Am_0006-Drawings.pdf

Baysinger Design Group, Inc.

Marion, Illinois 62959

4501 West DeYoung Street, Suite 100B

Fax: 618.998.8032

Phone: 618.998.8015 www.BaysingerDesignGroup.com

Illinois Design Firm No. 184-004212

Jacobs Engineering Group Inc.

777 Main Street, Fort Worth, TX 76102 USA

SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION AND APPROVAL OF ALL DRAWINGS IN THIS SET AS

SHOWN IN THE INDEX

THIS PROJECT WAS DESIGNED UNDER THE OMAHA DISTRICT OF THE U.S. ARMY CORPS OF ENGINEERS. THE INITIALS OR SIGNATURES AND REGISTRATION DESIGNATIONS OF INDIVIDUALS APPEAR ON THESE DOCUMENTS WITHIN THE SCOPE OF THEIR EMPLOYMENT

AS REQUIRED BY ER 1110-1-8152

PREPARED BY U.S. ARMY ENGINEERS DISTRICT, OMAHA

CHIEF, GEOTECHNICAL DATE

CHIEF, DESIGN BRANCH DATE

CHIEF, HYDROLOGIC DATE

ENGINEERING & SCIENCES BRANCH

VICINITY MAP

TRUE NORTH

ENGINEERING BRANCH

CHIEF, HYDROLOGIC DATE

ENGINEERING DIVISION, P.E.

SUBMITTED BY:

CHIEF: ARCH SECTION

RA

SUBMITTED BY:

CHIEF: CIVIL/GEOT SECTION

PLA

SUBMITTED BY:

CHIEF: ELECT SECTION

PE

SUBMITTED BY:

CHIEF: ENVR SECTION

PE

SUBMITTED BY:

CHIEF: MECH SECTION

PE

SUBMITTED BY:

CHIEF: STRUCT/INTER SECTION

PE

SUBMITTED BY:

CADD/BIM PROJECT COORDINATION

5250 Cherokee Ave., Suite 420, Alexandria, VA 22312-2050 MAIN 703/658-4400 WEB www.woodspeacock.com

Crawford Consulting Services 239 Highland Avenue

PRIME CONSULTANT CONSULTANTS

PROJECT LOCATION

Terracon Consultants, Inc.

1505 Old Happy Jack Road Cheyenne, Wyoming 82001

R E

G

IS

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ERED ARCH

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2 3 6 3 8

US Army Corps of Engineers Omaha District ®

SHEET

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US Army Corps of Engineers ®

SOLICITATION NO.:

A/E CONTRACT NO.:

ISSUE DATE:

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F o rt

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T X

JEG Proj. No. FDZD7312

READY-TO-ADVERTISE (RTA) DESIGN

READY-TO-ADVERTISE (RTA) DESIGN G-001

C O

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OMAHA DISTRICT

FE WARREN AFB, WY

FY18 HELO/TRF/MAINTENANCE FACILITY

W9128F21R0070

W9128F-15-D-0004; DO# 0001

31 MARCH 2021

PN GHLN983001A

F E

-G

H L N

A G

-0

BASE BID INCLUDES THE FOLLOWING BID OPTIONS

BASE BID - INCLUDES HELO/TRF FACILITY WITH 5 SHELTER BAYS, 7 APRON PARKING SPOTS AND ASSOCIATED SITE

IMPROVEMENTS.

THE FOLLOWING BID OPTIONS ARE INCLUDED:

BID OPTION 1 - CRASH/FIRE RESCUE FACILITY

BID OPTION 2 - ONE ADDITIONAL STORAGE SHELTER BAY

BID OPTION 3 - ONE ADDITIONAL APRON PARKING SPACE

BID OPTION 4 - SNOW MELT FOR HANGAR DOORS

BID OPTION 5 - HELO/TRF/MAINTENANCE FACILITY AIR COMPRESSORS, 400 HZ GENERATORS, 28 VDC RECTIFIERS AND

AIRCRAFT WASH EQUIPMENT

BID OPTION 6 - CFR AIR COMPRESSORS

BID OPTION 7 - PREFABRICATED POL STORAGE AND HAZMAT STORAGE BUILDINGS

BID OPTION 8 - RELOCATION OF EXISTING PREFABRICATED ARMORY BUILDING

BID OPTION 9 - HELO/TRF/MAINTENANCE FACILITY FURNITURE FIXTURES AND EQUIPMENT (FF&E)

BID OPTION 10 - CFR FURNITURE FIXTURES AND EQUIPMENT (FF&E)

BID OPTION 11 - HELO/TRF/MAINTENANCE FACILITY PUBLIC ADDRESS SYSTEM

BID OPTION 12 - CRF PUBLIC ADDRESS SYSTEM

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-0

-2

CFR

09-09-21

TRUE NORTH

US Army Corps of Engineers

Omaha District ®

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30' 60'0

SCALE: 1"=30'

15'

KEY PLAN

AREA 4

KATHYRIYA KENNEDY

TX98244

READY-TO-ADVERTISE (RTA) DESIGN

PRELIMINARY FOR

REVIEW ONLY

THESE DOCUMENTS ARE FOR

CONCEPT DESIGN AND NOT

INTENDED FOR CONSTRUCTION

BIDDING OR PERMIT PURPOSES.

THEY WERE PREPARED BY, OR

UNDER SUPERVISION OF:

NAME

REGISTRATION # DATE

04 NOV 2020

SCALE

BORING LOCATIONS - AREA 4

A3

1"=30'

LEGEND

GENERAL NOTES

A BORING LOCATIONS SHOWN ARE

APPROXIMATE.

B REFER TO SHEETS B-104 - B108 FOR

BORING LOG INFORMATION.

B O

R I N

G

L

O C

A T

I O

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A

B-103

FOR

REFERENCE

ONLY

BORINGS PERFORMED WITHIN THE

AIRFIELD PAVEMENT AREAS

A-1

NOTE: APPROXIMATE BORING LOCATION,

PERFORMED BY TERRACON CONSULTING, INC.

(AUGUST 2017)

BORINGS DRILLED WITHIN THE

MAIN CONSOLIDATED HELO/TRF

OPERATION/AMU AND ALERT

FACILITY BUILDING AREAS

B-3

BORINGS DRILLED WITHIN PUMP

HOUSE AREAS

PH-1

BORINGS DRILLED WITHIN FIRE

STATION BUILDING AREAS

FS-1

BORINGS DRILLED WITHIN

UNDERGROUND WATER STORAGE

TANK AREAS

W-1

BORINGS DRILLED WITHIN GOV

AND POV PARKING AREAS

P-1

BORINGS DRILLED WITHIN ACCESS

DRIVE AREAS

D-1

BORINGS DRILLED WITHIN UTILITY

ALIGNMENT AREAS

U-1

1 2

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AREA 2 AREA 2

AREA 4 AREA 4

AREA 6 AREA 6

AREA 4 AREA 4

A R

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HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

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HELO OPS BUILDING

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2A

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A of Engineers

Omaha District ®

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READY-TO-ADVERTISE (RTA) DESIGN

PRELIMINARY FOR

REVIEW ONLY

THESE DOCUMENTS ARE FOR

CONCEPT DESIGN AND NOT

INTENDED FOR CONSTRUCTION

BIDDING OR PERMIT PURPOSES.

THEY WERE PREPARED BY, OR

UNDER SUPERVISION OF:

NAME

REGISTRATION # DATE

04 NOV 2020

B O

R I N

G

L

O G

S

B-108

FOR

REFERENCE

ONLY

SCALE

BORING LOGS U-5

D1

NTS SCALE

BORING LOGS U-6

D4

NTS SCALE

BORING LOGS W-1

D6

NTS SCALE

BORING LOGS W-2

D9

NTS

SCALE

BORING LOGS W-3

A1

NTS SCALE

BORING LOGS P-6

A4

NTS SCALE

EXHIBIT C-1 GENERAL NOTES

A6

NTS SCALE

EXHIBIT C-2 USCS

A9

NTS

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HEAVY DUTY ASPHALT

PAVEMENT, RE: E4/C-520

BUILDING

HEAVY DUTY CONCRETE

PAVEMENT, RE: E1/C-520

CONCRETE SIDEWALK,

RE: A1/C-520

BID OPTION 4 SNOW MELT FOR

HANGAR DOORS, RE: B4/C-520

AIRFIELD ASPHALT SHOULDER

PAVEMENT, RE: F4/C-520

AIRFIELD CONCRETE

PAVEMENT, RE: F1/C-520

RIP-RAP, RE: A3/C-512

TRUE NORTH

US Army Corps of Engineers

Omaha District ®

SHEET ID

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30' 60'0

SCALE: 1"=30'

15'

N

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A Y

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KEY PLAN

5 6

AREA 3

READY-TO-ADVERTISE (RTA) DESIGN

WYOMING REGISTERED

ENGINEERING FIRM ES-0061

SCALE

PAVING PLAN - AREA 3

A3

1"=30'

LEGEND

GENERAL NOTES - PAVING PLANS

P A

V I N

G

P

L A

N

A

R E

A

CP103

A REFER TO ARCHITECTURAL PLANS FOR

BUILDING DIMENSIONS.

B SEE SHEETS C-520-C-523 FOR PAVEMENT

SECTIONS.

C SEE STRUCTURAL PLANS FOR HANGAR

FOUNDATION SECTION.

