOVED IMMEDIATELY AFTER CUTTING OPERATIONS.

. ONLY SAW CUT EXTENT OF PANEL TO DO NOT OVERCUT

SAW CUT WALL BETWEEN DRILLED HOLES AND REMOVE.

CORE DRILL HOLES AT SLAB OR WALL CORNERS

A3/S-006 AND D2/S-007.

SHORE OR PROVIDE SUPPORT AS SHOWN ON A1/S-006,

1. PRIOR TO DEMOLITION OF PENETRATION OR OPENING,

DEMOLITION SEQUENCE:

S-006 j3 e c a w c

U S A

R M

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O R

P S O

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C K

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O A

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W A

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F O

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F T

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US Army Corps

/1

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D e fa u lt c p w -w o rk \p o h -1 \j e c a m u \d

\1 s b -B

S -0

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P L

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P E

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A B

L E

B W a n d

G ra y s c a le

P e n .t b l

C P ro g ra m D a ta \B e n tl e y \M ic ro

S ta ti o n V i (S

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C T s e ri e s

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S p a c e \s ta n d a rd s \p lt c fg \P

D F -N

C S v -A

N S I-

D .p lt c fg

P R

IN

T E

D B

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L A

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A V

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S O

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O N

T R

A C

T N

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SHEET OF

project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

D B

Y

IDENTIFICATION

SHEET

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T E

D B

Y

F

IL

E N

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ANSI D 22 x 34

-1

-5

S

E P

A

CURB

PAD

CURB

CONCRETE CAST

AGAINST EARTH

CONCRETE EXPOSED TO

EARTH OR WEATHER

MAIN OR TEMPERATURE

BAR (TYP.)

STIRRUP OR TIE

EARTH/CONC.

MAIN OR

TEMPERATURE

BAR (TYP.)

FORMED CONC.

SURFACE

EXTERIOR FACE

EARTH

S

T P

O U

R

N D P

O U

R

SECTION

PLAN

CLEAN SURFACE

PRIOR TO PLACING

CONCRETE

HORIZ WALL

REINF TYP

3"

1 1/2 "

3"

FIRST PLACEMENT

1'-0"

SEE ARCH DWGS

1" CLR

CLR

1 1/2"

1 1/2" CLR

C L

R

E Q

E Q

E Q

HORIZ

EQEQ EQ

3" CLR.

STIRRUP OR TIE

A1

WALL CONSTRUCTION JOINTS

CONCRETE HORIZONTAL

NOT TO SCALE A2

WALL CONSTRUCTION JOINTS

CONCRETE VERTICAL

NOT TO SCALE A3

OF REINFORCING

CONCRETE PROTECTION

NOT TO SCALE

NOTES:

1. PROTECTION COVER SHOWN IS MINIMUM PERMITTED.

2. THICKER PROTECTIVE COVER INDICATED IN SPECIFIC DETAILS SHALL GOVERN.

3. COMPLY WITH A CASE OF CONC. EXPOSED TO EARTH OR WEATHER FOR

STRL. SLAB-ON-GRADE & GRADE BEAMS.

4. PROTECTIVE COVER SHOWN IS FOR CAST-IN-PLACE CONCRETE ONLY.

B1

CONCRETE CURBS AND PADS

NOT TO SCALE

REQ'D 5" MIN, 9" MAX

CURB WIDTH AS

CORNERS, TYP

1'-6"x1'-6" DOWELS AT

8" WITH 1'-6" BEND OR

#4 CONT HORIZ BARS AT

TOP OF SLAB

12"

M A

X

"H

M

IN

12"

M A

X

"H

MIN

9"

#4 AT 12"

(2) #4 CONT

H/2 IF H>16"

ADD (2) #4 CONT

#3 AT 16" EW

JOINT

REINF ACROSS

CONTINUE

OTHERWISE NOTED

TYP UNLESS

VERT WALL REINF

NOTES:

1. SEE ARCH DWGS FOR SIZE AND LOCATION OF CURBS.

2. PROVIDE INSERTS AS REQUIRED BY ARCH AND MECH DWGS.

3. SEE CURB DETAIL FOR #4 HORIZ BAR REQUIREMENTS.

4. SEE EQUIPMENT DETAILS FOR ANCHORAGE.

OPENING

SJ*

S J

S J

SJ*

S J

* #4 x 4'-0"

#4 E.W.

