W9128A-19-B-0001_Am-0006_Drawings.pdf
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Amendment 0006 - Drawings
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GI001
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INDEX TO DRAWINGS
SHEET
NO.
DRAWING
NO.
DESCRIPTION REVISION
STATUS
GENERAL
1 TITLE SHEET: ISLAND MAP, LOCATION MAP
2 GI001 INDEX TO DRAWINGS
3 GI002 OVERALL SITE PLAN
4 GI003 ENLARGED SITE PLAN
5 GI004 HAZARDOUS MATERIAL SUMMARY
CIVIL
NOTES, ABBREVIATIONS, AND LEGEND
EROSION CONTROL PLAN, NOTES, AND DETAILS8
CD101 EXISTING CONDITIONS AND DEMOLITION PLAN 1
CD102 EXISTING CONDITIONS AND DEMOLITION PLAN 2
CS101 OVERALL SITE PLAN
SITE PLAN 1
CS102
SITE PLAN 2
CS103
SITE PLAN 3
CS104
SITE PLAN 4
CS105
SITE PLAN 5
DETAILS
ARCHITECTURAL
GENERAL INFO & DETAILS, ARCHITECTURAL ABBREVIATIONS, LEGEND AND GENERAL NOTES
GENERAL NOTES, FINISHES AND BID OPTIONS
AD101 BUILDING 131/131A, 142/142A - DEMOLITION PLAN , GENERAL NOTES & SHEET KEYNOTE
AD102
AD103
AD104
AD105
A-101 BUILDING 131/131A, 142/142A -SHOWER/LATRINE DUPLEX - FLOOR PLAN
A-102 BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - REFELCECTED CEILING PLAN"
BUILDING DETAILS
BUILDING DETAILS
BUILDING DETAILS
TYPICAL MOUNTING HEIGHT, FINISH SCHEDULE & LEGEND
BUILDING DETAILS
BUILDING DETAILS
DOOR, WINDOW AND SIGNAGE DETAILS
STRUCTURAL
S-001 STRUCTURAL GENERAL NOTES
S-002 STRUCTURAL GENERAL NOTES
S-003 STRUCTURAL GENERAL NOTES
S-101
S-102
S-103
S-104 BUILDING 140, 149 GP ADMIN (SMALL) - FOUNDATION AND ROOF FRAMING PLANS
S-301
S-105 BUILDING 121 - LAUNDRY - FOUNDATION AND ROOF FRAMING PLANS
S-302 BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS (LARGE) SECTIONS
S-501
S-106 BUILDING 133 - LATRINE - FOUNDATION AND ROOF FRAMING PLANS
S-303
68 S-502
69 S-503
70 S-504 TYPICAL DETAILS
S-506 TYPICAL DETAILS72
S-507 TYPICAL DETAILS73
S-50874
S-50975
S-51076
S-511 BUILDING 133 - LATRINE DETAILS
MECHANICAL
M-001 MECHANICAL GENERAL NOTES AND LEGEND
MS101 MECHANICAL SITE PLAN80
M-101 BUILDING 131/131A, 142/142A - SHOWER LATRINE DUPLEX - MECHANICAL FLOOR PLAN81
M-102 BUILDING 135, 136, 137, 138, 139, 146, 147, 148 - BARRACKS LARGE - MECHANICAL FLOOR PLAN
M-602 BARRACKS LARGE - MECHANICAL SCHEMATIC DIAGRAMS AND EQUIPMENT SCHEDULES
M-103 BUILDING 140, 149 - GP ADMIN SMALL - MECHANICAL FLOOR PLAN