D REFER TO SHEETS CS101-CS106 FOR

SITE DIMENSIONAL CONTROL

E REFER TO SHEETS CP111-CP120 FOR

ROAD PLAN & PROFILES

F

KEYNOTES

223 BID OPTION 4 SNOW MELT FOR HANGAR

DOORS. RE: B4/C-520, E1/S-505

G IF BID OPTION 4 IS NOT ACCEPTED, USE

PROPOSED CONCRETE PAVEMENT FOR

APRON, RE: F1/C-520

REFER TO SHEETS CT101-CT110 FOR

AIRFIELD JOINTING & JOINT GRADING

303 PAVEMENT MARKING, RE: A5/C-501

A

M

V

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N S

A

M

V

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HELO OPS BUILDING

FFE: 6303.20

X X

X X

X X

X X

AREA 1 AREA 1

A R

R

R

R

R

R

R

R

AREA 3 AREA 3

AREA 3 AREA 3

AREA 5 AREA 5

R E

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U T

H O

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O

N L Y

H A

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E

H A

N G

E

13.73'

09/09/2021

HEAVY DUTY ASPHALT

PAVEMENT, RE: E4/C-520

BUILDING

AIRFIELD ASPHALT SHOULDER

PAVEMENT, RE: F4/C-520

AIRFIELD CONCRETE

PAVEMENT, RE: F1/C-520

HEAVY DUTY CONCRETE

PAVEMENT, RE: E1/C-520

BID OPTION 4 SNOW MELT FOR

HANGAR DOORS, RE: B4/C-520

TRUE NORTH

US Army Corps of Engineers

Omaha District ®

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SCALE: 1"=30'

15'

N

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KEY PLAN

AREA 4

5 6

SCALE

PAVING PLAN - AREA 4

A3

1"=30'

GENERAL NOTES - PAVING PLANS

P A

V I N

G

P

L A

N

A

R E

A

CP104

KEYNOTES

A REFER TO ARCHITECTURAL PLANS FOR

BUILDING DIMENSIONS.

B SEE SHEETS C-520-C-523 FOR PAVEMENT

SECTIONS.

C SEE STRUCTURAL PLANS FOR HANGAR

FOUNDATION SECTION.

D REFER TO SHEETS CS101-CS106 FOR

SITE DIMENSIONAL CONTROL

E REFER TO SHEETS CP111-CP120 FOR

ROAD PLAN & PROFILES

F

LEGEND

231 FUTURE TAXIWAY

223 BID OPTION 4 SNOW MELT FOR HANGAR

DOORS. RE: B4/C520 AND E1/S-505

REFER TO SHEETS CT101-CT110 FOR

AIRFIELD JOINTING & JOINT GRADING

G IF BID OPTION 4 IS NOT ACCEPTED, USE

PROPOSED CONCRETE PAVEMENT FOR

APRON, RE: F1/C-520

A

M

V

I S

I O

N S

A

M

V

I S

I O

N S

X X

X X

X X

X X

X X

X X

X X

X X

X X

X X

A R

R

AREA 2 AREA 2

AREA 4 AREA 4

AREA 6 AREA 6

AREA 4 AREA 4

A R

R

R

R

R

R

HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

A R

R

R

HELO OPS BUILDING

of Engineers

Omaha District ®

SHEET ID

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M a r e e t

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30' 60'0

SCALE: 1"=30'

15'

N

H

A Y

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T

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A T

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L M

A N

J

E

M E

R S

O N

KEY PLAN

SCALE

PAVING PLAN - BID OPTION 2 - ADDITIONAL STORAGE SHELTER BAY

A3

1"=30'

LEGEND

GENERAL NOTES - PAVING PLANS

P A

V I N

G

P

L A

N

B

T

I O

D

D I T

I O

N A

L

S

T O

R A

G

E

L T

Y

CP109

A REFER TO ARCHITECTURAL PLANS FOR

BUILDING DIMENSIONS.

B SEE SHEETS C-520-C-523 FOR PAVEMENT

SECTIONS.

C SEE STRUCTURAL PLANS FOR HANGAR

FOUNDATION SECTION.

D REFER TO SHEETS CS101-CS106 FOR

SITE DIMENSIONAL CONTROL

E REFER TO SHEETS CP111-CP121 FOR

ROAD PLAN & PROFILES

F REFER TO SHEETS CT101-CT110 FOR

AIRFIELD JOINTING & JOINT GRADING

KEYNOTES

231 FUTURE TAXIWAY

BID OPTION 4 SNOW MELT FOR HANGAR

DOORS, RE: E1/S-505

BUILDING

BID OPTION 4 SNOW MELT FOR

HANGAR DOORS, RE: B4/C-520

EXPANSION JOINT

AT STRUCTURE

HEAVY DUTY CONCRETE

PAVEMENT, RE: E1/C-520

A

M

V

I S

I O

N S

G IF BID OPTION 4 IS NOT ACCEPTD, USE

PROPOSED CONCRETE PAVEMENT FOR

APRON, RE: F1/C-520

A

M

V

I S

I O

N S

X

X

X X X X X X X X X X X X X X X

X X X X X X X

HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

HELO OPS BUILDING

ADDITIONAL

STORAGE

SHELTER

BAY

of Engineers

Omaha District ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

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N E

D

B

Y

S U

B M

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T E

D

B

Y

S I Z

E

C H

E C

K E

D

B

Y

A N

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I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

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D R

A W

I N

G

C

O D

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A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

R P

M

A I N

T E

N A

N C

E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

X

F E

G

H L N

A

C T

20' 40'0

SCALE: 1"=20'

10'

N

H

A Y

E S

T

K

A T

T E

L M

A N

J

E

M E

R S

O N

SCALE

AIRFIELD JOINTING PLAN - AREA 10

A3

1"=20'

REFER TO SHEET C-520 & C-523 FOR

JOINTING DETAILS.

JOINTING PLAN LEGEND

JOINTING PLAN GENERAL NOTES

A

A I R

F I E

J

I N

T I N

G

P

L A

N

A

R E

A

CT101

SAWED CONTRACTION JOINT

DOWELED CONSTRUCTION JOINT

REINFORCED SLAB, RE: B1/C-523R

KEYNOTES

240 EXPANSION JOINT AT STRUCTURE,

RE: F9/C-523

241 DOWELED CONSTRUCTION JOINT,

RE: D4/C-523

242 SAWED CONTRACTION JOINT,

RE: D6/C-523

243 THICKENED EDGE BUTT JOINT,

RE: C7/C-520

LEGEND

M A

T C

H L

I N

E

S

E

MATCHLINE - SEE SHEET CT103

IF BID OPTION 4 IS AWARDED, ALL

'SNOW MELT FOR HANGAR DOORS'

PANELS SHALL BE REINFORCED.

B

245 DOWELED CONTRACTION JOINT,

RE: B6/C-523

DOWELED CONTRACTION JOINT

THICKENED EDGE BUTT JOINT

EXPANSION JOINT AT STRUCTURE

12 13

AREA 10

BUILDING

FIRE SUPPRESSION ROOM

CONCRETE AIRFIELD APRON

ASPHALT AIRFIELD SHOULDER

SNOW MELT

MOORING POINT

GROUNDING POINT

SANITARY SEWER MANHOLE

STORM DRAIN MANHOLE

D

S

D

FIRE HYDRANT

A

M

V

I S

I O

N S

HELO OPS BUILDING

FFE: 6303.20

R

R

R

R

R

D

D

R

S SS

S

S

S

S

6 @ 13.72' = 82.33' 36 @ 12.50' = 450.00'

3 @ 13.33' = 40'

R

R

R

RR

R

R

R

R

R

R

R

R

R

R

R

R

R

R

R

R

R

R

R R R R R R R R R R R R R R R R R R R R R R R

R

R

R

R

R

R

R

R

R

R

R

R of Engineers

Omaha District ®

SHEET ID

M

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O R

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R S

D R

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B

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D E

S I G

N E

D

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B M

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T E

D

B

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E

C H

E C

K E

D

B

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S U

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D

A T

E

C O

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R A

S O

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I O

N

N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

N

D R

A W

I N

G

C

O D

E

A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

R P

M

A I N

T E

N A

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E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

X

F E

G

H L N

A

C T

20' 40'0

SCALE: 1"=20'

10'

N

H

A Y

E S

T

K

A T

T E

L M

A N

J

E

M E

R S

O N

SCALE

AIRFIELD JOINTING PLAN - AREA 11

A3

1"=20'

REFER TO SHEET C-520 & C-523 FOR

JOINTING DETAILS.

JOINTING PLAN LEGEND

JOINTING PLAN GENERAL NOTES

A

A I R

F I E

I N

T I N

G

P

L A

N

A

R E

A

CT102

SAWED CONTRACTION JOINT

DOWELED CONSTRUCTION JOINT

REINFORCED SLAB, RE: B1/C-523R

KEYNOTES

240 EXPANSION JOINT AT STRUCTURE,

RE: F9/C-523

241 DOWELED CONSTRUCTION JOINT,

RE: D4/C-523

242 SAWED CONTRACTION JOINT,

RE: D6/C-523

243 THICKENED EDGE BUTT JOINT,

RE: C7/C-520

M A

T C

H L

I N

E

S

E

MATCHLINE - SEE SHEET CT104

245 DOWELED CONTRACTION JOINT,

RE: B6/C-523

231 FUTURE TAXIWAY

DOWELED CONTRACTION JOINT

IF BID OPTION 4 IS AWARDED, ALL 'SNOW

MELT FOR HANGAR DOORS' PANELS

SHALL BE REINFORCED.