A A

A

A

A

TYP.

1'-6" MAX.

WALL

CONCRETE

MID-DEPTH

1-#4 x 2'-0" @

2-#4 x 4'-0"

* ALSO FOR EJ

NOTES:

T H

K S

L A

B M

IN

T H

K S

L A

B

D1

TYPICAL ADDED SOG REINF.

NOT TO SCALE

2'-0" CLR, TYP

NOTE:

JOINT LOCATION SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER FOR REVIEW.

NOTES:

1. PROVIDE CONSTRUCTION JOINT AT 30'-0" OC MAX.

2. LOCATION AND DETAIL OF JOINT SHALL BE REVIEWED BY

THE CONTRACTING OFFICER WHEN NOT LOCATED AT

INTERSECTIONS OF WALLS PRIOR TO CONSTRUCTING

FORMS OR PLACING CONCRETE.

12" LONG KEY AT 24"

#3 AT 16" EW

1" CLR

4 1/2 " /2

U .O .N

#4 AT 12" DOWELS

TOPPING

EXIST. CONC.

EPOXY

MECH. EQUIPMENT

EXTEND 6" PAST

CONC. TOPPING

SAWCUT EXIST.

PAD ON EXISTING CONCRETE SLAB

3/4" CHAMFER

3/4" CHAMFER

AROUND PERIMETER OF PAD

EMBED 3" MIN INTO (E) SLAB

#3 AT 16" 90° BEND

12" LONG KEY AT 24"

BOLT

ANCHOR

EQUIP

4" MIN

AT DOOR OPENING

1'-4"

ANCHORS AT 16", TYP

4" TYP

4" TYPTYP

1'-4"

SAWCUT OPENING

NEW DOOR

TOP OF FLOOR

TOP OF FLOOR

AT 16", TYP

ANCHORS

EXPANSION

D2

TYPICAL NEW DOOR/WINDOW OPENING IN EXISTING CONCRETE WALL

NOT TO SCALE

CONC WALL

EXISTING

CONC WALL

EXISTING

/2

S A

W C

U T O

P E

N

IN

G N

E W D

O

/2

SHOTCRETE WALL IS INSTALLED

WORK. REMOVE AFTER NEW

INSTALLED BEFORE DEMOLITION

TEMPORARY C6x8.2 HEADER

SAWCUT OPENING

WINDOW OR MECH

NEW OPENING FOR

S A

W C

U T O

P E

N

IN

G W

IN

D O

W O

R M

E C

H N

E W O

P E

N

IN

G F

AT WINDOW OR MECH OPENING

W/ 1/4" AMPLITUDE

ROUGHEN SURFACE

W/ 1/4" AMPLITUDE

ROUGHEN SURFACE

W/ 1/4" AMPLITUDE

ROUGHEN SURFACE

W/ 1/4" AMPLITUDE

ROUGHEN SURFACE

CURB

W/ 1/4" AMPLITUDE

ROUGHEN SURFACE

M A

X

"H

#4 HORIZ CONT

CONC TOPPING

SAWCUT EXIST

CURB WIDTH

4" MIN

EQ EQ

(IF APPLICABLE)

EXIST TOPPING SLAB

NEW CONC CURB

1" MIN CLR

HOLE

#4 @ 12" DRILL & BOND

S-007 j3 e c a m u

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L U D

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H U

H A

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IN

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P

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A

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D E

S

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D e fa u lt c p w -w o rk \p o h -1 \j e c a m u \d

