D Wing Drawings 26 to 50.pdf

PDF 44 MB Posted Apr 22, 2021

Attached to: Y1DZ--Expand Building 1 D-Wing Project No: 565-135
Solicitation number: 36C24621R0050
Issued by: Department of Veterans Affairs Veterans Health Administration Veterans Integrated Service Network 6

About this file

Written by GovTribe AI · Dec 28, 2023

This document provides details for a federal contract opportunity to expand Building 1 D-Wing at the Fayetteville VA Medical Center. The expansion project will construct a planned 24,800 gross square foot addition on the southeast elevation of Building 1, including demolishing Building 8. The basement level will expand the Emergency Room department and include mental health exam rooms and staff support areas. The first floor will add patient sub-waiting areas, consult offices, and an open office space. The Department of Veterans Affairs Veterans Health Administration VISN 6 will issue a request for proposal solicitation on or around May 28, 2021 for this project. The associated NAICS code is 236220 for commercial and institutional building construction, with a $39.5 million small business size standard.

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Other files

File	Type	Posted
36C24621R0050 0005.pdf	PDF	Jun 22, 2021
Statement of Proposal Items.docx	DOCX document	Jun 22, 2021
EXPAND BLDG. 1 D WING_ADDENDUM A DRAWINGS (17 total).pdf	PDF	Jun 22, 2021
Specification Section 01 00 00 - R 06.22.2021.docx	DOCX document	Jun 22, 2021
LISTING OF DRAWINGS.pdf	PDF	Jun 22, 2021
36C24621R0050 0004.pdf	PDF	Jun 16, 2021
36C24621R0050 0003.pdf	PDF	Jun 2, 2021
FNCVAMC Lead Survey 2003 includes Building 8 - Part 1.pdf	PDF	May 27, 2021
Bldg 8 Fire Alarm Replacement 1990.pdf	PDF	May 27, 2021
B 4_5_8 Heat Pumps and Solar Sht 4 of 5 1983.pdf	PDF	May 27, 2021
Dec 2016 Subsurface and Geotechnical Analysis for Expand D-Wing Project.pdf	PDF	May 27, 2021
B 4_5_7_8 Heat Pumps and Solar Sht 5 of 5 1983.pdf	PDF	May 27, 2021
Building 8 Lead Based Paint Survey Results 2003.pdf	PDF	May 27, 2021
Telephone System Replacement Bldg 8-E1 Electrical 1984.pdf	PDF	May 27, 2021
B 4_8 Heat Pumps and Solar Sht 3 of 5 1983.pdf	PDF	May 27, 2021
Specification Section 09 24 00 - Portland Cement Plastering.pdf	PDF	May 27, 2021
B 4_5_7_8 Heat Pumps and Solar Sht 1 of 5 1983.pdf	PDF	May 27, 2021
Building 8 ACM Survey 2004.pdf	PDF	May 27, 2021
FNCVAMC Lead Survey 2003 includes Building 8 - Part 2.pdf	PDF	May 27, 2021
36C24621R0050 0002.pdf	PDF	May 27, 2021
36C24621R0050 0001.pdf	PDF	Apr 28, 2021
D Wing Drawings 51 to 120.pdf	PDF	Apr 22, 2021
D Wing Specifications Vol 1.pdf	PDF	Apr 22, 2021
D Wing Drawings 1 to 14.pdf	PDF	Apr 22, 2021
D Wing Drawings 121 to 177.pdf	PDF	Apr 22, 2021
D Wing Drawings 15 to 25.pdf	PDF	Apr 22, 2021
D Wing Specifications Vol 2.pdf	PDF	Apr 22, 2021
36C24621R0050_1.docx	DOCX document	Apr 22, 2021
36C24621R0050.docx	DOCX document	Feb 24, 2021

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FINAL SUBMISSION: CONSTRUCTION DOCUMENTS - FULLY SPRINKLERED

www.atriaxgroup.com

Atriax, pllc

102 3rd Avenue, NE

PO Box 1629, Hickory, NC 28603

Phone: 828.315.9962

Fax: 828.315.9964

NC Engineering License No.: P-0214

NC Architectural License No.: 51254

8845 Red Oak Blvd.

Charlotte, NC 28217-5593

Phone: 704.523.2230

Fax: 704.523.2235 www.freemanwhite.com

FreemanWhite

LAURENE, RICKHER

& SORRELL, P.C.

Consulting Structural Engineers

8701 Red Oak Blvd.

Charlotte, NC 28217-5593

Phone: 704.522.0495

Fax: 704.522.0499 www.lrspc.net

LeGrand

Engineering, Inc.