B

LEGEND

THICKENED EDGE BUTT JOINT

EXPANSION JOINT AT STRUCTURE

12 13

AREA 11

BUILDING

CONCRETE AIRFIELD APRON

ASPHALT AIRFIELD SHOULDER

SNOW MELT

MOORING POINT

GROUNDING POINT

SANITARY SEWER MANHOLE

STORM DRAIN MANHOLE

D

S

D

FIRE HYDRANT

244 THICKENED EDGE EXPANSION JOINT,

RE: D1/C-523

A

M

V

I S

I O

N S

D

D D

D

S S S

S

HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

HELO OPS BUILDING

FFE: 6303.20

R

R

R

R

R

R

R

R

R

R

3 @ 11.75' = 35.25'

R

36 @ 12.50' = 450.00'

8 @ 12.50' = 100'

R R R R R R R R R

R

R

R

R R

4 @ 13.75' = 55'

R

RR

RRRR

RR

RRRR

of Engineers

Omaha District ®

SHEET ID

M

Y

C

O R

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N G

I N

E E

R S

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D E

S I G

N E

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B

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C H

E C

K E

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A N

S x

I S

S U

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D

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C O

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R A

S O

L I C

I T

A T

I O

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N

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G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

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D R

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I N

G

C

O D

E

A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

R P

M

A I N

T E

N A

N C

E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

X

F E

G

H L N

A

C T

20' 40'0

SCALE: 1"=20'

10'

N

H

A Y

E S

T

K

A T

T E

L M

A N

J

E

M E

R S

O N

SCALE

BID OPTION 2 - ADDITIONAL STORAGE SHELTER BAY - JOINTING PLAN

A3

1"=20'

REFER TO SHEET C-520 & C-523 FOR

JOINTING DETAILS.

JOINTING PLAN GENERAL NOTES

A

B

T

I O

D D

I T

I O

N A

L

S

T O

R A

E

L T

E R

B A

Y

J O

I N

T I N

G

P

L A

N

CT106

KEYNOTES

241 DOWELED CONSTRUCTION JOINT,

RE: D4/C-523

242 SAWED CONTRACTION JOINT,

RE: D6/C-523

243 THICKENED EDGE BUTT JOINT,

RE: C7/C-520

SAWED CONTRACTION JOINT BASE

BID

DOWELED CONSTRUCTION JOINT

BASE BID

REINFORCED SLAB BASE BIDR

LEGEND

R

R

R

R

R

R

A

M

V

I S

I O

N S

SAWED CONTRACTION JOINT

DOWELED CONSTRUCTION JOINT

EXPANSION JOINT AT STRUCTURE

EXPANSION JOINT AT STRUCTURE

BASE BID

THICKENED EDGE BUTT JOINT

THICKENED EDGE BUTT JOINT

BASE BID

240 EXPANSION JOINT AT STRUCTURE,

RE: F9/C-523

REINFORCED SLAB, RE: B1/C-523R

X

X X X X X X X X X X X X X X X

X X X X X X

HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

D

D

D

D

D

CB

CB

D

D

D

D D D

C B

S D

R R

RR

RRRR

R R R R R

RRRRRRRRRRRRRRR

of Engineers

Omaha District ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

S U

B M

I T

T E

D

B

Y

S I Z

E

C H

E C

K E

D

B

Y

A N

S x

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

N

D R

A W

I N

G

C

O D

E

A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

R P

M

A I N

T E

N A

N C

E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

X

F E

G

H L N

A

C T

20' 40'0

SCALE: 1"=20'

10'

N

H

A Y

E S

T

K

A T

T E

L M

A N

J

E

M E

R S

O N

SCALE

AIRFIELD JOINTING ELEVATION PLAN - AREA 10

A3

1"=20'

A I R

F I E

I N

T I N

G

E

L E

V A

T I O

N

P

L A

N

A

R E

A

CT108

M A

T C

H L

I N

E

S

E

MATCHLINE - SEE SHEET CT108

REFER TO SHEETS CT101 - CT105 FOR

AIRFIELD JOINTING PLAN.

JOINT ELEVATION PLAN

GENERAL NOTES

A

LEGEND

FOR ALL PAVEMENT ELEVATIONS SHOWN

AS 96.00 TO 99.00, ADD 6200 FOR FINAL

ELEVATIONS. FOR ALL OTHER

ELEVATIONS SHOWN, ADD 6300 FOR

FINAL ELEVATIONS.

B

12 13

AREA 10

BUILDING

ASPHALT SHOULDER

CONCRETE APRON

BUILDING

ELEVATION DATA POINT

01.47

A

M

V

I S

I O

N S

HELO OPS BUILDING

FFE = 6303.20

2.870

3.2003.210

2.600 2.490 2.490 2.490 2.490 2.490 2.490 2.490 2.490 2.490 2.500 2.500 2.500 2.500 2.500 2.500 2.500 2.5002.5002.500 2.500

2.780

2.490 2.490 2.500 2.500

3.250

2.7602.8903.0103.1803.180

2.530 2.390 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.3702.3702.370 2.3702.370 2.370 2.370 2.3702.6402.7602.9003.0703.180

2.400 2.290 2.240 2.240 2.250 2.250 2.250 2.250 2.250 2.260 2.260 2.270 2.270 2.270 2.270 2.270 2.270 2.2702.2702.270 2.2702.260 2.260 2.270 2.2702.5202.6302.7802.9503.130

2.270 2.210 2.160 2.140 2.120 2.120 2.120 2.120 2.110 2.100 2.100 2.100 2.110 2.110 2.110 2.110 2.120 2.1202.1202.120 2.1302.100 2.100 2.120 2.1302.3902.5002.6602.8303.040

2.210 2.150 2.100 2.050 2.040 2.020 2.010 2.000 2.000 2.000 1.990 1.970 1.950 1.950 1.950 1.950 1.950 1.9601.9601.960 1.9602.000 2.000 1.950 1.9702.2702.3702.5402.6302.720

2.150 2.090 2.040 1.990 1.950 1.940 1.930 1.920 1.900 1.900 1.860 1.840 1.830 1.790 1.780 1.790 1.790 1.8001.8001.790 1.8001.890 1.890 1.790 1.8002.2002.2802.4102.5502.680

2.110 2.040 1.980 1.930 1.880 1.860 1.850 1.840 1.800 1.800 1.760 1.720 1.700 1.670 1.630 1.620 1.630 1.6401.6301.630 1.6401.800 1.770 1.630 1.6402.1902.3002.4102.5502.680

2.100 2.030 1.930 1.860 1.820 1.780 1.770 1.760 1.720 1.710 1.660 1.610 1.570 1.560 1.520 1.470 1.460 1.4701.4701.470 1.4801.710 1.660 1.470 1.4802.2002.3302.4102.5502.680

2.110 2.020 1.910 1.800 1.760 1.710 1.690 1.680 1.650 1.610 1.550 1.510 1.450 1.430 1.400 1.360 1.310 1.3101.3101.310 1.3101.610 1.570 1.300 1.3202.2302.3602.4102.5502.680

2.130 2.020 1.900 1.780 1.690 1.650 1.610 1.600 1.570 1.520 1.430 1.410 1.350 1.310 1.280 1.240 1.200 1.1501.1501.140 1.1501.510 1.480 1.160 1.1402.2502.3802.4202.5502.680

2.150 2.030 1.900 1.770 1.660 1.580 1.540 1.520 1.500 1.440 1.330 1.310 1.250 1.200 1.160 1.120 1.080 0.9700.9801.000 0.9701.410 1.390 1.040 0.9702.2802.4102.4502.5502.680

2.180 2.050 1.910 1.770 1.640 1.530 1.470 1.440 1.430 1.370 1.250 1.210 1.150 1.100 1.040 1.000 0.970 0.8400.8700.900 0.8101.310 1.310 0.930 0.7902.3102.4302.4802.5502.680

2.200 2.080 1.920 1.780 1.640 1.510 1.410 1.360 1.350 1.300 1.160 1.100 1.050 1.000 0.950 0.900 0.870 0.7400.7700.800 0.7201.240 1.220 0.840 0.6902.3302.4602.5002.5502.680

2.230 2.080 1.920 1.780 1.650 1.520 1.390 1.300 1.270 1.230 1.070 1.010 0.960 0.920 0.870 0.820 0.780 0.6500.6700.710 0.6201.170 1.120 0.740 0.5902.3602.4802.5302.5602.680

2.250 2.080 1.920 1.790 1.650 1.520 1.390 1.260 1.190 1.160 0.990 0.940 0.880 0.840 0.790 0.740 0.690 0.5500.5800.610 0.5201.100 1.040 0.650 0.4902.3802.5102.5502.5902.680

2.270 2.090 1.930 1.790 1.660 1.530 1.400 1.270 1.140 1.090 0.910 0.860 0.810 0.750 0.710 0.660 0.610 0.4500.4800.520 0.4201.030 0.970 0.560 0.3902.4102.5402.5802.6202.680

2.270 2.110 1.910 1.730 1.600 1.490 1.370 1.260 1.140 1.020 0.850 0.790 0.730 0.680 0.630 0.580 0.530 0.3500.3900.420 0.3200.960 0.900 0.480 0.3002.4302.5602.6002.6402.680

2.280 2.140 1.910 1.730 1.570 1.400 1.280 1.170 1.060 0.960 0.780 0.720 0.660 0.600 0.550 0.500 0.460 0.2600.2900.340 0.2300.890 0.830 0.400 0.2002.4602.5902.6302.6702.700

2.330 2.140 1.920 1.740 1.570 1.400 1.230 1.080 0.980 0.910 0.710 0.650 0.590 0.530 0.470 0.420 0.370 0.1600.2100.270 0.1300.840 0.770 0.320 0.1002.4702.6102.6602.6902.730

