Att.10_260004_Drawings.pdf

PDF 4 MB Posted Oct 16, 2026

Attached to: WWYK260004 - REPAIR STRUCTURAL INTEGRITY, B1134, POST 34 & NORTH WALL
Solicitation number: FA813727R0001
Issued by: Department of the Air Force Materiel Command Air Force Sustainment Center

About this file

Written by GovTribe AI · Oct 16, 2026

This file is a 35% Design set of construction documents for a structural repair project at Tinker Air Force Base, Oklahoma. The project, identified as WWYK260004, involves repairs to structural integrity of Building B1134, specifically addressing Post 34 and the North Wall. The work is being managed by the Air Force Materiel Command, 72nd Air Base Wing Civil Engineer Directorate.

The primary scope includes replacing existing wood 5x5 columns with new 6x6 treated Southern Pine No. 2 columns, replacing 2x6 wood diagonal wall braces with treated Southern Pine No. 2 braces, removing and replacing existing metal siding, replacing 2x6 wood girts, removing and replacing wood column footings with new 24"x24"x4'-0" concrete footings, repairing damaged wood truss bottom chords through sandwich reinforcement with 2x4 lumber and nailing, and removing asphalt topping over concrete slab at the north bay and end wall. New work includes providing new metal wall panels matching existing profiles (designed per Metal Store OK MS-Snap, 24 gauge, 16-inch width, Regal White Kynar finish), new wood corner columns and bay posts painted SW 4084 Safety Yellow, new 2x wood wall girts and bracing painted SW 7006 Extra White, providing interior vented openings at the metal wall panel base, and tapering asphalt topping with gradual slope. Design loads specified include roof dead load of 10 PSF and live load of 20 PSF, with snow design criteria including ground snow load of 18 PSF and minimum roof snow load of 15.2 PSF. Concrete specifications require 4000 PSI minimum 28-day compressive strength with air-entraining admixture for freeze-thaw protection, and reinforcing steel shall conform to ASTM A615 Grade 60. All construction work must comply with IBC 2024 Edition and ASCE 7-22 standards. Contractor is responsible for field verification of existing conditions, coordination of demolition and new work sequencing, erection of construction fencing, and repair of any damage to existing grounds or facilities at no additional cost to the government.

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Other files

File	Type	Posted
Solicitation - FA813727R0001.pdf	PDF	Oct 16, 2026
Wage Determinations.pdf	PDF	Oct 16, 2026
Att.9_260004_Submittal Register.pdf	PDF	Oct 16, 2026
Att.8_260004_MACB_SOW.pdf	PDF	Oct 16, 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".

WWYK260004

REPAIR STRUCTURAL INTEGRITY,

B1134, POST 34 & NORTH WALL

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 I

4, PO

X TE

-S

R M

G-101

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

L N

01 11

C-101 EXISTING TOPOGRAPHY AND UTILITIES PLAN

C-102 SITE PLAN

S-001 STRUCTURAL GENERAL NOTES

5 S-002 SPECIAL INSPECTIONS

6 S-101 STRUCTURAL FOUNDATION PLAN

7 S-102 STRUCTURAL ROOF FRAMING PLAN

8 S-501 DETAILS

9 AD-101 ARCHITECTURAL DEMOLITION PLAN & PARTIAL PLAN

10 A-101 ARCHITECTURAL NEW WORK PLAN & PARTIAL PLAN

11 A-201 EXTERIOR & INTERIOR ELEVATIONS

RUNWAY 13/31

TAXIWAY E

East Crutcho Creek

Ea st

C ru tc ho

C re ek

Ea st

C ru tc ho

C re ek

Ea st

C ru tc ho

C re ek

East C rutcho C reek

East C rutch o Creek

East Crutcho Creek

11401128

11351107

838837

948-E

948-W

41046

11824

Patrol Rd.

Reserve Rd.

Al er t R d.

To w er R d.

Rapcon Rd.

Mercury Rd.

Po nd

R d.

Mercury Rd.

He rc ul es

R d.

R U

N W

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

C re ek

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

99999

62543

32101

71086

53902

50414

55300

56601

930G

948-E

911-E

948-W

61019

911-W

33001

35913

62501

65672

930S

45134

43609

42116

62517

62515

62526

62527

62503

62513

61289

62542

62501OK

11289

62501

15930

15908

15904

15908

15904

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.

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 I

4, PO

X TE

-S

R M

C-101

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

LIT

02 11

GENERAL NOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

C-101

EXISTING TOPOGRAPHY & UTILITIES

SCALE: NTS

PROJECT

LOCATION

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

GENERAL NOTES

KEYNOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

GRIND ASPHALT PAVEMENT AS NEEDED TO ASSURE POSITIVE DRAINAGE

FROM NORTH FACE OF BUILDING TO DRAINAGE DITCH TO THE WEST OF

BUILDING

C-102

SITE PLAN

SCALE: 3/8" = 1'-0"

35%

DESIGN

W W

L I

4, PO

X TE

-S

R M

R P

O W

C-102

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

03 11

APPROXIMATE LIMITS

OF ASPHALT GRINDING

(SEE KEYNOTE 1)

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 I

4, PO

X TE

-S

R M

S-001

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

04 11

GENERAL NOTES

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH LOCAL

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

ANY DEVIATION FROM THE APPROVED CONTRACT STRUCTURAL DRAWINGS

SHALL ONLY BE MADE AFTER WRITTEN APPROVAL BY THE ENGINEER OF

RECORD.

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.

