ATT10_240148-Drawings_Final.pdf

PDF 4 MB Posted Mar 13, 2026

Attached to: WWYK240148-Install Electrical from FAB-T and OPCON, B820 & B829
Solicitation number: FA813726R0014
Issued by: Department of the Air Force Materiel Command Air Force Sustainment Center

About this file

Written by GovTribe AI · Mar 13, 2026

This is a 35% Design construction document set for a federal military project at Tinker Air Force Base in Oklahoma. The project, designated WWYK240148, involves installing electrical infrastructure from the Facility Hardened Power (FHP) enclosure and Operations Control (OPCON) at Building 829 to support operations at the site. The design is controlled by NIWC PAC and classified as controlled unclassified information (CUI) with OPSEC and DCIP categorization.

The project encompasses structural and electrical demolition and new construction work. Structural work includes demolishing existing generator housing, enclosure foundations, and concrete pads, then constructing new foundations comprising a 5-inch concrete slab-on-grade reinforced with #3 rebar at 12-inch spacing, thickened slab edges, footings (1'-8" x 4'-3" x 4'-3"), and a pilaster (1'-8" x 1'-8" x 3'-8") to support enclosure posts and safety bollards. Electrical work involves demolishing existing disconnect switches, panels, and a 100-gallon diesel fuel tank, then installing a new 200-amp 208Y/120-volt disconnect, running 650 feet of 3-1/2-inch PVC Schedule 40 conduit with handholes every 150 feet from the FHP location to the disconnect, installing four 300-KMIL conductors and one #2 ground conductor, and providing supporting infrastructure including junction boxes and grounding. The project requires coordination with ongoing facility operations, with power downtime approval potentially requiring up to one month, and electrical downtime requests exceeding 8 hours likely to be denied.

View the file

Other files

File	Type	Posted
Solicitation - FA813726R0014.pdf	PDF	May 5, 2026
RFI Questions 4-8-26 COR-CS.pdf	PDF	May 5, 2026
Solicitation- FA813726R00140001.pdf	PDF	May 5, 2026
Sign In Sheet 3-25-26.pdf	PDF	Apr 1, 2026
Sign In Sheet 3-31-26.pdf	PDF	Apr 1, 2026
ATT8_240148_SOW_updated.pdf	PDF	Mar 13, 2026
Wage Determination.pdf	PDF	Mar 13, 2026
ATT9_240148_Submittal Register_Final.pdf	PDF	Mar 13, 2026

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REVIEWED BY:

USING AGENCY:

ASBESTOS EVALUATION:

SAFETY:

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

GENERAL1. 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".

WWYK240148

INSTALL ELECTRICAL FROM

FAB-T AND OPCON, B829

KEY PLAN:

GENERAL NOTES:

DISCIPLINE

PROJECT

LOCATION

1 G-101 GENERAL NOTES & VICINITY MAP

SHT.SEQ. SHEET TITLE

E, O

N S

G R

O U

D R

B Y:

C H

D B

E D

1 2 3 4 5

R M

1 2 3 4 5

E D

SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L E

L F

B- T

N, B

N O

-2

-S R

G-101

P G

O U

C H

O N

En gr

\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

L N

01 11

S-001 STRUCTURAL GENERAL NOTES

S-002 SPECIAL INSPECTIONS

SD-101 STRUCTURAL DEMOLITION PLAN AND AERIAL IMAGE WITH UTILITIES

5 S-101 NEW STRUCTURAL FOUNDATN PLAN AND AERIAL IMAGE WITH UTILITIES

6 S-501 STRUCTURAL DETAILS

7 ED-101 ELECTRICAL DEMOLITION SITE PLAN B820

8 E-101 NEW WORK ELECTRICAL SITE PLAN B820

E-501 ELECTRICAL DETAILS10

E-601 FHP ONE-LINE DIAGRAM

E-102

CUI

ELECTRICAL GENERATOR LAYOUT

CONTROLLED BY: NIWC PAC

CONTROLLED BY: SPECIAL PROJECTS BRANCH 41170

CUI CATEGORY: OPSEC, DCIP

DISTRIBUTION STATEMENT D

POC: CHRISTIAN FIGUEROA, 619-885-5439

Ea st

C ru tc ho

C re ek

838837

11824

Mercury Rd.

95039505

R U

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RUNWAY 13/31

TAXIW

AY H

TAXIWAY B

TAXIWAY C

TAXIWAY M

TAXIWAY E

TAXIWAY A

XIW

AY E

TAXIWAY F

TAXIWAY D

TAXIWAY E

TAXIWAY J

TAXIWAY A

TAXIW

AY H

TAXIWAY C

TAXIWAY D

TAXIWAY EE

TAXIWAY F

Elm C reek

Crutcho Creek

Kuhlman Creek

Soldier 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

Soldier Creek

Elm C reek

Soldier CreekSoldier Creek

Ea st

C ru tc ho

C re ek

Elm Creek

Ea st

C ru tc ho

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East C rutcho C reek

Soldier Creek

So ld ie r C re ek

East C rutch o Creek

Soldier C reek

So ld ie r C re ek

East Crutcho Creek

416506

21222121

59475946

11401128

62540

61089

838837

62509

62528

62523

62501X

43774

62512

62516

62525

3592135916

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62543

32101

71086

53902

50414

55300

56601

930G

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948-W

61019

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35913

62501

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45134

43609

42116

62517

62515

62526

62527

62503

62513

61289

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15908

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15908

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15908

62502

41046

62501

62514

62501

61018

71089

45134

96022

43120

41157

44045

45815

40592

43610

62522

41163

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

"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

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

Ph an to m

D r.

Fr an kl in

Po w er ho us e

Sk ym as te r D r.

Spaatz Ct.

La w re nc e

M un de ll

Nabors Dr.

In tr ud er

D r.

M cN ic kl e

M ill er D r.

Ta il

Fe at he r D r.

Holden Dr.

Ai re y C ir.

Smith Ct.

