Am_0010-Drawings.pdf

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.

STRUCTURAL MASONRY NOTES

A. PROVIDE DESIGN, FABRICATION, AND ERECTION OF METAL DECK CONFORMING TO THE STEEL DECK INSTITUTE'S "CODE OF RECOMMENDED STANDARD PRACTICE AND BASIC DESIGN SPECIFICATIONS".

B. FORM ROOF AND FLOOR DECK FROM STEEL SHEETS CONFORMING A653 OR HIGHER SPECIFICATIONS WITH

A MINIMUM YIELD STRENGTH OF 33 KSI.

C. ATTACH SHEETS TO STEEL SUPPORT MEMBERS AS INDICATED AND IN ACCORDANCE WITH THE MANUFACTURER'S STRUCTIONS FOR INSTALLATION. WHEN DECK IS SCHEDULED TO BE EXPOSED, DE-SLAG

CLEAN AND TOUCH UP WELDS WITH A ZINC-RICH PRIMER.

D. LAP ROOF AND FLOOR DECK ENDS MINIMUM OF 2 INCHES. WHEN FASTENING DECK TO SUPPORT MEMBERS, PROVIDE WELDING MATERIALS INSTALLATION PROCEDURES TO PREVENT BURNING OF HOLES

IN DECK.

E. PROVIDE 6 INCH CLOSURE STRIP WHERE CHANGES IN DECK DIRECTION OCCUR. CLOSURE TO BE SAME

GAGE AS DECK.

F. AT ENDS OF DECKS OR WHERE CHANGES OF DECK DIRECTION OCCUR, FASTEN TO SUPPORTS AT EACH

FLUTE. PROVIDE ADEQUATE CLOSURES AND FASTENERS TO SIDES AT 18 INCHES ON CENTER.

G. WHERE PARTIAL PANELS MAY BE REQUIRED TO COMPLETE DECK INSTALLATION AT PERIMETER OF STRUCTURE, PROVIDE WELDS IN EACH FLUTE TO STRUCTURAL MEMBERS. INSTALL DECK IN THREE SPAN

LENGTHS WHEREVER POSSIBLE.

H. METAL ROOF DECK:

1. OFFICE/ SHOP AREA:

PROVIDE 1-1/2 INCH DEEP, 18 GAGE, WIDE RIB TYPE B GALVANIZED METAL DECK, OR APPROVED EQUAL, WITH THE FOLLOWING MINIMUM PROPERTIES PER ONE FOOT WIDTH:

a. Ip = 0.289 IN4 ; In = 0.295 IN4

b. Sp = 0.318 IN3 ; Sn = 0.327 IN3

OFFICE SPECIAL AREA NOTED IN PLAN:

PROVIDE 1-1/2 INCH DEEP, 16 GAGE, WIDE RIB TYPE B GALVANIZED METAL DECK, OR APPROVED EQUAL, WITH THE FOLLOWING MINIMUM PROPERTIES PER ONE FOOT WIDTH:

a. Ip= 0.373 IN4 ; In= 0.373

b. Sp=0.408 IN3 ; Sn = 0.411

HANGAR BAY:

PROVIDE 3 INCH DEEP 16 GAGE TYPE N GALVANIZED METAL DECK OR APPROVED EQUAL, WITH THE

FOLLOWING MINIMUM PROPERTIES PER ONE FOOT DEPTH:

a. Ip = 1.683 IN 4 ; In = 1.807 IN4

b. Sp = 0.893 IN3 ; Sn = 0.944 IN3

CRASH/ FIRE/ RESCUE STATION:

PROVIDE 3 INCH DEEP 20 GAGE TYPE N GALVANIZED METAL DECK OR APPROVED EQUAL,

WITH THE FOLLOWING MINIMUM PROPERTIES PER ONE FOOT DEPTH:

a. Ip = 0.848 IN4 ; In = 1.079 IN4

b. Sp = 0.501 IN3 ; Sn = 0.552 IN3

2. PROVIDE POSITIVE ATTACHMENT TO FRAMING MEMBERS WITH 5/8 INCH DIAMETER PUDDLE WELDS IN

36/7 PATTERN BETWEEN THE LAP FLUTES. ALTERNATIVELY PROVIDE MECHANICAL CONNECTORS

(HILTI X-ENP-19-L15 OR APPROVED EQUAL) IN 36/7 PATTERN.

3. PROVIDE (9) #10 TEK SCREW SIDE LAP FASTENERS EQUALLY SPACED BETWEEN SUPPORTS. PROVIDE #12

TEK SCREWS AT 4" O.C. AT OFFICE SPECIAL ARE ANOTED IN PLAN.

4. AT PERIMETER OF DECK, SECURE DECK TO STRUCTURAL MEMBERS WITH SAME ATTACHMENT AND

SPACING AS SIDE LAP CONNECTIONS OR PUDDLE WELDS AS NOTED ABOVE.

J. COMPOSITE METAL FLOOR DECK:

1. PROVIDE 2 INCH DEEP, 18 GAGE, VLI GALVANIZED METAL DECK, OR

APPROVED EQUAL, WITH THE FOLLOWING MINIMUM PROPERTIES PER ONE FOOT WIDTH:

a. Ip = 0.559 IN4 ; In = 0.558 IN4

b. Sp = 0.495 IN3; Sn = 0.504 IN3

2. PROVIDE POSITIVE ATTACHMENT TO FRAMING MEMBERS WITH 5/8 INCH DIAMETER PUDDLE WELDS AT LAP FLUTES AND 12 INCHES ON CENTER BETWEEN THE LAP FLUTES. SHEAR STUDS WELDED THROUGH DECK

MAY REPLACE PUDDLE WELDS.

3. PROVIDE (5) #10 TEK SCREWS SIDE LAP FASTENERS EQUALLY SPACED BETWEEN SUPPORTS.

4. SINGLE SPAN CONDITIONS ARE NOT ALLOWED. PROVIDE A MINIMUM OF TWO SPAN CONDITIONS.

5. PROVIDE SHEAR CONNECTORS (INDICATED AS "SC" ON THE DRAWINGS) THAT DEVELOP A DESIGN VALUE OF 26.1 KIP (LRFD) PER CONNECTOR. SUBSTITUTION OF SHEAR CONNECTORS WITH DESIGN SHEAR

CAPACITY OTHER THAN SPECIFIED ABOVE WILL BE ACCEPTABLE PROVIDED TOTAL HORIZONTAL

SHEAR CAPACITY IN SPAN OF BEAM OR GIRDER IS UNALTERED. THE ARRANGEMENT AND SPACING OF

SHEAR CONNECTORS MUST BE APPROVED BY THE STRUCTURAL ENGINEER.

6. MAINTAIN SPECIFIED CONCRETE THICKNESS AT COLUMN LOCATIONS. SLAB THICKNESS ELSEWHERE WILL VARY DUE TO DECK AND BEAM DEFLECTIONS. MAKE ALLOWANCES AND FURNISH MATERIALS TO CREATE

SPECIFIED FLOOR ELEVATION, WITHIN SPECIFIED LIMITS.

7. CENTERED OVER GIRDERS AND PERPENDICULAR TO THE DECK FLUTES, PLACE ADDITIONAL

REINFORCEMENT OF NO. 4's, FOUR FEET IN LENGTH, SPACED AT 12 INCHES ON CENTER. EXTEND

REINFORCEMENT INTO EACH SPAN A DISTANCE EQUAL TO 15 PERCENT OF SPAN LENGTH. THE

REINFORCEMENT SHOWN IN DRAWINGS SUPERSEDES THIS NOTE.

K. CONNECTIONS FOR MISCELLANEOUS ITEMS HANGING FROM ROOF OR FLOOR METAL DECK (INCLUDING CONCRETE SLABS ON METAL DECK) ARE NOT PERMITTED. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO, SUPPORTS FOR PIPE LINES, CONDUITS, CEILINGS, SUPPORT FOR ELEVATED EQUIPMENT, AMONG OTHERS. THESE FEATURES ARE PERMITTED TO BE SUPPORTED FROM THE STRUCTURAL FRAMING (BEAMS OR JOISTS) ONLY IF APPROVED BY THE CONTRACTING OFFICER. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE SUPPLEMENTARY FRAMING AND CONNECTIONS TO THE BUILDING STRUCTURE

REQUIRED FOR THE SUPPORT OF THESE ITEMS

METAL DECK NOTES

ABRAHAM ABEL AVALOS

OF TEXASS

TATE

ALNOI

SS

E

F O

R P

ENGIN

E

E R

NSEDECI

L 114070

US Army Corps of Engineers Omaha District ®

SHEET

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D x

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

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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

IP

T

IO

N

D R

A W

IN

G

C O

D E

A F

-1

-0

-W F

R

M

A R

C H

C H

O F

F F

IL

E

N A

M E

O M

A H

A D

IS

T

R

IC

T

O M

A H

A

N E

B R

A S

K A

F Y

H

E L

O /T

R F

/M A

IN

T

E N

A N

C E

F A

C

IL

IT

Y

P R

O J E

C T

N U

M B

E R

G

H L

N A

F E

W A

R R

E N

A F

B

W Y

J A

C O

B S

E N

G

IN

E E

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IN

G G

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U P

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C

M a in

S tr e e t

F o rt

W o rt h

T X

READY-TO-ADVERTISE (RTA) DESIGN

TEXAS REGISTERED

ENGINEERING FIRM F-2966

S-004

S T

R U

C T

U R

A L N

O T

E S

C V

A L L

E N

IL

L A

S .D

R A

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F E

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-0

ADDITIONAL SUBMITTALS

A. THE CONTRACTOR IS RESPONSIBLE TO PROVIDE THE FOLLOWING ITEMS, WHICH ARE DEFERRED

SUBMITTALS, PENDING APPROVAL OF THE CONTRACTING OFFICER:

1. STEEL FRAMING CONNECTIONS NOT DETAILED IN THE DRAWINGS.

2. LIGHT GAUGE METAL STUD FRAMING CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

3. METAL STAIRS CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

4. CURTAIN WALL FRAMING AND FITTINGS TO STEEL STRUCTURE.

5. ALUMINUM STRUCTURES CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

6. MECHANICAL EQUIPMENT CURB AND CONNECTIONS TO SUPPORTING FRAMING, INCLUDING BRACING

TO RESISTS APPLICABLE LATERAL LOADS.

