Schedule_of_Special_Inspections.pdf

GENERAL:

A. WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE BUILDING CODE AS STATED BELOW. HOWEVER, WHERE REFERENCE IS MADE TO PERFORMANCE CONFORMING TO OTHER STANDARDS THE MORE

STRINGENT SHALL APPLY.

1. STATE OF HAWAII: AMENDED IBC, 2018

B. THE CONTRACTOR SHALL COMPARE ALL THE CONTRACT DOCUMENTS WITH EACH OTHER AND REPORT IN

WRITING TO THE ARCHITECT ALL INCONSISTENCIES AND OMISSIONS.

C. THE CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AND VERIFY FIELD CONDITIONS AND SHALL COMPARE SUCH FIELD MEASUREMENTS AND CONDITIONS WITH THE DRAWINGS BEFORE COMMENCING

WORK. REPORT IN WRITING TO THE ARCHITECT ALL INCONSISTENCIES AND OMISSIONS.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES.

E. THE CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS OF CONSTRUCTION, WORKMANSHIP AND JOB

SAFETY. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AS REQUIRED FOR

STABILITY OF STRUCTURAL MEMBERS AND SYSTEMS.

F. CONSTRUCTION LOADING SHALL NOT EXCEED DESIGN LIVE LOAD UNLESS SPECIAL SHORING IS

PROVIDED. ALLOWABLE LOADS SHALL BE REDUCED IN AREAS WHERE THE STRUCTURE HAS NOT

ATTAINED FULL DESIGN STRENGTH.

G. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF THE ADJACENT PROPERTIES, STRUCTURES, STREETS AND UTILITIES DURING THE CONSTRUCTION PERIOD.

H. DETAILS NOTED AS TYPICAL ON THE STRUCTURAL DRAWINGS SHALL APPLY IN ALL CONDITIONS UNLESS

SPECIFICALLY SHOWN OR NOTED.

DESIGN CRITERIA:

A. FLOOR LIVE LOAD

1. OFFICES: 50 PSF + 15 PSF PARTITION

2. LABORATORIES (SCIENTIFIC): 100 PSF

3. TOILET ROOMS: 60 PSF

4. LOBBIES AND FIRST FLOOR CORRIDORS: 100 PSF

5. CORRIDORS (ABOVE FIRST FLOOR): 80 PSF

6. STAIRS/EXITS: 100 PSF

7. MECHANICAL/ELECTRICAL ROOMS: 150 PSF

B. ROOF LIVE LOAD: 20 PSF (REDUCIBLE AS ALLOWED PER CODE)

C. WIND DESIGN DATA - MAIN BUILDING

1. BASIC WIND SPEED (3-SECOND GUST), V: 130 MPH

a. BASIC DESIGN WIND SPEED, V, FOR HAWAII INCLUDES TOPOGRAPHIC EFFECTS NEAR MOUNTAINOUS

TERRAIN AND NEAR GORGES, AND SHALL BE USED WITH TOPOGRAPHIC FACTOR KZT = 1.0 AND THE

DIRECTONALITY FACTORS GIVEN IN TABLE 26.6-1 OF ASCE 7

2. EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED, VEFF-ASD: 102 MPH

3. RISK CATEGORY: II

4. EXPOSURE CATEGORY: C

5. BUILDING ENCLOSURE CLASSIFICATION: PARTIALLY ENCLOSED

6. INTERNAL PRESSURE COEFFICIENT: +0.55

7. WIND TOPOGRAPHIC FACTOR (KZT): 1.0

8. WIND DIRECTIONALITY FACTOR (KD): 0.85

9. COMPONENTS AND CLADDING DESIGN WIND PRESSURE: VARIES

10. WIND BORNE DEBRIS REGION: NO

11. IMPACT RESISTANT GLAZING REQUIRED: NO

D. WIND DESIGN DATA - PUMP BUILDING

1. BASIC WIND SPEED (3-SECOND GUST, ULTIMATE): 130 MPH

a. BASIC DESIGN WIND SPEED, V, FOR HAWAII INCLUDES TOPOGRAPHIC EFFECTS NEAR MOUNTAINOUS TERRAIN AND NEAR GORGES, AND SHALL BE USED WITH TOPOGRAPHIC FACTOR KZT = 1.0 AND THE

