South_B2280_Drawings.docx

FILE:

DATE:

5/11/2018 1:41:50 PM

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GENERAL NOTES:

1. GENERAL:

5 6 7 8 9

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE PROVISIONS AND REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

B. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN ON ALL OTHER DRAWINGS.

F C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND

REPORT ANY DISCREPANCIES FROM THE CONTRACT OR REFERENCE DRAWINGS TO THE CONTRACTING OFFICER'S REPRESENTATIVE PRIOR TO COMMENCING WITH WORK. SCALING OF WORKING DIMENSIONS FROM THE STRUCTURAL DRAWINGS IS PROHIBITED.

D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. VISITS TO THE SITE BY THE CONTRACTING OFFICER'S REPRESENTATIVE SHALL NOT RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY.

E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH THE APPROVAL OF THE CONTRACTING OFFICER'S REPRESENTATIVE.

WHERE SECTIONS VARY, CONTRACTOR SHALL PROVIDE FOR SMOOTH TRANSITIONS

E BETWEEN THEM, UNLESS NOTED OTHERWISE.

F. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

G. COMPLY WITH ALL OSHA REQUIREMENTS.

2. DESIGN STANDARDS

A. PRINCIPAL CODE OF RECORD: INTERNATIONAL EXISTING BUILDING CODE 2015 AS MODIFIED BY UFC 1-200-01.

B. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010.

C. AISC 325, STEEL CONSTRUCTION MANUAL, 14th EDITION, 2011.

3. BOLT/WELD INSPECTION

A. SEE SHEET S-002 FOR BOLT/WELD INSPECTION.

4. MATERIALS:

A. STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION.

2. TEMPORARY ERECTION BRACING SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR

D AS REQUIRED AND SHALL NOT BE REMOVED UNTIL ALL PERMANENT LATERAL-LOAD-RESISTING ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.

3. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.

4. OTHER SHAPES AND PLATES:

a. ASTM A36, Fy = 36 KSI, UNLESS NOTED OTHERWISE.

b. PLATE: ASTM A572 GRADE 50, Fy = 50 KSI.

5. BOLTS:

a. 3/4" DIAMETER ASTM A490, UNLESS NOTED OTHERWISE.

b. FRAMING CONNECTIONS: PRETENSIONED JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.

c. COMPRESSIBLE WASHER TYPE DIRECT TENSION INDICATORS CONFORMING TO RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS SHALL BE PROVIDED AT ALL BOLTED CONNECTIONS.

6. WELDING: IN ACCORDANCE WITH AWS D1.1.

7. BOLTING/DRILLING/WELDING SAFETY: PROTECT EXISTING CONSTRUCTION FROM HEAT, SPARK, SLAG, ETC. PROVIDE FIRE WATCH WHEN WELDING OR DRILLING/CUTTING IS PERFORMED. AT MINIMUM, COMPLY WITH OSHA REQUIREMENTS/ANSI Z49.1.

C 8. PRIMER: SSPC PAINT 20 OR SSPC PAINT 29 (ZINC RICH PRIMER)