7. LIFT FABRIC VERTICAL DOOR CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

8. PRECAST CONCRETE FRAMING (INCLUDING WALLS), CONNECTIONS, AND CONNECTIONS TO BUILDING

STRUCTURE.

9. STEEL JOISTS CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

10. SUPPORTS FOR ELEVATED PIPE LINES AND CONDUITS, INCLUDING SUPPORT AND CONNECTIONS FOR LINES

HANGING FROM BUILDING STRUCTURE (SEE METAL DECK NOTES, NOTE K)

11. SKYLIGHT FRAMING, CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE

12. PREMANUFACTURED BUILDINGS, CONNECTIONS, AND CONNECTION TO FOUNDATIONS (INLCUDING ANCHOR

BOLTS).

13. STEEL FRAMING FOR THE SUPPORT OF VERTICAL LIFT FABRIC DOOR HOISTS, MOTORS, AND

MISCELLANEOUS EQUIPMENT REQUIRED FOR THE FUNCTIONING OF THE DOOR.

14. METAL PANELS, CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE.

15. SOLAR WALL FRAMING, CONNECTIONS, AND CONNECTIONS TO THE HANGAR STRUCTURE

16. ROOF ACCESS LADDER FRAMING, CONNECTIONS, AND CONNECTIONS TO BUILDING STRUCTURE

B. DEFERRED SUBMITTALS MUST BE ACCOMPANIED BY CALCULATIONS SIGNED BY A PROFESSIONAL ENGINEER

REGISTERED IN ANY STATE OR TERRITORY OF THE UNITED STATES OF AMERICA.

C. DEFERRED SUBMITTALS MUST BE SUBMITTED PRIOR TO INSTALLATION AND MUST BE APPROVED BY THE

ENGINEER OF RECORD FOR GENERAL CONFORMANCE TO DESIGN ASSUMPTION INTENT.

D. FOLLOWING COMPLETION OF REVIEW AND COORDINATION BY THE ENGINEER OF RECORD, THE RETURNED

SUBMITTAL (WITH SHOP DRAWING REVIEW STAMPS ON THEM) MUST BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL. A LETTER STATING THAT THE SUBMITTAL HAS BEEN REVIEWED AND

COORDINATED AND HAS BEEN FOUND ACCEPTABLE WITHOUT EXCEPTIONS SHALL ACCOMPANY THE

SUBMITTAL.

A

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-2

10/06/2021

1 3 5 10

GG

FF

DD

BB

S

AA

X

2 6 141'

W

3' 2'

Y

Z

EE

T

MATCHLINE

A3 SB103

MATCHLINE

A3 SB101 /

MATCHLINE

A3 SB101

A3

S-300

A3

S-300

A1

S-205

D6

S-205

19'-8" 19'-9"

2'-7"

20'-7"

3'-5"

19'-2 1/2" 8'-9 1/2"

8 1/2"

19'-3 1/2" 10'-0" 4'-8" 23'-9" 9'-6"

/2

/2

/2

/2

101101

U

V

CC

E6

S-212

F6 [97' - 0"]

8'-0"

F2 [97' - 0"]

F9 [97' - 0"]

F9 [97' - 0"]

F9 [97' - 0"]

F9 [97' - 0"]

F9 [97' - 0"]

F6 [97' - 0"]

F14 [97' - 0"] F12 [99' - 0"]

2'-9"

2'-9"

/2 "F8 [97' - 0"]

4'-0" 4'-0"

(2) HSS12x6x3/8

DOOR JAMB SUPPORT

99' - 7" 99' - 7"

T/CONC T/CONCT/CONC

1/8" / 12"SLOPE DOWN

CF - 1

G B

GB - 1

G B

4'-0"

2'-9" 2'-8"

GB - 1 [ 100' - 0" ]

[ 100' - 0" ]

G B

TOP OF CONCRETE

[100' - 0"]

TOP OF CONCRETE

[100' - 0"]

E8

S-503

B1

S-503

F11 [97' - 0"]

10'-8"

E1

S-212

1'-9" 6'-0" 1'-9"

E1

S-505

M A

T C

H L

IN

E

A

S B

100' - 0"

1'-6 1/4"

1'-8"

1'-8"

EOS

1'-8"

1'-8"

B1

S-505

D4

S-211

CJ, TYP

C J

T Y

P

1'-6" 5'-1"

B7

S-506

2'-0 1/2"

E8

S-506

TYP

E5

S-506

10'-8"

TYP

10'-4"

TYP

9'-8"

TYP

B4

S-503

B4

S-503

B4

S-503

B4

S-503

SIM

1'-3 1/2"

99' - 9 1/4"

T/ SLABA1

S-212

1'-0" 2'-6 1/2"

E6

S-212

A1

S-213

B4

S-503

B4

S-503

B8

S-505

TYP

TYP

[ 97' - 0" ]

25'-0" MAX

M

A X

M

A X

18'-0" MAX

CJ, TYP

C J

T Y

P

5'-0"

B7

S-506

1'-6"

ISOLATION JOINT

RE: E1/S-505

SLAB BLOCKOUT

AT JAMB

103103

GB-2

[100'-0"]

/2

SIM

SLOPE FLAT

CJ

BP-10 BP-9 BP-9

BP-7

BP-9

BP-7 BP-7 BP-7 BP-9

BP-9

BP-4

BP-4

BP-4

BP-5BP-2

BP-7

BP-9

BP-2

BP-9

BP-7

BP-2

BP-7

BP-1

BP-9BP-9BP-10

BP-10

BP-10

BP-10

F4 [97' - 0"]BP-1

5' - 0"

G B

GB - 1 [ 100' - 0" ]

P1 [99' - 0"] P1 [99' - 0"]

P1 [99' - 0"] P1 [99' - 0"]

SLAB WARP AT DOOR TO

MATCH HANGAR SLAB

T/CONC

AT DOOR

99' - 9"

BP-7 BP-7

BP-8BP-8

CF - 1

D8

S-213

OH

CF-1

F8 [99' - 0"]

2' - 9" 2' - 9"

F8 [99' - 0"]

6' - 0"6' - 0"

F8 [97' - 0"]

4' - 0" 4' - 0"

Fx [96'-0"]

Px [99'-0"]

FOOTING MARK TOP OF FOOTING

ELEVATION

TOP OF PILASTER

ELEVATION

PILASTER MARK

SHEET LEGEND

CFx [99-0"]

CONTINUOUS

FOOTING TYPE

TOP OF CONTINUOUS

FOOTING ELEVATION

ABRAHAM ABEL AVALOS

OF TEXASS

TATE

ALNOI

SS

E

F O

R P

ENGIN

E

E R

NSEDECI

L 114070

04 8 16268

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

TRUE NORTH

US Army Corps of Engineers Omaha District ®

SHEET

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D x

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

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

IP

T

IO

N

D R

A W

IN

G

C O

D E

A F

-1

-0

-W F

R

M

A R

C H

C H

O F

F F

IL

E

N A

M E

O M

A H

A D

IS

T

R

A H

A

N E

B R

A S

K A

F Y

H

E L

O /T

R F

/M A

IN

T

E N

A N

C E

F A

C

IL

IT

Y

P R

O J E

C T

N U

M B

E R

G

H L

N A

F E

W A

R R

E N

A F

B

W Y

J A

C O

B S

E N

G

IN

E E

R

IN

G G

R O

U P

I N

C

M a in

S tr e e t

F o rt

W o rt h

T X

KEY PLAN

AREA B

B

READY-TO-ADVERTISE (RTA) DESIGN

TEXAS REGISTERED

ENGINEERING FIRM F-2966

SB102

F O

U N

D A

T

IO

N P

L A

N

A R

E A

B

C V

A L L

E N

IL

L A

S .D

R A

S K

O V

IC

A .A

V A

L O

S

F E

-G

H L

N

A S

B

1/8" = 1'-0"A1

FOUNDATION PLAN - AREA B

GENERAL NOTES - FOUNDATION PLAN

A THE GROUND LEVEL REFERENCE DATUM IS 6303.20 FEET

= 100'-0".

