Wildlife Barn Drawings-DRAFT.pdf

ARCHITECTS

MEP ENGINEERS

STRUCTURAL ENGINEERS

CIVIL ENGINEERS

THESE DOCUMENTS ARE FOR INTERIM

REVIEW AND ARE "NOT FOR REGULATORY

APPROVAL, PERMITTING, OR

CONSTRUCTION."

DATE: 2022-04-13

ARCHITECT OF RECORD: Jane E Baughman

STATE: TEXAS

REGISTRATION NO.: 21091

201 West 5th St.

Suite 1100 Austin, TX 78701 512 808 1000 eypae.com

EYP, Inc.

EYP, Inc.

EYP, Inc.

04/13/2022

Wildlife Barn

Cattle Fever Tick Research Laboratory (CFTRL), Moore Field, Edinburge TX

100% CONSTRUCTION DOCUMENTS

USDA

6021060.02

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SETTY

WALTER P MOORE

MARTINEZ MOORE

2022DRAFT

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SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

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EPM

SETTY

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Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

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DRAFT

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REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

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5'

20.9'

.9

12'

6'

147'

139.8'

.1

273.8'

2.

5'

342.3'

4'

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DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A D

USDA S

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NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

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SHEET NAME

DESCRIPTION

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Key Notes:

Sheet Notes:

Construction Notes:

PROPOSED DEER

WORKING FACILITY

FFE-226.00

125' 17'

31.2'

.4

R5'

R5'

136.8'

6'

R8'

8'

' 17.3'

CONTRACTOR TO PROVIDE SEPARATE ESTIMATE

FOR THE DRIVEWAY AND THE STORM PIPE

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CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

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USDA S

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NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

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Key Notes:

Sheet Notes:

Sheet Notes:

FFE-226.00

PROPOSED 266LF~1.5" PVC

WATER LINE

PROPOSED 78LF~18" RCP CULVERT

PIPE CLASS IV @1.00%

PROVIDE 2 SETS : 4 # 3 / 0

AWG G IN 2 1/2" C

(REF:ELEC)

PROPOSED 153LF~1.5" PVC

WATER LINE

SAFETY END TREATMENTS

SAFETY END TREATMENTS

REF: CONSTRUCTION NOTES

FOR WATER LINE DEPTH

10'

MIN

REF: CONSTRUCTION NOTES

FOR SANITARY DEPTH

PROP 81LF~3" C-900 PVC SDR26

SAN SWR @ 0.50%

PROP 33LF~3" C-900 PVC SDR26

SAN SWR @ 0.50%

5'

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REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

04/13/2022

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SHEET NAME

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Key Notes:

Sheet Notes:

General Construction Notes:

FFE-226.00

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SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

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SHEET NAME

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LEGEND

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SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

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SHEET NAME

DESCRIPTION

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FENCETP

CURLEX® CHANNEL

APPLICATION DETAIL

Curlex® Staple Pattern Guide For 8 ft wide Curlex Erosion Control Blankets

Adjust horizontal staple spacing for 4 ft and 16 ft wide Curlex Erosion Control Blankets

Staple Pattern

Channel Application

C

< 10.0 lb/ft² (480 Pa) Shear Stress < 17 ft/sec (5.2 m/sec) Velocity

= Staple Placement Notes:

1. Recommended staples are minimum 4 in biodegradable E-Staple®, as provided by American Excelsior Company, or 6 in wire for cohesive soils and 6 in biodegradable E-staple®, as provided by American Excelsior Company, or 8 in wire for non-cohesive soils.

2. For best results insert staples so heads are parallel to the flow of water.

3. Adjust staple pattern so staples are placed in critical channel points (e.g. slope interface, channel bottom) as illustrated below.

1.9 Staples/yd²

C

2 ft 4 ft

3 ft

4 ft

Critical channel points are circled.

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SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

04/13/2022

AJH

SHEET NAME

DESCRIPTION

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SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

TM

PROJECT NUMBER:SIGQ212911.14

WILDLIFE BARN

02/25/2022 50% DOCUMENTS

04/13/2022

AJH

SHEET NAME

DESCRIPTION

03/18/2022 90% DOCUMENTS2

04/13/2022 100% CD FOR REVIEW3

NRS

AJH

TM

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A

D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

PROJECT NUMBER: SIGQ212911.14

03/18/2022 90% DOCUMENTS

WILDLIFE BARN

SHEET NAME

DESCRIPTION

04/13/2022 100% DOCUMENTS2

JUSTIN STOLZE, P.E.

PE 130920

NOT FOR CONSTRUCTION

NOT FOR PERMIT

TA

TA

GENERAL NOTES S-001

PART I - DESIGN CRITERIA

A. GENERAL BUILDING CODE

1. THE CONSTRUCTION DOCUMENTS ARE BASED ON THE REQUIREMENTS OF THE 2015

INTERNATIONAL BUILDING CODE.

B. DEAD LOADS

1. HANGING CEILING AND MECHANICAL LOADS: AN ALLOWANCE OF 5 PSF HAS BEEN

MADE FOR HANGING CEILING AND MECHANICAL/ELECTRICAL EQUIPMENT LOADS.

C. LIVE LOADS

1. DESIGN LIVE LOADS ARE BASED ON THE MORE RESTRICTIVE OF THE

UNIFORM LOAD LISTED BELOW OR THE CONCENTRATED LOAD LISTED ACTING OVER AN

AREA 2.5 FEET SQUARE.

a. BUILDING ROOF: 20 PSF

2. REDUCTION OF LIVE LOADS: LIVE LOADS HAVE BEEN REDUCED USING THE

STANDARD PROCEDURE FROM THE BUILDING CODE.

D. WIND LOADS

1. WIND PRESSURES ARE BASED ON THE PROVISIONS OF THE FLORIDA

BUILDING CODE WHICH REFER TO THE AMERICAN SOCIETY OF CIVIL ENGINEERS,

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE 7-10 AND

THE FOLLOWING CRITERIA:

a. ULTIMATE DESIGN WIND SPEED (VULT): 123 MPH (3 SECOND GUST)

b. NOMINAL DESIGN WIND SPEED (VASD): 108 MPH (3-SECOND GUST)

c. BUILDING RISK CATEGORY: I

d. WIND EXPOSURE CATEGORY: C

1. INTERNAL PRESSURE COEFFICIENT (GCPI): +0.55/-0.55

2. THIS STRUCTURE IS LOCATED IN A WIND-BORNE DEBRIS REGION AND IS

DESIGNED AS PARTIALLY ENCLOSED. IMPACT-RESISTANT EXTERIOR GLAZING OR

IMPACT-RESISTANT COVERING OVER EXTERIOR GLAZING IS REQUIRED FOR GLAZING

PER SECTION 1609.1.2 OF THE INTERNATIONAL BUILDING CODE, IF REQUIRED.

REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS FOR ATTACHMENT OF THE

IMPACT-RESISTANT EXTERIOR GLAZING OR IMPACT-RESISTANT COVERING OVER

EXTERIOR GLAZING TO THE STRUCTURE.

3. WIND PRESSURES USED FOR THE DESIGN OF COMPONENTS AND CLADDING ARE

SHOWN IN THE FOLLOWING TABLE:

CLADDING LOCATION EFFECTIVE WIND LOAD

TYPE OR ZONE WIND AREA (PSF)

(SQ-FT)

WALL INTERIOR 10 +47 / -50

WALL INTERIOR 20 +46 / -49

WALL INTERIOR 50 +43 / -46

WALL INTERIOR 100 +42 / -45

WALL END ZONE 10 +47 / -59

WALL END ZONE 20 +46 / -57

WALL END ZONE 50 +43 / -52

WALL END ZONE 100 +42 / -49

ROOF INTERIOR 10 +32 / -44

ROOF INTERIOR 20 +30 / -43

ROOF INTERIOR 50 +28 / -42

ROOF INTERIOR 100 +26 / -41

ROOF EDGE 10 +32 / -68

ROOF EDGE 20 +30 / -64

ROOF EDGE 50 +28 / -58

ROOF EDGE 100 +26 / -53

ROOF CORNER 10 +32 / -95

ROOF CORNER 20 +30 / -90

ROOF CORNER 50 +28 / -83

ROOF CORNER 100 +26 / -77

OVERHANG INTERIOR 10 +17 / -83

OVERHANG INTERIOR 20 +17 / -83

OVERHANG INTERIOR 50 +17 / -83

OVERHANG INTERIOR 100 +17 / -83

OVERHANG EDGE 10 +17 / -83

OVERHANG EDGE 20 +17 / -83

OVERHANG EDGE 50 +17 / -83

OVERHANG EDGE 100 +17 / -83

OVERHANG CORNER 10 +17 / -129

OVERHANG CORNER 20 +17 / -118

OVERHANG CORNER 50 +17 / -103

OVERHANG CORNER 100 +17 / -92

NOTES:

a. WIDTH OF END ZONE/EDGE/CORNER STRIP: 5’-0” FEET

b. COMPONENT AND CLADDING PRESSURES ACT NORMAL TO THE SURFACE.