DIRECTONALITY FACTORS GIVEN IN TABLE 26.6-1 OF ASCE 7

2. EFFECTIVE ALLOWABLE STRESS DESIGN WIND SPEED, VEFF-ASD: 102 MPH

3. RISK CATEGORY: C

4. EXPOSURE CATEGORY: C

5. BUILDING ENCLOSURE CLASSIFICATION: PARTIALLY ENCLOSED

6. INTERNAL PRESSURE COEFFICIENT: +0.55

7. WIND TOPOGRAPHIC FACTOR: (KZT ): 1.0

8. WIND DIRECTIONALITY FACTOR (KD): 0.85

9. COMPONENTS AND CLADDING DESIGN WIND PRESSURE: VARIES

10. WIND BORNE DEBRIS REGION: NO

11. IMPACT RESISTANT GLAZING REQUIRED: NO

E. EARTHQUAKE DESIGN DATA - MAIN BUILDING:

1. RISK CATEGORY: II

2. IMPORTANCE FACTOR: 1.0

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS

a. SHORT PERIOD: SS = 3.13g

b. 1-SEC PERIOD: S1 = 1.42g

4. SITE CLASS: D

5. SPECTRAL RESPONSE COEFFICIENTS

a. SHORT PERIOD: SDS = 2.51g

b. 1-SEC PERIOD: SD1 = 1.61g

6. DESIGN CATEGORY: E

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS

8. DESIGN BASE SHEAR (ULTIMATE): CS X W

9. SEISMIC RESPONSE COEFFICIENT: CS = 0.75 (INCLUDING 1.5 INCREASE PER ASEC 7-16 SECTION 11.4.8)

10. RESPONSE MODIFICATION FACTOR: R = 5

11. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

F. EARTHQUAKE DESIGN DATA - PUMP BUILDING:

1. RISK CATEGORY: II

2. IMPORTANCE FACTOR: 1.0

3. MAPPED SPECTRAL RESPONSE ACCELERATIONS:

a. SHORT PERIOD: SS = 3.13g

b. 1-SE PERIOD: S1 = 1.42g

4. SITE CLASS: D

5. SPECTRAL RESPONCE COEFFICIENTS

a. SHORT PERIOD: SDS = 2.51g

b. 1-SEC PERIOD: SD1 = 1.61g

6. DESIGN CATEGORY: E

7. BASIC SESMIC-FORCE-RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS

8. DESIGN BASE SHEAR (ULTIMATE): CS X W

9. SEISMIC RESPONCE COEFFICIENT: CS = 0.75 (INCLUDING 1.5 INCREASE PER ASEC 7-16 SECTION 11.4.8)

10. RESPONCE MODIFICATION FACTOR: R = 5

11. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

G. SOILS:

1. SITE CLASS: D

2. ALLOWABLE BEARING CAPACITY: 2,000 PSF (1/3 INCREASE FOR WIND/SEISMIC)

SPECIAL INSPECTIONS:

A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT SPECIAL INSPECTION OF PORTIONS OF THE WORK AS REQUIRED BY THE BUILDING CODE IS MADE AT THE APPROPRIATE TIME. THE CONTRACTOR SHALL SUBMIT STATEMENT OF RESPONSIBILITY TO THE ARCHITECT AND BUILDING DEPARTMENT PRIOR

TO THE COMMENCEMENT OF WORK. THE CONTRACTOR SHALL GIVE TIMELY NOTICE OF WHEN AND

WHERE INSPECTIONS ARE TO BE MADE AND PROVIDE ACCESS FOR THE INSPECTOR. FREQUENCY OF INSPECTION IS DEFINED IN THE IBC, SECTION 1705 TABLES, AS AMENDED BY THE STATE. THE CONTRACTOR SHALL CORRECT DEFECTIVE WORK AT NO ADDITIONAL COST TO THE STATE AND PAY FOR

RE-INSPECTION AS REQUIRED.

B. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. REPORTS SHALL INDICATE THAT WORK

INSPECTED WAS DONE IN CONFORMANCE WITH APPROVED CONSTRUCTION DOCUMENTS. THE

INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE ARCHITECT AND LICENSED ARCHITECT OR ENGINEER WHO IN TURN SHALL SUBMIT A WRITTEN STATEMENT TO THE CITY CERTIFYING RECEIPT OF THE FINAL INSPECTION LETTER AND DOCUMENTING THAT THERE ARE NO KNOWN UNRESOLVED CODE

REQUIREMENTS.

C. THE FOLLOWING TYPE OF WORK LISTED IN THE IBC, SECTION 1705, AS AMENDED BY THE STATE, REQUIRES SPECIAL INSPECTION:

1. INSPECTION OF FABRICATOR/SHOP UNLESS WORK IS DONE BY A REGISTERED AND APPROVED

FABRICATOR SHOP.

a. STRUCTURAL STEEL

b. PRE-ENGINEERED TRUSSES

2. STEEL CONSTRUCTION

a. WELDING

b. DETAILS OF STEEL FRAME

c. HIGH STRENGTH BOLTING

d. SEISMIC-RESISTING SYSTEMS, IN SEISMIC DESIGN CATEGORY C, D, E, OR F

3. CONCRETE CONSTRUCTION

a. EXCEPTIONS: INSPECTIONS NOT REQUIRED FOR CONCRETE POURS FOR

i. CONCRETE FOOTINGS SUPPORTING BUILDINGS THREE STORIES OR LESS IN HEIGHT THAT ARE FULL SUPPORTED ON EARTH OR ROCK (DESIGNED f’c=2,500 PSI), INSPECTION OF REINFORCING IS

REQUIRED

ii. NON STRUCTURAL SLABS SUPPORT DIRECTLY ON GROUND.

b. PLACEMENT OF REINFORCING STEEL

c. REINFORCING STEEL WELDING.

d. BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE.

e. PLACEMENT OF CONCRETE

f. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

g. POST INSTALLED CONCRETE BOLTS.

4. MASONRY CONSTRUCTION

a. PLACEMENT OF REINFORCING STEEL.

b. MORTAR AND MORTAR JOINTS

c. PLACEMENT OF GROUT

5. SOILS

a. FOUNDATION BEARING MATERIAL

b. FILL GREATER THAN ONE FOOT

FOUNDATION:

A. FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL INVESTIGATION REPORT.

1. GEOTECHNICAL ENGINEERING REPORT BY ISLAND GEOTECHNICAL ENGINEERING, PROJECT NUMBER

212193-FM DATED 18 NOVEMBER 2021.

B. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATION FROM SURFACE WATER, GROUND

WATER OR SEEPAGE.

C. EXCAVATIONS FOR ANY PURPOSE SHALL NOT REMOVE LATERAL SUPPORT FROM ANY FOOTING OR

FOUNDATION WITHOUT FIRST UNDERPINNING OR PROTECTING THE FOOTING OR FOUNDATION AGAINST

SETTLEMENT OR LATERAL TRANSLATION.

D. FOOTINGS SHALL BEAR ON UNDISTURBED IN-SITU FIRM SOILS. BOTTOM OF FOOTINGS SHALL BE COMPACTED TO PROVIDE A RELATIVELY FIRM AND SMOOTH BEARING SURFACE PRIOR TO PLACEMENT OF REINFORCING STEEL AND CONCRETE. IF SOFT AND/OR LOOSE MATERIALS ARE ENCOUNTERED AT THE BOTTOM OF FOOTING EXCAVATIONS, THEY SHALL BE OVER-EXCAVATED TO EXPOSE THE UNDERLYING FIRM MATERIALS. THE OVER-EXCAVATION SHALL BE BACKFILLED WITH SELECT GRANULAR MATERIAL COMPACTED TO A MINIMUM OF 95% RELATIVE COMPACTION OR THE FOOTING BOTTOM MAY BE EXTENDED

DOWN TO THE UNDERLYING COMPETENT MATERIAL.

