W9128A-19-B-0001_Drawings_(Part_3_of_9).pdf

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CONC SIDEWALK

SIDE ELEVATION

SL

WATER PROOF MEMBRANE

APPROVED EQUAL

BOBRICK #B985 OR

BASIS OF DESIGN:

HANGER

STAINLESS STEEL

HEAVY DUTY

BIBB

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5'-4" AFF

0'-0" FIN. FLR

METAL FRAME

METAL FRAME

LOCKERS

AT END OF

W/END PANEL

SLOPED TOP

BASE

ENCLOSED

COAT HOOK

HANGER ROD

LK-1

METAL SHELF

1' - 3"

NOTE:

8" CMU W/ SPLIT FACE ON EXTERIOR

SIDE AND SMOOTH FINISH ON INTERIOR.

1X3 WOOD TRIM

1 1/2" METAL DECKING OVER

PRE-ENGINEERED ROOF TRUSS

FILL TOP W/

OAKUM FOR TIGHT FIT

RIGID INSULATION (R=20).

LEAVE ANY EXPOSED ROOF

SURFACES, LOOSE EDGES

OR JOINTS)

EDGES & JOINTS. (DO NOT

SECURELY TAPE ALONG

COVER BOARD OVER

BOT. OF SOFFIT

MTL SOFFIT

END TRIM

FLASHING

SHEET

LEADERS & STRAPS @

36" O.C.

DOWNSPOUT WITH

PAINT FINISH, TYP.

METAL GUTTER

ANGLE

16 GA CLIP

GYPSUM BOARD

5/8" THICK STAINLESS STEEL/

CONTINUOUS MTL

STUD TRACK

CONTINUOUS 14 GA

FACIA

METAL GUTTER,

MASONRY SCREWS

3 5/8" DEEP 20 GA MTL

STUD @ 16" O.C.

7/8" DEEP 20 GA HAT

CHANNEL @ 16" O.C.

EDGE METAL

FOLD PANEL TO

ENGAGE EDGE

METAL FLASHING

7/8" DEEP 20 GA HAT

CHANNEL @ 16" O.C.

A-505

A2

FASCIA

FLASHING

SHEET METAL

STRAP

METAL

FIN GRADE ELEV

FIN SIDEWALK WHERE OCCURS

FINISH FLOOR

T.O. WALL

(E) CONC. SLAB

CMU WALL

ELEV: 0'-0"

UNDERLAYMENT OVER

SPLASH BLOCK, TYP

DRAWINGS

STRUCTURAL

FOOTING ,SEE

TYP

PRE-FINISHED STEEL

STANDING SEAM ROOF

ELEV: 8'-1" AFF , TYP

ELEV: 8'-8" AFF, TYP

FINISH CONC. FLOOR

(SEE CIVIL)

PER CIVIL

3'-0"8"

12" WIDE MTL

PANEL SOFFIT

A1

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

TYPICAL BOOT WASH DETAIL

C1

TYPICAL LOCKER SECTION

SCALE: 1 1/2"" = 1'-0"

0 1'

SCALE: 1 1/2" = 1'-0"

2'

0 1'

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

4'2' 3'

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SCALE: 1 1/2" = 1'-0"

TYPICAL WALL SECTION DETAIL

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DISPENSER

MOUNT SOAP

SURFACE

MIRROR

24"x36"

CLEARANCE

TOE AND KNEE

CLEARANCE

FLOOR

LAVATORY

TYPICAL SIDE ELEVATION

TYPICAL FRONT ELEVATION

LAVATORY -

TYPICAL FLOOR PLAN

LAVATORY -

ROBE HOOK

FINISH SCHEDULE

BUILDING NO. NAME HEIGHT FLOOR FINISH CEILING FINISH COMMENTS

145, 146, 147, 148

137, 138, 139, 144, BUILDING 135, 136, BARRACKS - LARGE 8' - 8" AFF

DOOR

FRAME

DOOR

GYP-1

FINISH LEGEND

SYMBOL MATERIAL PATTERN/COLOR COMMENTS

GYPSUM BOARD

CT-1 CERAMIC TILE

SLIGHTLY BEVELED MODIFIED STRAIGHT EDGE

GRT-1 GROUT

NON-STAINING, DRY-SET GROUT FOR WALLS, COLOR TO MATCH TILE

COMMERCIAL PORTLAND CEMENT GROUT, WATER RESISTANT,

CONC-1 SEALED CONCRETE

PT-1

CMU WALL)

PAINT (INTERIOR

PT-2

PT-3

& DOOR FRAMES)

PAINT (METAL DOORS

WILLIAMS - FOGGY DAY SW 6235

SEMI-GLOSS PAINT, COLOR: SHERWIN

COLOR: SHELL WHITE SW 8917

SEMI-GLOSS INTERIOR LATEX PAINT,

GP ADMIN - SMALL 8' - 8" AFF

8' - 8" AFF

8' - 8" AFF

8' - 8" AFF

DUPLEX

SHOWER/LATRINE

LATRINE ONLY

LAUNDRY

PT-3

PT-3

PT-3

PT-3

PT-3

PT-3

PT-3

PT-3

PT-3

PT-3

CEILING (GYP-1)

GYPSUM BOARD

CEILING (GYP-1)

GYPSUM BOARD

CEILING (GYP-1)

GYPSUM BOARD

CEILING (GYP-1)

GYPSUM BOARD

CEILING (GYP-1)

GYPSUM BOARD

CL

CL

TYP FRONT VIEW

URINAL

TYP PLAN VIEW

URINAL

SPACE

CLEAR

30" X 48"

EXT. WALL FINISH INT. WALL FINISH

CMU (PT-1)

PAINT ON

CMU (PT-2)

PAINT ON

CMU (PT-2)

PAINT ON

CMU (PT-1)

PAINT ON

CMU (PT-1)

PAINT ON

CMU (CMU-1)

PAINT ON

CMU (CMU-1)

PAINT ON

CMU (CMU-1)

PAINT ON

CMU (CMU-1)

PAINT ON

CMU (CMU-1)

PAINT ON

CMU-1

SEALER AS SPECIFIED

SEALER AS SPECIFIEDSEALED CMU

(CONC-1)

WATER REPELLENT

(CONC-1)

WATER REPELLENT

(CONC-1)

WATER REPELLENT

(CONC-1)

WATER REPELLENT

(CONC-1)

WATER REPELLENT

INDUSTRIAL COATING, COLOR: SHELL WHITE SW 8917

SEMI-GLOSS INTERIOR WATERBORNE LIGHT

BRIGHT GLAZED FINISH. COLOR: 0161 "URBAN PUTTY"

4 1/4" X 4 1/4", DUST PRESSED, WHITE NON-VITREOUS BODY,

LK-1

COLOR: 028 "GRAY"

15"x15"x48" TYPE STC-1 SINGLE TIER, ATTACHED TO 6" CLOSED BASE, W/OPEN SHELF

LOCKERS (METAL)

SEMI-GLOSS INTERIOR LATEX PAINT, COLOR: SHELL WHITE SW 8917

BUILDING 140, 149

142/142A

BUILDING 131/131A,

BUILDING 133

BUILDING 121

WALL

PAINT (INTERIOR CMU

TYPICAL TOILET MOUNTING DETAILS

ELEVATION PLAN

CL

OCCURS

WHERE

PARTITION

TOILET

TPD

WC

WC

T .O

H

O O

K

M

A X

OCCURS

WHERE

SCREEN

VIEW

URINAL

1'-4"

1'-4"

HOLDER

SHOWER SOAP

HOLDER

SOAP

SSC-1

COMPARTMENTS

SOLID PLASTIC SHOWER

GLAV. FLANGED BASE

MULTIPLE BASE CONNECTIONS 36"x36"

& DRESSING COMPARTEMENT.