POSITIVE PRESSURES ACT TOWARDS THE SURFACE AND NEGATIVE

PRESSURES ACT AWAY FROM THE SURFACE.

c. DESIGN PRESSURE FOR COMPONENTS AND CLADDING SHALL NOT BE LESS

THAN 16 PSF ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE.

d. THE EFFECTIVE WIND AREA IS THE SPAN LENGTH MULTIPLIED BY AN

EFFECTIVE WIDTH THAT NEED NOT BE LESS THAN ONE-THIRD THE SPAN

LENGTH. FOR CLADDING FASTENERS, THE EFFECTIVE WIND AREA SHALL

NOT BE GREATER THAN THE AREA THAT IS TRIBUTARY TO AN INDIVIDUAL

FASTENER.

E. BUILDING MOVEMENT AND DEFLECTIONS

1. THE BUILDING MOVEMENT SPECIFIED HEREIN IS ANTICIPATED TO OCCUR

AND SHOULD BE CONSIDERED BY THE CONTRACTOR IN THE PERFORMANCE OF THE

WORK.

2. LATERAL FRAME WIND DEFLECTION (DRIFT): THE FOLLOWING PROVISION FOR

LATERAL FRAME DEFLECTION IN THE PLANE OF THE WALL OF THE ROOF

RELATIVE TO THE SLAB-ON-GRADE SHALL BE MADE IN THE DESIGN, FABRICATION

AND INSTALLATION OF THE BUILDING CLADDING:

a. WALL HEIGHT/400

THE DEFLECTIONS LISTED ABOVE ARE BASED ON WIND LOADS WITH A 10-YEAR MEAN

RECURRENCE INTERVAL.

F. HANDRAILS AND GUARDS

1. THE HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED FOR 50 PLF OR A

CONCENTRATED LOAD OF 200 POUNDS AT ANY POINT APPLIED IN ANY

DIRECTION AT THE TOP AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO

THE STRUCTURE. THESE LOADS NEED NOT BE ASSUMED TO ACT CONCURRENTLY.

PART II - FOUNDATION PART V - COLD-FORMED METAL FRAMING PART VIII - MISCELLANEOUS PART IX - DRAWING INTERPRETATION

A. GEOTECHNICAL REPORT

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INVESTIGATION REPORT

AS FOLLOWS: "GEOTECHNICAL ENGINEERING STUDY FOR PROPOSED LIVESTOCK

ARTHROPOD PEST RESEARCH WET LAB AND WILDLIFE BARN EDINBURG, HILDALGO

COUNTY, TEXAS" PREPARED BY RABA KISTNER, MCALLEN, TX

2. THE GEOTECHNICAL REPORT IS AVAILABLE TO THE GENERAL CONTRACTOR

UPON REQUEST TO THE OWNER. THE INFORMATION INCLUDED THEREIN MAY BE

USED BY THE GENERAL CONTRACTOR FOR HIS GENERAL INFORMATION ONLY. THE

ARCHITECT AND ENGINEER WILL NOT BE RESPONSIBLE FOR THE ACCURACY OR

APPLICABILITY OF SUCH DATA THEREIN.

3. REFER TO THE GEOTECHNICAL REPORT FOR INFORMATION RELATED TO SITE

AND SUBGRADE PREPARATION, INCLUDING SOIL REMOVAL AND FILL CRITERIA

AND COMPACTION REQUIREMENTS BELOW FOUNDATIONS AND SLABS-ON-GRADE.

B. SHALLOW FOUNDATIONS

1. SPREAD FOOTING:

a. MAXIMUM ALLOWABLE BEARING PRESSURE FOR CONTINUOUS FOOTINGS AND

GRADE BEAMS: 1500 PSF

b. MAXIMUM ALLOWABLE BEARING PRESSURE FOR SPREAD FOOTINGS AND

WIDENED BEAMS: 2100 PSF

c. MINIMUM DEPTH OF BEARING: 24 INCHES BELOW FINISHED EXTERIOR

GRADE

d. MINIMUM WIDTH OF BEAM FOUNDATION: 12 INCHES

2. SLAB-ON-GRADE:

a. SUBGRADE MODULUS, K: 180 PSI PER INCH

b. MODULUS VALUE REDUCED FOR LARGE, WIDE AREA LOADS

C. RETAINING WALLS

1. THE FOLLOWING CRITERIA ARE BASED ON SECTION 1610 OF THE

INTERNATIONAL BUILDING CODE:

a. ACTIVE SOIL PRESSURE: 60 PSF PER FOOT OF DEPTH.

b. AT-REST SOIL PRESSURE: 100 PSF PER FOOT OF DEPTH

c. THE DESIGN PRESSURES SPECIFIED ABOVE ARE BASED ON DRAINED

BACKFILL WITH NO BUILDUP OF WATER PRESSURE BEHIND THE WALLS.

D. CONSTRUCTION DEWATERING

1. THE CONTRACTOR SHALL DETERMINE THE EXTENT OF CONSTRUCTION

DEWATERING REQUIRED FOR THE EXCAVATION. THE CONTRACTOR SHALL SUBMIT

TO THE GEOTECHNICAL ENGINEER FOR REVIEW THE PROPOSED PLAN FOR

CONSTRUCTION DEWATERING, PRIOR TO BEGINNING THE EXCAVATION.

PART III - REINFORCED CONCRETE

PART IV - STRUCTURAL STEEL

PART VI - PRE-ENGINEERED METAL BUILDING

PART VII - SUBMITTALS

A. CLASSES OF CONCRETE

1. ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE “CLASSES OF

CONCRETE MATRIX” ON SHEET S-302 UNLESS NOTED OTHERWISE ON THE

DRAWINGS.

B. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS

1. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN ANY CONCRETE

POURS UNLESS SHOWN ON THE DRAWINGS. THE ARCHITECT/ENGINEER SHALL

APPROVE ALL DEVIATIONS OR ADDITIONAL JOINTS IN WRITING.

C. REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE ASTM A 615 GRADE 60 UNLESS NOTED

OTHERWISE ON THE DRAWINGS OR IN THESE NOTES.

2. REINFORCING STEEL: PROVIDE REINFORCING STEEL CONFORMING TO ASTM A

706 FOR ALL REINFORCING STEEL REQUIRED TO BE WELDED AND WHERE NOTED

ON THE DRAWINGS.

3. HEADED STUD ANCHORS FOR EMBEDDED PLATES: AWS D1.1 TYPE A STUDS

MANUFACTURED IN CONFORMANCE WITH SPECIFICATION ASTM A 108 WITH A

MINIMUM TENSILE STRENGTH OF 61,000 PSI.

4. SMOOTH WELDED WIRE REINFORCEMENT: ASTM A 185, YIELD STRENGTH 65,000

PSI.

D. PLACEMENT OF WELDED WIRE REINFORCEMENT

1. WHEREVER WELDED WIRE REINFORCEMENT IS SPECIFIED AS REINFORCEMENT, IT

SHALL BE CONTINUOUS ACROSS THE ENTIRE CONCRETE SURFACE AND NOT

INTERRUPTED BY BEAMS OR GIRDERS AND PROPERLY LAPPED PER ACI 318,

12.18 AND 12.19.

E. REINFORCING STEEL COVERAGE

1. REINFORCING STEEL COVERAGE SHOULD CONFORM TO THE REQUIREMENTS

SPECIFIED IN DETAILS LABELED “TYPICAL CLEAR CONCRETE COVER” ON

SHEETS S-301 UNLESS NOTED OTHERWISE ON THE DRAWINGS. COVER

SPECIFIED SHALL BE CONSIDERED MINIMUMS THAT MAY REQUIRE INCREASING

WHERE REINFORCING STEEL INTERSECTS FOR DIFFERENT MEMBER TYPES. COVER

IN STRUCTURAL MEMBERS NOT SPECIFIED IN THE DETAILS SHALL CONFORM TO

THE REQUIREMENTS OF ACI 318 UNLESS SPECIFIED OTHERWISE ON THE

DRAWINGS. THE REINFORCING STEEL DETAILER SHALL ADJUST REINFORCING

STEEL CAGE SIZES AT INTERSECTING STRUCTURAL MEMBERS AS REQUIRED TO

ALLOW CLEARANCE FOR INTERSECTING REINFORCING BAR LAYERS WITH MINIMUM

SPECIFIED COVER.

A. MATERIAL

1. HOT ROLLED STRUCTURAL MEMBERS: ALL HOT ROLLED STEEL PLATES,

SHAPES, SHEET PILING, AND BARS SHALL BE NEW STEEL CONFORMING TO ASTM

SPECIFICATION A 6.

2. ASTM SPECIFICATION AND GRADE: CLEARLY MARK THE GRADE OF STEEL ON

EACH PIECE, WITH A DISTINGUISHING MARK VISIBLE FROM FLOOR SURFACES, FOR

THE PURPOSE OF FIELD INSPECTION OF PROPER GRADE OF STEEL. UNLESS NOTED

OTHERWISE ON THE DRAWINGS, STRUCTURAL STEEL SHALL BE AS FOLLOWS:

a. W- AND WT-SHAPES: ASTM A 992

b. L-, C-, M- AND S-SHAPES: ASTM A 36

c. RECTANGULAR HSS: ASTM A 500, GRADE B (FY=46 KSI

d. ROUND HSS: ASTM A 500, GRADE B (FY=42 KSI)

e. STEEL PIPE: ASTM A 53 (TYPE E OR S), GRADE B (FY=35 KSI)

f. BASE PLATES: ALL BASE PLATES SHALL CONFORM TO ASTM A 36 UNLESS

NOTED OTHERWISE ON THE DRAWINGS.

g. PLATES, BENT PLATES: ASTM A 36

h. CONNECTION MATERIAL: ALL CONNECTION MATERIAL, EXCEPT AS NOTED

OTHERWISE HEREIN OR ON THE DRAWINGS, INCLUDING BEARING

PLATES, GUSSET PLATES, STIFFENER PLATES, FILLER PLATES, ANGLES, ETC.

