Clendenin Bulletin 2_Combined Set.pdf

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AutoCAD SHX Text N04%%d00'57"E

AutoCAD SHX Text 584.39'

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BOUNDARY PLAT LIMITS

PROJECT

DRAWN BY

CHECKED BY

SHEET TITLE:

OWNER:

PROJECT:

ARCHITECT:

101 MARIETTA STREET NW

SUITE 2600

ATLANTA, GA 30303

404-577-0370 (O)

All reproduction & intellectual property rights reserved © 2024 The Epsten Group, Inc., A Salas O'Brien Company

DO NOT SCALE DIMENSIONS FROM

DRAWINGS SITE VERIFY ALL DIMENSIONS

PRIOR TO CONSTRUCTION REPORT ALL

DISCREPANCIES TO ARCHITECT IMMEDIATELY

THIS DRAWING IS TO BE READ IN

CONJUNCTION WITH ALL RELEVANT

DOCUMENTS AND DRAWINGS.

KENNESAW STATE

UNIVERSITY

KENNESAW STATE

UNIVERSITY CLENDENIN

BUILDING, BUILDING

ENCLOSURE REPAIRS

275 KENNESAW STATE

UNIVERSITY RD,

KENNESAW, GA 30144

KSUCLB2 2024-01462-00

B U

L L

E T

I N

ISSUANCE SCHEDULE

REV. # DATE DESCRIPTION

EPSTEN GROUP, A SALAS O'BRIEN COMPANY

SHEET NUMBER:

KEY PLAN

PLAN

NORTH

TRUE

NORTH

BBJ

HCJ

BULLETIN #0109/12/2024

S-100

STRUCTURAL

SCHEDULE

OF SPECIAL

INSPECTIONS

STRUCTURAL ENGINEER:

3411 PIERCE DRIVE

CHAMBLEE, GA 30341

678.664.8051 (O)

SHEAR STRUCTURAL

BULLETIN #0212/12/20243

BULLETIN #0212/19/20244

BRICK FACE ON SOUTH ELEVATION

OUTLINE OF RIBBON WINDOW

NEW CONTINUOUS LINTEL AND/OR SHELF

ANGLE ABOVE WINDOW FOR BRICK

SUPPORT, SEE 2/S-200 FOR DETAILS

NEW CONTINUOUS SHELF ANGLE

AT 3RD FLOOR LEVEL FOR BRICK

SUPPORT, SEE 4/S-200 FOR DETAILS

NEW SHELF ANGLE FOR WINDOW

SUPPORT, SEE 3/S-200 FOR DETAILS

NEW HSS6x4x

POST FOR LINTEL AND

SHELF ANGLE SUPPORT, SEE 5/S-200

FOR DETAILS

E X

I S

T I N

G

C

O N

C R

E T

E

C

O L U

M N

NOTE: SEE ARCHITECTURAL FOR

ADDITIONAL INFORMATION,

ALL DIMENSIONS TO BE FIELD

VERIFIED (FV).

BACKUP WALL FACE ON SOUTH

ELEVATION

EXISTING CONCRETE ROOF BEAM

EXISTING CONCRETE 3RD FLOOR BEAM

"x5"x0'-7" (LLH)

BENT PLATE

HSS6x6x

"x5"x0'-7" (LLH)

BENT PLATE

CONT L6x6x

CONT BENT PLATE

"x6"x0'-7" (LLH)

E X

I S

T I N

G

C

O N

C R

E T

E

C

O L U

M N

"x5"x0'-7" (LLH)

BENT PLATE

"x5"x0'-7" (LLH)

BENT PLATE

HSS6x6x

"x5"x0'-7" (LLH)

BENT PLATE

HSS6x6x

"x5"x0'-7" (LLH)

BENT PLATE

"x5"x0'-7" (LLH)

BENT PLATE

HSS6x6x

"x5"x0'-7" (LLH)

BENT PLATE

PROJECT

DRAWN BY

CHECKED BY

SHEET TITLE:

OWNER:

PROJECT:

ARCHITECT:

101 MARIETTA STREET NW

SUITE 2600

ATLANTA, GA 30303

404-577-0370 (O)

All reproduction & intellectual property rights reserved © 2024 The Epsten Group, Inc., A Salas O'Brien Company

DO NOT SCALE DIMENSIONS FROM

DRAWINGS SITE VERIFY ALL DIMENSIONS

PRIOR TO CONSTRUCTION REPORT ALL

DISCREPANCIES TO ARCHITECT IMMEDIATELY

THIS DRAWING IS TO BE READ IN

CONJUNCTION WITH ALL RELEVANT

DOCUMENTS AND DRAWINGS.