215 Park Ave SE

Aiken, SC 29801

Phone: 803.502.0657

Fax: 803.643.4648 www.legrandengineering.com

LEGEND

KEY NOTES

UTILITY NOTES

Scale: 1" = 20'-0"

UTILITY PLAN

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VA FORM 08-6231

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EXPAND BUILDING 1 D-WING

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FAYETTEVILLE,

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VAMC

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SEAL

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UTILITY PLAN

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WTH

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CU101

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1. 8" WATER - DUCTILE IRON 8" WATER - DUCTILE IRON 2. TAPPING SLEEVE AND VALVE. TAP EXISTING LINE, CONSTRUC/TEST NEW 8" TAPPING SLEEVE AND VALVE. TAP EXISTING LINE, CONSTRUC/TEST NEW 8" WATER MAIN PRIOR TO DEMOLISHING EXISTING WATER MAIN. 3. 8"x8"x3" TEE. 3" WATER SERVICE LINE WITH GATE VALVE. 8"x8"x3" TEE. 3" WATER SERVICE LINE WITH GATE VALVE. 4. 10" SANITARY SEWER - PVC. CONSTRUCT/TEST NEW 10" SANITARY SEWER 10" SANITARY SEWER - PVC. CONSTRUCT/TEST NEW 10" SANITARY SEWER PRIOR TO MAKING TIE-INS TO EXISTING SYSTEM. 5. PLUG EXISTING OPENING AND ABANDON PIPE IN PLACE PER FAYETTEVILLE PLUG EXISTING OPENING AND ABANDON PIPE IN PLACE PER FAYETTEVILLE PWC STANDARDS. 6. 6" DUCTILE IRON SANITARY SEWER LATERAL. PROVIDE CLEANOUT AT CHANGE 6" DUCTILE IRON SANITARY SEWER LATERAL. PROVIDE CLEANOUT AT CHANGE IN DIRECTION. 7. ADJUST RIM TO FINISH GRADE OF SIDEWALK.ADJUST RIM TO FINISH GRADE OF SIDEWALK.

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1. CONTRACTOR TO BE RESPONSIBLE FOR MAINTAINING TRENCH SAFETY CONTRACTOR TO BE RESPONSIBLE FOR MAINTAINING TRENCH SAFETY REQUIREMENTS IN ACCORDANCE WITH STATE AND O.S.H.A. STANDARDS FOR ALL EXCAVATIONS OF MORE THAN FIVE (5) FEET. 2. THE LOCATION OF ALL UTILITIES LOCATED ON THESE PLANS ARE TAKEN FROM THE LOCATION OF ALL UTILITIES LOCATED ON THESE PLANS ARE TAKEN FROM RECORDS ENGINEERING PLANS AND SURVEYS. THE EXACT LOCATION AND ELEVATION OF ALL UTILITIES MUST BE DETERMINED BY THE CONTRACTOR. IT SHALL BE THE DUTY OF THE CONTRACTOR TO ASCERTAIN WHETHER ANY ADDITIONAL FACILITIES OTHER THAN THOSE SHOWN ON THE PLANS MAY BE PRESENT. 3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT ALL PUBLIC AND PRIVATE UTILITIES IN THE CONSTRUCTION OF THIS PROJECT. 4. CONTRACTOR SHALL EXPOSE 8" WATER MAIN AND INSTALL TAPPING SADDLE. CONTRACTOR SHALL EXPOSE 8" WATER MAIN AND INSTALL TAPPING SADDLE. A NC LICENSED UTILITY CONTRACTOR SHALL BE RESPONSIBLE FOR MAKING THE TAP TO THE EXISTING LINE. 5. ALL WATER MAINS 3" AND GREATER IN DIAMETER SHALL BE CLASS 350 DIP ALL WATER MAINS 3" AND GREATER IN DIAMETER SHALL BE CLASS 350 DIP AND SERVICE LINE LESS THAN 3" IN DIAMETER SHALL BE TYPE K COPPER TUBING. 6. ALL BRASS FITTINGS SHALL BE CERTIFIED LEAD FREE. ALL BRASS FITTINGS SHALL BE CERTIFIED LEAD FREE. 7. INSTALLATIONS SHALL BE IN ACCORDANCE WITH FAYETTEVILLE PWC CURRENT INSTALLATIONS SHALL BE IN ACCORDANCE WITH FAYETTEVILLE PWC CURRENT DESIGN GUIDELINES AND STANDARD DETAILS. INSTALLED BY A NORTH CAROLINA LICENSED UTILITY CONTRACTOR. 8. A MINIMUM COVER DEPTH OF 3' SHALL BE MAINTAINED OVER ALL WATER A MINIMUM COVER DEPTH OF 3' SHALL BE MAINTAINED OVER ALL WATER LINES. 9. CONTRACTOR SHALL EXPLORE AHEAD PRIOR TO INSTALLATION AND DETERMINE CONTRACTOR SHALL EXPLORE AHEAD PRIOR TO INSTALLATION AND DETERMINE ANY CONFLICTS WITH EXISTING UTILITIES THAT ARE NOT SHOWN ON THE PLANS. 10. CONTRACTOR SHALL MAINTAIN MINIMUM SEPARATIONS FOR WATER AND CONTRACTOR SHALL MAINTAIN MINIMUM SEPARATIONS FOR WATER AND SANITARY SEWER AS FOLLOWS. A. WATER AND SEWER: 10' HORIZONTALLY OR 18" VERTICALLY. WATER AND SEWER: 10' HORIZONTALLY OR 18" VERTICALLY. B. WHERE THE WATER MAIN CROSSES OVER A SEWER, THE WATER MAIN SHALL WHERE THE WATER MAIN CROSSES OVER A SEWER, THE WATER MAIN SHALL BE LAID SUCH THAT THE BOTTOM ELEVATION IS AT LEAST 18" ABOVE THE TOP OF THE SEWER. IF 18" VERTICAL SEPARATION IS NOT OBTAINABLE, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIAL APPROVED BY THE ENGINEER WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10' ON EACH SIDE OF THE POINT OF THE CROSSING. C. WHERE THE WATER MAIN CROSSES UNDER A SEWER, BOTH THE WATER MAIN WHERE THE WATER MAIN CROSSES UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIAL APPROVED BY THE ENGINEER WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10' ON EACH SIDE OF THE POINT OF CROSSING. D. WATER AND STORM: 10' HORIZONTALLY AND 12" VERTICALLY WATER AND STORM: 10' HORIZONTALLY AND 12" VERTICALLY E. WATER AND GAS, CABLE, AND OTHERS: 3' HORIZONTALLY AND 12" WATER AND GAS, CABLE, AND OTHERS: 3' HORIZONTALLY AND 12" VERTICALLY. F. WATER AND STRUCTURES/TREES: 10' FROM ALL RETAINING WALLS, 3' FROM WATER AND STRUCTURES/TREES: 10' FROM ALL RETAINING WALLS, 3' FROM DRIP LINE AT MATURITY, 5' HORIZONTAL FROM UTILITY AND LIGHT POLES. 12. THE SLOPE FOR SANITARY SEWER LATERALS SHALL BE 1% OR GREATER. 13. CLEANOUTS SHALL BE SPACED AT A MINIMUM OF 200' ALONG SANITARY SEWER LATERAL AND AT ALL BENDS, WYES, AND AT BUILDING EXIT POINTS OR IN ACCORDANCE WITH THE PLUMBING CODE REQUIREMENTS IF MORE STRINGENT. LATERAL CLEANOUTS LOCATED IN DRIVE OR PAVEMENT AREAS SHALL BE CAST IRON TRAFFIC BEARING CLEANOUTS. 14. CONTRACTOR TO LOCATE LATER TIE-INS PER PLUMBING PLANS. 15. CONTRACTOR TO PROVIDE CONSTRUCTION RECORDS TO OWNER RED LINED ON FULL SIZE, CLEAN CONSTRUCTION DOCUMENTS OR OTHER METHOD APPROVED BY THE OWNER. AS-BUILT DRAWINGS SHALL BE PREPARED TO REFLECT ALL CHANGES MADE DURING CONSTRUCTION.