Ra ve n Ct

Air Dep ot Ai r D ep ot

Vanaman Rd.

1st St.

TAXIWAY F

Ra w li ng s A ve

Mitc he ll A ve

Mercury Rd.

Ra ily ar d

He rc ul es

R d.

"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

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)

FUTURE

TRUCK GATE

FUTURE

HAUL ROUTE

E, O

N S

G R

O U

D R

B Y:

C H

D B

E D

1 2 3 4 5

R M

1 2 3 4 5

E D

SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L E

L F

B- T

N, B

N O

-2

-S R

S-001

P G

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C H

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02 11

CUI

GENERAL NOTES

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

APPLICABLE PROVISIONS OF THE UFC 3-301-01 (IBC 2024).

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. VERIFICATION: THE DETAILING AND DIMENSIONS OF EXISTING STRUCTURES DO NOT

NECESSARILY REPRESENT THE AS-CONSTRUCTED CONDITIONS. THE CONTRACTOR SHALL

VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK.

NOTIFY THE ENGINEER OF RECORD IMMEDIATELY OF ANY DISCREPANCIES. IN INSTANCES

WHERE DISCREPANCIES ARE IDENTIFIED, WORK SHALL NOT PROCEED UNTIL WRITTEN

DIRECTION IS PROVIDED BY THE ENGINEER OF RECORD.

12. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF DETAILS, DIMENSIONS AND SITE

CONDITIONS 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.

13. 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.

14. 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.

15. 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.

16. 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.

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

SPECIFICALLY SHOWN ON THESE STRUCTURAL DRAWINGS.

18. 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.

19. 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.

20. 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.

21. 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.

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

NOT CONSTITUTE REQUIRED SPECIAL INSPECTIONS NOTED HEREIN.

23. 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 IS TO BE PLACED THAT EXCEED THE DESIGN FLOOR LIVE LOAD.

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

SHOP DRAWINGS AND PRODUCT DATA

1. THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS IS ONLY FOR REVIEW OF GENERAL

COMPLIANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND THE INFORMATION PROVIDED

IN THE CONTRACT DOCUMENTS. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO

REVIEW THE SHOP DRAWINGS PRIOR TO SUBMITTING TO THE ARCHITECT. THE GENERAL

CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES AND

DIMENSIONS, SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION;

COORDINATING THE WORK WITH THAT OF ALL OTHER TRADES; AND PERFORMING THE WORK IN

A SAFE AND SATISFACTORY MANNER.

2. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ANY

ITEMS REQUIRED BY THE SPECIFICATIONS. THE SUBMITTALS, TESTING & INSPECTION MATRIX IS PROVIDED AS A GUIDE ONLY, AND MAY NOT BE ALL-INCLUSIVE. CONSTRUCTION DOCUMENTS

SHALL NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.

3. THE GENERAL CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS AND PRODUCT

DATA FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS PRIOR TO SUBMITTAL. ANY

SHOP DRAWINGS OR PRODUCT DATA NOT REVIEWED AND STAMPED BY THE GENERAL

CONTRACTOR WILL BE RETURNED WITHOUT REVIEW. THE CONTRACTOR SHALL CLOUD OR

FLAG ALL ITEMS NOT IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

4. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM THE ORIGINAL CONTRACT DRAWINGS

SHALL BE CLOUDED BY THE MANUFACTURER OR FABRICATOR. THE STRUCTURAL ENGINEER

RESERVES THE RIGHT TO ALLOW OR NOT ALLOW ANY CHANGES TO THE ORIGINAL CONTRACT

DRAWINGS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW.

5. THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT DRAWINGS. ITEMS OMITTED

OR SHOWN INCORRECTLY AND WHICH ARE NOT NOTED AS ALLOWED BY THE STRUCTURAL

ENGINEER OR ARCHITECT ARE NOT TO BE CONSIDERED CHANGES TO THE ORIGINAL

CONTRACT DRAWINGS.

6. SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS OR OMISSIONS

ARE FOUND DURING REVIEW.

7. SUBMIT NOT MORE THAN FIVE (5) SETS FOR ANY ONE SUBMITTAL. ONE COPY WILL BE

RETAINED BY THE STRUCTURAL ENGINEER AND THE BALANCE RETURNED.

8. ALLOW A MINIMUM OF FIVE WORKING DAYS FOR REVIEW OF SHOP DRAWINGS BY THE

STRUCTURAL ENGINEER.

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 :

ACTUAL WEIGHT OF MATERIALS

FHP ENCLOSURE 33 KIPS

3. LIVE LOADS:

ROOF LIVE LOAD 20 PSF/300LB

GENERATOR FLOOR 200 PSF

SLAB 250 PSF

4. SNOW LOADS:

A. RISK CATEGORY IV

B. GROUND SNOW LOAD, pg 22 PSF C. MINIMUM ROOF SNOW LOAD, ps 18.5 PSF D. SNOW EXPOSURE FACTOR, Ce 1.0 E. THERMAL FACTOR, Ct 1.2 F. SLOPE FACTOR, Cs 1.0

