Attachment 0003 - REFERENCE DRAWINGS- 50x100x18 Red Iron Storage Facility.pdf

Tulsa District

Of Engineers

US Army Corps

McAlester, Oklahoma

McAlester Army Ammunition Plant

PATRIOT MISSILE STORAGE MAGAZINES

CONTRACT NO. W912BV-XX-C-XXXX

IFB # W912BV-10-R-2011

PDC: 75350 FY: 10

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

AS BUILT 1-14-2011

F i l e

N a m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet o f

E n g i n e e r s

U

S

A m y

C r p s

D E

P A

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M E

T

O

H

R

M Y

U

M Y

R P

G I

N E

E R

S

T U

L S

K

L A

H O

M A

T U

L

D I

S T

R I

C T

C o n t r a c t

P l t e

D r w g d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e k l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

B

C h i e s i a n c h

Grading Plan

C2

L L

E R

L L

E R scale: 1" = 20'

120'

Gravel road and drive by Government

Notes:

buildings. (Each site is unique).

Grade gravel to drain around and away from 1.

Graded building site see note 2, J C3

G R

A D I

G

L

A N

P A

T R I

S S I

O R

A

G A

Z I

N E

S contractor.

of 6" in thickness and constructed by the

Finished graded gravel surface shall be a minimum

14" below desired finish floor elevation.

be 12" above the original site and approximately of the Government constructed building site will load of 20,000# per axle. The finished elevation standard Proctor density and proof- rolled with the Government using select fill compacted to 98%

Graded building site will be constructed by 2.

Building location on site

C2

C3C2 t y p i c a l

R

K

C d g n

W a r n e r see note 3 on sheet C3.

Type A base course, C l a r i t l r e q t

M G

M

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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S t e p h r m o n

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AS BUILT 1-14-2011

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C m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

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R

G I

N E

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T U

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L A

H O

M A

T U

L

S T

R I

C T

C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

SCALE IN FEET

Floor Plan

3/32" = 1'-0"

2 84 12 16

F L

O

A N

A1

M a l l e r

M a l l e r scale: ‘" = 1'-0"

Notes:

See note 3

1 of 16. See detail A on sheet S2.

concrete filled pipe, typical

Pipe bollard, 6"dia. x 84"long

Concrete approach concrete stoop building insulation has been installed.

first girt (7-4 A.F.F. typical) after the

Install 26 gauge liner panel from floor to 2.

100-0 nominal n o m i n a l

Cantilever columns shall not be used.6.

25-0 typ. bay spacing, see note 5

1 of 4, see note 7

Coiling door. Typical per specifications, Install coiling doors with manual operators 7.

features as required by the building supplier.

required portal frames or other structural

Adjust building bay spacing to accommodate any 5.

P A

T R I

O R

A

S S I

G A

Z I

N E

S insulation applications.

wall panel. Protect panels from overspray during points. Translucent panel profile shall match poins in each bay and 2 in each end wall at third to eve. Install 8 panels in rear wall at quarter

Install translucent wall panel from first girt 4.

W a r n e r

A d g n yellow".

gloss exterior enamal. Color shall be "safety

Paint bollards using 1 coat primer and 2 coats 8.

specifications.

sprayed polyurethane foam (SPF) insulation per

Insulate building walls and ceiling with 3" of 1.

factory finish of coiling doors.

specifications. Paint door and frame to match hollow metal frame. Provide hardware per

Install 3-0x7-0 insulated steel door and 3.

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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AS BUILT 1-14-2011

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TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

R T

M E

M Y

U

R

G I

N E

E R

S

T U

L S

L A

H O

M A

T U

L

S T

R I

C T

C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

J C1C3

C3

L L

E R

L L

E R

G R

A D I

T A I

L S

Notes:

scale:

Section through building pad and foundations

101.17 nominal

Finished floor elev.

100.00 nominal as provided by Government

Building pad elevation crushed limestone under all concrete slabs.

Provide 6" capillary barrier of compacted 1•" 2.

Typical grade beam and footing

Roadway and drive by Government

12'8'50'10'

1" = 10'-0" 0 5' 10'

SCALE IN FEET

30'20'

1" = 10'

P A

T R I

S S I

O R

A

G A

Z I

N E

S for additional notes.

building with a minimum of 2% slope. See sheet C2 finished graded surface to drain away from more than 2%. The contractor shall provide

Government and slightly sloped to drain at not flat. Each pad will be constructed by the

Sections J & K show building pad as being 1.

C1C3 scale:

Section through building pad and foundations

101.17 nominal

Finished floor elev.

100.00 nominal as provided by Government

Building pad elevation

Typical grade beam and footing

1" = 10'

K

10'100'10'

C d g n

W a r n e r see note 3.

Type A base course, see note 3

Type A base course, see note 3

Type A base course, exterior of building.

with Section 403 of same specification on

Specification (1999) to be placed in accordance course as defined in the ODOT Standard

Provide 6" minimum thickness of type A base 3.