SHALL CONFORM TO ASTM A 36 UNLESS A HIGHER GRADE OF STEEL IS REQUIRED BY

STRENGTH AND PROVIDED THE RESULTING SIZES ARE COMPATIBLE WITH THE

CONNECTED MEMBERS.

i) OTHER STEEL: ANY OTHER STEEL NOT INDICATED OTHERWISE SHALL

CONFORM TO ASTM A 992 OR ASTM A 572, GRADE 50, EXCEPT PLATES AND

ANGLES THAT SHALL BE ASTM A 36.

B. STRUCTURAL BOLTS AND THREADED FASTENERS

1. THREADED ROUND STOCK: THREADED RODS SHALL CONFORM TO ASTM A 36 OR

A572, GRADE 50 AS SPECIFIED HEREIN.

C. WELDING

1. UNLESS NOTED OTHERWISE, ELECTRODES FOR WELDING SHALL CONFORM TO

E70XX (SMAW), F7XX-EXXX (SAW), ER70S-X (GMAW), OR E7XT-X (FCAW).

2. ELECTRODES FOR GRADE 60 OR GRADE 65 MATERIAL SHALL CONFORM TO E80XX

(SMAW), F8XX-EXX-XX (SAW), ER80S-X (GMAW), OR E8XT-X (FCAW).

D. ANCHOR RODS

1. UNLESS INDICATED OTHERWISE IN THE COLUMN SCHEDULE OR ON THE

DRAWINGS, ANCHOR RODS SHALL CONFORM TO ASTM F 1554 GRADE 55 (WITH

SUPPLEMENTARY REQUIREMENT S1) AND THE SIZE SHALL BE 3/4" DIAMETER AND

SHALL EMBED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1’-0" WITH A

HEAVY HEX NUT AT THE EMBEDDED END. STRIKE BOLT THREADS AT THE EMBEDDED

END AT TWO PLACES BELOW THE NUT.

E. GROUT

1. GROUT BELOW STRUCTURAL STEEL BASE PLATES SHALL BE NON-METALLIC,

NON-SHRINK GROUT WITH A MINIMUM STRENGTH OF 6,000 PSI WHEN BEARING ON

3,000 PSI CONCRETE OR LESS, A STRENGTH OF 8,000 PSI WHEN BEARING ON

CONCRETE BETWEEN 3,000 AND 4,000 PSI, AND, UNLESS NOTED OTHERWISE ON THE

DRAWINGS, A STRENGTH OF 8,000 PSI WHEN BEARING ON CONCRETE GREATER THAN

4,000 PSI.

A. SUBMITTAL LIST AND SCHEDULE

1. THE GENERAL CONTRACTOR SHALL PREPARE A DETAILED LIST AND SCHEDULE

OF ALL SUBMITTAL ITEMS TO BE SENT TO THE STRUCTURAL ENGINEER PRIOR TO

THE START OF CONSTRUCTION. THIS LIST SHALL BE UPDATED AND REVISED AND

KEPT CURRENT AS THE JOB PROGRESSES. THE SUBMITTAL LIST SHALL BE

ORGANIZED AS SHOWN BELOW:

a. SHOP DRAWINGS

b. DESIGN CALCULATIONS

c. PRODUCT DATA, CERTIFICATES, REPORTS, AND OTHER LITERATURE

B. SUBMITTALS TO BE PROVIDED TO STRUCTURAL ENGINEER

1. STRUCTURAL SUBMITTALS: IN ADDITION TO THE SUBMITTALS REQUIRED BY THE

STRUCTURAL SPECIFICATIONS, THE FOLLOWING SUBMITTALS SHALL BE

PROVIDED:

a. LAYOUT OF EMBEDDED ITEMS (PLATES, ANGLES, BOLTS, ETC.) OR ITEMS

ATTACHED TO THE STRUCTURAL FRAME FOR BUILDING CLADDING

ATTACHMENT OR FOR ATTACHMENT OF OTHER ITEMS.

2. DEFERRED SUBMITTALS:

a. THE FOLLOWING ITEMS ARE CONSIDERED DEFERRED SUBMITTALS BY THE

REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE:

1. COLD-FORMED METAL FRAMING (S&S, REC)

2. EXTERIOR WALL SYSTEM (S&S, REC)

3. METAL BUILDING (S&S)

4. STRUCTURAL STEEL CONNECTIONS (S&S) NOTES:

(S&S) ITEMS MARKED THUS SHALL HAVE THE SHOP DRAWINGS AND DELEGATED

DESIGN SUBMITTALS (INCLUDING CALCULATIONS) SEALED PER THE PROJECT

SPECIFICATIONS BY AN ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT

IS LOCATED.

(REC) ITEMS MARKED THUS SHALL BE SUBMITTED TO ENGINEER FOR RECORD

ONLY AND WILL NOT HAVE THE ENGINEER’S SHOP DRAWING STAMP AFFIXED.

1) ALL SHOP DRAWINGS MUST BE REVIEWED AND ELECTRONICALLY STAMPED BY THE

GENERAL CONTRACTOR PRIOR TO SUBMITTAL.

3. SUBMITTAL REQUIREMENTS:

a. CONTRACTOR SHALL PROVIDE THE SUBMITTAL IN ELECTRONIC PORTABLE

DOCUMENT FORMAT (PDF) PER THE SPECIFICATIONS.

b. THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIALS REQUIRED

BY THE CONTRACT DOCUMENTS TO BE FURNISHED SHALL NOT RELIEVE THE

CONTRACTOR OF THE RESPONSIBILITY OF FURNISHING AND INSTALLING SUCH

MATERIALS, REGARDLESS OF WHETHER THE SHOP DRAWINGS HAVE BEEN REVIEWED

AND APPROVED.

C. REPRODUCTION

1. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THESE CONTRACT

DOCUMENTS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR

MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES

THEIR ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT, AND

OBLIGATES THEMSELVES TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING

DUE TO ANY ERRORS THAT MAY OCCUR HEREON.

A. DESIGN RESPONSIBILITY

1. THE DESIGN AND DETAILING OF ALL COLD-FORMED METAL FRAMING

COMPONENTS AND THEIR CONNECTION TO THE SUPPORTING STRUCTURE SHALL BE

DELEGATED TO AND THE RESPONSIBILITY OF A SPECIALTY ENGINEER. REFER TO

SPECIALTY ENGINEER REQUIREMENTS PARAGRAPH IN PART <> - MISCELLANEOUS OF

THESE GENERAL NOTES.

2. COLD-FORMED METAL FRAMING IS NOT SHOWN ON THE STRUCTURAL PLANS OR

DETAILS. REFER TO THE ARCHITECTURAL DRAWINGS FOR SCOPE. REFER TO PART I

FOR LOAD REQUIREMENTS.

B. MATERIALS

1. STUD AND TRACK PROFILES SHALL BE STANDARD SECTIONS USED BY

MEMBERS OF THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA). SSMA MEMBER

DESIGNATIONS AS SHOWN ON THE FOLLOWING EXAMPLE:

600 S 162-43 REPRESENTS A 6.00” DEEP, STUD SECTION, 1.625” WIDE FLANGE,

0.043” (43 MILS) MINIMUM STEEL THICKNESS.

NOTES:

S = STUD SECTION T = TRACK SECTION

U = CHANNEL SECTION F = FURRING CHANNEL

2. UNLESS NOTED OTHERWISE ON THE DRAWINGS, MEMBERS SHALL HAVE THE

FOLLOWING YIELD STRENGTHS:

a. STUDS: 33, 43 MIL THICKNESS FY = 33 KSI

b. STUDS: 54, 68, 97 MIL THICKNESS FY = 50 KSI c. TRACKS: 33, 43, 54, 68, 97 MIL FY = 33 KSI

d. U-CHANNELS, FURRING CHANNELS: FY = 33 KSI

3. ALL COLD-FORMED STEEL FRAMING MATERIALS SHALL HAVE A MINIMUM G60

GALVANIZED COATING.

A. THE PRE-ENGINEERED METAL BUILDING SYSTEM SHALL BE DESIGNED BY THE

METAL BUILDING MANUFACTURER IN CONFORMANCE TO THE INTERNATIONAL BUILDING

CODE AND THE “LOW-RISE BUILDING SYSTEMS MANUAL” AS PUBLISHED BY THE METAL

BUILDING MANUFACTURERS’ ASSOCIATION. WHERE THESE CRITERIA CONFLICT, THE MORE

STRINGENT CRITERIA SHALL APPLY.