E. UNLESS NOTED OTHERWISE, THE MINIMUM DEPTH OF FOOTINGS BELOW THE UNDISTURBED GROUND

SURFACE SHALL BE 18 INCHES.

F. EXCAVATIONS FOR FOUNDATIONS SHALL BE MONITORED AND APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE AND REINFORCING STEEL TO CONFIRM FOUNDATION BEARING CONDITIONS AND REQUIRED EMBEDMENT DEPTHS. GEOTECHNICAL ENGINEER SHALL SUBMIT

LETTER OF COMPLIANCE TO THE ARCHITECT.

G. FOOTING AREAS SHALL BE EXCAVATED TWO FEET WIDER THAN SPECIFIED WIDTH ON EACH SIDE AND THREE FEET DEEPER THAN BOTTOM OF FOOTING. PROOF COMPACT THE IN-PLACE SOILS USING PROPER COMPACTOR EQUIPMENT WITH NOT LESS THAN 10 PASSES. IN-PLACE SOIL SHALL BE MOISTURE

CONDITIONED TO ABOUT 3 PERCENT WET OPTIMUM. THEN, PLACE GEOGRID ON TOP OF PROOF

COMPACTED SOIL AND BACKFILL WITH STRUCTURAL FILL. STRUCTURAL FILL SHALL BE PLACED TO BACKFILL AND EXCAVATED AREA TO RAISE TO DESIGNATED ELEVATION. EACH LAYER SHALL BE PLACED IN LIFTS NOT EXCEEDING EIGHT INCHES IN LOOSE THICKNESS. EACH LAYER SHALL BE THROUGHLY COMPACTED PRIOR TO PLACING OF ANY SUBSEQUENT LIFTS TO AT LEAST 95 PERCENT OF THE MAXIMUM

DRY DENSITY AS DETERMINED BY ASTM D 1557.

H. STRUCTURAL FILL SHALL CONSIST OF SOIL WHICH IS FREE OF ORGANICS AND DEBRIS. STRUCTURAL FILLS SHALL HAVE NO PARTICLE LARGER THAN TWO INCHES IN GREATEST DIMENSION AND SHALL BE NON-

EXPANSIVE SOILS.

I. GOGRID SHALL BE TRIAX TX 7 GEOGRID OR APPROVED EQUAL.

CONCRETE:

A. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE ACI 318

B. CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND SHALL HAVE 3,000 PSI FOLLOWING

MINIMUM 28 DAY COMPRESSIVE STRENGTH.

C. CONCRETE DELIVERY TICKETS SHALL RECORD ALL FREE WATER IN THE MIX: AT BATCHING BY PLANT, FOR

CONSISTENCY BY DRIVER, AND ANY ADDITIONAL REQUEST BY CONTRACTOR IF PERMITTED BY THE MIX

DESIGN.

D. WATER USED IN MIXING CONCRETE SHALL BE CLEAN AND FREE FROM INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALIS, SALTS, ORGANIC MATERIALS OR OTHER SUBSTANCES THAT ARE DELETERIOUS TO

CONCRETE OR STEEL REINFORCEMENT.

E. FREQUENCY OF CONDUCTING STRENGTH TESTS SHALL BE AS FOLLOWS:

1. SAMPLES FOR STRENGTH OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOT

LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS

THAN ONCE FOR EACH 5,000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS.

2. IF THE TOTAL VOLUME OF CONCRETE IS SUCH THAT THE FREQUENCY OF TESTING WOULD PROVIDE LESS THAN FIVE STRENGTH TESTS FOR A GIVEN CLASS OF CONCRETE, TESTS SHALL BE MADE FROM AT LEAST FIVE RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER THAN FIVE BATCHES

ARE USED.

F. ALL INSERTS, ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN THE CONCRETE SHALL BE HOT-

DIPPED GALVANIZED ACCORDING TO ASTM A153 UNLESS OTHERWISE NOTED.

G. REINFORCING BARS, ANCHOR BOLTS, INSERTS, AND OTHER ITEMS TO BE CAST IN THE CONCRETE SHALL

BE SECURED IN POSITION PRIOR TO PLACEMENT OF CONCRETE.

H. CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB OR FOOTING AND NOT CONFORMING TO

TYPICAL DETAILS SHALL BE LOCATED AND SUBMITTED TO THE ARCHITECT FOR APPROVAL.

I. CONDUITS AND PIPES, WITH THEIR FITTINGS, EMBEDDED WITHIN A COLUMN SHALL NOT DISPLACE MORE THAN 4 PERCENT OF THE AREA OF CROSS SECTION ON WHICH STRENGTH IS CALCULATED OR WHICH IS

REQUIRED FOR FIRE PROTECTION.

J. THE CONTRACTOR SHALL LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO

THE ARCHITECT FOR APPROVAL, UNLESS OTHERWISE NOTED.

K. SEE ARCHITECTURAL DRAWINGS FOR CHAMFERS, EDGE RADII, DRIPS, REGLETS, FINISHES AND OTHER

NON-STRUCTURAL ITEMS NOT SHOWN OR SPECIFIED ON THE STRUCTURAL DRAWINGS.

L. NON-SHRINK GROUT SHALL BE A PREMIXED NON-METALLIC FORMULA, CAPABLE OF DEVELOPING A

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

M. MEASURE FLOOR AND SLAB FLATNESS AND LEVELNESS ACCORDING TO ASTM E1155 WITHIN 24 HOURS OF

FINISHING.

REINFORCING STEEL:

A. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60.

B. WELDED REINFORCING STEEL SHALL BE LOW-ALLOY DEFORMED BARS CONFORMING TO ASTM A706.

C. WELDED WIRE REINFORCEMENT SHALL BE GALVANIZED CONFORMING TO ASTM A185.

D. CLEAR CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3”.

2. CONCRETE FORMED AND EXPOSED TO EARTH OR WEATHER:

a. NO. 6 THROUGH NO. 18 BAR: 2”

b. NO. 5 BAR, W31 OR D31 WIRE, AND SMALLER: 1.5”

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

a. SLABS, WALLS, JOISTS:

i. NO. 14 AND NO. 18 BAR: 1.5”

ii. NO. 11 BAR AND SMALLER: 0.75”

E. CLEAR DISTANCE BETWEEN THE SURFACE OF A BAR AND ANY SURFACE OF A MASONRY UNIT SHALL BE

NOT LESS THAN 1/2 INCH, UNLESS OTHERWISE NOTED.

F. REINFORCING STEEL SHALL BE SPLICED WHERE INDICATED ON PLANS. PROVIDE LAP SPLICE LENGTH PER

TYPICAL DETAILS AND SCHEDULE, UNLESS OTHERWISE NOTED.

G. LAP EDGES AND ENDS OF ADJOINING SHEETS OF WELDED WIRE REINFORCEMENT AT LEAST ONE MESH SPACING. OFFSET LAPS OF ADJOINING SHEET WIDTHS TO PREVENT CONTINUOUS LAPS IN EITHER

DIRECTION.

H. MECHANICAL SPLICE CONNECTORS SHALL DEVELOP IN TENSION 125 PERCENT OF THE SPECIFIED

MINIMUM YIELD STRENGTH OF REINFORCING BARS.

I. STANDARD HOOKS ON REINFORCING BARS USED SHALL COMPLY WITH ACI 318, SECTION 25.3.1.

J. MINIMUM REINFORCEMENT BEND DIAMETERS SHALL COMPLY WITH ACI 318, SECTION 25.3.2.

MASONRY:

A. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD-BEARING CONCRETE MASONRY

UNITS NORMAL WEIGHT WITH A UNIT COMPRESSIVE STRENGTH OF 2150 PSI.

B. PROVIDE CONCRETE MASONRY WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH (F’m) OF 2,000 PSI C. MORTAR FOR USE IN MASONRY CONSTRUCTION SHALL CONFORM TO ASTMC 270 WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1,800 PSI. UNUSED MORTAR SHALL BE DISCARDED WITHIN 2 ½ HOURS AFTER INITIAL MIXING. MORTAR FOR MASONRY BELOW GRADE OR IN CONTACT WITH EARTH SHALL BE

TYPE M AND TYPE S FOR REINFORCED MASONRY.

D. GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28

DAYS.

E. ALL CELLS AND BOND COURSES WITH REINFORCEMENT AND INSERTS SHALL BE SOLID GROUTED.

CLEANOUTS SHALL BE PROVIDED FOR ALL GROUT POURS OVER 5’-4” IN HEIGHT.

F. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE GROUT POUR 1 1/2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.

G. THE CONTRACTOR SHALL LOCATE CONSTRUCTION JOINTS SO AS NOT TO IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE SHRINKAGE STRESSES. SUBMIT LOCATION OF CONSTRUCTION JOINTS TO

THE ARCHITECT FOR APPROVAL, UNLESS OTHERWISE NOTED. MAXIMUM SPACING BETWEEN

CONSTRUCTION JOINTS SHALL NOT EXCEED 24 FEET.

H. WALLS SHALL BE CONSTRUCTED IN CONVENTIONAL RUNNING BOND, UNLESS OTHERWISE NOTED.

I. SEE ARCHITECTURAL DRAWINGS FOR LAYING PATTERN, HEIGHT OF UNITS, SURFACE TEXTURE, AND JOINT

TYPE.

STRUCTURAL STEEL:

A. FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AMERICAN INSTITUTE OF

STEEL CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION.

B. STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 UNLESS OTHERWISE NOTED.

C. STEEL WIDE FLANGE SECTIONS SHALL CONFORM TO ASTM A992.

D. STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B.

E. BOLTS SHALL CONFORM TO ASTM A307, GRADE A UNLESS OTHERWISE NOTED.

F. HIGH-STRENGTH BOLTS SHALL CONFORM TO ASTM F3125, GRADE A325, TYPE N. INSTALLATION SHALL BE

ASSURED BY ANY OF THE FOLLOWING METHODS.

1. TURN OF NUT METHOD

2. DIRECT TENSION INDICATOR

3. CALIBRATED WRENCH

4. ALTERNATIVE DESIGN BOLT

G. ANCHOR BOLTS SHALL CONFORM TO F1554 GRADE 55

H. WELDS AND WELDING PROCEDURES SHALL CONFORM TO THE STRUCTURAL WELDING CODE AWS D1.1 OF

THE AMERICAN WELDING SOCIETY.

I. WELDING SHALL BE PERFORMED BY WELDERS PREQUALIFIED FOR WELDING PROCEDURES TO BE USED.

J. WELDING ELECTRODES SHALL BE E70XX.

K. ALL STEEL SHALL BE PRIME PAINTED IN THE SHOP.

L. EXPOSED STEEL SHALL BE HOT-DIPPED GALVANIZED ACCORDING TO ASTM A123.

M. ALL ANCHOR BOLTS, PLATES, AND OTHER ITEMS TO BE CAST IN CONCRETE SHALL BE HOT-DIPPED

GALVANIZED ACCORDING TO ASTM A153 UNLESS OTHERWISE NOTED.

STEEL DECK:

A. STEEL DECK AND ACCESSORIES SHALL BE FORMED FROM GALVANIZED STEEL SHEETS CONFORMING TO ASTM A653, STRUCTURAL STEEL (SS), GRADE 33, MINIMUM YIELD 33 KSI, G60 ZINC COATING.

B. STEEL DECK SHALL BE OF THE PROFILE DEPTH AND THICKNESS AS INIDCATED ON THE DRAWINGS.

C. STEEL DECK SHALL HAVE A MINIMUM END BEARING OF 2 INCHES END JOINTS SHALL BE LAPPED 2 INCHES

MINIMUM.

D. COMPOSITE AND NONCOMPOSITE STEEL DECKS MAY BE EITHER LAPPED OR BUTTED AT CONTRACTOR’S

OPTION.

E. STEEL DECK SHALL BE TRIPLE SPAN CONTINUOUS WHERE POSSIBLE. DO NOT LOCATE SINGLE SPANS AT

EDGES OR CORNERS.