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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S t e p h r m o n

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AS BUILT 1-14-2011

W

B V

C m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

R T

M E

M Y

U

R

G I

N E

E R

S

T U

L S

L A

H O

M A

T U

L

S T

R I

C T

C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

SCALE IN FEET

3/32" = 1'-0"

2 84 12 16

A2

M a l l e r

M a l l e r

B U I

L D I

E V

A T I

O N

S

Front Elevation scale: ‘" = 1'-0" scale: ‘" = 1'-0"

Side Elevation

18-0 nominal

Eave height, and downspouts

Typical gutter and downspouts

Typical gutter left end, right similar

Nominal eave height 18' operator. Typical 1 of 4.

size with manual chain

Coiling door, 22x14 nominal

24 ga. R panel roof

26 ga. R panel wall

A

T R I

S S I

O R

A

G A

Z I

N E

S left end only Personnel door, W a r n e r

A d g n

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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S t e p h r m o n

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AS BUILT 1-14-2011

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B V

C m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

R T

M E

M Y

U

R

G I

N E

E R

S

T U

L S

L A

H O

M A

T U

L

S T

R I

C T

C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

SCALE IN FEET

3/32" = 1'-0"

2 84 12 16

F O

U N

D A

T I

A N

B u t h e e n

M a l l e r

Foundation Plan

S1 scale: ‘" = 1'-0" with #4 12" o.c,e.w.

4'x4'x4" concrete stoop s1 C s2 each door typ. at s1 E s2 each column typ. at s1 F s2 see note 3.

Typical saw cut, 100-3 broom finish.

slope 2" in 8'. Provide with #5 rebar 12" o.c,e.w.

8'x 100'x 8"thick concrete slab with steel trowel finish

8" concrete floor slab centered in slab

#5 rebar 12" o.c,e.w.

P A

T R I

S S I

O R

A

G A

Z I

N E

S

B S2S1 s1 D s2 columns all typ. at s1

G s2

S d g n

W a r n e r

1PM10 only corner of each typ. at

B S2S1 sim.

Notes:

apron requirements.

See sheet A1 for concrete stoop and approach 1.

See note 5 on sheet A1 for bay spacing.5.

at each main column, typical 10 places.

Install hairpin bar per detail D on sheet S2 6.

bonded by welding bars together. See sheet E1.

All reinforcing steel shall be electrically 4.

specified otherwise.

floor and broom finish on approach slabs unless

Concrete shall have steel trowel finish on 2.

reinforcing bars. See detail G on sheet S2.

o.c. at 1PM05-10. Center cuts directly over the approach slab are 12-6 o.c. at 1PM01-04 and 20'

12'-6" o.c, (approx.) for floor. Saw cut for floor and approach slabs. Saw cuts shall be

Provide 2" deep saw cut control joints in 3.

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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S t e p h r m o n

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AS BUILT 1-14-2011

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C m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

R T

M E

M Y

U

R

G I

N E

E R

S

T U

L S

L A

H O

M A

T U

L

S T

R I

C T

C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

AS REQUIRED

L E G

18" DIA.

B u t e e n

M a l l e r

S2

Section

•" = 1'-0"

3 6 12 24 60

Inches scale: •" = 1'-0" through footing and grade beam

F O

U N

D A

T I

T A I

L S

S1S2

B scale:

Detail A1S2

A of typical pipe bollard none scale:

Detail S1S2

C none of typical slab slope at door scale:

Detail S1S2

D none of typical hairpin bar scale:

Detail S1S2

E none of typ. intermediate isolation joint scale:

Detail S1S2

F none of typ. corner isolation joint scale:

Detail S1S2

G none of typical saw cut control joint

2" deep saw cut

8"

B

IA

x scale:

Detail S2S2

H none of typ. corner and intersection reinforcing

P A

T R I

S S I

O R

A

G A

Z I

N E

S

REINFORCING STEEL, SEE SHEET E1

BOND EACH BOLLARD TO BUILDING

S d g n

W a r n e r

21"

48"

27"

12"

36"#5, 10" o.c.e.w. t&b

4 ea. #6 with anchor bolts

Typ. building column

#5 dowel 12" o.c.

12" o.c.

#4 stirrup.

centered in slab

#5 , 12" o.c.e.w.

footing with 6" chamfer into

8" concrete floor slab sheet notch

1• x 1•

Continuous

(See Note) *

Marker Tape

Metallic

Existing Grade *

* Tensar TriAx Geogrid

Crushed Stone

6" Compacted

* 24" Select Soil

* 8" Ballast

Indicates material installed by others*

At doors Rear

10"

31"

19" at 1PM10 only

21"

60"

Section scale: •" = 1'-0"S1S2

B through footing at front wallSim.

Bollard location, see detail A

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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AS BUILT 1-14-2011

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ISOLATION JOINT

NOTE:

THE MTL. BLDG. MFG.

THESE DIMENSIONS WITH

CONTRACTOR TO VERIFY

#5 HAIRPIN-TYP.

BOLTS

REAR-MOST ANCHOR

HOOK HAIRPIN BEHIND

BUILDING COLUMN

AT EACH MAIN FRAME

3000 P.S.I. CONCRETE

WELDED TO PIPE @ 4 SIDES.

1/2" DIA. x 4" STUD ANCHORS, 6" DIAMETER PIPE, FILL

CONCRETE SLAB

AFTER INSTALLATION.

W/ CONCRETE GROUT

FILL AT TOP OF PIPE

ROUND OFF CONCRETE

FOR SIZES, NUMBERS)

FOOTING BARS (SEE DETAILS

TYP. WALL, TURNDOWN OR

AT CORNER

SIZE & NUMBER

BARS TO MATCH REINF.