B REFER TO SHEETS S-001 TO S-005 FOR STRUCTURAL

GENERAL NOTES

C REFER TO SHEETS S-500 TO S-507 FOR TYPICAL

FOUNDATION DETAILS AND SECTIONS

D REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL,

AND PLUMBING FOR SIZE AND LOCATION OF

HOUSEKEEPING PADS AND CURBS

E TOP OF SLAB ELEVATION = 100'-0"

F ALL FOOTINGS SHALL BE CENTERED UNDER COLUMN

CENTER LINES UNLESS OTHERWISE NOTED

G REFER TO ARCHITECTURAL, MECHANICAL, AND

PLUMBING FOR LOCATIONS FOR OPENINGS AND DRAINS

H COORDINATE DOOR OPENING LOCATIONS WITH

ARCHITECTURAL

I CJ DENOTES CONTROL/CONSTRUCTION JOINT REFER S-501.

J GB-X DENOTES GRADE BEAM TYPE. RE: S-501 FOR SCHEDULE.

K PX DENOTES PILASTER TYPE. RE: S-501 FOR SCHEDULE.

L FX DENOTES FOUNDATION TYPE, RE: S-501 FOR SCHEDULE.

M BP-X DENOTES BASE PLATE TYPE. RE: S-530 FOR BASE PLATE

SCHEDULE

KEYNOTES

101 6" CONCRETE SLAB ON GRADE REINFORCED WITH #4

AT 12" ON CENTER, EACH WAY OVER 15 MIL VAPOR

RETARDER OVER PREPARED SUBGRADE (RE: A1/S-502)

102 9" CONCRETE SLAB REINFORCED WITH #4@12" OC MAX

EW AT TOP, OVER RIGID INSULATION AND 15 MIL

VAPOR RETARDER OVER PREPARED SUBGRADE (RE:

A4/S-502).

103 BRACED FRAME REFER TO S-200 SHEET SERIES FOR

STEEL MEMBER SIZES.

105 TRENCH DRAIN REFER TO E8/S-506 AND PLUMBING FOR

ADDITIONAL INFORMATION

110 CATCH BASIN REFER SHEET A1/S-504 AND PLUMBING

FOR ADDITIONAL INFORMATION

117 8" PRECAST CONCRETE WALL BY MANUFACTURER

(INCLUDING CONNECTIONS AND CONNECTIONS TO

BUILDING STRUCTURE). RE: ARCHITECTURAL FOR

ADDITIONAL INFORMATION

124 4" THICK CONCRETE STOOP REFER DETAIL A8/S-504

FOR ADDITIONAL INFORMATION

A

M

R E

V

IS

IO

N

-0

-2

1 10

P

L

H

2 6 8 11

E

R

T

MATCHLINE

A1 SB102 /

MATCHLINE

A1 SB102

M A

T C

H L

IN

E

A

S B

1'-8"

/2

A5

S-213

8.9

A

D

F

F12 [97' - 0"] F12 [99' - 0"] F13 [97' - 0"]

F12 [97' - 0"]

F8 [99' - 0"]

F13 [99' - 0"]

F6 [97' - 0"]

F12 [99' - 0"]

F8 [99' - 0"]

P1 [99' - 0"]

6'-0" 6'-0"

6'-0"6'-0"

20'-7" 22'-7 1/2" 9'-6" 27'-0 1/2" 1'-10" 5'-1" 8'-2" 5'-8"

TOP OF CONCRETE

[100' - 0"]

G B

GB - 1

[ 100' - 0" ]

2'-9" 2'-9"

F16 [97' - 0"]

96' - 0"

T/PIT CONC

E1

S-504

TYP

10'-4"

E O

S

5" EOS 5" EOS

101F6 [97' - 0"]

M A

T C

H L

IN

E

A

S B

E5

S-506

TYP

99' - 9 1/4"

T/SLAB5

/2

2'-0" 6'-4"

D1

S-507

B4

S-503

CJ, TYP

C J

T Y

P

5 1/2"

OPNG

11'-1 3/4"

O P

N G

A1

S-212

D7

S-211

D1

S-507

B8

S-505

F12 [99' - 0"]

P1 [99' - 0"]

P1 [99' - 0"]P1 [99' - 0"]

P1 [99' - 0"] P1 [99' - 0"]

24'-0"

2'-3 5/8"

D4

S-507

TYP

TYP

K.5 4

/2

LOCATION OF SUMP PIT

TO BE COORD w/ ELEVATOR

MANUFACTURER

6'-6" 6'-6"

9'-3" 9'-10 3/8"

6'-6 1/2" 12'-5 1/4"

/4

C1

S-504

SIM

18'-0" MAX

M

A X

5'-0"

1'-0"

5'-11 1/4"

A8

S-515

14' - 0" 52' - 0"

REFER TO CIVIL FOR FINAL

LOCATION OF CONCRETE PAD.

BP-7BP-7

BP-8BP-8

BP-8BP-8

BP-8BP-8

BP-9BP-4

BP-9

BP-7 BP-7

BP-7 BP-7

BP-7BP-7BP-7BP-7BP-7

BP-7 BP-7 BP-7 BP-7

BP-7 BP-7

BP-7

GB - 1

G B

[ 100' - 0" ]

GB - 1 [ 100' - 0" ]

BP-8

BP-8

R.2

F8 [99' - 0"]

2' - 9" 2' - 9"

Fx [96'-0"]

Px [99'-0"]

FOOTING MARK TOP OF FOOTING

ELEVATION

TOP OF PILASTER

ELEVATION

PILASTER MARK

SHEET LEGEND

CFx [99-0"]

CONTINUOUS

FOOTING TYPE

TOP OF CONTINUOUS

FOOTING ELEVATION

ABRAHAM ABEL AVALOS

OF TEXASS

TATE

ALNOI

SS

E

F O

R P

ENGIN

E

E R

NSEDECI

L 114070

04 8 16268

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

TRUE NORTH

US Army Corps of Engineers Omaha District ®

SHEET

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D x

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

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

IP

T

IO

N

D R

A W

IN

G

C O

D E

A F

-1

-0

-W F

R

M

A R

C H

C H

O F

F F

IL

E

N A

M E

O M

A H

A D

IS

T

R

A H

A

N E

B R

A S

K A

F Y

H

E L

O /T

R F

/M A

IN

T

E N

A N

C E

F A

C

IL

IT

Y

P R

O J E

C T

N U

M B

E R

G

H L

N A

F E

W A

R R

E N

A F

B

W Y

J A

C O

B S

E N

G

IN

E E

R

IN

G G

R O

U P

I N

C

M a in

S tr e e t

F o rt

W o rt h

T X

KEY PLAN

AREA C

C

READY-TO-ADVERTISE (RTA) DESIGN

TEXAS REGISTERED

ENGINEERING FIRM F-2966

SB103

F O

U N

D A

T

IO

N P

L A

N

A R

E A

C

C V

A L L

E N

IL

L A

S .D

R A

S K

O V

IC

A .A

V A

L O

S

F E

-G

H L

N

A S

B

1/8" = 1'-0"A3

FOUNDATION PLAN - AREA C

GENERAL NOTES - FOUNDATION PLAN

A THE GROUND LEVEL REFERENCE DATUM IS 6303.20 FEET

= 100'-0".

B REFER TO SHEETS S-001 TO S-005 FOR STRUCTURAL

GENERAL NOTES

C REFER TO SHEETS S-500 TO S-507 FOR TYPICAL

FOUNDATION DETAILS AND SECTIONS

D REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL,

AND PLUMBING FOR SIZE AND LOCATION OF

HOUSEKEEPING PADS AND CURBS

E TOP OF SLAB ELEVATION = 100'-0"

F ALL FOOTINGS SHALL BE CENTERED UNDER COLUMN

CENTER LINES UNLESS OTHERWISE NOTED

G REFER TO ARCHITECTURAL, MECHANICAL, AND

PLUMBING FOR LOCATIONS FOR OPENINGS AND DRAINS

H COORDINATE DOOR OPENING LOCATIONS WITH

ARCHITECTURAL

I CJ DENOTES CONTROL/CONSTRUCTION JOINT REFER S-501.

J GB-X DENOTES GRADE BEAM TYPE. RE: S-501 FOR SCHEDULE.

K PX DENOTES PILASTER TYPE. RE: S-501 FOR SCHEDULE.

L FX DENOTES FOUNDATION TYPE, RE: S-501 FOR SCHEDULE.

M BP-X DENOTES BASE PLATE TYPE. RE: S-530 FOR BASE PLATE

SCHEDULE

KEYNOTES

101 6" CONCRETE SLAB ON GRADE REINFORCED WITH #4

AT 12" ON CENTER, EACH WAY OVER 15 MIL VAPOR

RETARDER OVER PREPARED SUBGRADE (RE: A1/S-502)

103 BRACED FRAME REFER TO S-200 SHEET SERIES FOR

STEEL MEMBER SIZES.