4. SUBMITTALS:

A. STRUCTURAL STEEL:

1. STEEL SHOP DRAWINGS

2. WELDING CERTIFICATES

3. NONDESTRUCTIVE TESTING REPORT (SEE SHEET S-110)

4. CORROSION REMOVAL METHOD

5. PRIMER

6. BOLTING/DRILLING/WELDING SAFETY PROCEDURE

7. BOLTING/WELDING INSPECTOR CERTIFICATION

HEF

POUNDS OR NUMBER PERCENT

AND

EXT FAB FD

EXTERIOR FABRICATE FLOOR DRAIN

OSHA

OZ

OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION

OUNCE

FIELD VERIFY/COORDINATE

FDN

FOUNDATION

PCF

POUNDS PER CUBIC FOOT

AT

FF

FAR FACE

PED

PEDESTAL

AA

ALUMINUM ASSOCIATION

FL

FLOOR

PEMP

PRE-ENGINEERED METAL BUILDING

AB

ANCHOR BOLT

FLG

FLANGE

PEN

PENETRATE

ABT

ABOUT

FNSH

FINISH

PERIM

PERIMETER

ACI

AMERICAN CONCRETE INSTITUTE

FS

FAR SIDE

PERP

PERPENDICULAR

ADH

ADHESIVE

FT

FEET

PJNT

PROJECTION

AGGR

AGGREGATE

FUT

FUTURE

PL

PLATE

AHR

ANCHOR

GA

GAGE

PLC

PLACES

AISI

AMERICAN IRON AND STEEL INSTITUTE

GALV

GALVANIZE

PREFAB

PREFABRICATED

AL

ALUMINUM

GB

GRADE BEAM

PS

PIPE SUPPORT

ALTN

ALTERNATE

GHSE

GREENHOUSE

PSF

POUNDS PER SQUARE FOOT

ANSI

APPROX

AMERICAN NATIONAL STANDARDS INSTITUTE

APPROXIMATE

GND GR GRTG

GROUND GRADE GRATING

PSI PT PVC

POUNDS PER SQUARE INCH PRETENSIONED

POLYVINYL CHLORIDE

ARCH

ARCHITECT

H

SLAB THICKNESS

R

RISER

ASTM

AMERICAN SOCIETY FOR TESTING OF

HDHSE

HEADHOUSE

RAD

RADIUS

MATERIALS

HORIZONTAL EACH FACE

RD

ROOF DRAIN

AWS

AMERICAN

WELDING SOCIETY

HEX

HEXAGON

REF

REFERENCE

B/P

BASE OF PIER

HG

HIGH

REINF

REINFORCE

BC

BOLT CIRCLE

HH

HEADHOUSE

REQD

REQUIRED

BETW

BETWEEN

HK

HOOK

REV

REVISION

BLDG

BUILDING

HORIZ

HORIZONTAL

RM

ROOM

BM

BEAM

HIGH POINT

S

SOUTH

BO

BOTTOM

OF

HR

HAND RAIL

SB

SHEAR BAR

BOS

BOTTOM OF

STEEL

HS

HIGH STRENGTH

SC

SLIP-CRITICAL

BOT

BOTTOM

IBC

INTERNATIONAL BUILDING CODE

SCHED

SCHEDULE

BRG

BEARING

ID

INSIDE DIAMETER

SE

SOUTHEAST

BRKT

BRACKET

IF

INSIDE FACE

SECT

SECTION

C/C

CENTER TO

CENTER

ISOLATION JOINT

SF

SWAY FRAME

CAP

CAPACITY

IN

INCHES

SH

SHEET

CF

CUBIC FEET

INTR

INTERIOR

SIM

SIMILAR

CHKR

CHECKER

INVT

INVERT

SLO

SHORT LEG OUTSTANDING

CIR

CIRCLE

INSIDE RADIUS

SLP

SLOPE

CJ

CONSTRUCTION

JOINT

JT

JOINT

SLV

SLEEVE

CL

CENTER

LINE

KB

KNEE BRACE

SP

SPACE

CLJ

CONTROL JOINT

KPL

KICK PLATE

SPEC

SPECIFICATION

CLR

CLEAR

KSI

KIPS PER SQUARE INCH

SQ

SQUARE

CMU

CONCRETE MASONRY

UNIT

ANGLE

SST

STAINLESS STEEL

CO

CONCRETE OPENING

LAD

LADDER

ST

SNUG-TIGHTENED

COL

COLUMN

LB

POUND

STD

STANDARD

COMP

COMPRESSION

LD

DEVELOPMENT LENGTH

STIF

STIFFENER

CONC

CONCRETE

LONG

STIR

STIRRUP

CONN

CONNECTION

LL

LIVE LOAD

STL

STEEL

CONT

CONTINUOUS

LLH

LONG LEG HORIZONTAL

STR

STRAIGHT

CONTR

CONTRACT

LLO

LONG LEG OUTSTANDING

STRL

STRUCTURAL

COORD

COORDINATE

LLV

COR

CORNER

LONG LEG VERTICAL

STRUC

STRUCTURAL

LNTL

LINTEL

SW

SOUTHWEST

COTR

CONTRACTING

OFFICER

LONG

LONGITUDINAL

SYMM

SYMMETRICAL

CRSI

CONCRETE

REINFORCING

STEEL

LPT

LOW POINT

T

TON

INSTITUTE

LS

CTR

CENTER

LAP SPLICE

T&B

TOP AND BOTTOM

CTRD

CENTERED

LVL

LEVEL

T/

TOP OF

MATL

MATERIAL

T/C OR

TOP OF CONCRETE

)HPT

IJ

IR

L

LG

TOC

T/P TOP OF PIER

US ARMY CORPS OF ENGINEERS ®

TULSA DISTRICT

APPR.

DATE

SYMBOL

CO

P Y R I G H T

B

URN

S

A N D

M

CDONN

E L L

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I N

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CO

M P A N Y

I

NC

T/STL OR TOP OF STEEL TOS

B

SIM

S-001 SIM

A

TEMP TEMPORARY

T

IN

KE

R

A

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F

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C E

BA

S E

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L

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P

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AY

K

AN

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AS

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M O

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B

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AN

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A L

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R

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GENER

A L

NO

T E S

A

ND

A

BBR

E

VI

A T

IONS

S-001

S001

TOS OR

T/S

TOP OF STEEL

SECTION CALLOUT EXAMPLE

DETAIL CALLOUT EXAMPLE

ELEVATION CALLOUT EXAMPLE

EA EACH

NA NOT APPLICABLE

TRD TREAD

ONE OR TWO CHARACTER DISCIPLINE DESIGNATOR (MAY NOT BE PRESENT IF CALLOUT AND TITLE ARE

ON DRAWINGS WITHIN

THE SAME DISCIPLINE)

A

S001

LETTER OR NUMBER DESIGNATO R

DRAWING SEQUENCE NUMBER INDICATES WHERE TITLE IS LOCATED (MAY NOT BE PRESENT IF CALLOUT AND TITLE ARE ON THE SAME DRAWING)

THE WORD "SECTION" MAY BE REPLACED WITH "ELEVATION" OR "DETAIL"

SECTION, DETAIL, OR ELEVATION TITLE EXAMPLE

SHEET REFERENCE

SECTION, DETAIL, AND ELEVATION SYMBOL IDENTIFIERS

SECTION, DETAIL, AND ELEVATION IDENTIFICATION SYSTEM

NUMBER:

S-001

1 2 3 4 5 6 7 8 9

AISC 360-10 INSPECTIONS FOR WELDING

TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING

QC

QA

WELDING PROCEDURE SPECIFICATION (WPSs) AVAILABLE P P

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

P P

MATERIAL IDENTIFICATION (TYPE/GRADE)

O O

WELDER IDENTIFICATION SYSTEM (1)

O O

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

JOINT

PREPARATION

DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

CLEANLINESS (CONDITION OF STEEL

SURFACES)

TACKING (TACK WELD QUALITY AND

LOCATION)

BACKING TYPE AND FIT (IF APPLICABLE)