CORNER/INTERSECTION

(CONST. JT.)

ISOLATION DIAMOND

SAW-CUT CONTROL JOINT

M A X m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

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L A

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C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

B u t e e n

M a l l e r

S3

S T

R U

C T

U R

T E

S

P A

T R I

S S I

O R

A

G A

Z I

N E

S

S d g n

W a r n e r

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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AS BUILT 1-14-2011

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DESIGN CRITERIA

DC-1 BUILDING CODE:

DC-2 LATERAL LOAD DESIGN CRITERIA

A. WIND DESIGN CRITERIA

1. BASIC WIND SPEED (V) 90 MPH

2. WIND IMPORTANCE FACTOR (Iw) 1.0

3. EXPOSURE CATEGORY C

B. SEISMIC DESIGN CRITERIA

1. USE GROUP I

2. SEISMIC IMPORTANCE FACTOR (Ie) 1.0

3. SITE CLASS D

4. DESIGN CATEGORY C

5. SHORT PERIOD SPECTRAL ACCELERATION (Ss) = 21.0%

6. ONE SECOND SPECTRAL ACCELERATION (S1) = 9.0%

7. SEISMIC RESISTING SYSTEM: STRUCTURAL STEEL NOT DETAILED FOR SEISMIC RESISTANCE

A. R = 3

8. ANALYSIS METHOD: EQUIVALENT LATERAL FORCE PROCEDURE

DC-3 GRAVITY LOADS

A. DEAD LOADS

1. ROOF 3 PSF + 5 psf COLLATERAL

2. FLOOR

B. LIVE LOADS

1. ROOF 20 PSF MINIMUM

2. MAINTENANCE BAY FLOOR 250 PSF

C. SNOW LOADS

1. GROUND SNOW LOAD (Pg) 10 PSF

2. ROOF SNOW LOAD (Pf) 7.7 PSF

3. SNOW IMPORTANCE FACTOR (Ie) 1.0

4. SNOW EXPOSURE FACTOR (Ce) 1.0

5. TEMPERATURE FACTOR (Ct) 1.1

6. ADDITIONAL SNOW DRIFT AS PER APPLICABLE BUILDING CODE(S).

D. CONSTRUCTION LOADS

1. NOT TO EXCEED THE DESIGN LIVE LOADS.

DC-4 FOUNDATION DESIGN CRITERIA

A. FOUNDATION DESIGN IS BASED UPON THE FOLLOWING SOIL PARAMETERS:

1.

GENERAL NOTES:

DRAWINGS.

RECEIPT OF THE SHOP LIABLE FOR ANY DEVIATION UNLESS REVIEWED BY THE ENGINEER AND ACKNOWLEDGED IN WRITING, PRIOR TO THE

THE CONSTRUCTION DOCUMENTS. THE NOTICE MUST BE RECEIVED PRIOR TO SHOP DRAWING SUBMITTAL. THE CONTRACTOR REMAINS

THE CONTRACTOR IS TO PROVIDE THE ENGINEER WITH WRITTEN NOTICE OF DEVIATIONS OF ANY TYPE FROM THE REQUIREMENTS OF E.

MADE TO PREVIOUSLY ISSUED AND REVIEWED DRAWING.

CHANGES TO SHOP DRAWINGS THAT ARE RE-SUBMITTED MUST BE CLOUDED OR SOMEHOW INDICATE THAT A CHANGE HAS BEEN D.

REPRODUCTION OF ANY PORTION OF THE STRUCTURAL CONTRACT DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED.C.

DOCUMENTS.

THE CONTRACT SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR COMPLETENESS, COORDINATION, AND COMPLIANCE WITH

APPROVAL WILL CONSTITUTE CERTIFICATION THAT HE HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND

SHOP DRAWINGS MUST BE CHECKED AND STAMPED BY THE CONTRACTOR PRIOR TO SUBMISSION. THE CONTRACTOR'S STAMP OF B.

OR COMMENCEMENT OF WORK PER THE PROJECT SPECIFICATIONS.

FABRICATION SHOP DRAWINGS FOR ALL MATERIALS ARE TO BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO THE START OF A.

SHOP DRAWINGS:G-10

THOSE DESCRIBED IN THE DETAILS.

APPLY GENERALLY TO THE DRAWINGS IN AREAS WHERE CONDITIONS ARE SIMILAR TO ”TYPICAL DETAILS,“DETAILS DESIGNATED AS G-9

CORRESPONDING LOCATIONS, IS TO BE REPEATED.

WORK NOT INDICATED ON A PART OF THE DRAWINGS, BUT REASONABLY IMPLIED TO BE SIMILAR TO THAT SHOWN AT G-8

DETERMINED BY THE ENGINEER WILL GOVERN.

IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, THE MOST RIGID REQUIREMENTS AS G-7

FOR DIMENSIONS AND DETAILS NOT PROVIDED.

PLANS AND DETAILS ARE TO GOVERN THE STRUCTURAL WORK. THE CONTRACTOR IS TO REFER TO THE ARCHITECTURAL DRAWINGS

THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL FEATURES, UNLESS OTHERWISE NOTED. DIMENSIONS SHOWN ON G-6

ATTENTION OF THE ENGINEER FOR RESOLUTION.