BASIS OF DESIGN: SCRANTON PREFAB SHOWERS

IMPACT RESISTANT GYPBOARD ON CEILING

LAVATORY -

(TPD)

DISPENSER

PAPER

TOILET

(FEC)

CABINET

EXTINGUISHER

FIRE

C1

TYPICAL MOUNTING HEIGHT

SCALE: NTS

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IDENTIFICATION

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EXTERIOR WALL

ASSEMBLY

4" DIA. METAL

DOWNSPOUT

2" (W) X 3/16" THICK

PAINTED METAL

STRAP W/ 1/4" OC X 2"

SST BOLT W/ BLKG

FOLD PANEL

PANS TO ENGAGE

EDGE METAL

DOWNSLOPE PERIMETER

EDGE-METAL FLASHING

UNDERLAYMENT

METAL ROOF PANEL

PANEL CLIP

METAL GUTTER

GUTTER BRACKET

SUPPORT

GUTTER SPACER

PLACED BETWEEN

BRACKETS

METAL DOWNSPOUT

CONT FASCIA

SEE STRUCT

END TRIM

CLIP ANGLE

SEE STRUCT

METAL

SOFFIT

SHEET METAL

FLASHING FASCIA

METAL ROOFING

PENTRATION

CONDUIT

RUNOFF

TO FACILITATE

SEALANT TOOLED

FLASHING

PENETRATION

PREFORMED

OF SEALANT

CONTINUOUS BEAD

RING IN

SET SCUREMENT

PENETRATION

FIX PANEL AT

DECK SO AS NOT TO

PANEL AND NOT TO

FLANGE TO ROOF

FLASHING COLLAR

FASTENERS SECURE

GASKETED

DRAWBAND

SST

1'- 4"

1'-0"

EASE ALL OF

EDGES, TYP.

ELEVATION

PLAN

SECTION

METAL DOWNSPOUT,

SEE DETAIL C2/A-505

SPLASH BLOCK,

SEE DETAIL C3/A-505

FINISH FLOOR

EXHAUST DUCT

DRAFT DAMPER

SPRING LOADED BACK

SET CAP IN SEALANT

WALL CAP

CMU EXP. FASTENER, TYP

CMU WALL

STRUCTURE

UNDERSIDE OF

FINISH FLOOR

SEE STRUCT DWGS

CONC. CURB

STUDS @ 16" O.C.

BOTH SIDES OF 6" MET

5/8" GYPSUM BOARD ON

TRUSSES OR STRUCT. CEILING

EXIST ADJACENT ROOF

STRUCT. DWGS SECURE TO

METAL STUDS BRACING, SEE

CEILING

(WHERE OCCURS)

STRUCTURAL CEILING

WHERE OCCURS

8" CMU WALL

FULL HEIGHT

GYPSUM BOARD WALL

5" METAL STUD

COUNTER FLASHING

SHEET METAL

SEALANT

W/ EPOXY PAINT

CMU WALL

W/ EPOXY PAINT

CMU WALL

A-505

B3

PARTITION TYPES

SCALE: NTS

C3

CONC SPLASH BLOCK ISOMETRIC DETAIL

SCALE: 1 1/2" = 1'-0"

C1

SCALE: 1 1/2" = 1'-0"

GUTTER DETAIL

C2

GUTTER DOWNSPOUT DETAIL

SCALE: 6" = 1'-0"

A1

SCALE: NTS

EXHAUST WALL CAP

A2

EAVE WITH GUTTER DETAIL

SCALE: 3" = 1' - 0"

A4

SCALE: 3" = 1' - 0"

TYPCIAL CONDUIT PENETRATION DETAIL

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ALUMINUM

HEADRAIL

(S T

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PLASTER

SHOE

(A .F

.F

FRONT ELEVATION

FIXED

SHOWER SEAT

SOLIDPLASTIC

SHOWER/

DRESSING

COMPARTMENTS

(SSC-1)

PREFABRICATED

TERRAZO SHOWER BASE.

BASIS OF DESIGN:

ACORN TERAZZO-WARE

OR APPROVED EQUAL

(A .F

.F

CONTINUOUS

BRACKETS

S H

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C O

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36" BASE

COMPARTMENT

SHOWER

COMPARTMENT

DRESSING

SEAL ALL

JOINTS

BETWEEN

PARTITIONS

SEALANT AT

RABBET JOINT7"3'-3"

CURTAIN AND

CURTAIN ROD

SECTION

6'-10"

SOLID PLASTIC

SHOWER/DRESSING

COMPARTMENTS

(SSC-1)

FIXED

SHOWER

SEAT

PRE FABRICATED

TERRAZO SHOWER BASE.

BASIS OF DESIGN:

ACORN TERAZZO-WARE

OR APPROVED EQUAL

A1

SHOWER & DRESSING COMPARTMENT DETAIL

AT CONC WALLS

OC, PROVIDE EXP SHIELDS

1/4" SST FASTENERS @ 16"

20 GA SST FLASHING

CAP FLASHING

SEALANT

SST CORNER JOINT

16 GA SST ANGLE

SHOWER PANEL

SCALE: 3" = 1'-0"

#8 SST SCREWS @ 6" OC

CAP FLASHING

20 GA SST

JOINT

SST CORNER

PANEL

SHOWER

END WALL - BACK CHASE PLAN -BACK

END WALL - FRONT CHASE PLAN -FRONT END WALL - CORNER

CAP

SST TOP

JOINT

SST CORNER

SEAMING

SHOWER

RECEPTOR

SHOWER

RECEPTOR

SHOWER

SST CORNER JOINT

SEALANT

SHOWER RECEPTOR

RECEPTOR BASE

SST CORNER JOINT

SHOWER PANEL

SHOWER PANEL

W/ANCHORS

W/#12 SST SCREWS

STRIP, FASTEN TO WALL

20 GA SST SEAMING

BASE

RECEPTOR

SHOWER PANEL

PANEL

SHOWER

JOINT

SST CORNER

PANEL, FASTEN TO WALL

SHOWER SEAMING

BENCH

SHOWER PANEL

PANEL, FASTEN TO WALL

SHOWER SEAMING

BENCH

SHOWER PANEL

SECTION - BACK WALL AT TOP SECTION - CHASE AT TOP

ELEVATION AT TOP

SECTION - CHASE

PANEL

SEAMING

SHOWER

SECTION - CHASE AT BASE ELEVATION - CHASE BASESECTION - BACK WALL AT BASE

BRACKET

CONTINUOUS

0 2'

SCALE: 3" = 1'-0"

1'

M

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3"

7"

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DIMENSIONS SHOWN ARE TO ROUGH OPENING, TYP.

PREFINSIHED ALUMINUM STORM-RESISTANT LOUVERS, TYP.

2'-8"

3'-4" 1'-4" 2'-0"

D

D

1 3/4" THICK, HOLLOW METAL,

FLUSH PANEL METAL DOOR.

D

DIMENSIONS SHOWN ARE TO ROUGH OPENING, TYP.

1 3/4" THICK, HOLLOW METAL,

FLUSH PANEL METAL DOOR.

1 3/4" THICK, HOLLOW METAL,

FLUSH PANEL METAL DOOR.

6'-4"

UTILITY CLOSET (10)

5' 0" AT BLDG. 133

6'-0"3'-0"

3'-4"

3'-10"

3'-6"

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DIMENSIONS SHOWN ARE TO ROUGH OPENING, TYP.

PREFINSIHED ALUMINUM SLIDING WINDOWS, TYP.

GLASS

LOW EMISSIVITY INSULATING

NO. 4 SURFACE.

TRANSLUCENT FILM ON

AS SPECIFIED WITH

1/4" LAMINATED GLASS

GLASS

LOW EMISSIVITY INSULATING

GLASS

LOW EMISSIVITY INSULATING

NO. 4 SURFACE.

TRANSLUCENT FILM ON

AS SPECIFIED WITH

1/4" LAMINATED GLASS

GLASS

LOW EMISSIVITY INSULATING

8'-0"

8'-0" 4'-0"

SILL

BELOW

4" CMU

SILL

4" PRECAST

4'-0"

SILL

4" PRECAST

SILL

BELOW

4" CMU

SILL

BELOW

4" CMU

SILL

4" PRECAST

SILL

4" PRECAST

SILL

BELOW

4" CMU

EACH SIDE

CONT. SEALANT

DOOR

BEYOND

FRAME

OVER CMU WALL

PLASTER FINISH

SKIM COAT

AS SPECIFIED

SET IN SEALANT

THRESHOLD

METAL FRAME

PAINTED

OVER CMU WALL

ANCHORS, TYP.

W/ MASONRY

METAL FRAME

PAINTED

DOOR

PERPENDICULAR WALL

TO THE ADJACENT

TYP ON THE HINGE SIDE

BITUMINOUS MATERIAL

WITH CORROSION-INHIBITING

INSIDE FACE OF FRAMES

SOLID GROUTED. COAT

DOOR FRAMES SHALL BE

NOTE:

D O

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4"

DOOR SIZE8" 2"

D O

O R

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EQ.

EQ.

DOOR

m a x

SCREEN

REMOVABLE

WINDOW

EACH SIDE

CONT. SEALANT

SCREEN

REMOVABLE

WINDOW

SILL

CONCRETE

PRECAST

OVER CMU WALL

4" CMU UNDER

WINDOW SILL

EACH SIDE

CONT. SEALANT

FRAME

ALUMINUM

WINDOW

R .O

R .O

4"

R.O.