F. WELDED ATTACHMENT OF STEEL DECK UNITS TO THE SUPPORTING MEMBERS SHALL CONFORM TO AWS

D1.3. WELDING OF STEEL DECK SHALL BE PERFORMED BY CERTIFIED LIGHT GAGE STEEL WELDERS.

G. ARC SPOT OR ARC SEAM (PUDDLE) WELDS SHALL HAVE AN EFFECTIVE FUSION AREA TO SUPPORTING

MEMBERS, EQUIVALENT TO AT LEAST 3/8 INCH BY 1 INCH LONG OR ½ INCH DIAMETER AND IN NO CASE SHALL ANY WELD SPACING EXCEED 3 FEET. IF STUD WELDS ARE WELDED THROUGH STEEL DECK TO

STRUCTURAL STEEL, STUD WELDS CAN REPLACE ARC SPOT WELDS.

H. THE MINIMUM DEPTH OF CONCRETE SHALL BE 2 INCHES OVER THE TOP FLANGE AND IS TO BE REINFORCED WITH A MINIMUM OF 6X6 W1.4XW1.4 WELDED WIRE FABRIC AND PLACED NEAR THE CENTER

OF THE FILL OVER THE TOP FLANGE.

COLD-FORMED STEEL FRAMING:

A. COLD-FORMED METAL FRAMING SHALL COMPLY WITH AISI’S “NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS” AND ITS “NORTH AMERICAN STANDARD FOR

COLD FORMED STEEL FRAMING – GENERAL PROVISIONS”

B. STRUCTURAL DRAWINGS DO NOT REFLECT THE ENTIRE SCOPE OF WORK REQUIRED FOR LIGHT GAGE FRAMING. LIGHT GAGE FRAMING SHALL BE PROVIDED FOR AND COORDINATED WITH ARCHITECTUAL AND

OTHER DRAWINGS.

C. EXTERIOR AND INTERIOR STUD WALLS SHALL BE DESIGN BUILD. STAMPED AND SIGNED CALCULATIONS

SHALL BE PROVIDED. SEE SPECIFICATIONS.

D. COLD-FORMED STEEL MEMBERS AND ACCESSORIES CALLED FOR ON THE DRAWINGS AND

SPECIFICATIONS ARE MINIMUM SIZE AND THICKNESS. MEMBER DESIGNATIONS ARE PER STEEL STUD

MANUFACTURER'S ASSOCIATION.

E. ALL MEMBERS 54, 68 OR 97 MILS THICK SHALL MEET THE REQUIREMENTS OF ASTM A1003 GRADE ST50H AND HAVE A MINIMUM G60 COATING. ALL MEMBERS 33 OR 43 MILS THICK SHALL MEET THE REQUIREMENTS

OF ASTM A1003 GRADE ST33H AND HAVE A MINIMUM G60 COATING.

F. CUT FRAMING MEMBERS BY SAWING OR SHEARING. DO NOT TORCH CUT.

G. PREFABRICATED FRAMING HARDWARE SHALL BE SIMPSON STRONG TIE GALVANIZED OR APPROVED

EQUAL. INSTALL PER MANUFACTURER’S RECOMMENDATIONS.

H. PLACE A LAYER OF 30# ROOFING FELT BETWEEN ALL COLD-FORMED METAL MEMBERS AND CONCRETE OR

MASONRY SURFACES.

I. HOLES IN WALL STUDS AND OTHER STRUCTURAL MEMBERS SHALL NOT EXCEED 1.5 INCHES IN WIDTH OR 4

INCHES IN LENGTH. HOLES SHALL BE PERMITTED ONLY ALONG THE CENTERLINE OF THE WEB OF THE FRAMING MEMBER. HOLES SHALL NOT BE LESS THAN 24 INCHES CENTER TO CENTER AND SHALL NOT BE

LOCATED MORE THAN 10 INCHES FROM EDGE OF HOLE TO END OF MEMBER.

J. SCREWS SHALL BE INSTALLED WITH A MINIMUM EDGE DISTANCE AND CENTER-TO-CENTER SPACING OF 1/2

INCH.