G. DRIFT CRITERIA N/A

5. WIND DESIGN CRITERIA:

A. RISK CATEGORY IV

B. DESIGN WIND SPEED (VULT) 120 MPH

C. DESIGN WIND SPEED (VASD) 93 MPH

D. EXPOSURE CATEGORY C

E. TOPOGRAPHIC FACTOR (KZT) 1.0

F. GCPI +/-0.18

G. GUST FACTOR 0.85

H. WIND BASE SHEAR 7.0 KIPS

6. TORNADO DESIGN CRITERIA:

A. RISK CATEGORY IV

B. DESIGN WIND SPEED (VULT) 113 MPH

C. DESIGN WIND SPEED (VASD) 88 MPH

D. EFFECTIVE PLAN AREA (Ae) 250,000 SF

E. EXPOSURE CATEGORY C

F. TOPOGRAPHIC FACTOR (KZTOR) 1.0

G. GCPITOR +/-0.55

H. GUST FACTOR 0.85

I. WIND BASE SHEAR 8.1 KIPS

7. SEISMIC DESIGN CRITERIA:

A. RISK CATEGORY IV

B. IMPORTANCE FACTOR 1.50

C. SITE CLASS D

D. SS 0.32

E. SMS 0.35

F. SDS 0.23

G. S1 0.081

H. SM1 0.17

I. SD1 0.11

J. SEISMIC DESIGN CATEGORY C

K. STRUCTURAL SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

L. RESPONSE MODIFICATION COEFFIENT (R): 3.0

M. OVERSTRENGTH FACTOR (W0): 3.0

N. ANALYSIS AND DESIGN CRITERIA

a. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

O. RESPONSE COEFFICIENT (CS) 0.115

P. SEISMIC BASE SHEAR 3.8 KIPS

8. ROOF DRAIN LOAD DATA

A. 15-MINUTE RAIN INTENSITY 9.84 IN/HR

B. 60-MINUTE RAIN INTENSITY 5.07 IN/HR

9. FLOOD DESIGN DATA, NOT IN FLOOD ZONE

GEOTECHNICAL DESIGN CRITERIA

1. THE FOUNDATION DESIGN IS BASED UPON THE IBC PRESUMPTIVE LOAD-BEARING VALUES.

STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECT OF THIS

PROJECT.

2. OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER LICENSED IN THE STATE OF JURISDICTION

TO PERFORM NECESSARY TESTING AND INSPECTIONS FOR QUALITY CONTROL AND TO ENSURE

THAT THE REQUIREMENTS OF THE PROJECT ARE COMPLIED WITH. TEST REPORTS SHALL BE

SUBMITTED DIRECTLY TO THE ARCHITECT AND ENGINEER FROM THE GEOTECHNICAL

ENGINEER, WITH A COPY TO THE CONTRACTOR.

3. FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, EXISTING

FOUNDATIONS, ETC., OR ANY UNUSUAL SOILS CONDITIONS ENCOUNTERED DURING SITE

CLEARING OR EXCAVATION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT

IMMEDIATELY. DO NOT PROCEED UNTIL WRITTEN INSTRUCTIONS TO REMEDY ARE RECEIVED.

ABANDONED FOOTINGS, NEW OR EXISTING UTILITIES, ETC., THAT INTERFERE WITH NEW

CONSTRUCTION SHALL BE REROUTED OR REMOVED AS DIRECTED BY THE ARCHITECT.

4. SLOPE ALL EXTERIOR FINISHED GRADES AWAY FROM THE BUILDING TO ENSURE NO PONDING

OF WATER OCCURS AROUND BUILDINGS.

5. INSTALL ALL UNDERSLAB PIPING AND ELECTRICAL WORK AND RECOMPACT ANY DISTURBED

COMPACTED MATERIAL BEFORE PLACEMENT OF CONCRETE SLAB ON GRADE.

6. CONTRACTOR IS RESPONSIBLE FOR ALL SHORING, CRIBBING, SHEET PILING, ETC. AS REQUIRED

TO SAFELY RETAIN EXCAVATIONS AND TRENCHES DURING CONSTRUCTION. CONTRACTOR

SHALL RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF JURISDICTION TO

DESIGN ALL SHORING, TIE BACKS, ETC. WHERE SHORING IS TO BE PERMANENT, THE DESIGN

MUST MEET ALL REQUIREMENTS OF THE BUILDING CODE.

7. 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."

8. REFER TO THE PLANS FOR PERIMETER INSULATION REQUIREMENTS.

9. SOIL DESIGN PARAMETERS (SHALLOW FOUNDATIONS):

A. MINIMUM DEPTH OF BOTTOM OF FOOTINGS = 2'-0" BELOW LOWEST ADJACENT GRADE

B. MINIMUM WIDTH OF COLUMN FOOTINGS = 2'-6"

C. MINIMUM WIDTH OF CONTINUOUS FOOTINGS = 1'-4"

D. FROST DEPTH = 1'-6"

E. ALLOWABLE NET VERTICAL BEARING PRESSURE FOR ISOLATED/PAD FOOTINGS = 1500

PSF

F. ALLOWABLE NET VERTICAL BEARING PRESSURE FOR CONTINUOUS FOOTINGS = 1500

PSF

G. COEFFICIENT OF FRICTION BETWEEN AGGREGATE BASE AND CONCRETE = 0.3

(ULTIMATE VALUE)

H. PASSIVE EARTH PRESSURE = 100 PCF (NON-EXPANSIVE CLAY)

I. UNIT WEIGHT = 120 PCF (NON-EXPANSIVE CLAY)

J. SOIL SITE CLASS = D

CAST IN PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301, "SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE", EXCEPT AS MODIFIED BY THE CONTRACT DOCUMENTS.

2. CONCRETE SHALL BE READY MIXED CONCRETE IN ACCORDANCE WITH ASTM C94. MINIMUM 28

DAY COMPRESSIVE STRENGTH SHALL BE 4000 PSI EXCEPT AS FOLLOWS:

A. CONCRETE EXPOSED TO FREEZE/THAW CYLCLE 4,500 PSI

3. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, TYPE II, OR TYPE V IF RECOMMENDED BY

GEOTECHNICAL ENGINEER FOR FOUNDATION ELEMENTS. CONCRETE EXPOSED TO SOIL SHALL

HAVE TYPE II CEMENT AND A MAXIMUM W/C RATIO OF 0.5 . AGGREGATE PER ASTM C33.