2.370 2.150 1.920 1.740 1.570 1.410 1.230 1.040 0.920 0.850 0.640 0.580 0.520 0.460 0.400 0.340 0.290 0.0800.1300.190 0.0300.780 0.710 0.240 0.0002.5102.6402.6802.7202.760

2.420 2.160 1.930 1.730 1.540 1.360 1.170 0.980 0.880 0.790 0.580 0.510 0.450 0.390 0.330 0.270 0.210 0.0500.1100.720 0.650 0.1602.5502.6702.6902.7202.740 99.94

99.86

2.290 2.010 1.870 1.680 1.490 1.300 1.110 0.930 0.830 0.740 0.530 0.460 0.390 0.320 0.260 0.200 0.140 99.9199.97

0.0300.670 0.590 0.080

99.85 99.77

2.170 1.920 1.790 1.620 1.430 1.250 1.060 0.870 0.780 0.700 0.470 0.400 0.330 0.260 0.200 0.140 0.07

99.8399.8999.95

0.610 0.540 0.01

99.77 99.69

2.040 1.840 1.700 1.560 1.380 1.190 1.000 0.830 0.740 0.650 0.410 0.340 0.27 0 0.200 0.13

0 0.070 0.01

99.7499.8099.87

0.570 0.480

99.94 99.68 99.61

2.700 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.640 2.6502.6502.650 2.6502.640 2.640 2.660 2.6502.8403.0003.1503.1803.210

2.780 2.780 2.780 2.780 2.780 2.780 2.7802.7802.780 2.7802.7802.780 2.780 2.780 2.780 2.780 2.780 2.780 2.780 2.7802.780 2.780 2.780

3.030

3.240

3.220

3.180

3.180

3.180

3.050

2.780

2.780

2.780

2.780

2.780

2.780

2.780

2.780

2.780

2.780

2.780

2.500

2.370

2.270

2.130

1.970

1.810

1.640

1.480

1.310

1.140

0.960

0.790

0.660

0.560

0.460

0.370

0.270

0.170

0.070

99.9

99.78

99.69

99.60

99.52

2.650

00.00

2.780

2.780

2.780

2.780

2.780

2.760

2.780

2.780 of Engineers

Omaha District ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

S U

B M

I T

T E

D

B

Y

S I Z

E

C H

E C

K E

D

B

Y

A N

S x

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

N

D R

A W

I N

G

C

O D

E

A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

R P

M

A I N

T E

N A

N C

E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

X

F E

G

H L N

A

C T

20' 40'0

SCALE: 1"=20'

10'

N

H

A Y

E S

T

K

A T

T E

L M

A N

J

E

M E

R S

O N

SCALE

AIRFIELD JOINTING ELEVATION PLAN - AREA 11

A3

1"=20'

A I R

F I E

I N

T I N

G

E

L E

V A

T I O

N

P

L A

N

A

R E

A

CT109

M A

T C

H L

I N

E

S

E

MATCHLINE - SEE SHEET CT109

REFER TO SHEETS CT101 - CT105 FOR

AIRFIELD JOINTING PLAN.

JOINT ELEVATION PLAN

GENERAL NOTES

A

LEGEND

B

KEYNOTES

231 FUTURE TAXIWAY

FOR ALL PAVEMENT ELEVATIONS SHOWN

AS 96.00 TO 99.00, ADD 6200 FOR FINAL

ELEVATIONS. FOR ALL OTHER

ELEVATIONS SHOWN, ADD 6300 FOR

FINAL ELEVATIONS.

AREA 11

12 13

BUILDING

ASPHALT SHOULDER

CONCRETE APRON

BUILDING

ELEVATION DATA POINT

01.47

A

M

V

I S

I O

N S

HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

HELO OPS BUILDING

2.6502.650 2.650 2.650 2.670 2.670 2.670 2.670 2.670 2.670 2.670 2.670 2.670 2.670 2.800 2.800 2.670 2.420 2.310

1.980

2.5502.670 2.670 2.340

1.740

2.5002.500 2.500 2.500 2.500 2.500 2.500 2.510 2.510 2.510 2.510 2.510 2.510 2.510 2.610 2.580 2.510 2.260 2.170

1.910

2.3902.500 2.510 2.030

1.740

2.3702.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.370 2.380 2.380 2.380 2.380 2.410 2.380 2.350 2.130 2.050

1.910

2.2502.370 2.370 1.960

1.740

2.2702.270 2.270 2.270 2.270 2.270 2.270 2.270 2.270 2.270 2.270 2.270 2.260 2.250 2.210 2.180 2.150 2.010 1.960

1.860

2.1102.270 2.270 1.910

1.740

2.1402.130 2.140 2.140 2.140 2.150 2.150 2.150 2.150 2.150 2.140 2.130 2.120 2.100 2.070 2.030 1.990 1.890 1.850

1.780

1.9402.150 2.150 1.820

1.740

1.9701.970 1.980 1.980 1.980 1.980 1.990 1.990 1.980 1.980 1.960 1.940 1.940 1.930 1.920 1.870 1.820 1.690 1.650

1.580

1.7701.980 1.980 1.620

1.470

1.8101.810 1.810 1.820 1.820 1.820 1.810 1.810 1.810 1.800 1.780 1.770 1.750 1.740 1.740 1.700 1.660 1.520 1.450

1.370

1.6001.820 1.800 1.420

1.200

1.4801.480 1.480 1.480 1.470 1.470 1.460 1.460 1.460 1.450 1.430 1.420 1.400 1.380 1.370 1.360 1.320 1.170 1.090

0.890

1.2501.470 1.450 1.010

0.780

1.3101.310 1.300 1.300 1.300 1.290 1.290 1.290 1.280 1.280 1.260 1.240 1.230 1.210 1.190 1.180 1.150 0.990 0.920

0.710

1.0801.290 1.280 0.840

0.600

1.6501.650 1.650 1.650 1.650 1.640 1.640 1.640 1.630 1.630 1.610 1.590 1.580 1.560 1.550 1.530 1.490 1.340 1.260

1.100

1.4301.640 1.630 1.220

0.950

1.1301.140 1.130 1.130 1.120 1.120 1.110 1.110 1.110 1.100 1.080 1.070 1.050 1.030 1.020 1.000 0.980 0.830 0.750

0.560

0.9101.120 1.100 0.680

0.420

0.9600.960 0.950 0.950 0.950 0.940 0.940 0.940 0.930 0.930 0.910 0.890 0.880 0.860 0.840 0.830 0.810 0.660 0.580

0.430

0.7400.940 0.930 0.510

0.270

0.7800.790 0.780 0.780 0.770 0.770 0.760 0.760 0.760 0.750 0.730 0.720 0.700 0.680 0.670 0.650 0.640 0.510 0.420

0.270

0.5900.770 0.750 0.340

0.130

0.6100.630 0.600 0.600 0.600 0.590 0.590 0.590 0.580 0.580 0.560 0.540 0.530 0.510 0.500 0.480 0.470 0.350 0.270

0.110

0.4300.590 0.580 0.190

0.000

0.5100.530 0.480 0.450 0.420 0.420 0.410 0.410 0.410 0.400 0.380 0.370 0.350 0.340 0.320 0.310 0.300 0.190 0.110

99.91

0.2800.420 0.400 0.030

99.75

0.4100.440 0.380 0.350 0.320 0.270 0.240 0.240 0.230 0.230 0.210 0.190 0.180 0.170 0.150 0.140 0.120 0.040 99.92

99.69

0.1100.290 0.230 99.79

99.59

0.3100.340 0.280 0.250 0.230 0.170 0.140 0.110 0.080 0.060 0.040 0.020 0.010

100.00 100.00 99.99 99.99 99.88 99.78

99.58

99.97

0.200 0.050

99.68

99.48

0.2100.240 0.180 0.160 0.130 0.070 0.040 0.010

99.98 99.93 99.91 99.97 99.97 99.97 99.96 99.96 99.89 99.73 99.64

99.45

99.81 0.100

99.88 99.55

99.37

0.1100.140 0.090 0.060 0.030

99.95 99.90 99.85 99.80 99.75 99.69 99.72 99.90 99.93 99.90 99.81 99.73 99.58 99.50

99.34

99.65 0.000

99.70 99.41

99.27

0.0200.040

99.98 99.73 99.68 99.63 99.58 99.45 99.4799.53

99.8699.91 99.81 99.76 99.71 99.61 99.56 99.51 99.46 99.41 99.2599.66 99.36

99.6999.73 99.64 99.59 99.54 99.44 99.39 99.34 99.29 99.24 99.09 98.9499.49 99.19

99.5499.62 99.46 99.41 99.36 99.26 99.21 99.16 99.11 99.06 98.92 98.8399.31 99.01

99.4599.53 99.38 99.30 99.22 99.09 99.04 98.99 98.94 98.89 98.75 98.7199.15 98.84

99.3699.44 99.29 99.21 99.13 98.98 98.91 98.83 98.77 98.72 98.61 98.6099.06 98.67

99.93 99.88 99.83 99.78

99.92 99.82 99.73 99.65 99.50 99.43

99.29

99.58 99.36

99.22

99.65

2.780 2.780 2.780 2.780 2.780 2.780 2.780 2.780 2.780 2.780 2.780 2.7802.780 2.780

2.880 2.910 2.780 2.530 2.870

2.120

2.660 2.490

1.740

2.780

99.13

99.42

2.1902.3202.4302.5402.660

2.0602.1802.3502.5502.680

2.1302.2702.4702.6702.830

2.780 of Engineers

Omaha District ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

S U

B M

I T

T E

D

B

Y

S I Z

E

C H

E C

K E

D

B

Y

A N

S x

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

N

D R

A W

I N

G

C

O D

E

A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

R P

M

A I N

T E

N A

N C

E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

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F E

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H L N

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C T

20' 40'0

SCALE: 1"=20'

10'

N

H

A Y

E S

T

K

A T

T E

L M

A N

J

E

M E

R S

O N

SCALE

BID OPTION 2-ADDITIONAL STORAGE SHELTER BAY-JOINTING ELEVATION

A3

1"=20'

B

T

I O

N

A

D D

I T

I O

N A

L

S

T O

R A

E

L T

E R

B A

Y J O

I N

T I N

G

E

L E

V A

T I O

N

CT113

M A

T C

H L

I N

E

S

E

MATCHLINE - SEE SHEET CT109

REFER TO SHEETS CT101 - CT105 FOR

AIRFIELD JOINTING PLAN.