B. IT IS THE PRE-ENGINEERED METAL BUILDING MANUFACTURER’S RESPONSIBILITY

TO DESIGN THE COMPLETE BUILDING SYSTEM (STEEL FRAMING, ANCHOR RODS, PURLINS,

GIRTS, BRACINGS, CONNECTIONS, ROOFING, WALL PANELS, COMPONENTS, ATTACHMENTS,

ETC.). THE MANUFACTURER SHALL SUBMIT A CERTIFICATION LETTER BEARING THE SEAL

OF A PROFESSIONAL ENGINEER REGISTERED IN TEXAS STATING THAT THE BUILDING

SYSTEM DESIGN MEETS THE INDICATED CODE, PERFORMANCE, AND LOADING

REQUIREMENTS.

C. THE PRE-ENGINEERED METAL BUILDING MANUFACTURER SHALL BE CERTIFIED BY

AMERICAN INSTITUTE OF STEEL CONSTRUCTION CATEGORY MB.

D. CALCULATIONS FOR FRAME DEFLECTIONS SHALL BE DONE USING ONLY THE BARE

FRAME METHOD. REDUCTIONS BASED ON ENGINEERING JUDGMENT USING THE ASSUMED

COMPOSITE STIFFNESS OF THE BUILDING ENVELOPE SHALL NOT BE PERMITTED.

CALCULATIONS SHALL BE SUBMITTED VERIFYING THAT THE ACTUAL DRIFT UNDER CODE-

REQUIRED LOADINGS DOES NOT EXCEED THE ALLOWABLE.

E. THE PRE-ENGINEERED MANUFACTURER SHALL PROVIDE ALL GIRTS, PURLINS, AND

OTHER COMPONENTS REQUIRED FOR A COMPLETE SYSTEM. ALL WALL SYSTEMS, SUCH AS

METAL STUDS, STOREFRONTS, ETC., SHALL BE PROPERLY SUPPORTED BY THE METAL

BUILDING SYSTEM. ALLOWABLE DEFLECTIONS OF COMPONENTS SHALL BE IN ACCORDANCE

WITH THE INTERNATIONAL BUILDING CODE, SECTION 1604.3.

F. THE FOUNDATION DESIGN IS BASED UPON THE SCHEMATIC METAL BUILDING FRAME

SHOWN IN THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

COORDINATION OF ANY REVISIONS REQUIRED AS A RESULT OF A CHANGE IN THE METAL

BUILDING SCHEME, INCLUDING THE REDESIGN OF FOUNDATIONS.

G. THE SIZE, NUMBER, AND PLACEMENT PATTERN OF ALL ANCHOR RODS SHALL BE

DETERMINED BY THE PRE-ENGINEERED BUILDING MANUFACTURER. ANCHOR ROD EMBEDMENT

LIMITS ARE INDICATED ON THE DRAWINGS.

H. USE PINNED COLUMN BASES THROUGHOUT THE METAL BUILDING SYSTEM EXCEPT

WHERE CANTILEVERED WIND COLUMNS ARE SPECIFIED, WHICH ARE FIXED COLUMNS

BASES.

I. THE PRE-ENGINEERED METAL BUILDING SHALL BE DESIGNED BY THE

MANUFACTURER TO RESIST LATERAL LOADS VIA THE MOMENT FRAMES AND CABLE BRACED

FRAMES INDICATED.

J. UNLESS OTHERWISE NOTED OR SPECIFIED, ALL STEEL MEMBERS SHALL BE

HOT DIPPED GALVANIZED.

K. THE METAL BUILDING ERECTOR SHALL PROVIDE ALL TEMPORARY GUYING AND

BRACING.

A. CONTRACT DOCUMENTS

1. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL

CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH DOCUMENTS

TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO THE SUBMITTAL

OF SHOP DRAWINGS, FABRICATION OF ANY STRUCTURAL MEMBERS, AND

ERECTION IN THE FIELD.

2. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE

FINISHED STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT

INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL

SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL

CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND SEQUENCE.

3. OPENINGS THROUGH FLOORS, ROOFS, AND WALLS FOR DUCTS, PIPING,

AND/OR CONDUIT SHALL BE COORDINATED BY THE CONTRACTOR. CONTRACTOR SHALL

VERIFY SIZES AND LOCATIONS OF HOLES AND OPENINGS WITH THE MECHANICAL,

ELECTRICAL, PLUMBING, AND FIRE PROTECTION DRAWINGS AND THE RESPECTIVE

SUBCONTRACTORS.

4. REFER TO DRAWINGS OTHER THAN STRUCTURAL FOR COMPLETE INFORMATION

INCLUDING: TYPES OF FLOOR SLAB FINISHES AND THEIR LOCATIONS, FLOOR SLAB

DEPRESSIONS AND CURBS, OPENINGS IN STRUCTURAL WALLS, ROOFS AND FLOORS

REQUIRED BY ARCHITECTURAL AND MEP FEATURES, STAIRS, RAMPS, ETC.

5. WHERE MEMBER LOCATIONS ARE NOT SPECIFICALLY DIMENSIONED, MEMBERS ARE

EITHER LOCATED ON COLUMNS LINES OR ARE EQUALLY SPACED BETWEEN LOCATED

MEMBERS.

6. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR SPECIFIED ON THE

DRAWINGS OR IN THE SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE

SAME CHARACTER AS SHOWN OR SPECIFIED IN SIMILAR CONDITIONS.

B. DRAWING CONFLICTS

1. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND

STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCY BETWEEN EACH SET OF

DRAWINGS AND WITHIN EACH SET OF DRAWINGS TO THE ARCHITECT AND ENGINEER

PRIOR TO THE FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBERS.

C. CONFLICTS IN STRUCTURAL REQUIREMENTS

1. WHERE CONFLICT EXISTS AMONG THE VARIOUS PARTS OF THE STRUCTURAL

CONTRACT DOCUMENTS, STRUCTURAL DRAWINGS, GENERAL NOTES, AND

SPECIFICATIONS, THE STRICTEST REQUIREMENTS, AS INDICATED BY THE

ENGINEER, SHALL GOVERN.

D. ADJACENT BUILDINGS AND PROPERTY

1. THE GENERAL CONTRACTOR SHALL ENSURE THAT ALL CONSTRUCTION METHODS

USED WILL NOT CAUSE DAMAGE TO THE ADJACENT BUILDINGS AND PROPERTY. THIS

SHALL INCLUDE ALL FOUNDATION INSTALLATION.

E. RESPONSIBILITY OF THE CONTRACTOR FOR STABILITY OF THE STRUCTURE DURING

CONSTRUCTION

1. ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE

STRUCTURAL ENGINEER TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL

FORCES THAT COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. THE

ABILITY OF THE STRUCTURAL FRAME TO RESIST THE REQUIRED CODE FORCES

DERIVES FROM THE COMPLETE INSTALLATION OF THE LATERAL FORCE

RESISTING SYSTEMS AND DIAPHRAGMS DESCRIBED BELOW. IT IS THE

RESPONSIBILITY OF THE CONTRACTOR TO DESIGN AND PROVIDE ALL REQUIRED

BRACING DURING CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF

ALL STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PROCESS UNTIL THE

LATERAL-LOAD RESISTING OR STABILITY-PROVIDING SYSTEM IS COMPLETELY

INSTALLED AND ALL DESIGNATED CONCRETE ELEMENTS (IF ANY) HAVE REACHED

A MINIMUM OF 75% OF THEIR DESIGN STRENGTH. THIS INCLUDES DESIGNING

FOR ALL APPLICABLE TEMPORARY, CONSTRUCTION AND ENVIRONMENTAL FORCES

PER ASCE 37 INCLUDING BUT NOT LIMITED TO WIND AND SEISMIC ON THE

STRUCTURE DURING CONSTRUCTION. THE REQUIRED STRUCTURAL ELEMENTS ARE:

a. STEEL FRAMES:

1. LATERAL-FORCE RESISTING SYSTEM

a. DUAL SYSTEM, INDICATED ON THE DRAWINGS AS A COMBINATION

OF MOMENT FRAMES AND BRACED FRAMES.

F. RESPONSIBILITY OF THE CONTRACTOR FOR CONSTRUCTION LOADS

1. THE STRUCTURE HAS BEEN DESIGNED FOR THE LOADS IDENTIFIED WITHIN

THESE STRUCTURAL DRAWINGS THAT ARE ANTICIPATED TO BE APPLIED TO THE

FINAL STRUCTURE ONCE COMPLETED AND OCCUPIED. THE CONTRACTOR SHALL NOT

OVERLOAD THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR CHECKING THE ADEQUACY OF THE STRUCTURE TO SUPPORT ANY

APPLIED CONSTRUCTION LOADS, INCLUDING THOSE DUE TO CONSTRUCTION VEHICLES

OR EQUIPMENT, MATERIAL HANDLING OR STORAGE, SHORING OR RESHORING, OR ANY

OTHER CONSTRUCTION ACTIVITY. THE CONTRACTOR SHALL SUBMIT CALCULATIONS

SIGNED AND SEALED BY AN ENGINEER LICENSED IN THE STATE WHERE THE PROJECT

IS LOCATED VERIFYING THE ADEQUACY OF THE STRUCTURE FOR ANY PROPOSED

CONSTRUCTION LOADS THAT ARE IN EXCESS OF THE STATED DESIGN LOADS. THE

STRUCTURAL ENGINEER IS NOT RESPONSIBLE TO DESIGN OR CHECK THE STRUCTURE

FOR LOADS APPLIED TO THE STRUCTURE FOR ANY CONSTRUCTION ACTIVITY.

