REVIEWED BY:

REVIEWED BY:

USING AGENCY:

ASBESTOS EVALUATION:

SAFETY:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

DATE:

INDUSTRIAL HYGIENE:

DATE:

PROJECT DRAWING INDEX SIGNATURES

CORROSION ENGINEER: (CECE)

CE OPERATIONS: (CECO)

COMMUNICATIONS: (COMM)

CHIEF ENGINEER DIR: (CECE)

CHIEF DESIGN BRANCH: (CECE)

DESIGN MANAGER: (CECE)

ZONE MANAGER:

CONSTRUCTION MANAGEMENT: (CECE)

ENVIRONMENTAL:

BASE CIVIL ENGINEER: (CE)

FIRE DEPARTMENT

1. BRAND NAMES: REFERENCE TO SPECIFIC BRAND NAMES

OR COMPANIES IS FOR THE PURPOSE OF ESTABLISHING

MINIMUM QUALITY STANDARDS, IDENTIFICATION AND

GUIDANCE AND IS NOT INTENDED TO LIMIT SELECTION OF

OTHER MANUFACTURERS THAT ARE EQUAL OR EXCEED

THE SPECIFIED ITEMS IN TERMS OF PHYSICAL

PROPERTIES, INCLUDING, COLOR RANGE, FINISH,

DURABILITY, APPEARANCE, PERFORMANCE

CHARACTERISTICS, AND OTHER FACTORS. OTHER

PRODUCTS, MATERIALS, COLORS AND SYSTEMS, MAY BE

SUBMITTED FOR EVALUATION AND

APPROVAL/DISAPPROVAL BY THE CONTRACTING OFFICER.

2. THIS SET OF CONSTRUCTION DOCUMENTS SHALL BE

CONSIDERED AS A WHOLE IN THAT THE GENERAL

CONTRACTOR AND ALL THE SUB-CONTRACTORS ARE

RESPONSIBLE FOR THE INFORMATION PRESENTED ON ALL

SHEETS ON THE SET OF DRAWINGS AND ALL SECTIONS OF

THE SPECIFICATIONS.

3. THE CONTRACTOR IS RESPONSIBLE FOR ERECTING ALL

CONSTRUCTION FENCING AND BARRICADES AS REQUIRED

TO PROTECT CONSTRUCTION MATERIAL AND TO PREVENT

ANY UNAUTHORIZED PERSONNEL FROM ENTERING THE

CONSTRUCTION SITE.

4. ANY DAMAGE TO THE EXISTING GROUNDS OR FACILITIES

CAUSED BY CONSTRUCTION TRAFFIC OR ANY

CONSTRUCTION OPERATION SHALL BE REPAIRED OR

REPLACED BY THE CONTRACTOR TO MATCH OR EXCEED

EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE

GOVERNMENT.

5. ALL WORK NOTED & LOCATED IN THESE DOCS SHALL BE

UNDERSTOOD BY THE CONTRACTOR TO REQUIRE ALL NEW

LABOR & MATERIALS UNLESS SPECIFICALLY NOTED TO BE

"EXISTING" OR "BY OTHERS".

WWYK250063

INSTALL REACT VII FACILITY

B9001, V19

KEY PLAN:

GENERAL NOTES:

PROJECT

LOCATION

1 G-001 GENERAL NOTES & VICINITY MAP

SHT.SEQ. SHEET TITLE

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S-001 STRUCTURAL GENERAL NOTES

SD-101 STRUCTURAL DEMOLITION PLAN

S-101 STRUCTURAL BASE PLAN

AD-101 ARCHITECTURAL DEMOLITION PLAN

A-101 REACT VII AND LOADING DOCK FLOOR PLAN

M-001 MECHANICAL SYMBOLS AND ABBREVIATIONS

MD-101 MECHANICAL DEMOLITION PLAN

M-101 MECHANICAL MEZZANINE PLAN

E-001 ELECTRICAL SYMBOLS AND ABBREVIATIONS

ED-101 ELECTRICAL DEMOLITION PLAN

E-101 ELECTRICAL POWER PLAN

G-003 GENERAL CODE ANALYSIS

G-004 GENERAL CODE ANALYSIS

M-102 MECHANICAL FLOOR PLAN

P-102 PLUMBING FLOOR PLAN

A-102 FLOOR PLAN AND ENLARGED LOADING DOCK FLOOR PLAN

S-002 STRUCTURAL GENERAL NOTES AND SPECIAL INSPECTIONS

S-003 STRUCTURAL SPECIAL INSPECTIONS

S-102 STRUCTURAL ROOF FRAMING PLAN

S-201 STRUCTURAL ELEVATIONS

S-501 DETAILS

S-502 DETAILS

A-103 MEZZANINE PLAN

A-501 DETAILS

A-601 WINDOW AND DOOR SCHEDULES

A-602 WINDOW AND DOOR SCHEDULES

M-501 DETAILS

M-601 SCHEDULES

M-602 HVAC SCHEMATIC

P-101 UNDERFLOOR PLUMBING PLAN

P-501 DETAILS

E-102 LIGHTING CONCEPTUAL PLAN

G-002 FIRE PROTECTION GENERAL NOTES

E-103 ELECTRICAL MECHANICAL MEZZANINE PLAN

G-005 GENERAL LIFE SAFETY PLAN

FP-101 FIRE PROTECTION PLAN

FA-101 FIRE ALARM AND MASS NOTIFICATION PLAN

S-503 DETAILS

S-504 DETAILS

A-301 SECTIONS

A-401 ENLARGED PLAN, ELEVATIONS AND SCHEDULE

M-103 HVAC PIPING FLOOR PLAN

E-601 ELECTRICAL PANEL SCHEDULES

E-602 EASY POWER MODELS

A-104 REFLECTED CEILING PLAN

A-502 DETAILS

A-105 WALL TYPE PLAN

A-106 ARCHITECTURAL ROOF PLAN

E-104

OVERHEAD DOOR ELECTRICAL SPECIFICATIONS

96022

SE 74th St

Extender Dr.

Globemaster Dr.

Co m m od ity D r.

Joint STARS Dr.

Central Plant Dr.

Pegasus Dr.

Thunderbolt D r.

Munitions Rd. Ext.

Co rs ai r D r.

Ph an to m

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Po w er ho us e

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Elm C reek

Crutcho Creek

Kuhlman Creek

Kuhlman Creek

Elm C reek

East Crutcho Creek

Elm Creek

El m

C re ek

Elm Creek

Elm C reek

Elm CreekElm C reek

Ku hlm an C re ek

Ea st

C ru tc ho

C re ek

Elm C ree k

West Crutcho Creek

W es t C ru tc ho

C re ek

Elm Creek

Elm C reek

Soldier CreekSoldier Creek

Ea st

C ru tc ho

C re ek

Elm Creek

Ea st

C ru tc ho

C re ek

East C rutcho C reek

So ld ie r C re ek

East C rutch o Creek

Soldier C reek

Soldier C reek

So ld ie r C re ek

East Crutcho Creek

416506

21222121

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41163

15930

15930

11824

Arnold St.

Ea st

D r.

SE 74th St

SE 59th St.

Ai r D ep ot

Patrol Rd.

St af f D r.

Reserve Rd.

5th Ave

"A " A ve

M un iti on s R d.

W ar eh ou se R d.

"B " A ve

7th St.

"H " A ve

M cN ar ne y Av e.

Mitchell Ave

Al er t R d.

Co ok

A ve

W es t D r.

"E "A ve

Extender Dr.

Sentry Rd.

34th St.

Twining Dr.

5th Ave.

Jo ne s

Globemaster Dr.

To w er R d.

Vanaman Rd.

In du st ria l B lv d.

So ut h St

1st St.

Do ol itt le

A ve

Pi cn ic R d.

Ja m es D r.

W ol fe D r.

Ai r D ep ot

Ai r D ep ot

"D " A ve

Perimeter Rd.

Rapcon Rd.

Reserve Rd

"L " A ve

Mercury Rd.

1st St.

Br ow n Dr

Po nd

R d.

O ld

A ir

De po t

Airey Dr.

Bradley Dr.

Entrance Road "C"

Entrance Road "A"

"C " A ve

"C " A ve

Vandenberg Dr.

Hi llt op R d.

Do rm ito ry

R d.

Dormitory Rd.

"M " A ve

Chennault Dr.

M itc he ll A ve

Spaatz Dr.

Co m m od ity D r.

Doolittle Ave

W hi te D r.