115 8" EQUIPMENT HOUSEKEEPING PAD, REFER A3/S-500.

RE: MECHANICAL DRAWINGS FOR EQUIPMENT SIZES

AND LOCATIONS

123 6" THICK SLAB ON GRADE WITH 18" DEEP x 12"

CONCRETE TURNDOWN, TYP AT SLAB PERIMETER

REINFORCED WITH (2) #4 CONT AT BOTTOM. PROVIDE A

MINIMUM OF 4' - 0" THICK FREE DRAINING, NON-FROST

SUSCEPTIBLE SUBGRADE LAYER BELOW TURNDOWN.

SLAB REINFORCED WITH #4 @ 12" OC, EACH WAY TOP.

124 4" THICK CONCRETE STOOP REFER DETAIL A8/S-504

FOR ADDITIONAL INFORMATION

125 HSS6x6x1/2 ELEVATOR RAILS (NOTED LOCATION TO BE

COORDINATED WITH FABRICATION DRAWINGS FROM

ELEVATOR MANUFACTURER.)

126 (PRELIMINARY) TO BE COORDINATED WITH

FABRICATION DRAWINGS FROM ELEVATOR

MANUFACTURER

127 8" THICK SLAB ON GRADE WITH 18" DEEP x 12"

CONCRETE TURNDOWN, TYP AT SLAB PERIMETER

REINFORCED WITH (2) #4 CONT AT BOTTOM. PROVIDE A

MINIMUM OF 4'-0" THICK FREE DRAINING, NON-FROST

SUSCEPTIBLE SUBGRADE LAYER BELOW TURNDOWN.

SLAB REINFORCED WITH #4 @ 12" OC EACH WAY TOP.

A

M

R E

V

IS

IO

N

-0

-2

10 16 17 20 23

S

Q

M

K

J

P

L

H

158 14

B

11 2118

E

C

G

R

A1

S-210

T

12 22

E4

S-402

M A

T C

H L

IN

E

A

S B

M A

T C

H L

IN

E

A

S B

M A

T C

H L

IN

E

A

S B

M A

T C

H L

IN

E

A

S B

E1

S-206

D1

S-209

A1

S-208

1'-10"

5'-1" 8'-2" 5'-8" 9'-11" 9'-6" 34'-8"

2'-9"

9'-6"

3'-6"

23'-2"

3'-4"

16'-2"

2'-1"

11'-9"

/4

/4

102102

/2

E O

S

8.9

A

U

F13 [99' - 0"]

MATCHLINE

A1 SB102

F12 [97' - 0"]

F9 [97' - 0"]

F12 [97' - 0"] F12 [97' - 0"]

F13 [99' - 0"]

F2 [97' - 0"]

F

N

F

F4 [97' - 0"]

F6 [92' - 9"]

3'-6"

3'-5 1/2" 3'-5 1/2"

F7 [97' - 0"]

G B

GB - 1

[ 100' - 0" ]

(2) HSS12x6x3/8

DOOR JAMB SUPPORT

F14 [99' - 0"]

/4

7"

6'-0"

101101

TOP OF CONCRETE

[100' - 0" ]

G B

CF-1

100' - 0"

99' - 7"

T/CONC

T/CONC

T/CONC

/8

S L O

P E

D O

W N

/4

A4

S-210

101101

E1

S-505

/4

1'-5 1/2"

/2

3'-7 1/2" 13'-0"

99' - 0"

T/ SLAB @

CABLE

TRENCH

B1

S-503

E8

S-503

CJ, TYP

C J

T Y

P

1'-6 1/2"

B1

S-503

E8

S-503

108108

F10 [97' - 0"]

4'-0" 4'-0"

E5

S-506

TYP

A7

S-402

A7

S-402 1'-8 1/2"

/4

/4

11'-9 3/4"

99' - 0"

T/ SLAB

/2

D1

S-507

B4

S-503

1'-7 1/2"

CJ, TYP

C J

T Y

P

117 103

D1

S-213

D7

S-211

11'-2"

/4 "L.4

B8

S-505

GB - 1

GB - 1GB - 1 GB - 3[ 100' - 0" ] [ 100' - 0" ] [ 100' - 0" ] [ 100' - 0" ] [ 100' - 0" ]GB - 1

F

B4

S-503

F12 [97' - 0"]

F

TYP

TYP

1'-10"

/2

M

A X

M

A X

18'-0" MAX

25'-0" MAX

A7

S-402

14' - 6"

1' - 6"

14' - 2"

T/SLAB @ CABLE

TRENCH EL: 99'-1"

T/SLAB @ CABLE

TRENCH EL: 99'-0"

A4

S-507

A4

S-507

R.6

8'-0"

6'-0" 6'-0"

ISOLATION JOINT

RE: E1/S-505SLAB BLOCKOUT

AT JAMB

GB-2

[100'-0"]

S L O

P E

F L A

T

CJ

103103103

99' - 7"

BP-10 BP-10 BP-8

BP-7 BP-7 BP-9 BP-9

BP-9

BP-9

BP-9

BP-9

BP-1

BP-7BP-7

BP-4

BP-4

BP-4

BP-9

BP-5

BP-2

BP-9

BP-2

BP-7

BP-7

BP-7BP-8

BP-7

BP-7

BP-7

BP-7

BP-2 BP-2 BP-2

BP-9 BP-9

BP-7

BP-8

BP-8

P2 [97'-0"]P2 [97'-0"]

4'-7" 4'-0"

2' - 6"FOOTING ECCENTRIC

FROM WALL CENTER

P1 [97'-0"]

P1 [97'-0"]

P2 [97'-0"]

P2 [97'-0"]

1' - 7"

GB-1 [100'-0"]

SLAB WARP AT DOOR TO

MATCH HANGAR SLAB

T/CONC

AT DOOR

99' - 10"

3" EJ AT

END OF WALL

BP-8BP-8

D7

S-300

9' - 4"

23' - 10" 4' - 0" 4' - 6"

A7

S-209

T/SLAB AT

PIT EL: 97'-6"

E7

S-507

CF-1 (SLOPES)

T.O. CF= T.O. FOOTING)

CF-1 (SLOPES) T.O.

CF= T.O. FOOTING)

Fx [96'-0"]

Px [99'-0"]

FOOTING MARK TOP OF FOOTING

ELEVATION

TOP OF PILASTER

ELEVATION

PILASTER MARK

SHEET LEGEND

CFx [99-0"]

CONTINUOUS

FOOTING TYPE

TOP OF CONTINUOUS

FOOTING ELEVATION

ABRAHAM ABEL AVALOS

OF TEXASS

TATE

ALNOI

SS

E

F O

R P

ENGIN

E

E R

NSEDECI

L 114070

04 8 16268

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

TRUE NORTH

US Army Corps of Engineers Omaha District ®

SHEET

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y

A N

S I D x

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

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

IP

T

IO

N

D R

A W

IN

G

C O

D E

A F

-1

-0

-W F

R

M

A R

C H

C H

O F

F F

IL

E

N A

M E

O M

A H

A D

IS

T

R

A H

A

N E

B R

A S

K A

F Y

H

E L

O /T

R F

/M A

IN

T

E N

A N

C E

F A

C

IL

IT

Y

P R

O J E

C T

N U

M B

E R

G

H L

N A

F E

W A

R R

E N

A F

B

W Y

J A

C O

B S

E N

G

IN

E E

R

IN

G G

R O

U P

I N

C

M a in

S tr e e t

F o rt

W o rt h

T X

KEY PLAN

AREA D

D

READY-TO-ADVERTISE (RTA) DESIGN

TEXAS REGISTERED

ENGINEERING FIRM F-2966

SB104

F O

U N

D A

T

IO

N P

L A

N

A R

E A

D

C V

A L L

E N

IL

L A

S .D

R A

S K

O V

IC

A .A

V A

L O

S

F E

-G

H L

N

A S

B

1/8" = 1'-0"A3

FOUNDATION PLAN - AREA D

GENERAL NOTES - FOUNDATION PLAN

A THE GROUND LEVEL REFERENCE DATUM IS 6303.20 FEET

= 100'-0".

B REFER TO SHEETS S-001 TO S-005 FOR STRUCTURAL

GENERAL NOTES

C REFER TO SHEETS S-500 TO S-507 FOR TYPICAL

FOUNDATION DETAILS AND SECTIONS

D REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL,

AND PLUMBING FOR SIZE AND LOCATION OF

HOUSEKEEPING PADS AND CURBS

E TOP OF SLAB ELEVATION = 100'-0"

F ALL FOOTINGS SHALL BE CENTERED UNDER COLUMN

CENTER LINES UNLESS OTHERWISE NOTED

G REFER TO ARCHITECTURAL, MECHANICAL, AND

PLUMBING FOR LOCATIONS FOR OPENINGS AND DRAINS

H COORDINATE DOOR OPENING LOCATIONS WITH

ARCHITECTURAL

I CJ DENOTES CONTROL/CONSTRUCTION JOINT REFER S-501.