THE SUPPORTING STRUCTURE. ANY CONFLICTS BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE IS TO BE BROUGHT TO THE

SUPPLIERS ALONG WITH COORDINATING THE LOCATIONS AND DETAILS FOR THESE ITEMS PRIOR TO FABRICATION OR ERECTION OF

STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING SUCH REQUIREMENTS FROM SUBCONTRACTORS AND EQUIPMENT

DIMENSIONS AND INSTALLATION DETAILS OF PURCHASED EQUIPMENT MUST BE VERIFIED AND COORDINATED WITH THE SUPPORTING G-5

OR ERECTION OF THE STRUCTURE. PENETRATIONS ARE SUBJECT TO APPROVAL BY THE ENGINEER.

ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING SUCH REQUIREMENTS PRIOR TO FABRICATION

HANGERS REQUIRED FOR EQUIPMENT AND PIPING AND UNDER-SLAB UTILITIES ARE NOT SPECIFICALLY, NOR GENERALLY, INDICATED

SLEEVES OR BLOCK-OUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, CONDUIT, ETC, IN ADDITION TO ANCHORS AND G-4

IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.G-3

DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE CONTRACTOR.

BUILDINGS, SIDEWALKS, UTILITIES, ETC, DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE

TEMPORARY BRACING, SHEETING, SHORING, ETC, REQUIRED TO ENSURE THE STRUCTURAL INTEGRITY/STABILITY OF THE EXISTING G-2

STRUCTURE AT ALL STAGES OF CONSTRUCTION.

RESPONSIBLE FOR IDENTIFYING AND IMPLEMENTING THE NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE

METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS G-1

GENERAL

FOUNDATIONS

F-4 PRIOR TO PLACING CONCRETE, ANY WATER PRESENT IS TO BE PUMPED OUT FROM THE BOTTOM OF EXCAVATIONS TO A LEVEL

APPROVED BY THE ENGINEER.

F-6 NO BACKFILLING AGAINST WALLS IS TO BE DONE UNTIL THE SLABS AT THE TOP AND BOTTOM HAVE BEEN PLACED OR ADEQUATE

SHORING HAS BEEN PROVIDED. WALLS AND GRADE BEAMS HAVING BACKFILL AGAINST BOTH SIDES ARE TO HAVE BACKFILL PLACED ON

BOTH SIDES SIMULTANEOUSLY.

F-10

A. THE FOUNDATION MUST BE SQUARE AND LEVEL. OUT OF LEVEL TOLERANCE FOR TOP OF CONCRETE BEARING SURFACE FOR

COLUMNS IS +/-1/8" IN 20'-0" AND +/-1/4" IN OVERALL LENGTH. TOLERANCE BETWEEN CENTERLINES OF COLUMN ANCHOR BOLT

CLUSTERS IS +/-1/8" IN 20'-0" AND +/-1/4" OVERALL.

B. ADJUST ELEVATION TOP OF CONCRETE BEARING SURFACE IN ACCORDANCE WITH BUILDING MANUFACTURER'S STANDARD. TROWEL

FINISH TOP OF CONCRETE AT COLUMN BASES.

C. ANCHOR BOLTS MUST BE SET BY MEANS OF A TEMPLATE. (DO NOT HAND SET)

D. MISCELLANEOUS JAMB POSTS ARE TO BE ANCHORED TO FOUNDATION BY MEANS OF EXPANSION ANCHORS AS PER BUILDING

MANUFACTURER'S DRAWINGS.

E. ENTIRE GROUND FLOOR SLAB MUST BE IN PLACE BEFORE ERECTION OF PRE-ENGINEERED METAL BUILDING FRAME.

2006 INTERNATIONAL BUILDING CODE

ASCE 7-2005

250 PSF

NET ALLOWABLE COMBINED ROCK BEARING AND SKIN FRICTION PRESSURE: 2000 PSF

THE FOUNDATION SYSTEM HAS BEEN DESIGNED TO SUPPORT A PRE-ENGINEERED BUILDING BASED UPON THE ANTICIPATED LOADS.

THE FOLLOWING CONCRETE REQUIREMENTS FOR PRE-ENGINEERED APPLY:

m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

D E

P A

R T

M E

M Y

U

R

G I

N E

E R

S

T U

L S

L A

H O

M A

T U

L

S T

R I

C T

C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

M c

A l e s t m u n i t i a n t

M c

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D e s i g n e d

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C h i e s i a n c h

B u t e e n

M a l l e r

S4

S T

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C T

U R

T E

S c o n t

P A

T R I

S S I

O R

A

G A

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S

Sheet of 9

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CONCRETE COVER FOR ALL STEEL BELOW GRADE.”PROVIDE MINIMUM 3H.

REPAIR DAMAGE TO GALVANIZED COATINGS USING ASTM A780 ZINC RICH PAINT.G.

GALVANIZED FASTENERS AND ACCESSORIES TO BE HOT DIPPED GALVANIZED PER ASTM A153/A153M.F.

HOT DIPPED GALVANIZED PER ASTM A-123

EXPOSED TO THE EXTERIOR STRUCTURAL STEEL FOR SCREEN WALLS, EQUIPMENT PLATFORMS, LOOSE ANGLE LINTELS ETC, TO BE E.

Not used.D.

DO NOT PAINT THE TOP FLANGE OF BEAMS TO RECEIVE COMPOSITE SHEAR CONNECTORS.C.