LIGHTWEIGHT AGGREGATE PER ASTM C330. MAXIMUM 4" SLUMP FOR ALL CONCRETE. DO NOT

TAMP SLABS (USE ROLLER BUG, VIBRATING SCREED OR BULL FLOAT ONLY). CONCRETE

CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE FIELD-VERIFIED 3" MAXIMUM SLUMP

PRIOR TO ADDING ADMIXTURE AND 8" MAXIMUM SLUMP AT PLACEMENT. MIX DESIGNS SHALL

BE DESIGNED BY THE CONCRETE PRODUCTION FACILITY IN ACCORDANCE WITH ACI 301 AND

APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. PROVIDE

AIR-ENTRAINING ADMIXTURE AT ALL CONCRETE EXPOSED TO FREEZE/THAW CYCLES AT A RATE

ADEQUATE TO PROVIDE 6.0% AIR AT POINT OF PLACEMENT. DO NOT ALLOW AIR CONTENT OF

INTERIOR TROWEL FINISHED SLABS TO EXCEED 3.0%.

4. WHERE INDICATED FIBER MESH REINFORCEMENT IN SLABS ON GRADE SHALL CONFORM TO

ASTM C1116, TYPE III, SYNTHETIC FIBERS OF 100 PERCENT VIRGIN POLYPROPYLENE

FIBRILLATED FIBERS CONTAINING NO REPROCESSED OLEFIN MATERIALS. PROVIDE MINIMUM OF

1.5 POUNDS OF FIBERS PER CUBIC YARD OF CONCRETE USED.

5. CONCRETE SHALL BE FREE OF CALCIUM CHLORIDE. NO FLY ASH ADDITIVES SHALL BE

PERMITTED IN CONCRETE FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. WHEN

USED, FLY ASH SHALL CONFORM TO ASTM C618, CLASS F OR C. FLY ASH SHALL NOT REPLACE

MORE THAN 25% OF CEMENT BY WEIGHT.

6. CONTINUOUS SPECIAL INSPECTION: REQUIRED FOR DESIGN STRENGTHS EXCEEDING 2500 PSI.

7. PROVIDE SLEEVES FOR UTILITY OPENINGS IN CONCRETE BEFORE PLACING CONCRETE. DO NOT

CUT ANY CONFLICTING REINFORCING.

8. NO CONSTRUCTION JOINTS OTHER THAN THOSE SHOWN ON THE DRAWINGS SHALL BE

INSTALLED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. PROVIDE 3/4" CHAMFER AT

ALL EXTERIOR CORNERS AND EDGES OF PERMANENTLY EXPOSED CONCRETE.

9. DO NOT SUBJECT CONCRETE TO ANY PROCEDURE THAT WILL CAUSE SEGREGATION. DEPOSIT

CONCRETE AS NEAR AS PRACTICABLE TO THE FINAL POSITION TO AVOID SEGREGATION.

10. CONCRETE FOOTINGS AND PADS MAY BE POURED AGAINST NEAT EXCAVATIONS PROVIDED

THE REQUIRED CONCRETE COVERAGE FOR REINFORCING IS MAINTAINED.

11. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED

BE VIBRATED ONLY AROUND EMBEDDED ITEMS AND UNDERFLOOR DUCTS, ETC. MECHANICALLY

VIBRATE ONLY THE TOP 5 FEET OF DRILLED PIER CONCRETE. REVIBRATE TOP OF DRILLED PIER

15 MINUTES AFTER PLACING CONCRETE.

12. MIXING AND DELIVERY AS MEASURED FROM BATCH TIME TO COMPLETION OF DISCHARGE

FROM TRUCK SHALL NOT EXCEED 90 MINUTES. WHEN AIR TEMPERATURE IS ABOVE 90 DEG F (32

DEG C), REDUCE MIXING, DELIVERY TIME AND DISCHARGE TO 60 MINUTES.

13. CURE EXPOSED CONCRETE FOR A MINIMUM OF 7 DAYS IN ACCORDANCE WITH ACI 308.1

PROCEDURES IN ORDER TO PREVENT CRACKING. CURE WITH CURING AND SEALING

COMPOUND, MOIST CURING, MOISTURE-RETAINING COVER CURING, OR COMBINATIONS

THEREOF. IF CURING COMPOUND IS USED, APPLY AT A RATE SPECIFIED BY THE

MANUFACTURER. CONCRETE SHALL BE MAINTAINED ABOVE 50 DEGREES F AND IN A MOIST

CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT.ALL CONCRETE SHALL BE TESTED

BY AN INDEPENDENT TESTING AGENCY AND RESULTS REPORTED TO THE ARCHITECT.

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

ACI STANDARD PROCEDURES.

15. 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.

16. CHAMFER: 3/4 INCH ON EXPOSED CORNERS.

REINFORCING

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

315, ACI 318 AND CRSI "MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE

CONSTRUCTION.

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

A615 GRADE 60 fy = 60 KSI. WELDED WIRE FABRIC PER ASTM A185, WIRE PER ASTM A82, FABRICATED IN FLAT SHEETS (NOT ROLLED)

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

SHALL BE ACCORDING TO AWS D1.4.

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 OR PERMANENTY

EXPOSED TO 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

COLUMNS (TO TIES) 1 1/2"

BEAMS (TO STIRRUPS) 1 1/2"

SUSPENDED SLABS 3/4"

ALL OTHER PER LATEST EDITION OF ACI 318

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.

9. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH. LAP WELDED WIRE FABRIC SO

THAT THE OVERLAP BETWEEN OUTERMOST CROSS WIRES OF EACH SHEET IS NOT LESS THAN

THE CROSS WIRE SPACING BUT NOT LESS THAN 6 INCHES. ALL SPLICE LOCATIONS SUBJECT TO

APPROVAL AND SHALL BE MADE IN ACCORDANCE WITH THE DRAWINGS. EXTEND ALL

HORIZONTAL REINFORCING CONTINUOUS AROUND CORNERS AND INTERSECTIONS OR

PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND

INTERSECTIONS OF FOOTINGS AND WALLS.

10. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS. DOWEL ALL VERTICAL

REINFORCING TO FOUNDATION. SKEW HOOKS AS REQUIRED FOR CONCRETE COVER.

SECURELY TIE ALL BARS IN POSITION BEFORE PLACING CONCRETE. "WET STICKING" OF

DOWELS IS NOT PERMITTED.