\1 s b -B

S -0

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IL

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P L

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D R

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E R

P E

N T

A B

L E

B W a n d

G ra y s c a le

P e n .t b l

C P ro g ra m D a ta \B e n tl e y \M ic ro

S ta ti o n V i (S

E L E

C T s e ri e s

W o rk

S p a c e \s ta n d a rd s \p lt c fg \P

D F -N

C S v -A

N S I-

D .p lt c fg

P R

IN

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D B

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S T S

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T N

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SHEET OF

project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

D B

Y

IDENTIFICATION

SHEET

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T E

D B

Y

F

IL

E N

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B E

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P L

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A T

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P L

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C A

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M A

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D E

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T

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N A

P P

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M A

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D A

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D E

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A T

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ANSI D 22 x 34

-1

-5

S

E P

A

TOP OF FOOTING FOR

INTERSECTING INTERIOR

& PERIMETER WALLS

SLAB @

ENTRY

TOP OF FOUNDATION

WALL @ DOOR OPENINGS

SOG OR TS

EJ

"T

EJ

B2

AT FOUNDATION WALLS

BASALTIC TERMITE BARRIER (BTB)

NOT TO SCALE

VAPOR BARRIER (TYP)

BTB (TYP)

GEOTEXTILE FABRIC (TYP)

CWB (TYP)

COMPACTED SUBGRADE (TYP)

GTB (TYP)

4" MIN

VERTICAL CONTAINMENT

BARRIER-CORRUGATED

FIBERGLASS ROOFING

SHEETS (TYP)

NOTE: BTB REQUIRED ON DIRECT

CONTACT ALONG VERTICAL FACES

OF ALL INTERIOR AND EXTERIOR

FOUNDATION WALLS, GRADE BEAMS,

AND TOP OF FOOTING AS SHOWN

#4 CONT

24"

24"

DEPRESSED SLAB

/2

C L

R

/4

24" 8"

A3

DEPRESSED SLAB AND SLAB EDGE

NOT TO SCALE

CONDITIONS

FOR EDGE

SEE ARCH DWGS

DEEP PLASTIC RIBBON

AFTER POUR OR USE 1"

CUT MAXIMUM OF 12 HOURS

CONTRACTOR OPTION: SAW

#4 AT 18"

NOTE:

CONSTRUCTION JOINTS

MUST BE USED AT THE

END OF DAYS WORK,

SEE CONSTRUCTION

JOINT (CJ) DETAILS

TYP. EXPANSION JOINT (E.J.)

CUT REBAR AT JOINT

1/3 OF SLAB

REINF IN UPPER

CUT REBAR AT JOINT

D2

TYP. SLAB JOINT DETAIL

SCALE: 3/4"=1'-0"

(GREASE ONE END ONLY)

DOWEL AT 24" O.C.

#4 x 24" LONG SMOOTH

KEY OR 1 1/2" DEEP SAW-CUT

PREFORMED METAL

CONT. KEYWAY OR

EJ

EJ

COL.

8" T Y P

COL.

EJ

EJ

EJ

8" T Y P

S J

S J

2'-0"

MID-DEPTH

#5 @

MID-DEPTH

#5 @

2'-0"

OR CONC WALL

EDGE OF SLAB

SLAB REINFORCING

SLAB ON GRADE

CONCRETE

BARRIER (CWB)

CAPILLARY WATER

BARRIER (BTB)

BASALTIC TERMITE

FABRIC

GEOTECHNICAL

SUBGRADE

COMPACTED

D4

TYPICAL SAW CUT JOINT (SJ)

SLAB THK SLAB THK

B1

JOINT @ COLUMN

TYPICAL ISOLATION (EXPANSION)

NOT TO SCALE

VAPOR BARRIER

15 MILS THK

TYP. CONSTRUCTION JOINT (C.S.J.)