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LIMITS OF DISTURBANCE

FINAL SUBMISSION: CONSTRUCTION DOCUMENTS - FULLY SPRINKLERED

www.atriaxgroup.com

Atriax, pllc

102 3rd Avenue, NE

PO Box 1629, Hickory, NC 28603

Phone: 828.315.9962

Fax: 828.315.9964

NC Engineering License No.: P-0214

NC Architectural License No.: 51254

8845 Red Oak Blvd.

Charlotte, NC 28217-5593

Phone: 704.523.2230

Fax: 704.523.2235 www.freemanwhite.com

FreemanWhite

LAURENE, RICKHER

& SORRELL, P.C.

Consulting Structural Engineers

8701 Red Oak Blvd.

Charlotte, NC 28217-5593

Phone: 704.522.0495

Fax: 704.522.0499 www.lrspc.net

LeGrand

Engineering, Inc.

215 Park Ave SE

Aiken, SC 29801

Phone: 803.502.0657

Fax: 803.643.4648 www.legrandengineering.com

Scale: H1":20' V1":3'

SANITARY SEWER PROFILE

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SANITARY SEWER PLAN

GRAPHIC SCALE

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20'0 40'10'

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EXISTING 30" RCP STORM DRAIN INV. 181.90

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PROPOSED STORM PIPE 14

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PROPOSED STORM PIPE 6

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PROPOSED GRADE

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PROPOSED 10" DUCTILE IRON WATER MAIN

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EXPAND BUILDING 1 D-WING

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FAYETTEVILLE,

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SEAL

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SANITARY SEWER PLAN AND PROFILE

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Department of

Veterans Affairs

1 2 3 4 5 6 7 8 9

Project Title Project Number

Building Number

Drawing Number of

Location

EXPAND BUILDING 1 D-WING

1 2 3 4 5 6 7 8 9

CONSULTANTS: SEAL: ARCHITECT/ENGINEERS:

Drawing Title

Approved Project Director:

Date: Checked: Drawn:

Dwg.

FINAL SUBMISSION: CONSTRUCTION DOCUMENTS-FULLY SPRINKLERED

JULY 07, 2020

Atriax, pllc

102 3RD AVENUE, NE

PO BOX 1629

HICKORY, NC 28603

PHONE: 828.315.9962

FAX: 828.315.9964

3545 Whitehall Park Drive, Suite 500 Charlotte, NC 28273

TELEPHONE: 704.523.2230

FAX: 704.523.2235

www.freemanwhite.com

215 PARK AVE SE

AIKEN, SC 29801

TELEPHONE: 803.502.0657

FAX: 803.643.4648

www.legrandengineering.com www.atriaxgroup.com NC Engineering License No.: P-0214 NC Architecture License No.: 51254

Office of Construction and Facilities Management

O N E E

H T H

C H

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F O O T

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8701 RED OAK BLVD.