4"

FRAME

ALUMINUM

OVER CMU WALL

OVER CMU WALL

CONCRETE SILL

PRECAST

DRIP EDGE

SCREEN

REMOVABLE

WINDOW

EACH SIDE

CONT. SEALANT

EACH SIDE

SEALANT

CONT.

OVER CMU WALL

OVER CMU WALL

LOUVER MFR

CLIP ANGLE BY

SCREEN

BIRD/INSECT

LOUVER MFR

CLIP ANGLE BY

SCREEN

BIRD/INSECT

METAL LOUVER

SCREEN

BIRD/INSECT

LOUVER MFR

CLIP ANGLE BY

LOUVER MFR

SEALANT BY

SET ON BED OF

METAL SILL PAN

OVER CMU WALL

3 1/8"1/2"

M .O

/8

/2

M.O.

3 1/8"4"

1/2"

M .O

4"

METAL LOUVER

D

QTY MARK #

D

D

THK COMMENT

BLDG. 121 - LAUNDRY STOR INT.1

BLDG. 140, 149 - ADMIN4 4

2 9

147, 148 - BARRACKS - LARGE

BLDG. 135, 136, 137, 138, 139, 144, 145, 146, 20 7

1 3/4"

1 3/4"

1 3/4"

1 3/4"

1 3/4"

1 3/4"

HMD

HMD

HMD

HMD

HMD

HMD

DRSET

HW

FR

HMF

HMF

HMF

HMF

HMF

HMF

MODE

SGL

SGL

SGL

SGL

SGL

PR

DR INTO LAUNDRY

DR INTO CHASE SPACE

FINISH

PT-2

PT-2

PT-2

PT-2

PT-2

PT-2

BLDG. 131/131A, 142/142A- SHOWER/LATRINE 3 SGL 1 3/4" HMD HMF PT-2

3 SGL 1 3/4" HMD HMF PT-2BLDG. 133 - LATRINE ONLY

BLDG. 133 LATRINE1 10 1 3/4" HMD HMFPR DR INTO UTILITY CLOSETPT-2

MAIN ENTRANCES

MAIN ENTRANCES

1 1 1 3/4" HMD HMFSGL DR INTO STORAGEPT-2

DR INTO STORAGE ROOM

BLDG. 121 - LAUNDRY STOR INT.

BLDG. 121 - LAUNDRY STOR INT.

BLDG. 131/131A, 142/142A- SHOWER/LATRINE

BLDG. 131/131A, 142/142A- SHOWER/LATRINE

DOOR BETWEEN LAUNDRY & STOR

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

B1

WINDOW TYPES

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

A1

LOUVER TYPES

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

C1

DOOR TYPES

SCALE: 3" = 1'-0"

C3

DOOR HEAD

SCALE: 3" = 1'-0"

C4

DOOR JAMB

SCALE: 3" = 1'-0"

C5

DOOR THRESHOLD

SCALE: 3" = 1'-0"

B3

WINDOW HEAD

SCALE: 3" = 1'-0"

B4

WINDOW JAMB

SCALE: 3" = 1'-0"

B5

WINDOW SILL

SCALE: 3" = 1'-0"

A3

LOUVER HEAD

SCALE: 3" = 1'-0"

A4

LOUVER JAMB

SCALE: 3" = 1'-0"

A5

LOUVER SILL

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AREA OF WORK AS NECESSARY.

DRAWINGS. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS IN

ALL EXISTING BUILDING DIMENSIONS ARE BASED ON AVAILABLE EXISTING 5.

CONCRETE AND CMU WALLS AND SLABS.

NEW PIPES AND CONDUITS SHALL NOT BE EMBEDDED IN EXISTING 4.

NEW OPENINGS IN EXISTING SLABS AND WALLS SHALL NOT BE OVERCUT.3.

TO THE CONTRACTING OFFICERS'S ATTENTION PRIOR TO STARTING WORK.

STARTING WORK. ANY DISCREPANCIES WITH DRAWINGS SHALL BE BROUGHT

DIMENSIONS SHALL BE VERIFIED BY CONTRACTOR IN FIELD PRIOR TO

SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. ALL EXISTING 2.

DEMOLITION WORK.

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING FOR ALL 1.

DEMOLITION NOTES

REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.4.

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

AS A MINIMUM.

LOCATIONS AND FORCE DEMANDS THAT FIBER WRAP SYSTEM MUST RESIST

STRUCTURAL DRAWINGS BY NAGAMINE OKAWA ENGINEERS INC. PROVIDE 2.

FOR REVIEW AND COMMENT.

WRAP DESIGN ENGINEER SHALL BE PROVIDED TO CONTRACTING OFFICER

CALCULATIONS AND SHOP DRAWINGS STAMPED AND SIGNED BY FIBER

AND SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER.

FIBER WRAP STRENGTHENING SHALL BE PROVIDED BY THE CONTRACTOR 1.

FIBER WRAP STRENGTHENING

SUSPENDED CEILINGS, MECHANICAL DUCTS, PIPING, ETC.

METAL DECKING WITHOUT TOPPING SHALL NOT BE USED TO SUPPORT 12.

ALL WELDS SHALL HAVE TOUCH-UP.

MANUFACTURER'S RECOMMENDATIONS. UPON COMPLETION OF ERECTION,

INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH

BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS

MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2". SHEETS SHALL 11.

SHALL SPAN OVER THREE OR MORE SUPPORTS.

PROTECTIVE COATING OF ZINC (G60). SEE SPECIFICATIONS. DECK UNITS

CONFORMING TO ASTM A446, GRADE A. THE STEEL SHALL HAVE A METAL

STEEL SHEETS HAVING A MINIMUM YIELD STRENGTH OF 33,000 PSI AND

THE DRAWINGS. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM

THE STEEL DECKING SHALL BE OF THE TYPE AND GAUGE AS CALLED FOR ON 10.

5,000 PSI. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

CONCRETE WALLS, ETC., SHALL BE NON-SHRINK, NON-STAINING, WITH f'c =

ALL GROUT (OR DRYPACK) BELOW BASE PLATES, BEAMS BEARING ON 9.

COATED WITH TWO COATS OF ZINC RICH PRIMER.

ASTM A123 OR A153. ALL WELDS AFTER HOT DIP GALVANIZING SHALL BE

HOT DIP GALVANIZED STEEL REFERENCED ON PLAN SHALL CONFORM TO 8.

SPECIFICATIONS.

CODE AWS D1.1-04 OF THE AMERICAN WELDING SOCIETY; SEE

ALL WELDS SHALL BE IN CONFORMITY WITH THE STRUCTURAL WELDING 7.

MASONRY SHALL BE CLEAN AND LEFT UNPAINTED.

ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE OR 6.

SIZE OF BOLT USED, UNLESS OTHERWISE NOTED.

BOLT HOLES IN STEEL SHALL BE 1/16" LARGER DIAMETER THAN NOMINAL 5.

REVIEW BEFORE FABRICATION.

ALL STRUCTURAL STEEL RESPECTIVELY, FOR CONTRACTING OFFICER'S

THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF 4.

GALVANIZED.

RODS EPOXY EMBEDDED SHALL CONFORM TO ASTM A36 AND BE HOT DIP

CONFORMING TO ASTM A325 OR A490. UNLESS OTHERWISE NOTED, ANCHOR

UNLESS OTHERWISE NOTED. USE ALTERNATIVE DESIGN FASTENER

ALL BOLTS SHALL CONFORM TO ASTM A325N HIGH STRENGTH BOLTS, 3.

= A500, GRADE BTUBES

= A500, GRADE BPIPES

= A36PLATES, MISC. STEEL

CHANNELS, ANGLES, TEES,

= A992, GRADE 50WIDE FLANGES

DESIGNATIONS:

STRUCTURAL STEEL SECTIONS SHALL CONFORM TO THE FOLLOWING ASTM 2.

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."

ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN,

STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN 1.

STRUCTURAL STEEL

STEEL" OF THE AMERICAN WELDING SOCIETY.

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

SHOWN ON THE DRAWINGS. WELDING OF REINFORCING STEEL SHALL

WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE 8.

FROM REVIEWED DRAWINGS ONLY.

CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION. FABRICATE

CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS FOR 7.

MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS.

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

ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN 6.

ALL REINFORCING BAR BENDS SHALL BE MADE COLD.5.

SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.

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

DRAWINGS.

REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE 3.

U.O.N.

AND SPACING OR NUMBERS AS THE VERTICAL REINFORCING RESPECTIVELY,

DOWELS BETWEEN FOOTING AND WALL SHALL BE THE SAME GRADE, SIZE 2.