JOINT ELEVATION PLAN

GENERAL NOTES

A

LEGEND

B

KEYNOTES

231 FUTURE TAXIWAY

FOR ALL PAVEMENT ELEVATIONS SHOWN

AS 96.00 TO 99.00, ADD 6200 FOR FINAL

ELEVATIONS. FOR ALL OTHER

ELEVATIONS SHOWN, ADD 6300 FOR

FINAL ELEVATIONS.

AREA 11

12 13

BUILDING

HEAVY DUTY CONCRETE

PAVEMENT BASE BID

CONCRETE AIRFIELD APRON

BASE BID

HEAVY DUTY CONCRETE

PAVEMENT, RE: E1/C-520

CONCRETE SIDEWALK BASE

BID

A

M

V

I S

I O

N S

X X

X

X

X X X X X X X X X X X X X X X X X

X

X X X X

HANGAR FFE: 6302.78

HANGAR FFE: 6303.20

HELO OPS BUILDING

2.780 2.780 2.780 2.7802.780

2.870

2.780

2.270

1.6902.310

2.560

2.290

2.010

2.070

2.070

1.810

1.790

1.620

1.600

1.520

1.500

1.810

1.820

1.680

1.810

1.630

2.040

1.780

1.440

1.240

2.610 of Engineers

Omaha District ®

SHEET ID

M

Y

C

O R

E

N G

I N

E E

R S

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

S U

B M

I T

T E

D

B

Y

S I Z

E

C H

E C

K E

D

B

Y

A N

S x

I S

S U

E

D

A T

E

C O

N T

R A

S O

L I C

I T

A T

I O

N

N

O

G

2 3 4 5 6 7 8 9 10

F

E

D

C

B

A

D A

T E

M A

R K

D E

S C

R I P

T I O

N

D R

A W

I N

G

C

O D

E

A F

-W F

R

M

A R

C

H

O F

F

F I

M

E

O M

A H

A

D

I S

T R

I C

T

O M

A H

A

N

E B

R A

S K

A

F Y

H

E L

O T

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M

A I N

T E

N A

N C

E

F

A C

I L

I T

Y

P R

O J E

M

B E

R

G

H L

N A

R

R E

N

A

F B

W

Y O

M I N

G

J A

C O

G

I N

E E

R I N

G

G

R O

C

M a r e e t

F o r t

W o r t h

T

X

F E

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H L N

A

C

N

H

A Y

E S

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M E

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O

D R

A I N

A G

E

D

E T

A I L

S

C-513

S

Q U

A R

E

S

Q U

A R

E

SLOPE 1" PER FOOT

SLOPE 1" PER FOOT

NO. 4 @ 12" VERT EF

NO. 4 @ 9" HOR EF

BENCH

MH OPENING

A A

B

B

2'-0"1'-10" 1'-10"

REINFORCE ALL PIPE (& BOX DRAIN) OPENINGS

THUS:

NO. 5 EF

FINISHED GRADE

NO. 4 @ 12" VERT EF

NO. 4 @ 9" HOR EF

MANHOLE RUNGS @ 12" TO

16" O.C.

SEE RUNG DET B1/C-514

ROUNDED ENTRANCE

FLOW

INVERT ELEVATION OF

MANHOLE IS INVERT

ELEVATION OF OUTLET

CROWN OF INLET &

OUTLET PIPES TO BE

SAME ELEVATION

CONCRETE FILL

FLOW

OF PIPES

TOP OF BENCH OF CROWN

NO. 4 @ 6" B.W.NO. 4 @ 9" B.W.

NO. 4 @ 12 VERT EF

NO. 4 @ 9 HOR EF

2-NO. 7

NOTE:

PIPE SIZES VARY. SEE DRAINAGE PLANS.

MANHOLE COVER LETTERING

SEWER LINE "SANITARY SEWER"

INDUSTRIAL

WASTE LINE

"INDUSTRIAL WASTE"

STORM DRAIN LINE "STORM DRAIN"

PLAN

SECTION A-A

SECTION B-B

1'-10"

2'-0"

MANHOLE

10"

10"

AIRCRAFT RATED FRAME & COVER

COVER SHALL BE LETTERED ACCORDING

TO TABLE BELOW

NOTE: CONTRACTOR TO ADD BITUMASTIC

COATING TO THE EXTERIOR OF MANHOLES.

SCALE

MANHOLE DETAIL (AIRFIELD GRADE)

A2

NTS

NOTES:

1. THE TRENCH SHALL BE SLOPED NOT MORE THAN 1 VERTICAL ON 10

HORIZONTAL FOR THE DEPTH OF FROST PENETRATION.

2. REFER TO DRAINAGE PLANS FOR SUBDRAIN LAYOUT.

3. FROST DEPTH IS 59"; SUBDRAIN PIPE IS TO BE LOCATED BELOW

THE FROST DEPTH.

3"

(MIN)

OVERLAP

6" (MIN)

6" (MIN)

6" (MIN)

1'-6"

(MIN)

OVERLAP

1'-6"

SCALE

AIRFIELD CONCRETE SUBDRAIN PAVEMENT

E5

NTS

6" DIA PERFORATED

PVC SUBDRAIN PIPE

8" PORTLAND CEMENT CONCRETE,

PER SPEC 32 13 14.13

4" DRAINAGE LAYER MATERIAL PER SPEC 32 11 23.23

4" SEPARATION LAYER,

PER SPEC 32 11 20

FILTER FABRIC

SUBGRADE PER SPEC

SCALE

JUNCTION BOX

A7

NTS

A

M

V

I S

I O

N S

A

M

V

I S

I O

N S

A. BUILDING AND DESIGN CODES.

1. IBC INTERNATIONAL BUILDING CODE (2015), CITY OF CHEYENNE BUILDING CODE

2. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) 7-10 – MINIMUM DESIGN LOADS FOR BUILDINGS AND

OTHER STRUCTURES.

3. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) MANUAL OF STEEL CONSTRUCTION, 14TH EDITION.

4. ANSI/AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND CODE OF STANDARD PRACTICE.

5. ACI 318-14; BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

6. ACI 530-13; BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.

7. CRSI MANUAL OF STANDARD PRACTICE, THE LATEST EDITION ADOPTED BY GOVERNING CODES.

8. AISC 303-10 – CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

9. AMERICAN WELDING SOCIETY (AWS) D1.1-10.

10. UFC 1-200-01 –DOD BUILDING CODE (GENERAL BUILDING REQUIREMENTS) (2016).

11. UFC 3-260-02 –PAVEMENT DESIGN FOR AIRFIELDS, (2001).

12. UFC 3-301-01 – STRUCTURAL ENGINEERING, WITH CHANGE 2 (2016).

13. UFC 3-310-04 – SEISMIC DESIGN FOR BUILDINGS, WITH CHANGE 1 (2016).

14. UFC 4-010-01 – DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, (2018).

15. UFC 4-211-01 – AIRCRAFT MAINTENANCE HANGARS (2020).

16. UFC 4-211-02 – AIRCRAFT CORROSION CONTROL AND PAINT FACILITIES (2012).

17. AR 190-11 - PHYSICAL SECURITY OF ARMS, AMMUNITION, AND EXPLOSIVES.

18. UNIFIED FACILITIES GUIDE SPECIFICATIONS (UFGS).

19. STANDARD SPECIFICATIONS AND LOAD TABLES FOR STEEL JOIST (SJI K-10) AND JOIST GIRDERS

(SJI JG-10) BY STEEL JOIST INSTITUTE (SJI).

20. STANDARD FOR DESIGN OF COMPOSITE DECKS (SDI - C - 2011), FLOOR DECKS (ANSI/NC1.0-10), AND

ROOF DECKS, (ANSI/RD1.0-10).

B. DESIGN LOADS:

1. HANGAR BAY SUPERIMPOSED DEAD LOADS:

a. SUSPENDED MEP 5 PSF

b. SUSPENDED BOTTOM CHORD MISC 10 PSF

c. ROOFING 5 PSF

d. MECHANICAL EQUIPMENT: REFER TO MECHANICAL DRAWINGS FOR EQUIPMENT WEIGHT.