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

TABLE N5.4-2 INSPECTION TASKS DURING WELDING

USE OF QUALIFIED WELDERS

O O

CONTROL AND HANDLING OF WELDING CONSUMABLES

PACKAGING

EXPOSURE

CONTROL

O O

NO WELDING OVER CRACKED TACK WELDS

O O

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

TABLE N5.4-3 INSPECTION TASKS AFTER WELDING

WELDS CLEANED

O O

SIZE, LENGTH AND LOCATION OF WELDS

P P

WELDS MEET VISUAL ACCEPTANCE CRITERIA

CRACK

PROHIBITION

WELD/BASE-METAL

FUSION

CRATER CROSS

SECTION

WELD

PROFILES

WELD

SIZE

UNDERCUT

POROSITY

P P

ARC STRIKES

P P

K-AREA (2)

P P

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

P P

REPAIR ACTIVITIES

P P

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

P P 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

TYP.

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 IN. (75 MM) OF THE

WELD.

AISC 360-10 INSPECTIONS FOR BOLTING

TABLE N5.6-1 INSPECTION TASKS PRIOR TO BOLTING

QC

QA

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

O P

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

O O PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) O O

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

O O CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS O O PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED P O

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS

O O

TABLE N5.6-2 INSPECTION TASKS DURING BOLTING

FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED O O

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION

O O

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES O O

TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

P P

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TULSA DISTRICT

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AISC 360-10

FABRICATOR AND ERECTOR QUALITY CONTROL PROGRAM

FABRICATOR INSPECTION TASKS

QC

QA

DETAILS IN ACCORDANCE WITH SECTION N5

P

SHOP CUT AND FINISHED SURFACES IN ACCORDANCE WITH SECTION M2

P SHOP HEATING FOR STRAIGHTENING, CAMBERING AND CURVING IN ACCORDANCE WITH SECTION M2.1 P

TOLERANCES FOR SHOP FABRICATION IN ACCORDANCE WITH SECTION 6 OF THE

CODE OF STANDARD PRACTICE

P INSPECT THE FABRICATED STEEL TO VERIFY COMPLIANCE WITH DETAILS SHOWN ON SHOP DRAWINGS, SUCH AS PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION P

ERECTOR INSPECTION TASKS

DETAILS IN ACCORDANCE WITH SECTION N5

P STEEL DECK HEADED STEEL STUD ANCHOR PLACEMENT AND ATTACHMENT IN ACCORDANCE WITH SECTION N6 P

FIELD CUT SURFACES IN ACCORDANCE WITH SECTION M2.2

P

FIELD HEATING FOR STRAIGHTENING IN ACCORDANCE WITH SECTION M2.1

P

TOLERANCES FOR FIELD ERECTION IN ACCORDANCE WITH SECTION 7.13 OF THE

CODE OF STANDARD PRACTICE

P INSPECT THE ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE ERECTION DRAWINGS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION P INSPECT PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTS. AS A MINIMUM, THE DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO CONCRETE, SHALL BE VERIFIED PRIOR TO PLACEMENT OF CONCRETE P INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPROPRIATE, TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION O REVIEW THE MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS P )D

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SHEET REFERENCE NUMBER:

S-002

1 2 3 4 5 6 7 8 9

DATE:

5/11/2018 1:41:

PM

F

13A

C D.1 E G

TRUSS RIDGE

J K L

DEMOLITION NOTES:

1. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND DIMENSIONS.

2. BASE BID: AMOVA TO DEMOLISH EXISTING TELEPLATFORM/COMPONENTS, RUNWAY BEAMS, AND RUNWAY BEAM HANGER COMPONENTS.

3. OPTION: AMOVA TO DEMOLISH EXISTING TELEPLATFORM/COMPONENTS ONLY, AND STEEL CONTRACTOR TO DEMOLISH RUNWAY BEAMS AND RUNWAY BEAM HANGER COMPONENTS.

4. OPTION: STEEL CONTRACTOR TO DEMOLISH ABANDONED RUNWAY BEAMS AS ILLUSTRATED ON THIS SHEET.

5. GOVERNMENT SHALL DETERMINE WHAT COMPONENTS TO BE TURNED OVER TO DRMO, AND WHAT COMPONENTS THE CONTRACTOR/AMOVA CAN SALVAGE.

6. DOCK SHALL BE IN SHUTDOWN DURING ALL WORK.

7. STEEL CONTRACTOR RESPONSIBLE FOR DEMOLISHING/GRINDING OF EXISTING RUNWAY BEAM CONNECTIONS AND PREPARATION OF NEW STRUCTURAL STEEL SCOPE OF WORK.

8. SEE OTHER DETAILS AND DRAWINGS FOR MINOR DEMOLITION WORK ASSOCIATED WITH INSTALLATION OF NEW STRUCTURAL STEEL.

10.3

D

EXISTING RIGID RAIL

FALL PROTECTION TO REMAIN, TEMPORARILY RESUPPORT

A B A

NDON

ED

RUN

W A Y

BEAM

A B A

NDON

ED

RUN

W A Y

BEAM

E X I S T I N G

RUN

W A Y

BEAM

E X I S T I N G

RUN

W A Y

BEAM

E X I S T I N G

RUN

W A Y

BEAM

E X I S T I N G

RUN

W A Y

BEAM

A B A

NDON

ED

RUN

W A Y

BEAM

A B A

NDON

ED

RUN

W A Y

BEAM

)AT STRENGTHENING LOCATIONS

RELOCATE CONDUIT ALONG THE COLUMN FLANGE TO

AP

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)ACCOMMODATE

NEW RUNWAY BEAM SUPPORT FRAMING

EXISTING FALL PROTECTION

6 TO REMAIN

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)PORTIONS OF EXISTING RUNWAY BEAMS TO REMAIN

PORTIONS OF EXISTING RUNWAY BEAMS TO REMAIN

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OPTION TO REMOVE ABANDONED EXISTING RUNWAY BEAMS

EXISTING TELEPLATFORMS/COMPONENTS, RUNWAY BEAMS AND HANGER CONNECTIONS TO BE DEMOLISHED

OPTION TO REMOVE ABANDONED EXISTING RUNWAY BEAMS

A1 DEMOLITION PLAN

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

0 8' 16' 32'