KENNESAW STATE

UNIVERSITY

KENNESAW STATE

UNIVERSITY CLENDENIN

BUILDING, BUILDING

ENCLOSURE REPAIRS

275 KENNESAW STATE

UNIVERSITY RD,

KENNESAW, GA 30144

KSUCLB2 2024-01462-00

B U

L L

E T

ISSUANCE SCHEDULE

REV. # DATE DESCRIPTION

EPSTEN GROUP, A SALAS O'BRIEN COMPANY

SHEET NUMBER:

KEY PLAN

PLAN

NORTH

TRUE

NORTH

BBJ

HCJ

S-200

PARTIAL

STRUCTURAL

ELEVATION,

DETAILS AND

NOTES

STRUCTURAL ENGINEER:

3411 PIERCE DRIVE

CHAMBLEE, GA 30341

678.664.8051 (O)

SHEAR STRUCTURAL

BULLETIN #0109/12/2024

BULLETIN #0212/12/20243

BULLETIN #0212/19/20244

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ESTCODE

AutoCAD SHX Text 43'-10" (1104.70')

AutoCAD SHX Text

L.P. @ ROOF LEVEL

AutoCAD SHX Text A.5

AutoCAD SHX Text B.4

AutoCAD SHX Text 32'-0" (1092.87')

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THIRD LEVEL

AutoCAD SHX Text 45'-6" (1106.37')

AutoCAD SHX Text

H.P. @ ROOF LEVEL

AutoCAD SHX Text 47'-8" (1108.54')

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T/O PARAPET

AutoCAD SHX Text A

AutoCAD SHX Text B

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TYP

AutoCAD SHX Text 1/4

AutoCAD SHX Text 2-12

AutoCAD SHX Text HSS6x6x + BENT PLATE 14 + BENT PLATE 38"x5"x0'-7" (LLH) BRICK SUPPORT LINTEL CONT OVER WINDOW

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CFS STUD WALL, SEE ARCH FOR DETAILS

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FACE BRICK, SEE ARCH FOR DETAILS

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SECTION AT NEW BRICK SUPPORT LINTEL

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CONNECTION OF BRICK SUPPORT LINTEL TO SIDE OF EXISTING CONCRETE COLUMN

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EXIST CONCRETE COLUMN (FV)

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CONNECTION OF BRICK SUPPORT LINTEL TO SIDE OF EXISTING CONCRETE SHEAR WALL

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TYP

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EXIST CONCRETE SHEAR WALL (FV)

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TYP

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ESTCODE

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FACE BRICK, SEE ARCH FOR DETAILS

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CONNECTION OF BRICK SUPPORT LINTEL TO FACE OF EXISTING CONCRETE COLUMN

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CONNECTION OF BRICK SUPPORT LINTEL TO FACE OF EXISTING CONCRETE SHEAR WALL

AutoCAD SHX Text 12"x6"x1'-0" PLATE W/ (2) " DIA x 3 " LONG 38" DIA x 3 " LONG 12" LONG LONG HILTI KH-EZ SCREW ANCHORS TO SIDE OF EXIST CONC COLUMN (2.125" NOM EMBED)

AutoCAD SHX Text 12"x6"x1'-0" PLATE W/ (2) " DIA x 3 LONG 38" DIA x 3 LONG 12" LONG HILTI KH-EZ SCREW ANCHORS TO SIDE OF EXIST CONC COLUMN (2.125" NOM EMBED)

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EXIST CONCRETE COLUMN (FV)

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(2) " DIA x 3 LONG 38" DIA x 3 LONG 12" LONG HILTI KH-EZ SCREW ANCHORS @ 12" OC TO FACE OF EXIST CONC COLUMN (2.125" NOM EMBED, 3" MIN EDGE DIST) MIN (4) SCREWS PER COLUMN

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EXIST CONCRETE SHEAR WALL (FV)

AutoCAD SHX Text NOTES: 1. SCAN EXISTING CONCRETE STRUCTURE PRIOR TO DRILLING HOLES FOR POST INSTALLED ANCHORS. CARE SHALL BE TAKEN NOT TO DAMAGE EXISTING REINFORCING. 2. INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.

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ESTCODE

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FACE BRICK, SEE ARCH FOR DETAILS

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CONNECTION OF WINDOW SUPPORT ANGLE TO FACE OF EXISTING CONCRETE COLUMN

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CONNECTION OF WINDOW SUPPORT ANGLE TO FACE OF EXISTING CONCRETE SHEAR WALL

AutoCAD SHX Text L6x6x 38WINDOW SUPPORT ANGLE CONT BELOW WINDOW W/ (2) " DIA x 3 " LONG 38" DIA x 3 " LONG 12" LONG HILTI KH-EZ SCREW ANCHORS @ 12" OC TO FACE OF EXIST CONC COLUMN (2.125" NOM EMBED. 3" MIN EDGE DIST) MIN (4) SCREWS PER COLUMN

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EXIST CONCRETE COLUMN (FV)

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EXIST CONCRETE SHEAR WALL (FV)

AutoCAD SHX Text NOTES: 1. SCAN EXISTING CONCRETE STRUCTURE PRIOR TO DRILLING HOLES FOR POST INSTALLED ANCHORS. CARE SHALL BE TAKEN NOT TO DAMAGE EXISTING REINFORCING. 2. INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.