M-104 BUILDING 121 - LAUNDRY MECHANICAL FLOOR PLAN
PLUMBING
P-001 GENERAL INFO AND DETAILS, PLUMBING GENERAL NOTES AND LEGENDS
P-501 PLUMBING DETAILS
P-601 PLUMBING FIXTURE SCHEDULE
PS101 PLUMBING SITE PLAN
P-101 BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - PLUMBING FLOOR PLAN
P-602 SHOWER/LATRINE DUPLEX - PLUMBING EQUIPMENT SCHEDULES
P-901 LAUNDRY- SANITARY, WATER, AND GAS PIPING ISOMETRICS
P-102 BUILDING 121 - LAUNDRY PLUMBING FLOOR PLAN
P-603 LAUNDRY - PLUMBING EQUIPMENT SCHEDULE
P-902
96 P-103 BUILDING 133 - LATRINE ONLY - PLUMBING FLOOR PLAN
P-903 SHOWER LATRINE DUPLEX - PLUMBING WATER AND GAS PIPING ISOMETRICS
FIRE PROTECTION
F-001
F-101
F-102
F-103
F-104
F-105
F-601
F-106
F-107
F-108
F-602
F-109
F-110
F-603
F-111
ED102
ED103 BUILDING 140, 149 - GP ADMIN SMALL - SITE ELECTRICAL PLAN - DEMOLITION
ED104 BUILDING 121 - LAUNDRY - SITE ELECTRICAL PLAN - DEMOLITION
ED105 BUILDING 133 - LATRINE ONLY - SITE ELECTRICAL PLAN - DEMOLITION
E-101 BUILDING 142/142A - SHOWER/LATRINE DUPLEX - LIGHTING & ELECTRICAL PLANS CONFIGURATION "A"
E-102 BUILDING 131/131A - SHOWER/LATRINE DUPLEX - LIGHTING & ELECTRICAL PLANS CONFIGURATION "B"
E-201 BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - SERVICE EQUIPMENT ELEVATION
E-601
E-103 BUILDING 144, 146, 148 - BARRACKS LARGE - LIGHTING AND ELECTRICAL PLANS CONFIGURATION "A"
E-104 BUILDING 145, 147 - BARRACKS LARGE - LIGHTING AND ELECTRICAL PLANS CONFIGURATION "B"
E-105
E-106 BUILDING 136 - BARRACKS LARGE - LIGHTING AND ELECTRICAL PLANS CONFIGURATION "D"
E-602
E-107 BUILDING 149 - GP ADMIN SMALL - ELECTRICAL AND LIGHTING PLANS CONFIGURATION "A"
E-108 BUILDING 140 - GP ADMIN SMALL - ELECTRICAL AND LIGHTING PLANS CONFIGURATION "B"
E-202
E-603
E-109 BUILDING 121 - LAUNDRY - ELECTRICAL AND LIGHTING PLANS
E-110
E-203 BUILDING 140, 149 - GP ADMIN SMALL - TELECOM SERVICE ENTRANCE ELEVATION AND SERVICE
E-604
BUILDING 133 - LATRINE ONLY - ELECTRICAL AND LIGHTING PLANS
E-204 BUILDING 121 - LAUNDRY - SERVICE EQUIPMENT ELEVATION
E-605
LIGHT FIXTURE AND MISCELLANEOUS DETAILS
LIGHT FIXTURE DETAIL
DUCT SECTION & TRENCH RESTORATION DETAILS AND NOTES
MISCELLANEOUS DETAILS
OCCUPANCY SENSOR DETAILS
OCCUPANCY SENSOR DETAILS
E-606
E-607
E-802
INDEX TO DRAWINGS
SHEET
NO.
DRAWING
NO.
DESCRIPTION REVISION
STATUS
INDEX TO DRAWINGS
SHEET
NO.
DRAWING
NO.
