FILE 7 OF 15 03 Struct Design Complete Rev 01-12-2021.pdf

G-1 METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE

CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING AND IMPLEMENTING THE

NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL

STAGES OF CONSTRUCTION.

GENERAL NOTES

G-2 TEMPORARY BRACING, SHEETING, SHORING, ETC, REQUIRED TO ENSURE THE STRUCTURAL

INTEGRITY/STABILITY OF THE EXISTING BUILDINGS, SIDEWALKS, UTILITIES, ETC, DURING

CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DESIGNED BY A

REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE CONTRACTOR.

G-3 IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

G-4 SLEEVES OR BLOCK-OUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, CONDUIT, ETC, IN ADDITION TO ANCHORS AND HANGERS REQUIRED FOR EQUIPMENT AND PIPING AND

UNDER-SLAB UTILITIES ARE NOT SPECIFICALLY, NOR GENERALLY, INDICATED ON THE STRUCTURAL

DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING SUCH REQUIREMENTS PRIOR

TO FABRICATION OR ERECTION OF THE STRUCTURE. PENETRATIONS ARE SUBJECT TO APPROVAL

BY THE COR. CUTTING OR CORING THROUGH STRUCTURAL MEMBERS, INCLUDING CONCRETE

SLAB-ON-GRADE, ARE SUBJECT TO APPROVAL BY THE COR.

G-5 DIMENSIONS AND INSTALLATION DETAILS OF EQUIPMENT MUST BE VERIFIED AND COORDINATED WITH THE SUPPORTING STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING SUCH

REQUIREMENTS FROM SUBCONTRACTORS AND EQUIPMENT SUPPLIERS ALONG WITH

COORDINATING THE LOCATIONS AND DETAILS FOR THESE ITEMS PRIOR TO FABRICATION OR

ERECTION OF THE SUPPORTING STRUCTURE. ANY CONFLICTS BETWEEN THESE ITEMS AND THE

BUILDING STRUCTURE IS TO BE BROUGHT TO THE ATTENTION OF THE COR FOR RESOLUTION.

G-6 THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL FEATURES, UNLESS

OTHERWISE NOTED. DIMENSIONS SHOWN ON PLANS AND DETAILS ARE TO GOVERN THE

STRUCTURAL WORK.

G-7 IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, NOTIFY

THE COR. THE MOST STRINGENT REQUIREMENTS SHALL GOVERN UNLESS OTHERWISE DIRECTED

BY THE COR.

DC-1 THE STRUCTURAL DESIGN AND CONSTRUCTION SHALL COMPLY WITH THE FOLLOWING

STANDARDS:

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 STRUCTURAL ENGINEERING

UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

DEPARTMENT OF THE ARMY FACILITIES STANDARDIZATION PROGRAM, ATTACK/ASSAULT

BATTALION (AAB) AIRCRAFT MAINTENANCE HANGAR STANDARD DESIGN, DATED AUGUST 2019, WITH THE EXCEPTION OF SITE SPECIFIC AND USER REQUESTED ITEMS AND RETENTION OF SOME ITEMS

FROM THE 1 DECEMBER 2018 STANDARD DESIGN

INTERNATIONAL BUILDING CODE 2015

DESIGN CRITERIA, CONT

DC-2

25 PSF

10 PSF

20 PSF

50 PSF

75 PSF

100 PSF

125 PSF

15 PSF

32 KIP

DC-4

GRAVITY LOADS

A. DEAD LOADS

1. ROOF

a. MINIMUM FOR UPLIFT

B. LIVE LOADS

1. ROOF

2. OFFICES

3. RESTROOMS

4. CONFERENCE AND BREAK ROOM

5. MECHANICAL ROOM AND LIGHT STORAGE

6. PARTITIONS

C. CONSTRUCTION LOADS

1. NOT TO EXCEED THE DESIGN LIVE LOADS.

D. AXLE LOADS FOR GSE STORAGE BUILDING

1. MAXIMUM AXLE LOAD FOR SLAB ON GRADE

LATERAL LOAD DESIGN CRITERIA

A. WIND DESIGN CRITERIA, ENTIRE CAMPUS

1. WIND EXPOSURE CATEGORY

2. COMPONENTS AND CLADDING DESIGN WIND PRESSURES PER ASCE 7

B. SEISMIC DESIGN CRITERIA, ENTIRE CAMPUS

1. SHORT PERIOD SPECTRAL ACCELERATION, Ss

2. ONE SECOND SPECTRAL ACCELERATION, S1

3. SITE CLASS

4. SHORT PERIOD DESIGN SPECT RESP COEFF, Sds

5. ONE SECOND DESIGN SPECTRAL RESP COEFF, Sd1

C. HANGAR ADMINISTRATION/SHOP WINGS

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

1. LATERAL FORCE RESISTING SYSTEM: ORDINARY REINFORCED

CMU SHEAR WALLS

2. R

3. Ω0

4. Cd

5. Cs

6. DESIGN BASE SHEAR

7. SEISMIC DESIGN CATEGORY

c. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

D. HANGAR MAINTENANCE BAY

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

c. LATERAL FORCE RESISTING SYSTEM: STEEL ORDINARY

CONCENTRICALLY BRACED FRAME (OCBF)

1. R

2. Ω0

3. Cd

4. Cs

5. DESIGN BASE SHEAR

6. SEISMIC DESIGN CATEGORY

d. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

DC-5 FOUNDATION DESIGN CRITERIA

A. NET ALLOWABLE SOIL BEARING CAPACITY

B. LATERAL:

1. SOIL MOIST UNIT WEIGHT

2. ACTIVE PRESSURE (HORIZONTAL)

3. AT-REST PRESSURE (HORIZONTAL)

4. PASSIVE EARTH PRESSURE (STATIC)

5. COEFFICIENT OF FRICTION (STATIC)

6. PASSIVE EARTH PRESSURE (SEISMIC)

7. COEFFICIENT OF FRICTION (SEISMIC)

8. MODULUS OF SUB-GRADE REACTION (Ks)

3000 PSF

100 PCF

40 PCF

60 PCF

180 PCF

0.31

275 PCF

0.48

70 PCI

C

0.56 0.16 C 0.44 0.18

III

145 MPH

112 MPH

+/- 0.18

III

1.0

2.5 1.75 0.27

1350 KIPS

C

III

145 MPH

112 MPH

+/- 0.55

III

1.25

3.25 3.25 0.17

680 KIPS

C

DESIGN CRITERIA

DC-3 LATERAL LOAD DESIGN CRITERIA, CONT

E. GSE STORAGE BUILDING

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

c. LATERAL FORCE RESISTING SYSTEM: ORDINARY STEEL MOMENT

FRAME

1. R

2. Ω0

3. Cd

4. Cs

5. DESIGN BASE SHEAR

6. SEICMIC DESIGN CATEGORY

d. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

F. FIRE PUMP BUILDING

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

c. LATERAL FORCE RESISTING SYSTEM: SPECIAL REINFORCED CMU

SHEAR WALLS

1. R

2. Ω0

3. Cd

4. Cs

5. DESIGN BASE SHEAR

6. SEICMIC DESIGN CATEGORY

d. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

G. WATER STORAGE TANK

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

c. LATERAL FORCE RESISTING SYSTEM: SPECIAL REINFORCED

CONCRETE SHEAR WALLS

1. R

2. Ω0

3. Cd

4. Ci

5. Ct

6. DESIGN BASE SHEAR

7. SEISMIC DESIGN CATEGORY

d. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

H. TRASH ENCLOSURE / RECYCLING

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

c. LATERAL FORCE RESISTING SYSTEM: ORDINARY REINFORCED CMU

SHEAR WALLS

1. R

2. Ω0

3. Cd

4. Cs

5. DESIGN BASE SHEAR

6. SEICMIC DESIGN CATEGORY

d. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

I. COVERED BICYCLE RACK

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

c. LATERAL FORCE RESISTING SYSTEM: ORDINARY STEEL MOMENT

FRAME

1. R

2. Ω0

3. Cd

4. Cs

5. DESIGN BASE SHEAR

6. SEICMIC DESIGN CATEGORY

d. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

J. POL / HAZARDOUS MATERIAL STORAGE

1. WIND DESIGN CRITERIA

a. RISK CATEGORY

b. ULTIMATE WIND SPEED, Vult (3 SECOND GUST)

NOMINAL DESIGN WIND SPEED, Vasd

c. INTERNAL PRESSURE COEFFICIENT

2. SEISMIC DESIGN CRITERIA

a. RISK CATEGORY

b. SEISMIC IMPORTANCE FACTOR (Ie)

II

130 MPH

101 MPH

II

1.0

3 1/2 0.125

15 KIPS

C

IV

145 MPH

112 MPH

+/- 0.18

IV

1.5

2 1/2 3 1/2 0.121

45 KIPS

D

IV

145 MPH

112 MPH

+/- 0.18

IV

1.5

0.505 0.101

640 KIPS

D

I

115 MPH

89 MPH

+/- 0.18

I 1.0

2 1/2 1 3/4 0.22

6 KIPS

C

I

115 MPH

89 MPH

I 1.0

3 1/2 0.13

3 KIPS

C

III

145 MPH

112 MPH

+/- 0.18

III

1.25

DC-6 CLASS III AIRFIELD, TYPE A RUNWAL, TYPE C TRAFFIC AREA

MAINTENANCE HANGAR BAY, HANGAR ACCESS APRON & WASH RACK

CASE VEHICLE

CH-47

ATLAS FORKLIFT

P-15 CRASH/FIRE TRUCK

TRANSPORT TRUCK M1088 AND M871A3 TRAILER

OPERATIONAL

WEIGHT (LB)