K. LIGHT GAGE TO LIGHT GAGE FASTENERS: SELF TAPPING AND SHALL CONFORM TO SAE J 78. SCREWS SHALL EXTEND THROUGH THE STEEL A MINIMUM OF THREE EXPOSED THREADS. ALL SELF-DRILLING TAPPING SCREWS CONFORMING TO SAE J 78 SHALL HAVE A TYPE II COATING IN ACCORDANCE WITH ASTM B633.

L. LIGHT GAGE TO STRUCTURAL STEEL FASTENERS: HILTI X-U x 2” LONG POWDER ACTUATED FASTENERS OR #14 x 1” HEX HEAD SELF TAPPING SCREWS

M. LIGHT GAGE TO CONCRETE FASTENER: HILTI X-C x 2” LONG POWDER ACTUATED FASTNER N. STEEL FRAMED WALLS SHALL BE ANCHORED TO FOUNDATIONS OR FLOORS IN ACCORDANCE WITH TABLE

R603.3.1 OR FIGURE R603.3.1(1).

O. STEEL FRAMED WALLS SHALL BE FASTENED IN ACCORDANCE WITH TABLE R603.3.2(1).

P. STUD WEB HOLES CLOSER THAN 10 INCHES FROM THE EDGE OF THE HOLE TO THE EDGE OF THE MEMBER

SHALL BE PATCHED WITH A SOLID PLATE, C-SECTION OR TRACK SECTION. THE PATCH SHALL BE OF A MINIMUM THICKNESS AS THE STUD MEMBER AND SHALL EXTEND AT LEAST 1 INCH BEYOND ALL EDGES OF THE HOLE. THE PATCH SHALL BE FASTENED TO THE WEB WITH NO. 8 SCREWS SPACED NO GREATER THAN 1 INCH CENTER TO CENTER ALONG THE EDGES OF THE PATCH, WITH A MINIMUM EDGE DISTANCE OF

1/2 INCH.

Q. STEEL STUDS AND OTHER STRUCTURAL MEMBERS SHALL NOT BE SPLICED.

S T R U C T U R A L

& F O R E N S I C

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Phone: (808)533-2210

Fax: (808)533-2686

E-mail: mail@kaihawaii.com

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E N

A M

E

SIGNATURE

THIS WORK WAS PREPARED BY ME OR UNDER MY

SUPERVISION AND CONSTRUCTION OF THIS

PROJECT WILL BE UNDER MY OBSERVATION.

(OBSERVATIONS OF CONSTRUCTION AS DEFINED IN

CHAPTER 16-115, SUBCHAPTER 1 DEFINITIONS OF

THE HAWAII ADMINISTRATIVE RULES,

"PROFESSIONAL ENGINEERS, ARCHITECTS,

SURVEYORS, AND LANDSCAPE ARCHITECTS.")

NOTE:

CONTRACTOR TO CHECK AND VERIFY DIMENSIONS

AT JOB BEFORE PROCEEDING WITH WORK.

EXPIRATION DATE OF LICENSE

APRIL 30, 2024

A

ARCHITECTS HAWAII LTD.

733 BISHOP ST, SUITE 3100

HONOLULU, HAWAII 96813

TELEPHONE: 808.523.9636

www.ahl.design

© ahl. ARCHITECTS HAWAII LTD.

NO. DATE REVISION

REVISIONS

ARCHITECT

CONSULTANT

OWNER

54321

654321

B

C

D

E E

D

C

B

A

TMK:

PART 1 - SITE

CONSTRUCTION

PART 1 - SITE

CONSTRUCTION

/1

/2

:3

:1

A

M B

IM

/U

S G

S H

V O

P

IE

R

C /U

S G

S

F

IE

L D

S

T A

T

IO

N S

K A

I rv t

7122.001

06/16/23

S-001

GENERAL NOTES

USGS FIELD STATION

HAWAI'I VOLCANOES

NATIONAL PARK, HAWAI'I

USGS FIELD STATION

3-9-9-001:001

07/14/23 jcaravelli Polygon jcaravelli Cross-Out jcaravelli Text Box USGS' Geotechnical Engineer, under contract with designer of record AHL, is responsible for soils-related special inspections.