2. OFFICE AREAS SUPERIMPOSED DEAD LOADS:

a. SUSPENDED CEILING 10 PSF b SUSPENDED MEP 5 PSF

c. MECHANICAL EQUIPMENT: REFER TO MECHANICAL DRAWINGS FOR EQUIPMENT WEIGHT.

d. ROOFING 5 PSF

3. SHOP AREAS SUPERIMPOSED DEAD LOADS:

a. SUSPENDED MEP 10 PSF

b. MECHANICAL EQUIPMENT: REFER TO MECHANICAL DRAWINGS FOR EQUIPMENT WEIGHT.

c. ROOFING 5 PSF

4. CRASH/ FIRE/ RESCUE STATION SUPERIMPOSED DEAD LOADS:

a. SUSPENDED CEILING 10 PSF b SUSPENDED MEP 5 PSF

c. MECHANICAL EQUIPMENT: REFER TO MECHANICAL DRAWINGS FOR EQUIPMENT WEIGHT.

d. ROOFING 5 PSF

5. LIVE LOADS: UNIFORM LOAD

a. ROOF LIVE LOADS (REDUCIBLE) : 20 PSF

b. FLOOR LIVE LOADS:

i. OFFICE AREAS 80 PSF

ii. STAIRS/CORRIDORS/LOBBIES/FITNESS 100 PSF

iii. MECHANICAL/ELECTRICAL AREAS/LAUNDRY 150 PSF

iv. CATWALK AT HANGAR BAY 40 PSF

v. SLAB ON GRADE (OFFICE) 100 PSF

vi. PARTITION WALLS 15 PSF c.

d. FALL ARREST SYSTEM: PER UFC 3-301-01 SECTION 2-1.2.5

6. WIND LOADS:

a. RISK CATEGORY - III (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. RISK CATEGORY - IV (CRASH/ FIRE/ RESCUE STATION)

b. ENCLOSURE CLASSIFICATION:

i. PARTIALLY ENCLOSED –HANGAR BAY

ii. ENCLOSED – OFFICE/SHOP AREAS

iii. ENCLOSED – CRASH/ FIRE/ RESCUE STATION

GENERAL NOTES

c. BASIC WIND SPEED (ULTIMATE - 3 SECOND GUST):

i. HANGAR DOORS CLOSED: 120 mph

ii. HANGAR DOORS OPEN: 60 mph

iii. OFFICE/SHOP AREAS: 120 mph

iv. CRASH/ FIRE/ STATION: 120 mph

d. EXPOSURE - C

e. INTERNAL PRESSURE COEFFICIENT – CGpi:

i. PARTIALLY ENCLOSED= +/-0.55 (HANGAR BAYS)

ii. ENCLOSED= +/-0.18 (OFFICE/ SHOP AREAS)

iii. ENCLOSED= +/-0.18 (CRASH/ FIRE/ RESCUE STATION)

7. SEISMIC LOADS:

a. RISK CATEGORY - III (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. RISK CATEGORY - IV (CRASH/ FIRE/ RESCUE STATION)

b. SEISMIC IMPORTANCE FACTOR - Ie = 1.25 (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. SEISMIC IMPORTANCE FACTOR - le = 1.50 (CRASH/ FIRE/ RESCUE)

c. MAPPED SPECTRAL RESPONSE ACCELERATIONS - Ss = 0.165g, S1 = 0.055g

d. SITE CLASS - D

e. SPECTRAL RESPONSE ACCELERATIONS - Sds = 0.176g, Sd1= 0.089g

f. SEISMIC DESIGN CATEGORY B (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. SEISMIC DESIGN CATEGORY C (CRASH/ FIRE/ RESCUE STATION)

g. LATERAL FORCE RESISTING SYSTEM

i. HANGAR BAY - STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE.

ii. OFFICE/ SHOP AREAS – STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE.

iii. CRASH/ FIRE/ RESCUE STATION – ORDINARY REINFORCED MASONRY SHEAR WALLS

h. ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE PROCEDURE

i. RESPONSE MODIFICATION FACTOR- R = 3 (HANGAR BAY/OFFICE/SHOP AREAS), R = 2 (CRASH/FIRE/RESCUE)

j. SEISMIC RESPONSE COEFFICIENT - Cs = 0.072 (HANGAR BAY/OFFICE/SHOP AREAS)

8. SNOW LOADS:

a. RISK CATEGORY - III (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. RISK CATEGORY - IV (CRASH/ FIRE/ RESCUE STATION)

b. GROUND SNOW LOAD – Pg = 30 PSF

c. FLAT ROOF SNOW LOAD – Pf = 26 PSF (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. FLAT ROOF SNOW LOAD – Pf = 25.2 PSF (CRASH/ FIRE/ RESCUE STATION)

d. IMPORTANCE FACTOR – Is = 1.1 (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. IMPORTANCE FACTOR – Is = 1.2 (CRASH/ FIRE/ RESCUE STATION)

e. EXPOSURE – Ce = 1.0

f. THERMAL FACTOR – Ct = 1.1 (HANGAR BAY/ OFFICE/ SHOP AREAS)

i. THERMAL FACTOR – Ct = 1.0 (CRASH/ FIRE/ RESCUE STATION)

g. FROST DEPTH = 59 in

9. CRANE LOADS

a. CRANE AT MAINTENANCE HANGAR BAY - 5 TON

b. CRANE AT AIRCRAFT MAINTENANCE UNITS - 2 TON

c. FUTURE CRANE AT AIRCRAFT SIMULATOR - 2.5 TON

C. GENERAL REQUIREMENTS:

1. SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED IN CONJUNCTION

WITH THE DRAWINGS.

2. VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK OR FABRICATING MATERIALS.

NOTIFY CONTRACTING OFFICER OF DISCREPANCIES BEFORE PROCEEDING WITH ANY PHASE OF WORK.

3. VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, PADS, AND

WALL OPENINGS.

4. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.

5. DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT DETAILS ARE REFERENCED AT EACH LOCATION. NOTIFY ENGINEER OF CONFLICTS REGARDING

APPLICABILITY OF "TYPICAL DETAILS".

6. DO NOT LOAD THE SLAB ON GRADE OR SUPPORTED SLAB WITH ERECTION CRANES OR ERECTION EQUIPMENT. THE SLABS HAVE NOT BEEN DESIGNED FOR CRANE LOADS AND WILL REQUIRE AN INCREASE IN THICKNESS AND/OR REINFORCEMENT. OBTAIN A/E APPROVAL ON PROPOSED CRANE/ERECTION

EQUIPMENT SUPPORT PLAN FOR SLABS PRIOR TO COMMENCING WORK.

7. DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN

EXCESS OF 80 PERCENT OF LIVE LOAD. GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB-

CONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS. AVOID IMPACT WHEN PLACING MATERIALS

ON POURED OR ERECTED FLOORS OR ROOF.

8. THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION. PROVIDE ALL MEASURES REQUIRED TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION; INCLUDING

BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND

SCAFFOLDING, SHORING OF RETAINING WALLS AND OTHER TEMPORARY SUPPORTS AS REQUIRED.

9. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED OPENINGS AND PROVIDE FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. VERIFY SIZE AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR. DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL

DRAWINGS MUST BE APPROVED PRIOR TO IMPLEMENTING THE CHANGES.

10. DO NOT CUT OR DRILL THROUGH EXISTING REINFORCING. X-RAY OR USE PACHOMETER TO LOCATE REINFORCING AT LOCATIONS REQUIRING CUTTING OR CORING PRIOR TO START OF CONSTRUCTION.

SUBMIT REINFORCEMENT LOCATION IN CONFLICT WITH DRAWINGS FOR COR REVIEW.

GENERAL NOTES (CONT)

AIRCRAFT LOADING PASSES

MEDIUM-LIFT

AIRCRAFT

MH-139A

16,300 LBS 50,000

A. FOUNDATION DESIGN IS BASED UPON THE SOILS EXPLORATION REPORT BY TERRACON CONSULTANTS, INC., PROJECT NO. 24175004, TITLED "CONSOLIDATE HELO/TRF OPS/AMU AND ALERT FACILITY, FE WARREN

AIRFORCE BASE, CHEYENNE, WYOMING". DATED JANUARY 15, 2018.

B. FOOTINGS FOR THE BUILDING ARE DESIGNED FOR AN ALLOWABLE NET BEARING PRESSURE OF 2500 PSF, WITH A 1/3 INCREASE FOR LOAD COMBINATIONS INCLUDING SHORT-TERM LOADS (SEISMIC AND WIND), CONSIDERING A BEARING LAYER WITH A MINIMUM SPT N-VALUE OF 30. SEE BELOW FOR REQUIRED SOIL

IMPROVEMENTS.

C. PROTECT PIPES AND CONDUITS RUNNING THRU WALLS AND SLABS WITH 5/8" EXPANSION MATERIAL.

LOWER CONTINUOUS FOOTINGS AND GRADE BEAMS PERPENDICULAR TO PIPE RUNS, TO ALLOW PIPES TO PASS ABOVE THE FOOTINGS OR THOUGH THE GRADE BEAMS. ALTERNATIVELY, PROVIDE A CONCRETE JACKET IF PIPES ARE LOW ENOUGH TO BE PLACED BELOW THE FOOTINGS AND GRADE BEAMS. LOWER FOOTINGS AND GRADE BEAMS PARALLEL TO PIPE RUNS TO AVOID SURCHARGE ONTO ADJACENT TRENCH

EXCAVATIONS.

D. MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED.

E. ARRANGE FOR INDEPENDENT TESTING AGENCY (SPECIAL INSPECTOR) TO MONITOR CUT AND FILL OPERATIONS, AND PERFORM FIELD DENSITY AND MOISTURE CONTENT TESTS TO VERIFY COMPACTION

AND APPROVE FOOTING SUBGRADE PRIOR TO PLACING CONCRETE.

F. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER OR FROST.

G. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF NEAR THE STRUCTURES. KEEP OPEN EXCAVATIONS AROUND BUILDING DRY. BACKFILL AGAINST FOUNDATIONS AND GRADE BEAMS AS SOON AS PRACTICAL. PUMP WATER OUT OF OPEN EXCAVATIONS IF FLOODED PRIOR TO BACKFILLING.

H. REFER TO CIVIL DRAWINGS FOR LIMITS OF EXCAVATIONS.

I. FOUNDATION SOIL IMPROVEMENT

1. SOIL IMPROVEMENT IS REQUIRED BELOW BUILDING FOOTINGS AND BELOW HANGAR BAY SLAB. SOIL

IMPROVEMENT MUST PROVIDE A MINIMUM BEARING PRESSURE FOR FOOTINGS OF 2500 PSF.

2. SOIL IMPROVEMENT BELOW FOOTINGS AND HANGAR BAY SLAB SHALL BE COORDINATED WITH THE

RECOMMENDATIONS OF THE SPECIFICATIONS.

J. REFER TO A1/S-502 AND A4/S-502 FOR SUBGRADE PREPARATION

K. OVER-EXCAVATION THAT EXTENDS BELOW THE BOTTOM OF THE FOUNDATION ELEVATION SHALL EXTEND LATERALLY BEYOND ALL EDGES OF THE FOOTING AT LEAST 8 INCHES PER FOOT OF OVER- EXCAVATION DEPTH BELOW THE FOOTING BASE ELEVATION. THE OVER-EXCAVATION SHALL BE BACKFILLED TO THE

FOOTING BASE ELEVATION.

L. THE IMPORTED FILL LAYERS SHALL BE NON-EXPANSIVE AS MEASURED ON A SAMPLE COMPACTED TO APPROXIMATELY 90% OF THE MAXIMUM DRY UNIT WEIGHT AS DETERMINED BY ASTM D1557 AT OPTIMUM

MOISTURE CONTENT AND CONFINED UNDER A 100 PSF SURCHARGE AND SUBMERGED.

M. THE USE OF HEAVY COMPACTION EQUIPMENT IS NOT PERMITTED WITHIN A HORIZONTAL DISTANCE OF 5ft BEHIND RETAINING WALLS AND TANK WALLS. BACKFILL BEHIND RETAINING WALLS WITHIN THE 5ft ZONE

SHALL BE COMPACTED USING LIGHTWEIGHT CONSTRUCTION EQUIPMENT SUCH AS HANDHELD

COMPACTORS, TO AVOID OVERSTRESSING THE WALL.

N. PRIOR TO FILL OPERATIONS, ALL DEBRIS, SURFACE VEGETATION, DELETERIOUS MATERIAL, AND SURFACE SOILS CONTAINING ROOTS AND PERISHABLE MATERIALS SHALL BE STRIPPED AND REMOVED FROM THE SITE. ANY UNSUITABLE MATERIALS UNCOVERED BY THE STRIPPING OPERATION SHALL BE EXCAVATED TO

EXPOSE A FIRM SURFACE OR UNDISTURBED NATURAL SOIL.

O. CLAY SOILS SHALL BE COMPACTED TO AT LEAST 90% OF THE MAXIMUM DRY DENSITY (ASTM D1557).

GRANULAR SOILS (PI<5 AND LL<25) SHALL BE COMPACTED TO AT LEAST 100% OF THE MAXIMUM DRY DENSITY (ASTM D1557) FOR THE UPPER 6 INCHES, THEN 95% GREATER THAN 6 INCHES IN DEPTH.

P. CONTRACTOR SHALL TAKE CARE WITH EXCAVATIONS TO NOT CAUSE LOSS OF BEARING AND/OR LATERAL

SUPPORT OF EXISTING STRUCTURES OR UTILITIES.

Q. PRIOR TO COMPACTION, FILL MATERIALS SHALL BE THOROUGHLY MIXED AND MOISTURE CONDITIONED, WHEN NECESSARY FROM 0 TO +3% OF OPTIMUM MOISTURE CONTENT FOR COHESIVE SOIL (CLAY) AND FROM - 3% TO +3% OF OPTIMUM MOISTURE CONTENT FOR COHESSIONLESS SOIL (SAND). FILL SHALL BE INSTALLED PER THE COMPACTION REQUIREMENTS AND MAXIMUM LIFT THICKNESS INDICATED IN THE

SPECIFICATIONS. LABORATORY COMPACTION TESTS (MODIFIED PROCTOR TESTS) SHALL BE

CONDUCTED IN ACCORDANCE WITH ASTM D1557 TEST METHOD. FILL MATERIAL SHALL BE TESTED FOR MOISTURE CONTENT AND COMPACTION DURING PLACEMENT. MOISTURE CONDITIONED CLAY MATERIALS

SHALL NOT BE ALLOWED TO DRY OUT.

R. QUALITY CONTROL FOR EARTHWORK DURING THE CONSTRUCTION STAGE SHALL INCLUDE THE

VERIFICATION OF THE COMPACTION REQUIREMENTS INDICATED IN THE SPECIFICATIONS. A

TESTING PROGRAM SHALL BE ESTABLISHED AT THE BEGINNING OF THE CONSTRUCTION WORK.

S. WHEN POCKETS OF SOFT, LOOSE, OR OTHERWISE UNSUITABLE MATERIALS ARE ENCOUNTERED AT THE BOTTOM OF THE FOOTING EXCAVATIONS, THE DESIGN FOOTING ELEVATION SHALL BE RE-ESTABLISHED BY OVER-EXCAVATING THE UNSUITABLE SOIL AND BACKFILLING WITH COMPACTED ENGINEERED FILL OR

LEAN CONCRETE.

T. SHORING SYSTEMS USED IN EXCAVATIONS FOR UNDERGROUND WATER STORAGE TANKS SHALL

COMPLY WITH THE REQUIREMENTS INDICATED IN S-004, ADDITIONAL SUBMITTALS.

FOUNDATION NOTES

ABRAHAM ABEL AVALOS

OF TEXASS

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US Army Corps of Engineers Omaha District ®

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READY-TO-ADVERTISE (RTA) DESIGN

TEXAS REGISTERED

ENGINEERING FIRM F-2966

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A. INSTALL BOLTS IN ACCORDANCE WITH CURRENT ICC-ES REPORT OR EQUIVALENT TESTING PROGRAM

QUALIFYING THE BOLTS FOR USE IN CRACKED CONCRETE UNDER IBC 2015 (ACI 355.2 AS

SUPPLEMENTED BY ACI 193). CONTRACTOR SHALL SUBMIT MANUFACTURER REPORTS INDICATING

COMPLIANCE WITH IBC/ACI.

B. INSTALL BOLTS PERPENDICULAR TO THE FACE OF CONCRETE. DEVIATION FROM PERPENDICULAR

GREATER THAN 10 DEGREES WILL NOT BE ACCEPTABLE.

C. CREATE A TEMPLATE AT EACH EXPANSION BOLT CONNECTION LOCATION PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. MAKE TEMPLATE BY LOCATING EXISTING REBAR WITH A PACHOMETER.

REPOSITION BOLTS A MAXIMUM OF 1 1/2" TO AVOID CONFLICTS WITH EXISTING REINFORCING.

D. DRILL HOLES TO DEPTH AND DIAMETER RECOMMENDED BY MANUFACTURER. DO NOT ENLARGE OR

REDIRECT HOLES ALONG LENGTH OF BOLT.

E. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR.

F. FILL ABANDONED HOLES WITH EPOXY GROUT.

G. AIM WEDGES AWAY FROM CONCRETE EDGES LESS THAN 9" FROM THE CENTER LINE OF THE HOLE.

TIGHTEN NUTS AGAINST SMOOTH WASHERS TO MINIMUM TORQUE RECOMMENDED BY MANUFACTURER.

H. PROVIDE HOLES IN CONNECTION PLATES NO MORE THAN 1/8" LARGER THAN THE BOLT DIAMETER. IF

LARGER HOLES ARE NEEDED FOR ERECTION PURPOSES, PROVIDE PLATE WASHERS WELDED TO

CONNECTION PLATE TO TRANSFER THE BOLT LOAD.

FIELD INSTALLED EXPANSION BOLT NOTES

A. INSTALL EPOXY ANCHORED BOLTS AND DOWELS IN ACCORDANCE WITH CURRENT ICC-ES REPORTS OR EQUIVALENT TESTING PROGRAM QUALIFYING THE ANCHORING SYSTEM FOR USE IN CRACKED CONCRETE UNDER IBC 2015. CONTRACTOR SHALL SUBMIT MANUFACTURER REPORTS INDICATING COMPLIANCE WITH

IBC/ACI.

B. INSTALL BOLTS AND DOWELS PERPENDICULAR TO THE FACE OF CONCRETE, UNLESS OTHERWISE

INDICATED IN THE DRAWINGS.

C. CREATE A TEMPLATE AT EACH BOLT CONNECTION LOCATION PRIOR TO FABRICATING HOLES IN CONNECTION PLATES. MAKE TEMPLATE BY LOCATING EXISTING REBAR WITH PACHOMETER. REPOSITION

BOLTS A MAXIMUM OF 1 1/2" TO AVOID CONFLICTS WITH EXISTING REINFORCING.

D. DIAMETER OF DRILLED HOLES SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

DO NOT REDIRECT HOLES ALONG LENGTH OF BOLT.

E. DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR.

F. FILL ABANDONED HOLES WITH EPOXY GROUT.

G. PROVIDE HOLES IN CONNECTION PLATES NO MORE THAN 1/8" LARGER THAN THE BOLT DIAMETER. IF

LARGER HOLES ARE NEEDED FOR ERECTION PURPOSES, PROVIDE PLATE WASHERS WELDED TO

CONNECTION PLATE TO TRANSFER THE BOLT LOAD.