37,500 10,000 130,860 80,800

PASSES

40,000 10,000 1,200 1,000

MINIMUM

SECTION PER

UFC 4-211-01

(MAINTENANCE

HANGAR BAY)

UH-60M

CMP 60 FORKLIFT

M978 HEMTT 10-TON FUEL

12,225 24,787 44,250

87,600 87,600 4,160

MAINTENANCE

HANGAR BAY &

HANGAR

ACCESS APRON

DC-3 ANTI-TERRORISM (AT):

A. MINIMUM STANDOFF TO INSTALLATION PERIMETER = 20 FEET

B. MINIMUM CLEAR ZONE INSIDE AND OUTSIDE OF INSALLATION PERIMETER = 50 FEET

C. MINIMUM UNOBSTRUCTED SPACE = 33 FEET

D. GLAZING: GLAZING IN EXTERIOR BUILDING ELEMENTS SHALL BE NO LESS THAN 1/4 INCH

NOMINAL POLYCARBONATE OR LAMINATED GLASS. THE 1/4 INCH LAMINATED GLASS CONSIST

OF NO LESS THAN TWO NOMINAL 1/8 INCH GLASS PANES BONDED TOGETHER WITH A

MINIMUM OF A 0.030 INCH INTERLAYER OF A MATERIAL DESIGNED FOR BLAST RESISTANCE.

FOR INSULATED GLASS UNITS (IGU), USE THE POLYCARBONATE OR LAMINATED GLASS FOR

THE INNERMOST PANE AS A MINIMUM. FOR LAMINATED GLASS, GLAZING FRAME BITE SHALL

BE IN ACCORDANCE WITH ASTM F 2248. FOR POLYCARBONATE, GLAZING FRAME BITE SHALL

BE NO LESS THAN 1.5 TIMES THE POLYCARBONATE THICKNESS.

SYMBOLS

A1 S-101

A1 S-101

WALL/GIRT ELEVATION

FRAME/TRUSS ELEVATION

ACP

APA

ARCH

AT/FP

ATT

BB

BC

BF

BLDG

BLKG

BOT

BRG

BS

BT

C

CL

CF

CFS

CJ

CLR

CSJ

CMU

COE

COL

CONC

CONN

CONT

CONT PL

COR

CRS

DBA

DCW

DET

DF/L

Φ, DIA

DO

DS

DWLS

DWG

EA

EBF

EF

EJ

ELEC

E/O

EL, ELEV

EQ

E.S.

EW

EXP

EXT

FD

FF

FIN

FOUND

FS

FTG

GA

GL

GT

HDR

HOR(IZ)

HSA

HSB

HSS

IJ

INFO

INT

JBE

JST

JT

L

LB

LLH

LLV

LONGIT

LSL

LVL

MAS

MAX

MB

MFGR

MC

MIN

MPW

NDS

NLB

NO

NS

NTS

OC

OH

OPP

OSB

PA

PCC

PCF

PEMB

PL

PSL

RE

REF

REINF

REQ'D

ASPHALT CONCRETE PAVEMENT

AMERICAN PLYWOOD ASSOCIATION

ARCHITECTURAL

ANTITERRORISM FORCE PROTECTION

ATTACHED

AT

BOND BEAM

BOTTOM CHORD

BRACED FRAME

BUILDING

BLOCKING

BOTTOM

BEARING

BEAM SPLICE

BENT

CHANNEL

CENTERLINE

COLUMN FOOTING TYPE

COLD FORMED STEEL

CONTROL JOINT

CLEAR

CONSTRUCTION JOINT

CONCRETE MASONRY UNIT

CORPS OF ENGINEERS

COLUMN

CONCRETE

CONNECTION

CONTINUOUS

CONTINUOUS PLATE, CONTINUITY PLATE

CONTRACT OFFICER'S REPRESENTATIVE

COLD ROLLED STEEL

DEFORMED BAR ANCHOR

DEMAND CRITICAL WELD

DETAIL

DOUGLAS FIR/LARCH

DIAMETER

DITTO

DRAG STRUT

DOWELS

DRAWING

EACH

ECCENTRICALLY BRACED FRAME

EACH FACE

EXPANSION JOINT

ELECTRICAL

EDGE OF

ELEVATION

EQUAL

EACH SIDE

EACH WAY

EXPANSION

EXTERIOR

FLOOR DRAIN

FINISHED FLOOR

FINISH

FOUNDATION

FAR SIDE

FOOTING

GAUGE

GLU-LAM

GIRDER TRUSS

HEADER

HORIZONTAL

HEADED STUD ANCHOR

HIGH STRENGTH BOLT

HOLLOW STRUCTURAL SECTION

ISOLATION JOINT

INFORMATION

INTERIOR

JOIST BEARING ELEVATION

JOIST

JOINT

LENGTH

LOAD BEARING

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LAMINATED STRAND LUMBER

LAMINATED VENEER LUMBER

MASONRY

MAXIMUM

MACHINE BOLT

MANUFACTURER

MOMENT CONNECTION

MINIMUM

MASONRY PARTITION WALL

NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION

NON LOAD BEARING

NUMBER

NEAR SIDE

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPPOSITE

ORIENTED STRAND BOARD

PASCAL

PORTLAND CEMENT CONCRETE

POUNDS PER CUBIC FOOT

PRE-ENGINEERED METAL BUILDING

PLATE

PARALLEL STRAND LUMBER

REGARDING

REFERENCE

REINFORCING

REQUIRED

ABBREVIATIONS AND ACRONYMS

SC

SCBF

SCHED

SCJ

SIM

SMF

SPECS

SQ

SSMA

STD

STIFF

STL

SP

SW

SYS

TBE

TC

TFE

THK

T.O.

TOCE

TOSE

TOSH

TRANSV

TSE

TYP

T&B

UNO

UON

VERT

W/

WF

WLD

WP

WS

SLIP CRITICAL

SPECIAL CONCENTRICALLY BRACED FRAME

SCHEDULE

SAWED CONTRACTION JOINT SEC

SIMILAR

SPECIAL MOMENT FRAME SMS

SPECIFICATIONS

SQUARE

STEEL STUD MANUFACTURERS ASSOCIATION

STANDARD

STIFFENER

STEEL

SLOPED

SHEARWALL

SYSTEM

TOP OF BEAM ELEVATION

TOP CHORD

TOP OF FOOTING ELEVATION

THICKNESS

TOP OF

TOP OF CONCRETE ELEVATION

TOP OF STEEL ELEVATION

TOP OF SHEATHING

TRANSVERSE

TOP OF SLAB ELEVATION

TYPICAL

TOP AND BOTTOM

UNLESS NOTED OTHERWISE

UNLESS OTHERWISE NOTED

VERTICAL

WITH

WALL FOOTING TYPE

WELDING OR WELDABLE

WORK POINT

WEB STIFFENER

ABBREVIATIONS AND ACRONYMS, CONTINUED

HANGAR

MAINTENANCE BAY

HANGAR ADMINISTRATION WINGS

WATER STORAGE TANK

FIRE PUMP

BUILDING

FOAM RETENTION TANK

GSE STORAGE BLDG

POL STORAGE/HAZARD MATERIAL STORAGE

COVERED BICYCLE

RACK TRASH ENCLOSURE

CHILLER

ENCLOSURE

RECYCLING ENCLOSURE

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E

File Path:

Plot Date:

M

AR

K D

ES

C

R

IP

TI

O

N

C:\Users\j3ec9jma\Documents\21wh01-WAAF_DMMS_central_j3ec9jma.rvt

1/12/2021 9:32:17 AM

S-001

ST

R

U C

TU

R

AL

G

EN

ER

AL

N

O

TE

S

FY

M C

A

PN

AI

R C

R

AF

T M

AI

N

TE

N

AN

C

E H

AN

G

AR

H

O N

O

LU

LU

D

IS

TR

IC

T

FT

. S

H

AF

TE

R

, H

AW

AI

I 9

R

EG

IO

N

AL

E

N G

IN

EE

R

IN

G C

EN

TE

R H

O N

O

LU

LU

E

N G

IN

EE

R

IN

G D

IS

TR

IC

T

H O

N O

LU

LU

, H I

JA R

N

KABH

J

AN

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

DESIGN COMPLETE REV 12 JAN 2021

W H

EE

LE

R A

R M

Y

AI

R

FI

EL

D

, O

AH

U , H

AW

AI

I

M-1 MASONRY WORK SHALL BE IN CONFORMANCE WITH THE AMERICAN CONCRETE INSTITUTE (ACI)

"BUILDING CODE FOR MASONRY STRUCTURES - ACI 530" (LATEST EDITION) AND THE

"SPECIFICATIONS FOR MASONRY STRUCTURES - ACI 530.1" (LATEST EDITION).