G. CONTRACTOR SUBSTITUTIONS

1. ANY MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL THAT ARE

DIFFERENT FROM THE MATERIAL OR PRODUCTS SPECIFIED IN THE STRUCTURAL

CONTRACT DOCUMENTS WILL BE APPROVED ONLY IF THE FOLLOWING CRITERIA ARE

SATISFIED:

a. A COST SAVINGS TO THE OWNER IS DOCUMENTED AND SUBMITTED WITH

THE REQUEST.

b. THE MATERIAL OR PRODUCT HAS BEEN APPROVED BY THE

INTERNATIONAL CODE COUNCIL (ICC) AND THE ICC REPORT IS SUBMITTED WITH

THE REQUEST.

1. THE ICC ESR THAT IS SUBMITTED MUST REFERENCE THE BUILDING

CODE UNDER WHICH THE PROJECT IS PERMITTED.

2. ICC REPORTS THAT HAVE BEEN DISCONTINUED AT THE TIME OF

PRODUCT INSTALLATION WILL NOT BE ACCEPTED.

2. SUBMITTALS NOT SATISFYING THE ABOVE CRITERIA WILL NOT BE CONSIDERED.

H. MECHANICAL EQUIPMENT WEIGHTS

1. THE GENERAL CONTRACTOR SHALL SUBMIT ACTUAL WEIGHTS OF EQUIPMENT

TO BE USED IN THE PROJECT TO THE STRUCTURAL ENGINEER FOR VERIFICATION OF

LOADS USED IN THE DESIGN AT LEAST THREE WEEKS PRIOR TO FABRICATION AND

CONSTRUCTION OF THE SUPPORTING STRUCTURE.

I. THE STRUCTURAL ENGINEER’S ROLE DURING CONSTRUCTION

1. THE ENGINEER SHALL NOT HAVE CONTROL NOR CHARGE OF, AND SHALL NOT

BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES,

OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH

THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR, OR

ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY

OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

2. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF WALTER P.

MOORE AND ASSOCIATES IS SOLELY FOR THE PURPOSE OF BECOMING GENERALLY

FAMILIAR WITH THE PROGRESS AND QUALITY OF THE WORK COMPLETED AND

DETERMINING, IN GENERAL, IF THE WORK OBSERVED IS BEING PERFORMED IN A

MANNER INDICATING THAT THE WORK, WHEN FULLY COMPLETED, WILL BE IN

ACCORDANCE WITH THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE

OBSERVATION SHOULD NOT BE CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK

THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER PERIODIC IN AN EFFORT TO

KEEP THE OWNER REASONABLY INFORMED ABOUT THE PROGRESS AND QUALITY OF THE

PORTION OF THE STRUCTURE COMPLETED.

J. MAINTENANCE STATEMENT

1. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXTEND LIFESPAN

AND TO ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A

PLANNED PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE BUILDING

OWNER. THIS PROGRAM SHALL INCLUDE SUCH ITEMS SUCH AS BUT NOT LIMITED TO

PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATING FOR CONCRETE, SEALANTS,

CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN

CONCRETE, AND PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO

A SALT ENVIRONMENT OR OTHER HARSH CHEMICALS.

A. DRAWING VIEWS LABELED AS “TYPICAL”

1. PARTIAL PLANS, ELEVATIONS, SECTIONS, DETAILS, OR SCHEDULES

LABELED WITH “TYPICAL” AT THE BEGINNING OF THEIR TITLE SHALL APPLY TO

ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO

THOSE SPECIFICALLY SHOWN. THE APPLICABILITY OF THE CONTENT OF THESE

VIEWS TO LOCATIONS ON THE PLAN CAN BE DETERMINED FROM THE TITLE OF THE

VIEWS. SUCH VIEWS SHALL APPLY WHETHER OR NOT THEY ARE KEYED IN AT EACH

LOCATION. DECISIONS REGARDING APPLICABILITY OF THESE “TYPICAL” VIEWS

SHALL BE DETERMINED BY THE STRUCTURAL ENGINEER.

B. STRUCTURAL ABBREVIATIONS, SYMBOLS, AND NOTATIONS

1. REFER TO SHEET S-002 FOR ABBREVIATIONS, SYMBOLS, AND NOTATIONS USED

ON THE STRUCTURAL DRAWINGS.

B

SLOPE

DOWN

8" 6"

STRUCTURAL SYMBOLS AND NOTATIONS

THE FOLLOWING MATERIAL IDENTIFICATION SYMBOLS MAY BE USED IN THE SECTIONS AND

DETAILS:

THE FOLLOWING MATERIAL IDENTIFICATION SYMBOLS MAY BE USED IN THE PLANS:

STEEL

COLUMN

CONCRETE

COLUMN

CONCRETE

WALL

LOADBEARING

MASONRY WALL

NON-LOADBEARING

MASONRY WALL

BOUNDARY OF CONCRETE

TOPPING SLAB POURED ON

SUBSTRUCTURE

REFERENCE GRID LINE SYMBOL

THE FOLLOWING SYMBOLIC LINEWORK MAY BE USED THROUGHOUT THE DRAWINGS:

THESE FOLLOWING SYMBOLS MAY BE USED THROUGHOUT THE DRAWINGS TO REFER TO

OTHER VIEWS:

THESE FOLLOWING SYMBOLS MAY BE USED THROUGHOUT THE

DRAWINGS:

DETAIL

NUMBER OR

LETTER

SHEET NUMBER

REFERENCE

OBJECT

OVERALL

SECTION SYMBOL

DETAIL NUMBER

OR LETTER

SHEET NUMBER

REFERENCE

OBJECT

PARTIAL

SECTION SYMBOL

ELEVATION OF REFERENCE

OBJECT OR LOCATION

REFERENCE OBJECT

OR LOCATION

REFERENCE

OBJECT

FRAMING

ELEVATION SYMBOL

DETAIL

REFERENCE

SYMBOL

REVISION CLOUD

SYMBOL

ELEVATION

DESIGNATION SYMBOL

REFERENCE GRID

INDICATOR SYMBOL

GRID LABEL

WORK POINT

SYMBOL

REVISION NUMBER

OR LETTER

AREA OR ITEM

BEING REVISED

WP

DETAIL

NUMBER OR

LETTER

SHEET NUMBER

AREA OR

ITEM BEING

DETAILED

FLAT FACE

BREAK MARK

CURVED FACE

BREAK MARK

LINE

BREAK MARK

A

S-302

A

S-302

A

S-302

A

S-302

TOP OF SLAB

10'-4"

THE FOLLOWING SYMBOLS MAY BE USED THROUGHOUT THE PLANS.

RIDGE

INDICATOR

SYMBOL

STEP TO SLOPE

INDICATOR

SYMBOL

SLOPE TRANSITION

INDICATOR

SYMBOL

STEP

INDICATOR

SYMBOL

RAMP SLOPE

INDICATOR

SYMBOL

KEYNOTE INDICATOR

SYMBOL

PROJECT NORTH

ARROW SYMBOL

SIZE OF

STEP (IF

PROVIDED)

SIZE OF

STEP (IF

PROVIDED)

SLOPE PITCH

INDICATOR

SYMBOL

HORIZONTAL

DIMENSION

VERTICAL

DIMENSION

LARGE OPENING IN

STRUCTURAL SLAB OR DECK

SMALL OPENINGS IN

STRUCTURAL SLAB OR DECK

FPx

REINFORCING STEEL

WITH 90° HOOK

REINFORCING STEEL

WITH 180° HOOK

CONCRETE FRAMING

PENETRATION

N

OPE

N

MOMENT CONNECTION

(NON-SEISMIC)

CONNECTION WITH

PASS THROUGH FORCE

MOMENT

CONNECTION

(SEISMIC)

CONNECTION WITH

DOUBLE SHEAR PLATE

CONNECTION WITH TWO

COLUMNS OF BOLTS

CONNECTION WITH FULL-

DEPTH SHEAR PLATE

CONNECTION WITH

GUSSET

CONNECTION WITH

GUSSET AND WELDED

FLANGES

SPECIAL

CONNECTION

(TYPE X)

BEAM SPLICE CONNECTION

(SHEAR ONLY)

CONNECTION WITH

WELDED TOP FLANGE

CONNECTION TO

CONCRETE WITH

EMBEDDED PLATE

X

X

EPx

EPx

FPx

FORCE

(KIPS)

STEEL FRAMING

PENETRATION

MECHANICAL UNIT OR

OTHER EQUIPMENT

XXX-x 3,500#

BELOW

ROUGH OUTLINE OF

UNIT

UNIT NAME (IF PROVIDED)

MAXIMUM TOTAL ALLOWABLE

WEIGHT OF UNIT OR

EQUIPMENT INCLUDING

WEIGHT OF CURB

IF PROVIDED, INDICATES

UNIT IS HANGING BELOW

FLOOR OR ROOF

PASS-THROUGH

FORCE SYMBOL

BRACE/KICKER

DIRECTION

INDICATOR SYMBOL

Bxx DENOTES SLAB BOTTOM REINFORCEMENT TYPE "xx"

BMxx DENOTES CONCRETE BEAM TYPE "xx"