11. SPLICED BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH UNLESS NOTED OTHERWISE.

REINFORCING BARS NOTED "CONTINUOUS" OR WITH LENGTH NOT SHOWN SHALL BE FULLY

CONTINUOUS AND SPLICED ONLY AS SHOWN, OR WHERE APPROVED BY THE ENGINEER.

12. REINFORCING BAR HOOKS SHALL BE STANDARD ACI HOOKS UNLESS NOTED OTHERWISE.

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 (ALLOWABLE STRESS DESIGN), 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:

WIDE FLANGE SHAPES: A992 (FY = 50 KSI)

CHANNELS AND ANGLES: A36 (FY = 36 KSI)

PLATES: A572 GR 50 (FY = 50 KSI)

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

ANCHOR RODS: F1554 (GRADE PER DETAILS)

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

WELDING ELECTRODES: E70XX

3. ANCHOR BOLTS AND PLAIN THREADED RODS AND ANCHORS SHALL BE ASTM A36 OR A307,

GRADE A.BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL

WASHERS.

4. WHERE CONNECTIONS ARE NOT FULLY DETAILED IN DRAWINGS INCLUDE ALL STEEL-TO-STEEL

CONNECTIONS AND STEEL-TO-STEEL PORTION OF ALL CONNECTIONS TO OTHER MATERIALS.

DESIGN CONNECTIONS FOR SPECIFIC FORCES WHERE SHOWN ON THE DRAWINGS. WHERE

SPECIFIC FORCES ARE NOT SHOWN, DESIGN SHALL BE FOR MAXIMUM CONDITIONS BASED ON

CAPACITIES OF CONNECTING MEMBERS

5. 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.

6. BOLTS SHALL BE ASTM A325N. ALL HIGH-STRENGTH BOLTS SHALL BE TIGHTENED TO THE

SNUG-TIGHT CONDITION AS DEFINED BY AISC UNLESS NOTED OTHERWISE.

7. ALL STRUCTURAL STEEL AND ANY PORTION THEREOF EXPOSED TO WEATHER, LOCATED IN

NON-AIR-CONDITIONED SPACES, EXPOSED TO MOISTURE OUTSIDE THE BUILDING ENVELOPE,

LOCATED INSIDE EXTERIOR CFS STUD WALLS, AND SPECIFIED AS GALVANIZED IN THE PLANS

AND DETAILS SHALL BE HOT DIPPED GALVANIZED. PROVIDE BOLTS, NUTS AND WASHERS THAT

ARE HOT DIPPED GALVANIZED ACCORDING TO ASTM A153, CLASS C. ALL NUTS, BOLTS,

WASHERS, AND OTHER CONNECTION HARDWARE USED IN THE CONNECTIONS OF HOT-DIPPED

GALVANIZED MEMBERS SHALL ALSO BE HOT-DIPPED GALVANIZED.

8. WELDING ELECTRODES SHALL CONFORM TO AWS D1.1, GRADE E70XX. E90 SERIES

ELECTRODES SHALL BE USED FOR ASTM A706 REINFORCING BARS. ALL WELDING SHALL BE

DONE BY WELDERS HOLDING VALID CERTIFICATES ISSUED BY AN ACCEPTED TESTING AGENCY

AND HAVING CURRENT EXPERIENCE IN TYPE OF WELDS SHOWN ON THE DRAWINGS OR NOTES.

ALL WELDING PER AMERICAN WELDING SOCIETY STANDARDS. CONTRACTOR MAY SHOP WELD

OR FIELD WELD AT THEIR DISCRETION. SHOP WELDS OR FIELD WELDS SHALL BE SHOWN ON

SHOP DRAWINGS. FULL PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN

INDEPENDENT TESTING LABORATORY.

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

10. 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.

11. 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.

12. DEFORMED BAR ANCHOR STUDS SHALL BE NELSON D2L GRANULAR FLUX-FILLED REBAR STUDS

OR APPROVED EQUAL MADE FROM LOW CARBON COLD ROLLED STEEL WITH A MINIMUM

TENSILE STRENGTH OF 70,000 PSI. STUD WELDING INSPECTION AND TESTING SHALL CONFORM

TO AWS D1.1.

13. HEADED STUDS SHALL BE NELSON GRANULAR FLUX-FILLED HEADED ANCHOR STUDS OR

APPROVED EQUIVALENT, MADE FROM COLD FINISHED LOW CARBON STEEL, AND SHALL

CONFORM TO ASTM A108, GRADES 1015 OR 1020 WITH A MINIMUM TENSILE STRENGTH OF 60,000

PSI. STUD WELDING INSPECTION AND TESTING SHALL CONFORM TO AWS D1.1.

14. 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.

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

PRIOR TO FABRICATION.

16. 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.

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

ALLOWED.

18. 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.

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

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 5000 PSI.

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ADDL ADDITIONAL

ADH ADHESIVE

AFF ABOVE FINISH FLOOR

AFG ABOVE FINISH GRADE

ALUM ALUMINUM

ANC ANCHOR

APRX APPROXIMATE

APVD APPROVED

ARCH ARCHITECTURAL

BC BOTTOM CHORD

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOL BOLLARD

BOT BOTTOM

BP BASE PLATE

BRG BEARING

BTB BACK TO BACK

BTW BETWEEN

C CHANNEL SHAPE

CHD CHORD

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CL CENTERLINE

CLJ CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY

UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CTC CENTER TO CENTER

CTR CENTER

CY CUBIC YARD

D DEEP

DBA DEFORMED BAR

ANCHOR

DBL DOUBLE

DEMO DEMOLITION

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DIST DISTANCE

DL DEAD LOAD

DT DOUBLE TEE

DTL DETAIL

DWG DRAWING

DWL DOWEL

E EAST

EA EACH

ECC ECCENTRIC

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ENGR ENGINEER

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EWEF "EACH WAY, EACH

FACE"

EWTB "EACH WAY, TOP AND

BOTTOM"