MASONRY NOTES

M-2 ALL MORTAR TO CONFORM TO ASTM C270, TYPE M OR S.

A. PORTLAND CEMENT: ASTM C150, TYPE I.

B. LIME: ASTM C207

M-3 GROUT SHALL CONFORM TO ASTM C476 AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF

3000 PSI.

A. SLUMP: 8 TO 10 INCHES

B. MAXIMUM AGGREGATE SIZE: 3/8"

M-4 CONCRETE MASONRY UNITS SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF

MASONRY F'M EQUAL TO 1500 PSI.

A. HOLLOW BLOCK: ASTM C90, NORMAL WEIGHT, TYPE 1 (MOISTURE CONTROLLED)

B. SOLID BLOCKS: ASTM C90.

M-6 DEFORMED BAR REINFORCEMENT PER ASTM A615/ASTM 615M GRADE 60. GROUT ALL CELLS SOLID.

PROVIDE MINIMUM LAP SPLICES OF 48 BAR DIAMETERS. PROVIDE BAR SPACERS AS REQUIRED TO

PROPERLY LOCATE REINFORCING WITHIN CMU CELLS.

M-7 ALL MASONRY SHALL BE CONSTRUCTED USING A RUNNING BOND PATTERN. FULL BED AND HEAD

JOINTS MUST BE USED.

M-8 GROUT CELLS OF CMU SOLID FOR ALL MASONRY BELOW GRADE, CMU LINTELS, BOND BEAMS, CELLS WITH VERTICAL REINFORCEMENT AND BELOW BEAM BEARING PLATES.

M-9 BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS UNLESS NOTED OTHERWISE. BOND BEAM REINFORCING AT THE TOP AND BOTTOM OF ALL WALLS AT EACH FLOOR ELEVATION TO BE CONTINUOUS. MAXIMUM CONTROL JOINT SPACING SHALL BE AS INDICATED ON

THE ARCHITECTURAL DRAWINGS.

M-10 ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEEN

INSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS.

M-11 ANCHOR RODS PER ASTM F1554, GR 36.

M-12 DOWEL REINFORCED MASONRY WALLS TO FOUNDATION. SIZE DOWELS TO MATCH WALL

REINFORCEMENT. LOCATE DOWELS IN CELLS TO CONTAIN WALL REINFORCEMENT. LAP DOWELS

AND WALL REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS UNO.

M-13 ALL CORNERS SHALL BE TIED BY MASONRY BOND.

SS-1 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION.

STRUCTURAL STEEL NOTES

SS-2 MATERIAL STRENGTHS:

1) STRUCT STEEL WIDE FLANGE SHAPES: ASTM A992, GR. 50

2) STRUCTURAL STEEL CHANNEL AND MISC BARS: ASTM A36

3) STRUCTURAL STEEL TUBES: ASTM A500, GR. B

4) ALL PLATES: ASTM A572, GR. 50, UNO

5) PIPE: ASTM A53

6) CONNECTION BOLTS

a) ADMIN/SHOP AND FIRE PUMP BUILDING: ASTM F3125 GRADE A325 UNO

b) HANGAR MAINTENANCE BAY: ASTM F3125 GRADE A490N SLIP CRITICAL 1" DIA UNO

7) ANCHOR RODS: ASTM F1554, GR. 36 OR GR. 55

8) WELDS: (E70XX ELECTRODES) AWS D1.1 AND D1.8

9) STUD ANCHORS: ASTM A108

SS-3 STRUCTURAL STEEL SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). STEEL ERECTION SHALL BE IN

ACCORDANCE WITH THE REQUIREMENTS OF AISC AND THE OSHA STEEL ERECTION STANDARD, 29

CFR ART 1926, SUBPART R-STEEL ERECTION, EFFECTIVE DATE JANUARY 18, 2002.

SS-4 STRUCTURAL STEEL, UNO, SHALL BE NEW STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A6/A6M.

SS-5 SHOP DRAWINGS SHALL INCLUDE ALL FIELD MEASUREMENTS AND CONDITIONS.

SS-6 SUBJECT TO COR APPROVAL, CUTS, HOLES, COPING, ETC REQUIRED FOR OTHER TRADES MUST BE

SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING OF HOLES IN THE

FIELD WILL NOT BE PERMITTED.

SS-7 ERECTION AIDS SHALL NOT BE VISIBLE IN THE FINISHED CONSTRUCTION UNLESS STEEL IS

ALLOWED TO BE EXPOSED. REMOVAL OF ERECTION AIDS FOR ANY REASON SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR.

SS-8 ALL COLUMNS SHALL BE PROPERLY PLUMBED AND GROUTED PER DETAILS HEREIN.

SS-9 UNO, STRUCTURAL STEEL CONNECTIONS SHALL BE SHOP WELDED AND FIELD BOLTED.

SS-10 SUBSTITUTION OF POST INSTALLED ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE

DRAWINGS SHALL NOT BE PERMITTED.

SS-11 WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE-ANSI/AWS D1.1/D1.1M" AND "SEISMIC SUPPLEMENT-ANSI/AWS D1.8/D1.8M" (LATEST

EDITIONS). USE E70XX ELECTRODES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

SS-12 STEEL GRATING NOT PART OF THE MAINTENANCE BAY TRENCH DRAINS SHALL BE MANUFACTURED

IN ACCORDANCE WITH THE "METAL BAR GRATING MANUAL" AS PUBLISHED BY THE NATIONAL

ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, LATEST EDITION. STEEL FOR GRATING

TO CONFORM TO ASTM A1011/A1011M.

SS-13 STRUCTURAL STEEL SHALL BE SHOP PRIMED AND PAINTED PER SPECIFICATIONS, UNO.

SS-14 ALL EXPOSED STEEL AT HANGAR MAINTENANCE BAY SHALL HAVE 3 PART EPOXY COATING, INSTALLED BY SSPC CERTIFIED PAINTER PER SPECIFICATION 09 97 13.27 EXTERIOR COATING OF

STEEL STRUCTURES.

SS-16 AT GSE STORAGE, FIRE PUMP BUILDING, POL & HAZMAT, TRASH ENCLOSURE, AND COVERED BIKE

RACK, STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO WEATHER SHALL BE HOT-

DIPPED GALVANIZED PER ASTM A123 AFTER FABRICATION. ALL FIELD WELDS EXPOSED TO

WEATHER SHALL BE COATED WITH BRUSH APPLIED PAINT CONTAINING ZINC DUST COMPLYING

WITH ASTM A780. ALL BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE HOT-DIPPED

GALVANIZED PER ASTM A153.

SD-1 DESIGN CODE: STEEL DECK INSTITUTE DESIGN MANUAL FOR ROOF DECKS AND FLOOR DECKS (SDI).

STEEL DECK NOTES

SD-2 MATERIAL STRENGTHS PER SPECIFICATIONS.

SD-3 STEEL ROOF DECK AND COMPOSITE FLOOR DECK SHALL BE DESIGNED, FABRICATED, AND

ERECTED ACCORDING TO SPECIFICATIONS OF THE STEEL DECK INSTITUTE (SDI).

SD-4 PROVIDE ALL RIDGE AND VALLEY PLATES, SUMP PANS, CLOSURE PLATES, POUR STOPS, AND ALL

OTHER ACCESSORIES REQUIRED FOR COMPLETE INSTALLATION.

SD-5 ALLOWABLE STRESS BASED ON SDI AND AISI.

SD-6 MAXIMUM DEFLECTION DUE TO SUPERIMPOSED LOADS SHALL BE LIMITED TO L/240.

SD-7 STEEL ROOF DECK AND COMPOSITE FLOOR DECK TO BE GALVANIZED PER THE CONTRACT

SPECIFICATIONS.

SD-8 PROVIDE ROOF DECK CONSTRUCTION WHICH IS LISTED AND CONFORMS TO THE UL FIRE

RESISTANCE DIRECTORY AND BUILDING MATERIALS DIRECTORY. DECK ATTACHMENT SHALL MEET

A CLASS I-90 UPLIFT RATING.

SD-9 ALL METAL DECK SHALL BE FABRICATED AND INSTALLED FOR A MINIMUM THREE SPAN CONDITION.

TEMPORARY SHORING OF METAL DECK SHALL NOT BE USED UNLESS APPROVED BY THE

CONTRACTING OFFICER.

SD-10 DECKING CONTRACTOR SHALL COORDINATE ALL OPENING SIZES AND LOCATIONS WITH ARCH, MECH, ELEC DRAWINGS AND SHALL PROVIDE HEADER MEMBERS AND REINFORCEMENT AS

REQUIRED PER TYPICAL DETAILS.

SD-11 REFERENCE THE CONTRACT DRAWINGS FOR DECK TYPE, GAGE, AND FASTENER SPACING.

CF-1 DESIGN CODE: AISI COLD FORMED STEEL DESIGN MANUAL

COLD FORMED STEEL FRAMING NOTES

CF-2 STEEL STUDS ARE SPECIFIED USING STANDARD STEEL STUD MANUFACTURERS ASSOCIATE (SSMA)

NOMENCLATURE. ALL SHAPES SHALL CONFORM TO STANDARD SSMA SHAPES. STEEL STUD

FLANGES SHALL HAVE A MINIMUM RETURN LIP OF 1/4".