3rd Ave.

"D " D riv e

Ba ll

Pa rk

R d.

Joint STARS Dr.

Ai r D ep ot

B lv d

Turbine Dr. Turbine Dr.

Central Plant Dr.

6th St.6th St.

Falco n Dr.

Blackb ird

Dr.

W ey la nd

L oo p

Pegasus Dr.

Thunderbolt D r.

Munitions Rd. Ext.

Codding Rd.

Starlifter Dr.

Chidlaw Ct.

Co rs ai r D r.

Ra pt or Ct

N ig ht H aw k

Ct

Ph an to m

D r.

Fr an kl in

Po w er ho us e

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La w re nc e

M un de ll

Nabors Dr.

In tr ud er

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Ta il

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Ai re y C ir.

Smith Ct.

Ra ve n Ct

Air Dep ot Ai r D ep ot

Vanaman Rd.

1st St.

1st St.

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Rd

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"F " A ve

Pr op ul sio n Dr

Stratofortress Dr.

96021

Arnold St.

62501W 62501E

TINKER AFB, OK

VICINITY MAP

BASE

OPERATIONS

B240

CONTRACTING

B3

GOTT

GATE

TINKER GATE

PASS & ID B6611

HRUSKOCY

GATE

EAKER GATE

FIRE DEPARTMENT

B117

VANCE

GATE

LIBERATOR GATE

HOPE

GATE

LEGEND

CONTRACTOR

HAUL ROUTE

LANCER

GATE

TRUCK GATE

PIAZZA GATE

BASE CIVIL

ENGINEER

B400

PROJECT

LOCATION

(FUTURE

HAUL ROUTE)

(F

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FIRE ALARM AND MASS NOTIFICATION

GENERAL NOTES:

SPRINKLER SYSTEM GENERAL NOTES:

1. INSTALL A NEW WET SPRINKLER SYSTEM, INCLUDING, DROP PIPING AND

SPRINKLER HEADS AS INDICATED ON THE CONTRACT DOCUMENTS, AS

EVIDENTLY INTENDED AND IN ACCORDANCE WITH NFPA 13, APPLICABLE ETL'S

AND UFC 3-600-01. THE CONTRACTOR SHALL PROVIDE SPRINKLER HEADS,

ESCUTCHEONS, PIPE, FITTINGS, AND HANGERS AS REQUIRED TO ACCOMPLISH

THE FUNCTIONS INTENDED AND REQUIRED BY CODE.

2. COORDINATE WORK WITH THAT OF OTHER TRADES SO AS TO AVOID

CONFLICTS. RESOLVE CONFLICTS THROUGH THE A/E PRIOR TO ROUGH-IN.

FAILURE TO PROVIDE SUCH COORDINATION PRIOR TO WORK BEING INSTALLED

SHALL NOT BE CAUSE FOR ADDITIONAL COMPENSATION TO THE CONTRACTOR,

AND MAY RESULT IN REJECTION OF THE WORK.

3. THE BUILDING SPRINKLER SYSTEM SHALL REMAIN OPERATIONAL AT ALL TIMES.

CONTRACTOR SHALL SUPERVISE FIRE PROTECTION IMPAIRMENTS IN

ACCORDANCE WITH UFC 3-601-02.

4. PROVIDE NEW MATERIALS, BEARING LABELS OR MARKING INDICATING THIRD

PARTY TESTING AND APPROVAL, SUITABLE FOR THE APPLICATION INTENDED.

5. SUPPORT SPRINKLER PIPING BY MEANS OF ANCHORS, RODS, AND HANGERS,

ETC., TO MAINTAIN ALIGNMENT AND PREVENT MOVEMENT.

6. THE BUILDING WILL BE OCCUPIED DURING CONSTRUCTION. THE CONTRACTOR

SHALL COORDINATE WORK SCHEDULE WITH GOVERNMENT PRIOR TO

COMMENCING WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR WORKING

AROUND OCCUPANT SCHEDULE AS DETERMINED BY THE GOVERNMENT AND

MAINTAIN MINIMUM IMPACT DUE TO CONSTRUCTION.

7. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED BY A NICET LEVEL

III IN WATER-BASED SYSTEMS LAYOUT.

8. SHOP DRAWINGS, CALCULATIONS, AND MATERIALS SUBMITTAL SHALL BE

REVIEWED AND BEAR THE REVIEW STAMP OF A QUALIFIED FIRE PROTECTION

ENGINEER AS PER UFC 3-600-01.

1. PROVIDE COMPLETE OPERATING FIRE ALARM AND MASS NOTIFICATION

SYSTEMS AS INDICATED ON THE CONTRACT DOCUMENTS,AS EVIDENTLY

INTENDED AND IN ACCORDANCE WITH NFPA 70, NFPA 72, NFPA 90A,

APPLICABLE ETL'S, TINKER FIRE PROTECTION STANDARD, UFC 4-010-05, UFC

3-600-01 AND UFC 4-021-01. THE DRAWINGS ARE DIAGRAMMATIC IN NATURE

AND INDICATE GENERAL ARRANGEMENTS OF SYSTEMS AND WORK, BUT DO

NOT INCLUDE INTERCONNECTIONS BETWEEN OTHER SYSTEMS. THE

CONTRACTOR SHALL PROVIDE CONDUIT, BACK BOXES, RACEWAY AND WIRING

AS REQUIRED TO ACCOMPLISH THE FUNCTIONS INTENDED AND REQUIRED BY

CODE.

2. COORDINATE WORK WITH THAT OF OTHER TRADES SO AS TO AVOID

CONFLICTS. RESOLVE CONFLICTS THROUGH THE A/E PRIOR TO ROUGH-IN.

FAILURE TO PROVIDE SUCH COORDINATION PRIOR TO WORK BEING INSTALLED

SHALL NOT BE CAUSE FOR ADDITIONAL COMPENSATION TO THE CONTRACTOR,

AND MAY RESULT IN REJECTION OF THE WORK.

3. THE BUILDING FIRE ALARM SYSTEM SHALL REMAIN OPERATIONAL AT ALL

TIMES. CONTRACTOR SHALL SUPERVISE FIRE PROTECTION IMPAIRMENTS IN

ACCORDANCE WITH UFC 3-601-02. NO PORTION OF THE BUILDING SHALL BE

OCCUPIED UNTIL THE FIRE ALARM DEVICES HAVE BEEN INSTALLED AND

PLACED IN SERVICE

4. PROVIDE NEW MATERIALS, BEARING LABELS OR MARKING INDICATING THIRD

PARTY TESTING AND APPROVAL, SUITABLE FOR THE APPLICATION INTENDED.

5. INSTALL FIRE ALARM AND MASS NOTIFICATION CABLE IN 3 4 INCH RED EMT

METAL CONDUIT. FREE-RUN CABLE IS NOT PERMITTED. CONDUIT SHALL BE

CONCEALED IN FINISHED SPACES, AND MAY BE INSTALLED EXPOSED IN

UNFINISHED SPACES SUCH AS MECHANICAL AND ELECTRICAL ROOMS. INSTALL

CONDUIT PERPENDICULAR OR PARALLEL TO THE BUILDING'S STRUCTURAL

COMPONENTS.

6. INSTALL PULL AND JUNCTION BOXES AS REQUIRED TO MEET CODE AND

INSTALLATION REQUIREMENTS. PULL AND JUNCTION BOXES SHALL BE

CONCEALED IN FINISHED SPACES. COORDINATE WITH OTHER TRADES SO AS

TO AVOID CONFLICTS.

7. SUPPORT CEILING MOUNTED BACK BOXES WITH "T" HANGERS OR EQUAL

METHOD OF SUPPORT. BACK BOXES SHALL NOT BE SUPPORTED SOLELY BY

CONDUIT.

8. IDENTIFY CONDUCTORS AT EACH JUNCTION BOX, OUTLET BOX, CABINET, PULL

BOX, ETC., WITH VINYL HEAT SHRINK TAGS INDICATING PANEL AND CIRCUIT

NUMBER, CONTROL WIRE IDENTIFICATION NUMBER, OR OTHER APPROPRIATE

INFORMATION.

9. FASTEN AND SUPPORT CONDUIT AND BACK BOXES BY MEANS OF ANCHORS,

RODS, HANGERS, ETC., TO MAINTAIN ALIGNMENT AND PREVENT MOVEMENT.