CHARLOTTE, NC 28217-5593

TELEPHONE: 704.522.0495

FAX: 704.522.0499

www.lrspc.net/17260

LAURENE, RICKHER

& SORRELL, P.C.

Consulting Structural Engineers

LeGrand Engineering, Inc. VAMC FAYETTEVILLE, NC

REVISION 0 07/07/20

565-135STRUCTURAL GENERAL

NOTES

SS001

MEH JAL

1.0. CODES AND STANDARDS:

1.1. NORTH CAROLINA STATE BUILDING CODE 2018 EDITION INCLUDING ALL SUBSEQUENT

SUPPLEMENTS AND AMENDMENTS THERETO.

1.2. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", AMERICAN

SOCIETY OF CIVIL ENGINEERS, ASCE 7-10.

1.3. "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 360-10 BY THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AND AS AMENDED IN SPECIFICATIONS.

1.4. "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS", PUBLICATION 341-10 BY

THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION INCLUDING SUPPLEMENT NO. 1

DATED 2005.

1.5. "STRUCTURAL WELDING CODE - STEEL (AWS D1.1-10)" AND "STRUCTURAL WELDING

CODE REINFORCING STEEL (AWS D1.4-11)", AMERICAN WELDING SOCIETY.

1.6 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14)",

AMERICAN CONCRETE INSTITUTE AND ALL SUCCEEDING REVISIONS.

1.7. "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-13) AND

"SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1-13), AMERICAN CONCRETE

INSTITUTE.

1.8. "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE,

LATEST EDITION.

1.9. "STANDARD FOR COMPOSITE STEEL FLOOR DECK-SLABS", ANSI/SDI C-1.0-11,

STEEL DECK INSTITUTE.

1.10. "STANDARD FOR NONCOMPOSITE STEEL FLOOR DECK", ANSI/SDI NC-1.0-11,

STEEL DECK INSTITUTE.

1.11. "STANDARD FOR STEEL ROOF DECK", ANSI/SDI RD-1.0-10, STEEL DECK INSTITUTE.

1.12. "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS", S100-12, AMERICAN IRON AND STEEL INSTITUTE.

2.0. SPECIFICATIONS:

2.1. THE STRUCTURAL GENERAL NOTES ARE NOT A SUBSTITUTE OR A REPLACEMENT

FOR THE PROJECT SPECIFICATIONS. THESE NOTES ARE INTENDED AS A GUIDE TO

THE DESIGN AND/OR CONSTRUCTION REQUIREMENTS ESTABLISHED FOR THIS PROJECT.

NO CONTRACTOR SHOULD ATTEMPT TO DESIGN, BID, OR CONSTRUCT ANY PORTION OF

THE WORK HEREIN WITHOUT CONSULTING THE PROJECT SPECIFICATIONS. WHERE

CONFLICTS OCCUR BETWEEN THESE NOTES AND THE SPECIFICATIONS, THE MORE

STRINGENT REQUIREMENT SHALL APPLY UNLESS A WRITTEN CLARIFICATION IS

ISSUED BY THE C.O.R..

2.2. CONTRACTOR AND STRUCTURAL STEEL FABRICATOR SHOULD ACQUAINT THEMSELVES WITH

THE REQUIREMENTS FOR DOMESTICALLY PRODUCED BOLTS AND FOR STEEL CONNECTION

DESIGN REQUIREMENTS NOTED HEREIN AND IN THE STRUCTURAL STEEL SPECIFICATIONS.

2.3. CONTRACTOR AND STRUCTURAL STEEL FABRICATOR SHOULD ACQUAINT THEMSELVES WITH

THE REQUIREMENTS FOR DOMESTICALLY PRODUCED BOLTS AND FOR STEEL CONNECTION

DESIGN REQUIREMENTS, INCLUDING SIGNED AND SEALED SHOP DRAWINGS AND

CONNECTION DESIGN CALCULATIONS, NOTED HEREIN AND IN THE STRUCTURAL STEEL

SPECIFICATIONS. REQUIREMENTS ARE MANDATORY. REFER TO SPECIFICATION

SECTION 051200 "STRUCTURAL STEEL"

2.4. STRUCTURAL STEEL SHALL BE FABRICATED BY A QUALIFIED FABRICATOR WHO PARTICIPATES

IN THE AISC CERTIFICATION PROGRAM AND IS DESIGNATED AS AN AISC CERTIFIED

PLANT "STANDARD FOR STEEL BUILDING STRUCTURES (STD)" AND THE STRUCTURAL

STEEL FABRICATOR MUST DEMONSTRATE A CONSISTENT RECORD OF AT LEAST TEN (10)

SUCCESSFUL PROJECTS OF EQUAL OR GREATER MAGNITUDE OVER THE PRECEDING FIVE

(5) YEARS. CONTRACTOR SHALL SUBMIT EVIDENCE TO THE C.O.R. VERIFYING

HIS PROPOSED FABRICATOR'S COMPLIANCE. FABRICATOR'S CREDENTIALS MUST BE IN

COMPLIANCE WITHIN 48 HOURS OF BID.