DESCRIPTION REVISION
STATUS
CONFIGURATION "C"
BUILDING 135, 137, 138, 139 - BARRACKS LARGE - LIGHTING AND ELECTRICAL PLANS
S-304 BUILDING 121 - LAUNDRY - SECTIONS
S-305 BUILDING 133 - LATRINE - SECTIONS
TYPICAL DETAILS
TYPICAL DETAILS
TYPICAL DETAILS
E-801 TELECOM WALL MOUNTED CABINET DETAIL AND ELEVATION
WALL OCCUPANCY SENSOR SCHEMATIC DIAGRAMS
TYPICAL STANDARD TELEPHONE (VOICE)/DATA OUTLET DIAGRAM
BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - DIAGRAMS AND PANEL SCHEDULE "S"
ED601
ED602
ED603
ED604
ED605
ED606
ED607 BUILDING 121 - LAUNDRY - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM - EXISTING
BUILDING 133 - LATRINE ONLY - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM - EXISTINGED608
E-608
E-609 BUILDING 140, 149 - GP ADMIN SMALL - ONE-LINE DIAGRAMS AND PANEL SCHEDULE "A"
SWITCHBOARD "SB2" - EXISTING
BUILDING 140, 149 - GP ADMIN SMALL - SECONDARY DISTRIBUTION SYSTEM , ONE-LINE DIAGRAM -
ONE-LINE DIAGRAM - SWITCHBOARD "SB2" - EXISTING
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - DISTRIBUTION SYSTEM, DEMOLITION
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - SITE ELECTRICAL PLAN -
PATCH PANEL AND TELECOM DETAILS
PANEL SCHEDULE "B"
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - ONE-LINE DIAGRAMS AND
SWITCHBOARD "SB3" - EXISTING
BUILDING 140, 149 - GP ADMIN SMALL - SECONDARY DISTRIBUTION SYSTEM , ONE-LINE DIAGRAM -
BUILDING 140, 149 - GP ADMIN SMALL - CONDUIT STUB OUT DETAIL
E-610
E-611
E-612 BUILDING 121 - LAUNDRY - ONE-LINE DIAGRAMS AND PANEL SCHEDULE "LA"
E-613 BUILDING 121 - LAUNDRY - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM - NEW
E-614 BUILDING 133 - LATRINE ONLY - ONE-LINE DIAGRAMS AND PANEL SCHEDULE "L"
E-615 BUILDING 133 - LATRINE ONLY - SECONDARY DISTIBUTION SYSTEM, ONE-LINE DIAGRAM - NEW
ELECTRICAL
ELECTRICAL SYMBOLS, DUCT DESIGNATIONS AND HANDHOLE SCHEDULE
ELECTRICAL NOTES AND ABBREVIATIONS
TELECOM CABLING GUIDE
ED101
BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - SITE ELECTRICAL PLAN - DEMOLITION
E-803
E-804
GROUND BAR DETAILS AND NOTES
BUILDING 140, 149 - GP ADMIN SMALL - TELECOM SCHEMATIC DIAGRAMS
F-501
F-502 FIRE SPRINKLER DETAILS
BLDG 131/131A, 142/142A - SHOWER/LATRINE DUPLEX LIFE SAFETY FLOOR PLAN
BLDG 135, 136, 137, 138, 139 - BARRACKS LARGE - FIRE SPRINKLER FLOOR PLAN - CONFIGURATION "C"
BLDG 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - FIRE ALARM FLOOR PLAN
BLDG 135, 136, 137, 138 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - LIFE SAFETY FLOOR PLAN
BLDG 140, 149 - GP ADMIN SMALL - FIRE ALARM FLOOR PLAN
BLDG 140, 149 - GP ADMIN SMALL - LIFE SAFETY FLOOR PLAN
BLDG 121 - LAUNDRY - FIRE ALARM FLOOR PLAN
BLDG 121 - LAUNDRY - LIFE SAFETY FLOOR PLAN
BLDG 133 - LATRINE ONLY - LIFE SAFETY FLOOR PLAN
FIRE ALARM DETAILS
M-604 LAUNDRY - MECHANICAL SCHEMATIC DIAGRAMS AND EQUIPMENT SCHEDULES