10. PERFORM WORK ON DE-ENERGIZED SYSTEMS ONLY TO PREVENT PERSONNEL

INJURY AND POTENTIAL SYSTEM FAILURE. WHERE WORK ON EXISTING

SYSTEMS SHALL REQUIRE INTERRUPTION OF ELECTRICAL SERVICE,

TEMPORARY PROVISIONS ACCEPTABLE TO THE OWNER SHALL BE REQUIRED.

11. THE BUILDING WILL BE OCCUPIED DURING CONSTRUCTION. THE CONTRACTOR

SHALL COORDINATE WORK SCHEDULE WITH GOVERNMENT PRIOR TO

COMMENCING WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR WORKING

AROUND OCCUPANT SCHEDULE AS DETERMINED BY THE GOVERNMENT AND

MAINTAIN MINIMUM IMPACT DUE.

12. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED BY A NICET LEVEL

IV IN FIRE ALARM SYSTEMS.

13. SHOP DRAWINGS, CALCULATIONS, AND MATERIAL SUBMITTAL SHALL BE

REVIEWED AND BEAR THE REVIEW STAMP OF A QUALIFIED FIRE PROTECTION

ENGINEER AS PER UFC 3-600-01.

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LIFE SAFETY PLAN

SCALE: 1/8" = 1'-0"

PROJECT LOCATION

B9001 KEY PLAN

PROJECT AREA

AREA (SF)FLOOR

TOTAL 1,696

1ST LEVEL - ADDITION 1,696

EGRESS TRAVEL DISTANCE

NFPA 101 REF.ALLOWED ACTUAL

COMMON PATH

DEAD-END CORRIDOR

BUSINESS USE (PROJECT AREA)

TRAVEL DISTANCE

100 FEET (WITH SPRINKLERS)

50 FEET (WITH SPRINKLERS) N/A

300 FEET (WITH SPRINKLERS) 90 FT 4 IN

37 FT 6 IN 38.2.5.3.1

38.2.6.3

PROJECT OCCUPANT LOAD SCHEDULE

101 158 2150

OFFICE 2

38.2.5.3.1

*SOURCE: NFPA 101 § 7.3.1.2 AND UFC 3-600-01 - 10-3.1 & TABLE 10-1

LIFE SAFETY SYMBOLS:

EGRESS TRAVEL DISTANCEXX'

EXIT DISCHARGE

-CAPACITY FACTOR

-EXIT WIDTH

-EXIT CAPACITY

XXin

XXX

XXX

NFPA 101 OCCUPANCY

ROOM AREA / LOAD FACTOR / OCCUPANT LOAD OCCUPANCY LOAD PER SPACE

EXIT SIGN

PORTABLE FIRE EXTINGUISHERS

COMMON PATH

DEAD-END CORRIDOR

INDUSTRIAL USE (PROJECT AREA)

TRAVEL DISTANCE

100 FEET (WITH SPRINKLERS)

50 FEET (WITH SPRINKLERS) N/A

400 FEET (WITH SPRINKLERS) 32 FT 10 IN

N/A 40.2.5.1

40.2.6.1

40.2.5.1

ROOM

NUMBER

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DESCRIPTION

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ROOM

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TOTAL FACILITY

AREA

MATERIAL TESTING

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MATERIAL TESTING

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ROOM USE

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INDUSTRIAL

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OCCUPANCY

LOAD

TOTAL OCCUPANCY

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TRAVEL DISTANCE - 90 FT 4 IN

OFFICE 2

102 MATERIAL TESTING ROOM-1

OFFICE 1

BUSINESS USE

158 SF/ 150 / 2 PER

BUSINESS USE

373 SF/ 150 / 3 PER

INDUSTRIAL USE

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GENERAL NOTES

1. CODES: ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH LOCAL

STANDARDS AND APPLICABLE PROVISIONS OF UFC 1-200-01 (CHANGE 4, 2024), UFC 3-301-01 (CHANGE 4, 2025), AND 2020 TAFB FACILITY STANDARD. THE 2024 INTERNATIONAL BUILDING

CODE (IBC) IS APPLICABLE AS AMENDED BY THE AFORMENTIONED STANDARDS AND CODES.

2. ANY DEVIATION FROM THE APPROVED CONTRACT STRUCTURAL DRAWINGS SHALL ONLY BE

MADE AFTER WRITTEN APPROVAL BY THE ENGINEER OF RECORD.

3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING

DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF

RECORD AND WORK SHALL NOT PROCEED UNTIL WRITTEN DIRECTION IS PROVIDED BY THE

ENGINEER OF RECORD.

4. PROJECT SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND ARE TO BE

USED IN CONJUNCTION WITH THE PROJECT DRAWINGS.

5. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL

NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.

6. DETAILS LABELED "TYPICAL" APPLY TO SITUATIONS OCCURRING THAT ARE THE SAME OR

SIMILAR TO THOSE SPECIFICALLY SHOWN. SUCH DETAILS APPLY WHEREVER THEY OCCUR,

EVEN WHEN NOT SPECIFICALLY REFERENCED ON THE DRAWINGS.

7. WHERE NO CONSTRUCTION DETAILS ARE SHOWN, NOTED, AND DON'T APPEAR TO ALIGN WITH

TYPICAL DETAILS, CONTACT THE STRUCTURAL ENGINEER OF RECORD.

8. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS OR DETAILS ON

THESE STRUCTURAL DRAWINGS.

9. ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE REFERENCED FROM FINISHED

FLOOR, UNLESS OTHERWISE NOTED.

10. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE, UNLESS OTHERWISE NOTED. THEY DO NOT INDICATE THE MEANS OR METHODS

OF CONSTRUCTION. THE CONTRACTOR SHALL PERFORM ALL MEASURES NECESSARY TO

PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION. SUCH

MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO THE DESIGN, ERECTION, AND REMOVAL

OF TEMPORARY BRACING, SHORING, FALSEWORK, ETC. THE CONTRACTOR SHALL SUPERVISE

AND DIRECT THE WORK AND BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS,

METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS BY THE

ENGINEER OF RECORD OR THEIR DELEGATE DO NOT CONSTITUTE INSPECTION OR APPROVAL

OF THE ABOVE ITEMS.

11. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF DETAILS TO AVOID THE

INTERFERENCE OF MATERIALS EMBEDDED IN CONCRETE OR MASONRY INCLUDING BUT NOT

LIMITED TO REINFORCING STEEL, PRESTRESSING STEEL AND HARDWARE, MISCELLANEOUS

STEEL AND CONDUITS.

12. PRIOR TO BEGINNING EXCAVATION, THE CONTRACTOR SHALL LOCATE AND PROTECT

UNDERGROUND OR CONCEALED UTILITIES WHERE NEW WORK IS BEING PERFORMED. THE

CONTRACTOR IS RESPONSIBLE FOR PROTECTING EXISTING UTILITIES IN THE WORK AREA AND

SHALL REPAIR ANY DAMAGE CAUSED BY THEIR OPERATIONS AT THEIR COST.

13. CONSTRUCTION MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON FLOORS OR ROOFS

DURING CONSTRUCTION. LOADS SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE

FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT

ATTAINED DESIGN STRENGTH. CONCRETE SLAB ON GRADE IS TO HAVE REACHED IT'S FULL

28-DAY COMPRESSIVE STRENGTH BEFORE LOADING.

14. PROVIDE A LIST OF ALL PROPOSED SUBSTITUTIONS AND MANUFACTURER'S ICC ES REPORTS

TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL BEFORE FABRICATION OR

INSTALLATION.

15. OPENINGS, POCKETS, SLEEVES, BLOCK-OUTS, ETC. SHALL NOT BE PLACED IN SLABS,

FOUNDATIONS, ETC. UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. THE

ENGINEER OF RECORD SHALL BE NOTIFIED WHEN OTHER DRAWINGS SHOW OPENINGS,

POCKETS, SLEEVES, BLOCK-OUTS, ETC. THAT ARE NOT SHOWN ON THESE STRUCTURAL

DRAWINGS.

16. NO STRUCTURAL MEMBER SHALL BE CUT OR MODIFIED FOR PIPES, DUCTS, ETC., UNLESS

SPECIFICALLY SHOWN ON THESE STRUCTURAL DRAWINGS.

17. THESE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS. REFER TO

ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS

WHICH REQUIRE SPECIAL PROVISIONS DURING CONSTRUCTION OF THE STRUCTURAL

MEMBERS.