PROJECT SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND

ARE TO BE USED IN CONJUNCTION WITH THE PROJECT DRAWINGS.

NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THESE

GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.

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.

WHERE NO CONSTRUCTION DETAILS ARE SHOWN, NOTED, AND DON'T APPEAR

TO ALIGN WITH TYPICAL DETAILS, CONTACT THE STRUCTURAL ENGINEER OF

RECORD.

IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTIONS

OR DETAILS ON THESE STRUCTURAL DRAWINGS.

ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE REFERENCED FROM

FINISHED FLOOR, UNLESS OTHERWISE NOTED.

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.

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.

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.

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.

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.

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

UNLESS SPECIFICALLY SHOWN ON THESE STRUCTURAL DRAWINGS.

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.

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.

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.

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.

OBSERVATION VISITS TO THE SITE BY THE ENGINEER OF RECORD OR THEIR

DELEGATE SHALL NOT CONSTITUTE REQUIRED SPECIAL INSPECTIONS NOTED

HEREIN.

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 LOADING.

SHOP DRAWINGS AND PRODUCT DATA

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.

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.

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.

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.

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.

SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF MAJOR ERRORS OR

OMISSIONS ARE FOUND DURING REVIEW.

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

WILL BE RETAINED BY THE STRUCTURAL ENGINEER AND THE BALANCE

RETURNED.

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

THE STRUCTURAL ENGINEER.

DESIGN CRITERIA

THE DESIGN CRITERIA SHALL CONFORM TO THE PROVISIONS OF THE UFC 3-301-01, AND

STANDARDS REFERENCED THEREIN.

INTERNATIONAL BUILDING CODE (IBC) - 2024 EDITION

TINKER AFB STANDARDS

MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES - ASCE 7-22

RISK CATEGORY OF BUILDING II

DESIGN LOADS:

ROOF DEAD LOAD

ROOF LIVE LOAD

3. SNOW DESIGN CRITERIA:

RISK CATEGORY

GROUND SNOW LOAD, p g MINIMUM ROOF SNOW LOAD, p s SNOW EXPOSURE FACTOR, C e

THERMAL FACTOR, C

SLOPE FACTOR, C s

4. WIND DESIGN CRITERIA:

RISK CATEGORY

DESIGN WIND SPEED (V ULT)

DESIGN WIND SPEED (V ASD)

EXPOSURE CATEGORY

TOPOGRAPHIC FACTOR (K zt) GCpi

GUST EFFECT FACTOR (G)

WIND BASE SHEAR (V W)

CORNER EDGE DISTANCE a = 5'-0", POSITIVE AND NEGATIVE VALUES SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM SURFACES, RESPECTIVELY.

10 PSF (TOTAL)

20 PSF (NON-REDUCIBLE)

18 PSF

15.2 PSF

1.0 1.2 1.0

109 MPH

85 MPH

C 1.0 +/- 0.55 0.85

176 KIPS

BUILDING COMPONENTS AND CLADDING

GROSS WIND PRESSURES (1.0W)

ZONE DESCRIPTION

POSITIVE PRESSURES (PSF)

EFFECTIVE AREA (FT2)

10 100 200 500

NEGATIVE PRESSURES (PSF)

EFFECTIVE AREA (FT2)

10 100 200 500

19 171

ROOF INT

ROOF CORNER

WALL INTERIOR

WALL CORNER

-36 -43

2 ROOF EDGE -67 -38

-77 -43

34 28 34 28

-45 -30

RISK CATEGORY

IMPORTANCE FACTOR, I e

SITE CLASS

SMS

SM1

SD1

SEISMIC RESISTING SYSTEM

RESPONSE MODIFICATION COEFF (R)

ANALYSIS PROCEDURE

6. FLOOD DESIGN DATA : NOT REQUIRED, NOT IN FLOOD ZONE.

7. ROOF DRAIN LOAD DATA:

A. 15 MINUTE RAIN INTENSITY

B. 60 MINUTE RAIN INTENSITY

1.00 D 0.31g

LIGHT-FRAME (COLD-FORMED STEEL)

CANTILEVERED COLUMN SYSTEMS DETAILED TO

CONFORM TO THE REQUIREMENTS FOR TIMBER

FRAMES.

27.0 KIPS

0.153 1.5

EQUIVALENT LATERAL FORCE

7.78 IN/HR

3.92 IN/HR

SEISMIC DESIGN CRITERIA:

SEISMIC BASE SHEAR

RESPONSE COEFFICIENT (Cs)

SEISMIC DESIGN CATEGORY (SDC)

S S

19 17 19 17-

-30 -30

0.35g 0.23g 0.081g 0.17g 0.11g

SOILS AND FOUNDATIONS

GEOTECHNICAL DESIGN CRITERIA

STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY

GEOTECHNICAL ASPECT OF THIS PROJECT.

CONTRACTOR 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

GEOTECHNICAL REPORT ARE COMPLIED WITH. TEST REPORTS SHALL BE

SUBMITTED DIRECTLY TO THE ARCHITECT AND ENGINEER FROM THE

GEOTECHNICAL ENGINEER, WITH A COPY TO THE CONTRACTOR.

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.

SLOPE ALL EXTERIOR FINISHED GRADES AWAY FROM THE BUILDING TO ENSURE

NO PONDING OF WATER OCCURS AROUND BUILDINGS.