J GB-X DENOTES GRADE BEAM TYPE. RE: S-501 FOR SCHEDULE.

K PX DENOTES PILASTER TYPE. RE: S-501 FOR SCHEDULE.

L FX DENOTES FOUNDATION TYPE, RE: S-501 FOR SCHEDULE.

M BP-X DENOTES BASE PLATE TYPE. RE: S-530 FOR BASE PLATE

SCHEDULE

KEYNOTES

101 6" CONCRETE SLAB ON GRADE REINFORCED WITH #4 AT 12" ON

CENTER, EACH WAY OVER 15 MIL VAPOR RETARDER OVER

PREPARED SUBGRADE (RE: A1/S-502)

102 9" CONCRETE SLAB REINFORCED WITH #4@12" OC MAX EW AT

TOP, OVER RIGID INSULATION AND 15 MIL VAPOR RETARDER

OVER PREPARED SUBGRADE (RE: A4/S-502).

103 BRACED FRAME REFER TO S-200 SHEET SERIES FOR STEEL

MEMBER SIZES.

105 TRENCH DRAIN REFER TO E8/S-506 AND PLUMBING FOR

ADDITIONAL INFORMATION

108 8" CONCRETE WALL REINFORCED WITH #4 AT 9" ON CENTER IN

EACH DIRECTION AT EACH FACE. REINFORCEMENT IN THE 2

FACES OF THE WALL SHALL BE STAGGERED ON EACH FACE TO

FORM A PROJECTED GRID APPROXAIMATELY 4 1/2" SQUARE

110 CATCH BASIN REFER SHEET A1/S-504 AND PLUMBING FOR

ADDITIONAL INFORMATION

113 6" THICK CONCRETE SLAB ON GRADE REINFORCED WITH #4 AT 8"

ON CENTER MAXIMUM AT TOP, OVER 15 MIL VAPOR RETARDER

OVER 12" COMPACTED CRUSHED STONE

117 8" PRECAST CONCRETE WALL BY MANUFACTURER (INCLUDING

CONNECTIONS AND CONNECTIONS TO BUILDING STRUCTURE).

RE: ARCHITECTURAL FOR ADDITIONAL INFORMATION

119 DUCT BANK PENETRATION IN PERIMETER GRADE BEAM. RE: ELEC.

REINFORCE BEAM AROUND OPENING PER C8/S-500.

121 SLOPE BOTTOM OF GRADE BEAM ELEVATION FROM 94'-6" AT EAST

EDGE OF FOOTING AT A/18 TO 90'-9" AT WEST EDGE OF FOOTING

AT A/20.

128 12" PRECAST CONCRETE WALL BY MANUFACTURER (INCLUDING

CONNECTIONS AND CONNECTIONS TO BUILDING STRUCTURE).

RE: ARCHITECTURAL FOR ADDITIONAL INFORMATION

A

M

R E

V

IS

IO

N

-2

-2

A

M

R E

V

IS

IO

N

-0

-2

A

M

R E

V

IS

IO

N

-0

-2

FOOTING SCHEDULE

MARK

BOTTOM REINFORCEMENT

LENGTH WIDTH THICKNESS

LONG

DIRECTION

REMARKS

F1

SHORT

DIRECTION

TOP REINFORCEMENT

LONG

DIRECTION

SHORT

DIRECTION

30' - 0" 20' - 0" 36" (30) #9 (45) #9 (30) #9 (45) #9

F2 26' - 0" 25' - 6" 36" (46) #8 (46) #8 (46) #8 (46) #8

F3 36' - 0" 26' - 0" 36" (46) #8 (64) #8 (46) #8 (64) #8

F4 7' - 0" 7' - 0" 36" (14) #7 (14) #7 (14) #7 (14) #7

F5 5' - 0" 5' - 0" 24" (10) #7 (10) #7 (10) #7 (10) #7

F6 RE: PLAN 8'-0" * 36" (12) #8 (12) #8

F7 RE: PLAN 12' - 0" 36" (18) #9 #9 @ 8" OC (18) #9 #9 @ 8" OC

CF-2 CONT 4' - 0" 24" (10) #6 #6 @ 6" OC - -

CF-1 CONT 2' - 6" 24" (6) #6 #4 @ 12" OC - -

F8

F9

RE: PLAN 15' - 0" 36" (28) #8 #8 @ 8" OC (28) #8 #8 @ 8" OC

F10 RE: PLAN 7' - 0" 36" (8) #8 #7 @ 12" OC (8) #8 #7 @ 12" OC

F11 50'-0" 25' - 0" 36" (37) #8 (75) #8 (37) #8 (75) #8

F12

F13

F14

10'-0" 10' - 0" 36" (11) #8

12'-0" 12' - 0" 24" (12) #8

13'-0" 13' - 0" 24" (14) #8

(11) #8

(12) #8

(14) #8

(11) #8

(12) #8

(14) #8

(11) #8

(12) #8

(14) #8

#8 @ 8" OC #8 @ 8" OC

6'-0" 6' - 0" 36" (8) #8 (8) #8 (8) #8 (8) #8

F15 32'-0" 10' - 0" 24" (36) #8 (18) #8 (36) #8 (18) #8

F16 32'-0" 15' - 0" 24"

(*) = UNLESS

OTHERWISE NOTED

ON PLAN

GRADE BEAM SCHEDULE

MARK

HORIZ

REINFORCEDEPTH WIDTH

GB-1

STIRRUPS

66" 12" #6 EACH

FACE

GB-2 66" 10"

#4 EACH

FACE

#4 @ 12" OC

MAX

#4 @ 12" OC

MAX

M

IN6

FROST DEPTH

RE: S-002

D E

P T

H

WIDTH

EXTERIOR GRADE

RE: CIVIL

M A

X T

Y P

O C

STIRRUPS

HORIZ REINF

GB-3 12"

GB-4 12"

111"

VARIES

#4 EACH

FACE

#5 EACH

FACE

#4 @ 12" OC

MAX

#4 @ 12" OC

MAX

NOTE:

REDUCE BEAM DEPTH OVER COLUMN

FOUNDATIONS AS REQUIRED.

CONTROL JOINT

REINFORCED SLAB

RE: JOINT FILLER

MATERIAL NOTES

1" DIA SMOOTH

DOWEL @ 16" ON

CENTER, GREASE

ONE SIDE

C /S

-5

R E

D

E T

A

IL

"T

"T

CONSTRUCTION JOINT NOTES:

1. CONSTRUCTION JOINTS SHALL BE ON GRIDLINES.

2. REFER TO PLAN FOR SLAB THICKNESS "T" AND

REINFORCEMENT.

3. SLAB REINFORCEMENT SHALL BE CHAIRED BY SLAB

BOLSTERS.

4. BREAK BOND BETWEEN NEW AND PREVIOUSLY PLACED

SLAB BY SPRAYING OR PAINTING THE EXPOSED SIDE

AND DOWEL WITH CURING COMPOUND, ASPHALTIC

EMULSION OR FORM OIL.

5. SUBGRADE SHALL BE FREE OF STANDING WATER AT THE

TIME OF CONCRETE PLACEMENT.

CONSTRUCTION JOINT

REINFORCED SLAB

SAWED CONTROL JOINT NOTES:

1. PROVIDE CONTROL JOINTS ON GRIDLINES AND MIDPOINT BETWEEN GRIDS

(25'-0" OC MAX AT HANGAR BAY, 18'-0" OC MAX AT OFFICE/SHOPS) EACH WAY

EQUALLY SPACED BETWEEN GRIDS.

2. MAKE SAWCUT AS SOON AS SLAB IS ABLE TO SUPPORT THE WEIGHT OF

WORKERS AND SAWING EQUIPMENT WITHOUT DAMAGE TO FINISH SURFACE

OF SLAB. SAWED JOINTS SHALL BE COMPLETED WITHIN 24 HOURS OF SLAB

PLACEMENT.

3. CLEAN JOINT PRIOR TO FILLING JOINT.

DOWEL NOTES:

1. ALL DOWEL MATERIAL SHALL CONFORM TO SPECIFICATIONS.

2. DOWELS SHALL BE CAREFULLY ALIGNED AND SUPPORTED DURING

CONCRETING OPERATIONS. MAINTAIN DOWEL ALIGNMENT DURING FINISHING

AND CURING OPERATIONS TO PREVENT DAMAGE TO SLAB.

JOINT SEALANT MATERIAL NOTES:

1. SEALANT MATERIAL SHALL HAVE A MINIMUM SHORE HARDNESS OF 35, AND

SHALL CONFORM TO SPECIFICATIONS. JOINT FILLER SHALL BE APPROVED BY

CONTRACTING OFFICER PRIOR TO APPLICATION.

2. SEALANT MATERIAL SHALL BE APPLIED WHEN BUILDING IS UNDER

PERMANENT TEMPERATURE CONTROL. THIS SHALL BE EITHER AT THE END OF

CONSTRUCTION OF THE COMPLETE BUILDING SHELL, OR AT

MINIMUM OF 90 DAYS AFTER SLAB CONSTRUCTION.