2.5. STRUCTURAL STEEL SHALL BE ERECTED BY A QUALIFIED INSTALLER WHO PARTICIPATES

IN THE AISC CERTIFICATION PROGRAM AND IS DESIGNATED AS AN AISC "CERTIFIED

STEEL ERECTOR (CSE)" AND THE ERECTOR MUST DEMONSTRATE A CONSISTENT RECORD

OF AT LEAST TEN (10) SUCCESSFUL PROJECTS OF EQUAL OR GREATER MAGNITUDE

OVER THE PRECEDING FIVE (5) YEARS. CONTRACTOR SHALL SUBMIT EVIDENCE TO

THE C.O.R. VERIFYING HIS ERECTOR'S COMPLIANCE. ERECTOR'S CREDENTIALS

MUST BE IN COMPLIANCE WITHIN 48 HOURS OF BID.

3.0. DESIGN LOADS:

3.1. SUPERIMPOSED GRAVITY LOADS:

AREA LIVE LOAD DEAD LOAD

MINIMUM UNIFORM ROOF LOAD 30 PSF 20 PSF

FRAMED FLOORS AND SLAB ON GRADE 100 PSF 25 PSF

3.2. SEISMIC LOADS:

OCCUPANCY CATEGORY IV

OCCUPANCY IMPORTANCE FACTOR "IE" 1.5

SITE SOIL CLASSIFICATION D

MAPPED SPECTRAL RESPONSE "Ss/S1" 0.297g/0.101g DESIGN SPECTRAL RESPONSE "Sds/Sd1" 0.309g/0.161G

SEISMIC DESIGN CATEGORY D

MEAN ROOF HEIGHT 26'-8" CURRENT (53'-4" FUTURE)

STRUCTURAL SYSTEM NORTH/SOUTH EAST/WEST

LOWER CENTER PORTION SPECIAL CONCENTRIC SPECIAL CONCENTRIC

BRACED FRAMES BRACED FRAMES

RESPONSE MODIFICATION "R" 6.0 6.0

DEFLECTION AMPLIFICATION "CD" 5.0 5.0

SEISMIC COEFFICIENT "CS" 0.06 0.06

SEISMIC BASE SHEAR "VO" 230 KIPS 230 KIPS

(WITH FUTURE LEVELS)

3.3. WIND LOADS PER ASCE 7-10:

BASIC WIND SPEED 140 MPH

OCCUPANCY CATEGORY IV

ASCE 7 EXPOSURE CATEGORY B

MEAN ROOF HEIGHT 26'-8" CURRENT (53'-4" FUTURE)

WIND FORCE RESISTING SYSTEM NORTH/SOUTH EAST/WEST

SPECIAL CONCENTRIC SPECIAL CONCENTRIC

BRACED FRAMES BRACED FRAMES

WINDWARD PRESSURE COEFFICIENT "CP" +0.80 +0.80

LEEWARD PRESSURE COEFFICIENT -0.50 -0.50

WIND BASE SHEAR "VO" 230 KIPS 220 KIPS

(WITH FUTURE LEVELS)

WIND PRESSURES FOR CLADDING AND OTHER COMPONENTS VARY WITH SHAPE

FACTORS FOR THOSE COMPONENTS - SEE APPROPRIATE ASCE 7-10 SECTIONS

3.4. DRIFTING SNOW LOADS PER ASCE 7-10:

50 YEAR GROUND SNOW LOAD "PG" 15.0 PSF

OCCUPANCY CATEGORY IV

IMPORTANCE FACTOR "I" 1.15

ROOF EXPOSURE TYPE PARTIAL

EXPOSURE FACTOR "CE" 1.00

THERMAL FACTOR "CT" 1.00

MINIMUM ROOF SNOW LOAD (PG*I) 17.0 PSF

FLAT ROOF SNOW LOAD "PF" 12.0 PSF

RAIN-ON-SNOW SURCHAGE 5.0 PSF

FLAT ROOF DESIGN SNOW LOAD 17.0 PSF

3.5 RAIN LOADING PER NCBC 1611: 20 PSF

4.0. FOUNDATIONS:

4.1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT 33:3815, DATED

DECEMBER 6,2016 BY ECS CAROLINAS. THIS REPORT IS AVAILABLE FOR INSPECTION AT

THE OFFICE OF THE C.O.R. THE RECOMMENDATIONS OF THIS "REPORT"

ARE HEREIN MADE A PART OF THE REQUIREMENTS OF THESE CONTRACT DOCUMENTS.

4.2. PREVIOUS GEOTECHNICAL STUDIES MAY HAVE BEEN CONDUCTED BY THE OWNER ON THIS

SITE OR ON ADJACENT SITES. CONTRACTOR SHALL OBTAIN ANY AVAILABLE

INFORMATION FROM THE OWNER AND/OR FROM THE GEOTECHNICAL ENGINEER RESPONSIBLE

FOR CONDUCTING SUCH TESTS. CONTRACTOR IS ADVISED TO OBTAIN SUCH INFORMATION

TO ASSIST IN THE PREPARATION OF THE BUILDING PAD AND FOUNDATION BEARING

STRATA. CONTRACTOR SHOULD NOTE THAT GEOTECHNICAL STUDIES CONDUCTED ON

ADJACENT SITES MAY NOT BE APPLICABLE TO THE SITE FOR THIS PROJECT AND THAT

INTERPRETATION OF EXISTING INFORMATION WITH RESPECT TO ITS APPLICABILITY FOR

THIS SITE SHOULD BE MADE BY A QUALIFIED GEOTECHNICAL ENGINEER.