CF-3 ALL WELDING SHALL BE DONE WITH CONTINUOUS FEED WIRE ELECTRODE, GAS SHIELDING.

CF-4 WELDING SHALL COMPLY WITH THE AWS STRUCTURAL WELDING CODE - SHEET STEEL, AWS D1.3.

WELDING SHALL BE BY AWS-CERTIFIED WELDERS USING 70 KSI LOW HYDROGEN ELECTRODES.

WELDS ARE TO HAVE ADEQUATE SIZE TO ENSURE THE STRENGTH OF THE CONNECTION. MINIMUM

WELD SIZE IS 1/8" X 1" LONG. WELDS ARE TO BE COATED WITH ZINC RICH PAINT.

CF-5 MEMBER PROPERTIES USED IN THE DESIGN ARE BASED ON THE CROSS SECTIONAL DIMENSIONS

SHOWN.

CF-6 OUT OF PLANE DEFLECTION ALLOWANCE: L/240 AT METAL SIDING.

CF-7 COLD FORMED FRAMING SHALL BE GALVANIZED PER ASTM C955, G60 COATING.

CF-8 COLD FORMED FRAMING SHALL BE FORMED FROM GALVANIZED STEEL:

A. THICKNESS 54 MILS, 68 MILS, AND 98 MILS:

B. 43 MILS AND THINNER:

ASTM A653, GRADE D (Fy=50 KSI) ASTM A653, GRADE A (Fy=33 KSI)

CF-9 SCREWS SHALL BE ZINC COATED, SELF TAPPING, SELF DRILLING. MINIMUM SCREW SIZE SHALL BE #10-16 FOR 54 MILS (16 GAGE) MATERIAL AND THINNER, AND #12-14 FOR MATERIAL THICKER THAN 54

MILS (16 GAGE).

F-3 FOUNDATIONS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CRITERIA ESTABLISHED BY THE

SPECIFICATIONS

FOUNDATION NOTES

F-4 FOUNDATIONS SHALL BE PLACED ON UNDISTURBED SOIL OR ENGINEERED AND COMPACTED FILL

CONFORMING TO THE SPECIFICATIONS (MAXIMUM FILL LIFT = 9").

F-5 ELEVATIONS SHOWN ON THE DRAWINGS AT WHICH FOUNDATIONS BEAR ARE APPROXIMATE AND MAY VARY TO SUIT SUBSURFACE SOIL CONDITIONS. STEP-IN FOOTING LOCATIONS SHOWN ON THE DRAWINGS SHALL BE FIELD VERIFIED AND ADJUSTED AS REQUIRED SO THAT FOUNDATIONS BEAR

ON MATERIAL OF AT LEAST THE CAPACITY NOTED UNDER DESIGN CRITERIA. ALL EXTERIOR

FOOTINGS SHALL BEAR A MINIMUM OF 1'-6" BELOW FINISHED GRADE.

F-6 PRIOR TO PLACING CONCRETE, ANY WATER PRESENT SHALL BE PUMPED OUT FROM THE BOTTOM

OF EXCAVATIONS TO A LEVEL APPROVED BY THE COR.

F-7 CONCRETE SLABS ON GRADE HAVE BEEN DESIGNED TO BEAR ON PROPERLY ENGINEERED AND COMPACTED SUB-GRADE SOILS AS PER THE SPECIFICATIONS. THE SUB-BASE MATERIAL BENEATH THE SLAB-ON-GRADE SHALL CONFORM TO ASTM D 1241, TYPE 1, GRADATION B AND BE COMPACTED IN ACCORDANCE WITH 95% STANDARD DENSITY PER ASTM D 1557 (MAXIMUM FILL LIFT = 9").

F-8 NO BACKFILLING AGAINST WALLS SHALL BE DONE UNTIL THE SLABS AT THE TOP AND BOTTOM

HAVE BEEN PLACED OR ADEQUATE SHORING HAS BEEN PROVIDED. WALLS AND GRADE BEAMS

HAVING BACKFILL AGAINST BOTH SIDES ARE TO HAVE BACKFILL PLACED ON BOTH SIDES

SIMULTANEOUSLY.

F-9

F-10

COORDINATE SLAB ON GRADE PENETRATIONS AND MECH/ELEC REQUIREMENTS WITH

MECH/ELEC/PLUMBING SHEETS

FOOTINGS SHALL BE CONCENTRIC WITH BASE OF COLUMN AND WALL UNO. SEE DETAILS FOR

OFFSETS WHERE THEY OCCUR.

F-1 REFER TO THE SPECIFICATION 31 00 00 FOR GENERAL REQUIREMENTS OF EARTHWORK, OVER

EXCAVATION, SUBGRADE PREPARATION, FILL AND COMPACTION, WATERPROOFING AND OTHER

PERTINENT REQUIREMENTS AND INFORMATION.

F-2 FOUNDATION DESIGN IS BASED UPON THE SOILS EXPLORATION REPORT BY GEOLABS, INC. REPORT

ENTITLED “GEOTECHNICAL ENGINEERING EXPLORATION FY21 PN76897 AIRCRAFT MAINTENANCE

HANGAR, WHEELER ARMY AIRFIELD, WAHIAWA, OAHU, HAWAII" DATED 29 MAY 2020 REPORT

NUMBER W.O. 7982-00.

C-1 REINFORCED CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE

INSTITUTE (ACI) ACI 318-14, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".

CONCRETE NOTES

C-2 MIXING, TRANSPORTING, PLACING AND TESTING OF CONCRETE SHALL BE DONE IN ACCORDANCE

WITH ACI 301.

C-3

C-5 DEFORMED REINFORCEMENT SHALL CONFORM TO ASTM A 615/A 615M, GRADE 60, UNO. WELDABLE

REINFORCEMENT SHALL CONFORM TO ASTM A706.

C-6 REINFORCEMENT SHALL BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE ACI

"DETAILING MANUAL NO SP-66" (LATEST EDITION.)

C-7 REINFORCEMENT SHALL BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. IF REQUIRED, ADDITIONAL BARS, STIRRUPS, OR CHAIRS WILL BE PROVIDED BY THE CONTRACTOR TO FURNISH

SUPPORT TO KEEP REINFORCEMENT IN PLACE PER DESIGN.

C-8 CONTINUOUS REINFORCING BARS SHALL BE BENT AND LAPPED AT CORNERS AND INTERSECTIONS OF WALLS AND FOOTINGS. LAP SPLICES SHALL BE CLASS B TENSION SPLICES PER ACI 318. HOOKED

BARS SHALL HAVE STANDARD ACI HOOKS UNO.

C-9 CONTINUOUS TOP BARS SHALL BE SPLICED AT MID-SPAN. CONTINUOUS BOTTOM BARS SHALL BE

SPLICED AT CENTERLINE OF SUPPORTS UNO.

C-10 PROVIDE ADEQUATE CONCRETE COVER IN ACCORDANCE WITH THE REQUIREMENTS AS SET FORTH

BY ACI 318.

C-11

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4,000 psi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4,000 psi

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4,000 psi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,000 psi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,000 psi

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3,000 psi

CONCRETE COVER:

A. CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3 in

B. EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

1. #5 BAR OR SMALLER 2in

2. #6 BAR OR LARGER 2 in

C. SLABS AND WALLS (NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND) 2 in

A. BEAMS, COLUMNS, PEDESTALS, AND TIES (NOT EXPOSED TO

WEATHER OR IN CONTACT WITH GROUND) 2 in

C-12 SLAB JOINTS SHALL BE LOCATED AND SPACED AS SHOWN ON THE DRAWINGS. SLABS SHALL BE

CAST ON AN 15 MIL POLYETHYLENE VAPOR BARRIER AND A 6" CAPILLARY WATER BARRIER

CONFORMING TO SPECIFICATION 03 30 00. SEE SPECIFICATION FOR ADDITIONAL DETAILS.

C-13 CONCRETE SLABS SHALL BE CURED BY METHOD COMPATIBLE WITH SPECIFIED FLOOR FINISH.

WHERE ACCEPTABLE USE A LIQUID MEMBRANE-CURING COMPOUND AT THE MANUFACTURERS

RECOMMENDED COVERAGE. SAW JOINTS SHALL BE CUT AS SOON AS POSSIBLE WITHOUT

RAVELING THE SURFACE.

C-14 LEVELING GROUT SHALL BE NON-SHRINK, NON-METALLIC TYPE, FACTORY PREMIXED GROUT IN

ACCORDANCE WITH ASTM C 1107, HAVING A MINIMUM COMPRESSIVE STRENGTH OF NOT LESS

THAN 5000 PSI.

C-15 SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES. DEPRESSIONS, CURBS

AND OTHER EMBEDDED ITEMS SHALL BE PROVIDED FOR AS SHOWN ON THE ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DRAWINGS AND AS REQUIRED BY EQUIPMENT MANUFACTURERS.

INSTALLATION OF THESE ITEMS TO BE COORDINATED AND PROVIDED FOR PRIOR TO PLACING

CONCRETE.