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WINDOW, SEE ARCH

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ESTCODE

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WINDOW, SEE ARCH

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CONNECTION OF BRICK SUPPORT ANGLE TO FACE OF EXISTING 3RD FLOOR CONCRETE BEAM

AutoCAD SHX Text NOTES: 1. SCAN EXISTING CONCRETE STRUCTURE PRIOR TO DRILLING HOLES FOR POST INSTALLED ANCHORS. CARE SHALL BE TAKEN NOT TO DAMAGE EXISTING REINFORCING. 2. INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDATIONS. 3. PROVIDE "(MAX)x7"x7" SHIM PLATE AS REQUIRED TO 34"(MAX)x7"x7" SHIM PLATE AS REQUIRED TO MAINTAIN 1" DIMENSION FROM TOE OF BENT PLATE TO OUTSIDE FACE OF BRICK (FV).

AutoCAD SHX Text L6x6x 38WINDOW SUPPORT ANGLE CONT BELOW WINDOW W/ (2) " DIA x 3 " LONG 38" DIA x 3 " LONG 12" LONG HILTI KH-EZ SCREW ANCHORS @ 12" OC TO FACE OF EXIST CONC SHEAR WALL (2.125" NOM EMBED. 3" MIN EDGE DIST) MIN (2) SCREWS AT EACH END OF SHEAR WALL AND/OR ANGLE

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EXIST 3RD FLOOR CONCRETE BEAM (FV)

AutoCAD SHX Text

MIN 4" TYP

AutoCAD SHX Text 1/4

AutoCAD SHX Text 1/4

AutoCAD SHX Text EXIST 8"x8" STRUCTURAL STEEL EMBED PLATE @ 4'-0" OC (FV)

AutoCAD SHX Text WHERE EXIST 8"x8" STRUCTURAL STEEL EMBED PLATE IS NOT PRESENT (FV) @ 4'-0" OC AND/OR AT ENDS OF ANGLE, PROVIDE (4) " DIA x 3 " LONG HILTI 38" DIA x 3 " LONG HILTI 12" LONG HILTI KH-EZ SCREW ANCHORS @ 4'-0" OC MAX TO FACE OF EXIST 3RD FLOOR CONC BEAM (2.125" NOM EMBED, 3" MIN EDGE DIST, 4" MIN SPACING BETWEEN ANCHORS)

AutoCAD SHX Text NEW BENT PLATE 38"x6"x0'-7" (LLH) BRICK SUPPORT ANGLE AT EXIST 3RD FLOOR CONCRETE BEAM

AutoCAD SHX Text EXIST 8"x8" STRUCTURAL STEEL EMBED PLATE @ 4'-0" OC (FV)

AutoCAD SHX Text NEW BENT PLATE 38"x6"x0'-7" (LLH) BRICK SUPPORT ANGLE AT EXIST 3RD FLOOR CONCRETE BEAM

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EXIST 3RD FLOOR CONCRETE BEAM (FV)

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MIN 4" TYP

AutoCAD SHX Text 1/4

AutoCAD SHX Text 1/4

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FACE BRICK, SEE ARCH FOR DETAILS

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FACE BRICK, SEE ARCH FOR DETAILS

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FACE BRICK, SEE ARCH FOR DETAILS

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FACE BRICK, SEE ARCH FOR DETAILS

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FACE BRICK, SEE ARCH FOR DETAILS

AutoCAD SHX Text NEW BENT PLATE 38"x6"x0'-7" (LLH) BRICK SUPPORT ANGLE AT EXIST 3RD FLOOR CONCRETE BEAM

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EXIST 3RD FLOOR CONCRETE BEAM (FV)

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FACE BRICK, SEE ARCH FOR DETAILS

AutoCAD SHX Text WHERE EXIST 8"x8" STRUCTURAL STEEL EMBED PLATE IS NOT PRESENT (FV) @ 4'-0" OC AND/OR AT ENDS OF ANGLE, PROVIDE (4) " DIA x 3 " LONG HILTI 38" DIA x 3 " LONG HILTI 12" LONG HILTI KH-EZ SCREW ANCHORS @ 4'-0" OC MAX TO FACE OF EXIST 3RD FLOOR CONC BEAM (2.125" NOM EMBED, 3" MIN EDGE DIST, 4" MIN SPACING BETWEEN ANCHORS)

AutoCAD SHX Text CONNECTION OF BRICK SUPPORT ANGLE TO FACE OF EXISTING 3RD FLOOR CONCRETE BEAM AT VERTICAL BRICK JOINT

AutoCAD SHX Text

EXIST 3RD FLOOR CONCRETE BEAM (FV)

AutoCAD SHX Text WHERE EXIST 8"x8" STRUCTURAL STEEL EMBED PLATE IS NOT PRESENT (FV) @ 4'-0" OC AND/OR AT ENDS OF ANGLE, PROVIDE (4) " DIA x 3 " LONG HILTI 38" DIA x 3 " LONG HILTI 12" LONG HILTI KH-EZ SCREW ANCHORS @ 4'-0" OC MAX TO FACE OF EXIST 3RD FLOOR CONC BEAM (2.125" NOM EMBED, 3" MIN EDGE DIST, 4" MIN SPACING BETWEEN ANCHORS)