4.4. WHERE FOOTING EXCAVATIONS MUST REMAIN OPEN OVERNIGHT OR IF RAINFALL BECOMES

IMMINENT WHILE BEARING SOILS ARE EXPOSED, A 2" TO 4" THICK MUD MAT OF

UNREINFORCED LEAN (F'C = 2000 PSI) CONCRETE SHALL BE PLACED ON THE BEARING

SOILS BEFORE PLACEMENT OF THE FOOTING REINFORCING.

4.5. TOP OF FOOTING (T/FTG) ELEVATIONS ARE SHOWN ON THE DRAWINGS OR ARE TO BE

DETERMINED BY THE CONTRACTOR IN THE FIELD IN ACCORDANCE WITH THE GUIDELINES

SET FORTH IN THE DRAWINGS AND SPECIFICATIONS.

4.6. BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR AT A MINIMUM DEPTH OF 1'-6" BELOW

FINAL GRADE FOR FROST PROTECTION.

4.7. TESTING AND INSPECTION:

A. ALL AREAS TO HAVE SLABS ON GRADE SHALL BE PROOF ROLLED IN ACCORDANCE WITH

THE "REPORT" AND UNDER OBSERVATION OF THE GEOTECHNICAL ENGINEER AND

APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.

AND APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.

B. ALL FOUNDATION BEARING SHALL BE INSPECTED AND APPROVED BY

THE GEOTECHNICAL ENGINEER PRIOR TO ANY CONCRETE PLACEMENT.

C. GEOTECHNICAL ENGINEER SHALL BE THE SOLE JUDGE AS TO SUITABILITY OF ALL

FOUNDATION AND/OR SLAB BEARING.

D. FOOTING BEARING ELEVATIONS SHALL BE ADJUSTED IN THE FIELD AS REQUIRED TO

MEET THE DESIGN BEARING PRESSURES BY ADDITIONAL EXCAVATION OR COMPACTION

AND/OR BACKFILLING OR BY OTHER MEANS ACCEPTABLE TO THE GEOTECHNICAL

ENGINEER.

E. ALL OPERATIONS SHALL BE PERFORMED BY THE CONTRACTOR IN ACCORDANCE WITH

THE SPECIFICATION REQUIREMENTS AND UNIT PRICES.

4.8. UNACCEPTABLE SOILS: CONTRACTOR SHALL REMOVE AND REPLACE UNACCEPTABLE

SOILS IN ACCORDANCE WITH THE GEOTECHNICAL REPORT AND/OR AT THE DIRECTION

OF THE GEOTECHNICAL ENGINEER. ALL SOILS WITH PLASTICITY INDICES GREATER

THAN 15 OF WHICH MORE THAN 10% PASSES A #200 SIEVE SHALL BE REMOVED TO A

DEPTH OF NOT LESS THAN 3'-0" OR GREATER AS DIRECTED BY THE GEOTECHNICAL

ENGINEER WHERE SUCH MATERIAL OCCURS BELOW FOUNDATIONS.

4.9. ENGINEERED FILL: ALL FILL MATERIAL SHALL BE SELECTED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT. MATERIAL SHALL BE A CLEAN, LOW PLASTIC SOIL WITH A

PLASTICITY INDEX LESS THAN 30 (LESS THAN 15 IS PREFERRED), LIQUID LIMIT LESS

THAN 50, UNIT WEIGHT OF 120 PCF (+/- 5 PCF), AND SHALL NOT CONTAIN MORE THAN

5% BY WEIGHT OF FIBROUS ORGANIC MATERIALS. PARTIALLY WEATHERED ROCK

MATERIALS MAY BE USED FOR STRUCTURAL FILL PROVIDED THE MATERIAL CAN REDUCED

TO MAXIMUM DIMENSIONS OF 6".

4.10. MUD SLABS: PROVIDE 2" TO 4" THICK LEAN CONCRETE (2,000 PSI) "MUD-MAT" SLABS

WHERE FOUNDATION EXCAVATIONS WILL BE LEFT OPEN TO POTENTIAL RAINFALLS.

4.11. MODULUS OF SUBGRADE REACTION FOR SLABS ON GRADE: 125 PCI

4.12. FOUNDATION AND RETAINING WALLS SHALL HAVE A MINIMUM OF TWO FEET (2'-0")

OF FREE DRAINING GRANULAR FILL AGAINST THE BACK OF THE WALL OR SHALL HAVE

AN ACCEPTABLE COMMERCIAL GRADE OF DRAINAGE MAT PLACED AGAINST THE BACK OF

THE WALL.

4.13. FOUNDATION WALLS RETAINING EARTH SHALL BE BRACED AGAINST BACKFILL PRESSURES

UNTIL FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE. BACKFILLING IS STRICTLY

PROHIBITED UNTIL SLABS ARE IN PLACE.

4.14. FOUNDATION WALLS HAVING EARTH PLACED ON EACH SIDE SHALL

HAVE BOTH FILLED SIMULTANEOUSLY TO MAINTAIN A COMMON ELEVATION.