C-16 EXPANSION JOINT FILLER AND SEALANT. EXPANSION JOINT FILLER SHALL BE PREFORMED MATERIAL CONFORMING TO ASTM D 1751 OR ASTM D 1752. UNLESS OTHERWISE INDICATED, FILLER MATERIAL SHALL BE 3/8" THICK AND OF A WIDTH APPLICABLE FOR THE JOINT FORMED. EXPANSION

AND CONTRACTION JOINT SEALANT SHALL BE PREFORMED POLYCHLOROPRENE ELASTOMERIC

TYPE ASTM D 2628. JOINT SEALANT SHALL BE APPLIED AS RECOMMENDED BY THE MANUFACTURER

OF THE SEALANT.

ALL CAST-IN-PLACE CONCRETE SHALL BE NORMAL WEIGHT AND SHALL HAVE A MINIMUM 28 DAY

COMPRESSIVE STRENGTH OF:

A. SLAB-ON-GRADE:

B. WALLS

C. BEAMS

D. SUSPENDED SLAB

E. FOUNDATION, TIE BEAMS

F. ALL OTHER CONCRETE:

C-4 MAINTENANCE HANGAR BAY PCC SLAB-ON-GRADE SHALL HAVE A MINIMUM CONCRETE FLEXURAL STRENGTH OF 550 PSI AND A MAXIMUM CONCRETE FLEXURAL STRENGTH OF 650 PSI AT 90 DAYS.

MB-1 PRE-ENGINEERED METAL BUILDING SHALL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING:

A. THE METAL BUILDING MANUFACTURER'S ASSOCIATION (MBMA) "LOW RISE BUILDING SYSTEMS

MANUAL"

B. UFC 3-301-01, "STRUCTURAL ENGINEERING"

C. UFC 3-310-04, "SEISMIC DESIGN OF BUILDINGS"

D. 2015 INTERNATIONAL BUILDING CODE

E. AISC STEEL CONSTRUCTION MANUAL, FOURTEENTH EDITION

F. ASCE/SEI 7-10, "MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES"

PRE-ENGINEERED METAL BUILDING (PEMB)

THE BUILDING SHALL BE DESIGNED TO SUPPORT ALL MECHANICAL EQUIPMENT. ADDITIONAL

GIRTS OR PURLINS SHALL BE PLACED IN LOCATIONS FOR ATTACHMENT OF ALL MECHANICAL

EQUIPMENT.

MB-2

CONCRETE SUBSTRUCTURES INCLUDING PEDESTALS AND TIE BEAMS ARE

DESIGNED USING THE REACTIONS PRESENTED ON THE STRUCTURAL DRAWINGS. FINAL PEMB

REACTIONS FROM THE PEMB SUPPLIER ARE REQUIRED TO VERIFY THAT THE FOUNDATION IS

ADEQUATE. THE PEMB STRUCTURAL ENGINEER SHALL VERIFY THE FINAL PEMB REACTIONS TO

THE CONTRACT DOCUMENTS, AND SHALL NOTIFY THE CONTRACTING OFFICER IF THE FOUNDATION

DESIGN IS IN NEED OF REVISION.

MB-3

THE PEMB MANUFACTURER SHALL SUBMIT THE ANCHOR BOLT SHOP DRAWINGS SHOWING THE

DIAMETER, QUANTITY, LAYOUT, AND ADDITIONAL REINFORCING STEEL REQUIREMENT PRIOR TO

PLACEMENT OF CONCRETE PEDESTALS, GRADE BEAMS, OR FLOOR SLABS FOR CONTRACTING

OFFICER'S REVIEW AND APPROVAL.

MB-4

THE LATERAL DRIFT OF THE PEMB SHALL NOT EXCEED THE MEAN ROOF HEIGHT DIVIDED BY 320

AND A MAXIMUM DRIFT OF 2 IN.

MB-5

MAXIMUM PURLIN SPACING SHALL BE 5 FT. WIND PRESSURES SHALL BE DETERMINED IAW ASCE 7-10.

MB-6

COLLATERAL LOADS SHOWN ON THE STRUCTURAL DRAWINGS ARE FOR INFORMATION ONLY.

PEMB MANUFACTURER SHALL REVIEW CONTRACT DRAWINGS TO VERIFY AND INCLUDE THE

REQUIRED COLLATERAL LOADS IN THE PEMB DESIGN. COLLATERAL LOADS (EXCLUDING ROOFING

INSULATION, PURLINS, FRAMES, AND ROOF LINER) SHALL BE 10 PSF MINIMUM.

MB-7

SEE MECHANICAL DRAWINGS FOR ADDITIONAL MECHANICAL EQUIPMENT WEIGHTS.

MB-8

PEMB MANUFACTURER'S STRUCTURAL DESIGNER OF RECORD TO VERIFY SEISMIC DESIGN

CATEGORY (SDC) INDICATED ON THE STRUCTURAL DRAWINGS AND PROVIDE THE SDC IN

ACCORDANCE WITH ASCE 7-10.

MB-9

MB-10

STRUCTURAL FRAMING SHALL NOT IMPAIR FUNCTIONALITY OF THE FACILITY AREAS.MB-11

SUBMIT DETAILED SHOP DRAWINGS AND DESIGN CALCULATIONS. SHOP DRAWINGS AND

CALCULATIONS SHALL BE PREPARED AND CERTIFIED BY A PROFESSIONAL STRUCTURAL

ENGINEER EXPERIENCED IN THE DESIGN OF PRE-ENGINEERED METAL BUILDINGS AND LICENSED IN THE UNITED STATES. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW

PRIOR TO START OF FABRICATION.

STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO WEATHER SHALL BE HOT-DIPPED

GALVANIZED PER ASTM A123 AFTER FABRICATION. ALL FIELD WELDS EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED PAINT CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL

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

A153.

MB-12

PC -1 THE DESIGN AND FABRICATION INCLUDING SHORING OF ALL PRESTRESSED CONCRETE

SHALL BE THE RESPONSIBILITY OF THE MANUFACTURER. LAYOUT, DIMENSIONS,

REINFORCING AND CONNECTIONS SHOWN SHALL BE USED ONLY AS A GUIDE TO

ASSIST IN DESIGN.

PRESTRESSED CONCRETE WATER TANK

PC-2

THE DESIGN OF PRESTRESSED CONCRETE FRAMING MEMBERS AND CONNECTIONS SHALL

BE IN ACCORDANCE WITH UFC 3-230-01 WATER STORAGE AND DISTRIBUTION AND AMERICAN

WATER WORKS ASSOCIATION (AWWA) D115.

PC-4

PC-7

PC-8

PC-9

NON-SHRINK GROUT SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF

6000 PSI AND SHALL CONFORM TO ASTM C1107.

PC-10

PRESTRESSING REINFORCEMENT SHALL BE ½” DIAMETER, UNCOATED 7-WIRE LOW

RELAXATION STRANDS CONFORMING TO ASTM A416 WITH MINIMUM ULTIMATE

STRENGTH OF 270 KSI.

ALL JOINTS SHALL HAVE A WATERSTOP, JOINT FILLER, AND SEALANT, SEE ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS.

PC-6 CEMENT SHALL BE TYPE II OR TYPE III.

PC-3

FABRICATOR SHALL BE A PCI CERTIFIED PLANT.

PRECAST CONCRETE SHALL BE REGULAR WEIGHT HARD ROCK CONCRETE AND SHALL

HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS:

1. PRESTRESSED WALLS:

2. PRESTRESSED SUSPENDED SLAB:

PC-5 MANUFACTURER SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS CERTIFIED BY

A LICENSED STRUCTURAL ENGINEER. THE SHOP DRAWINGS SHALL INCLUDE ALL REINFORCING,

PRESTRESSING, INSERTS, BEARING PADS, OPENINGS, BEARING PLATES AND ANCHORS.

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6,000 PSI (MINIMUM) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .6,000 PSI (MINIMUM)

WATER TANK SHALL BE DESIGNED TO SUPPORT FALL PROTECTION ANCHOR SUPPORTS, HANDRAIL SYSTEM, LADDERS, VENTS, AND PIPE PENETRATIONS. SEE ARCHITECTURAL AND FIRE PROTECTION

DRAWINGS FOR LOCATIONS.

PC-11

CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS AND EQUIPMENT REQUIRED TO CONSTRUCT

THE PRESTRESSED CONCRETE WATER TANK AS INDICATED ON THE DRAWINGS. CONSTRUCTION

SHALL BE IN ACCORDANCE WITH ACI 318.

TANK DISINFECTION, LEAKAGE TEST AND CERTIFICATION. THE CONTRACTOR SHALL DISINFECT THE

TANK, PERFORM LEAKAGE TEST AND TEST AND CERITFY FOR COLIFORMS IN ACCORDANCE WITH

THE SPECIFICATIONS.

PC-12

TANK WALL CONSTRUCTION JOINT WATERSTOP

1. WATERSTOP INDICATED FOR CONCRETE WALL SHALL BE 2-BULB NEOPRENE RUBBER

WATERSTOPS IN ACCORDANCE WITH SPECIFICATIONS.

2. SUBMITTAL: PROVIDE SAMPLE OF WATERSTOP FOR INFORMATION PURPOSES TO

CONTRACTING OFFICER.