S-003

1 2 3 4 5 6 7 8 9

C D.1 E G

J K L M

NOTES:

1. CONTRACTOR SHALL FIELD VERIFY ALL CONDITIONS AND DIMENSIONS.

2. SEE S-001 FOR GENERAL NOTES.

3. CONTRACTOR SHALL REMOVE/CLEAN PEELING PAINT AT NEW RUNWAY BEAM CONNECTIONS AND NEW STRUCTURAL STEEL LOCATIONS, AND APPLY 2 COATS PRIMER AS INDICATED IN THE GENERAL NOTES.

4. EXISTING TELESCOPING PLATFORMS AND RUNWAY BEAMS SHALL BE REMOVED PRIOR TO ANY STRENGTHENING WORK.

8' )10

D1 S-203

TELESCOPING PLATFORM CONTROL CABINET (4 TYPICAL)

C1 S-204

A1 S-203

A5 S-205

A1 S-205

9X )D1 S-205

TRUSS

9X C 9X C 9X

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PT

I O N S Y M B O L

)CONNECTION STRENGTHENING, SEE D7/S-204

8'

)1/4" TEK SCREW @ 12" OC MAX SPACING INTO TOP FLANGE OF EXISTING BEAM

D 8 AT STRENGTHENING LOCATIONS, TYP

BEAM STRENGTHENING, TYP

SS

U E

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RA

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CO

D E:

P R O J E C T

E

NG

I N

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R A R C H I T E C

)D1 S-206

7 S-202

8' )6

A7 S-204

D7 S-204 D E P A R T M

ENT

O F

T

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AR

M Y U S.

AR

M Y

CORPS

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ENG

I

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T U L

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HATCH REPRESENTS WALKABLE CEILING LOCATION

D

ES

I G N

ED

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P M A N I S D

RA

W N

B Y

C

MC

GEE

C H E C

KED

B Y K N I E L

SE

N -S H E

FF

I E L D P M A N I S

) (SOUTH DOCK)

D1 5 S-202

-8

BURNS

M cD O N

NE

L L

W

ARD

P

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W

AY

K

AN

S

AS

C I T Y

)4

RUNWAY BEAM

P Y R I G

B

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S

A N D

M

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CO

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I

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)D1 3 S-201

1'

0"

9X B

H

AN

G A R

A L

TE

R

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ION

SOU

T H

DOCK

CEI

L

ING

F

RA

M

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P L

AN

)E5 S-101

D3 C 9X C 9X C 9X )S-206

NO WALKABLE CEILING BETWEEN GRID 1 AND 2

1 S-200

S-207

EXTERIOR LADDER ACCESS TO WALKABLE CEILING LEVEL

A1 S-207

A4

10'

)D4

S-207 S-207 N

A1 SOUTH DOCK CEILING FRAMING PLAN

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

0 8' 16' 32'

IN

KE

R

A

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F

OR

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BA

S E

O K L A H O M A

C I

TY

O K L H O M A

)SHEET REFERENCE NUMBER:

S-100

1 2 3 4 5 6 7 8 9

C D.1 E G

J K L

G

ENERGY CHAIN SUPPORT BEAM BY TELEPLATFORM SUPPLIER, FIELD LOCATE POSITION TO AVOID

CEILING MOUNTED SUPPLY AIR

A5 S-205

A1 S-205

D1 S-205

RUNWAY BEAM SUPPORT POINTS (BEARING), 3 TYP

EXISTING ENERGY NEW RUNWAY BEAMS

CHAIN LOCATION,

TELEPLATFORM SUPPLIER TO REUSE IF POSSIBLE

EXISTING ENERGY

AP

PR

DA

T E R

EV

I S I O N S D

ES

CR

I

PT

I O N S Y M B O L

)CHAIN LOCATION, TELEPLATFORM SUPPLIER TO REUSE IF POSSIBLE

-8

)EXISTING RIGID RAIL FALL PROTECTION

NEW RUNWAY BEAM AND ENERGY CHAIN SECTION E5 SCALE: 1/8" = 1'-0"

23'

E N D

S T O

)0 4' 8' 16'

3' - 0" *

28' - 0" *

8' - 0" *

36' - 0" *

21' - 0" *

-8 N

EW

RUN

W A Y

BEAM

N

EW

RUN

W A Y

BEAM

N

EW

RUN

W A Y

BEAM

N

EW

RUN

W A Y

BEAM

I

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/07/

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CO

D E:

)D 8

D1 S-206

A7 S-204 -8 ) #3

6"

M I N

T Y P )6

7'

9" )#1

BURNS

M cD O N

NE

L L

W

ARD

P

ARK

W

AY

K

AN

S

AS

C I T Y

)D7 S-204

7'

9"