SEE JOINT SEALANT DETAIL

SEALANT AT SURFACE

FILLER WITH ELASTOMERIC

1/2" PREMOULDED JOINT

SJ OR CSJ SJ OR CSJ SJ OR CSJ

SEE D3/S-008

EXPANSION JOINT (EJ)

MID-DEPTH

#4 @

MID-DEPTH

#4 @

6x6-W4xW4 WWM

6x6-W4xW4 WWM

24"

24"

#4 AT 18"

8" MIN

EXPANSION JOINT @ WALL FACE

FACE OF WALL

"t" (4" TO 12")

DEPRESSION

M

IN

SEE JOINT SEALANT DETAIL

SEALANT AT SURFACE

FILLER WITH ELASTOMERIC

1/2" PREMOULDED JOINT

CONDITIONS

FOR EDGE

SEE ARCH DWGS

#4 AT 18"

6x6-W4xW4 WWM

6x6-W4xW4 WWM

SEE JOINT SEALANT DETAIL

SEALANT AT SURFACE

FILLER WITH ELASTOMERIC

1/2" PREMOULDED JOINT

12"

24" 24"#4 AT 18"

#4 CONT

M

IN

A1

SLOPED SLAB

NOT TO SCALE

FABRIC

GEOTECHNICAL

SUBGRADE

COMPACTED

VAPOR BARRIER

15 MILS THK

BARRIER (BTB)

BASALTIC TERMITE

BARRIER (CWB)

CAPILLARY WATER

FABRIC

GEOTECHNICAL

SUBGRADE

COMPACTED

VAPOR BARRIER

15 MILS THK

BARRIER (BTB)

BASALTIC TERMITE

BARRIER (CWB)

CAPILLARY WATER

SLAB THK

24"

SLAB EDGE

M

IN

M

IN

8" MIN

#4 AT 18"

(2) #4 CONT

PAVING - SEE PLANS

FIN GRADE OR

6x6-W4xW4 WWM

DEPRESSED SLAB

1'-6" (MIN)

6t OR

6x6-W4xW4 WWM

6x6-W4xW4 WWM

#4 CONT 24"

24"

#4 AT 18"

"t" (4" MAX)

DEPRESSION

AT SLAB EDGE

AND CAPPING DETAILS

SEE ARCH FOR BTB

S-008 j3 e c a m u

U S A

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N O

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L U

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W A

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H O

N O

L U

L U D

IS

T R

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H O

F

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L D B

A R

R A

C K

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O A

H U

H A

W A

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P A

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U M

B

P

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

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IDENTIFICATION

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ANSI D 22 x 34

-1

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BY SHORING AS REQUIRED

FOR MAINTAINING ALL TRENCH SLOPES

CONTRACTOR SHALL BE RESPONSIBLE

NOTE:

2'-1"

FOOTING

EXTEND BELOW THIS LINE

EXCAVATION SHALL NOT

A1

TYP. TRENCH DETAIL

SCALE: 3/4"=1'-0"

ADD 2-#4x4"

M

IN

/2

T

LAP 24"

FOOTING REINF

ADD BARS TO MATCH 9"

"T

/2

FOOTING REINF

"T

"T

9"

BEND 12"

UNDER FOOTING

THROUGH FOOTING

6" DIA. MAX.

6" DIA MAX

B1

TYP. PIPE SLEEVE AT FOOTING

SCALE: 3/4"=1'-0"

A2

DETAIL

SCALE: NTS A3

TYP. CONC. SLAB OPENING REINF.

SCALE: 3/4"=1'-0"

ASTM

NO. 67

GRAVEL

FILL

EXISTING

CONCRETE

SLAB-ON-GRADE

MECH.

PIPE OR

CONDUIT

SAWCUT & REMOVE

EXISTING CONCRETE

SLAB-ON-GRADE AS

REQUIRED TO INSTALL

MECH. PIPES OR CONDUIT

REPAIR OF CONCRETE

SLAB-ON-GRADE FOR MECH.