18. REFER TO ARCHITECTURAL DRAWINGS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, AND LOCATION AND DETAILS FOR ALL

MISCELLANEOUS HANDRAILS, LADDERS, HANGERS AND STEEL GRATINGS. REFER TO

MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVES AND HANGARS FOR PIPES, DUCTS,

AND EQUIPMENT.

19. SEE PLUMBING, FIRE PROTECTION, MECHANICAL, ELECTRICAL AND MANUFACTURER'S

DRAWINGS FOR TYPE, SIZE, LOCATION, ANCHORAGE REQUIREMENTS AND PADS FOR ALL

EQUIPMENT. MANUFACTURER'S TEMPLATES SHOWING ANCHOR BOLT LOCATIONS SHALL BE

OBTAINED FOR ALL EQUIPMENT. COORDINATE WITH THE EQUIPMENT SUPPLIER PRIOR TO

PLACING SLABS, WALLS AND FOUNDATIONS.

20. THESE STRUCTURAL DRAWINGS INDICATE ONLY THE APPROXIMATE LOCATION OF

MECHANICAL, ELECTRICAL AND OTHER EQUIPMENT AS WELL AS THEIR RELATED AUXILIARY

FRAMING NECESSARY TO SUPPORT THE EQUIPMENT. THE FINAL POSITIONING OF THESE ITEMS

IS DEPENDENT UPON THE EQUIPMENT PROVIDED. THE CONTRACTOR IS RESPONSIBLE FOR

COORDINATING WORK BETWEEN SUBCONTRACTORS IN THIS REGARD AND PROVIDING

NECESSARY INFORMATION AND DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED.

21.OBSERVATION VISITS TO THE SITE BY THE ENGINEER OF RECORD OR THEIR DELEGATE SHALL

NOT CONSTITUTE REQUIRED SPECIAL INSPECTIONS NOTED HEREIN.

22. THE CONCRETE SLABS ON GRADE HAVE NOT BEEN DESIGNED TO SUPPORT CONSTRUCTION

EQUIPMENT. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF THE SLAB WHERE

CONSTRUCTION EQUIPMENT. ANY DAMAGE TO THE CONCRETE SLAB AS A RESULT OF

CONSTRUCTION EQUIPMENT IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE

REPAIRED AT THEIR COST. CONCRETE SLAB ON GRADE IS TO HAVE REACHED IT'S FULL 28-DAY

COMPRESSIVE STRENGTH BEFORE LOADING.

DESIGN CRITERIA

1. THE DESIGN SHALL CONFORM TO THE PROVISIONS OF THE 2024 INTERNATIONAL BUILDING

CODE (IBC), AS AMENDED BY UFC 1-200-01 (CHANGE 4, 2024), UFC 3-301-01 (CHANGE 4, 2025), 2020 TAFB FACILITY STANDARD, AND ALL STANDARDS REFERENCED HEREIN.

2. DEAD LOADS :

FLAT ROOF 30 PSF

PARTITIONS (IN OFFICE AREAS) 15 PSF

3. LIVE LOADS:

ROOF (CATWALK) 40 PSF/300LB

MECHANICAL (HVAC) 125 PSF

FLOORS (ON GRADE) 250 PSF

GUARDRAIL 50PLF/200LB

VEHICLE BARRIER 6000LB

LADDER 300LB

WALL HORIZONTAL 5 PSF

4. SEISMIC DESIGN CRITERIA:

A. RISK CATEGORY II

B. IMPORTANCE FACTOR 1.00

C. SITE CLASS D

D. SEISMIC DESIGN CATEGORY B

E. STRUCTURAL SYSTEM: (STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE

F. RESPONSE MODIFICATION COEFFIENT (R): 3.0

G. OVERSTRENGTH FACTOR (W0): 3.0

H. ANALYSIS AND DESIGN CRITERIA

a. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

ii. VERTICAL IRREGULARITIES: NONE

iii. HORIZONTAL IRREGULARITIES: NONE

iv. SPECTRAL RESPONSE COEFFICIENTS:

Ss= 0.32 S1= 0.081

SMS= 0.36

SDS= 0.24

I. CS=0.08

J. V=9.5K

SOILS AND FOUNDATIONS

1. GEOTECHNICAL INVESTIGATION : IBC 2024 PRESUMPTIVE VALUES

2. ALL NEW WORK DESIGNED CONSIDERING SOIL CLASS 5, PER 2024 IBC TABLE 1806.2.

F. ALLOWABLE VERTICAL BEARING = 1,500 PSF

G. ALLOWABLE PASSIVE PRESSURE = 100 PSF/FT

H. ALLOWABLE COHESION = 130 PSF

3. FOOTING ELEVATIONS SHOWN ARE FOR BIDDING PURPOSES ONLY AND ARE ASSUMED TO BE IN

SUITABLE BEARING MATERIALS.

4. IF THE BUILDING INSPECTOR SUSPECTS EXPANSIVE SOILS OR ANY GEOLOGIC INSTABILITY

BASED ON OBSERVATIONS OF THE FOUNDATION EXCAVATION, A SOILS OR GEOLOGIC REPORT

AND RESUBMITTAL OF PLANS TO PLAN CHECK TO VERIFY THAT REPORT RECOMMENDATIONS

HAVE BEEN INCORPORATED, MAY BE REQUIRED.

5. CRUSHED STONE BELOW SLAB ON GRADE SHALL BE CLEAN OPEN GRADED GRAVEL, ASTM NO.

57 GRADATION.

6. MINIMUM FOUNDED DEPTH & WIDTH OF FOOTINGS:

BELOW ROUGH PAD GRADE 24 INCHES

BELOW LOWEST ADJACENT FINISHED GRADE 24 INCHES

WIDTH 24 INCHES

7. FOUNDING OF FOOTINGS & SLABS: ON APPROVED STRUCTURAL/COMPACTED FILL.

8. SOIL REMOVAL AND RECOMPACTION: PER GEOTECHNICAL ENGINEER RECOMMENDATIONS AND

CONTRACT DOCUMENTS. SOILS WORK SHALL BE OBSERVED AND TESTED BY THE

GEOTECHNICAL ENGINEER.

9. GEOTECHNICAL ENGINEER: SHALL OBSERVE FOOTINGS BEFORE PLACEMENT OF REINFORCING

OR CONCRETE. FOOTING OBSERVATION AND COMPACTION REPORTS SHALL BE SENT TO THE

ARCHITECT/ENGINEER AND BUILDING OFFICIAL.

10. ROOF AND AREA DRAINAGE: SHALL BE DIRECTED AWAY FROM FOUNDATIONS

11. BACKFILL: EXCAVATIONS SHALL BE PROPERLY BACKFILLED. BACKFILL FOR WALLS SHALL BE

PERVIOUS MATERIAL ACCEPTABLE TO THE GEOTECHNICAL ENGINEER. DO NOT PLACE

BACKFILL BEHIND WALLS BEFORE THEY HAVE ATTAINED THEIR DESIGN STRENGTH. SHORE AND

PROTECT WALLS FROM LATERAL LOADS UNTIL THE SUPPORTING MEMBERS ARE IN PLACE AND

HAVE DEVELOPED SPECIFIED STRENGTHS.

GEOTECHNICAL CONTRACTOR'S RESPONSIBILITIES

1. THE CONTRACTOR SHALL IMPLEMENT THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS.

2. THE CONTRACTOR IS RESPONSIBLE FOR ANY SHORING REQUIRED TO PROTECT ADJACENT

STRUCTURES FROM EXCAVATIONS. THE CONTRACTOR SHALL PROVIDE AN ENGINEERED

METHOD TO FOLLOW FOR THE PROTECTION OF EXISTING STRUCTURES. EXCAVATIONS AND

FILLS SHALL COMPLY WITH THE REQUIREMENTS CONTAINED HEREIN AND THE GEOTECHNICAL

REPORT.

3. EXCAVATION DEPTH AND SIDEWALL INCLINATION SHALL NOT EXCEED THOSE SPECIFIED IN

LOCAL, STATE OR FEDERAL REGULATIONS INCLUDING THOSE DEFINED IN SUBPART P OF

CHAPTER 27, 29 CFR PART 1926 (OF FEDERAL REGISTER). EXCAVATIONS MAY NEED TO BE

WIDENED AND SLOPED, OR TEMPORARILY BRACED TO MAINTAIN OR DEVELOP A SAFE WORK

ENVIRONMENT. CONTRACTOR IS SOLELY RESPONSIBLE FOR ASSESSING STABILITY UNDER

"MEANS AND METHODS."