DO NOT PAINT STEEL WHERE ENCASED WITH CONCRETE, OR AT FIELD WELD AREAS.B.

FABRICATOR'S STANDARD RUST INHIBITING PRIMER. TOUCH UP AFTER ERECTION.

STRUCTURAL STEEL, UNLESS INDICATED OTHERWISE, TO BE SHOP CLEANED PER SSPC SP3 AND PAINTED ONE SHOP COAT OF A.

PAINT AND PROTECTION:S-16

FINISH.

) UNO, WITH GALVANIZED ”X1/8”STEEL FOR GRATING TO CONFORM TO ASTM A 1011/A 1011M. GRATING TO BE TYPE W-19-4 (3/4A.

ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, LATEST EDITION.

AS PUBLISHED BY THE NATIONAL ”METAL BAR GRATING MANUAL“MANUFACTURE STEEL GRATING IN ACCORDANCE WITH THE S-15

HEADED SHEAR STUDS CONNECTORS TO CONFORM TO ASTM A 108, GRADE 1015 OR 1020, COLD-FINISHED CARBON STEEL.S-14

(LATEST EDITION). USE E70XX ELECTRODES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY (AWS) "STRUCTURAL WELDING CODE-ANSI/AWS D1.1/D1.1M" S-13

SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE DRAWINGS WILL NOT BE PERMITTED.S-12

MANUFACTURERS RECOMMENDATIONS.

USE HILTI KWIK BOLT II EXPANSION ANCHORS MANUFACTURED BY HILTI FASTENING SYSTEMS OR APPROVED EQUAL. INSTALL PER

EXPANSION BOLTS TO BE STUD TYPE, CARBON STEEL ANCHORS OF THE DIAMETER AND EMBEDMENT INDICATED ON THE DRAWINGS. S-11

BOLTS: 3/4" DIAMETER ASTM A 325 UNO WITH MATCHING WASHERS AND HEAVY HEX NUTS.A.

UNLESS OTHERWISE NOTED, STRUCTURAL STEEL CONNECTIONS TO BE SHOP WELDED AND FIELD BOLTED. S-10

NUMBER OF BOLT ROWS PER BEAM DEPTH.

BOLTED CONNECTIONS TO BE MADE ACCORDING TO AISC TABLE II OR III - FRAMED BEAM CONNECTIONS USING THE MAXIMUM A.

BEEN INSTALLED AND BECOME CAPABLE OF STABILIZING THE FRAMES.

ALL STRUCTURAL STEEL FRAMES ARE TO BE SECURELY BRACED UNTIL ALL FLOOR SLABS, ROOF DECKS AND SHEAR WALLS HAVE S-9

FABRICATE AND INSTALL BEAMS WITH NATURAL CAMBER UP UNLESS CAMBER IS NOTED ON THE DRAWINGS.S-8

STEEL BEAMS ARE TO BE EQUALLY SPACED IN BAYS UNLESS OTHERWISE NOTED.S-7

CUTS OR BURNING OF HOLES IN THE FIELD WILL NOT BE PERMITTED.

CUTS, HOLES, COPING, ETC REQUIRED FOR OTHER TRADES MUST BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. S-6

STRUCTURAL STEEL FABRICATOR IS TO PROVIDE FOR VERTICAL AND HORIZONTAL FIELD ADJUSTMENT OF ALL SUPPORT ASSEMBLIES.S-5

INCLUDE ALL FIELD MEASUREMENTS AND CONDITIONS.

THE SITE. ALL DISCREPANCIES FOUND ARE TO BE REPORTED PRIOR TO PREPARATION OF SHOP DRAWINGS. SHOP DRAWINGS ARE TO

THE STRUCTURAL STEEL FABRICATOR, AND/OR GENERAL CONTRACTOR, MUST VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS AT S-4

SHOP DRAWINGS SHOWING ERECTION PLANS, PIECE DRAWINGS, AND CONNECTION DETAILS.B.

ENGINEER REGISTERED IN THE STATE OF WHICH THE PROJECT IS CONSTRUCTED AND BEARING THE SEAL OF THE PROFESSIONAL ENGINEER.

DESIGN CALCULATIONS OF STRUCTURAL STEEL CONNECTIONS, PREPARED BY OR UNDER THE SUPERVISION OF, A PROFESSIONAL A.

PRIOR TO FABRICATION, THE STEEL FABRICATOR IS TO SUBMIT FOR REVIEW THE FOLLOWING:S-3

AS INDICATED ON THE STEEL MATERIAL SCHEDULE ON DRAWING S-601.

STRUCTURAL STEEL, UNLESS NOTED OTHERWISE, TO BE NEW STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 6/A 6M AND S-2

EXCEPT SECTION 4.2 OF THE CODE, WHICH WILL NOT BE APPLICABLE TO THIS PROJECT.”FOR STEEL BUILDINGS AND BRIDGES

CODE OF STANDARD PRACTICE “CONSTRUCTION (AISC) "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" (NINTH EDITION) AND THE

STRUCTURAL STEEL WORK IS TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL S-1

STRUCTURAL STEEL

ENTIRE GROUND FLOOR SLAB MUST BE IN PLACE BEFORE ERECTION OF PREFABRICATED METAL BUILDING FRAME.MB-12

TRANSMIT ALL LOADS TO THE BUILDING STRUCTURE.