)BOTTOM OF RUNWAY BEAM ELEVATION ~ 50'-8" ABOVE FINISH FLOOR

70,000 LB MAXIMUM TELESCOPING PLATFORM SYSTEM WEIGHT

ES

I G N

ED

B Y

P M A N I S D

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B Y

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MC

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C H E C

KED

B Y K N I E L

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N -S H E

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I E L D P M A N I S P R O J E C T

E

NG

I N

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R A R C H I T E C

)FUSELAGE #1/#2 TELESCOPING PLATFORM SYSTEM LOADING DIAGRAM

#4

70,000 LB MAXIMUM TELESCOPING PLATFORM SYSTEM WEIGHT

P Y R I G

B

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S

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M P A N Y

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8'

)4

1'

0" )B

RUNWAY BEAM

2 SUPPORT POINTS

(SUSPENDED, 5

SIMILAR,

E5 S-101

D3 S-206

#2

6'

0"

E N D

S T O

)RUNWAY BEAM SUPPORT POINTS (SUSPENDED, 16 SIM)

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)FUSELAGE #3/#4 TELESCOPING PLATFORM SYSTEM LOADING DIAGRAM

A6 T

IN

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F

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O K L A H O M A

C I

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O K L H O M A B

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A L

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W

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B

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A

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T E

LE

S C O P

ING

P L A T F O

RM

P

LAN

) TELESCOPING PLATFORM LOADING DIAGRAM

SCALE:NTS

TELESCOPING PLATFORM COORDIANTION NOTES:

PLATFORM SUPPLIER S-207

TO COORDINATE BOLT

SPACING WITH EXISTING BEAMS)

A4 S-207

A1 S-207

D4 S-207 1.

CONTRACTOR AND TELESCOPING PLATFORM SUPPLIER SHALL COORDINATE THE FOLLOWING ITEMS:

A. EXISTING BUILDING DIMENSIONS AND STRUCTURAL INFORMATION.

B. RUNWAY BEAM HANGER BOLT LOCATION/SIZE/HOLE/BOLT PATTERN WITH STRUCTURE.

C. POSITION AND LOCATION OF ENERGY CHAIN.

D. LOCATION OF PLATFORM CONTROL CABINETS (ONE CABINET PER PLATFORM).

N E. FURNISH AND INSTALL SUPPORT STEEL FOR CABINET ONCE LOCATIONS ARE COORDINATED.

A1 RUNWAY PLAN

2. TELESCOPING PLATFORM SUPPLIER IS RESPONSIBLE FOR:

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

A

0 8' 16' 32' A.

ROUTING UTILITIES TO NEW ENERGY CHAIN AND CABINET LOCATIONS IF NEEDED.

B. SUPPORT FOR ENERGY CHAIN (FROM NEW RUNWAY BEAMS).

C. COORDINATION OF ENERGY CHAIN WITH SUPPLY AIR REGISTERS.

D. COORDINATION OF PLATFORM CONTROL CABINETS WITH EXISTING EXISTING FACILITY INFRASTRUCTURE. PROPOSED CABINET LOCATIONS ARE ILLUSTRATED ON S-101.

E. FIELD COORDINATION OF RUNWAY BEAM ATTACHMENT POINTS INCLUDING BOLT SIZE AND SPACING.

S-101

1 2 3 4 5 6 7 8 9

C D.1 E G

J K L M

NOTES:

F 12

10.3

1.

CONTRACTOR SHALL REMOVE CORROSION AT INDICATED CONNECTIONS.

2. (

AP

PR

DA

T E R

EV

I S I O N S D

ES

CR

I

PT

I O N S Y M B O L

)CONTRACTOR SHALL SUBMIT METHOD OF CORROSION REMOVAL FOR REVIEW AND APPROVAL.

3. CONTRACTOR SHALL ENGAGE THE SERVICES OF A NONDESTRUCTIVE TESTING COMPANY TO OBTAIN THE FOLLOWING INFORMATION:

A. NONDESTRUCTIVE TESTING OF EXISTING FLANGE TO FLANGE AND WEB TO WEB WELDS OF THE INDICATED CONNECTIONS.

B. ULTRASOUND THICKNESS MEASUREMENTS/D GAGE METER TESTING OF THE FLANGE AND WEBS. MEASURE THICKNESS IN EACH FLANGE IN 3 PLACES AND MEASURE THICKNESS IN EACH WEB IN 3 PLACES.

C. NONDESTRUCTIVE TESTING COMPANY SHALL NUMBER EACH CONNECTION AND PROVIDE A REPORT FOR EACH CONNECTION WHICH INCLUDES THE WELD INSPECTION RESULTS AND THE THICKNESS MEASUREMENTS.

D. VARIOUS CONNECTIONS INCLUDE STEEL PLATE/STIFFENERS. ANY SIMILAR

5 A1 S-110

A4

S-110 SIM

SIM

TRUSS BOTTOM CHORD INSPECTION POINT LOCATIONS

COMPONENTS SHALL ALSO BE CLEANED, TESTED, AND MEASURED, SIMILAR TO THE FLANGE AND WEBS INDICATED ABOVE.