EXP EXPANSION

EXST EXISTING

FAB FABRICATOR

FD FLOOR DRAIN

FDTN FOUNDATION

FG FINISHED GRADE

FIG FIGURE

FIN FINISH

FLR FLOOR

FOC "FACE OF CONCRETE,

FACE OF CURB"

FR FRAME

FRP FIBERGLASS

REINFORCED

PLASTIC

FT "FEET, FOOT"

FTG FOOTING

FV FIELD VERIFY

GA GAGE (METAL

THICKNESS)

GALV GALVANIZED

GEN GENERAL

GR GRADE

GRTG GRATING

HC HOLLOW CORE

HDR HEADER

HORIZ HORIZONTAL

HP HIGH POINT

HS HEADED STUD

HSS HOLLOW

STRUCTURAL SHAPE

HT HEIGHT

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INT "INTERIOR,

INTERSECTION"

INV INVERT

JF JOINT FILLER

JST JOIST

JT JOINT

K KIP

KB KNEE BRACE

KLF KIPS PER LINEAR

FOOT

KSI KIPS PER SQUARE

INCH

L "ANGLE, LENGTH"

LAD LADDER

LB POUND

LF LINEAR FOOT

LG LONG

LIN LINEAR

LLH LONG LEG

HORIZONTAL

MEMBER

MC MOMENT

CONNECTION

MCJ MASONRY CONTROL

JOINT

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

ML MASONRY LINTEL

N NORTH

NIC NOT IN CONTRACT

NOM NOMINAL

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OVHG OVERHANG

PAR PARALLEL

PCF POUNDS PER CUBIC

FOOT

PCLJ PARTIAL CONTROL

JOINT

PEN PENETRATION

PL PLATE

PLBG PLUMBING

PLF POUNDS PER LINEAR

FOOT

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PS "PIPE SUPPORT,

PUMP STATION "

PSF POUNDS PER

SQUARE FOOT

PSI POUNDS PER

SQUARE INCH

PT POINT

PVC POLYVINYL CHLORIDE

QTY QUANTITY

RECT RECTANGULAR

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

REV REVISION

RO ROUGH OPENING

RTW RETAINING WALL

S SOUTH

SCH SCHEDULE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SL SLOPE

SLTD SLOTTED

SOG SLAB ON GRADE

SPA SPACING

SPEC SPECIFICATION

SQ SQUARE

SST STAINLESS STEEL

STD STANDARD DETAIL

STIR STIRRUP

STL STEEL

STR "STRUCTURAL,

STRAIGHT"

SUSP SUSPENDED

T&B TOP AND BOTTOM

T/ TOP OF

TD TRENCH DRAIN

TEMP TEMPORARY

THK THICK

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOG TOP OF GRATING

TOM TOP OF MASONRY

TOS "TOP OF SLAB, TOP

OF STEEL"

TOW TOP OF WALL

TPG "TOPPING, THROUGH

PLATE GIRDER"

TYP TYPICAL

ULT ULTIMATE

UNO UNLESS NOTED

OTHERWISE

VERT VERTICAL

VOL VOLUME

W "WEST, WIDE, WIDE

FLANGE BEAM"

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WLD WELDED

WM WIRE MESH

WP WORK POINT

WS WATERSTOP

WT WEIGHT

WWF WELDED WIRE

FABRIC

GENERAL STRUCTURAL ABBREVIATIONS

E, O

N S

G R

O U

D R

B Y:

C H

D B

E D

1 2 3 4 5

R M

1 2 3 4 5

E D

SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

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DESIGN

W W

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L F

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03 11

CUI

STATEMENT OF QUALITY ASSURANCE / SPECIAL INSPECTIONS

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

3-301-01 AND IBC 2024, 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.

STRUCTURAL OBSERVATION TABLE

OBSERVATION ITEM STAGE OF CONSTRUCTION DESCRIPTION

SOILS AND REINF. PRIOR TO CONC. POUR OBSERVE SOIL COMPACTION

AND REINFORCEMENT

CONCRETE AT 50%

INSTALLATION

50% OF INSTALLATION OBSERVE CONCRETE

CONSTRUCTION

CONTINUOUS PERIODIC REFERENCED STANDARD

1. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT.

2. INSPECTION OF ANCHORS CAST IN CONCRETE

3. INSPECT ANCHOR POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATION TO RESIST SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 3.a.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

5. 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 TECHNIQUES.

7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

8. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED.

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

IBC 1908.4

- X ACI 318: 17.8.2

IBC: -

- X ACI 318: CH. 19, 26.4.3, 26.4.4

IBC 1904.1, 1904.2, 1908.2, 1908.3

X - ASTM C172, ASTM C31

ACI 318: 26.4, 26.12

IBC 1908.10

X - ACI 318: 26.5

IBC 1908.6, 1908.7, 1908.8

- X ACI 318: 26.5.3-26.535

IBC 1908.9

- X ACI 318: 26.11.1.2(b)

IBC: -

VERIFICATION AND INSPECTION

TABLE 1705.3

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

X - ACI 318: 17.8.2.4

IBC: -

- X ACI 318: 17.8.2

IBC: -

TABLE 1705.6

REQUIRED VERIFICATION AND INSPECTION OF SOILS (BY GEOTECHNICAL ENGINEER)

VERIFICATION AND INSPECTION TASK CONTINUOUS PERIODIC

- X

X -

- X

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATION ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES

AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVE SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

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.

FABRICATOR AND ERECTOR QUALITY CONTROL PROGRAM

REFERENCE AISC 360, CHAPTER N, SECTION N2.

FABRICATOR AND ERECTOR DOCUMENTS

REFERENCE AISC 360, CHAPTER N, SECTION N3.

SUBMITTALS FOR STEEL CONSTRUCTION AND AVAILABLE DOCUMENTS FOR STEEL CONSTRUCTION

SHALL CONFORM TO AISC 360, SECTION N3.

INSPECTION AND NONDESTRUCTIVE TESTING PERSONNEL

REFERENCE AISC 360, CHAPTER N, SECTION N4

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.