REQUIREMENTS OR ASTM A706 WHERE WELDING IS REQUIRED.

REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60 1.

REINFORCING STEEL

SUPPLIER.

FOR RETARDATION BY THE ADMIXTURE MANUFACTURER OR THE CONCRETE

MINUTES PER SPECIFICATIONS MAY BE INCREASED BY THE TIME SPECIFIED

IF A RETARDING ADMIXTURE IS USED, THE DISCHARGE TIME LIMIT OF 90 12.

AMPLITUDE OF 1/4".

ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A MINIMUM 11.

SHALL NOT BE USED.

CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS 10.

SPECIFYING CONCRETE POURS IN UPCOMING THREE WEEKS.

CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER A SCHEDULE 9.

BEFORE USE.

ARCHITECTURAL FINISH SHALL BE APPROVED BY THE FINISH SUPPLIER

CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE AN 8.

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 7.

SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS 6.

1" CLEAR TO REINFORCINGWALLSC.

1 1/2" CLEAR AT TOP (EXTERIOR)

1" CLEAR AT TOP (INTERIOR)SLAB ON GRADEB.

3" CLEAR TO REINFORCING AGAINST EARTH

CONCRETE DIRECTLY A.

BE AS FOLLOWS (U.O.N.):

CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL 5.

PROJECT SITE.

SHALL ACCOUNT FOR TRAVEL TIME AND TEMPERATURE CONDITIONS AT THE

OFFICER FOR REVIEW PRIOR TO CONSTRUCTION. CONCRETE MIX DESIGN

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

CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF STRUCTURE 4.

4,000 PSIMISC CONCRETE

3,000 PSIFOUNDATIONS, CURBS & SLAB ON GRADE

SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES:3.

CONTRACTING OFFICER FOR REVIEW.

QUALIFIED TESTING LABORATORY AND SHALL BE SUBMITTED TO THE

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

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

ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL WEIGHT 2.

CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301, UON.1.

CONCRETE

UNTIL PERMANENT STRUCTURAL FRAMING IS INSTALLED.

CONTRACTOR SHALL PROVIDE BRACING/SHORING OF CMU CONSTRUCTION 11.

TYPE.

FOR SURFACE TEXTURE AND HEIGHT OF UNITS, LAYING PATTERN AND JOINT

CONVENTIONAL RUNNING BOND. REFER TO ARCHITECTURAL DRAWINGS

UNLESS NOTED OTHERWISE, ALL WALLS SHALL BE CONSTRUCTED IN 10.

SETTING BLOCKS.

CONCRETE SURFACES SHALL BE CLEANED OF ALL LAITANCE PRIOR TO 9.

VERT. BARS WITH POSITIONERS AT 8'-0" MAX.

SET TO ALIGN WITH CORES CONTAINING REINFORCING STEEL. SECURE

CELL SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTING SHALL BE 8.

PROVIDE CLEANOUT AT BASE FOR CELL CONTAINING REINFORCING.

IF BLOCK IS LAYED TO A HEIGHT EXCEEDING 5'-4" FOR EACH GROUT LIFT, 7.

GROUT SOLID ALL CELLS IN CONCRETE BLOCKS.6.

MASONRY UNITS.

PROVIDE A MINIMUM OF 1/2" GROUT BETWEEN MAIN REINFORCING AND 5.

REQUIREMENTS.

REINFORCING BARS - SEE NOTE UNDER REINFORCING STEEL FOR 4.

SEGREGATION. COMPRESSIVE STRENGTH AT 28 DAYS = 3,000 PSI.

GROUT SHALL FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT 3.

ATTAIN COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.

ALL WALLS SHALL BE CONSTRUCTED WITH TYPE S MORTAR. MORTAR SHALL 2.

UNIT CONFORMING TO ASTM C 90, NORMAL WEIGHT, f'm = 1,500 PSI.

CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE MASONRY 1.

CONCRETE MASONRY (CMU)

ENGINEER'S SHORING DESIGN AS REQUIRED FOR INFORMATION ONLY.

BE PROVIDED AND INSTALLED BY THE CONTRACTOR. SUBMIT STRUCTURAL

PROPERTY FREE FROM THE DAMAGE RESULTING FROM THE WORK, SHALL

THE EXCAVATIONS, EARTH BANKS AND ADJACENT STRUCTURES AND

SHORING, SHEETING, CRIBBING AND LAGGING, AS REQUIRED TO PRESERVE 13.

TO EM 385-1-1 SAFETY AND HEALTH REQUIREMENTS MANUAL.

CONTRACTOR AGAINST DANGER TO LIFE, LIMB AND PROPERTY. CONFORM

ALL EXCAVATIONS SHALL BE PROTECTED AND GUARDED BY THE 12.

BACKFILL MATERIAL SHALL CONSIST OF NON-EXPANSIVE GRANULAR SOIL.11.

DENSITY AS DETERMINED BY ASTM D 1557.

COMPACTION EQUAL TO OR BETTER THAN 95 PERCENT OF MAXIMUM

WHICH SHALL BE COMPACTED AT OPTIMUM MOISTURE CONTENT TO

FILL SHALL BE PLACED IN SUCCESSIVE LOOSE LAYERS 8 INCHES DEEP 10.

LAYERS BY PNEUMATIC TAMPER INTO A DENSE MASS.

BACKFILL AROUND FOOTINGS AND FOUNDATIONS SHALL BE COMPACTED IN 9.

ASTM C33, NO. 67 GRADATION.

USING A VIBRATORY COMPACTOR. CUSHION LAYER SHALL CONFORM TO

CUSHION LAYER OF CLEAN GRAVEL AND COMPACT TO A LEVEL SURFACE

UNLESS OTHERWISE NOTED, FOR FILL UNDER SLAB ON GRADE, USE A 4 INCH 8.

PERCENT RELATIVE COMPACTION.

ABOVE THE OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 95

EXCEEDING 8 INCHES IN LOOSE THICKNESS, MOISTURE-CONDITIONED TO

STRUCTURAL FILL MATERIALS SHOULD BE PLACED IN LEVEL LIFTS NOT 7.

A WELL-GRADED MATERIAL.

TO PROVIDE THE REQUIRED GRADATION AND PARTICLE SIZES TO DEVELOP

LARGE-SIZED ROCK FRAGMENTS OR BOULDERS SHOULD BE CONSIDERED

TO PRODUCE A WELL-GRADED MATERIAL, OFF-SITE CRUSHING OF

IF THE EXCAVATED ON-SITE MATERIALS DO NOT CONTAIN SUFFICIENT FINES 6.

REQUIREMENTS.

PROCESSED TO MEET MAXIMUM PARTICLE SIZE AND GRADATION

STRUCTURAL FILL MATERIALS, PROVIDED THAT THE MATERIALS ARE

EXCAVATED ON-SITE MATERIALS MAY BE RE-USED AS A SOURCE OF

PREVENT THE OCCURRENCE OF VOIDS IN THE COMPACTED MASS. THE

MATERIALS 1-1/2 INCHES IN LARGEST DIMENSION WITH SUFFICIENT FINES TO

STRUCTURAL FILL MATERIALS SHALL CONSIST OF WELL-GRADE GRANULAR 5.

STRUCTURAL FILL AS REQUIRED.

MATERIAL, INCLUDING ASH AND ORGANICS AND REPLACE WITH COMPACTED

CONTRACTOR'S GEOTECHNICAL ENGINEER. REMOVE UNSATISFACTORY

SHALL BE NOTIFIED. FOOTINGS MAY BE ALTERED AS REQUIRED BY THE

EXPECTED CONDITIONS, THE CONTRACTOR'S GEOTECHNICAL ENGINEER

SOIL ENCOUNTERED AT THESE DEPTHS APPEAR UNSTABLE AND VARY FROM

FOOTINGS SHALL BE PLACED ON UNDISTURBED EXISTING SOIL. SHOULD 4.

ARE FOUND AND GROUTING IS REQUIRED.

PSI). CONTRACTOR SHALL PROVIDE UNIT PRICE PER CUBIC YARD IF VOIDS

FOOTING). IF VOIDS ARE FOUND, FILL VOID WITH LEAN CONCRETE (f'c = 1,500

GREATER (FOR EXAMPLE, MINIMUM 24'-0" DEEP PROBE AT 12'-0" WIDE

MINIMUM DEPTH OF 2 TIMES THE FOOTING WIDTH OR 10 FEET WHICHEVER IS

FOOTING AND EVERY 20 FEET OF WALL FOOTING. PROBE SHALL EXTEND A

PROVIDE A MINIMUM OF ONE PROBE FOR VOIDS BELOW EACH COLUMN

VOIDS THAT MAY BE ENCOUNTERED DURING FOUNDATION CONSTRUCTION.