BREAK BOND WITH FORM

OIL OR BOND BREAKER

"T

T

O C

L R

E

IN

F O

R C

IN

G

C8/S-502

RE: DETAIL

6" 6"

.2 61/64" MAX

C /S

-5

R E

D

E T

A

IL

C8/S-502

RE: DETAIL

TYP

3" CLR

TYP

3" CLR

RIGID INSULATION

RE: ARCH ADDITIONAL

INFORMATION

PAVING RE: CIVIL

STEEL COLUMN

RE: SCHEDULE

FOOTING RE: PLAN & SCHED

CONCRETE POUR ABOVE

COLUMN BLOCKOUT. TOP OF

POUR TO MATCH TOP OF

PERIMETER GRADE BEAM

RE: PLAN

1/2" JOINT FILLER

& SEALANT

SLAB ON GRADE

RE: PLANT/SLAB EL RE: PLAN

SECTION

RE: SCHEDULE

FOOTING WIDTH

R E

S

C H

E D

U L E

F O

O T

IN

G

D E

P T

H

(R E

P

L A

N t S

L A

B T

H

IC

K N

E S

S

GRADE BEAM BEYOND.

GRADE BEAM

LONGITUDINAL

REINFORCEMENT SHALL

BE ANCHORED INTO

FOOTING. PROVIDE

DEVELOPMENT LENGTH

AND 90 DEG HOOK AT

ENDS INTO FOOTING

SHEAR LUG AS

INDICATED IN BASE

PLATE SCHEDULE.

INTERRUPT FOOTING

REINFORCEMENT AT

SHEAR LUGS AS

INDICATED IN DETAILS

IN S-530 TO S-534

#4 @ 12" OC MAX.

.2 t

V A

R

IE

S

SLAB BLOCKOUT AT COLUMN.

FILL WITH CONCRETE AFTER

COLUMN IS IN PLACE

GRADE BEAM LONGITUDINAL

REBAR CONTINUOUS ABOVE

AND THROUGH BLOCKOUT

R E

S

C H

E D

U L E

B

GRADE BEAM

RE: PLAN

STIRRUP OR TIE LEGS

PARALLEL TO 'A' DIRECTION

STIRRUP OR

TIE LEGS

PARALLEL TO

'B' DIRECTION

# OF REBARS ON 'A' FACE

TYP EACH SIDE

# OF REBARS

ON 'B' FACE

TYP EACH SIDE

RE: SCHEDULE

A

PLAN

COLUMN BASE PLATE

CENTERED ON COLUMN

IN THE DIRECTION

PERPENDICULAR TO

GRADE BEAM

EQ EQ

PILASTER SCHEDULE

MARK

VERT BARS

A B REINF

54"

DIMENSION STIRRUPS / TIES

NO. OF LEGS

PARALLEL

TO A

P1 36" 36" (4) #8 #4 @ 8" OC 4 4

P2 42" 42" (6) #8 #4 @ 8" OC 4 4

(4) #8

(6) #8

A

EA FACE

B

EA FACE PARALLEL

TO B

ABRAHAM ABEL AVALOS

OF TEXASS

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ENGINEERING FIRM F-2966

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NTSE8

GRADE BEAM SCHEDULE

NTSE1

TYPICAL CONSTRUCTION / CONTROL JOINT AT

SLAB-ON-GRADE DETAIL

NTSA7

FOUNDATION DETAIL

NTSA4

PILASTER SCHEDULE AND REINFORCING DETAIL

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1'-6" 8"

1/2" STIFFENER PLATE

NEAR & FAR SIDE TYP

COLUMN RE: PLAN

L6x6x1/2x12" LG. STL

ANGLE. GUSSET PL AT

CENTER @ EACH

COLUMN

CRANE RAIL BY CRANE SUPPLIER

T/STEEL

RE: PLAN

CRANE RUNWAY

BEAM, RE: SF113

1/2" STIFFENER PLATE

NEAR SIDE & FAR SIDE

W21x48 @ COLUMN TYP

(4) 3/4" DIA A325 BOLTS

1/4

3 SIDES

TYP

5/16

TOP FLANGE &

BOT FLANGE

1/4

(3) SIDES

SECTION ELEVATION

5" 5"

6x6x1/2 BENT PLATE x 10" LONG

CRANE RAIL NOT SHOWN

FOR CLARITY

T/STEEL

RE: PLAN

C CHANNEL CONT

@ CRANE RAIL

W24 BEAM CONT

@ CRANE RAIL

2" 2"

4" 4"

(4) 3/4" DIA A325 BOLTS

1/2" STIFFENER PLATE

COLUMN RE: PLAN

W21 BEAM @ COLUMN TYP

1/4

(3) SIDES

1'-5" 6"

1/2" STIFFENER PLATE

NEAR & FAR SIDE TYP

COLUMN RE: PLAN

6x6x1/2 BENT PLATE

@ EACH COLUMN

CRANE RAIL BY CRANE SUPPLIER

T/STEEL

RE: PLAN

C12x20.7 CONT @ CRANE RAIL

W14x30 CONT AT

@ CRANE RAIL

1/2" STIFFENER PLATE

NEAR SIDE & FAR SIDE

W12x58 @ COLUMN TYP

(4) 3/4" DIA A325 BOLTS

1/4

3 SIDES

TYP

5/16

3 SIDES

5/16

TOP SIDE &

BOT SIDE

1/4

THIS EDGE

ONLY

2" 2" 3" 3"

5" 5"

6x6x1/2 BENT PLATE x 10" LONG

CRANE RAIL NOT SHOWN

FOR CLARITY

T/STEEL

RE: PLAN

C CHANNEL CONT

@ CRANE RAIL

W14 BEAM CONT

@ CRANE RAIL

(4) 3/4" DIA A325 BOLTS

1/2" STIFFENER PLATE

COLUMN RE: PLAN

W12 BEAM @ COLUMN TYP

SECTION ELEVATION

S C

H E

D U

L E

A

R E

D

/S

-5

HSS VERT POST

RE: PLAN

HSS BEAM

RE: PLAN

WALL PANEL

RE: ARCH

3 SIDES

1 1 /4

1/4" PLATE, TRIM

CORNER TO CLEAR "k"

1/4

ANGLE RE: ELEVATION

BEAM RE: PLAN

1/2" DIA A325N BOLT

1"

1 1 /4

1/4" PLATE, TRIM

CORNER TO CLEAR "k"

1/4

ANGLE RE: ELEVATION

BEAM RE: PLAN

1/2" DIA A325N BOLT

1"

2" MAX OVER-NOTCH

EQUALEQUAL

REINFORCING PLATE EACH

SIDE RE: SCHEDULE

5/16

NS & FS

R E

S

C H

E D

U L E

G U

S S

E T

S H

O U

L D

E R

S L

NS & FS

GUSSET BRACE ELEVATION

EQUALEQUAL

OVER-NOTCH

2" MAX

T H

IC

K

N E

S S

G U

S S

E T

T H

IC

K

N E

S S

/8

N O

T C

H

G U

S S

E T

SECTION

BRACE TO GUSSET CONNECTION SCHEDULE

BRACE SIZE

BRACE TO GUSSET WELD

SIZE "S" LENGTH "L"

GUSSET

SHOULDER

REINFORCING PLATE

HSS7x7x3/8 HSS8x8x3/8 HSS9x9x1/2

1/2" 24" 4" 5/8" x 5 1/2" x 24"

HSS6x6x3/8 HSS6x6x5/16

5/16" 14" 1" 1/2" x 4" x 18"

ST

1/4

1/4 3" @ 6"

RE: PLAN

FILLER ANGLE BETWEEN JOISTS,

RE: A1/S-510 FILLER ANGLE TO BE

WELDED TO VERTICAL STEEL BENT

PLATE SUPPORTING HIGHER ROOF

STEEL BEAM RE: PLAN

ROOF JOIST

RE: PLAN

ROOF METAL DECK

RE: PLAN

1/4" STEEL BENT PLATE

ROOF METAL DECK

RE: PLAN

1/2" THICK CONT

STEEL VERTICAL

BENT PLATE

WT8x18

RE: PLAN

WALL RE: ARCH

EL: 136'-0" RE: ARCH

1/4

3/8"x6"x8" GUSSET PLATE @ 24" OC

AND AT HSS POST LOCATION

TYP @ EACH

END OF PLATE

1/4

HSS POST TO

STEEL PLATE

1/2" THICK CONT STEEL PLATE

3/8" THICK STEEL

STIFFENER PLATE AT FILL

ANGLE. INSTALL AT @ 24" OC

MAX AND AT HSS POST

LOCATION

HSS6x6x3/8 POST AT 48" OC MAX WITH SLOTTED

BOTTOM TO CONNECT TO GUSSET PLATE

HSS6x6x3/8 CONT HORIZONTAL

5/16" STEEL STIFFENER

PLATE @ 36" OC MAX

3/8" THK STIFF

PL @ 24" OC

MAX AND AT

WT8 LOCATION

6"

10"

WT8 RE: PLAN.