4.15. REINFORCING IN ALL CONTINUOUS STRIP FOOTINGS SHALL HAVE CORNER BARS OR

DOWELS PROVIDED AT ALL CORNERS AND INTERSECTIONS.

4.16. IF UNDERPINNING OF EXISTING FOUNDATIONS ADJACENT TO THE NEW CONSTRUCTION

WILL BE REQUIRED, THE CONTRACTOR WILL BE RESPONSIBLE FOR ALL SUCH WORK

AND FOR PROVIDING FOR THE ADEQUACY AND PERMANENT SUPPORT FOR ALL EXISTING

BUILDINGS. CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER REGISTERED IN

NORTH CAROLINA TO DESIGN AND DETAIL ALL UNDERPINNING WORK BASED ON

CONDITIONS UNCOVERED AND DOCUMENTED IN THE FIELD. CALCULATIONS AND

DRAWINGS FOR ALL UNDERPINNING WORK, SIGNED AND SEALED BY THE CONTRACTOR'S

ENGINEER, SHALL BE SUBMITTED TO THE C.O.R. FOR RECORD ONLY.

5.0. CONCRETE:

5.1. CONCRETE SHALL HAVE 28-DAY COMPRESSIVE STRENGTHS AND DENSITIES AS FOLLOWS:

ELEMENT/MEMBER STRENGTH F'C DENSITY WC

FOOTINGS & SLABS ON GRADE 3 KSI (4KSI WHERE NOTED) 145 PCF

SLABS ON STEEL DECK 3 KSI 115 PCF

STAIR PAN FILL 3 KSI 115 PCF

EXTERIOR CONCRETE OR CONCRETE

EXPOSED TO WEATHER 4.5 KSI 145 PCF

ALL OTHER CONCRETE U.N.O. 4 KSI 145 PCF

5.2. CONCRETE MIX DESIGNS:

A. SUBMITTALS: SUBMIT WRITTEN REPORTS OF EACH PROPOSED CONCRETE MIX NOT

LESS THAN 15 DAYS PRIOR TO THE START OF WORK. DESIGN MIXES PREPARED

MORE THAN TWELVE (12) MONTHS PRIOR TO THE DATE OF THE SUBMITTAL ARE

NOT PERMITTED.

B. MIX DESIGNS, INCLUDING W/C RATIOS AND SLUMPS, SHALL BE PREPARED IN

ACCORDANCE WITH THE MOST CURRENT ACI 301 CHAPTER 4, EXCEPT WHERE

NOTED OTHERWISE IN THE PROJECT SPECIFICATIONS. CEMENT SHALL CONFORM TO

ASTM C 150 TYPE I OR AT CONTRACTOR'S OPTION, ASTM C 595 TYPE IP WHERE

FLY ASH IS PERMITTED IN ACCORDANCE WITH THE SPECIFICATIONS. NORMAL

WEIGHT AGGREGATE SHALL CONFORM TO ASTM C 33 AND LIGHT WEIGHT AGGREGATE

SHALL CONFORM TO ASTM C 330. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE

SHALL BE PERMITTED IN ANY CONCRETE.

C. AGGREGATE SIZES SHALL BE:

FORMED CONCRETE ELEMENTS, U.N.O. #67 STONE (3/4" MAX.)

GRADE SLABS AND EARTH FORMED ELEMENTS #57 STONE (1" MAX.)

LIGHTWEIGHT CONCRETE ELEMENTS 3/8" MAX. DIMENSION

COARSE MASONRY GROUT PER SECTION 042900 #8 STONE (3/8" MAX.)

FINE MASONRY GROUT PER SECTION 042900 #4 STONE (3/16" MAX.)

D. WATER REDUCING ADMIXTURE SHALL BE USED IN ALL CONCRETE.

E. AIR ENTRAINING ADMIXTURE IN ACCORDANCE WITH ACI 301 TABLE 4.4.1.

SHALL BE USED IN ALL CONCRETE EXPOSED TO FREEZING AND THAWING DURING

CONSTRUCTION OR SERVICE CONDITIONS.

F. WATER/CEMENT RATIO SHALL NOT EXCEED 0.45 FOR ANY CONCRETE SUBJECTED TO

FREEZING/THAWING.

G. ALL PUMPED CONCRETE SHALL HAVE A WATER/CEMENT RATIO LESS THAN 0.50 AND

SHALL CONTAIN A HIGH RANGE WATER REDUCING ADMIXTURE (SUPERPLASTICIZER).

H. IN NO CASE SHALL A WATER/CEMENT RATIOS EXCEED THE FOLLOWING:

F'C 3000 PSI 0.60 MAX. W/C RATIO

F'C 4000 PSI 0.50 MAX. W/C RATIO

5.3. CURING:

A. LIQUID MEMBRANE CURING COMPOUND WITH A MINIMUM 30% SOLIDS CONTENT SHALL

BE APPLIED WITHIN TWO (2) HOURS AFTER COMPLETION OF FINISHING TO ALL

CONCRETE FLATWORK AND WALLS, U.N.O., OTHER THAN FOOTINGS AND GRADE BEAMS.