SOIL DESIGN PARAMETERS (SHALLOW FOUNDATIONS):

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

GRADE

MINIMUM WIDTH OF COLUMN FOOTINGS = 2'-0"

FROST DEPTH = 2'-0"

ALLOWABLE NET VERTICAL BEARING PRESSURE FOR ISOLATED/PAD

FOOTINGS = 1500 PSF

COHESION BETWEEN SOIL AND CONCRETE = 130 PSF

PASSIVE EARTH PRESSURE = 100PCF (CLAY)

UNIT WEIGHT = 120 PCF (CLAY)

SOIL SITE CLASS = D

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

CAST IN PLACE CONCRETE

10.

11.

12.

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.

CONCRETE SHALL BE READY MIXED CONCRETE IN ACCORDANCE WITH ASTM C94.

MINIMUM 28 DAY COMPRESSIVE STRENGTH SHALL BE 4000 PSI EXCEPT AS FOLLOWS:

FOUNDATIONS 3,000 PSI

CONCRETE EXPOSED TO FREEZE/THAW CYCLE 4,500 PSI

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, TYPE II,

CONCRETE EXPOSED TO SOIL SHALL HAVE TYPE II CEMENT AND A MAXIMUM W/C

RATIO OF 0.5. AGGREGATE PER ASTM C33. 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%.

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.

CONTINUOUS SPECIAL INSPECTION: REQUIRED FOR DESIGN STRENGTHS EXCEEDING

2500 PSI.

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

DEPOSIT CONCRETE AS NEAR AS PRACTICABLE TO THE FINAL POSITION TO AVOID

SEGREGATION.

CONCRETE FOOTINGS AND PADS MAY BE POURED AGAINST NEAT EXCAVATIONS

PROVIDED THE REQUIRED CONCRETE COVERAGE FOR REINFORCING IS MAINTAINED.

MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED.

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.

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.

FOR PLACEMENT OF CONCRETE IN EITHER HOT OR COLD WEATHER CONDITIONS

FOLLOW THE ACI STANDARD PROCEDURES.

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.

CHAMFER: 3/4 INCH ON EXPOSED CORNERS.

REINFORCING

REINFORCING AND ACCESSORIES SHALL BE DETAILED, FABRICATED AND

INSTALLED PER ACI 315, ACI 318 AND CRSI "MANUAL OF STANDARD PRACTICE

FOR REINFORCED CONCRETE CONSTRUCTION.

REINFORCING BARS SHALL BE MADE USING NEW BILLET STEEL IN

ACCORDANCE WITH ASTM A615 GRADE 60 f y = 60 KSI. WELDED WIRE FABRIC PER

ASTM A185, WIRE PER ASTM A82, FABRICATED IN FLAT SHEETS (NOT ROLLED)

WELDING OF REINFORCING IS NOT PERMITTED UNLESS SPECIFICALLY

DETAILED. WELDED SHALL BE ACCORDING TO AWS D1.4.

ALL REINFORCING SHALL BE COLD BENT.

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.

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

BAR SIZE:

TOP OTHER

#10

#11

BAR SPLICES

CONCRETE f' c

3 KSI

27" 21"

36" 28"

47" 36"

56" 43"

81" 62"

92" 71"

105" 81"

117" 90"

129" 100"

TOP OTHER

4 KSI

25" 19"

33" 25"

39" 30"

48" 37"

70" 54"

81" 62"

91" 71"

100" 77"

112" 87"

TOP OTHER

5 KSI

23" 18"

30" 23"

36" 28"

43" 33"

53" 49"

73" 56"

81" 63"

90" 69"

100" 78"

ONE

LAYER

TWO

LAYERS

15" 15"

21" 23"

30" 35"

43" 66"

58" 90"

87" 135"

111" 171"

140" 217"

173" 268"

MASONRY

REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS.

SECURELY TIE ALL BARS IN POSITION BEFORE PLACING CONCRETE.

REINFORCING BAR HOOKS SHALL BE STANDARD ACI HOOKS UNLESS NOTED

OTHERWISE.

NOTES:

- #14 AND #18 BARS CANNOT BE LAP SPLICED.

- FOR LIGHTWEIGHT CONCRETE MULTIPLY SPLICE LENGTH BY 1.3.

- FOR EPOXY-COATED REINFORCEMENT, MULTIPLY SPLICE LENGTH

BY 1.5.

- FOR CLEAR SPACING BETWEEN SPLICES OF LESS THAN 2 BAR

DIAMETERS, OR CLEAR COVER OVER BARS BEING SPLICED

LESS THAN 1 BAR DIAMETER, MULTIPLY SPLICE LENGTH BY 1.5.

- SPLICE LENGTHS SHOWN OR CALCULATED ARE MINIMUMS. ROUND

UP AS REQUIRED TO ACHIEVE MINIMUM SPLICE LENGTH.

- TOP BARS ARE DEFINED AS ANY HORIZONTAL REINFORCEMENT

PLACES SUCH THAT MORE THAN 12" OF FRESH CONCRETE IS

CAST BELOW THE BARS BEING PLACED.

B. SLABS 4,000 PSI

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL DESIGN,

INSTALLATION AND ANCHORAGE OF THE FOLLOWING ITEMS NOT DESIGNED BY

TEPA COMPANIES. 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.

THE FOLLOWING ARE DELEGATED DESIGN ITEMS:

SHORING

MODIFICATIONS OF WOOD STRUCTURAL MEMBERS.

COORDINATE ALL CONSTRUCTION WITH DELEGATED DESIGN ITEMS.

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.

REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION NOT INCLUDED ABOVE.