MINIMUM REQUIREMENTS FOR INSPECTION OF STRUCTURAL STEEL BUILDINGS

REFERENCE AISC 360, CHAPTER N, SECTION N5.

QUALITY CONTROL INSPECTIONS BY THE FABRICATOR’S OR ERECTOR’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.

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.

THE FABRICATOR’S QUALITY CONTROL INSPECTOR SHALL INSPECT THE FOLLOWING AS A MINIMUM, AS APPLICABLE:

1. 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 AISC 360, SECTION M2.

3. SHOP HEATING FOR STRAIGHTENING, CAMBERING AND CURVING IN ACCORDANCE WITH AISC

360, SECTION M2.1.

4. TOLERANCES FOR SHOP FABRICATION IN ACCORDANCE WITH SECTION 6 OF THE CODE OF

STANDARD PRACTICE.

THE ERECTOR’S QUALITY CONTROL INSPECTOR SHALL INSPECT THE FOLLOWING AS A MINIMUM, AS

APPLICABLE:

1. FIELD WELDING, HIGH-STRENGTH BOLTING, AND DETAILS IN ACCORDANCE WITH AISC 360, SECTION N5.

2. STEEL DECK AND HEADED STEEL STUD ANCHOR PLACEMENT AND ATTACHMENT IN

ACCORDANCE WITH AISC 360, SECTION N6. FIELD CUT SURFACES IN ACCORDANCE WITH AISC

360, SECTION M2.2.

3. FIELD HEATING FOR STRAIGHTENING IN ACCORDANCE WITH AISC 360, SECTION M2.1.

TOLERANCES FOR FIELD ERECTION IN ACCORDANCE WITH SECTION 7.13 OF THE CODE OF

STANDARD PRACTICE.

TABLE N5.4-1, AISC 360-22 INSPECTION TASKS PRIOR TO WELDING

INSPECTION TASKS PRIOR TO WELDING QC QA

WELDING PROCEDURES SPECIFICATIONS (WPSs) AVAILABLE P P

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

WELDER IDENTIFICATION SYSTEM1

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

- JOINT PREPARATION

- DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL)

- CLEANLINESS (CONDITION OF STEEL SURFACES)

- SHIELDING GAS TYPE/FLOW RATE

- TACKING (TACK WELD QUALITY AND LOCATION)

- BACKING TYPE AND FIT (IF APPLICABLE)

P P

O O

CONFIGURATION AND FINISH OF ACCESS HOLES O O

FIT-UP OF FILLET WELDS

- DIMENSIONS (ALIGNMENT, GAPS, AT ROOT)

- CLEANLINESS (CONDITION OF STEEL SURFACES)

- TACKING (TACK WELD QUALITY AND LOCATION)

O O

CHECK WELDING EQUIPMENT O -

1 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.

TABLE N5.4-3, AISC 360-22 INSPECTION TASKS AFTER WELDING

INSPECTION TASKS AFTER WELDING QC QA

WELDS CLEANED O O

SIZE, LENGTH AND LOCATION OF WELDS

WELDS MEET VISUAL ACCEPTANCE CRITERIA

- CRACK PROHIBITION

- WELD/BASE-METAL FUSION

- CRATER CROSS SECTION

- WELD PROFILES

- WELD SIZE

- UNDERCUT

- POROSITY

P P

1 WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE k-AREA, VISUALLY INSPECT THE WEB k-AREA FOR CRACKS WITHIN 3 INCHES (75 mm) OF THE

WELD.

P P

ARC STRIKES P P

k-AREA1 P P

BACKING REMOVED & WELD TABS REMOVED (IF REQUIRED) P P

REPAIR ACTIVITIES P P

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED

JOINT OR MEMBER

P P

TABLE N5.4-2, AISC 360-22 INSPECTION TASKS DURING WELDING

INSPECTION TASKS DURING WELDING QC QA

USE OF QUALIFIED WELDERS O O

CONTROL AND HANDLING OF WELDING CONSUMABLES

- PACKAGING

- EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

- WIND SPEED WITHIN LIMITS

- PRECIPITATION AND TEMPERATURE

O O

WPS FOLLOWED

- 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)

O O

WELDING TECHNIQUES

- INTERPASS AND FINAL CLEANING

- EACH PASS WITHIN PROFILE LIMITATIONS

- EACH PASS MEETS QUALITY REQUIREMENTS

O O

E, O

N S

G R

O U

D R

B Y:

C H

D B

E D

1 2 3 4 5

R M

1 2 3 4 5

E D

SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L E

L F

B- T

N, B

N O

-2

-S R

SD-101

P G

O U

C H

O N

En gr

\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

LIT

ILI

04 11

GENERAL NOTES

KEYED NOTES

1. THE DRAWING WAS PREPARED FROM EXISTING DRAWINGS AND LIMITED ACCESS

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

2. DO NOT DAMAGE EXISTING BUILDING FOUNDATIONS OR UNDERGROUND UTILITIES.

3. DO NOT UNDERMINE EXISTING CONSTRUCTION WITHOUT UNDERPINNING. DO NOT

DAMAGE EXISTING CONSTRUCTION DURING NEW WORK.

4. REPLACE CONCRETE SIDEWALK AS REQUIRED TO INSTALL NEW FOUNDATIONS.

REMOVE EXISTING GENERATOR. REFER TO ELECTRICAL.

DEMOLISH AND REMOVE EXISITNG ENCLOSURE PRE-CAST CONCRETE

WALLS. NO ASBUILTS AVAILABLE.

DEMOLISH AND REMOVE EXISITNG CONCRETE FOUNDATONS OF ENCLOSURE.

NO ASBUILTS AVAILABLE. ASSUMED FOUNDATIONS INCLUDE CONCRETE

STRUCTURAL SLAB, PAD, GRADE BEAMS, AND PIERS. IF PIERS ARE PRESENT

DEMOLISH 6'-0" BELOW GRADE.