PIPE/CONDUIT INSTALLATION

"tw"

"tw"

NO. OF BOLTSSUPPORTED BEAM DEPTH BOLTS

t

1/4 tw

CONNECTION SCHEDULE

NOTE:

1. "t" INDICATES MINIMUM SHEAR

PLATE WALL THICKNESS.

2. "tw" INDICATES MIN. WELD SIZE.

VARIES

2'-0" MAX.

MIN

1'-0"

D D MIND MIN

ADD BARS

TO MATCH

FOOTING REINF

PROVIDE 90°

BEND AT END OF

INTERRUPTED

BARS (TYP.)

2-DIAG. BARS EQUAL IN SIZE

TO MAIN DIRECTION

BARS x 96 BAR DIA. LONG, AT EACH CORNER, T&B (TYP.)

MAIN DIRECTION BARS:

ADD 1/2 THE NUMBER OF

BARS INTERRUPTED PLUS

ONE TO EACH SIDE OF

OPENING AT 3" O.C., TYP.

BARS SHALL CONTINUE

BETWEEN BEARING SUPPORTS

TRANSV. DIRECTION BARS:

ADD 1/2 THE NUMBER OF BARS

INTERRUPTED PLUS ONE TO EACH

SIDE OF OPENING AT 3" O.C.,TYP.

BARS SHALL CONTINUE BETWEEN

BEARING SUPPORTS

USE SIMILAR DETAILS

FOR ROUND OPENINGS

BOLTS, SEE SCHED.

FOR SIZE AND QUANTITY

UNLESS OTHERWISE

NOTED

"t" SHEAR PLATE

THICKNESS

SHEAR PLATE,

SEE SCHED.

1/4

3/8

3/8

3/8

3/8

2" 21/2"

/2

(T Y

P

/2

21/2"3"

A4

BEAM CONNECTION

TYP. STEEL BEAM TO

SCALE: NTS

5/16

5/16

5/16

5/16

#4x 1'-4" LONG

DOWELS AT 2'-0"

O.C. STAGGER.

EPOXY GROUT

DEEP HOLES -

CENTER

DOWELS IN

SLAB

PROVIDE 4" MIN.

CONCRETE

SLAB-ON-GRADE

REINFORCED

w/6x6-W7.4/W2.9 W.W.M.

NOTE:

IF EXIST SLAB BECOMES

UNDERMINED BACKFILL

W/CONCRETE

ADD 2-#4x4"

T Y

P

15 MIL VAPOR

BARRIER

FULL HEIGHT

CONNECTOR

PLATE (U.N.O.)

W8, W10

W16, W18

W21

W24

W27

5/16

AT EXPANSION JOINT AT SAWCUT JOINT

D

W

1/2" MIN

1/2" PREMOLDED

JOINT FILLER

PAVEMENT OR

SLAB SURFACE

BACKER

MATERIAL

POURED

JOINT SEALER

LEGEND:

W = WIDTH OF SEALANT RESERVOIR = 1/2" MIN AND 5/8" MAX

D = DEPTH OF SEALANT = 1/2" MIN TO 3/4" MAX

PAVEMENT OR SLAB

SURFACE

BACKER

MATERIAL

POURED

JOINT SEALER

CRACK

D1

TYPICAL JOINT SEALANT DETAILS

SCALE: NTS

1/2" MAX12" (U.O.N.)

4W14

W12

3/16

5/16 1/4

ALTERNATIVE 1 (CUT HOLE @ PENETRATION)

ALTERNATIVE 3 (PROVIDE SIDE LAP SPLICE @ PENETRATION)

ALTERNATIVE 2 (PROVIDE SPLICE IN MAIN WIRE @ PENETRATION)

LARGER WIRE

DIRECTION OF

MESH

DO NOT CUT SLOTS IN

@ PENETRATIONS.