M-603 GP ADMIN SMALL - MECHANICAL SCHEMATIC DIAGRAMS AND EQUIPMENT SCHEDULES
M-605 LATRINE ONLY - MECHANICAL SCHEMATIC DIAGRAMS AND EQUIPMENT SCHEDULES
DIAGRAM - SWITCHBOARD "SB2" - EXISTING
BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE
DIAGRAM - SWITCHBOARD "SB3" - EXISTING
BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE
ONE-LINE DIAGRAM - SWITCHBOARD "SB3" - EXISTING
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM - SWITCHBOARD "SB2" - NEW
BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM - SWITCHBOARD "SB3" - NEW
BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - SECONDARY DISTRIBUTION SYSTEM, SWITCHBOARD "SB2" - NEW
BUILDING 140, 149 - GP ADMIN SMALL - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM -
SWITCHBOARD "SB3" - NEW
BUILDING 140, 149 - GP ADMIN SMALL - SECONDARY DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM -
A-501
A-502
A-503
A-504
A-505
A-510
A-506
E-507
E-506
E-505
E-504
E-503
E-502
E-501
E-001
E-002
E-003
EQUIPMENT ELEVATION
E-205 BUILDING 133 - LATRINE ONLY - SERVICE EQUIPMENT ELEVATION
FS101 FIRE PROTECTION SITE PLAN
A-001
A-002
GI005 HAUL ROUTE, COSA, AND DISPOSAL SITE
G-001
M-105 BUILDING 133 - LATRINE ONLY - MECHANICAL FLOOR PLAN
M-601
M-501 MECHANICAL DETAILS
P-904 LATRINE ONLY - PLUMBING SANITARY AND WATER PIPING ISOMETRICS
F-002
S-512 BUILDING 133 - LATRINE DETAILS
BUILDING 131A/131, 142A/142 SHOWER/LATRINE DUPLEX DETAILS
BUILDING 121 - LAUNDRY - DETAILS
NOTES
S-505 TYPICAL DETAILS
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - DEMOLITION FLOOR PLAN
BUILDING 140,149 - GP ADMIN SMALL - DEMOLITION FLOOR PLAN
BUILDING 121 - LAUNDRY - DEMOLITION FLOOR PLAN
BUILDING 133 LATRINE ONLY - DEMOLITION FLOOR PLAN
A-103 BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE FLOOR PLAN, A-104 BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE REFLECTED CEILING PLAN, ROOF PLAN
A-105 BUILDING 140, 149 - GP ADMIN SMALL - FLOOR PLAN/REFLECTED/CEILING PLAN
A-106 BUILDING 121 - LAUNDRY - FLOOR PLAN
A-107 BUILDING 121 - LAUNDRY REFLECTED CEILING PLAN, ROOF PLAN
A-108 "BLDG 133 - LATRINE ONLY - FLOOR PLAN, REFLECTED CEILING PLAN"
A-201 BUILDING 131/131A, 142/142A - SHOWER/LATRINE DUPLEX - EXTERIOR ELEVATIONS
A-202 BUILDING 131/131A, 142/142A -SHOWER/LATRINE DUPLEX - INTERIOR ELEVATIONS
TOILET FIXTURES & ACCESSORY LEGEND"
A-203 BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE EXTERIOR ELEVATIONS
BUILDING 121 - LAUNDRY - EXTERIOR ELEVATIONSA-205
A-206 BUILDING 133 - LATRINE ONLY - EXTERIOR ELEVATIONS
A-204 BUILDING 140, 149 - GP ADMIN SMALL - EXTERIOR ELEVATIONS
A-207 BUILDING 133 - LATRINE ONLY - INTERIOR ELEVATIONS
A-301 BUILDING 131/131A, 142/142A -SHOWER/LATRINE DUPLEX - BUILDING SECTIONS
A-302 BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS BUILDING SECTIONS