4. THE CONTRACTOR SHALL USE EQUIPMENT AND TECHNIQUES TO MINIMIZE SOIL DISTURBANCE.

IF SOILS BECOME DISTURBED OR WET, THEY SHOULD BE REPLACED PER THE

RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.

GEOTECHNICAL INSPECTIONS

1. A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER OF RECORD SHALL INSPECT THE

SUBGRADE AND ANY OVEREXCAVATION TO VERIFY THAT THE SUBSURFACE CONDITIONS

ENCOUNTERED ARE CONSISTENT WITH THE SUBSURFACE CONDITIONS PRESENTED BY THE

GEOTECHNICAL ENGINEER, AND TO VERIFY THAT THE GEOTECHNICAL RECOMMENDATIONS

ARE FOLLOWED TO ACHIEVE THE ALLOWABLE DESIGN CAPACITY PRIOR TO POURING OF

CONCRETE. THE GEOTECHNICAL ENGINEER SHALL SUBMIT A WRITTEN LETTER OF

ACCEPTANCE TO THE AHJ.

2. REFER TO THE STATEMENT OF SPECIAL INSPECTIONS FOR SPECIFIC REQUIREMENTS

REGARDING GEOTECHNICAL OBSERVATIONS AND INSPECTIONS.

REINFORCING

1. REINFORCING AND ACCESSORIES SHALL BE DETAILED, FABRICATED AND INSTALLED PER ACI

315 AND ACI 318.

2. REINFORCING BARS SHALL BE MADE USING NEW BILLET STEEL IN ACCORDANCE WITH ASTM

A615 GRADE 60.

3. WELDING OF REINFORCING IS NOT PERMITTED UNLESS SPECIFICALLY DETAILED.

4. ALL REINFORCING SHALL BE COLD BENT.

5. PROVIDE CLASS B SPLICES IN REINFORCING FOR CONTINUOUS REINFORCING. PROVIDE

STANDARD 90 DEGREE HOOKS IN ACCORDANCE WITH ACI 318 UNLESS SPECIFICALLY DETAILED.

REFER TO TYPICAL DETAIL FOR REQUIRED LAP LENGTHS.

6. MAINTAIN THE FOLLOWING REINFORCEMENT COVERAGE FOR REINFORCING STEEL UNLESS

NOTED OTHERWISE. CAST AGAINST SOIL: 3 INCHES EXPOSED TO SOIL OR WEATHER: NO. 6 AND LARGER: 2 INCHES NO. 5 AND SMALLER: 1-1/2 INCHES NOT EXPOSED TO SOIL OR WEATHER NO.

11 AND SMALLER 1" WALL, 1-1/2" SLAB

7. PROVIDE CONTINUOUS HORIZONTAL WALL AND CONTINUOUS FOOTING REINFORCEMENT WITH

90 DEGREE BENDS AT CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL DETAILS.

8. ALL CONCRETE SLAB ON GRADE, RAISED CONCRETE SLAB, AND MAT REINFORCING IS TO BE

SUPPORTED ON BOLSTERS AND CHAIRS SPACED NO FURTHER THAN 4 FEET ON CENTER.

REINFORCING SHALL BE LOCATED 1 1/2" INCHES MINIMUM CLEAR FROM TOP OF SLAB. CAST IN

PLACE

CONCRETE

1. ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4,500 PSI.

2. ANY ADMIXTURES USED SHALL NOT CONTAIN CALCIUM CHLORIDE. ADMIXTURES MAY BE USED

FOR ALL CONCRETE.

3. PROVIDE CONCRETE MIX DESIGNS THAT MEET THE REQUIREMENTS OF ACI 318 PRIOR TO

PLACEMENT OF CONCRETE. FOR CONCRETE SLAB ON GRADES USE THE LARGEST VIABLE

AGGREGATE.

4. PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE II LOW ALKALI UNLESS NOTED

OTHERWISE. AGGREGATE FOR REGULAR WEIGHT CONCRETE SHALL CONFORM TO ASTM C33

AND BE WELL GRADED.

5. CONCRETE PERMANENTLY EXPOSED TO WEATHER OR SOIL SHALL HAVE 4 TO 6 PERCENT AIR

ENTRAINMENT.

6. CONCRETE NOT PERMANENTLY EXPOSED TO WEATHER SHALL HAVE NO MORE THAN 3

PERCENT AIR ENTRAINMENT.

7. FOR PLACEMENT OF CONCRETE IN EITHER HOT OR COLD WEATHER CONDITIONS FOLLOW THE

ACI STANDARD PROCEDURES.

8. REINFORCING BARS, ANCHOR BOLTS, REBAR DOWELS, AND OTHER CONCRETE INSERTS SHALL

BE WELL SECURED IN POSITION PRIOR TO PLACEMENT OF CONCRETE AND STABBING INTO WET

CONCRETE IS NOT ALLOWED.

STRUCTURAL STEEL

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

ACCORDANCE WITH THE REQUIREMENTS OF AISC SPECIFICATION FOR THE DESIGN,

FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS, AISC MANUAL OF STEEL

CONSTRUCTION, AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES,

AND THE AWS STRUCTURAL WELDING CODE. ALL CODES AND MANUALS SHALL BE THE LATEST

ADOPTED EDITIONS.

2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS:

A. WIDE FLANGE SHAPES: A992 (FY = 50 KSI)

B. CHANNELS AND ANGLES: A36 (FY = 36 KSI)

C. PLATES: A572 GR 60 (FY = 60 KSI)

D. HOLLOW STRUCTURAL SECTIONS: A500 GRADE C (FY = 50 KSI)

E. ANCHOR RODS: F1554 (GRADE PER DETAILS)

F. BOLTS: F3125 GRADE A325-TC OR GRADE F1852-TC

G. WELDING ELECTRODES: E70XX

3. CONNECTION MATERIALS FOR STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING

DESIGNATIONS:

A. BEAM OR COLUMN STIFFENER PLATES SHALL BE OF THE SAME YIELD STRESS, FY OF

STEEL AS THE STRUCTURAL ELEMENT.

B. ALL BOLTED CONNECTIONS ARE TO BE ERECTED WITH HIGH STRENGTH TENSION

CONTROL BOLTS.

C. HARDENED STEEL WASHERS ASTM F436 OR F959 AT TENSION CONTROL CONNECTIONS.

5. ALL STRUCTURAL STEEL EXPOSED TO THE WEATHER IS TO BE HOT DIPPED GALVANIZED.

PROVIDE BOLTS, NUTS AND WASHERS THAT ARE HOT DIP GALVANIZED ACCORDING TO ASTM A

153, CLASS C.

6. SPLICING OF STRUCTURAL STEEL MEMBERS IS NOT ALLOWED UNO.

7. STRUCTURAL STEEL SHALL BE CLEANED OF RUST, LOOSE MILL SCALE, AND OTHER FOREIGN

MATERIALS WHERE REQUIRED FOR FABRICATION, FITTING UP OR WELDING. PROVIDE PAINT AS

REQUIRED IN THE SPECIFICATIONS.

8. PROVIDE WASHERS FOR CONNECTIONS WITH STANDARD OVERSIZE AND SHORT-SLOTTED

HOLES. FOR LONG-SLOTTED HOLES PROVIDE WASHERS OR A CONTINUOUS BAR OF SUFFICIENT

SIZE TO COMPLETELY COVER THE SLOT. FOR LONG-SLOTTED HOLES PROVIDE PLATE

WASHERS OR BARS WITH A MINIMUM 5/16 INCH THICKNESS.

9. DO NOT FIELD CUT ANY STRUCTURAL STEEL MEMBERS IN CONFLICT WITH THE WORK WITHOUT

APPROVAL BY THE ENGINEER OR UNLESS SPECIFICALLY SHOWN ON THE CONSTRUCTION

DOCUMENTS.

10. PROVIDE STRUCTURAL STEEL SHOP DRAWINGS FOR ARCHITECTS AND ENGINEERS REVIEW

PRIOR TO FABRICATION.

11. WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS OR AT A SHOP CERTIFIED TO DO

SUCH WORK USING THE ELECTRIC ARC WELDING PROCESS AND SHALL CONFORM TO AISC AND

AWS STANDARDS.

12. ALL HOLES IN STEEL MEMBERS SHALL BE DRILLED OR PUNCHED. TORCH CUT HOLES ARE NOT

ALLOWED.