SD-101

STRUCTURAL DEMOLITION PLAN

SCALE: 3/16" = 1'-0"

SD-101

AERIAL IMAGE WITH UTILITIES

NTS

CUI

B820 - E

EXISITNG WALKWAY - E

EXISITNG EAST ELECTRICAL ROOMEXISITNG EAST MECHANICAL ROOM POWER PLANTS

OFFICE

U05

EXISITNG

STORM WATER

EXISITNG

CURB

EXISITNG

CURB

EXISTING

SOD

EXISITNG

DRIVE

EXISTING

CONCRETE PAD

TO REMAIN

UTILITY

BOX

E, O

N S

G R

O U

D R

B Y:

C H

D B

E D

1 2 3 4 5

R M

1 2 3 4 5

E D

SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L E

L F

B- T

N, B

N O

-2

-S R

S-101

P G

O U

C H

O N

En gr

\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

ILI

05 11

KEYED NOTES

5” CONCRETE SLAB-ON-GRADE REINFORCE WITH #3 AT 12” O.C. E.W. MID-DEPTH.

THICKENED SLAB EDGE 12”x18” REINFORCE WITH (2) - #5 CONTINUOUS AND #3

DOWELS AT 12" O.C.

PROVIDE SLAB OPENING REINFORCING PER 4/S-501.

1'-8” x 4'-3” x 4'-3” FOOTING REINFORCE WITH (6)-#5 E.W. BOTTOM AND (4) - #4

E.W. TOP.

1'-8” x 1'-8” x 3'-8” PILASTER REINFORCE WITH (8) - #7 VERTICAL DOWELS AND #4

TIES AT 3” O.C. TOP 1'-0” THEN 12” O.C.

ENCLOSURE POSTS, BASE PLATES, AND ANCHORS (BY OTHERS).

4 12" Ø x 2'-0” REMOVEABLE SAFETY BOLLARDS, BASE, AND ANCHORS (BY

OTHERS). `

S-101

NEW STRUCTURAL FOUNDATON PLAN

SCALE: 3/16" = 1'-0"

GENERAL NOTES

1. THE DRAWING WAS PREPARED FROM EXISTING DRAWINGS AND LIMITED ACCESS

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

2. DO NOT DAMAGE EXISTING BUILDING FOUNDATIONS OR UNDERGROUND UTILITIES.

3. DO NOT UNDERMINE EXISTING CONSTRUCTION WITHOUT UNDERPINNING. DO NOT

DAMAGE EXISTING CONSTRUCTION DURING NEW WORK.

4. REPLACE CONCRETE SIDEWALKS AS REQUIRED TO INSTALL NEW FOUNDATIONS.

S-101

AERIAL IMAGE WITH UTILITIES

NTS

CUI

36'-0"

'-9

4'- 5"

6" TY

3'-2"7'-5"7'-5"7'-5"7'-5"3'-2"

EXISITNG

STORM

WATER

EXISITNG

CURB

EXISTING

CONCRETE

PAD TO

REMAIN

UTILITY

BOX

EXISITNG

CURB

EXISTING

SOD

EXISITNG

DRIVE

B820 - E

EXISITNG WALKWAY - E

EXISITNG EAST ELECTRICAL ROOMEXISITNG EAST MECHANICAL ROOM

1'-6"

POWER PLANTS

OFFICE

EXISITNG WALKWAY - E

5'-0"

FHP PAD

12'-0" 12'-0"

7'-

61 2" CJ CJ

12'-0"

2'-5"

1'-

1 2" 1'-

1 2"

S-501

12'-0"12'-0"9'-7"

EXISITNG

STORM

WATER

EXISITNG

CURB

EXISTING

CONCRETE

PAD TO

REMAIN

UTILITY

BOX

EXISITNG

CURB

EXISTING

SOD

EXISITNG

DRIVE

B820 - E

EXISITNG WALKWAY - E

EXISITNG EAST ELECTRICAL ROOMEXISITNG EAST MECHANICAL ROOM

POWER PLANTS

OFFICE

EXISITNG WALKWAY - E

FHP PAD

E, O

N S

G R

O U

D R

B Y:

C H

D B

E D

1 2 3 4 5

R M

1 2 3 4 5

E D

SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L E

L F

B- T

N, B

N O

-2

-S R

S-501

P G

O U

C H

O N

En gr

\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

ILS

06 11

CUI

BAR SIZE

#3 THRU #5

ALL OTHER BARS

TABLE 2 - STIRRUP & TIE REINF

MIN BEND DIA *

4 BAR DIA

SEE TABLE 1

BEND DIA

TABLE 1 - PRIMARY REINF

BAR BEND

ALL GRADES OF

REINFORCEMENT

BAR SIZE MIN BEND DIA *

6 BAR DIA

8 BAR DIA

10 BAR DIA

#3 THRU #8

#9, #10, & #11

#14 & #18

NOTES:

* MEASURED ON INSIDE OF BAR

1. ALL REINF BENT COLD FIELD

2. BENDING NOT PERMITTED UNO

BEND DIA

6 B

BEND DIA

4 BAR DIA

OR 2 1/2" MIN

BEND DIA 6 B

AR DIA

OR 4"

MIN

S-501

REINFORCING BEND DETAIL

BAR SIZE TOP BARS OTHER BARS

HOOKED DEVELOPMENT

LENGTH, Ldh

LAP SPLICE LENGTH/

DEVELOPMENT LENGTH

#10

#11

24" 18" 6"

32" 25" 8"

40" 31" 10"

48" 31" 12"

70" 54" 14"

80" 62" 16"

95" 73" 18"

117" 90" 20"

113" 87" 22"

NOTES:

1. TABULATED VALUES ARE FOR NORMAL WEIGHT CONCRETE. DIVIDE BY

0.75 FOR LIGHTWEIGHT CONCRETE.

2. TABULATED VALUES ARE FOR UNCOATED BARS.

3. TABULATED VALUES ASSUME CLEAR COVER IS AT LEAST 1 BAR

DIAMETER AND CLEAR SPACING IS AT LEAST 2 BAR DIAMETERS.

4. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF…

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