CONNECT TO

STIFFENER PL

w/(2) 3/4" DIA

A-325N BOLT

ABRAHAM ABEL AVALOS

OF TEXASS

TATE

ALNOI

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TEXAS REGISTERED

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S-517

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1" = 1'-0"D1

5 TON CRANE RAIL DETAIL

1" = 1'-0"D6

2 TON CRANE RAIL DETAIL

3/4" = 1'-0"C9

SECTION

3" = 1'-0"C4

BEAM FLANGE BRACE

3" = 1'-0"A4

BEAM FLANGE BRACE

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

12 2

6"6"

SCALE: 3"=1'-0"

04 2

NTSA6

BRACE TO GUSSET DETAIL

1" = 1'-0"A1

SECTION AT ROOF CONNECTION

1/4

(3) SIDES

A

M

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-2

M

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5/16

TYP

5/16

COLUMN

RE: SCHEDULE

DIAGONAL BRACE

RE: ELEVATION

BEAM RE: PLAN

3/4" THICK STL

PLATES

3/4" THICK STL PLATES

3/4" THICK STL

STIFFENER PLATE

3/4" THICK STL PLATE AT

EA SIDE OF VERT

STIFFENER. WELD TO

VERT STIFFENER,

COLUMN WEB AND

FLANGE

3/4" THICK SHEAR STL PLATE

WITH (5) 1-1/4" DIA A490X BOLT

1' - 3"

3/4" STL THICK

PLATE

5/16

5/16

(3) SIDES

1/2" THICK

STL PLATE

W14 BEAM

RE: S-302

VERTICAL MEMBER

RE: ELEVATION

COL RE: PLAN &

SCHEDULE

3/4" THICK HOR

PLATES, TYP

1/2" GUSSET

STL PLATE TYP

TYP

RE: E1/S522 FOR ADDITIONAL INFORMATION NOT SHOWN

5/16

TYP. (3) SIDES

1/2" THICK STL

STIFFENER PL

3/4" THICK STL

PLATE AT EA

SIDE OF VERT

STIFFENER

WELD TO VERT

STIFFENER,

COLUMN WEB

AND FLANGES

RE: PLAN

RE: E1/S-522 FOR ADDITIONAL INFORMATION NOW SHOWN.

BEAM

RE: PLAN

VERTICAL

MEMBER TRUSS

RE: ELEVATION

3/4" THICK STL

STIFFENER PL

COL, RE: PLAN

& SCHEDULE

3" 3"

T Y

P

T Y

P

/2

3/4" THICK HOR

STL PLATES

5/16

TYP. (3) SIDES

3/4" THICK HOR.

PLATES

3/4" THICK SHEAR

STL PLATE WITH (5)

1-1/4" DIA A490X

BOLTS

TYP TOP

& BOTT

FLANGE

R 10'-0"

1/4

TYP

5/16

5/16

TYP

2" BAR GRATING RE: PLAN

TYPICAL HAND RAIL RE: S-513

TRUSS WEB FRAMING

RE: PLAN

3/8" STIFFENER PLATE AT

BEAM CONNECTIONS TYP

LIFT FABRIC DOOR

RE: ARCH

TRUSS BOTTOM CHORD

RE: ELEVATIONS

W12 SUPPORT

AT LIFT FABRIC DOOR

W21 BEAM RE: PLAN

W6 BEAM RE: PLAN

WT10.5x50.5. CUT WEB AS

REQUIRED TO MATCH TRUSS

BOTTOM CHORD DEPTH.

1"x8" HORIZ PLATES WELDED

AT EA SIDE OF WEB. PLATE

CRANE RAIL

C10x25 CONT

TRUSS BOTTOM CHORD

RE: ELEVATION

5/8" VERTICAL STIFFENER

PLATE

5/8" STIFFENER PLATE AT

EA. SIDE OF BEAM

W18x50 RUNWAY BEAM

W12x87 BEAM

133' - 6 1/2"

T/STEEL =

R.6

T/STEEL =

133' - 6 1/2"

3'-0"

T/BEAM =

133' - 0"133' - 0"

RE: PLAN RE: PLAN

TYP

1"

TYP

1' - 0"

2L2-1/2"x2-1/2"x1/2

2L2-1/2"x2-1/2"x1/2

5/16

(3) SIDES TYP

2L2-1/2"x2-1/2"x1/2"

(4) 1" DIA. SC A325X BOLTS

T Y

P

(5) 1-1/4" DIA.

A490X BOLTS

1/4

(3) SIDES

(2)L4x4x3/8" x 10"

1"

R.2

5/16

NS & FS

L3x3 RE: PLAN

FOAM GENERATOR

RE: FIRE PROTECTION

JOIST RE: PLAN

3/16

TYP

L3x3 COORDINATE LOCATIONS WITH

FIRE PROTECTION AND FOAM

GENERATOR MANUFACTURER

FOAM GENERATOR

RE: FIRE PROTECTION

JOIST RE: PLAN

L3x3 RE: PLAN

RE: PLAN

3/16

TYP

L3x3 COORDINATE LOCATIONS WITH

FIRE PROTECTION AND FOAM

GENERATOR MANUFACTURER

3/16

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ABRAHAM ABEL AVALOS

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READY-TO-ADVERTISE (RTA) DESIGN

TEXAS REGISTERED

ENGINEERING FIRM F-2966

S-522

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1" = 1'-0"E1

TRUSS FRAMING SECTION

1" = 1'-0"C1

TRUSS FRAMING CONNECTION

1" = 1'-0"A1

TRUSS FRAMING CONNECTION

1" = 1'-0"D5

TRUSS BOTTOM CHORD CONNECTION AT CRANE

1" = 1'-0"A4

FOAM GENERATOR SUPPORT 1" = 1'-0"A7

FOAM GENERATOR SUPPORT

EQUIPMENT CONNECTION TO STEEL

FRAMING BY CONTRACTOR/FABRICATION

CONNECTION NOTES:

1. THE DESIGN INDICATED IN THE CONNECTION DETAILS HAS BEEN PERFORMED

CONSIDERING LONG SPAN STEEL TRUSSES WITH SHALLOW DEPTH. ALTERNATIVE

CONNECTION DETAILS ARE NOT PERMITTED WITHOUT THE AUTHORIZATION OF

THE CONTRACTING OFFICER

2. ALL BOLTS SHALL BE BEARING TYPE X, PRETENSIONED, AND INSTALLED AS SLIP-

CRITICAL BOLTS IN STANDARD HOLES ON CLASS A FAYING SURFACE

3. ALL WELDS INDICATED ARE SHOP WELDING UNLESS OTHERWISE NOTED.

4. WELDS ALONG BRACES SHALL BE TERMINATED 1" AWAY FROM END OF

GUSSET PLATE

5. GUSSET PLATES ARE ASTM A572 GR50

6. INSTALL REINFORCING PLATE AT HSS BRACE TO GUSSET CONNECTION AS

INDICATED IN A6/S-517

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FIRST FLOOR

100' - 0"

A1 A-307

W-1 W-1 W-1 W-1 W-1

WAINSCOT

103' - 4"

LOWER PARAPET

118' - 8"

ROOF EDGE

127' - 9 1/2"

UPPER ROOF

EDGE

133' - 6"

UPPER PARAPET

125' - 4"

W-2

ABCDE

10' - 11 1/2" 10' - 6" 1' - 6" 16' - 6"

1' - 6"

10' - 6" 21' - 6 1/2"

W-8 W-7W-7

202 271

B.O. CANOPY

110' - 0"

FIRST FLOOR

100' - 0"

E1 A-307

E2 A-307

WAINSCOT

103' - 4"

LOWER PARAPET

118' - 8"

ROOF EDGE

127' - 9 1/2"

UPPER ROOF

EDGE

133' - 6"

UPPER PARAPET

125' - 4"

236236

W-2 W-2 W-2 W-2

271 271

1 2 3 4 5

B.O. CANOPY

110' - 0"

6' - 6"

3" 6" 6" 6" 6" 6 1/4"

2 3/4" 2' - 6 3/4" 2 1/2"

3' - 0"

630 631 632

04 8 16268

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READY-TO-ADVERTISE (RTA) DESIGN

A-212

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1/8" = 1'-0"A1

WEST ELEVATION

1/8" = 1'-0"D1

SOUTH ELEVATION

KEYNOTES

106 MECHANICAL EQUIPMENT; REFER MECHANICAL

146 ROOF MOUNTED SNOW GUARDS; REFER

C4/A-521

201 3" PREFINISHED INSULATED METAL WALL PANEL

(EX-1)

202 ADHERED STONE VENEER WAINSCOT

203 4" x 6" PREFINISHED OPEN FACE METAL

DOWNSPOUT; REFER E7/A-521

204 8 1/2"D x 6 1/2"W PREFINISHED METAL GUTTERS;

REFER E4/A-521

205 INSULATED HOLLOW METAL DOOR, AS

SCHEDULED

210 FINISH GRADE; REFER CIVIL

211 PREFINISHED SOLAR AIR HEATING WALL

SYSTEM. ATTACH TO HANGAR STEEL

STRUCTURE.