AutoCAD SHX Text NEW BENT PLATE 38"x6"x0'-7" (LLH) BRICK SUPPORT ANGLE AT EXIST 3RD FLOOR CONCRETE BEAM

AutoCAD SHX Text

CL VERT BRICK JOINT

AutoCAD SHX Text HSS6x6x + BENT PLATE 14 + BENT PLATE 38"x5"x0'-7" (LLH) BRICK SUPPORT LINTEL CONT OVER WINDOW

AutoCAD SHX Text HSS6x6x + BENT PLATE 14 + BENT PLATE 38"x5"x0'-7" (LLH) BRICK SUPPORT LINTEL CONT OVER WINDOW

AutoCAD SHX Text BENT PLATE "x5"x0'-7" (LLH) 38"x5"x0'-7" (LLH) BRICK SUPPORT LINTEL CONT OVER WINDOW

AutoCAD SHX Text BENT PLATE "x5"x0'-7" (LLH) 38"x5"x0'-7" (LLH) BRICK SUPPORT LINTEL CONT OVER WINDOW

AutoCAD SHX Text

(2) " DIA x 3 LONG 38" DIA x 3 LONG 12" LONG HILTI KH-EZ SCREW ANCHORS @ 12" OC TO FACE OF EXIST CONC COLUMN (2.125" NOM EMBED, 3" MIN EDGE DIST) MIN (4) SCREWS PER COLUMN

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EXIST 3RD FLOOR CONCRETE BEAM (FV)

AutoCAD SHX Text

EXIST ROOF CONCRETE BEAM (FV)

AutoCAD SHX Text CONNECTION OF HSS6x4x1/4 POST TO EXISTING CONCRETE BEAMS

AutoCAD SHX Text NOTES: 1. SCAN EXISTING CONCRETE STRUCTURE PRIOR TO DRILLING HOLES FOR POST INSTALLED ANCHORS. CARE SHALL BE TAKEN NOT TO DAMAGE EXISTING REINFORCING. 2. INSTALL ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.

AutoCAD SHX Text NEW HSS6x4x POST W/ 14 POST W/ 38" CAP PLATE FOR NEW LINTEL AND SHELF ANGLE SUPPORT

AutoCAD SHX Text 12"x6"x0'-10" BASE PLATE W/(4) " DIA x 3 " EMBED 34" DIA x 3 " EMBED 14" EMBED HITLI KWIK BOLT TZ EXP ANCHORS

AutoCAD SHX Text

TYP

AutoCAD SHX Text 3/16

AutoCAD SHX Text

(1) " DIA x 3 " EMBED 34" DIA x 3 " EMBED 14" EMBED HITLI KWIK BOLT TZ EXP ANCHOR EACH ANGLE (TOTAL (2) ANCHORS)

AutoCAD SHX Text L6x4x x 6" LONG (LLV) 38 x 6" LONG (LLV) EACH SIDE OF POST W/ (2) " DIA THRU BOLTS IN 34" DIA THRU BOLTS IN VERTICVAL SLOTTED HOLES, HAND TIGHTEN BOLTS

AutoCAD SHX Text

TYP

AutoCAD SHX Text 3/16

AutoCAD SHX Text NEW HSS6x6x LINTEL W/ 14 LINTEL W/ SHELF ANGLE ABOVE WINDOW FOR BRICK SUPPORT

AutoCAD SHX Text

TYP

AutoCAD SHX Text 3/16

AutoCAD SHX Text NEW L6x6x SHELF ANGLE 38 SHELF ANGLE FOR WINDOW SUPPORT

AutoCAD SHX Text

AutoCAD SHX Text S-200

AutoCAD SHX Text

PARTIAL STRUCTURAL

AutoCAD SHX Text

EAST ELEVATION

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AutoCAD SHX Text S-200

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LINTEL AND/OR SHELF ANGLE ABOVE

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WINDOW FOR BRICK SUPPORT DETAILS