SPECIAL CONSIDERATION SHALL BE GIVEN TO LAVA TUBES AND OTHER

= 0.25COEFFICIENT OF FRICTION

PCF= 150LATERAL PASSIVE PRESSURE

= 75 PCF (ASSUMED)AT-REST PRESSURE

= 50 PCF (ASSUMED)ACTIVE PRESSURE

AS WIND OR SEISMIC (ASSUMED)

SHORT DURATION LOADS SUCH

= 2,000 PSF W/ 1/3 INCREASE FOR ALLOWABLE BEARING PRESSURE

FOUNDATION DESIGN PARAMETERS:3.

CONTRACTOR SHALL HIRE AND PAY FOR A GEOTECHNICAL ENGINEER.2.

CODE, TABLE 1806.2, ITEM 4.

THE FOUNDATION DESIGN IS BASED ON THE 2015 INTERNATIONAL BUILDING 1.

FOUNDATION

SHALL APPLY.

DRAWINGS AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT

SHOULD THERE BE CONFLICTS IN THE REQUIREMENTS BETWEEN THE 13.

SUBMITTED TO CONTRACTING OFFICER WITHIN 72 HOURS.

SPECIAL INSPECTION. ALL SPECIAL INSPECTION REPORTS SHALL BE

LEAST 2 DAYS IN ADVANCE FOR WORK TO BE PERFORMED REQUIRING

SAFETY ON SITE. CONTRACTOR SHALL NOTIFY SPECIAL INSPECTOR AT

ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS AND TO PROVIDE

CONTRACTOR OF HIS RESPONSIBILITIES TO COMPLETE THE PROJECT IN

AND TESTING SERVICES. SPECIAL INSPECTION SHALL NOT RELIEVE THE

CONTRACTOR SHALL HIRE AND PAY FOR THIRD-PARTY SPECIAL INSPECTION

REQUIREDUPLIFT TIESG.

REQUIREDMASONRY (LEVEL B)F.

REQUIREDEPOXY EMBEDSE.

REQUIREDANCHOR BOLTSD.

REQUIREDHIGH-STRENGTH BOLTSC.

REQUIREDREINFORCING STEEL B.

REQUIREDCONCRETE A.

STRUCTURAL DRAWINGS.

GOVERNING PORTIONS OF THE STRUCTURAL WORK SHOWN IN THE

PROVISIONS OF SECTION 1704 OF THE 2015 INTERNATIONAL BUILDING CODE

ALL SPECIAL INSPECTION SHALL BE DONE PER IBC SPECIAL INSPECTIONS

STRUCTURAL SPECIAL INSPECTION REQUIREMENTS:12.

= BALANCED DESIGNDESIGN METHOD

= 6 DEGREESEND ROTATION LIMIT

= 7DUCTILITY RATIO LIMIT

4-010-01

PER TABLE 2-1 OF UFC

ACCORDING TO ASTM F1642

= “VERY LOW HAZARD” GLASS PERFORMANCE RATING

= 55.4 PSI-MSECFULLY REFLECTED POSITIVE IMPULSE

= 15.8 PSIPEAK REFLECTED POSITIVE PRESSURE

THAT IS NOT CONTROLLED

PARAMETERS APPLYING TO WINDOWS 50 FEET OR MORE FROM PARKING

WINDOW DYNAMIC BLAST PARAMETERS

= D SEISMIC DESIGN CATEGORY

= 0.60g D1

S = 1.00g

DS

S

= DSITE CLASS

= 0.60g

S

= 1.50g S

S

II =RISK CATEGORY

= 1.00 IMPORTANCE FACTOR

D. SEISMIC (ASCE 7-10)

= 1.5

ZT

K

= CWIND EXPOSURE

II= RISK CATEGORY

= 130 MPHBASIC WIND SPEED

C. WIND (ASCE 7-10)

FLOOR LOADS TYPICALLY SUPPORTED BY SLAB ON GRADE.

ALL LIVE LOADS REDUCIBLE, UON

= 20 PSFROOF (FLAT TO LESS THAN 4:12)

= 100 PSFLAUNDRY

= 100 PSFLATRINE

= 100 PSFSHOWER

= 100 PSFGP ADMIN (SMALL)

= 100 PSFBARRACKS (LARGE)

B. LIVE LOADS

UFC 3-301-01A. GENERAL STRUCTURAL DESIGN

DESIGN CRITERIA11.

FLOORS OR ROOF.

CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 10.

STRUCTURAL MEMBERS.

NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN

DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., LARGER THAN 6"

STRUCTURAL DRAWINGS. NOTIFY THE CONTRACTING OFFICER WHEN

SLABS, BEAMS, WALLS, ETC., UNLESS SPECIFICALLY DETAILED ON THE

OPENINGS, POCKETS, ETC. LARGER THAN 6" SHALL NOT BE PLACED IN

CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK

SLEEVES, ELECTRICAL CONDUITS AND OTHER ITEMS TO BE EMBEDDED IN

LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES AND ALL PIPE

SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR SIZE AND 9.

AND WALL OPENINGS, FLOOR FINISHES, ETC.

SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL FLOOR 8.

SHOP DRAWINGS WILL BE REJECTED.

PHOTOCOPIES OR DUPLICATES OF CONTRACT DOCUMENTS SUBMITTED AS

TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO FABRICATION.

SHOP DRAWINGS REQUIRED BY THE SPECIFICATIONS SHALL BE SUBMITTED 7.

DIMENSIONS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING ALL 6.

GENERAL NOTES AND TYPICAL DETAILS.

NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER 5.

PROCEEDING WITH THE WORK.

ATTENTION OF THE CONTRACTING OFFICER AND BE RESOLVED BEFORE

EXISTING STRUCTURES. ALL DISCREPANCIES SHALL BE CALLED TO THE

THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS INCLUDING

THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING 4.

PROPERTY AND UTILITIES.

PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION 3.

RESPONSIBILITIES.

NOR RELIEVE THE CONTRACTOR OF HIS/HER OBLIGATIONS, DUTIES AND

GOVERNMENT'S A/E SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS

OBSERVATION VISITS TO THE SITE BY THE CONTRACTING OFFICER AND

STRUCTURAL ENGINEER HIRED AND PAID FOR BY THE CONTRACTOR.

SHORING AND BRACING SYSTEMS SHALL BE DESIGNED BY A LICENSED

DUE TO CONSTRUCTION EQUIPMENT, WIND AND SEISMIC LOADING. ALL

SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS

PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES

SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO

DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR

THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND 2.

AND SPECIFICATIONS.

ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS 1.

GENERAL

AREA OF WORK AS NECESSARY.

DRAWINGS. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS IN

ALL EXISTING BUILDING DIMENSIONS ARE BASED ON AVAILABLE EXISTING 5.

CONCRETE AND CMU WALLS AND SLABS.

NEW PIPES AND CONDUITS SHALL NOT BE EMBEDDED IN EXISTING 4.

NEW OPENINGS IN EXISTING SLABS AND WALLS SHALL NOT BE OVERCUT.3.

TO THE CONTRACTING OFFICERS'S ATTENTION PRIOR TO STARTING WORK.

STARTING WORK. ANY DISCREPANCIES WITH DRAWINGS SHALL BE BROUGHT

DIMENSIONS SHALL BE VERIFIED BY CONTRACTOR IN FIELD PRIOR TO

SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. ALL EXISTING 2.

DEMOLITION WORK.

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING FOR ALL 1.

DEMOLITION NOTES

REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.4.

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

AS A MINIMUM.

LOCATIONS AND FORCE DEMANDS THAT FIBER WRAP SYSTEM MUST RESIST

STRUCTURAL DRAWINGS BY NAGAMINE OKAWA ENGINEERS INC. PROVIDE 2.

FOR REVIEW AND COMMENT.

WRAP DESIGN ENGINEER SHALL BE PROVIDED TO CONTRACTING OFFICER

CALCULATIONS AND SHOP DRAWINGS STAMPED AND SIGNED BY FIBER

AND SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER.

FIBER WRAP STRENGTHENING SHALL BE PROVIDED BY THE CONTRACTOR 1.

FIBER WRAP STRENGTHENING

SUSPENDED CEILINGS, MECHANICAL DUCTS, PIPING, ETC.

METAL DECKING WITHOUT TOPPING SHALL NOT BE USED TO SUPPORT 12.