13. TEMPORARY BRACING DESIGNED BY OTHERS SHALL BE REQUIRED TO INSURE THE ALIGNMENT

AND STABILITY OF THE STRUCTURAL STEEL DURING ERECTION AND SHALL REMAIN IN PLACE

UNTIL PERMANENT CONDITIONS AS SHOWN ON THE CONSTRUCTION DOCUMENTS ARE IN

PLACE.

14. PROVIDE GROUT FOR BASE PLATES THAT IS NON-SHRINK, NON-METALIC GROUT WITH A

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI.

STEEL DECKING

1. STEEL DECK FABRICATION AND ERECTION SHALL CONFORM TO THE LATEST STEEL DECK

INSTITUTE DESIGN MANUAL

2. DECK SHALL INCLUDE ANY MISCELLANEOUS CLOSURE PIECES, METAL SCREEDS, ROOF CURBS, SUMPPANS, REINFORCING AROUND OPENINGS, ETC. REQUIRED TO MAKE A COMPLETE JOB.

MISCELLANEOUS SHALL BE GALVANIZED (G90) AND SHALL MATCH THE THICKNESS OF THE

DECK THEY ARE ATTACHING TO.

3. METAL ROOF DECK SHALL BE ATTACHED AS FOLLOWS:

A. TO STRUCTURAL SUPPORTS PERPENDICULAR TO DECK SPAN WITH #12 SDI

RECOGNIZED SELF-DRILLING SCREWS AT EVERY OTHER RIB (36/4 FASTENER PATTERN)

OR 5/8" PUDDLE WELDS AT EVERY OTHER RIB (36/4 FASTENER PATTERN) WITH WELD

WASHERS.

B. TO STRUCTURAL SUPPORTS PARALLEL TO DECK SPAN AT ROOF EDGES WITH #12 SDI

RECOGNIZED SELF-DRILLING SCREWS AT 12" OC OR 5/8" PUDDLE WELDS AT 12" OC WITH

WELD WASHERS.

C. AT SIDELAPS WITH #10 SDI RECOGNIZED SELF-DRILLING SCREWS AT 12" OC.

4. DECK SHALL BE GALVANIZED (G90), UNLESS OTHERWISE NOTED.

5. THE DECK SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

A. Fy = 50 KSI

B. THICKNESS = 22 GA

C. Id = 0.155 IN^4/FT (MIN) D. +Seff = 0.186 IN^3/FT (MIN) E. -Seff = 0.192 IN^3/FT (MIN)

6. ALL DECK SHALL BE INSTALLED IN A TRIPLE SPAN CONDITION TO THE GREATEST EXTENT

POSSIBLE. DOUBLE OR SINGLE SPAN CONDITIONS SHALL ONLY BE USED WHERE THE ROOF

LAYOUT DOES NOT PERMIT A LARGER SPAN CONDITION.

7. DECK SHALL HAVE A CURRENT ICC ES REPORT DEMONSTRATING COMPLIANCE WITH THE

BUILDING CODE AND CONTRACT DOCUMENTS.

8. NO LOADS ARE PERMITTED TO BE SUSPENDED FROM ANY ROOF DECKING. ATTACHMENTS FOR

CEILINGS, DUCTWORK, PIPING, CONDUIT, UTILITIES, FIRE PROTECTION, LIGHTS, ETC. SHALL BE

SUSPENDED DIRECTLY FROM STEEL ROOF FRAMING. DESIGN AND PROVIDE ADDITIONAL STEEL

SUPPORTS TO SPAN BETWEEN ROOF FRAMING WHERE NECESSARY TO ACCOMMODATE

ATTACHMENTS.

9. PROVIDE A MINIMUM END BEARING OF 1-1/2" AT ALL DECK SUPPORTS.

10. STEEL DECK CROSS SECTIONS ARE ONLY REPRESENTED DIAGRAMMATICALLY ON THE

DRAWINGS.

COLD FORMED STEEL METAL STUDS

1. ALL COLD FORMED STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF

“NORTH AMERICAN SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS) BY AISI.

2. STRUCTURAL DRAWINGS SHOW ONLY THE PRIMARY STRUCTURAL FRAMING ELEMENTS OF THE

SYSTEM. CONTRACTOR SHALL PROVIDE ALL ACCESSORIES INCLUDING TRACKS, WEB

STIFFENERS, BLOCKING, LINTELS, CLIP ANGLES, REINFORCEMENTS, FASTENING DEVICES,

BRACING, AND OTHER ACCESSORIES AS RECOMMENDED BY THE MANUFACTURER TO PROVIDE

A COMPLETE FRAMING SYSTEM.

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72 ABW CIVIL ENGINEER DIRECTORATE

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3. STEEL FOR 54, 68, AND 97 MILS THICK (16, 14, AND 12 GAGE) STUDS AND JOISTS SHALL HAVE A

MINIMUM YIELD STRENGHT OF 50 KSI. STEEL FOR THICKER STUDS AND JOISTS, ALL

THICKNESSES OF TRACK, ALL DIAGONAL TENSION STRAPS AND BRACES, AND BRIDGING SHALL

HAVE A MINIMUM YIELD STRENGHT OF 33 KSI. STEEL SHALL BE GALVANIZED OR THOROUGHLY

COATED WITH RUST INHIBITIVE PAINT AT ALL LOCATIONS.

4. FASTENING OF COMPONENTS SHALL BE SELF TAPPING SCREWS OR WELDS. ALL WELDS OF

GALVANIZED STEEL SHALL BE TOUCHED UP WITH ZINC RICH PAINT. ALL WELDS OF CARBON

SHEET STEEL SHALL BE TOUCHED UP WITH RUST INHIBITIVE PAINT.

5. SCREWS SHALL BE SELF TAPPING, PAN HEAD, HEX HEAD, OR WAFER HEAD SHEET METAL

SCREWS. SCREWS WHICH ARE REMOVED SHALL BE REPLACED BY A SCREW OF A LARGER

DIAMETER WHERE THE REPLACEMENT IS MADE INTO AN EXISTING HOLE. REPLACE ALL SCREWS

WHICH STRIP OUT MATERIAL.

6. SCREWS SHALL BE SPACED NO CLOSER THAN 5/8” OC AND WITH A MINIMUM FREE EDGE

DISTANCE OF 1/2”.

7. CLIP ANGLES OF FLAT CLIPS USED FOR ATTACHMENTS SHALL BE 20 GAGE MINIMUM UNO. WITH

SCREW SPACING AND EDGE DISTANCES NOTED ABOVE.

8. ALL SCREWS #8 AND LARGER SHALL HAVE A MINIMUM HEAD SIZE OF 5/16”.

9. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN COLD-FORMED STEEL

FRAMING WORK. ALL WELDING SHALL USE E60 ELECTRODES (MINIMUM ROD DIAMETER = 1/8”)

AND SHALL CONFORM WITH THE LATEST AWS STANDARDS.

10. ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK.

PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, AND BEAM BEARINGS.

UNO.

11. WALL BRIDGING AS RECOMMENDED BY STUD MANUFACTURER SHALL BE INSTALLED TO

PREVENT BOTH WEAK AXIS BENDING AND STUD ROTATION AT 4'-0” MAX INTERVALS. WALLS 8'-0” OR SHORTER SHALL HAVE SINGLE ROW OF BRACING AT MID HEIGHT. ADDITIONALLY, BRIDGING

SHALL BE PROVIDED AT ROOF LINES AND WHERE NOTED ON DRAWINGS. SOLID BLOCKING

SHALL BE INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON PLANS.

POWER ACTUATED FASTENERS

1. THE POWDER-ACTUATED FASTENERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:

A. LENGTH = 0.937"

B. DIAMETER = 0.177"

C. FULLY KNURLED TIP

D. TAPERED SHANK WITH (2) 0.590" DIAMETER STEEL CUPPED WASHERS

E. ZINC-COATED HARDENED CARBON STEEL

2. POWDER ACTUATED FASTENERS SHALL HAVE A CURRENT ICC ES-REPORT.

DELEGATED DESIGN ITEMS

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL DESIGN, INSTALLATION AND

ANCHORAGE OF THE FOLLOWING ITEMS. SUBMIT SHOP DRAWINGS AND STRUCTURAL

CALCULATIONS TO THE ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION

DEMONSTRATING THAT A COMPLETE LOAD PATH HAS BEEN ESTABLISHED AND CODE

REQUIREMENTS HAVE BEEN MET. INCLUDE LOADS, PRODUCT DATA, TECHNICAL INFORMATION,

MANUFACTURER'S WRITTEN REQUIREMENTS AND AGENCY APPROVALS, AS APPLICABLE. THE

SHOP DRAWINGS AND STRUCTURAL CALCULATIONS SHALL BE SIGNED AND SEALED BY A

QUALIFIED PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

2. THE FOLLOWING ARE DELEGATED DESIGN ITEMS:

A. ALL STRUCTURAL SYSTEMS AND COMPONENTS (THE SUPPLIED DESIGN IS PROVIDED AS

A BASIS OF DESIGN ONLY). DESIGN DOCUMENTS FOR THE ANALYSIS, DRAWINGS, AND

SPECIFICATIONS SHALL BE SIGNED AND SEALED BY A LICENSED STRUCTURAL

ENGINEER.