PC-13

CONCRETE SHALL BE CURED FOR AT LEAST 30 DAYS PRIOR TO PAINTING. SURFACE SHALL BE

CLEAN, FREE OF DIRT, FUNGUS, MOLD, EFFLORESCENCE, AND MOISTURE PRIOR TO APPLICATION

OF THE COATING SYSTEM.

PC-14

PAINTING SHALL COMMENCE ONLY WITH THE APPROVAL OF THE CONTRACTING OFFICER, AFTER

SUCCESSFUL COMPLETION OF THE LEAKAGE TEST.

PC-15

STAINLESS STEEL FOR TANK LADDER AND PIPE SUPPORT SHALL BE IN ACCORDANCE WITH ASTM A276 TYPE 316. STAINLESS STEEL NUTS SHALL BE IN ACCORDANCE WITH ASTM F593 (TYPE 316).

STAINLESS STEEL BOLTS SHALL BE IN ACCORDANCE WITH ASTM F594 (TYPE 316).

PC-16

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E

File Path:

Plot Date:

M

AR

K D

ES

C

R

IP

TI

O

N

C:\Users\j3ec9jma\Documents\21wh01-WAAF_DMMS_central_j3ec9jma.rvt

1/12/2021 9:32:18 AM

S-002

ST

R

U C

TU

R

AL

G

EN

ER

AL

N

O

TE

S

FY

M C

A

PN

AI

R C

R

AF

T M

AI

N

TE

N

AN

C

E H

AN

G

AR

H

O N

O

LU

LU

D

IS

TR

IC

T

FT

. S

H

AF

TE

R

, H

AW

AI

I 9

R

EG

IO

N

AL

E

N G

IN

EE

R

IN

G C

EN

TE

R H

O N

O

LU

LU

E

N G

IN

EE

R

IN

G D

IS

TR

IC

T

H O

N O

LU

LU

, H I

JA R

N

KABH

J

AN

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

DESIGN COMPLETE REV 12 JAN 2021

W H

EE

LE

R A

R M

Y

AI

R

FI

EL

D

, O

AH

U , H

AW

SCHEDULE OF SPECIAL INSPECTIONS

PERFORM THESE TASKS FOR EACH WELD, FASTENER OR BOLTED CONNECTION, AND

NOTED VERIFICATION.

OBSERVE THESE ITEMS RANDOMLY DURING THE COURSE OF EACH WORK DAY TO INSURE

THAT APPLICABLE REQUIREMENTS ARE BEING MET. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS AT CONTRACTOR’S RISK.

DOCUMENT, WITH A REPORT, THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE

WITH THE CONTRACT DOCUMENTS. THIS IS IN ADDITION TO ANY OTHER REPORTS

REQUIRED IN THE SPECIAL INSPECTIONS GUIDE SPECIFICATION.

CONSTANT MONITORING OF IDENTIFIED TASKS BY A SPECIAL INSPECTOR OVER THE

DURATION OF PERFORMANCE OF SAID TASKS.

PERFORM:

OBSERVE:

DOCUMENT:

CONTINUOUS:

INSPECTION DEFINITIONS:

CONCRETE CONSTRUCTION, INCLUDING COMPOSITE DECK – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC TABLE 1705.3 (ACI 318 REFERENCES NOTED IN IBC TABLE)

TASK INSPECTION

TYPE

DESCRIPTION

1. INSPECT

REINFORCEMENT,

INCLUDING

PRESTRESSING

TENDONS, AND VERIFY

PLACEMENT.

OBSERVE VERIFY PRIOR TO PLACING CONCRETE THAT REINFORCING

IS OF SPECIFIED TYPE, GRADE AND SIZE; THAT IT IS FREE OF

OIL, DIRT AND UNACCEPTABLE RUST; THAT IT IS LOCATED

AND SPACED PROPERLY; THAT HOOKS, BENDS, TIES,

STIRRUPS AND SUPPLEMENTAL REINFORCEMENT ARE

PLACED CORRECTLY; THAT LAP LENGTHS, STAGGER AND

OFFSETS ARE PROVIDED; AND THAT ALL MECHANICAL

CONNECTIONS ARE INSTALLED PER THE MANUFACTURER’S

INSTRUCTIONS AND/OR EVALUATION REPORT.

OBSERVE VERIFY PRIOR TO PLACING CONCRETE THAT CAST IN PLACE

ANCHORS AND POST INSTALLED DRILLED ANCHORS HAVE

PROPER EMBEDMENT, SPACING AND EDGE DISTANCE.

CAST IN PLACE ANCHORS

AND POST INSTALLED

DRILLED ANCHORS

(DOWNWARD INCLINED)

CONTINUOUS

AND

DOCUMENT

- INSPECT AS REQUIRED PER APPROVED ICC-ES REPORT

- VERIFY THAT INSTALLER IS CERTIFIED FOR INSTALLATION

OF HORIZONTAL AND OVERHEAD INSTALLATION

APPLICATIONS

- INSPECT PROOF LOADING AS REQUIRED BY THE CONTRACT

DOCUMENTS

POST-INSTALLED

ADHESIVE ANCHORS IN

HORIZONTAL OR

UPWARD INCLINED

ORIENTATIONS

4.

OBSERVE VERIFY THAT ALL MIXES USED COMPLY WITH THE APPROVED

CONSTRUCTION DOCUMENTS

VERIFY USE OF

REQUIRED MIX DESIGN

5.

CONTINUOUS AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TEST VERIFY THESE TESTS ARE

PERFORMED BY QUALIFIED TECHNICIANS.

PRIOR TO CONCRETE

PLACEMENT, FABRICATE

SPECIMENS FOR

STRENGTH TESTS,

PERFORM SLUMP AND

AIR CONTENT TESTS,

AND DETERMINE THE

TEMPERATURE OF THE

CONCRETE

6.

CONTINUOUS VERIFY PROPER APPLICATION TECHNIQUES ARE USED

DURING CONCRETE CONVEYANCE AND DEPOSITING AVOIDS

SEGREGATION OR CONTAMINATION. VERIFY THAT

CONCRETE IS PROPERLY CONSOLIDATED.

INSPECT CONCRETE

AND/OR SHOTCRETE

PLACEMENT FOR

PROPER APPLICATION

TECHNIQUES

7.

OBSERVE INSPECT CURING, COLD WEATHER PROTECTION, AND HOT

WEATHER PROTECTION PROCEDURES.

VERIFY MAINTENANCE

OF SPECIFIED CURING

TEMPERATURE AND

TECHNIQUE

12. OBSERVEVERIFY IN-SITU

CONCRETE STRENGTH,

PRIOR TO REMOVAL OF

SHORES AND FORMS

FROM BEAMS AND

STRUCTURAL SLABS.

13. OBSERVEINSPECT FORMWORK FOR

SHAPE, LOCATION AND

DIMENSIONS OF THE

CONCRETE MEMBER

BEING FORMED.

MASONRY CONSTRUCTION – VERIFY THE FOLLOWING ARE IN COMPLIANCE AT START OF CONSTRUCTION

IBC 1705.4 (ACI 530-13 TABLE 3.1.2 & 3.1.3)

TASK INSPECTION TYPE

1. COMPLIANCE WITH APPROVED SUBMITTALS PRIOR TO START OBSERVE

2. PROPORTIONS OF SITE-MIXED MORTAR. OBSERVE

3. GRADE AND TYPE OF REINFORCEMENT, ANCHOR BOLTS, AND PRESTRESSING

TENDONS AND ANCHORAGES

OBSERVE

MASONRY CONSTRUCTION – VERIFY THE FOLLOWING ARE IN COMPLIANCE PRIOR TO GROUTING

IBC 1705.4 (ACI 530-13 TABLE 3.1.2 & 3.1.3)

TASK INSPECTION TYPE

6. GROUT SPACE OBSERVE

7. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT FOR

BONDED TENDONS

OBSERVE

8. PROPORTIONS OF SITE-MIXED GROUT AND PRESTRESSING GROUT FOR BONDED

TENDONS

OBSERVE

9. PLACEMENT OF MASONRY UNITS AND MORTAR JOINTS OBSERVE

MASONRY CONSTRUCTION – VERIFY THE FOLLOWING ARE IN COMPLIANCE DURING CONSTRUCTION

IBC 1705.4 (ACI 530-13 TABLE 3.1.2 & 3.1.3)

TASK INSPECTION TYPE

11. SIZE AND LOCATION OF STRUCTURAL ELEMENTS IS IN COMPLIANCE OBSERVE

12. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING COLD

WEATHER (TEMPERATURE BELOW 40F (4.4C) OR HOT WEATHER (TEMP ABOVE 90F

(32.2C))

OBSERVE

16. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR

PRISMS

OBSERVE

17. TYPE, SIZE AND PLACEMENT OF REINFORCEMENT, CONNECTORS, AND ANCHOR

BOLTS, INCLUDING DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS, FRAMES, OR OTHER CONSTRUCTION

OBSERVE

SOILS INSPECTION – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.6

TASK INSPECTION

TYPE

DESCRIPTION

1. MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

CAPACITY.

OBSERVE

2. EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL

OBSERVE

3. VERIFY USE OF PROPER

MATERIALS, DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT

AND COMPACTION OF COMPACTED

FILL

CONTINUOUS

4. PRIOR TO PLACEMENT OF

COMPACTED FILL, INSPECT

SUBGRADE AND VERIFY THAT SITE

HAS BEEN PREPARED PROPERLY.