A-303 BUILDING 140, 149 - GP ADMIN - SMALL BUILDING SECTIONS
A-304 BUILDING 121 - LAUNDRY - BUILDING SECTIONS
A-305 BUILDING 133 - LATRINE ONLY - BUILDING SECTIONS
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE -
SERVICE EQUIPMENT ELEVATION
ONE-LINE DIAGRAM - SWITCHBOARD "SB2" - NEW
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - DISTRIBUTION SYSTEM, ONE-LINE DIAGRAM - SWITCHBOARD "SB3" - NEW
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS LARGE - DISTRIBUTION SYSTEM, BLDG 144, 145, 146, 147, 148 - BARRACKS LARGE - FIRE SPRINKLER FLOOR PLAN - CONFIGURATION "A" & "B"
BUILDING 121 - LAUNDRY FIRE ALARM ONE LINE DIAGRAM
BUILDING 131A/131, 142A/142 SHOWER/ LATRINE DUPLEX - FOUNDATION PLAN
BUILDING 131A/131, 142A/142 SHOWER/ LATRINE DUPLEX - ROOF FRAMING PLAN
BUILDING 135, 136, 137, 138, 139, 144, 145, 146, 147, 148 - BARRACKS (LARGE) - FOUNDATION
AND ROOF FRAMING PLANS
BUILDING 131A/131, 142A/142 SHOWER/ LATRINE DUPLEX SECTIONS
BUILDING 140, 149 GP ADMIN (SMALL) - SECTIONS
BUILDING 131A/131 & 142A/142 SHOWER/LATRINE DUPLEX DETAILS
C-001
C-002
C-003
C-501
SHOWER/LATRINE DUPLEX - MECHANICAL SCHEMATIC DIAGRAMS AND EQUIPMENT SCHEDULE.
SHOWER/LATRINE DUPLEX - PLUMBING SANITARY PIPING ISOMETRIC
GENERAL INFO AND DETAILS FIRE ALARM GENERAL NOTES AND LEGEND
GENERAL INFO AND DETAILS FIRE SPRINKLER GENERAL NOTES AND LEGEND
BLDG 140, 149- GP ADMIN SMALL - FIRE SPRINKLER FLOOR PLAN - CONFIGURATION "A & B"
BARRACKS LARGE - FIRE ALARM ONE LINE DIAGRAM
GP ADMIN SMALL - FIRE ALARM ONE LINE DIAGRAM
CS106
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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.
MAXIMUM PARTICLE SIZE AND GRADATION REQUIREMENTS.
MATERIALS, PROVIDED THAT THE MATERIALS ARE PROCESSED TO MEET
ON-SITE MATERIALS MAY BE RE-USED AS A SOURCE OF STRUCTURAL FILL
30 PRECENT PARTICLES PASSING THE NO. 200 SIEVE. THE EXCAVATED
WITH ASTM D 1883. THE MATERIAL SHOULD ALSO CONTAIN BETWEEN 10 AND
SWELL POTENTIAL OF 1 PERCENT OR LESS WHEN TESTED IN ACCORDANCE
HAVE A CALIFORNIA BEARING RATIO (CBR) VALUE OF 20 OR HIGHER, AND A
LARGER THAN 3 INCHES IN LARGEST DIMENSION. THE MATERIAL SHOULD
MATERIAL, WELL GRADED FROM THE COARSE TO FINE WITH PARTICLES NO
SELECT GRANULAR FILL SHALL CONSIST OF NON-EXPANSIVE GRANULAR 5.
TO BEAR DIRECTLY ON THE UNDERLYING COMPETENT MATERIALS.
ALTERNATIVELY, THE BOTTOM OF THE FOOTING MAY BE EXTENDED DOWN
AND COMPACTED TO MINIMUM OF 90 PERCENT RELATIVE COMPACTION.
PLACED IN LEVEL LEFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS
MATERIALS, MOISTURE CONDITIONED TO ABOVE MOISTURE CONTENT,
OVER-EXCAVATION SHALL BE BACK-FILLED WITH SELECT GRANULAR FILL
STIFF MATERIALS ARE EXPOSED IN THE FOOTING EXCAVATIONS. THE
FOOTING EXCAVATIONS, SHALL BE OVER-EXCAVATED UNTIL DENSE AND/OR
SOFT AND/OR LOOSE MATERIALS, IF ENCOUNTERED AT THE BOTTOM OF 4.