ALL WELDS SHALL HAVE TOUCH-UP.

MANUFACTURER'S RECOMMENDATIONS. UPON COMPLETION OF ERECTION,

INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH

BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS

MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2". SHEETS SHALL 11.

SHALL SPAN OVER THREE OR MORE SUPPORTS.

PROTECTIVE COATING OF ZINC (G60). SEE SPECIFICATIONS. DECK UNITS

CONFORMING TO ASTM A446, GRADE A. THE STEEL SHALL HAVE A METAL

STEEL SHEETS HAVING A MINIMUM YIELD STRENGTH OF 33,000 PSI AND

THE DRAWINGS. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM

THE STEEL DECKING SHALL BE OF THE TYPE AND GAUGE AS CALLED FOR ON 10.

5,000 PSI. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

CONCRETE WALLS, ETC., SHALL BE NON-SHRINK, NON-STAINING, WITH f'c =

ALL GROUT (OR DRYPACK) BELOW BASE PLATES, BEAMS BEARING ON 9.

COATED WITH TWO COATS OF ZINC RICH PRIMER.

ASTM A123 OR A153. ALL WELDS AFTER HOT DIP GALVANIZING SHALL BE

HOT DIP GALVANIZED STEEL REFERENCED ON PLAN SHALL CONFORM TO 8.

SPECIFICATIONS.

CODE AWS D1.1-04 OF THE AMERICAN WELDING SOCIETY; SEE

ALL WELDS SHALL BE IN CONFORMITY WITH THE STRUCTURAL WELDING 7.

MASONRY SHALL BE CLEAN AND LEFT UNPAINTED.

ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE OR 6.

SIZE OF BOLT USED, UNLESS OTHERWISE NOTED.

BOLT HOLES IN STEEL SHALL BE 1/16" LARGER DIAMETER THAN NOMINAL 5.

REVIEW BEFORE FABRICATION.

ALL STRUCTURAL STEEL RESPECTIVELY, FOR CONTRACTING OFFICER'S

THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF 4.

GALVANIZED.

RODS EPOXY EMBEDDED SHALL CONFORM TO ASTM A36 AND BE HOT DIP

CONFORMING TO ASTM A325 OR A490. UNLESS OTHERWISE NOTED, ANCHOR

UNLESS OTHERWISE NOTED. USE ALTERNATIVE DESIGN FASTENER

ALL BOLTS SHALL CONFORM TO ASTM A325N HIGH STRENGTH BOLTS, 3.

= A500, GRADE BTUBES

= A500, GRADE BPIPES

= A36PLATES, MISC. STEEL

CHANNELS, ANGLES, TEES,

= A992, GRADE 50WIDE FLANGES

DESIGNATIONS:

STRUCTURAL STEEL SECTIONS SHALL CONFORM TO THE FOLLOWING ASTM 2.

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."

ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN,

STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN 1.

STRUCTURAL STEEL

STEEL" OF THE AMERICAN WELDING SOCIETY.

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

SHOWN ON THE DRAWINGS. WELDING OF REINFORCING STEEL SHALL

WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE 8.

FROM REVIEWED DRAWINGS ONLY.

CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION. FABRICATE

CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS FOR 7.

MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS.

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

ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN 6.

ALL REINFORCING BAR BENDS SHALL BE MADE COLD.5.

SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.

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

DRAWINGS.

REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE 3.

U.O.N.

AND SPACING OR NUMBERS AS THE VERTICAL REINFORCING RESPECTIVELY,

DOWELS BETWEEN FOOTING AND WALL SHALL BE THE SAME GRADE, SIZE 2.

REQUIREMENTS OR ASTM A706 WHERE WELDING IS REQUIRED.

REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60 1.

REINFORCING STEEL

SUPPLIER.

FOR RETARDATION BY THE ADMIXTURE MANUFACTURER OR THE CONCRETE

MINUTES PER SPECIFICATIONS MAY BE INCREASED BY THE TIME SPECIFIED

IF A RETARDING ADMIXTURE IS USED, THE DISCHARGE TIME LIMIT OF 90 12.

AMPLITUDE OF 1/4".

ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A MINIMUM 11.

SHALL NOT BE USED.

CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS 10.

SPECIFYING CONCRETE POURS IN UPCOMING THREE WEEKS.

CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER A SCHEDULE 9.

BEFORE USE.

ARCHITECTURAL FINISH SHALL BE APPROVED BY THE FINISH SUPPLIER

CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE AN 8.

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 7.

SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS 6.

1" CLEAR TO REINFORCINGWALLSC.

BE AS FOLLOWS (U.O.N.):

CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL 5.

PROJECT SITE.

SHALL ACCOUNT FOR TRAVEL TIME AND TEMPERATURE CONDITIONS AT THE

OFFICER FOR REVIEW PRIOR TO CONSTRUCTION. CONCRETE MIX DESIGN

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

CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF STRUCTURE 4.

4,000 PSIMISC CONCRETE

3,000 PSIFOUNDATIONS, CURBS & SLAB ON GRADE

SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES:3.

CONTRACTING OFFICER FOR REVIEW.

QUALIFIED TESTING LABORATORY AND SHALL BE SUBMITTED TO THE

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

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

ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE NORMAL WEIGHT 2.

CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301, UON.1.

CONCRETE

UNTIL PERMANENT STRUCTURAL FRAMING IS INSTALLED.

CONTRACTOR SHALL PROVIDE BRACING/SHORING OF CMU CONSTRUCTION 11.

TYPE.

FOR SURFACE TEXTURE AND HEIGHT OF UNITS, LAYING PATTERN AND JOINT

CONVENTIONAL RUNNING BOND. REFER TO ARCHITECTURAL DRAWINGS

UNLESS NOTED OTHERWISE, ALL WALLS SHALL BE CONSTRUCTED IN 10.

SETTING BLOCKS.

CONCRETE SURFACES SHALL BE CLEANED OF ALL LAITANCE PRIOR TO 9.

VERT. BARS WITH POSITIONERS AT 8'-0" MAX.

SET TO ALIGN WITH CORES CONTAINING REINFORCING STEEL. SECURE

CELL SHALL BE IN VERTICAL ALIGNMENT. DOWELS IN FOOTING SHALL BE 8.

PROVIDE CLEANOUT AT BASE FOR CELL CONTAINING REINFORCING.

IF BLOCK IS LAYED TO A HEIGHT EXCEEDING 5'-4" FOR EACH GROUT LIFT, 7.

GROUT SOLID ALL CELLS IN CONCRETE BLOCKS.6.

MASONRY UNITS.

PROVIDE A MINIMUM OF 1/2" GROUT BETWEEN MAIN REINFORCING AND 5.

REQUIREMENTS.

REINFORCING BARS - SEE NOTE UNDER REINFORCING STEEL FOR 4.

SEGREGATION. COMPRESSIVE STRENGTH AT 28 DAYS = 3,000 PSI.

GROUT SHALL FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT 3.

ATTAIN COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.

ALL WALLS SHALL BE CONSTRUCTED WITH TYPE S MORTAR. MORTAR SHALL 2.

UNIT CONFORMING TO ASTM C 90, NORMAL WEIGHT, f'm = 1,500 PSI.

CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE MASONRY 1.

CONCRETE MASONRY (CMU)

ENGINEER'S SHORING DESIGN AS REQUIRED FOR INFORMATION ONLY.

BE PROVIDED AND INSTALLED BY THE CONTRACTOR. SUBMIT STRUCTURAL

PROPERTY FREE FROM THE DAMAGE RESULTING FROM THE WORK, SHALL

THE EXCAVATIONS, EARTH BANKS AND ADJACENT STRUCTURES AND

SHORING, SHEETING, CRIBBING AND LAGGING, AS REQUIRED TO PRESERVE 13.

TO EM 385-1-1 SAFETY AND HEALTH REQUIREMENTS MANUAL.

CONTRACTOR AGAINST DANGER TO LIFE, LIMB AND PROPERTY. CONFORM

ALL EXCAVATIONS SHALL BE PROTECTED AND GUARDED BY THE 12.

BACKFILL MATERIAL SHALL CONSIST OF NON-EXPANSIVE GRANULAR SOIL.11.

DENSITY AS DETERMINED BY ASTM D 1557.

COMPACTION EQUAL TO OR BETTER THAN 95 PERCENT OF MAXIMUM

WHICH SHALL BE COMPACTED AT OPTIMUM MOISTURE CONTENT TO

FILL SHALL BE PLACED IN SUCCESSIVE LOOSE LAYERS 8 INCHES DEEP 10.

LAYERS BY PNEUMATIC TAMPER INTO A DENSE MASS.