DELEGATED DESIGN ITEMS

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 I

4, PO

X TE

-S

R M

S-002

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

L N

L I

05 11

& AND

@ AT

AB ANCHOR BOLT

ABV ABOVE

ADDL ADDITIONAL

ALT ALTERNATE

ARCH ARCHITECT(URAL)

ATR ALL THREAD ROD

B/ BOTTOM OF

BF BRACED FRAME

BLDG BUILDING

BLKD BLOCKED

BLKG BLOCK(ING)

BLW BELOW

BM BEAM

BN BOUNDARY NAILING

BRG BEARING

BTM BOTTOM

BP BASE PLATE

C= CAMBER

CFS COLD-FORMED STEEL

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLR CLEAR(ANCE)

CMU CONCRETE MASONRY

UNIT

CNTR CENTER(ED)

COL COLUMN

CONC CONCRETE

CONST CONSTRUCT(ION)

CONST JT CONSTRUCTION JOINT

CONT CONTINUOUS

CSK COUNTERSINK

d PENNY(NAILS)

DBL DOUBLE

DIA, Ø DIAMETER

DO DITTO

DWG DRAWING(S)

DWL DOWEL(S)

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBED(ED)(MENT)

EN EDGE NAILING

EQ EQUAL

EQUIP EQUIPMENT

ESR EVALUATION SERVICE

REPORT

ES EACH SIDE

EW EACH WAY

EXT EXTERIOR

FDN FOUNDATION

FF FINISHED FLOOR

FG FINISH GRADE

FLR FLOOR

FN FIELD NAILING

FO FACE OF

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD

FP FULL PENETRATION

FRMG FRAMING

FS FAR SIDE

FT FOOT(FEET)

FTG FOOTING

GA GAUGE(GAGE)

GALV GALVANIZE(D)

GL GLUE LAMINATE

GLB GLUE LAMINATED

BEAM

GR GRADE

GYP GYPSUM

H HORIZONTAL

HD HOLDOWN

HDG HOT DIPPED

GALVANIZED

HDR HEADER

HGR HANGER

HK HOOK

HSS HOLLOW STRUCTURAL

SECTION

HT HEIGHT

IAPMO INTERNATIONAL

ASSOCIATION OF

PLUMBING AND

MECHANICAL

OFFICIALS

ID INSIDE DIAMETER

IJ ISOLATION JOINT

IN INCH(ES)

INT INTERIOR

JST JOIST

JT JOINT

L LONG (LENGTH)

LB POUND(S)

LLH LONG LEG

HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LW LIGHTWEIGHT

MAX MAXIMUM

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

(N) NEW

N/A NOT APPLICABLE

NIC NOT IN CONTRACT

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

P/C PRECAST

PEMB PREENGINEERED

METAL BUILDING

PLATE

PLY PLYWOOD

PLF POUNDS PER LINEAR

FOOT

PNL PANEL

P/S PRESTRESS(ED)

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE

INCH

PT PRESSURE TREATED

R RADIUS

RBS REDUCED BEAM

SECTION

RCP REINF CONC PIPE

REF REFERENCE

REINF REINFORCE(ING)(MENT

REQD REQUIRED

RF ROOF

RO ROUGH OPENING

RTU ROOF TOP UNIT

SC SLIP CRITICAL

SCHED SCHEDULE

SHTG SHEATHING

SIM SIMILAR

SMS SHEET METAL SCREW

SOG SLAB ON GRADE

SPEC SPECIFICATION(S)

SQ SQUARE

STD STANDARD

STGR STAGGER(ED)

STIFF STIFFEN(ER)

STL STEEL

STRUCT STRUCTURAL

SYMM SYMMETRICAL

SW SHEAR WALL

T&B TOP & BOTTOM

T&G TONGUE & GROOVE

THK THICK(NESS)

THRD THREAD(ED)

TN TOE NAIL(ING)

T/CONC TOP OF CONCRETE

T/PARAPET TOP OF PARAPET

T/STEEL TOP OF STEEL

TOW TOP OF WALL

TOF TOP OF FTG/FDN

T/ TOP OF

TRANS TRANSVERSE

TYP TYPICAL

UNBLKD UNBLOCKED

UNO UNLESS NOTED

OTHERWISE

V VERTICAL

VIF VERIFY IN FIELD

W WIDTH (WIDE)

W/ WITH

WD WOOD

W/O WITHOUT

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

X-STG EXTRA STRONG

XX-STG DOUBLE EXTRA

STRONG

YD YARD

ABBREVIATIONS

STATEMENT OF QUALITY ASSURANCE /

SPECIAL INSPECTIONS

10.

11.

12.

QUALITY ASSURANCE / SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH THE

UFC 3-301-01/IBC 2024 AS SUMMARIZED BELOW.

THE SPECIAL INSPECTORS MUST BE QUALIFIED TO PERFORM THE TYPES OF

INSPECTION SPECIFIED.

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.

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

WITH THE CONTRACT DOCUMENTS AND SUBMIT RECORDS OF INSPECTION TO THE

ARCHITECT, ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION.

SPECIAL INSPECTIONS SHALL BE PERFORMED BY A CERTIFIED OR QUALIFIED SPECIAL

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

ENGINEER OF RECORD AND AUTHORITY HAVING JURISDICTION.

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.

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 ARCHITECT, ENGINEER OF RECORD AND AUTHORITY HAVING

JURISDICTION.

SPECIAL INSPECTION AND ASSOCIATED TESTING REPORTS SHALL BE SUBMITTED TO

THE ENGINEER OF RECORD, CONTRACTOR, AUTHORITY HAVING JURISDICTION, AND

ARCHITECT WITHIN ONE WEEK OF INSPECTION OR WITHIN ONE WEEK OF TEST

COMPLETION.