OBSERVE DURING FILL PLACEMENT, THE SPECIAL

INSPECTOR SHALL VERIFY THAT PROPER

MATERIALS AND PROCEDURES ARE USED IN

ACCORDANCE WITH THE PROVISIONS OF THE

APPROVED GEOTECHNICAL REPORT

CONCRETE CONSTRUCTION SPECIAL INSPECTION MASONRY CONSTRUCTION SPECIAL INSPECTION

SOILS SPECIAL INSPECTION

2. OBSERVE - VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A 706

- INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16” IN

ACCORDANCE WITH AWS D1.4

REINFORCING BAR

WELDING

3. CONTINUOUS VISUALLY INSPECT ALL WELDS IN ACCORDANCE WITH AWS

D1.4

ALL OTHER WELDING

8.

9.

CONTINUOUS VERIFY APPLICATION OF PRESTRESSING FORCES AND

GROUTING OF BONDED PRESTRESSING TENDONS.

PRE-STRESSED

CONCRETE

10.

OBSERVEINSPECT ERECTION OF

PRECAST CONCRETE

MEMBERS

11.

4. PRESTRESSING TECHNIQUE OBSERVE

5. PROPERTIES OF THIN BED MORTAR FOR AAC MASONRY OBSERVE

10. WELDING OF REINFORCEMENT CONTINUOUS

13. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE CONTINUOUS

14. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED TENDONS CONTINUOUS

15. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN BED MORTAR

JOINTS. [CONTINUOUS FOR FIRST 5000 SQUARE FEET ONLY (465 SQUARE METERS).]

CONTINUOUS

SPECIAL INSPECTIONS

SPECIAL INSPECTION AND MATERIAL TESTING SHALL CONFORM TO SPECIFICATION SECTION 01 45 35 AND CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. SEE THE SPECIAL INSPECTION AND MATERIAL

TESTING SCHEDULES FOR REQUIRED ITEMS.

CONTRACTOR SHALL RETAIN ONE OR MORE SPECIAL INSPECTORS MEETING MINIMUM QUALIFICATIONS PER SPECIFICATION SECTION 01 45 35 WHO SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION FOR THE

TYPES OF WORK IDENTIFIED BY THE TABLES ON THIS DRAWING SHEET.

IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE AND SCHEDULE ALL

INSPECTIONS.

IT SHALL BE THE DUTY OF THE GENERAL CONTRACTOR TO HAVE THE AREA REMAIN ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE SPECIAL INSPECTOR(S), NOR THE GOVERNMENT SHALL BE LIABLE FOR EXPENSES ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO

ALLOW INSPECTION.

THE SPECIAL INSPECTOR(5) SHALL SUBMIT A FINAL REPORT TO THE CONTRACTING OFFICER STATING THE WORK REQUIRING SPECIAL INSPECTION WAS COMPLETED IN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS.

REPRESENTATIVES OF THE CONTRACTING OFFICER CAN AND WILL INSPECT CONSTRUCTION AS

CONSIDERED APPROPRIATE AND WILL MONITOR OPERATIONS OF THE CONTRACTOR’S QUALITY CONTROL STAFF. GOVERNMENT INSPECTION AND TESTING WILL NOT RELIEVE THE CONTRACTOR OF ANY QUALITY

CONTROL RESPONSIBILITIES.

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E

File Path:

Plot Date:

M

AR

K D

ES

C

R

IP

TI

O

N

C:\Users\j3ec9jma\Documents\21wh01-WAAF_DMMS_central_j3ec9jma.rvt

1/12/2021 9:32:18 AM

S-003

SC

H

ED

U

LE

O

F

SP

EC

IA

L

IN

SP

EC

TI

O

N S

FY

M C

A

PN

AI

R C

R

AF

T M

AI

N

TE

N

AN

C

E H

AN

G

AR

H

O N

O

LU

LU

D

IS

TR

IC

T

FT

. S

H

AF

TE

R

, H

AW

AI

I 9

R

EG

IO

N

AL

E

N G

IN

EE

R

IN

G C

EN

TE

R H

O N

O

LU

LU

E

N G

IN

EE

R

IN

G D

IS

TR

IC

T

H O

N O

LU

LU

, H I

JA R

N

KABH

J

AN

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

DESIGN COMPLETE REV 12 JAN 2021

W H

EE

LE

R A

R M

Y

AI

R

FI

EL

D

, O

AH

U , H

AW

STEEL INSPECTION PRIOR TO WELDING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 360-10: TABLE C-N5.4-1

TASK INSPECTION

TYPE

DESCRIPTION

1. VERIFY THAT THE

WELDING PROCEDURES

SPECIFICATION (WPS) IS

AVAILABLE

PERFORM

THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL

MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS

WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS,

IF USED, SHALL BE THE LOW-STRESS TYPE.

WELDER

IDENTIFICATION SYSTEM

4.

STEEL – WELDING SECTION

2. VERIFY MANUFACTURER

CERTIFICATIONS FOR

WELDING CONSUMABLES

ARE AVAILABLE

3. TYPE AND GRADE.VERIFY MATERIAL

IDENTIFICATION

PERFORM

- JOINT PREPARATION

- DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE,

BEVEL)

- CLEANLINESS (CONDITION OF STEEL SURFACES

- TACKING (TACK WELD QUALITY AND LOCATION)

- BACKING TYPE AND FIT (IF APPLICABLE)

FIT-UP OF GROOVE

WELDS (INCLUDING

JOINT GEOMETRY)

5. OBSERVE

PERFORM

PERFORM

CONFIGURATION AND

FINISH OF ACCESS HOLES

6. OBSERVE

- DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

- CLEANLINESS (CONDITION OF STEEL SURFACES)

- TACKING (TACK WELD QUALITY AND LOCATION)

FIT-UP OF FILLET WELDS7. OBSERVE

STEEL INSPECTION DURING WELDING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 360-10: TABLE C-N5.4-2

TASK INSPECTION

TYPE

DESCRIPTION

WELDING BY WELDERS, WELDING OPERATORS, AND TACK

WELDERS WHO ARE QUALIFIED IN CONFORMANCE WITH

REQUIREMENTS.

USE OF QUALIFIED

WELDERS

8. PERFORM

- PACKAGING

- ELECTRODE ATMOSPHERIC EXPOSURE CONTROL

CONTROL AND

HANDLING OF WELDING

CONSUMABLES

9. OBSERVE

NO WELDING OVER

CRACKED TACK WELDS

10. OBSERVE

ENVIRONMENTAL

CONDITIONS

11. OBSERVE - WIND SPEED WITHIN LIMITS

- PRECIPITATION AND TEMPERATURE

WELDING PROCEDURES

SPECIFICATION

FOLLOWED

12. OBSERVE - SETTINGS ON WELDING EQUIPMENT

- TRAVEL SPEED

- SELECTED WELDING MATERIALS

- SHIELDING GAS TYPE/FLOW RATE

- PREHEAT APPLIED

- INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

- PROPER POSITION (F, V, H, OH)

- INTERMIX OF FILLER METALS AVOIDED

WELDING TECHNIQUES13. OBSERVE - INTERPASS AND FINAL CLEANING

- EACH PASS WITHIN PROFILE LIMITATIONS

- EACH PASS MEETS QUALITY REQUIREMENTS

WELDS CLEANED14. OBSERVE

SIZE, LENGTH, AND

LOCATION OF ALL WELDS

15. PERFORM SIZE, LENGTH, AND LOCATION OF ALL WELDS CONFORM TO

THE REQUIREMENTS OF THE DETAIL DRAWINGS.

WELDS MEET VISUAL

ACCEPTANCE CRITERIA

16. PERFORM

AND

DOCUMENT

- CRACK PROHIBITION

- WELD/BASE-METAL FUSION

- CRATER CROSS SECTION

- WELD PROFILES

- WELD SIZE

- UNDERCUT

- POROSITY

ARC STRIKES17. PERFORM

K-AREA18. WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES

OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA,

VISUALLY INSPECT THE WEB K-AREA FOR CRACKS.

BACKING REMOVED,

WELD TABS REMOVED

AND FINISHED, AND

FILLET WELDS ADDED

WHERE REQUIRED

19.

REPAIR ACTIVITIES 20. PERFORM

AND

DOCUMENT

DOCUMENT

ACCEPTANCE OR

REJECTION OF WELDED

JOINT OR MEMBER

21.