BPxx DENOTES BASE PLATE TYPE "xx"

Cxx DENOTES COLUMN TYPE "xx"

CFxx DENOTES CONTINUOUS FOOTING TYPE "xx"

DPxx DENOTES DRILLED PIER TYPE "xx"

EPxx DENOTES EMBEDDED PLATE TYPE "xx"

Fxx DENOTES SPREAD FOOTING TYPE "xx"

FPxx DENOTES FRAMING PENETRATION TYPE "xx"

GBxx DENOTES GRADE BEAM TYPE "xx"

MWxx DENOTES CMU WALL TYPE "xx"

Pxx DENOTES PIER TYPE "xx"

PCxx DENOTES PILE OR PIER CAP TYPE "xx"

Sxx DENOTES ONE-WAY SLAB TYPE "xx"

SRxx DENOTES HEADED SHEAR STUD REINFORCEMENT TYPE "xx"

SFxx DENOTES STRIP FOOTING TYPE "xx"

Txx DENOTES SLAB TOP REINFORCEMENT TYPE "xx"

WFxx DENOTES WALL FOOTING TYPE "xx"

THE FOLLOWING STRUCTURAL ELEMENT TAGS, USED IN CONJUNCTION WITH

SCHEDULES, MAY APPEAR ON THE DRAWINGS:

Ø

ADDL

AESS

AFF

AHR

AHU

ALT

APPROX

AR

ARCH

BC

BF

BLDG

BM

BO

BOD

BOT

BRDG

BRG

BTWN

C

CANTIL

CFSF

CG

CIP

CJ

CJP

CL

CMU

COL

CONC

CONN

CONSTR

CONT

COORD

COV

CPRS

CTRS

db

DBA

DCW

DET

DIA

DIM

DWA

DWG

EA

EF

EJ

EL

ELEV

EMBED

ENGR

EQ

EQUIP

EQUIV

EW

EXIST

EXP

EXT

FAB

f'c f'm

FD

FDTN

FF

FIN

FLR

FS

FTG

FUT

FV

Fy

GA

GALV

GEN

GR

H

HGR

HORIZ

HSA

HSS

ID

INFO

INT

JT

K

KSF

KSI

LBS

Ld

LLBB

AT

AND

NUMBER

ROUND, DIAMETER

ADDITIONAL

ARCHITECTURAL EXPOSED

STRUCTURAL STEEL

ABOVE FINISHED FLOOR

ANCHOR

AIR HANDLING UNIT

ALTERNATE

APPROXIMATE

ANCHOR ROD

ARCHITECTURAL

BOTTOM OF COLUMN

BRACED FRAME

BUILDING

BEAM

BOTTOM OF

BOTTOM OF DECK

BOTTOM

BRIDGING

BEARING

BETWEEN

CAMBER

CANTILEVER

COLD-FORMED STEEL FRAMING

CENTER OF GRAVITY

CAST-IN-PLACE

CONSTRUCTION/CONTROL JOINT

COMPLETE JOINT PENETRATION

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATE

COVER

COMPRESSIBLE

CENTERS

BAR DIAMETER

DEFORMED BAR ANCHOR

DEMAND CRITICAL WELD

DETAIL

DIAMETER

DIMENSION

DEFORMED WIRE ANCHOR

DRAWING

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELEVATOR

EMBEDMENT, EMBEDDED

ENGINEER

EQUAL

EQUIPMENT

EQUIVALENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FABRICATE

28 DAY CONCRETE STRENGTH

28 DAY MASONRY STRENGTH

FLOOR DRAIN

FOUNDATION

FAR FACE

FINISH(ED)

FLOOR

FAR SIDE

FOOTING

FUTURE

FIELD VERIFY

YIELD STRENGTH

GAGE, GAUGE

GALVANIZE(D)

GENERAL

GRADE

HORIZONTAL REACTION

HANGER

HORIZONTAL

HEADED STUD ANCHOR

HOLLOW STRUCTURAL SECTION

INSIDE DIAMETER

INFORMATION

INTERIOR

JOINT

KIPS (1000 LBS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

POUNDS

DEVELOPMENT LENGTH

LONG LEG BACK TO BACK

LLH

LLV

LONG

LSH

LSLP

LSLT

LSV

LWC

M

MAS

MAX

MC

MECH

MEZZ

MFR

MH

MIN

MISC

MTL

NF

NIC

NS

NTS

NWC

OC

OD

OPH

OPNG

OPP

OVS

P

PAF

PAR

PCC

PCF

PCY

PERP

PL

PLF

PJP

PRELIM

PROP

PSF

PSI

PT

QTY

R

RAD

REF

REINF

REM

REQD

REV

RS

RTU

SC

SCHED

SDS

SECT

SHT

SIM

SLBB

SLRS

SOG

SPA

SPEC

SPRT

SQ

SS

SSLP

SSLT

STD

STIF

STIR

STL

STRUCT

SW

SYMM

T

TC

THD

TO

TOC

TOM

TOS

TRANS

TYP

UNO

VERT

WF

WP

WS

WT

WWR

XS

XXS

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG-SLOTTED HOLE PARALLEL

LONG-SLOTTED HOLE TRANSVERSE

LONG SIDE VERTICAL

LIGHTWEIGHT CONCRETE

MOMENT

MASONRY

MAXIMUM

MOMENT CONNECTION

MECHANICAL

MEZZANINE

MANUFACTURER

HORIZONTAL MOMENT

MINIMUM

MISCELLANEOUS

METAL

NEAR FACE

NOT IN CONTRACT

NEAR SIDE

NOT TO SCALE

NORMALWEIGHT CONCRETE

ON CENTER

OUTSIDE DIAMETER

OPPOSITE HAND

OPENING

OPPOSITE

OVERSIZED HOLE

AXIAL LOAD

POWDER ACTUATED FASTENER

PARALLEL

PRECAST CONCRETE

POUNDS PER CUBIC FOOT

POUNDS PER CUBIC YARD

PERPENDICULAR

PLATE

POUNDS PER LINEAR FOOT

PARTIAL JOINT PENETRATION

PRELIMINARY

PROPERTY

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION(ED)

QUANTITY

REACTION

RADIUS

REFERENCE

REINFORCEMENT

REMAINDER

REQUIRED

REVISION

ROCK SOCKET

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE(D)

SELF-DRILLING SCREW

SECTION

SHEET

SIMILAR

SHORT LEG BACK TO BACK

SEISMIC LOAD RESISTING SYSTEM

SLAB-ON-GRADE

SPACING

SPECIFICATION

SUPPORT

SQUARE

STAINLESS STEEL

SHORT-SLOTTED HOLE PARALLEL

SHORT-SLOTTED HOLE TRANSVERSE

STANDARD

STIFFENER

STIRRUP

STEEL

STRUCTURE, STRUCTURAL

SHEAR WALL

SYMMETRIC, SYMMETRICAL

TORSION

TOP OF COLUMN

THREADED

TOP OF

TOP OF CONCRETE

TOP OF MASONRY

TOP OF STEEL, TOP OF SLAB

TRANSVERSE

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

WALL FOOTING

WORK POINT

WATERSTOP

WEIGHT

WELDED WIRE REINFORCEMENT

EXTRA STRONG

DOUBLE EXTRA STRONG

THE FOLLOWING ABBREVIATIONS MAY BE USED IN THE DRAWINGS:

THE FOLLOWING STRUCTURAL ANNOTATIONS MAY APPEAR ON THE FOUNDATION

PLANS:

F7.0 C12 +640'-0"

SPREAD, STRIP, OR COMBINED FOOTING MARK

P2 C12 +640'-0" ~600'-0"

20'-0" RS

1200K

PIER MARK

COLUMN MARK (IF PROVIDED)

TOP OF PIER ELEVATION (IF PROVIDED)

ESTIMATED PIER TIP ELEVATION (IF PROVIDED)

REQUIRED ROCK SOCKET (IF PROVIDED)

COLUMN UNFACTORED REACTION IN KIPS (IF PROVIDED)

WF5.0 WALL FOOTING MARK

STEP IN

FOOTING

TOP OF FOOTING ELEVATION (IF PROVIDED)

COLUMN MARK (IF PROVIDED)

MW2 WALL MARK (IF PROVIDED)

ALL STEPS WILL BE NOTED

Tx

#4x20'-0" BOTTOM

BARS @12"

4-#4x5'-0" TOP

REINFORCING STEEL NOTED IN PLAN SHALL BE

LOCATED ACCORDING TO PLAN NOTES, TYPICAL

VIEWS, AND SCHEDULES. HOOKS ARE INDICATED IN

PLAN WHERE REQUIRED FOR NON-SCHEDULED

REINFORCING STEEL. WHERE HOOKS ARE SHOWN,

LENGTHS PROVIDED DO NOT INCLUDE HOOK.

A SINGLE ARROWED LINE INDICATES THE EXTENT

OVER WHICH THE REINFORCING STEEL IS TO BE

DISTRIBUTED WITH AN EQUAL SPACING BETWEEN

BARS.