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 ARCHITECT.

WORK REQUIRING SPECIAL INSPECTION THAT IS INSTALLED OR COVERED WITHOUT THE

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

REFER TO THE FOLLOWING TABLES AND SPECIFICATIONS FOR SPECIFIC

INSPECTION/TESTING REQUIREMENTS AND FREQUENCIES.

DEFINITION OF "PERIODIC" AND "CONTINUOUS" SPECIAL INSPECTIONS; CONTINUOUS

INSPECTION IS THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL

INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA

WHERE THE WORK IS BEING PERFORMED; PERIODIC INSPECTION IS THE PART-TIME OR

INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN

APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS

BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK. WHERE

"PERIODIC" SPECIAL INSPECTION IS REQUIRED, "PART-TIME" OR "INTERMITTENT" MEANS

THAT INSPECTION OF THE TASK NEEDS TO BE PERFORMED FROM TIME TO TIME DURING

THE PROGRESS OF THE TASK. THE PERIOD OF TIME BETWEEN INSPECTIONS VARIES

GREATLY FOR DIFFERENT TYPES OF WORK DEPENDING ON THE TYPE OF INSPECTION

DONE. THE PERIOD OF TIME BETWEEN INSPECTIONS ALSO DEPENDS ON THE PACE OF

THE CONSTRUCTION, THE NUMBER OF WORKERS, AND THE QUALITY OF THE

WORKMANSHIP, AND OTHER FACTORS. IT IS THE RESPONSIBILITY OF THE SPECIAL

INSPECTOR TO PROVIDE INSPECTIONS AT AN APPROPRIATE FREQUENCY AND AT

APPROPRIATE TIMES DURING CONSTRUCTION. THE INSPECTOR MUST HAVE ADEQUATE

EXPERIENCE AND EXHIBIT GOOD JUDGEMENT IN DETERMINING THE FREQUENCY AND

TIMING OF INSPECTIONS

INSPECTION OF WOOD CONSTRUCTION

NDS 2024

VERIFICATION AND INSPECTION

IDENTIFICATION OF LUMBER GRADE

CONT PERIODIC

- XCOMPETENT INSPECTION OF MATERIALS

AND WORKMANSHIP

INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

1. INSPECTION OF REINFORCING STEEL,

INCLUDING PLACEMENT.

REQUIRED VERIFICATION AND INSPECTION

OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION

- X

X -

- X

X -

- X

2. INSPECTION OF ANCHORS CAST IN CONCRETE

3. INSPECTION OF ANCHORS POST-

INSTALLED IN HARDENED CONCRETE.

4. VERIFYING USE OF REQUIRED DESIGN MIX.

6. INSPECTION OF CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

7. INSPECTION FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES.

5. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

CONT PERIODIC

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION CONTINUOUS

1. REVIEW CONTRACTOR'S FIELD QUALITY CONTROL PROCEDURES.

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS 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 THICKNESS

DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE

AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

PERIODIC

x-x -x-x-x-

LUMBER OR WHERE EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM

INSTALLED ACCORDINGLY. BEFORE USING EQUIVALENT CONNECTORS, SUBMIT LOAD

COMPARISONS WITH CATALOG AND ICBO REPORTS TO THE ARCHITECT/ ENGINEER FOR

REVIEW.ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 2304.9.1 OF THE

INTERNATIONAL BUILDING CODE. ALL CONNECTIONS SHALL HAVE A MINIMUM OF TWO (2)

NAILS, UNLESS NOTED OTHERWISE, AND NAILS SHALL BE A MINIMUM OF 3 IN. LONG AND 0.131

IN. DIAMETER. ALL FASTENERS IN CONTACT WITH PRESSURE PRESERVATIVE TREATED

A-153/A. ALL FASTENERS IN CONTACT WITH FIRE RETARDANT TREATED LUMBER SHALL BE

EDGE OF THE MEMBER. BOLT HOLES 1/32 TO 1/16 INCH LARGER THAN THE BOLT DIAMETER.

ALL NUTS SHALL BE TIGHTENED WHEN INSTALLED AND RE-TIGHTENED AT THE COMPLETION

OF WORK OR BEFORE CLOSING IN. THREAD PROJECTION SHALL BE 1/16 INCH MINIMUM. BOLTS

NAIL DIAMETERS. DISTANCES TO THE EDGE OR END OF THE WOOD SHALL NOT BE LESS THAN

ONE-HALF THE REQUIRED PENETRATION. THE CENTER TO CENTER NAIL SPACING SHALL NOT

BE LESS THAN THE REQUIRED PENETRATION. HOLES FOR NAILS, WHERE NECESSARY TO

PREVENT SPLITTING, SHALL BE SUB-DRILLED TO A DIAMETER NOT MORE THAN 3/4 OF THE NAIL

GRADE STAMPED SOUTHERN PINE NO. 2 (SEE LUMBER GRADES).

FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE NATIONAL DESIGN

SPECIFICATION. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF A

LUMBER GRADING AGENCY CERTIFIED BY THE AMERICAN LUMBER STANDARDS COMMITTEE.

MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 19%.

DIAMETER.

IN SLOTTED HOLES SHALL BE CENTERED IN THE SLOT UON.