AutoCAD SHX Text

AutoCAD SHX Text S-200

AutoCAD SHX Text

SHELF ANGLE FOR WINDOW

AutoCAD SHX Text

SUPPORT DETAILS

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AutoCAD SHX Text S-200

AutoCAD SHX Text

SHELF ANGLE AT 3RD FLOOR

AutoCAD SHX Text

FOR BRICK SUPPORT DETAILS

AutoCAD SHX Text

AutoCAD SHX Text S-200

AutoCAD SHX Text

NEW POST FOR LINTEL AND

AutoCAD SHX Text

SHELF ANGLE SUPPORT DETAILS

AutoCAD SHX Text GENERAL 1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN PROFESSIONAL OF RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS. 2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DRAWINGS, BUT DO NOT INCLUDE CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DRAWINGS, BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR. 3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS SPECIFICALLY STATED OTHERWISE. 4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN. 5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE. 6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL DOCUMENTS. DESIGN CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SEE THE ARCHITECTURAL DRAWINGS. 7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY. 8. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL DRAWINGS IS CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL DRAWINGS IS CONSISTENT WITH THE ARCHITECTURAL REQUIREMENTS OF SUCH ITEMS. 9. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. 10. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR. 11. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS. 12. ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF STRUCTURAL ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED. 13. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE CONTRACTOR REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. 14. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE LOCATIONS ARE SPECIFICALLY DETAILED OTHERWISE. 15. STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF CURTAIN WALL / WINDOW WALL STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF CURTAIN WALL / WINDOW WALL SYSTEMS, COLD-FORMED STEEL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL E DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONSTRUCTION DOCUMENTS. 16. SUBMITTALS SUBMITTALS 16.1 SUBMITTALS BY THE CONTRACTOR ARE NOT A PART OF THE CONTRACT DOCUMENTS. PRIOR TO THE INITIAL SUBMITTALS BY THE CONTRACTOR ARE NOT A PART OF THE CONTRACT DOCUMENTS. PRIOR TO THE INITIAL SUBMITTAL, CONTRACTOR SHALL SUBMIT TO THE DESIGN PROFESSIONAL A SCHEDULE OF SUBMITTED INFORMATION. 16.2 SUBMITTALS SHALL BE ACCOMPANIED BY A TRANSMITTAL LETTER WITH THE FOLLOWING INFORMATION: SUBMITTALS SHALL BE ACCOMPANIED BY A TRANSMITTAL LETTER WITH THE FOLLOWING INFORMATION: PROJECT NAME CONTRACTOR'S NAME DATE SUBMITTED DESCRIPTION OF ITEMS SUBMITTED. IDENTIFY WORK AND PRODUCT BY SPECIFICATION SECTION NUMBER OF DRAWINGS AND OTHER PERTINENT DATA. 16.3 CONTRACTOR SHALL DIRECT SPECIFIC ATTENTION ON THE SUBMITTAL TO ANY DEVIATION FROM THE CONTRACT CONTRACTOR SHALL DIRECT SPECIFIC ATTENTION ON THE SUBMITTAL TO ANY DEVIATION FROM THE CONTRACT DOCUMENTS. CONTRACTOR SHALL STAMP AND SIGN EACH SHEET OF SHOP DRAWINGS AND PRODUCT DATA, AND SIGN OR INITIAL EACH SAMPLE TO CERTIFY COMPLIANCE WITH REQUIREMENTS OF CONTRACT DOCUMENTS. SUBMITTALS RECEIVED WITHOUT THE CONTRACTOR'S STAMP OF REVIEW WILL BE RETURNED TO THE CONTRACTOR FOR REVIEW AND RESUBMITTAL. 16.4 WORK REQUIRING SHOP DRAWINGS, WHETHER CALLED FOR BY THE CONTRACT DOCUMENTS OR REQUESTED WORK REQUIRING SHOP DRAWINGS, WHETHER CALLED FOR BY THE CONTRACT DOCUMENTS OR REQUESTED BY THE CONTRACTOR, SHALL NOT COMMENCE UNTIL THE SUBMISSION HAS BEEN REVIEWED BY THE DESIGN PROFESSIONAL. WORK MAY COMMENCE IF THE CONTRACTOR VERIFIES THE ACCURACY OF THE DESIGN PROFESSIONAL'S CORRECTIONS AND NOTATIONS AND COMPLIES WITH THEM WITHOUT EXCEPTION AND WITHOUT REQUESTING CHANGE IN CONTRACT SUM OR CONTRACT TIME AT COPY OF THE MARKED STRUCTURAL SHOP DRAWINGS WITH THE DESIGN PROFESSIONAL'S REVIEW STAMP IS TO BE MAINTAINED AT THE JOB SITE.