CUT AFFECTED WIRES

FLOOR

PIPE THRU

DUCT OR

LARGER WIRE

DIRECTION OF

LARGER WIRE

DIRECTION OF

LARGER WIRE

DIRECTION OF

THRU FLOOR

DUCT OR PIPE

THRU FLOOR

DUCT OR PIPE

(TYP.)

SPLICES

LAP

TIE ALL

D4

MESH SPLICES

TYP. DETAIL @ WIRE

SCALE: 3/4"=1'-0"

B2

OR PIPES THROUGH SLAB-ON-GRADE OR FLOOR SLAB

TYP. DETAILS OF WIRE MESH @ DUCTS

SCALE: 3/4"=1'-0"

BE USED AT CONTRACTORS OPTION)

JOINT (JOINT FORM INSERT MAY

1/8" X 1 1/2" DEEP SAW CUT

NOTE:

TOP OF SEALANT WILL BE 1/8" TO 1/4"

BELOW TOP OF PAVEMENT OR SLAB.

N O

T E

S

P

LAP, SEE NOTE

LAP, SEE NOTE

L A

P S

E E N

O T

E

REQUIREMENTS AT SLAB OPENINGS.

2). SEE DETAIL A3/S-009 FOR ADDITIONAL REINFORCING

FOR WIRE MESH SPLICING REQUIREMENTS.

1). SEE SPECIFICATION SECTION 03 30 00, PARAGRAPH 3.4.4

NOTE:

S-009 j3 e c a m u

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project documents within the scope of their employment as required by ER 1110-1-8152.

The initials or signatures and registration designations of individuals appear on these This project was designed by the Honolulu District of the U.S. Army Corps of Engineers.

of Engineers

US Army Corps

C K

D B

Y

IDENTIFICATION

SHEET

D E

S

IG

N E

D B

Y

D W

N B

Y

S U

B M

IT

T E

D B

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F

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ANSI D 22 x 34

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NUMBER, SEE NOTES ABOVE.

DENOTES REPAIR NOTE

(VARIES IN DEPTH)

(E) CRACK

THICKNESS

WALL (SLAB SIM)

4 2

X

(E) CONC SURFACE

A3

CRACK REPAIR - EPOXY INJECTION

1/2"=1'-0"

EPOXY RESIN TYPE I, GRADE 1 CLASS A PER ASTM C881-14.

5. USE TWO COMPONENT EPOXY RESIN THAT MEETS OR EXCEEDS REQUIREMENT OF

4. AFTER THE EPOXY HAS CURED, REMOVE THE INJECTION PORTS AND SURFACE SEAL.

ADJACENT PORT AND CONTINUE WITH THE EPOXY INJECTION.

ONE END OF THE CRACK. WHEN EPOXY EMERGES FROM THE PORT, MOVE TO THE NEXT

3. PRESSURE INJECT EPOXY INTO CRACK BY BEGINNING WITH THE INJECTION PORT AT

SEALER IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

PRESSURE INJECTION PORTS ALONG THE CRACK. ALLOW FOR CURING OF THE CRACK

(BOTH SIDES, FOR CRACKS THAT EXTEND THROUGH THE MEMBER) AND INSTALL THE

MATERIALS, INCLUDING EFFLORESCENCE, BY MECHANICAL MEANS. SEAL THE CRACK

APPLICABLE) ALONG THE CRACK OF ALL LOOSE, BOND INHIBITING AND OTHER DELETERIOUS

2. CLEAN THE EXISTING CONCRETE SURFACE (BOTH SIDES OF CRACK SURFACE, AS

OTHERWISE, PROCEED TO STEP 2 BELOW.