PERFORM

PERFORM

PERFORM

STEEL INSPECTION TASKS PRIOR TO BOLTING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 360-10: TABLE C-N5.6-1

TASK INSPECTION TYPE

1. MANUFACTURE’S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS PERFORM

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS OBSERVE

3. PROPER FASTENERS SELECTED FOR JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF

THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

OBSERVE

6. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER FASTENER

COMPONENTS

OBSERVE

7. FASTENER ASSEMBLIES OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

OBSERVE

8. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING

OPERATION

OBSERVE

9. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING

OBSERVE

STEEL INSPECTION TASKS AFTER BOLTING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 360-10: TABLE C-N5.6-3

TASK INSPECTION TYPE

11. DOCUMENT ACCEPTANCE OR REJECTION OF ALL BOLTED CONNECTIONS DOCUMENT

STEEL – BOLTING SECTION

4. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL OBSERVE

5. CONNECTING ELEMENTS, INCLUDING APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

OBSERVE

10. BOLTS ARE PRETENSIONED IN ACCORDANCE WITH RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

STEEL INSPECTION TASKS DURING BOLTING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 360-10: TABLE C-N5.6-2

TASK INSPECTION TYPE

OBSERVE

NONDESTRUCTIVE TESTING OF WELDED JOINTS – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 360-10: SECTION N5.5

TASK INSPECTION

TYPE

DESCRIPTION

1. USE OF QUALIFIED

NONDESTRUCTIVE

TESTING PERSONNEL

PERFORM VISUAL WELD INSPECTION AND NONDESTRUCTIVE TESTING

(NDT) SHALL BE CONDUCTED BY PERSONNEL QUALIFIED IN

ACCORDANCE WITH AWS D1.8 CLAUSE 7.2

AT THE END OF WELDS WHERE WELD TABS HAVE BEEN

REMOVED, MAGNETIC PARTICLE TESTING SHALL BE

PERFORMED ON THE SAME BEAM-TO-COLUMN JOINTS

RECEIVING UT

WELD TAB REMOVAL

SITES

4.

STEEL - NON DESTRUCTIVE TESTING SECTION

2. OBSERVE DYE PENETRANT TESTING (DT) AND ULTRASONIC TESTING

(UT) SHALL BE PERFORMED ON 20% OF CJP GROOVE WELDS

FOR MATERIALS GREATER THAN 5/16” (8MM) THICK. TESTING

RATE MUST BE INCREASED TO 100% IF GREATER THAN 5%

OF WELDS TESTED HAVE UNACCEPTABLE DEFECTS.

CJP GROOVE WELDS

3. DYE PENETRANT TESTING (DT) AND ULTRASONIC TESTING

(UT) SHALL BE PERFORMED ON 100% OF WELDED JOINTS

IDENTIFIED ON CONTRACT DRAWINGS AS BEING SUBJECT TO

FATIGUE.

WELDED JOINTS

SUBJECT TO FATIGUE

OBSERVE

OBSERVE

NONDESTRUCTIVE TESTING OF WELDED JOINTS – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 341-10: SECTION J6.2

TASK INSPECTION

TYPE

DESCRIPTION

5. CJP GROOVE WELDS

PERFORM

DYE PENETRANT TESTING (DT) AND ULTRASONIC TESTING

(UT) SHALL BE PERFORMED ON 100% OF CJP GROOVE

WELDS FOR MATERIALS GREATER THAN 5/16” THICK (8MM).

PLACEMENT OF

REINFORCING OR

CONTOURING FILLET

WELDS

8.

STEEL – AISC 341 NON-DESTRUCTIVE TESTING REQUIREMENTS

6. OBSERVE AT WELDED SPLICES AND CONNECTIONS, THERMALLY CUT

SURFACES OF BEAM COPES AND ACCESS HOLES SHALL BE

TESTED USING MAGNETIC PARTICLE TESTING (MT) OR DYE

PENETRANT TESTING (DT), WHEN THE FLANGE THICKNESS

EXCEEDS 1 1/2 IN. FOR ROLLED SHAPES, OR WHEN THE WEB

THICKNESS EXCEEDS 1 1/2 IN. FOR BUILT-UP SHAPES.

BEAM COPE AND

ACCESS HOLE

7. WHERE WELDING OF DOUBLER PLATES, CONTINUITY PLATES

OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, THE

WEB SHALL BE TESTED FOR CRACKS USING MAGNETIC

PARTICLE TESTING (MT). THE MT INSPECTION AREA SHALL

INCLUDE THE K-AREA BASE METAL WITHIN 3-INCHES OF THE

WELD. THE MT SHALL BE PERFORMED NO SOONER THAN 48

HOURS FOLLOWING COMPLETION OF THE WELDING.

K-AREA NDT (AISC 341)

DOCUMENT

OBSERVE

OTHER STEEL INSPECTIONS – VERIFY THE FOLLOWING ARE IN COMPLIANCE

IBC 1705.2.1, AISC 341-10: TABLES J8-1 & J10-1

TASK INSPECTION

TYPE

DESCRIPTION

1. ANCHOR RODS AND

OTHER EMBEDMENTS

SUPPORTING

STRUCTURAL STEEL

PERFORM VERIFY THE DIAMETER, GRADE, TYPE, AND LENGTH OF THE

ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR

DEPTH OF EMBEDMENT PRIOR TO PLACEMENT OF

CONCRETE.

NO HOLES OR UNAPPROVED ATTACHMENTS MADE BY

FABRICATOR OR ERECTOR

PROTECTED ZONES 4.

STEEL - OTHER INSPECTIONS SPECIAL INSPECTION

2. OBSERVE VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE

CONSTRUCTION DOCUMENTS, SUCH AS BRACES,

STIFFENERS, MEMBER LOCATIONS AND PROPER

APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

FABRICATED STEEL OR

ERECTED STEEL FRAME

3. - CONTOUR AND FINISH

- DIMENSIONAL TOLERANCES

REDUCED BEAM

SECTIONS (RBS)

WHERE/IF OCCURS

DOCUMENT

NO HOLES OR UNAPPROVED ATTACHMENTS MADE BY

FABRICATOR OR ERECTOR

H-PILES WHERE/IF

OCCURS

5.

DOCUMENT

DOCUMENT

US Army Corps of Engineers ®

SHEET ID

U S

AR

M

Y C

O R

PS

O

F

EN

G

IN

EE

R

S

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

SU

BM

IT

TE

D B

Y:

SI

ZE

C H

EC

KE

D B

Y:

AN

SI

D

IS

SU

E D

AT

E:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D

AT

E

File Path:

Plot Date:

M

AR

K D

ES

C

R

IP

TI

O

N

C:\Users\j3ec9jma\Documents\21wh01-WAAF_DMMS_central_j3ec9jma.rvt

1/12/2021 9:32:19 AM

S-004

SC

H

ED

U

LE

O

F

SP

EC

IA

L

IN

SP

EC

TI

O

N S

FY

M C

A

PN

AI

R C

R

AF

T M

AI

N

TE

N

AN

C

E H

AN

G

AR

H

O N

O

LU

LU

D

IS

TR

IC

T

FT

. S

H

AF

TE

R

, H

AW

AI

I 9

R

EG

IO

N

AL

E

N G

IN

EE

R

IN

G C

EN

TE

R H

O N

O

LU

LU

E

N G

IN

EE

R

IN

G D

IS

TR

IC

T

H O

N O

LU

LU

, H I

JA R

N

KABH

J

AN

FI

R

ST

T

IT

LE

SE

C

O N

D T

IT

LE

DESIGN COMPLETE REV 12 JAN 2021

W H

EE

LE

R A

R M

Y

AI

R

FI

EL

D

, O

AH

U , H

AW

METAL DECK INSPECTION PRIOR TO DECK PLACEMENT – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.1

TASK INSPECTION

TYPE

1. VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH

CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE

METAL THICKNESS

PERFORM

COLD-FORMED METAL DECK - PLACEMENT SECTION

2. DOCUMENTDOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES

COLD-FORMED METAL DECK – FASTENING SECTION

METAL DECK INSPECTION DURING DECK PLACEMENT – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.2

TASK INSPECTION

TYPE

3. VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH

CONSTRUCTION DOCUMENTS

PERFORM

4. VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT

COMPLY WITH THE CONSTRUCTION DOCUMENTS

PERFORM

5. DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK

ACCESSORIES

DOCUMENT

METAL DECK INSPECTION AFTER DECK PLACEMENT – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.3

TASK INSPECTION

TYPE

6. WELDING PROCEDURE SPECIFICATION (WPS) AVAILABLE PERFORM

7. MANUFACTURES CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE OBSERVE

8. MATERIAL IDENTIFICATION (TYPE/GRADE) OBSERVE

9. CHECK WELDING EQUIPMENT OBSERVE

METAL DECK INSPECTION BEFORE MECHANICAL FASTENING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.6

TASK INSPECTION

TYPE

1. MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS OBSERVE

2. PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION OBSERVE

METAL DECK INSPECTION AFTER WELDING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.5

TASK INSPECTION

TYPE

3. FASTENERS ARE POSITIONED AS REQUIRED OBSERVE

4. FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS OBSERVE

METAL DECK INSPECTION AFTER MECHANICAL FASTENING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.8

TASK INSPECTION

TYPE

5. CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS PERFORM

6. CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS PERFORM

7. CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS PERFORM

8. VERIFY REPAIR ACTIVITIES PERFORM

9. DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS DOCUMENT

COLD-FORMED METAL DECK – WELDING SECTION

METAL DECK INSPECTION DURING WELDING – VERIFY THE FOLLOWING ARE IN COMPLIANCE

SDI QA/QC-2011, APPENDIX 1, TABLE 1.4

TASK INSPECTION

TYPE

1. USE OF QUALIFIED WELDERS OBSERVE

2. CONTROL AND HANDLING OF WELDING CONSUMABLES OBSERVE

3. ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) OBSERVE

4.…