A DOUBLE ARROWED LINE INDICATES THAT THE

REINFORCING STEEL IS TO BE PROVIDED IN EACH

DIRECTION UNTIL ONE OF THE FOLLOWING OCCURS:

1. AN EDGE OF SLAB

2. A SIGNIFICANT CHANGE IN THE SLAB

GEOMETRY

3. OTHER REINFORCING STEEL OF A SIMILAR

NATURE IS SHOWN

SW3

SHEAR WALL

DESIGNATION

OPENING IN WALL

BM4 <-1'-0">

COLUMN MARK (IF PROVIDED)

HEADED SHEAR STUD REINFORCEMENT

MARK (IF PROVIDED)

BEAM MARK

TOP OF CONCRETE BEAM ELEVATION

RELATIVE TO TYPICAL TOP OF

CONCRETE ELEVATION. A POSITIVE

VALUE INDICATES THE CONCRETE

BEAM IS ABOVE THE TYPICAL

ELEVATION.

C4

SR8

THE FOLLOWING STRUCTURAL ANNOTATIONS MAY APPEAR ON THE CONCRETE

FRAMING PLANS

REFERENCE LINE OR OBJECT WHERE

REINFORCING STOPS

THE FOLLOWING STRUCTURAL ANNOTATIONS MAY APPEAR ON THE STEEL FRAMING

PLANS. ALL LOADS INDICATED ARE FACTORED:

W16x26 C=1.25

(18)

TOP OF STEEL ELEVATION RELATIVE

TO TYPICAL TOP OF STEEL

ELEVATION. A POSITIVE VALUE

INDICATES THE STEEL BEAM IS

ABOVE THE TYPICAL ELEVATION.

BRACED FRAME DESIGNATION

BRACES CONTINUING ABOVE

ARE INDICATED BY HIDDEN

LINES ABOVE BEAM

BRACES CONTINUING BELOW

ARE INDICATED BY HIDDEN

LINES BELOW BEAM

BRACED FRAME BF-1

THE FOLLOWING DIAGRAM PROVIDES INFORMATION REGARDING THE ORIENTATION OF THE

REACTIONS PROVIDED. THE DIAGRAM BELOW APPLIES TO ALL NON-SLOPING MEMBERS

REGARDLESS OF THE INDIVIDUAL MEMBER ORIENTATION (FOR EXAMPLE, AN HSS ORIENTED

LONG-SIDE HORIZONTAL). REFER TO DETAILS FOR ADDITIONAL INFORMATION ON LOADING

OF SLOPED MEMBERS.

FOR ALL LOADING, REACTIONS ARE TO BE APPLIED AT THE CENTERLINE OF THE MEMBER AT

THE WORK POINT, UNLESS NOTED OTHERWISE. IF ONLY A SINGLE VALUE IS SHOWN, THE

LOAD SHALL BE ASSUMED TO ACT IN BOTH DIRECTIONS WITH EQUAL MAGNITUDE. FOR

AXIAL LOAD REACTIONS, A POSITIVE VALUE INDICATES TENSION. FOR VERTICAL

MOMENTS, A POSITIVE VALUE WILL CAUSE COMPRESSION IN THE TOP OF THE BEAM AND

TENSION IN THE BOTTOM.

VERTICAL AXIS

BEAM

HORIZONTAL MOMENT REACTION (MH)

OCCURS ABOUT VERTICAL AXIS

VERTICAL MOMENT REACTION (M)

VERTICAL SHEAR REACTION (R)

OCCURS ALONG VERTICAL AXIS

AXIAL REACTION (P) ALONG MEMBER

BEAM

HORIZONTAL SHEAR

REACTION (H)

TORSION

REACTION (T)

SECTION ELEVATION

COLUMN SIZE OR MARK (IF PROVIDED)

BASE PLATE MARK (IF PROVIDED)

W14x90

BP3

SLOPE EDGE

A

S-302

DETAIL

NUMBER OR

LETTER

SHEET NUMBER

ALUMINUM CAST-IN-PLACE

CONCRETE

EARTH EARTH

(UNDISTURBED)

EXISTING

CONSTRUCTION

GRAVEL GROUT

MASONRY STEEL

MATERIAL IDENTIFICATION SYMBOLS

SYMBOLIC LINEWORK

VIEW REFERENCE SYMBOLS

UNIVERSAL SYMBOLS

STRUCTURAL ELEMENTS TAGSPLAN SYMBOLS FOUNDATION ANNOTATION STYLES STEEL ANNOTATION STYLES

ABBREVIATIONS

CONCRETE ANNOTATION STYLES

W16x26 C=1.25

P160/-100 R30 H15

BEAM SIZE

BEAM CAMBER

LEFT END VERTICAL SHEAR

REACTION (IN KIPS)

RIGHT END VERTICAL SHEAR

REACTION (IN KIPS)

W16x26 C=1.25

(18)

NUMBER OF SHEAR

STUDS AT UNIFORM

SPACING

(8) (5) (10) (5)

ALTERNATE SHEAR STUD

CALLOUT FOR NON-

UNIFORM SPACING

AXIAL LOAD REACTION (IN KIPS)

VERTICAL SHEAR REACTION

(IN KIPS)

HORIZONTAL SHEAR REACTION

(IN KIPS)

VERTICAL MOMENT REACTION

(IN KIP-FEET)

HORIZONTAL MOMENT REACTION

(IN KIP-FEET)

TORSION REACTION (IN KIP-FEET)

M260/-150

MH100

T30

W16x26 C=1.25

(18)

R25

NON-COMPOSITE BEAM

COMPOSITE BEAM

R25 R30

R25 R30

BEAM SIZE

BEAM CAMBER

LEFT END VERTICAL SHEAR

REACTION (IN KIPS)

RIGHT END VERTICAL SHEAR

REACTION (IN KIPS)

R25 R30W16x26 C=1.25

ADDITIONAL INFORMATION MAY BE SPECIFIED ON STEEL BEAMS FOR THE PURPOSES

OF DELEGATED CONNECTION DESIGN. IN THOSE CASES, FORCES AND MOMENTS WILL

BE PROVIDED AS APPROPRIATE AT THE ENDS OF THE BEAMS AS INDICATED BELOW.

R25 R30

<+2 1/2>

CENTERLINE SYMBOL

PLAN MATCHLINE SYMBOL

NON-STRUCTURAL LINE SYMBOL

WELDED WIRE REINFORCEMENT

SYMBOL

STEEL JOIST LINE SYMBOL

OPENING LINE SYMBOL

TM

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A

D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

PROJECT NUMBER: SIGQ212911.14

03/18/2022 90% DOCUMENTS

WILDLIFE BARN

SHEET NAME

DESCRIPTION

04/13/2022 100% DOCUMENTS2

JUSTIN STOLZE, P.E.

PE 130920

NOT FOR CONSTRUCTION

NOT FOR PERMIT

TA

TA

SYMBOLS AND

ANNOTATIONS S-002

1 2 3 4 5 6

A

D

S-201

S-201

G B x

20'-10" 20'-10" 20'-10" 20'-10" 20'-10"

/2

/2

S -2

S

-2

CROSS-BRACING ASSUMED

IN BAY, TO BE DESIGNED

AND CONFIRMED BY PRE-

ENGINEERED METAL

BUILDING MANUFACTURER

F5 F5 F7 F7 F5 F5 F5

F5 F5 F7

F7 F5 F5 F5 CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

CE24x24

WF18x18 TYP, CENTER

UNDER PRE-

FABRICATED PEN

STRUCTURE

TOF: -0'-6" UNO

PRE-FABRICATED

STRUCTURE AND

ANCHORAGE BY

MANUFACTURER

WIDEN GRADE BEAM AS

SHOWN FOR PEN WALL

SUPPORTS

PRE-FABRICATED

PEN STRUCTURE BY

OTHERS

PRE-FABRICATED

PEN STRUCTURE BY

OTHERS

G B x

G B x

G B x

G B x

G B x

G B x

GB20x20

GB20x20

WF18x18 TYP, CENTER

UNDER PRE-FABRICATED

PEN STRUCTURE

TOF: -0'-6" UNO

C E

N T

E R

E D

O N

C O

L U

M N

T

Y P

F O

U N

D A

T

IO

N A

N D

E N

C A

S E

M E

N T

S-302

TYP

S-302

TYP

S-302

TYP

CROSS-BRACING ASSUMED

IN BAY, TO BE DESIGNED

AND CONFIRMED BY PRE-

ENGINEERED METAL

BUILDING MANUFACTURER

TYPICAL PERIMETER

FENCING TO BE SELF

SUPPORTED FROM GRADE,

BY OTHERS, 80% MINIMUM

OPENNESS

HSS TRELLIS POSTS, REFER

TO TRELLIS PLAN, PROVIDE

4" THICK UNREINFORCED

CONCRETE ENCASEMENT

BLOW GRADE TO PROTECT

STEEL AND BASEPLATE, TYP

REVOLVING DOOR

SUPPORT BY PEN

MANUFACTURER, BRACE

TO PEN STRUCTURE

MAXIMUM LOADING CONSIDERED FOR TYPICAL BRACED BAY FOUNDATION DESIGN:

GRAVITY: 140 KIP FACTORED LRFD, 74 KIP SERVICE ASD

UPLIFT: 30 KIP FACTORED LRFD, 17 KIP SERVICE ASD

LATERAL: 18 KIP FACTORED (SHORT), 8 KIP FACTORED (LONG)

MAXIMUM LOADING CONSIDERED

FOR TYPICAL FOUNDATION DESIGN:

GRAVITY: 50 KIP FACTORED LRFD, 35 KIP SERVICE ASD

UPLIFT: 18 KIP FACTORED LRFD, 11 KIP SERVICE ASD

LATERAL: 18 KIP FACTORED (SHORT)

WF18x18

WF18x18

B

C

T Y

P

T O

F -2

T O

F -2

T O

F -2

T O

F -2

T O

F -2

T O

F -2

T O

F -2

TOF: -2'-0"

TOF: -2'-0"

TOF: -2'-0" TOF: -2'-0" TOF: -2'-0" TOF: -2'-0" TOF: -2'-0" TOF: -2'-0" TOF: -2'-0"

TOF: -2'-0"TOF: -2'-0"TOF: -2'-0"TOF: -2'-0"

TOF: -2'-0"

TOF: -2'-0"TOF: -2'-0"

S-302

TYP

T Y

P

"1'-0"

ENLARGE GRADE BEAM BELOW

TRELLIS POST AS SHOWN

1 2 3 4 5 6

S-201

S-201

HSS6x6x1/4 BEAM, TYP

TOP OF STEEL = 10'-0"

HSS6x6x1/4 COLUMN REFER

TO ARCH FOR FINAL HSS POST

LOCATIONS, TYP

UTILITY ATTACHMENT TO TRELLIS

BY OTHERS, REFER TO MEP

B

C

4'-8" 9'-9" 6'-5"7'-2" 13'-8"9'-8" 11'-2"8'-0" 4'-3" 8'-7"11'-8" 9'-2"16'-5" 4'-5"

S-302

TYP

P E

R A

R C

H M

A X

GC TO COORDINATE PEN AROUND

TRELLIS POST IN PEN WALL WITH

PEN MANUFACTURER, TYP

TM

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A

D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

PROJECT NUMBER: SIGQ212911.14

03/18/2022 90% DOCUMENTS

WILDLIFE BARN

SHEET NAME

DESCRIPTION

04/13/2022 100% DOCUMENTS2

JUSTIN STOLZE, P.E.

PE 130920

NOT FOR CONSTRUCTION

NOT FOR PERMIT

TA

TA

CONSTRUCTION PLAN -

FOUNDATION AND TRELLIS S-101

1/8" = 1'-0"1

CONSTRUCTION PLAN - FOUNDATION

1/8" = 1'-0"2

CONSTRUCTION PLAN - TRELLIS

0'-0"

LEVEL 01

16'-0"

LEVEL 02

A D

-2'-0"

FOUNDATION

19'-10 1/2" 10'-0" 20'-1 1/2"

PRE-ENGINEERED METAL

BUILDING STRUCTURE BY

MANUFACTURER

PRE-ENGINEERED PEN

STRUCTURE BY OTHERS

WALL ENCLOSURE, REFER

TO ELEVATIONS FOR MAX

EXTENTS

ROOFING

10'-0"

TRELLIS TOS

HSS TRELLIS STRUCTURE

FOR MEP SUPPORT

B C

A D

50'-0"

/4

M A

X

B C

0'-0"

LEVEL 01

16'-0"

LEVEL 02

1 2 3 4 5 6

-2'-0"

FOUNDATION

20'-10"20'-10"20'-10"20'-10"20'-10"

10'-0"

TRELLIS TOS

0'-0"

LEVEL 01

16'-0"

LEVEL 02

123456

-2'-0"

FOUNDATION

20'-10" 20'-10" 20'-10" 20'-10" 20'-10"

10'-0"

TRELLIS TOS

AD

50'-0"

BC

TM

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A

D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

1465 NORTHSIDE DRIVE, SUITE 220B

ATLANTA, GEORGIA 30318

P: 706-248-7165 www. .com

PROJECT NUMBER: SIGQ212911.14

03/18/2022 90% DOCUMENTS

WILDLIFE BARN

SHEET NAME

DESCRIPTION

04/13/2022 100% DOCUMENTS2

JUSTIN STOLZE, P.E.

PE 130920

NOT FOR CONSTRUCTION

NOT FOR PERMIT

TA

TA

ELEVATIONS AND

SECTIONS S-201

1/8" = 1'-0"10

BUILDING SECTION - TYPICAL INTERIOR MOMENT FRAME

1/8" = 1'-0"3

WEST BUILDING ELEVATION

1/8" = 1'-0"8

SOUTH FRAMING ELEVATION

1/8" = 1'-0"15

NORTH FRAMING ELEVATION

1/8" = 1'-0"5

EAST BUILDING ELEVATION

AND ASSOCIATES, INC.

© COPYRIGHT WALTER P. MOORE

03200-GN-COVER-01

NOTES:

1. CONCRETE PROFILES AND REINFORCING STEEL CONFIGURATIONS ARE SCHEMATIC AND

ARE PROVIDED FOR ESTABLISHING TYPICAL CLEAR CONCRETE COVERS ONLY. REFER

TO STRUCTURAL PLANS AND DETAILS FOR ALL OTHER INFORMATION.

2. ALL COVERS SHOWN ARE CLEAR FROM THE OUTERMOST SURFACE OF REINFORCING

STEEL TO THE CLOSEST OUTER SURFACE OF THE CONCRETE, INCLUDING REVEALS,

DRIP GROOVES, OR RUSTICATIONS.

3. WHERE COVERS ARE DIFFERENT AS A FUNCTION OF BAR SIZE, DETAILER SHALL ADJUST

LOCATION OF TRANSVERSE REINFORCING STEEL AS REQUIRED SUCH THAT CLEAR

COVERS ARE MET FOR BOTH TRANSVERSE AND LONGITUDINAL STEEL.

4. C0, C1, AND C2 REFER TO THE CORROSION EXPOSURE CLASS OF THE CONCRETE

ELEMENT. REFER TO THE CLASSES OF CONCRETE MATRIX AND GENERAL NOTES FOR

ADDITIONAL INFORMATION.

AND ASSOCIATES, INC.

© COPYRIGHT WALTER P. MOORE

03200-FN-COVER-14A

NOTES:

1. REFER TO "NOTES FOR TYPICAL CLEAR CONCRETE COVER

FOR REINFORCING STEEL" FOR ADDITIONAL INFORMATION.

2 1/2" TOP

3" EARTH-FORMED

SIDES/ENDS

3" BOTTOM

2 1/2" BOARD-FORMED

SIDES/ENDS

AND ASSOCIATES, INC.

© COPYRIGHT WALTER P. MOORE

03200-FN-COVER-16A

NOTES:

1. REFER TO "NOTES FOR TYPICAL CLEAR CONCRETE COVER

FOR REINFORCING STEEL" FOR ADDITIONAL INFORMATION.

2" SIDES/ENDS

EACH FACE

2" TOP

WALL HORIZONTAL BAR

TENSION DEVELOPMENT AND LAP SPLICE LENGTHS

GRADE 60 REINFORCEMENT, NORMALWEIGHT CONCRETE

BAR

SIZE

LAP

CLASS

f'c = 3000 PSI f'c = 4000 PSI f'c = 5000 PSI f'c = 6000 PSI f'c = 7000 PSI f'c = 8000 PSI

#3 A

B

#4 A

B

#5 A

B

#6 A

B

#7 A

B

#8 A

B

#9 A

B

#10 A

B

#11 A

B

NOTES:

1. ALL SPLICE LENGTHS ARE IN INCHES.

2. THIS TABLE SHALL BE USED FOR WALL HORIZONTAL

BARS ONLY. REFER TO OTHER DEVELOPMENT

LENGTH TABLES FOR WALL VERTICAL BARS AND

OTHER MEMBERS.

3. THE TENSION DEVELOPMENT LENGTH (Ld) IS EQUAL

TO THE SCHEDULED "CLASS A" LAP SPLICE LENGTH.

4. FOR EPOXY-COATED BARS, MULTIPLY THE

TABULATED SPLICE LENGTHS BY 1.3.

5. WHEN LAP SPLICING BARS OF DIFFERENT SIZES,

THE LAP LENGTH IS DETERMINED BY THE SMALLER

BAR BUT MAY NOT BE LESS THAN THE "CLASS A"

SPLICE LENGTH OF THE LARGER BAR.

6. FOR CONCRETE STRENGTHS IN BETWEEN THOSE

TABULATED HERE, USE DEVELOPMENT AND LAP

SPLICE LENGTHS OF LOWER CONCRETE STRENGTH.

AND ASSOCIATES, INC.

© COPYRIGHT WALTER P. MOORE

00860-WL-DELSP-01

BAR

SIZE

LAP

CLASS

f'c = 3000 PSI f'c = 4000 PSI f'c = 5000 PSI f'c = 6000 PSI f'c = 7000 PSI f'c = 8000 PSI

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

CATEGORY

#5

#6

#7

#8

#9

#10

#11

A

B

A

B

A

B

A

B

A

B

A

B

A

B

WALL VERTICAL BAR TENSION DEVELOPMENT AND LAP SPLICE LENGTHS

GRADE 60 REINFORCEMENT, NORMALWEIGHT CONCRETE

NOTES:

1. ALL SPLICE LENGTHS ARE IN INCHES.

2. THIS TABLE SHALL BE USED FOR WALL VERTICAL

BARS ONLY. REFER TO OTHER…