LAG SCREWS: PRE-DRILL WITH A BIT SIZE TO 75% OF THE SHANK DIAMETER FOR THE

THREADED PORTION. LEAD HOLE TO BE THE SAME LENGTH AND DIAMETER AS THE UN-

THREADED SHANK. LUBRICATE LAGS AND SCREW INTO PLACE.

SQUARE STEEL PLATE WASHERS (PW) : ANCHOR BOLTS, BOLTS, LAGS AND NUTS, NOTED PW,

SHALL BE FITTED WITH SQUARE STEEL PLATE WASHERS :

STAINLESS STEEL

BOLT DIA THICKNESS SIZE

(IN) (IN) (IN)

1/2" 3/16" 2x2 5/8" 1/4" 2-1/2x2-1/2 3/4" 5/16" 2-3/4x2-3/4 7/8" 5/16" 3x3 1 3/8" 3-1/2x3-1/2

ROUGH CARPENTRY

NAILS: COMMON WIRE UNLESS OTHERWISE NOTED. PENETRATION SHALL BE EQUAL TO 11

BOLTS: NOT LESS THAN 7 BOLT DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE

FRAMING CONNECTORS: SIMPSON STRONG-TIE, CATALOG C-2025. ICBO APPROVED AND

10.

GALVANIZING: ALL EXPOSED STEEL TIMBER HARDWARE AND CONNECTORS.

PRESERVATIVE TREATED WOOD: ALL EXPOSED WOOD MEMBERS

CUT STEEL WASHERS : BOLTS , LAGS AND NUTS FITTED WITH CUT STEEL WASHERS UON

- X

CONTINUOUS WALL

OR PAD FOUNDATION

(N) STEEL COLUMN

F 2.0

(-1'-4") FOOTING TAG

SHEAR WALL

FOOTING STEP

CMU WALL

CONCRETE WALL

HEADERH-X

MOMENT CONNECTION

CANTILEAVER CONNECTION

STEP IN SLAB

DECK SPAN DIRECTION

SYMBOLS

WOOD/STEEL WALL

GIRDER

(E) STEEL COLUMN

JOIST

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AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L I

4, PO

X TE

-S

R M

S-101

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

06 11

GENERAL NOTES

KEYNOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

2. PROVIDE SHORING AS REQUIRED TO SUPPORT ROOF STRUCTURE DURING

COLUMN REPLACEMENT.

REPLACE EXISTING WOOD 5X5 COLUMNS (F.V.) WITH NEW 6X6 WOOD

COLUMN. WOOD SHALL BE TREATED SOUTHERN PINE NO. 2. REFER 1&3/S-501

FOR BASE AND CAP DETAILS.

REPLACE EXISTING 2X6 WOOD DIAGONAL WALL BRACES. WOOD SHALL BE

TREATED SOUTHERN PINE NO. 2.REFER 2/S-501 FOR CONNECTION DETAIL.

REMOVE AND REPLACE EXISTING METAL SIDING AS REQUIRED FOR COLUMN

REPLACEMENT. REPLACE EXISTING 2X6 WOOD GIRTS. WOOD SHALL BE

TREATED SOUTHERN PINE NO. 2. TYP. FOR NORTH WALL AND FIRST BAY ON

WEST RETURN WALL. REFER 4/S-501 FOR CONNECTION DETAIL.

REMOVE EXISTING WOOD COLUMN FOOTING AS REQUIRED TO INSTALL NEW

24"X24"X4'-0" FOOTING FOR NEW 6X6 COLUMNS. REFER 1/S-501

S-101

STRUCTURAL FOUNDATION PLAN

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

EXISTING WOOD COLUMN TO REMAIN, TYP.

EXISTING ASPHALT OVER CONCRETE

EXISTING METAL SIDING

ON WOOD GIRTS TO REMAIN., TYP 2

S-501

4TYP.

TYP.

S-501

AutoCAD SHX Text 10'-0"

AutoCAD SHX Text

340'-0" FIELD VERIFY

AutoCAD SHX Text

50'-0" FIELD VERIFY

E, O

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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

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S-102

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

07 11

GENERAL NOTES

KEYNOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

2. PROVIDE SHORING AS REQUIRED TO SUPPORT ROOF STRUCTURE DURING

COLUMN REPLACEMENT.

REPLACE EXISTING WOOD 5X5 COLUMNS (F.V.) WITH NEW 6X6 WOOD

COLUMN. WOOD SHALL BE TREATED SOUTHERN PINE NO. 2. REFER 1&3/S5-01

FOR BASE AND CAP DETAILS.

REPLACE EXISTING 2X6 WOOD DIAGONAL WALL BRACES. WOOD SHALL BE

TREATED SOUTHERN PINE NO. 2.REFER 2/S-501 FOR CONNECTION DETAIL.

REMOVE AND REPLACE EXISTING METAL SIDING AS REQUIRED FOR COLUMN

REPLACEMENT. REPLACE EXISTING 2X6 WOOD GIRTS. WOOD SHALL BE

TREATED SOUTHERN PINE NO. 2. TYP. FOR NORTH WALL AND FIRST BAY ON

WEST RETURN WALL. REFER 4/S-501 FOR CONNECTION DETAIL.

DAMAGED WOOD TRUSS 2X4 BOTTOM CHORD. NEW WOOD SHALL BE

TREATED SOUTHERN PINE NO. 2. REFER 5/S-501 FOR REPAIR DETAIL.

S-102

STRUCTURAL ROOF FRAMING PLAN

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

EXISTING WOOD COLUMN TO REMAIN, TYP.

EXISTING WOOD TRUSSES AT 4'-0" O.C.