4. CONTRACTOR SHALL SUBMIT ALL THE INFORMATION OBTAINED TO THE CONTRACTING OFFICER FOR REVIEW.

5. AFTER INFORMATION AND REPORT HAVE BEEN REVIEWED, AND RESULTS OF INFORMATION AND REPORT DO NOT CAUSE STRENGTHENING OF CONNECTION, CONTRACTOR SHALL PRIME ALL EXPOSED STEEL AT TRUSS CONNECTIONS USING THE FOLLOWING:

A. PREPARE SURFACES FOR PAINTING IN ACCORDANCE WITH SSPC SP6.

B. PRIMER: SSPC PAINT 20 OR SSPC PAINT 29 (ZINC RICH PRIMER).

C. 2 COATS OF PRIMER SHALL BE APPLIED.

D. PRIMER SELECTED SHALL BE COMPATIBLE WITH EXISTING COATING.

I

SS

U E

DA

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/07/

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I n d ic ate d D

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CO

D E:

)D

P R O J E C T

E

NG

I N

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R A R C H I T E C T )N

D1 WALKABLE CEILING TRUSS CONNECTION INSPECTION

D

ES

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ED

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P M A N I S D

RA

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B Y

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MC

GEE

C H E C

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B Y K N I E L

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N -S H E

FF

I E L D P M A N I S

)SCALE: 1/32" = 1'-0"

0 16'

32' 64'

PHOTOGRAPH IS INDICATIVE

OF THE TYPICAL TRUSS CONNECTION

TO BE INSPECTED. SOME CONNECTIONS INCLUDE ADDITIONAL STEEL PLATE/STIFFENERS WHICH ALSO NEED TO BE CLEANED FROM CORROSION AND INSPECTED

3 THICKNESS MEASUREMENTS PER EACH FLANGE, ONE AT WELD, ONE AT THE TIP OF FLANGE, AND ONE NEAR THE FLANGE TO WEB RADIUS, EACH FLANGE IN CONNECTION

D E P A R T M

ENT

O F

T

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AR

M Y U S.

AR

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ENG

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)3 THICKNESS MEASUREMENTS PER EACH WEB, ONE AT WELD, ONE IN THE MIDDLE OF THE WEB, AND ONE NEAR THE FLANGE TO WEB RADIUS, EACH WEB IN CONNECTION

P Y R I G

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)REMOVE CORROSION AND PERFORM NON DESTRUCTIVE TEST AND MEASUREMENTS FOR PERFORATIONS/REDUCED CROSS SECTION

IN

KE

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F

OR

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BA

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O K L A H O M A

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H

AN

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A L

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W A L K

AB

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T

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IN

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P L A N

)B APPROXIMATE SHAPE OF CORRODED

CONNECTION AND NONDESTRUCTIVE TESTING AND MEASUREMENT AREA

A1

) CONNECTION - SIDE VIEW

SCALE: NTS

CONNECTION - TOP DOWN VIEW

A4

)SCALE:NTS

S-110

E

GRID

T

RUSS

SCA

L

D1 D C C X E X

IS

T I N G

J O I

STS

B A

DE

T A

IL

SCA

L

A1 F

IL

E

DA

T E 5/ 1/

)COPYRIGHT © 2018 BURNS AND MCDONNELL ENGINEERING COMPANY, INC.

TINKER AIR FORCE BASE, OKLAHOMA CITY, OKLHOMA

DEPARTMENT OF THE ARMY

C

)DESIGNED BY: ISSUE DATE:

US

A

RMY

C O R P S

O F

E N G I N

EE

RS

T U

LS

A

D I S T R I

CT

)REVISIONS

S H

EET

R

EF

E R E

NC

E

NU

M

BE

R S

)B2280 HANGAR ALTERATION

GRID 1 FRAMING ELEVATION

U.S. ARMY CORPS OF ENGINEERS

TULSA DISTRICT

OKLAHOMA

BURNS & McDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114 (816) 333-9400

P.MANIS DRAWN BY: C.MCGEE CHECKED BY:

K.NIELSEN-SHEFFIELD

P.MANIS

05/07/2018

SCALE:

As Indicated DRAWING CODE:

SYMBOL

DESCRIPTION

DATE APPR.

TRU

SS

R I D G E L K J G E D T O P

CH

O R D

S T R E

NG

T H E N I N G A S T

RU

SS

S P L I C E

ST

R E

NG

T H E N I N G

O N

V I S I B L E

S I D E

O F

T

RU

S S

TYP

A S

S I M

TYP

LOC

AT

I O N

O F

N

EW

CH

A

NN

E L

TRU

SS

R I D G E

E X I

ST

I N G

STE

E L

D E C K 1/4

1/

R A I L I N G

S I G N

IF

I

ES

E N D

O F

W A L K

AB

L E

C E I L I N G

GRID

PHO

T O

SCA

L E N

TS

A5

)PROJECT ENGINEER/ARCHITECT

1 2 3 4 5 6 7 8 9

DATE:

5/11/2018 1:41:

PM

L K J TRUSS RIDGE

G E D.1 C

AP

PR

DA

T E R

EV

I S I O N S D

ES

CR

I

PT

I O N S Y M B O

A5

S-201 SIM

10 TYP

TRUSS MEMBER STRENGTHENING

A1 S-201

BOTTOM CHORD STRENGTHENING

TRUSS SPLICE STRENGTHENING

36' - 0" * 8' - 0" * 28' - 0" * 3' - 0" *

D1 GRID 3 TRUSS

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

0 4' 8' 16'

TYP EACH

D END

1"

M A X

M A T C H

SP

L I C E

P L

TH

I C

KN

E S S I

SS

U E

DA

T E

/07/

SCA

L E As

I n d ic ate d D

RA

W I N G

CO

D E:

P M A N I S P R O J E C T

E

NG

I N

EE

R A R C H I T E C T D

ES

I G N

ED

B Y

P M A N I S D

RA

W N

B Y

C

MC

GEE

C H E C

KED

B Y

K N I E L

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N -S H E

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I E L D D E P A R T M

ENT

O F

T

HE

AR

M Y U S.