3. COORDINATE ALL CONSTRUCTION WITH DELEGATED DESIGN ITEMS.

4. DELEGATED DESIGN ITEMS SHALL NOT BE INSTALLED UNTIL ALL RELATED SUBMITTALS HAVE

BEEN REVIEWED AND APPROVED BY THE ENGINEERING OF RECORD AND AUTHORITY HAVING

JURISDICTION.

HELICAL PILES

1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE CURRENT

INTERNATIONAL BUILDING CODE (IBC) ADOPTED BY THE LOCAL JURISDICTION.

2. HELICAL PILES SHALL BE DISIGNED AND MANUFACTURED BY SUPPLIER.

3. HELICAL PILES SHALL BE RECOGNIZED BY ICC AND THE MANUFACTURER SHALL HOLD A

CURRENT ICC-ES ESR REPORT SHOWING COMPLIANCE WITH AC358 AND CURRENT

INTERNATIONAL BUILDING CODE (IBC) ADOPTED BY LOCAL JURISDICTION.

4. DIMENSIONS OF THE CENTRAL SHAFT AND THE NUMBER, SIZE, SPACING AND THICKNESS OF

THE HELICAL BEARING PLATES SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE

SPECIFIED DESIGN LOADS.

5. MINIMUM AND MAXIMUM INSTALLATION TORQUES SHALL BE SPECIFIES BY THE HELICAL PILE

MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE

THE REQUIRED BEARING CAPACITY, INCLUDING A SAFETY FACTOR OF 2. THE MAXIMUM

INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE

PILE SHEETS.

6. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED TO RESIST ALL STRESSES INDUCED

BY INSTALLATION.

7. EXISTING CONDITIONS AND UNDERGROUND OBSTRUCTIONS SHALL BE CONFIRMED BY THE PILE

INSTALLER. PROBING OR SCANNING MAY BE NECESSARY TO LOCATE UNDERGROUND

OBSTRUCTIONS. REPORT ANY UNFORESEEN OBSTRUCTIONS TO THE STRUCTURAL ENGINEER.

8. LOCATIONS OF PILES SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE

STRUCTURAL ENGINEER.

9. SPECIAL INSPECTION OF THE HELICAL PILE INSTALLATION SHALL BE PERFORMED IN

ACCORDANCE WITH SECTION 1705.9 OF THE 2024 IBC. THE INSPECTOR SHALL RECORD THE

FOLLOWING:

A. EQUIPMENT USED

B. PILE DIMENSION

C. TIP ELEVATIONS

D. FINAL DEPTH

STATEMENT OF QUALITY ASSURANCE / SPECIAL INSPECTIONS

1. QUALITY ASSURANCE / SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH THE UFC

3-301-01, AS SUMMARIZED BELOW.

2. THE SPECIAL INSPECTORS MUST BE QUALIFIED TO PERFORM THE TYPES OF INSPECTION

SPECIFIED.

3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR OR

INSPECTING AGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY WORK THAT

REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT SPECIAL INSPECTION IS

SUBJECT TO REMOVAL.

4. THE SPECIAL INSPECTOR(S) SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE

CONTRACT DOCUMENTS AND SUBMIT RECORDS OF INSPECTION TO THE OWNER, ENGINEER OF

RECORD AND AUTHORITY HAVING JURISDICTION.

5. SPECIAL INSPECTIONS SHALL BE PERFORMED BY A CERTIFIED OR QUALIFIED SPECIAL

INSPECTOR(S), AS DETERMINED AND TO THE SATISFACTION OF THE OWNER, ENGINEER OF

RECORD AND AUTHORITY HAVING JURISDICTION.

6. PERIODIC SPECIAL INSPECTION IS DEFINED AS THE PART-TIME OR INTERMITTENT INSPECTION

OF THE WORK BY AN APPROVED INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK

HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF WORK. CONTINUOUS SPECIAL

INSPECTION IS DEFINED AS THE FULL-TIME INSPECTION OF THE WORK BY AN APPROVED

INSPECTOR WHO IS CONTINUOUSLY PRESENT AND MONITORING THE WORK PERFORMED. IN ALL

CASES, THE INSPECTION SHALL BE COORDINATED AND PERFORMED SO THAT WORK CAN BE

CORRECTED PRIOR TO OTHER RELATED WORK PROCEEDING AND COVERING THE INSPECTED

WORK.

7. ASSOCIATED TESTING SHALL BE PERFORMED AS INDICATED IN THE FOLLOWING TABLES BY AN

APPROVED AND ACCREDITED AGENCY AS DETERMINED AND TO THE SATISFACTION OF THE

OWNER, ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION.

8. SPECIAL INSPECTION AND ASSOCIATED TESTING REPORTS SHALL BE SUBMITTED TO THE

ENGINEER OF RECORD, CONTRACTOR, AUTHORITY HAVING JURISDICTION, AND OWNER WITHIN

ONE WEEK OF INSPECTION OR WITHIN ONE WEEK OF TEST COMPLETION.

9. AT THE CONCLUSION OF CONSTRUCTION, A FINAL REPORT SHALL BE SUBMITTED BY THE

SPECIAL INSPECTOR(S) WHICH DOCUMENTS THE REQUIRED SPECIAL INSPECTIONS AND

CORRECTION OF PREVIOUSLY NOTED DISCREPANCIES. THE FINAL REPORT SHALL BE

SUBMITTED TO THE ENGINEER OF RECORD, CONTRACTOR, AUTHORITY HAVING JURISDICTION

AND OWNER.

10.WORK REQUIRING SPECIAL INSPECTION THAT IS INSTALLED OR COVERED WITHOUT THE

APPROVAL OF THE SPECIAL INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE.

11.REFER TO THE FOLLOWING TABLES AND SPECIFICATIONS FOR SPECIFIC

INSPECTION/TESTING REQUIREMENTS AND FREQUENCIES.

STRUCTURAL OBSERVATIONS

1. STRUCTURAL OBSERVATIONS SHALL BE PERFORMED IN ACCORDANCE WITH INTERNATIONAL

BUILDING CODE (2024) AND STANDARDS REFERENCED THERIN WITH MODIFICATIONS PER UFC

1-200-01 DOD BUILDING CODE, WITH CHANGE 4 AND UFC-3-301-01 STRUCTURAL ENGINEERING, WITH CHANGE 4.

2. ON-SITE STRUCTURAL OBSERVATIONS SHALL BE PERFORMED AS NOTED IN THE STRUCTURAL

OBSERVATION TABLE ON THIS SHEET.

3. STRUCTURAL OBSERVATION SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF

RECORD OR SELECTED DELEGATE TO VERIFY GENERAL CONFORMANCE WITH THE APPROVED

CONSTRUCTION DOCUMENTS. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE

RESPONSIBILITY FOR ANY REQUIRED SPECIAL INSPECTIONS OR INSPECTIONS BY A THIRD

PARTY AGENCY OR THE BUILDING OFFICIAL.

4. STRUCTURAL OBSERVATION REPORTS, NOTING ANY DEFICIENCIES IN CONSTRUCTION, SHALL BE

DELIVERED TO THE CONTRACTOR, BUILDING OFFICIAL, AND ENGINEER FOLLOWING EACH

OBSERVATION. THE CONTRACTOR SHALL BE NOTIFIED ON-SITE, BY PHONE, OR EMAIL WITHIN 24

HOURS OF FINDING ANY DEFICIENCIES.