H. INSTALLATION OF EPOXY ANCHORED DOWELS AND BOLTS SHALL BE CONTINUOUSLY INSPECTED BY THE TESTING LABORATORY TO ENSURE THAT HOLES ARE OF THE PROPER DIAMETER AND LENGTH, ARE

PROPERLY CLEANED, AND THAT BOLTS ARE INSTALLED CORRECTLY.

I. EPOXY ANCHORED BOLTS SHALL NOT BE USED IN OVERHEAD INSTALLATION.

EPOXY ANCHORED BOLTS AND DOWELS NOTES

A. PROVIDE ALL STUDS AND/OR JOISTS AND ACCESSORIES OF THE TYPE, SIZE, GAUGE AND SPACING

SHOWN ON THE DRAWINGS.

B. DESIGN ALL STRUCTURAL MEMBERS IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS", LATEST

EDITION.

LIGHT GAUGE STEEL NOTES

C. ALL COLD-FORMED STUDS, RUNNERS, BLOCKING AND JOIST DESIGNATIONS ARE IN ACCORDANCE

WITH THE MANUFACTURING CATALOG, LATEST EDITION.

D. FORM ALL FRAMING MEMBERS FROM CORROSION RESISTANT STEEL CORRESPONDING TO THE

REQUIREMENTS OF ASTM A653 WITH A MINIMUM YIELD OF 33ksi.

E. PLACE ALL COLD-FORMED STEEL STUD WALL BRIDGING EVEN HORIZONTALLY WITH A MAXIMUM VERTICAL SPACING OF 4 FEET UNLESS OTHERWISE NOTED. AS AN OPTION, CONTINUOUS COLD- FORMED CHANNELS MAY BE POSITIONED THROUGH THE STUD PUNCH OUTS AS BRIDGING PROVIDED

THE CHANNEL IS PROPERLY FASTENED TO EACH STUD.

F. PRIOR TO FABRICATION OF FRAMING, SUBMIT FABRICATION AND ERECTION DRAWINGS TO THE

CONTRACTING OFFICER FOR REVIEW.

G. INSTALL AXIALLY-LOADED STUDS IN A MANNER WHICH WILL ASSURE THAT THEIR ENDS ARE

POSITIONED AGAINST THE INSIDE OF THE RUNNER WEB PRIOR TO FASTENING.

H. FASTEN COMPONENTS WITH SELF-DRILLING SCREWS OR WELDING. PROVIDE SCREWS OF SUFFICIENT

SIZE TO INSURE THE STRENGTH OF THE CONNECTION. WIRE TYING OF COMPONENTS IS NOT

PERMITTED. TOUCH UP ALL WELDS WITH A ZINC-RICH PAINT.

I. WELDING OF COLD-FORMED STUDS AND JOISTS MAY BE PERFORMED USING A MINIMUM 3/16" AWS

TYPE 6013 WELDING ROD.

J. SECURELY ANCHOR RUNNERS TO THE SUPPORTING STRUCTURE. PROVIDE COMPLETE, UNIFORM AND

LEVEL BEARING SUPPORT FOR THE BOTTOM RUNNER.

K. SECURELY ANCHOR ABUTTING LENGTHS OF RUNNER TO A COMMON STRUCTURAL ELEMENT, BUTT-

WELDED OR SPLICED.

L. PLUMB, ALIGN AND SECURELY ATTACH STUDS TO THE FLANGES OF BOTH UPPER AND LOWER

RUNNERS. SPLICES IN STUDS ARE NOT PERMITTED.

M. PROVIDE HEADERS AND SUPPORTING STUDS FOR FRAMING OF WALL OPENINGS.

LIGHT GAUGE STEEL NOTES (CONT)

A. REINFORCED MASONRY WORK AND MATERIALS TO BE IN ACCORDANCE WITH THE BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES ACI 530/ ASCE 5/ TMS 402.

B. REINFORCED MASONRY TO CONFORM TO THE SPECIFICATIONS FOR MASONRY STRUCTURES

ACI 530.1/ASCE 6/ TMS 602 (WITH THE EXCEPTIONS NOTED IN JOB SPECIFICATIONS).

C. PROVIDE CONCRETE MASONRY UNITS (CMU) OF NORMAL WEIGHT (125 PCF MINIMUM), CONFORMING TO THE LATEST EDITION ASTM C 90. FOR CRASH/ FIRE/ RESCUE USE MEDIUM WEIGHT (105-125 PCF).

LAY UNITS IN RUNNING BOND UNLESS OTHERWISE NOTED.

D. PROVIDE MASONRY MORTAR MEETING THE REQUIREMENTS OF TYPE S PER ASTM C 270. PROVIDE

AGGREGATES FOR MORTAR CONFORMING TO ASTM C 404. PROVIDE MORTAR WITH A MINIMUM

COMPRESSIVE STRENGTH OF 1,800 PSI AT 28 DAYS.

E. PROVIDE MASONRY GROUT WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2,000 PSI

TESTED IN ACCORDANCE WITH ASTM C 1019. GROUT TO MEET THE MINIMUM REQUIREMENTS

SPECIFIED IN ASTM C 476.

F. PROVIDE MASONRY ASSEMBLAGES WITH MINIMUM PRISM STRENGTH (F'm) OF 1,500 PSI, TESTED IN

ACCORDANCE WITH ASTM C1314.

G. PROVIDE CONCRETE MASONRY UNITS IN ACCORDANCE WITH ASTM C 426 LIMITS FOR DRYING

SHRINKAGE OF CONCRETE BLOCKS.

H. PROVIDE VERTICAL REINFORCEMENT IN CMU WALLS AS SHOWN IN DRAWINGS. FILL THE

REINFORCED CELLS SOLIDLY WITH GROUT. MAXIMUM HEIGHT OF GROUT POURS TO BE AS PER

ACI 530, TABLE 1.15.1.

I. PROVIDE HORIZONTAL JOINT REINFORCING IN WALLS AT 16 INCHES ON CENTER VERTICAL

SPACING. JOINT REINFORCING TO BE HOT DIP GALVANIZED NO. 9 GAGE LADDER TYPE WITH CROSS TIES AT 16 INCHES ON CENTER, CONFORMING TO ASTM A 82. SPACE JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN THE PARAPETS. LAP SPLICE ENDS A MINIMUM OF 12 INCHES AT SPLICES.

J. LAY HOLLOW UNITS WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE

SHELLS. PROVIDE FULL MORTAR COVERAGE FOR WEBS WHEN ADJACENT TO GROUTED CELLS.

K. ALIGN VERTICAL CELLS TO BE FILLED WITH GROUT TO PROVIDE CONTINUOUS UNOBSTRUCTED VERTICAL CELLS. REMOVE OVERHANGING MORTAR OR OTHER OBSTRUCTION AND DEBRIS FROM THE INSIDES OF SUCH CELL WALLS. PROVIDE GROUT WITH 8 INCH SLUMP AND CONSOLIDATE BY MEANS

OF HAND TAMPING TO ENSURE COMPLETE FILLING OF CELLS.

L. PROVIDE AN 8 INCH HIGH BOND BEAM (MINIMUM DEPTH UNLESS OTHERWISE NOTED) AT TOP OF ALL CMU WALLS. REINFORCE BOND BEAM PER DETAIL(S). IF BOND BEAMS AT INTERSECTING WALLS MEET

AT DIFFERENT ELEVATIONS, EXTEND BOND BEAMS AROUND INTERSECTING CORNER TO FIRST

INTERIOR REINFORCED CELL, BUT NOT LESS THAN 4 FEET. CONSTRUCT BOND BEAMS WITH

PORTLAND CEMENT GROUT 2,000 PSI MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS AND A

MAXIMUM AGGREGATE SIZE OF 3/4 INCH.

M. PROVIDE VERTICAL REINFORCING AT CORNERS OF CMU WALLS, AT ENDS OF WALLS, EACH SIDE OF CONTROL JOINT, AND EACH SIDE OF WALL OPENINGS PER DETAIL(S). PROVIDE MINIMUM 3/8 INCH THROUGH-WALL CONTROL JOINTS AT 24'-0" MAXIMUM SPACING OR 2.5 THE HEIGHT OF THE WALL OR

12'-0" FROM CORNERS UNLESS OTHERWISE NOTED ON DRAWINGS.

N. INSTALL ANCHORS, ACCESSORIES, AND OTHER ITEMS TO BE BUILT IN AS WORK PROGRESSES.

O. LAP SPLICE VERTICAL REINFORCING MINIMUM OF 48 BAR DIAMETERS OR 24 INCHES, WHICHEVER IS

GREATER.

P. PERFORM CUTTING AND FITTING OF MASONRY WITH MASONRY SAWS PROVIDING CUT FINISHED

UNITS.

Q. CELLS AT OR BELOW FINISHED GRADE ARE TO BE GROUTED SOLID.

R. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, DO NOT SLOPE DOWEL

MORE THAN ONE HORIZONTAL TO SIX VERTICAL.

S. WHEN VERTICAL DOUBLE REINFORCED CELLS ARE SPECIFIED, PROVIDE 1/4 INCH CLEARANCE FROM INSIDE FACE OF THE BLOCK MASONRY CELL OR MINIMUM OF ONE BAR DIAMETER, WHICHEVER IS GREATER. ENSURE THAT ALL VERTICAL REINFORCING STEEL IS POSITIONED AND HELD IN PLACE BY

MEANS OF WIRE SPACERS.

STRUCTUR…