BACKFILL AROUND FOOTINGS AND FOUNDATIONS SHALL BE COMPACTED IN 9.

ASTM C33, NO. 67 GRADATION.

USING A VIBRATORY COMPACTOR. CUSHION LAYER SHALL CONFORM TO

CUSHION LAYER OF CLEAN GRAVEL AND COMPACT TO A LEVEL SURFACE

UNLESS OTHERWISE NOTED, FOR FILL UNDER SLAB ON GRADE, USE A 4 INCH 8.

PERCENT RELATIVE COMPACTION.

ABOVE THE OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 95

EXCEEDING 8 INCHES IN LOOSE THICKNESS, MOISTURE-CONDITIONED TO

STRUCTURAL FILL MATERIALS SHOULD BE PLACED IN LEVEL LIFTS NOT 7.

A WELL-GRADED MATERIAL.

TO PROVIDE THE REQUIRED GRADATION AND PARTICLE SIZES TO DEVELOP

LARGE-SIZED ROCK FRAGMENTS OR BOULDERS SHOULD BE CONSIDERED

TO PRODUCE A WELL-GRADED MATERIAL, OFF-SITE CRUSHING OF

IF THE EXCAVATED ON-SITE MATERIALS DO NOT CONTAIN SUFFICIENT FINES 6.

REQUIREMENTS.

PROCESSED TO MEET MAXIMUM PARTICLE SIZE AND GRADATION

STRUCTURAL FILL MATERIALS, PROVIDED THAT THE MATERIALS ARE

EXCAVATED ON-SITE MATERIALS MAY BE RE-USED AS A SOURCE OF

PREVENT THE OCCURRENCE OF VOIDS IN THE COMPACTED MASS. THE

MATERIALS 1-1/2 INCHES IN LARGEST DIMENSION WITH SUFFICIENT FINES TO

STRUCTURAL FILL MATERIALS SHALL CONSIST OF WELL-GRADE GRANULAR 5.

STRUCTURAL FILL AS REQUIRED.

MATERIAL, INCLUDING ASH AND ORGANICS AND REPLACE WITH COMPACTED

CONTRACTOR'S GEOTECHNICAL ENGINEER. REMOVE UNSATISFACTORY

SHALL BE NOTIFIED. FOOTINGS MAY BE ALTERED AS REQUIRED BY THE

EXPECTED CONDITIONS, THE CONTRACTOR'S GEOTECHNICAL ENGINEER

SOIL ENCOUNTERED AT THESE DEPTHS APPEAR UNSTABLE AND VARY FROM

FOOTINGS SHALL BE PLACED ON UNDISTURBED EXISTING SOIL. SHOULD 4.

ARE FOUND AND GROUTING IS REQUIRED.

PSI). CONTRACTOR SHALL PROVIDE UNIT PRICE PER CUBIC YARD IF VOIDS

FOOTING). IF VOIDS ARE FOUND, FILL VOID WITH LEAN CONCRETE (f'c = 1,500

GREATER (FOR EXAMPLE, MINIMUM 24'-0" DEEP PROBE AT 12'-0" WIDE

MINIMUM DEPTH OF 2 TIMES THE FOOTING WIDTH OR 10 FEET WHICHEVER IS

FOOTING AND EVERY 20 FEET OF WALL FOOTING. PROBE SHALL EXTEND A

PROVIDE A MINIMUM OF ONE PROBE FOR VOIDS BELOW EACH COLUMN

VOIDS THAT MAY BE ENCOUNTERED DURING FOUNDATION CONSTRUCTION.

SPECIAL CONSIDERATION SHALL BE GIVEN TO LAVA TUBES AND OTHER

= 0.25COEFFICIENT OF FRICTION

PCF= 150LATERAL PASSIVE PRESSURE

= 75 PCF (ASSUMED)AT-REST PRESSURE

= 50 PCF (ASSUMED)ACTIVE PRESSURE

AS WIND OR SEISMIC (ASSUMED)

SHORT DURATION LOADS SUCH

= 2,000 PSF W/ 1/3 INCREASE FOR ALLOWABLE BEARING PRESSURE

FOUNDATION DESIGN PARAMETERS:3.

CONTRACTOR SHALL HIRE AND PAY FOR A GEOTECHNICAL ENGINEER.2.

CODE, TABLE 1806.2, ITEM 4.

THE FOUNDATION DESIGN IS BASED ON THE 2015 INTERNATIONAL BUILDING 1.

FOUNDATION

SHALL APPLY.

DRAWINGS AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT

SHOULD THERE BE CONFLICTS IN THE REQUIREMENTS BETWEEN THE 13.

SUBMITTED TO CONTRACTING OFFICER WITHIN 72 HOURS.

SPECIAL INSPECTION. ALL SPECIAL INSPECTION REPORTS SHALL BE

LEAST 2 DAYS IN ADVANCE FOR WORK TO BE PERFORMED REQUIRING

SAFETY ON SITE. CONTRACTOR SHALL NOTIFY SPECIAL INSPECTOR AT

ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS AND TO PROVIDE

CONTRACTOR OF HIS RESPONSIBILITIES TO COMPLETE THE PROJECT IN

AND TESTING SERVICES. SPECIAL INSPECTION SHALL NOT RELIEVE THE

CONTRACTOR SHALL HIRE AND PAY FOR THIRD-PARTY SPECIAL INSPECTION

REQUIREDUPLIFT TIESG.

REQUIREDMASONRY (LEVEL B)F.

REQUIREDEPOXY EMBEDSE.

REQUIREDANCHOR BOLTSD.

REQUIREDHIGH-STRENGTH BOLTSC.

REQUIREDREINFORCING STEEL B.

REQUIREDCONCRETE A.

STRUCTURAL DRAWINGS.

GOVERNING PORTIONS OF THE STRUCTURAL WORK SHOWN IN THE

PROVISIONS OF SECTION 1704 OF THE 2015 INTERNATIONAL BUILDING CODE

ALL SPECIAL INSPECTION SHALL BE DONE PER IBC SPECIAL INSPECTIONS

STRUCTURAL SPECIAL INSPECTION REQUIREMENTS:12.

= BALANCED DESIGNDESIGN METHOD

= 6 DEGREESEND ROTATION LIMIT

= 7DUCTILITY RATIO LIMIT

4-010-01

PER TABLE 2-1 OF UFC

ACCORDING TO ASTM F1642

= “VERY LOW HAZARD” GLASS PERFORMANCE RATING

= 55.4 PSI-MSECFULLY REFLECTED POSITIVE IMPULSE

= 15.8 PSIPEAK REFLECTED POSITIVE PRESSURE

THAT IS NOT CONTROLLED

PARAMETERS APPLYING TO WINDOWS 50 FEET OR MORE FROM PARKING

WINDOW DYNAMIC BLAST PARAMETERS

= D SEISMIC DESIGN CATEGORY

= 0.60g D1

S = 1.00g

DS

S

= DSITE CLASS

= 0.60g

S

= 1.50g S

S

II =RISK CATEGORY

= 1.00 IMPORTANCE FACTOR

D. SEISMIC (ASCE 7-10)

= 1.5

ZT

K

= CWIND EXPOSURE

II= RISK CATEGORY

= 130 MPHBASIC WIND SPEED

C. WIND (ASCE 7-10)

FLOOR LOADS TYPICALLY SUPPORTED BY SLAB ON GRADE.

ALL LIVE LOADS REDUCIBLE, UON

= 20 PSFROOF (FLAT TO LESS THAN 4:12)

= 100 PSFLAUNDRY

= 100 PSFLATRINE

= 100 PSFSHOWER

= 100 PSFGP ADMIN (SMALL)

= 100 PSFBARRACKS (LARGE)

B. LIVE LOADS

UFC 3-301-01A. GENERAL STRUCTURAL DESIGN

DESIGN CRITERIA11.

FLOORS OR ROOF.

CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 10.

STRUCTURAL MEMBERS.

NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN

DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC., LARGER THAN 6"

STRUCTURAL DRAWINGS. NOTIFY THE CONTRACTING OFFICER WHEN

SLABS, BEAMS, WALLS, ETC., UNLESS SPECIFICALLY DETAILED ON THE

OPENINGS, POCKETS, ETC. LARGER THAN 6" SHALL NOT BE PLACED IN

CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK

SLEEVES, ELECTRICAL CONDUITS AND OTHER ITEMS TO BE EMBEDDED IN

LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES AND ALL PIPE

SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR SIZE AND 9.

AND WALL OPENINGS, FLOOR FINISHES, ETC.

SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL FLOOR 8.