PROVIDE FRAMED DOOR AND WINDOW OPENINGS OF PROPER DESIGN AND SIZE TO ACCOMMODATE FINISHED UNITS AND TO MB-11

LOCATIONS.

AS REQUIRED TO MAINTAIN VERTICAL ALIGNMENT OF WALL GIRTS. REFERENCE THE PLAN DRAWINGS FOR PERIMETER BRACING AND FRAME

SIDE WALLS. WHERE OVERHEAD DOORS INTERFERE WITH DIAGONAL BRACING, PROVIDE STRUCTURAL WIND FRAMES. PROVIDE SAG RODS

PROVIDE LATERAL LOAD RESISTING SYSTEMS AS REQUIRED TO RESIST THE INDICATED WIND AND SEISMIC LOADS IN ROOF AND MB-10

STRUCTURE; USE A NON-SHRINKING GROUT TO OBTAIN UNIFORM BEARING AND TO MAINTAIN A LEVEL BASE LINE ELEVATION.

ERECT FRAMING TRUE TO LINE, LEVEL AND PLUMB. LEVEL BASE PLATES TO A TRUE PLANE WITH FULL BEARING TO SUPPORTING MB-9

OTHER BUILDING COMPONENTS TO PREVENT BENDING, WARPING, TWISTING AND SURFACE DAMAGE.

EXERCISE CARE IN DELIVERING, UNLOADING, STORING AND ERECTING BUILDING MEMBERS, WALL AND ROOF COVERING PANELS AND MB-8

CONNECTIONS.

FABRICATE FRAMING COMPONENTS IN THE SHOP TO THE GREATEST EXTENT POSSIBLE. IN GENERAL, SHOP WELD AND FIELD BOLT MB-7

BUILDING SYSTEM MANUFACTURER AS QUALIFIED FOR ERECTION OF THE MANUFACTURER'S PRODUCTS.

THE ERECTION OF METAL BUILDINGS SIMILAR TO THAT REQUIRED FOR THIS PROJECT AND WHO IS CERTIFIED IN WRITING BY THE METAL

CONTRACTOR IS TO ENGAGE AN EXPERIENCED INSTALLER TO ERECT THE PRE-ENGINEERED METAL BUILDING WHO IS EXPERIENCED IN MB-6

INCLUDE DETAILS OF PANEL PROFILES.

SUBMIT PANEL LAYOUTS ON WALLS, ROOF CANOPIES AND ROOFS. DETAILS OF SUPPORTS ANCHORAGES AND SPECIAL CONDITIONS. C.

THE BASE OF ALL COLUMNS.

SUBMIT ANCHOR ROD PLACEMENT DRAWING TO SHOW ALL ANCHOR ROD LOCATIONS. INCLUDE CALCULATED FOUNDATION LOADS AT B.

WITH ALL WIND AND SEISMIC BRACING PROPOSED FOR THE BUILDING SYSTEM.

SIDE WALL, END WALL, MEZZANINE FRAMING, ROOF CANOPY AND ROOF FRAMING. INCLUDE BUILDING TRANSVERSE AND CROSS SECTIONS

SUBMIT ERECTION DRAWINGS TO INCLUDE DETAILS SHOWING ERECTION AND ASSEMBLY OF THE METAL BUILDING SYSTEM INCLUDING A.

PROJECT WILL BE CONSTRUCTED AND BEAR THE SEAL OF THE PROFESSIONAL ENGINEER.

MUST BE PREPARED BY, OR UNDER THE SUPERVISION OF, A PROFESSIONAL ENGINEER REGISTERED IN THE STATE THAT THE

PRIOR TO FABRICATION, CONTRACTOR IS TO SUBMIT THE FOLLOWING FOR REVIEW. SUBMITTED ITEMS MB-5

SLOTTED CONNECTIONS.

SUPPORT IS TO BE BOLTED TO THE TOP OF THE MASONRY WALL AND CLIPPED TO THE MAIN-FRAME COLUMNS WITH VERTICALLY

DESIGN THE PRE-ENGINEERED METAL BUILDING TO PROVIDE LATERAL SUPPORT FOR THE TOP OF ALL MASONRY WALLS. LATERAL MB-4

THE 50 YEAR DESIGN WIND PRESSURE.

COMPUTE DEFLECTIONS DUE TO WIND USING THE 10 YEAR DESIGN WIND EVENT WHICH MAY BE APPROXIMATED TO BE 75% OF

WIND FORCES USED FOR COMPUTATION OF MEMBER STRESSES ARE TO BE BASED ON THE 50 YEAR DESIGN WIND EVENT. MB-3

H/500LATERAL MOVEMENT OF ELEMENTS SUPPORTING DRYWALL PARTITIONS (H= PARTITION HT)I.

H/500 (H=EAVE HT)RACKING OF END WALLSH.

H/500 (H=EAVE HT)RACKING OF MAIN FRAMEG.

MAX”L/240 OR 1-1/2VERTICAL DEFLECTION OF PURLINSF.

MAX”L/240 OR 6VERTICAL DEFLECTION OF MAIN FRAMEE.

MAX”L/120 OR 2HORIZ DEFLECTION OF GIRTS SUPPORTING METAL SIDINGD.

MAX”L/240 OR 1-1/2HORIZ DEFLECTION OF GIRTS SUPPORTING MASONRY WALLC.