EXISTING METAL SIDING

ON WOOD GIRTS TO REMAIN, TYP.

S-501

EXISTING METAL ROOF PANEL ON WOOD TRUSSES

TO REMAIN.

RIDGE

EXISTING (2) 2X10 BEAMS AT TRUSS BEARING

TO REMAIN, TYP.

S-501

TYP.

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SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L I

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S-501

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

ILS

08 11

COL. BASE DETAIL1

S-501 1-1/2"=1'-0"

REPLACE 5X5 WOOD COL W/ 6X6

TREATED SOUTHERN PINE NO. 2.

SIMPSON STRONGTIE MPB66Z

W/ (24) 1/4" X 2-1/2" SDS SCREWS

OR APPROVED EQUALS.

EXISTING 2" ASPHALT OVER 8"

CONC. SLAB OR FOOTING.(FIELD VERIFY)

NEW 24"X24"X4'-0" CONC. FOOTING W/

(4) #4 VERTS AND #3 TIES AT 3" FOR 1'-0"

THEN 12" OC

COL. TO BRACE DETAIL2

S-501 1-1/2" = 1'-0"

REPLACE 5X5 WOOD COL W/ 6X6

TREATED SOUTHERN PINE NO. 2.

REPLACE 2X6 W/ TREATED SOUTHERN PINE NO. 2.

POSITION TO AVOID INTERFERENCE W/ COL. BASE CONNX AND

COL. CAP CONNX.

SIMPSON STRONGTIE ML24Z CLIP W/

(6) 1/4"ØX2-1/2" SDS SCREWS. TYP TOP AND

BOTTOM OF BRACES OR APPROVED EQUALS.

REFER

1/S-501

COL. CAP DETAIL3

S-501 1-1/2" = 1'-0"

EXISTING WOOD BLOCKING/COL TOP

BETWEEN BEAMS TO REMAIN

NOTE: TRUSSES NOT SHOWN FOR

CLARITY.

EXISTING (2) 2X10 WOOD BEAMS TO REMAIN

REFER ARCH. FOR SIDING

SIMPSON STRONGTIE CCQ86SDS2.5

W/ (16) 14"ØX2 12" SDS SCREWS INTO BEAM

AND (14) INTO COLUMN, OR APPROVED EQUALS.

REPLACE 5X5 COL W/ 6X6

TREATED SOUTHERN PINE NO. 2.

GIRT TO COL. DETAIL4

S-501 1-1/2"= 1'-0"

REPLACE 2X6 WALL GIRT W/ TREATED

SOUTHERN PINE NO. 2.

NEW 6X6 WOOD COLUMN

SIMPSON STRONGTIE ML24Z CLIP W/ (6)

1/4"ØX2-1/2" SDS SCREWS, TYP. TOP AND

BOTTOM OF BRACES AND EA. END OF

GIRTS OR APPROVED EQUALS

WOOD TRUSS REPAIR DETAIL5

S-501 1-1/2" = 1'-0"

2'-0" 2'-0"

SECTION-AA

WOOD TRUSS WEB MEMBERS W/ PRESS PLATE.

WOOD TRUSS BOTTOM CHORD 2"X4"

EXTENTS OF BOTTOM CHORD DAMAGE F.V.

SANDWICH BOTTOM CHORD W/ (2) 2X4 ATTACH

W/ (24) .162Ø X 3-1/2" NAILS EA. END (12) EA FACE.

F.V.

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SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L I

4, PO

X TE

-S

R M

T D

AD-101

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

LIT

L P

09 11

GENERAL NOTES

KEYNOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

METAL WALL PANEL - REMOVE METAL WALL PANEL ON NORTH END WALL AND

1ST/ NW BAY ON WEST SIDE.

WOOD FRAMING - REMOVE WOOD 5X5 POSTS AT END WALL, 2x WALL GIRTS, EXISTING WOOD SECURED TO METAL PANEL, AND DECAYED WOOD ALONG

NORTH WALL AND NW BAY ON WEST SIDE. REFER STRUCTURAL.

OPEN BAY EAST SIDE - REMOVE WOOD 5X5 POSTS AT OPEN EAST SIDE.

REFER STRUCTURAL.

FLOOR - REMOVE ASPHALT TOPPING AT FIRST NORTH BAY AND BELOW

NORTH END WALL, TO CONCRETE SLAB BELOW. REFER CIVIL FOR EXTERIOR

ASPHALT PAVING NEW WORK.

AD-101

ARCHITECTURAL DEMOLITION PLAN

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

AD-101

ARCHITECTURAL DEMOLITION PARTIAL PLAN

SCALE: 1/4" = 1'-0"

2'-0"

2'- 0"

2'-0"

AutoCAD SHX Text 10'-0"

340'-0" FIELD VERIFY

E, O

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D R

B Y:

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E D

1 2 3 4 5

R M

1 2 3 4 5

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SHEET

SHEET NUMBER

AIR FORCE MATERIEL COMMAND

72 ABW CIVIL ENGINEER DIRECTORATE

TINKER AFB, OK

35%

DESIGN

W W

L I

4, PO

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T D

A-101

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

L N

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10 11

GENERAL NOTES

KEYNOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

METAL WALL PANEL - PROVIDE NEW METAL WALL PANEL ON NORTH END

WALL AND 1ST/ NW BAY ON WEST SIDE. MATCH EXISTING PANEL PROFILE.

