W9128A-19-B-0001_Am_0007_Drawings.pdf

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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 PERCENT 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.

GOVERNMENT.

IMPORTED FILL SHALL BE SUBMITTED AS A CHANGE ORDER TO THE

EXCAVATED MATERIALS CANNOT BE USED AS FILL, ESTIMATED QUANTITY OF

TO BEAR DIRECTLY ON THE UNDERLYING COMPETENT MATERIALS. IF THE

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.

= 0.4COEFFICIENT 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 PERCENT 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.

GOVERNMENT.

IMPORTED FILL SHALL BE SUBMITTED AS A CHANGE ORDER TO THE

EXCAVATED MATERIALS CANNOT BE USED AS FILL, ESTIMATED QUANTITY OF

TO BEAR DIRECTLY ON THE UNDERLYING COMPETENT MATERIALS. IF THE

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.

= 0.4COEFFICIENT 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 PERCENT 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.

GOVERNMENT.

IMPORTED FILL SHALL BE SUBMITTED AS A CHANGE ORDER TO THE

EXCAVATED MATERIALS CANNOT BE USED AS FILL, ESTIMATED QUANTITY OF

TO BEAR DIRECTLY ON THE UNDERLYING COMPETENT MATERIALS. IF THE

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.

= 0.4COEFFICIENT 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

E-001

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SITE PLAN.

1. SEE SHT. FOR OVERALL

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ELECTRICAL SYMBOLS

A

FLUORESCENT LUMINAIRE, RECESSED CEILING MOUNTED

FLUORESCENT LUMINAIRE, SURFACE CEILING MOUNTED

FLUORESCENT LUMINAIRE, SURFACE WALL MOUNTED

FLUORESCENT LUMINAIRE, PENDANT MOUNTED

LUMINAIRE, WALL MOUNTED

HANDHOLE, TYPE AS INDICATED

CONDUIT UP

CONDUIT DOWN

CONDUIT & WIRING IN WALL OR CEILING

CONDUIT & WIRING BELOW REFERENCED PLANE

CONDUIT & WIRING EXPOSED

HOMERUN TO APPLICABLE PANEL

CONDUIT STUB

FLEXIBLE CONDUIT

CT

J

J

E

M

G

F FAN CONNECTION

DUPLEX RECEPTACLE, NEMA 5-20R, TAMPER RESISTANT, 125V, +18" AFF UON

125V, +18" AFF UON

DUPLEX RECEPTACLE w/ GFCI PROTECTION, NEMA 5-20R, TAMPER RESISTANT, RESISTANT, 125V, MOUNTED +8" ABOVE COUNTERTOP

DUPLEX RECEPTACLE w/ GFCI PROTECTION, NEMA 5-20R, TAMPER

QUADRUPLEX RECEPTACLE, NEMA 5-20R, TAMPER RESISTANT, 125V, +18" AFF, UON

ENCLOSED CIRCUIT BREAKER, +6'-6" TO TOP, UON

OVERHEAD UTILITY LINES

GUY

CATV

TELEPHONE

SECONDARY ELECTRIC

PRIMARY ELECTRIC

OH - OVERHEAD (NEW)

eOH - OVERHEAD (EXISTING)

OH/ST/P/S/N/T/V/G

NEUTRAL ELECTRIC

SUBTRANSMISSION ELECTRIC

TELECOM CABINET, +6'-6" TO TOP

KWHR METER

SHALL BE INSTALLED IN ALL BRANCH CIRCUIT AND FEEDER CONDUITS.PER THE N.E.C.

BE #12. ALTHOUGH NOT INDICATED A SEPARATE GREEN GROUND CONDUCTOR SIZED

AS FOLLOWS: 3 WIRES, 4 WIRES, ETC. MINIMUM CONDUCTOR SIZE SHALL

INDICATES A TWO (2) WIRE CIRCUIT. CIRCUITS WITH ADDITIONAL WIRES ARE INDICATED

MINIMUM CONDUIT SIZE SHALL BE 3/4". ANY CIRCUIT WITH NO FURTHER DESIGNATION

O S

OS

PP

DUCT DESIGNATION

CONDUIT SIZE - INCHES

SYSTEM "P" PRIMARY ELECTRICAL

"S" SECONDARY

NUMBER OF DUCTS

A2 P 5

"SP" SPARE

"T" TELECOM

GROUND WELL, SEE

GROUND BAR, +8'-0" AFF, UON. SEE

WIRING REQUIREMENTS WITH MANUFACTURER

CONTROLLER, K=KEY OPERATED, +48" AFF. COORDINATE DIMMER

FD=FLUOR DIMMER, M=MANUAL MOTOR SWITCH, P=PILOT, F=FAN

SINGLE POLE SWITCH, 20A, 120/277V - 3=3 WAY, 4=4 WAY, D=DIMMER,

A1

E-602

B1

E-504

A1

E-803

A3

E-505

A1

E-505

A1

E-506

EMERGENCY LIGHT

RECESSED CEILING MOUNTED

FLUORESCENT LUMINAIRE W/ EMERGENCY BATTERY PACK,

SURFACE CEILING MOUNTED

FLUORESCENT LUMINAIRE W/ EMERGENCY BATTERY PACK,

SURFACE WALL MOUNTED

FLUORESCENT LUMINAIRE W/ EMERGENCY BATTERY PACK,

PENDANT CEILING MOUNTED

FLUORESCENT LUMINAIRE W/ EMERGENCY BATTERY PACK,

DIRECTION OF EXIT, CEILING MOUNTEDARROW INDICATES

EXIT LIGHT, DARKENED QUADRANT INDICATES DIRECTION/S OF SIGN;

DIRECTION OF EXIT, WALL MOUNTEDARROW INDICATES

EXIT LIGHT, DARKENED QUADRANT INDICATES DIRECTION/S OF SIGN;

LUMINAIRE TYPE

BARRED LETTER IN OR ADJACENT TO LUMINAIRE SYMBOL INDICATES

MOTOR STARTER

SMALL JUNCTION (OUTLET) BOX, WALL MOUNTED

SMALL JUNCTION (OUTLET) BOX

EQUIPMENT CONNECTION

MOTOR CONNECTION

OCCUPANCY SENSOR SWITCH. SEE

OCCUPANCY SENSOR, CEILING MOUNTED, SEE

PANELBOARD, +6'-6" TO TOP

DISCONNECT SWITCH, HEAVY DUTY, HP-RATED, SIZE AS INDICATED, +5'-6" TO TOP UON

4. 20A BALLAST LOAD RATING.

VOLTAGE MOMENTARY SWITCH.

MANUALLY CONTROLLING CONNECTED LOAD VIA A LOW

BASED ON…