MAX”H/240 OR 1-1/2LATERAL SWAY OF MAIN FRAMES AT TOP OF MASONRY WALLB.

H/240 MAXLATERAL SWAY OF MAIN FRAMES AT EAVE HEIGHTA.

AND AS FOLLOWS:”LOW-RISE BUILDINGS,

SERVICEABILITY DESIGN CONSIDERATIONS FOR “BY THE RECOMMENDATIONS SET FORTH IN AISC'S STEEL DESIGN GUIDE SERIES 3:

HORIZONTAL AND OR VERTICAL DEFLECTION OF STRUCTURAL ELEMENTS, CLADDING OR OTHER SUPPORTED ELEMENTS), IS TO BE LIMITED

DEFORMATIONS OF THE PRE-ENGINEERED BUILDING (INCLUDING BUT NOT LIMITED TO LATERAL DRIFT, RACKING OF FRAMES, AND MB-2

.”METAL BUILDING SYSTEMS“UNITED STATES ARMY CORPS OF ENGINEERS (USACE) TECHNICAL INSTRUCTION MANUAL TI 809-30, E.

. ”STRUCTURAL WELDING CODE STEEL AWS D1.1/D1.1M“AMERICAN WELDING SOCIETY (AWS) D.

(LATEST EDITION).”MEMBERS

NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL “IRON AND STEEL INSTITUTE (AISI) C.

.”SERVICEABILITY DESIGN CONSIDERATIONS FOR LOW-RISE BUILDINGS“GUIDE SERIES 3:

AND STEEL DESIGN ”SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS“AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) B.

(LATEST EDITION).”METAL BUILDING SYSTEMS MANUAL“METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA) A.

BE IN ACCORDANCE WITH THE LATEST EDITIONS OF THE FOLLOWING CODES:

LOADS FROM WIND, SNOW, GRAVITY, STRUCTURAL MOVEMENT AND SEISMIC ACTION WITHOUT EXCEEDING ALLOWABLE STRESSES AND SHALL

DESIGN, FABRICATION AND ERECTION OF THE PRE-ENGINEERED METAL BUILDING SYSTEM SHALL BE SUFFICIENT TO WITHSTAND MB-1

METAL BUILDING SYSTEMS

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TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

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L A

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M A

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L

S T

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C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

Sheet of

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

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B u t e e n

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A

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S

COUNTERPOISE. SEE SHEET E1.

C-30 BOND ALL REINFORCING STEEL AND OTHER EMBEDDED METALIC ITEMS TO GROUNDING

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REINFORCED CONCRETE

C-1 REINFORCED CONCRETE WORK IS TO BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE- ACI 318" (LATEST EDITION) AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS- ACI 301 (LATEST EDITION).

C-2 MIXING, TRANSPORTING, PLACING AND TESTING OF CONCRETE IS TO BE DONE IN ACCORDANCE WITH ACI 301.

C-3 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR MUST SUBMIT CONCRETE MIX DESIGNS FOR EACH TYPE OF CONCRETE TO BE

USED, PREPARED IN ACCORDANCE WITH THE SPECIFICATIONS TO THE ENGINEER FOR REVIEW.

C-5 THE SLUMP AT POINT OF PLACEMENT IS NOT TO EXCEED 4 +/-1 AND THE WATER/CEMENT RATIO IS NOT TO EXCEED 0.45. IF

ADDITIONAL SLUMP (UP TO 8 ) IS DESIRED FOR PUMPING, A SUPER-PLASTICIZER ADMIXTURE MAY BE ADDED.

A. AIR ENTRAINMENT: 5% TO 7% IN CONCRETE EXPOSED TO FREEZE/THAW AND INTERIOR FLOOR SLAB.

C-6 CONCRETE TO BE NORMAL WEIGHT CONCRETE (150 PCF) WITH CEMENT CONFORMING TO ASTM C 150, TYPE I.

C-7 REINFORCEMENT:

A. DEFORMED BARS: ASTM A 615/A 615M, GRADE 60

B. WELDED WIRE REINFORCEMENT: ASTM A 185

C-8 REINFORCEMENT IS TO BE DETAILED, FABRICATED, AND PLACED IN ACCORDANCE WITH THE ACI "DETAILING MANUAL NO. SP-66

(LATEST EDITION).

C-9 PROVIDE ADEQUATE CONCRETE COVER IN ACCORDANCE WITH THE REQUIREMENTS AS SET FORTH BY ACI 318.

C-10 REINFORCEMENT IS TO BE SECURELY HELD IN PLACE WHILE PLACING CONCRETE. IF REQUIRED, ADDITIONAL BARS, STIRRUPS, OR

CHAIRS WILL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR ALL BARS WHERE NECESSARY DURING CONSTRUCTION.

C-11 CONTINUOUS REINFORCING BARS TO BE TURNED AND LAPPED AT CORNERS AND INTERSECTIONS OF WALLS AND FOOTINGS. LAP

SPLICES TO BE CLASS B TENSION SPLICES PER ACI 318 UNO. HOOKED BARS TO HAVE STANDARD ACI HOOKS UNO.

C-12 UNLESS OTHERWISE SHOWN ON DETAILS, CONTINUOUS TOP BARS TO BE SPLICED AT MID-SPAN. CONTINUOUS BOTTOM BARS TO BE

SPLICED AT CENTERLINE OF SUPPORTS (OR AS SHOWN ON DETAILS).