221 1'-8" x 2'-0" PREFINISHED CONDUCTOR HEAD

236 INSULATED OVERHEAD COILING DOOR, AS

SCHEDULED

271 PREFINISHED ALUMINUM SUNSHADE

296 3" PREFINISHED INSULATED METAL WALL PANEL

(EX-9)

590 PREFINISHED STANDING SEAM ROOF ON 1/2"

PROTECTION BOARD ON RIGID INSULATION

(R-50), EX-6

594 GAS METER; REFER PLUMBING

630 ANODIZED ALUMINUM INTERLOCK OUTRIGGER

(EX-5)

631 EXTRUDED ANODIZED ALUMINUM BLADE (EX-5)

632 CONTINUOUS EXTRUDED ANODIZED ALUMINUM

FASCIA (EX-5)

GENERAL NOTES - ELEVATIONS

A REFER TO A-613 FOR DOOR TYPES

B REFER TO A-613 FOR WINDOW AND LOUVER

TYPES

C REFER TO I-601 FOR FINISH SCHEDULE

D MANUFACTURER PRODUCT INDICATED

ESTABLISHES A MINIMUM LEVEL OF

ACCEPTABLE QUALITY, IT IS NOT INTENDED TO

LIMIT THE SELECTION OF APPROVED

EQUIPMENT PRODUCTS

EXTERIOR FINISH SCHEDULE

ITEM

CODE DESCRIPTION MANUFACTURER MODEL COLOR LOCATION

EX-1 METAL PANEL METL-SPAN CF ARCHITECTURAL ALMOND EXTERIOR - WALLS

EX-2 METAL PANEL METL-SPAN CF ARCHITECTURAL BROWNSTONE EXTERIOR - WALLS

EX-3 ADHERED STONE PLY GEM SHADOW LEDGESTONE BUCKINGHAM EXTERIOR - WALLS

EX-4 CAST STONE HERITAGE CAST STONE ARCHITECTURAL SERIES BUFF EXTERIOR - WALLS

EX-5 PAINT DARK BRONZE HOLLOW METAL DOORS AND FRAMES, OVERHEAD DOORS, CONDUCTOR HEADS, DOWNSPOUTS, PARAPET CAP, AND TRELLIS

EX-6 STANDING SEAM ROOF MBCI BATTENLOK COPPER METALIC EXTERIOR - ROOF

EX-7 STANDING SEAM ROOF MBCI BATTENLOK DARK BRONZE EXTERIOR - ROOF

EX-8 TONGUE AND GROOVE WOOD DECKING EXTERIOR - ROOF

EX-9 METAL PANEL METL-SPAN CF ARCHITECTURAL DARK BRONE EXTERIOR - WALLS

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1" = 1'-0"1

ENLARGED SUNSHADE

1" = 1'-0"2

SECTION DETAIL

DOOR CLEAR

124' - 0"

A-311

F1 R.5

A-442

D7

SLOPE

R.6

148' - 6"

T.O. PARAPET

146' - 1"

T.O. STEEL

FIRST FLOOR

100' - 0"

KJ

A-311

E5

A-311

A5

148' - 6"

122' - 6 3/8"

T.O. STEEL

FIRST FLOOR

100' - 0"

C

A-311

D2

A-311

A2

D

1'-7"

113' - 1 1/2"

T.O. STEEL

T.O. STEEL

119' - 1 1/2"

C

T.O. STEEL

1'-7"

119' - 1 1/2"

C

TOP OF STONE

210 SLOPE

/2

/2

103' - 4"

5" 3" 1' - 4"

5/8"

1"

KJ

148' - 6"

397 140

148' - 6"

R.6

(T Y

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2"

(EJ)

3"

126' - 0"

T.O. PRECAST

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A-311

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1/2" = 1'-0"A7

WALL SECTION

1/2" = 1'-0"A4

WALL SECTION

1/2" = 1'-0"A1

WALL SECTION

KEYNOTES

123 MECHANICAL DUCTWORK; REFER MECHANICAL

140 FULLY ADHERED ROOFING MEMBRANE ON 1/2"

PROTECTION BOARD ON RIGID INSULATION (R-50)

142 PREFINISHED STANDING SEAM ROOF ON 1/2"

PROTECTION BOARD ON RIGID INSULATION (R-50)

146 ROOF MOUNTED SNOW GUARDS; REFER C4/A-521

166 2 TON BRIDGE CRANE COVERAGE AREA AT

GENERAL MAINTENANCE (25'-0" x 32'-0")

201 3" PREFINISHED INSULATED METAL WALL PANEL

(EX-1)

202 ADHERED STONE VENEER WAINSCOT

203 4" x 6" PREFINISHED OPEN FACE METAL

DOWNSPOUT; REFER E7/A-521

204 8 1/2"D x 6 1/2"W PREFINISHED METAL GUTTERS;

REFER E4/A-521

210 FINISH GRADE; REFER CIVIL

211 PREFINISHED SOLAR AIR HEATING WALL SYSTEM.

ATTACH TO HANGAR STEEL STRUCTURE.

217 TRANSLUCENT INSULATED SANDWICH PANEL

WINDOW

246 PREFINISHED SHEET METAL CLOSURE

257 8" PRECAST CONCRETE, REFER STRUCTURAL

301 STEEL FRAMING; REFER STRUCTURAL

302 RIGID INSULATION

305 PREFINISHED METAL FLASHING WITH DRIP EDGE

306 1" SUBGIRT FRAMING

307 FLUID APPLIED AIR BARRIER

310 PREFINISHED METAL PARAPET COPING WITH

CONCEALED LAP JOINTS

311 CONTINUOUS METAL CLEAT

313 STEEL JOIST, REFER STRUCTURAL

314 CAST STONE COPING (EX-4), REFER B9/A-312

315 PREFINISHED METAL FLASHING

320 REINFORCED CONCRETE SLAB; REFER

STRUCTURAL

325 DRIP EDGE

331 8" METAL GIRT, REFER STRUCTURAL

339 METAL ROOF DECK; REFER STRUCTURAL

343 TREATED WOOD BLOCKING

349 PROTECTION BOARD

350 FILL GIRT CAVITY WITH SPRAY FOAM INSULATION,

R-6 PER INCH MIN, DENSITY OF 1.9 LB/CF, SMOKE

DEVELOPMENT LESS THAN 450 AND FLAME

SPREAD LESS THAN 25 WHEN TESTED WITH ASTM

E84.

351 BENT PLATE

352 STEEL BRACE

353 SILL FLASHING

359 PVC FLASHING MEMBRANE, EXTEND UP OVER TOP

OF PARAPET COPING

360 METAL EXPANSION JOINT COVER

366 8" METAL STUD @ 16" O.C.

370 PREFINISHED METAL EDGE TRIM

371 3" METAL PANEL (EX-2)

377 5/8" EXTERIOR SHEATHING

385 3" RIGID INSULATION

394 HORIZONTAL GIRTS AT 5'-0" ON CENTER VERTICAL

(TYP)

395 3/4" GROUT WITH METAL LATHE

396 STAINLESS STEEL CAST STONE ANCHORS

397 VERTICAL STEEL TUBE AT PARAPET, GIRT INFILL

BETWEEN TUBES

430 UNDERLAYMENT MEMBRANE

470 VERTICAL LIFT FABRIC HANGAR DOOR

504 2" RIGID INSULATION

513 GUTTER STRAP

514 1" METAL LINER PANEL

570 REFER A-541 FOR DOWNSPOUT BOOT, AND BELOW

GRADE CONNECTION

571 FILL JOINT WITH SEALANT AND FILLER

572 COMPRESSED AIR OULET, REFER PLUMBING

573 8" METAL STUD INFILL BETWEEN GIRTS @ 16" O.C.

575 3" UNDERSLAB INSULATION (R15), REFER

MECHANICAL AND STRUCTURAL

1 1/2" = 1'-0"D2

SECTION DETAIL

1 1/2" = 1'-0"A2

SECTION DETAIL

1 1/2" = 1'-0"E5

SECTION DETAIL

1 1/2" = 1'-0"F1

SECTION DETAIL

1 1/2" = 1'-0"A5

SECTION DETAIL

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

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SECOND FLOOR

115' - 0"

T.O. PARAPET

136' - 0"

11'

A-311

E5

A-312

D5

A8-1

A-312

F7

310 311

122' - 9 1/2"

T.O. STEEL

FIRST FLOOR

100' - 0"

3'

A-311

D2

A-311

A2

1'-5"

116' - 2 3/4"

T.O. OF STEEL

11'

1'-2 1/2" 1'-4 1/2"

331360

(EJ)

3"

11"

/2

B.O. SCUPPER

T.O. STEEL

SLOPE

SLOPE

201 359

148' - 6"

/2

B.O. OVERFLOW

T.O. STEEL

SLOPE

SLOPE

148' - 6"

1'-10"

2" 1'-6" 2"

2'-0"

TYP; UON

5' - 0"

222 221

A7 A-312

A5 A-312

SECOND FLOOR

115' - 0"

4 3/8" 3"

/2

/2

7 3/8"

1/2" 1/4"

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