= 0.4COEEFICIENT OF FRICTION
= 350 PCFLATERAL PASSIVE PRESSURE
AS WIND OR SEISMIC
SHORT DURATION LOADS SUCH
= 3,000 PSF WITH 1/3 INCREASE FOR BEARING PRESSURE
SPREAD FOOTING ALLOWABLE
FOUNDATION DESIGN PARAMETERS:3.
CONTRACTOR SHALL HIRE AND PAY FOR A GEOTECHNICAL ENGINEER.2.
RECOMMENDATIONS”, BY GEOLABS INC. DATED JANUARY 7, 2019.
“PTA VARIOUS BUILDING DESIGN PACKAGES, PRELIMINARY GEOTECHNICAL
THE FOUNDATION DESIGN IS BASED ON GEOTECHNICAL REPORT TITLED 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 PER TMS402-13/ACI 530)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.
MAXIMUM PARTICLE SIZE AND GRADATION REQUIREMENTS.
MATERIALS, PROVIDED THAT THE MATERIALS ARE PROCESSED TO MEET
ON-SITE MATERIALS MAY BE RE-USED AS A SOURCE OF STRUCTURAL FILL
30 PRECENT PARTICLES PASSING THE NO. 200 SIEVE. THE EXCAVATED
WITH ASTM D 1883. THE MATERIAL SHOULD ALSO CONTAIN BETWEEN 10 AND
SWELL POTENTIAL OF 1 PERCENT OR LESS WHEN TESTED IN ACCORDANCE
HAVE A CALIFORNIA BEARING RATIO (CBR) VALUE OF 20 OR HIGHER, AND A
LARGER THAN 3 INCHES IN LARGEST DIMENSION. THE MATERIAL SHOULD
MATERIAL, WELL GRADED FROM THE COARSE TO FINE WITH PARTICLES NO
SELECT GRANULAR FILL SHALL CONSIST OF NON-EXPANSIVE GRANULAR 5.
TO BEAR DIRECTLY ON THE UNDERLYING COMPETENT MATERIALS.
ALTERNATIVELY, THE BOTTOM OF THE FOOTING MAY BE EXTENDED DOWN
AND COMPACTED TO MINIMUM OF 90 PERCENT RELATIVE COMPACTION.
PLACED IN LEVEL LEFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS
MATERIALS, MOISTURE CONDITIONED TO ABOVE MOISTURE CONTENT,
OVER-EXCAVATION SHALL BE BACK-FILLED WITH SELECT GRANULAR FILL
STIFF MATERIALS ARE EXPOSED IN THE FOOTING EXCAVATIONS. THE
FOOTING EXCAVATIONS, SHALL BE OVER-EXCAVATED UNTIL DENSE AND/OR
SOFT AND/OR LOOSE MATERIALS, IF ENCOUNTERED AT THE BOTTOM OF 4.
= 0.4COEEFICIENT OF FRICTION
= 350 PCFLATERAL PASSIVE PRESSURE
AS WIND OR SEISMIC
SHORT DURATION LOADS SUCH
= 3,000 PSF WITH 1/3 INCREASE FOR BEARING PRESSURE
SPREAD FOOTING ALLOWABLE
FOUNDATION DESIGN PARAMETERS:3.
CONTRACTOR SHALL HIRE AND PAY FOR A GEOTECHNICAL ENGINEER.2.
RECOMMENDATIONS”, BY GEOLABS INC. DATED JANUARY 7, 2019.
“PTA VARIOUS BUILDING DESIGN PACKAGES, PRELIMINARY GEOTECHNICAL
THE FOUNDATION DESIGN IS BASED ON GEOTECHNICAL REPORT TITLED 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 PER TMS402-13/ACI 530)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…
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