AR

M Y

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ENG

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T U L

SA

D I S T R I

CT

OK

L

AHO

M A

BURNS

M cD O N

NE

L L K

AN

S

AS

C I T Y

)1/4 1 AT BOLT

)NEW PL 1/2 X 3, NOTCH UP TO 1" AT FLANGE SPLICE PLATE, GRADE 50, TOP AND BOTTOM, GRIDS 3, 5, 7, 9, 11

1/4 1

SPACINGS

EACH END

EACH END

3/16 3

3/16 5

ALL EXISTING ANGLES TO REMAIN

EXISTING VERTICAL OR DIAGONAL TRUSS SHAPE (WIDE FLANGE)

W

ARD

P

ARK

W

AY

)EXISTING WEB SPLICE PLATE, TYP

NEW L4X4X1/4, EACH SIDE

NOTCH WALKABLE CEILING DECK AND EXISTING ANGLES

TO INSTALL NEW L4X4, EACH SIDE

5" FIELD MEASURE 5"

VARIES FROM 1'-0" TO 2'-6"

SPLICE RETROFIT TOP VIEW

EXISTING FLANGE SPLICE PLATE, TYP

P Y R I G

B

URN

S

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)RESUPPORT

FIELD CONFIRM

CONDITIONS PRIOR

NOTE: AT GRID 1, PL 1/2 X 3 REQUIRED AT ONE FLANGE ONLY

B

H

AN

G A R

A L

TE

R

AT

ION

GRID

F

RA

M

ING

E L E V A T

ION

)EXISTING FALL

TO DRILLING FOR

DRILL EXISTING TOP CHORD

AT BOLT

1/4 1

PROTECTION

B TO NEW BEAM

3" 9"

NEW BOLTS TO ACCEPT 3/4" DIA A490 BOLTS

TYP EACH END

VA

R I E S M I N

)NEW PL 1/2 X 3, TOP AND BOTTOM

SPACINGS

1/4 1

AT GRIDS 3, 5, 7, 9, 11

VA

R I E S M I

)1' - 0" 1' - 0" 9" 3" TYP

NEW W8X40

1' - 6" 8' - 0" * 11' - 6"

NOTCH PLATE

TO FIT SPLICE, 2" MIN

A D7 S-204

SIM

A7

S-204 SIM

SPLICE RETROFIT TRUSS ELEVATION (DIAGONAL SHOWN, VERTICAL SIMILAR)

SPLICE RETROFIT SECTION (ADJACENT TO SPLICE)

SPLICE RETROFIT ELEVATION (AT SPLICE SECTION)

IN

KE

R

A

IR

F

OR

C E

BA

S E

O K L A H O M A

C I

TY

O K L H O M A

)SHEET REFERENCE

A1 DETAIL

A5 TRUSS WEB SPLICE RETROFIT DETAIL

NUMBER:

SCALE: 1/2" = 1'-0"

0 1' 2' 4' SCALE: 1 1/2" = 1'-0"

0 1/2' 1' 1 1/2'

S-201

1 2 3 4 5 6 7 8 9

L K J TRUSS RIDGE

G E D.1 C

) A5 S-201 11

SIM

A1 S-204

SS

U E

DA

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W I N G

CO

D E:

P M A N I S P R O J E C T

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I N

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R A R C H I T E C T D

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I G N

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B Y

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K N I E L

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ENT

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) A1 S-201 SIM

AP

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DA

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I O N S Y M B O L

)D1 GRID 5 TRUSS

L K J TRUSS RIDGE

0 4' 8' 16'

G E D.1 C

TEMPORARILY RELOCATE UTILITY/DUCT SUPPORT DURING STRENGTHENING AT

THIS LOCATION

P Y R I G

B

URN

S

A N D

M

CDONN

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NG

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)A5

S-201 SIM

11 TYP

S-204 SIM

A1 S-201 SIM

TEMPORARILY RELOCATE UTILITY/DUCT SUPPORT DURING STRENGTHENING AT

T

IN

KE

R

A

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F

OR

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S E

O K L A H O M A

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TE

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ION

GRID

AND

F

RA

M

ING

E L E V A T

ION

)THIS LOCATION

) GRID 7 TRUSS

0 4' 8' 16'

S-202

F E D C B A F

IL

E

D A T E 5/ 1/

)COPYRIGHT © 2018 BURNS AND MCDONNELL ENGINEERING COMPANY, INC.

TINKER AIR FORCE BASE, OKLAHOMA CITY,

OKLHOMA

B2280 HANGAR ALTERATION

GRID 9 AND 11 FRAMING ELEVATION

DEPARTMENT OF THE ARMY

U.S.

ARMY

CORPS

OF

ENGINEERS

TULSA DISTRICT

OKLAHOMA

BURNS & McDONNELL 9400 WARD PARKWAY KANSAS CITY, MO 64114

(816) 333-9400

DESIGNED BY: P.MANIS

DRAWN BY: C.MCGEE CHECKED BY:

K.NIELSEN-SHEFFIELD

P.MANIS

ISSUE DATE: 05/07/2018

SCALE:

As Indicated

DRAWING CODE:

PROJECT ENGINEER/ARCHITECT

S H

EET

R

EF

E R E

NC

E

NU

M

BE

R S

)SYMBOL

REVISIONS DESCRIPTION

US

A

RMY

C O R P S

O F

E N G I N

EE

RS

T U L

SA

D I S T R I C T C

)DATE APPR.