NOTE: DESIGN BASED ON THE METAL STORE OK, MS-SNAP, 24 GAUGE,

16-INCH WIDTH, COLOR: REGAL WHITE, KYNAR FINISH. TRIM TO INCLUDE:

CORNER TRIM, METAL DRIP, FASCIA, OVERHEAD DOOR DRIP, ETC.

METAL WALL PANEL, EXISTING TO REMAIN (COLOR: WHITE)

WOOD FRAMING - PROVIDE NEW WOOD CORNER COLUMNS AT POSTS AT

NORTH END WALL, WOOD BAY POSTS, 2x WOOD WALL GIRTS, AND 2x WOOD

BRACING ALONG NORTH END WALL AND NW BAY ON WEST SIDE. REFER

STRUCTURAL.

OPEN EAST SIDE - PROVIDE NEW WOOD BAY POSTS AT OPEN EAST SIDE.

PAINT: SW 4084, SAFETY YELLOW. REFER STRUCTURAL.

FLOOR - TAPER ASPHALT TOPPING FROM NORTH END WALL TO FIRST BAY

POST WITH GRADULE SLOPE TO REMAINING ASPHALT TOPPING. REFER CIVIL

FOR EXTERIOR ASPHALT PAVING NEW WORK.

PAINT - SAND, PRIME, PAINT TWO COATS AT NEW WORK WOOD COLUMNS

AND EXPOSED NEW WORK WOOD MEMBERS AT NORTH END WALL. SELECT

AND APPLY PAINT WITH SHEENS (GLOSS LEVELS) APPROPRIATE FOR THE

APPLICATION FOLLOWING UFGS SECTION 09 96 00 HIGH PERFORMANCE

COATINGS 11/14. PROVIDE SAFETY MARKINGS ON WALLS/FLOORS IN

ACCORDANCE WITH TITLE 29 CFR 1910.22 & 144(A)(3). COLOR WOOD POST:

SW 4084, SAFETY YELLOW. COLOR: NEW WOOD MEMBERS - SW 7006, EXTRA

WHITE.

VENT - PROVIDE AN INTERIOR VENTED OPENING AT BASE OF METAL WALL

PANEL WITH 2x WOOD FRAMING AT HEAD. SECURE TO ADJACENT WOOD

POSTS. REFER STRUCTURAL. NOTE: VENTED OPENING SIZING TO ALLOW

WATER TO DRAIN QUICKLY DURING RAIN EVENTS.

A-101

ARCHITECTURAL NEW WORK PLAN

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

A-101

ARCHITECTURAL NEW WORK PARTIAL PLAN

SCALE: 1/4" = 1'-0"

10'-0"+/- 10'-0"+/-

10'-0"+/-

50'-0" FIELD VERIFY

10'-0"+/-10'-0"+/-10'-0"+/-

AA-201

A-201

1 A-201

10'-0"+/- 10'-0"+/-

10'-0"+/-

340'-0" FIELD VERIFY

50'-0" FIELD VERIFY

10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/- 10'-0"+/-

AutoCAD SHX Text 10'-0"

E, O

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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 I

4, PO

X TE

-S

R M

T D

A-201

\E ng r\D es ig n\ s\

0_ Su pp or t\0 _3

_D ra w in gs

11 11

GENERAL NOTES

KEYNOTES

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

FOR FIELD OBSERVATIONS. CONTRACTOR SHALL FIELD VERIFY EXISTING

CONDITIONS FOR ACCURACY.

METAL WALL PANEL, NEW WORK - MATCH REMAINING ADJACENT METAL

WALL PANEL.

METAL WALL PANEL, EXISTING TO REMAIN

METAL ROOF PANEL, EXISTING TO REMAIN. PROVIDE NEW FLASHING, DRIP

EDGE, ETC AT NORTH END AND EAST OPEN BAYS.

WOOD FRAMING, NEW WORK - WOOD CORNER COLUMNS AND POSTS AT

NORTH END WALL. PAINT: SW 4084, SAFETY YELLOW. REFER STRUCTURAL.

WOOD FRAMING, NEW WORK - WOOD BAY POSTS. PAINT: SW 4084, SAFETY

YELLOW. REFER STRUCTURAL.

WOOD FRAMING, NEW WORK - 2x WOOD WALL GIRTS, PAINT. COLOR: NEW

WOOD MEMBERS - SW 7006, EXTRA WHITE.REFER STRUCTURAL.

WOOD FRAMING, EXISTING TO REMAIN - 2x WOOD WALL GIRTS & POSTS AT

WEST AND SOUTH WALL.

WOOD FRAMING, NEW WORK - 2x WOOD BRACING, PAINT. COLOR: NEW

WOOD MEMBERS - SW 7006, EXTRA WHITE.REFER STRUCTURAL.

FLOOR - TAPER ASPHALT TOPPING FROM NORTH END WALL TO FIRST BAY

POST WITH GRADUAL SLOPE TO REMAINING ASPHALT TOPPING. REFER CIVIL

FOR EXTERIOR ASPHALT PAVING NEW WORK.

VENT - REFER SHEET A-101 AND STRUCTURAL.

B A-201

INTERIOR ELEVATION - PARTIAL

SCALE: 1/4" = 1'-0"

A-201

WEST ELEVATION - EXTERIOR - PARTIAL

SCALE: 1/4" = 1'-0"

A A-201

INTERIOR ELEVATION

SCALE: 1/4" = 1'-0"

A-201

NORTH ELEVATION - EXTERIOR

SCALE: 1/4" = 1'-0"

11 1

. 1

11 11 11 11 11

50'-0" +/-…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Oct 16, 2026.