5. AT THE CONCLUSION OF CONSTRUCTION, A WRITTEN STATEMENT IS REQUIRED TO BE

PROVIDED BY THE PERSON(S) PROVIDING THE STRUCTURAL OBSERVATION. THIS STATEMENT

SHALL VERIFY WHETHER THE NECESSARY STRUCTURAL OBSERVATION SITE VISITS WERE MADE

AND WHETHER THERE REMAIN ANY STRUCTURAL DEFICIENCIES THAT HAVE NOT BEEN

RESOLVED. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY INFORMATION REQUESTED BY

THE STRUCTURAL OBSERVER TO MAKE THIS STATEMENT.

6. THE CONTRACTOR SHALL SCHEDULE AND FACILITATE STRUCTURAL OBSERVATION FOR THE

ITEMS LISTED IN THE STRUCTURAL OBSERVATION TABLE ON THIS SHEET.

E. FINAL INSTALLATION TORQUE

F. INSTALLATION DATE

G. PILE MANUFACTURER

H. INSTALLATION CONTRACTOR

I. MINIMUM ALLOWABLE INSTALLATION TORQUE

J. MAXIMUM ALLOWABLE INSTALLATION TORQUE

K. HELIX PLATE CONFIGURATION OF EACH PILE

L. ULTIMATE CAPACITY OF EACH PILE AS SPECIFIED BY MANUFACTURER

M. ALLOWABLE CAPACITY OF EACH PILE AS SPECIFIED BY MANUFACTURER

AutoCAD SHX Text TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS (BY GEOTECHNICAL ENGINEER)

AutoCAD SHX Text

VERIFICATION AND INSPECTION TASK

AutoCAD SHX Text

CONTINUOUS

AutoCAD SHX Text

PERIODIC

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1. VERIFY MATERIALS BELOW SHALLOW VERIFY MATERIALS BELOW SHALLOW FOUNDATION ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. 2. VERIFY EXCAVATIONS ARE EXTENDED TO VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. 3. PERFORM CLASSIFICATION AND TESTING PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. 4. VERIFY USE OF PROPER MATERIALS, VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL. 5. PRIOR TO PLACEMENT OF COMPACTED PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

AutoCAD SHX Text

CONTINUOUS

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PERIODIC

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REFERENCED STANDARD

AutoCAD SHX Text

1. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. 2. INSPECTION OF ANCHORS CAST IN CONCRETE INSPECTION OF ANCHORS CAST IN CONCRETE 3. INSPECT ANCHOR POST-INSTALLED IN HARDENED CONCRETE INSPECT ANCHOR POST-INSTALLED IN HARDENED CONCRETE MEMBERS. a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATION TO RESIST SUSTAINED TENSION LOADS. b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3.a. 4. VERIFYING USE OF REQUIRED DESIGN MIX. VERIFYING USE OF REQUIRED DESIGN MIX. 5. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. 6. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. 7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. 8. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

AutoCAD SHX Text

- X ACI 318: CH. 20, 25.2, 25.3, 26.6.1-26.6.3 ACI 318: CH. 20, 25.2, 25.3, 26.6.1-26.6.3 IBC 1908.4

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- X ACI 318: 17.8.2 ACI 318: 17.8.2 IBC: -

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- X ACI 318: CH. 19, 26.4.3, 26.4.4 ACI 318: CH. 19, 26.4.3, 26.4.4 IBC 1904.1, 1904.2, 1908.2, 1908.3

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X - ASTM C172, ASTM C31 ASTM C172, ASTM C31 ACI 318: 26.4, 26.12 IBC 1908.10

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X - ACI 318: 26.5 ACI 318: 26.5 IBC 1908.6, 1908.7, 1908.8

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- X ACI 318: 26.5.3-26.535 ACI 318: 26.5.3-26.535 IBC 1908.9

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- X ACI 318: 26.11.1.2(b) ACI 318: 26.11.1.2(b) IBC: -

AutoCAD SHX Text

VERIFICATION AND INSPECTION

AutoCAD SHX Text

TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

AutoCAD SHX Text

X - ACI 318: 17.8.2.4 ACI 318: 17.8.2.4 IBC: -

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- X ACI 318: 17.8.2 ACI 318: 17.8.2 IBC: -

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TABLE 1.1 INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING

TASK QC QA

A) MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENER OBSERVE

PERFORM

B) PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION

OBSERVE

OBSERVE OBSERVE

OBSERVE OBSERVE

SDI-QA/QC FOR INSTALLATION OF STEEL DECK REQUIRED PER IBC1705.2.3

C) PROPER STORAGE FOR MECHANICAL FASTENERS

TABLE 1.2 INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING

TASK QC QA

OBSERVE OBSERVEA) FASTENERS ARE POSITIONED AS REQUIRED

OBSERVE OBSERVEB) FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER’S

INSTRUCTIONS

A) CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS

TABLE 1.3 INSPECTION OR EXECUTION TASKS AFTER MECHANICAL FASTENING

TASK QC QA

PERFORM

PERFORMB) CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS PERFORM

PERFORMC) CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS PERFORM

PERFORMD) VERIFY REPAIR ACTIVITIES PERFORM

PERFORME) DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS PERFORM

AutoCAD SHX Text STRUCTURAL STEEL REFERENCE: IBC SECTION 1705.2.1. INSPECTIONS AND NON-DESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE REQUIREMENTS OF AISC 360, CHAPTER N.

AutoCAD SHX Text FABRICATOR AND ERECTOR QUALITY CONTROL PROGRAM REFERENCE AISC 360, CHAPTER N, SECTION N2.

AutoCAD SHX Text

FABRICATOR AND ERECTOR DOCUMENTS REFERENCE AISC 360, CHAPTER N, SECTION N3.

AutoCAD SHX Text SUBMITTALS FOR STEEL CONSTRUCTION AND AVAILABLE DOCUMENTS FOR STEEL CONSTRUCTION SHALL CONFORM TO AISC 360, SECTION N3.

AutoCAD SHX Text INSPECTION AND NONDESTRUCTIVE TESTING PERSONNEL REFERENCE AISC 360, CHAPTER N, SECTION N4

AutoCAD SHX Text QUALITY CONTROL INSPECTOR (FABRICATOR OR ERECTOR) QUALIFICATIONS, QUALITY ASSURANCE INSPECTOR (SPECIAL INSPECTOR) QUALIFICATIONS AND NONDESTRUCTIVE TESTING PERSONNEL (INSPECTION AGENCY PERSONNEL) QUALIFICATIONS SHALL CONFORM TO AISC 360, SECTION N4.

AutoCAD SHX Text MINIMUM REQUIREMENTS FOR INSPECTION OF STRUCTURAL STEEL BUILDINGS REFERENCE AISC 360, CHAPTER N, SECTION N5.

AutoCAD SHX Text QUALITY CONTROL INSPECTIONS BY THE FABRICATOR’S OR ERECTOR’S QUALITY S OR ERECTOR’S QUALITY S QUALITY CONTROL INSPECTOR (QCI) AND QUALITY ASSURANCE INSPECTIONS OF FABRICATED ITEMS AND THE ERECTED STEEL SYSTEM BY THE SPECIAL INSPECTOR (SI), SHALL CONFORM TO AISC 360, SECTION N5 AND TABLES N5.4-1, N5.4-2, N5.4-3, N5.6-1, N5.6-2 AND N5.6-3. IN THESE TABLES INSPECTION TASKS ARE AS FOLLOWS: O-OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS. P-PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.

AutoCAD SHX Text NONDESTRUCTIVE TESTING OF WELDED JOINTS NONDESTRUCTIVE TESTING OF WELDED JOINTS SHALL CONFORM TO AISC 360, SECTION N5 AND SHALL BE PERFORMED BY THE SPECIAL INSPECTOR (QUALITY ASSURANCE INSPECTOR) IN ACCORDANCE WITH AWS D1.1.

AutoCAD SHX Text THE FABRICATOR’S QUALITY CONTROL INSPECTOR SHALL INSPECT THE FOLLOWING S QUALITY CONTROL INSPECTOR SHALL INSPECT THE FOLLOWING AS A MINIMUM, AS APPLICABLE: 1. SHOP WELDING, HIGH-STRENGTH BOLTING, AND DETAILS IN ACCORDANCE SHOP WELDING, HIGH-STRENGTH BOLTING, AND DETAILS IN ACCORDANCE WITH AISC 360 SECTION N5. 2. SHOP CUT AND FINISHED SURFACES IN ACCORDANCE IN ACCORDANCE WITH SHOP CUT AND FINISHED SURFACES IN ACCORDANCE IN ACCORDANCE WITH AISC 360, SECTION M2. 3.