AutoCAD SHX Text CODE/DESIGN CRITERIA 1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING: STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING: INTERNATIONAL BUILDING CODE, 2018 EDITION WITH GA STATE AMENDMENTS MINIMUM DESIGN LOADS - ASCE 7-16 STRUCTURAL STEEL - STEEL CONSTRUCTION MANUAL, 15TH EDITION 2. GRAVITY LOADS GRAVITY LOADS 2.1 UNIFORM DEAD LOADS, IN ADDITION TO SELF WEIGHT OF STRUCTURE: UNIFORM DEAD LOADS, IN ADDITION TO SELF WEIGHT OF STRUCTURE: FACE BRICK 40 PSF 40 PSF 3. LATERAL WIND LOADS: LATERAL WIND LOADS: BASIC DESIGN WIND SPEED, Vult = 105 MPH, Vasd = 81.3 MPH RISK CATEGORY: II EXPOSURE B COMPONENTS & CLADDING WIND LOAD ON WALLS: 18.3 PSF 5. SPECIAL INSPECTIONS: SPECIAL INSPECTIONS: 5.1 THE STRUCTURAL TESTING/INSPECTION AGENCY, WILL PERFORM SPECIAL INSPECTIONS AS REQUIRED BY THE STRUCTURAL TESTING/INSPECTION AGENCY, WILL PERFORM SPECIAL INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE WITH UFC 3-301-01 MODIFICATIONS. MATERIALS AND WORK TO BE INSPECTED INCLUDE STEEL CONSTRUCTION. 5.2 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE ARE REQUIRED FOR STRUCTURAL SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE ARE REQUIRED FOR STRUCTURAL COMPONENTS AND ASSEMBLIES WHICH ARE NOT FABRICATED AT THE CONSTRUCTION JOB SITE INCLUDING BUT CONSTRUCTION JOB SITE INCLUDING BUT NOT LIMITED TO STRUCTURAL STEEL FRAMING. 5.3 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE MAY BE WAIVED FOR ITEMS SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE MAY BE WAIVED FOR ITEMS WHICH ARE PRODUCED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND BY PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE WHICH STATES THAT THE FABRICATION WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. 5.4 THE CONTRACTOR WILL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM INSPECTIONS AS THE CONTRACTOR WILL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM INSPECTIONS AS INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE DURING CONSTRUCTION OF THE PROJECT. DOCUMENTATION THAT SUMMARIZES THE QUALIFICATION AND CREDENTIALS OF EACH SPECIAL INSPECTOR AND DEMONSTRATES COMPETENCE FOR INSPECTION OF EACH PARTICULAR TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION SHALL BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. 5.5 APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS WHICH INDICATE THAT THE WORK APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS WHICH INDICATE THAT THE WORK INSPECTED WAS DONE IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. A FINAL REPORT WHICH DOCUMENTS THE RESULTS OF THE SPECIAL INSPECTIONS PERFORMED INCLUDING CORRECTION OF ANY DISCREPANCIES IDENTIFIED DURING INSPECTION SHALL BE SUBMITTED PERIODICALLY AT A FREQUENCY APPROVED PRIOR TO CONSTRUCTION.