DELAMINATED CONCRETE AND REPAIR AS A SPALL (SEE DETAIL C3/S-010);

CRACK. IF THE CONCRETE SOUNDS "HOLLOW", CHIP OFF THE SURFACE AND ANY

BETWEEN 0.010" TO 0.060". LIGHTLY TAP THE EXISTING CONCRETE ADJACENT TO THE

1. USE CRACK REPAIR BY PRESSURE INJECTION WHEN CONCRETE SEPARATION IS

CONCRETE CRACK REPAIR BY PRESSURE INJECTION

SHORE PERIMETER

OF SLAB BEFORE

START OF REPAIRSHORE

FILL VOID W/ REPAIR MORTAR

OR CONCRETE, SEE REPAIR

NOTES

SAWCUT EDGES

TO 1/2" DEPTH

REMOVE UNSOUND CONCRETE

& CONCRETE 3/4" TO 1" AROUND

REBAR.

ADD REINF IF SECTION LOSS

EXCEED 20%. SEE DETAILS ON

S-011 FOR REINFORCING

REPAIR & STRENGTHENING OF

LONGITUDINAL & SUPPORT

BARS.

SPALL REPAIR - GENERAL NOTES

1. GENERAL

C. CONFLICTS BETWEEN THE ACTUAL FIELD CONDITIONS

AND THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION

OF THE CONTRACTING OFFICER BEFORE PROCEEDING WITH

ANY OF THE WORK INVOLVED.

D. FLAMMABLES SHALL NOT BE STORED ON SITE UNLESS IN

AN APPROVED FLAMMABLE STORAGE LOCKER PER NFPA

AND 29 CFR 1910.

E. THE CONTRACTOR SHALL RESTORE AND PAINT ALL

CONCRETE SURFACES THAT HAVE BEEN REPAIRED.

PAINTING SHALL MATCH THE COLOR AND FINISH OF THE

ADJACENT SURFACE AND CONSIST OF PRIME COAT AND TWO

TOP COATS.

F. THE CONTRACTOR SHALL HAVE ALL MATERIAL AND

EQUIPMENT ON HAND PRIOR TO STARTING THE PROJECT.

G. NON-HAZARDOUS WASTE MATERIAL SHALL BE PROPERLY

REMOVED AND DISPOSED OF DAILY OUTSIDE THE LIMITS OF

THE GOVERNMENT PROPERTY AT THE SITE DESIGNATED BY

THE CONTRACTING OFFICER.

H. THE CONTRACTOR SHALL REMOVE AND REINSTALL TO

ORIGINAL CONDITION, SURFACE MOUNTED ELECTRICAL

FIXTURES AND WIRING, PLUMBING, DUCTS, DRY WALL,

WINDOWS, ETC. AS NECESSARY TO COMPLETE THE REPAIRS.

THE CONTRACTOR SHALL CONDUCT A SITE VISIT TO IDENTIFY

ITEMS REQUIRING REMOVAL AND INCLUDE THESE IN THE BID.

J. PRIOR TO START OF REPAIR WORK, CONTRACTOR SHALL

TAKE AND SUBMIT PHOTOS OF ANY ITEMS REQUIRING REMOVAL.

K. REMOVE ANY EXISTING PLASTER OR ARCHITECTURAL COVERING

PRIOR TO CONCRETE REPAIR.

L. PERFORM SPALL REPAIR PRIOR TO FRP INSTALLATION.

2. DAMAGE SURVEY

PRIOR TO THE START OF SHORING AND REPAIRS, THE

CONTRACTOR SHALL CONDUCT A DAMAGE SURVEY BY TAPPING

BEAMS, COLUMNS AND MIDSPAN OF SLABS WITH A HAMMER.

PHOTOS AND DRAWINGS SHOWING THE LOCATIONS AND

DESCRIBING THE TYPE AND EXTENT OF ADDITIONAL DAMAGE

FOUND SHALL BE SUBMITTED.

A. PRIOR TO THE START OF REPAIRS, THE CONTRACTOR SHALL

SHORE STRUCTURAL MEMBERS, UTILITIES AND OTHER

APPURTENANCES TO ENSURE THE…