C-13 WELDED WIRE REINFORCEMENT IS TO BE SUPPLIED IN FLAT SHEETS ONLY. LAP WELDED WIRE REINFORCEMENT TWO FULL MESH

LENGTHS (OR 6 MIN) AT SPLICES AND WIRE TOGETHER. WELDED WIRE REINFORCEMENT TO BE PLACED 1 FROM THE TOP OF SLABS

UNLESS NOTED OTHERWISE.

C-14 CONSTRUCTION JOINTS IN STRUCTURAL BEAMS AND SLABS SHALL BE PLACED NEAR THE CENTER OF THE SPANS, BUT NOT IN THE

END SPAN.

C-15 CONCRETE SLABS TO BE CURED BY METHOD COMPATIBLE WITH SPECIFIED FLOOR FINISH. WHERE ACCEPTABLE USE A LIQUID

MEMBRANE-CURING COMPOUND AT THE MANUFACTURERS RECOMMENDED COVERAGE. SAW JOINTS TO BE CUT AS SOON AS POSSIBLE

WITHOUT RAVELING THE SURFACE.

C-16 LEVELING GROUT TO BE NON-SHRINK, NON-METALLIC TYPE, FACTORY PREMIXED GROUT IN ACCORDANCE WITH ASTM C 1107, HAVING A MINIMUM COMPRESSIVE STRENGTH OF NOT LESS THAN 5000 PSI.

C-17 EXCEPT WHERE SLOPE OF TOP SURFACE IS SPECIFIED, PROVIDE FINISHED SLAB WITH FLATNESS TOLERANCES AS SPECIFIED IN ACI

317. FLATNESS TO BE MEASURED USING A 10' STRAIGHTEDGE WITH AN ALLOWABLE GAP NOT TO EXCWEED 3/16".

C-18 SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES. DEPRESSIONS, CURBS AND OTHER EMBEDDED ITEMS TO BE

PROVIDED FOR AS SHOWN ON THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND AS REQUIRED BY EQUIPMENT

MANUFACTURERS. INSTALLATION OF THESE ITEMS TO BE COORDINATED AND PROVIDED FOR PRIOR TO PLACING CONCRETE.

C-19 ANCHOR RODS TO BE ASTM F 1554 FY=36 KSI MINIMUM, GALVANIZED. DIAMETER, EMBEDMENT AND LOCATIONS SHALL BE AS

INDICATED ON THE PRE-ENGINEERED METAL BUILDING DRAWINGS (BY OTHERS). ANCHOR BOLT EMBEDMENT SHALL BE BASED ON UPLIFT

LOADS AND FOUNDATION DIMENSIONS AND DETAILS PROVIDED.

m e

TULSA DISTRICT

OF ENGINEERS

U.S. ARMY CORPS

Number:

Reference

Sheet g i n e e r p s

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L A

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M A

T U

L

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C o n t r a

P l t e

D r w d e

S y m b o l

D e s c r i p t i o n

D a t e

A p p r

M c

A l e s t m u n i t i a n t

M c

A l e s t e l a h o m a

P D

F

D e s i g n e d

D r a w n

R e v i e w e d

S u b m i t t e d

R F

P I

C h i e s i a n c h

SCALE IN FEET

3/32" = 1'-0"

2 84 12 16

M a l l e r

M a l l e r

E1 scale: ‘" = 1'-0"

Notes:

Grounding and Bonding Plan

G R

O U

N D I

N D I

A N see note 3.

Underground counterpoise, is 100'.

Typical 1 of 4 places. Maximum spacing reinforcing steel to counterpoise.

1/0 down conductor from to building

See note 5.

typical 1 of 4.

by Government, 1-0 copper conductor to provide for electrical continuity.

All reinforcing steel shall be welded together 1.

Reinforcing steel, see note 1

P A

T R I

S S I

O R

A

G A

Z I

N E

S grounding and bonding.

(Lightning Protection) for additional details on

See specification section 26 41 01.00 10 6.

conductors to the counterpoise.

protection mast, foundations, and connecting

The Government will install lightning 5.

places each building. See note 7.

Install ground well and rod, typical 1 of 4 to ground rods.

the finished grade except where it is connected

The counterpoise shall be a minimum of 30" below finished grade and accessible in ground wells.

ground rods shall be installed 12" below the and with compression clamp only. The top of

This connection shall be made at the ground rod connection between building and counterpoise.

Install ground well and rod at point of 7.

ring per the manufacturer's recommendation.

with the word "GROUND". Install with concrete use in traffic areas. The cover shall be embossed specifically for the application and suitable for

Install ground rod in well fabricated 8.

Sheet of 13 building, than 3 feet and no further than 8 feet from less than 17 AWG. Conductor shall be no closer minimum gauge of individual strands shall be not copper wire buried at least 30 inches deep.

Counterpoise shall be constructed of bare 1/0, Install new counterpoise as indicated. 3.

other UL listed devices, grade connections shall be by exothermic weld or in ground wells where they shall be bolted. Above counterpoise shall be by exothermic weld except

All below grade connections to the 4.

Government, typical Lightning mast by

W a r n e r

E d g n copper conductor across all bolted joints.

Bond all structural steel by installing a 1/0 2.

USE GRAPHIC SCALE IF PRINTED BORDER IS OTHER THAN 16" X 10•"

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