AutoCAD SHX Text STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE. STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE C. STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE C. STRUCTURAL CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, PLATES AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, AND CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, CONNECTION MATERIAL SHALL CONFORM TO ASTM A36, MATERIAL SHALL CONFORM TO ASTM A36, MATERIAL SHALL CONFORM TO ASTM A36, SHALL CONFORM TO ASTM A36, SHALL CONFORM TO ASTM A36, CONFORM TO ASTM A36, CONFORM TO ASTM A36, TO ASTM A36, TO ASTM A36, ASTM A36, ASTM A36, A36, A36, UNLESS NOTED OTHERWISE. 2. BOLTS AND ANCHORS: BOLTS AND ANCHORS: 2.1 BOLTED CONNECTIONS SHALL BE TYPE N (BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE) BOLTED CONNECTIONS SHALL BE TYPE N (BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE) WITH MINIMUM 3/4" DIAMETER A325 BOLTS. SUBMIT PROPOSED BOLT TIGHTENING PROCEDURE FOR REVIEW. BOLTED CONNECTIONS SHALL BE ASSEMBLED AND INSPECTED IN ACCORDANCE WITH RCSC-2009 (SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS). 2.2 ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 AND SHALL BE HEADED RODS ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 AND SHALL BE HEADED RODS OR THREADED RODS WITH HEAVY HEXAGONAL NUT WELDED TO THE BOTTOM OF THE THREADED ROD, GRADE A36, UNLESS NOTED OTHERWISE. 2.3 EXPANSION ANCHORS SHALL HAVE BEEN EVALUATED BY THE ICC EVALUATION SERVICES, INC (ICC-ES) EXPANSION ANCHORS SHALL HAVE BEEN EVALUATED BY THE ICC EVALUATION SERVICES, INC (ICC-ES) WITH A PUBLISHED EVALUATION REPORT. ANCHORS INSTALLED IN CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA 193 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. ALL ANCHORS SHALL BE APPROVED FOR RESISTING WIND AND SEISMIC LOADS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED OTHERWISE. 2.4 ADHESIVE ANCHORS SHALL CONSIST OF AN ALL-THREAD STEEL ANCHOR WITH ADHESIVE CONFORMING TO ADHESIVE ANCHORS SHALL CONSIST OF AN ALL-THREAD STEEL ANCHOR WITH ADHESIVE CONFORMING TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING CONNECTEED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC (ICC-ES) ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. ANCHORS INSTALLED IN CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED OTHERWISE. 3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR AND ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR ERECTED ACCORDING TO BOTH THE AISC “SPECIFICATION FOR ACCORDING TO BOTH THE AISC “SPECIFICATION FOR ACCORDING TO BOTH THE AISC “SPECIFICATION FOR TO BOTH THE AISC “SPECIFICATION FOR TO BOTH THE AISC “SPECIFICATION FOR BOTH THE AISC “SPECIFICATION FOR BOTH THE AISC “SPECIFICATION FOR THE AISC “SPECIFICATION FOR THE AISC “SPECIFICATION FOR AISC “SPECIFICATION FOR AISC “SPECIFICATION FOR “SPECIFICATION FOR SPECIFICATION FOR FOR FOR STRUCTURAL STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND OF STANDARD PRACTICE FOR STEEL BUILDINGS AND OF STANDARD PRACTICE FOR STEEL BUILDINGS AND STANDARD PRACTICE FOR STEEL BUILDINGS AND STANDARD PRACTICE FOR STEEL BUILDINGS AND PRACTICE FOR STEEL BUILDINGS AND PRACTICE FOR STEEL BUILDINGS AND FOR STEEL BUILDINGS AND FOR STEEL BUILDINGS AND STEEL BUILDINGS AND STEEL BUILDINGS AND BUILDINGS AND BUILDINGS AND AND AND BRIDGES". 4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN THE STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN STRUCTURAL ELEMENTS AND CONNECTIONS SHOWN IN ELEMENTS AND CONNECTIONS SHOWN IN ELEMENTS AND CONNECTIONS SHOWN IN AND CONNECTIONS SHOWN IN AND CONNECTIONS SHOWN IN CONNECTIONS SHOWN IN CONNECTIONS SHOWN IN SHOWN IN SHOWN IN IN IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED SHALL BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED BE DETAILED BASED ON THE DESIGN INFORMATION PROVIDED DETAILED BASED ON THE DESIGN INFORMATION PROVIDED DETAILED BASED ON THE DESIGN INFORMATION PROVIDED BASED ON THE DESIGN INFORMATION PROVIDED BASED ON THE DESIGN INFORMATION PROVIDED ON THE DESIGN INFORMATION PROVIDED ON THE DESIGN INFORMATION PROVIDED THE DESIGN INFORMATION PROVIDED THE DESIGN INFORMATION PROVIDED DESIGN INFORMATION PROVIDED DESIGN INFORMATION PROVIDED INFORMATION PROVIDED INFORMATION PROVIDED PROVIDED PROVIDED IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES DOCUMENTS. CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES CONNECTIONS SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES SHALL BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES BE DESIGNED FOR THE SERVICE LOAD REACTION VALUES DESIGNED FOR THE SERVICE LOAD REACTION VALUES DESIGNED FOR THE SERVICE LOAD REACTION VALUES FOR THE SERVICE LOAD REACTION VALUES FOR THE SERVICE LOAD REACTION VALUES THE SERVICE LOAD REACTION VALUES THE SERVICE LOAD REACTION VALUES SERVICE LOAD REACTION VALUES SERVICE LOAD REACTION VALUES LOAD REACTION VALUES LOAD REACTION VALUES REACTION VALUES REACTION VALUES VALUES VALUES SHOWN ON THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE ON THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE ON THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE STRUCTURAL DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE DRAWINGS. FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE FOR STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE WHOSE REACTIONS ARE NOT SHOWN, THE WHOSE REACTIONS ARE NOT SHOWN, THE REACTIONS ARE NOT SHOWN, THE REACTIONS ARE NOT SHOWN, THE ARE NOT SHOWN, THE ARE NOT SHOWN, THE NOT SHOWN, THE NOT SHOWN, THE SHOWN, THE SHOWN, THE THE THE DESIGN REACTION SHALL BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART REACTION SHALL BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART REACTION SHALL BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART SHALL BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART SHALL BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART BE OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART OBTAINED FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART "MAXIMUM TOTAL UNIFORM LOAD" IN PART "MAXIMUM TOTAL UNIFORM LOAD" IN PART TOTAL UNIFORM LOAD" IN PART TOTAL UNIFORM LOAD" IN PART UNIFORM LOAD" IN PART UNIFORM LOAD" IN PART LOAD" IN PART LOAD" IN PART IN PART IN PART PART PART 3 OF THE AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL OF THE AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL OF THE AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL THE AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL THE AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL AISC "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL "MANUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL OF STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL STEEL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL CONSTRUCTION", FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL FIFTEENTH (15 ) EDITION. THE DESIGN REACTION IS EQUAL (15 ) EDITION. THE DESIGN REACTION IS EQUAL (15 ) EDITION. THE DESIGN REACTION IS EQUAL TH) EDITION. THE DESIGN REACTION IS EQUAL EDITION. THE DESIGN REACTION IS EQUAL EDITION. THE DESIGN REACTION IS EQUAL THE DESIGN REACTION IS EQUAL THE DESIGN REACTION IS EQUAL DESIGN REACTION IS EQUAL DESIGN REACTION IS EQUAL REACTION IS EQUAL REACTION IS EQUAL IS EQUAL IS EQUAL EQUAL EQUAL TO HALF THE TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS HALF THE TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS HALF THE TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS THE TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS THE TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS TABULATED VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS VALUE FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS FOR NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS NONCOMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS BEAMS. DEVIATION FROM THE CONNECTION DETAILS BEAMS. DEVIATION FROM THE CONNECTION DETAILS DEVIATION FROM THE CONNECTION DETAILS DEVIATION FROM THE CONNECTION DETAILS FROM THE CONNECTION DETAILS FROM THE CONNECTION DETAILS THE CONNECTION DETAILS THE CONNECTION DETAILS CONNECTION DETAILS CONNECTION DETAILS DETAILS DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE WITHOUT WRITTEN PERMISSION FROM THE WITHOUT WRITTEN PERMISSION FROM THE WRITTEN PERMISSION FROM THE WRITTEN PERMISSION FROM THE PERMISSION FROM THE PERMISSION FROM THE FROM THE FROM THE THE THE DESIGN PROFESSIONAL. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE PROFESSIONAL. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE PROFESSIONAL. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE OF THE FULL RESPONSIBILITY FOR THE OF THE FULL RESPONSIBILITY FOR THE THE FULL RESPONSIBILITY FOR THE THE FULL RESPONSIBILITY FOR THE FULL RESPONSIBILITY FOR THE FULL RESPONSIBILITY FOR THE RESPONSIBILITY FOR THE RESPONSIBILITY FOR THE FOR THE FOR THE THE THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE AND ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE AND ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE CONNECTIONS. DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE DESIGN PROFESSIONAL SHALL BE COMPENSATED BY THE PROFESSIONAL SHALL BE COMPENSATED BY THE PROFESSIONAL SHALL BE COMPENSATED BY THE SHALL BE COMPENSATED BY THE SHALL BE COMPENSATED BY THE BE COMPENSATED BY THE BE COMPENSATED BY THE COMPENSATED BY THE COMPENSATED BY THE BY THE BY THE THE THE CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE OF CONNECTIONS FOR THE CONVENIENCE OF THE OF CONNECTIONS FOR THE CONVENIENCE OF THE CONNECTIONS FOR THE CONVENIENCE OF THE CONNECTIONS FOR THE CONVENIENCE OF THE FOR THE CONVENIENCE OF THE FOR THE CONVENIENCE OF THE THE CONVENIENCE OF THE THE CONVENIENCE OF THE CONVENIENCE OF THE CONVENIENCE OF THE OF THE OF THE THE THE CONTRACTOR. SINGLE ANGLE CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY SINGLE ANGLE CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY SINGLE ANGLE CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY ANGLE CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY ANGLE CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY CONNECTIONS ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY ARE NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY NOT ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY ACCEPTABLE. STEEL CONNECTIONS NOT COMPLETELY STEEL CONNECTIONS NOT COMPLETELY STEEL CONNECTIONS NOT COMPLETELY CONNECTIONS NOT COMPLETELY CONNECTIONS NOT COMPLETELY NOT COMPLETELY NOT COMPLETELY COMPLETELY COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE SHALL BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE BE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE DESIGNED BY THE CONTRACTOR. THIS DESIGN SERVICE BY THE CONTRACTOR. THIS DESIGN SERVICE BY THE CONTRACTOR. THIS DESIGN SERVICE THE CONTRACTOR. THIS DESIGN SERVICE THE CONTRACTOR. THIS DESIGN SERVICE CONTRACTOR. THIS DESIGN SERVICE CONTRACTOR. THIS DESIGN SERVICE THIS DESIGN SERVICE THIS DESIGN SERVICE DESIGN SERVICE DESIGN SERVICE SERVICE SERVICE SHALL BE INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR BE INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR BE INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR IN THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR THE CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR CONTRACTOR'S SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SCOPE OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR OF SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SERVICES. SHOP DRAWINGS AND CALCULATIONS FOR SHOP DRAWINGS AND CALCULATIONS FOR SHOP DRAWINGS AND CALCULATIONS FOR DRAWINGS AND CALCULATIONS FOR DRAWINGS AND CALCULATIONS FOR AND CALCULATIONS FOR AND CALCULATIONS FOR CALCULATIONS FOR CALCULATIONS FOR FOR FOR SUCH CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT CONNECTIONS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT ENGINEER LICENSED IN THE PROJECT STATE. REVIEW DOES NOT LICENSED IN THE PROJECT STATE. REVIEW DOES NOT LICENSED IN THE PROJECT STATE. REVIEW DOES NOT IN THE PROJECT STATE. REVIEW DOES NOT IN THE PROJECT STATE. REVIEW DOES NOT THE PROJECT STATE. REVIEW DOES NOT THE PROJECT STATE. REVIEW DOES NOT PROJECT STATE. REVIEW DOES NOT PROJECT STATE. REVIEW DOES NOT STATE. REVIEW DOES NOT STATE. REVIEW DOES NOT REVIEW DOES NOT REVIEW DOES NOT DOES NOT DOES NOT NOT NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH OF THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH THE FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH FULL RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH FOR THE DESIGN AND ADEQUACY OF SUCH FOR THE DESIGN AND ADEQUACY OF SUCH THE DESIGN AND ADEQUACY OF SUCH THE DESIGN AND ADEQUACY OF SUCH DESIGN AND ADEQUACY OF SUCH DESIGN AND ADEQUACY OF SUCH AND ADEQUACY OF SUCH AND ADEQUACY OF SUCH ADEQUACY OF SUCH ADEQUACY OF SUCH OF SUCH OF SUCH SUCH SUCH CONNECTIONS.