T

RU

SS

R I

DG

E L K J G E D

TE

M P

OR

A R I L Y

R E

LOC

ATE

U T I L

IT

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DUC

T

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OR

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DUR

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ST

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T H E N I N G

AT

T H E S E

L O C

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S T

RU

SS

S P L I C E

S T R E

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T H E N I N G A S

S I M

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SCA

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D1 T

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SS

R I

DG

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S I M

T Y P T

RU

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S P L I C E

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R E N G T H E

NIN

G G

RID

T

RUSS

SCA

L

A1

1 2 3 4 5 6 7 8 9

DATE:

5/11/2018 1:41:

PM

G TRUSS

RIDGE

1' - 8" * 16' - 4" * 9' - 0" * 9' - 0" * 16' - 4" * 2' - 8" *

2 1/2" 2 1/2"

5/16 3

TRIM DECK AND SUPPORT ANGLE TO INSTALL BOLTS AND STIFFENERS

1/4 4 TOP AND

AP

PR

DA

T E R

EV

I S I O N S D

ES

CR

I

PT

I O N S Y M B O L

)TULSA DISTRICT

F A5 S-205

A1 S-205

D1 S-205

EXISTING FALL PROTECTION BEAM

PL 3/4X4X8 AT EACH

1/4 4

BTM PL TYP

RUNWAY BEAM

NEW BRACKET TO COLUMN

EXISTING W21X112 COLUMN

W33X201

EXISTING RUNWAY BEAMS (NORTH DOCK)

S-206

THREE RUNWAY BEAMS, SUPPORTED BY NEW BEAM (SOUTH DOCK)

NEW BRACKET TO COLUMN

EXISTING W21X112 COLUMN

ROW OF BOLTS

3/4" DIA A490 BOLTS

FIELD DRILL WEB

TO ACCEPT NEW BOLTS

RUNWAY BEAM CONNECTION TO STRUCTURE

GRIND EXISTING

PL3/8X3 1/2X7

1/4" TEK SCREW

AT 12" OC MAX SPACING AT STRENGTHENED ROOF BEAMS

NEW C9X20

PL3/8X4 1/2X12, 3 1/2" SLOT TO ACCEPT 1/2" STIFFENER

1/4 3

50'

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EXISTING WALL FRAMING, WALL PANEL NOT SHOWN

W8X40 WITH STIFFENERS

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Level 1 100' - 0"

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D7 TYPICAL RUNWAY BEAM HANGER SECTION

FIELD VERIFY ALL CONDITIONS/DIMENSIONS PRIOR TO CONSTRUCTION

C1 WALL FRAMING GRID 10.3

1/2" STIFFENER,

3/8" FILLET WELD EACH

SCALE: 1" = 1'-0"

0 1/2' 1' 2'

0 4' 8' 16'

SIDE, FLGS AND WEB

STEEL DECK

NOT SHOWN, TRIM DECK AND SUPPORT ANGLE

3" 6" 6" 6" 6" 3"

2 ROWS OF (4)

3/4" DIA A490 BOLTS

TO INSTALL STIFFENER

AND BOLTS

TOP SURFACE OF NEW ANGLE TO BE FLUSH WITH

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EACH SIDE 3/16 3

PL 3/8" X 3" WIDE

TYP EACH ANGLE EACH END

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6" 6"

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SCALE: 1/2" = 1'-0"

0 1' 2' 4'

SCALE: 1" = 1'-0"

0 1/2' 1' 2'

S-204

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9 10

GRIND/REMOVE EXISTING RUNWAY

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23' - 6"

1/4

NEW BEAM

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1/4 18

NEW L4X4 NOT SHOWN

TYP

D1 SECTION D7 SECTION

SKEWED PL 1/2X4X 6,

(2) (

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NEW BRACE, CONNECT TO COLUMN AT GRID G 11

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3 EDGES

TYP

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1/4 3 EDGES

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1/2" STIFFENER

3/4" STIFFENER, EACH SIDE, EACH

FLANGE, EXTEND STIFFENER TO EXISTING WALL PANEL FACE

1/4 2 EDGES

EXISTING W12X27

(5) 3/8" STIFFENERS, 1/4" FILLET EACH SIDE, 3 EDGES, 4" ON CENTER

EA ANGLE

W16X67 BRACKET, CJP TO COLUMN, FLG AND WEB

TYP

EXISTING CONDUIT ATTACHED

TO COLUMN FLANGE, RELOCATE CONDUIT AT NEW W16 BRACKET

2 3/4" BOLT GAGE, COORDINATE WITH

TELESCOPING PLATFORM SUPPLIER

23' - 6"

END STOP

28' - 9"

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A1 SECTION

A5 SECTION

NUMBER:

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0 1' 2' 3'

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

0 2' 4' 8'

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E NEW RUNWAY BEAM

EXISTING FALL PROTECTION RAIL TO REMAIN

CONTRACTOR SHALL PROVIDE

FIELD MEASUREMENTS OF CONNECTION FOR CONNECTION EVALUATION, SUBMIT TO CONTRACTING OFFICER FOR REVIEW

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EXISTING W21X111 COLUMNS

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EXISTING W21X111 COLUMNS

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NEW W8X24

)A1 PARTIAL PLAN A6 SECTION

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

0 2' 4' 8'

SCALE: 3/4" = 1'-0"

0 1' 2' 3'

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1/4" FILLET EACH SIDE,

FILE:

DATE:

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3 EDGES, 4" ON CENTER 1' - 4"

EXISTING W12X27 1 2

US ARMY CORPS OF ENGINEERS ®

TULSA DISTRICT

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D1 SECTION

D4 SECTION

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1' - 4" EXISTING W12X36

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