SHOP DRAWINGS WILL BE REJECTED.

PHOTOCOPIES OR DUPLICATES OF CONTRACT DOCUMENTS SUBMITTED AS

TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO FABRICATION.

SHOP DRAWINGS REQUIRED BY THE SPECIFICATIONS SHALL BE SUBMITTED 7.

DIMENSIONS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFYING ALL 6.

GENERAL NOTES AND TYPICAL DETAILS.

NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER 5.

PROCEEDING WITH THE WORK.

ATTENTION OF THE CONTRACTING OFFICER AND BE RESOLVED BEFORE

EXISTING STRUCTURES. ALL DISCREPANCIES SHALL BE CALLED TO THE

THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS INCLUDING

THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING 4.

PROPERTY AND UTILITIES.

PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION 3.

RESPONSIBILITIES.

NOR RELIEVE THE CONTRACTOR OF HIS/HER OBLIGATIONS, DUTIES AND

GOVERNMENT'S A/E SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS

OBSERVATION VISITS TO THE SITE BY THE CONTRACTING OFFICER AND

STRUCTURAL ENGINEER HIRED AND PAID FOR BY THE CONTRACTOR.

SHORING AND BRACING SYSTEMS SHALL BE DESIGNED BY A LICENSED

DUE TO CONSTRUCTION EQUIPMENT, WIND AND SEISMIC LOADING. ALL

SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING, SHORING FOR LOADS

PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES

SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO

DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR

THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE AND 2.

AND SPECIFICATIONS.

ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS 1.

GENERAL

AREA OF WORK AS NECESSARY.

DRAWINGS. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS IN

ALL EXISTING BUILDING DIMENSIONS ARE BASED ON AVAILABLE EXISTING 5.

CONCRETE AND CMU WALLS AND SLABS.

NEW PIPES AND CONDUITS SHALL NOT BE EMBEDDED IN EXISTING 4.

NEW OPENINGS IN EXISTING SLABS AND WALLS SHALL NOT BE OVERCUT.3.

TO THE CONTRACTING OFFICERS'S ATTENTION PRIOR TO STARTING WORK.

STARTING WORK. ANY DISCREPANCIES WITH DRAWINGS SHALL BE BROUGHT

DIMENSIONS SHALL BE VERIFIED BY CONTRACTOR IN FIELD PRIOR TO

SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. ALL EXISTING 2.

DEMOLITION WORK.

CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING FOR ALL 1.

DEMOLITION NOTES

REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION.4.

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

AS A MINIMUM.

LOCATIONS AND FORCE DEMANDS THAT FIBER WRAP SYSTEM MUST RESIST

STRUCTURAL DRAWINGS BY NAGAMINE OKAWA ENGINEERS INC. PROVIDE 2.

FOR REVIEW AND COMMENT.

WRAP DESIGN ENGINEER SHALL BE PROVIDED TO CONTRACTING OFFICER

CALCULATIONS AND SHOP DRAWINGS STAMPED AND SIGNED BY FIBER

AND SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER.

FIBER WRAP STRENGTHENING SHALL BE PROVIDED BY THE CONTRACTOR 1.

FIBER WRAP STRENGTHENING

SUSPENDED CEILINGS, MECHANICAL DUCTS, PIPING, ETC.

METAL DECKING WITHOUT TOPPING SHALL NOT BE USED TO SUPPORT 12.

ALL WELDS SHALL HAVE TOUCH-UP.

MANUFACTURER'S RECOMMENDATIONS. UPON COMPLETION OF ERECTION,

INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH

BE ATTACHED TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS

MINIMUM BEARING OF DECKING ON SUPPORTS SHALL BE 2". SHEETS SHALL 11.

SHALL SPAN OVER THREE OR MORE SUPPORTS.

PROTECTIVE COATING OF ZINC (G60). SEE SPECIFICATIONS. DECK UNITS

CONFORMING TO ASTM A446, GRADE A. THE STEEL SHALL HAVE A METAL

STEEL SHEETS HAVING A MINIMUM YIELD STRENGTH OF 33,000 PSI AND

THE DRAWINGS. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM

THE STEEL DECKING SHALL BE OF THE TYPE AND GAUGE AS CALLED FOR ON 10.

5,000 PSI. SEE SPECIFICATIONS FOR ADDITIONAL INFORMATION.

CONCRETE WALLS, ETC., SHALL BE NON-SHRINK, NON-STAINING, WITH f'c =

ALL GROUT (OR DRYPACK) BELOW BASE PLATES, BEAMS BEARING ON 9.

COATED WITH TWO COATS OF ZINC RICH PRIMER.

ASTM A123 OR A153. ALL WELDS AFTER HOT DIP GALVANIZING SHALL BE

HOT DIP GALVANIZED STEEL REFERENCED ON PLAN SHALL CONFORM TO 8.

SPECIFICATIONS.

CODE AWS D1.1-04 OF THE AMERICAN WELDING SOCIETY; SEE

ALL WELDS SHALL BE IN CONFORMITY WITH THE STRUCTURAL WELDING 7.

MASONRY SHALL BE CLEAN AND LEFT UNPAINTED.

ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE OR 6.

SIZE OF BOLT USED, UNLESS OTHERWISE NOTED.

BOLT HOLES IN STEEL SHALL BE 1/16" LARGER DIAMETER THAN NOMINAL 5.

REVIEW BEFORE FABRICATION.

ALL STRUCTURAL STEEL RESPECTIVELY, FOR CONTRACTING OFFICER'S

THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF 4.

GALVANIZED.

RODS EPOXY EMBEDDED SHALL CONFORM TO ASTM A36 AND BE HOT DIP

CONFORMING TO ASTM A325 OR A490. UNLESS OTHERWISE NOTED, ANCHOR

UNLESS OTHERWISE NOTED. USE ALTERNATIVE DESIGN FASTENER

ALL BOLTS SHALL CONFORM TO ASTM A325N HIGH STRENGTH BOLTS, 3.

= A500, GRADE BTUBES

= A500, GRADE BPIPES

= A36PLATES, MISC. STEEL

CHANNELS, ANGLES, TEES,

= A992, GRADE 50WIDE FLANGES

DESIGNATIONS:

STRUCTURAL STEEL SECTIONS SHALL CONFORM TO THE FOLLOWING ASTM 2.

FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS."

ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN,

STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN 1.

STRUCTURAL STEEL

STEEL" OF THE AMERICAN WELDING SOCIETY.

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

SHOWN ON THE DRAWINGS. WELDING OF REINFORCING STEEL SHALL

WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE 8.

FROM REVIEWED DRAWINGS ONLY.

CONTRACTING OFFICER'S REVIEW PRIOR TO FABRICATION. FABRICATE

CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS FOR 7.

MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS.

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

ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN 6.

ALL REINFORCING BAR BENDS SHALL BE MADE COLD.5.

SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED.

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

DRAWINGS.

REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE 3.

U.O.N.

AND SPACING OR NUMBERS AS THE VERTICAL REINFORCING RESPECTIVELY,

DOWELS BETWEEN FOOTING AND WALL SHALL BE THE SAME GRADE, SIZE 2.

REQUIREMENTS OR ASTM A706 WHERE WELDING IS REQUIRED.

REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60 1.

REINFORCING STEEL

SUPPLIER.

FOR RETARDATION BY THE ADMIXTURE MANUFACTURER OR THE CONCRETE

MINUTES PER SPECIFICATIONS MAY BE INCREASED BY THE TIME SPECIFIED

IF A RETARDING ADMIXTURE IS USED, THE DISCHARGE TIME LIMIT OF 90 12.

AMPLITUDE OF 1/4".

ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A MINIMUM 11.

SHALL NOT BE USED.

CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS 10.

SPECIFYING CONCRETE POURS IN UPCOMING THREE WEEKS.

CONTRACTOR SHALL PROVIDE THE CONTRACTING OFFICER A SCHEDULE 9.

BEFORE USE.

ARCHITECTURAL FINISH SHALL BE APPROVED BY THE FINISH SUPPLIER

CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE AN 8.

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 7.

SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.

ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS 6.

1" CLEAR TO REINFORCINGWALLSC.

BE AS FOLLOWS (U.O.N.):

CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL 5.

PROJECT SITE.

SHALL ACCOUNT FOR TRAVEL TIME AND TEMPERATURE CONDITIONS AT THE

OFFICER FOR REVIEW PRIOR TO CONSTRUCTION. CONCRETE MIX DESIGN

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

CONCRETE MIX DESIGN SUBMITTAL SHALL STATE LOCATION OF STRUCTURE 4.

4,000 PSIMISC…