B. FLOORS IN AREAS RECEIVING QUARRY TILE, CERAMIC TILE AND LIQUID FLOOR

HARDENER SHALL BE CURED WITH SPECIFIED DISSIPATING LIQUID MEMBRANE

CURING COMPOUND OR WET CURED BY USE OF MOISTURE RETAINING COVER.

DISSIPATING CURING COMPOUND SHALL BE THOROUGHLY BROOMED AND WASHED

OFF PRIOR TO APPLICATION OF FLOOR FINISH.

5.4. WHEN COLD WEATHER CONDITIONS EXIST, PLACE AND CURE CONCRETE IN ACCORDANCE

WITH ACI 306 "COLD WEATHER CONCRETING". WHERE USE IS DESIRED, SUBMIT FOR

ENGINEER'S APPROVAL A NON-CORROSIVE, NON-CHLORIDE, ACCELERATING ADMIXTURE

FOR CONCRETE EXPOSED TO TEMPERATURES BELOW 40 DEGREES. UNIFORMLY HEAT WATER

AND AGGREGATES TO A TEMPERATURE OF NOT LESS THAN 50 DEGREES.

5.5. WHEN HOT WEATHER CONDITIONS EXIST, PLACE AND CURE CONCRETE IN ACCORDANCE

WITH ACI 305 "HOT WEATHER CONCRETING". COOL MATERIALS BEFORE MIXING TO

MAINTAIN CONCRETE PLACEMENT TEMPERATURE BELOW 90 DEGREES.

5.6. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE INCORPORATED INTO

THE STRUCTURE UNLESS THE C.O.R. APPROVES THEIR ELIMINATION.

5.7. ADDITIONAL CONSTRUCTION JOINTS, REQUIRED TO FACILITATE CONSTRUCTION, ARE

SUBJECT TO THE APPROVAL OF THE C.O.R. AND MAY REQUIRE

ADDITIONAL REINFORCING. SUCH JOINTS SHALL BE CLEARLY DETAILED ON THE SHOP

DRAWINGS AND ALL REINFORCING SHALL PASS CONTINUOUSLY THROUGH THE JOINT.

5.8. REINFORCING IN ALL ABUTTING CONCRETE, INCLUDING FOOTINGS, SHALL BE

CONTINUOUS THROUGH OR AROUND ALL CORNERS OR INTERSECTIONS. DOWELS OR

SPLICES SHALL BE EQUAL IN SIZE AND SPACING TO THE REINFORCING IN THE

ABUTTING MEMBERS.

5.9. REFER TO ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIPS,

REGLETS, WASHES, MASONRY ANCHORS, BRICK LEDGE ELEVATIONS, SLAB DEPRESSIONS

AND MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS, ANGLES, ETC.

5.10. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS

NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI 301.

5.11. REFER TO PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR UNDERFLOOR,

PERIMETER AND OTHER DRAINS AND FOR SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS,

ETC. THE VARIOUS TRADES ARE RESPONSIBLE FOR THEIR ITEMS.

5.12. BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES AND OTHER STEEL EXPOSED TO EARTH

OR GRANULAR FILL SHALL BE COVERED WITH A MINIMUM OF 3" OF CONCRETE.

5.13. FILL SLABS, NOT SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE REINFORCED WITH

A MINIMUM OF 6X6-W1.4XW1.4 WWM UNLESS NOTED OTHERWISE ON OTHER DRAWINGS

OR IN THE SPECIFICATIONS.

5.14. SLABS ON STEEL DECK SHALL BE PLACED SO THE FINISH SURFACE IS SCREEDED TO

WITHIN 1/4" OF THE TOP OF SLAB (T/SL) ELEVATION SHOWN ON THE DRAWINGS.

SCREED SUPPORTS SHALL BE PLACED OVER OR IMMEDIATELY ADJACENT TO BEAM OR

GIRDER LINES - SCREED SUPPORTS SHALL NOT BE LOCATED ON DECK SPANNING

BETWEEN BEAMS OR GIRDERS.

5.15. FINISHING TOLERANCE SHALL BE WITHIN CLASS B IN ACCORDANCE WITH ACI 301

AND CONSIDERATION SHALL BE GIVEN TO SEQUENCING OF CONCRETE PLACEMENT TO

FACILITATE CONTROL OF FINISH ELEVATIONS.

5.16. NON-SHRINK GROUT SHALL BE PRE-MIXED, NON-CORROSIVE, NON-METALLIC,

NON-STAINING CONTAINING SILICA SANDS, PORTLAND CEMENT, SHRINKAGE

COMPENSATING AND WATER REDUCING AGENTS. PRODUCT SHALL ONLY REQUIRE THE

ADDITION OF WATER. MINIMUM COMPRESSIVE STRENGTH SHALL BE 2500 PSI AFTER

ONE DAY AND 7000 PSI AFTER 28 DAYS. GROUT SHALL BE FREE OF GAS PRODUCING

OR AIR RELEASING AND OXIDIZING AGENTS AND CONTAIN NO CORROSIVE IRON,

ALUMINUM OR GYPSUM.

5.17. PROVIDE CONCRETE GROUT - NOT MORTAR - FOR REINFORCED MASONRY LINTEL AND

BOND BEAMS WHERE INDICATED ON DRAWINGS OR AS SCHEDULED.

5.18. TOLERANCE FOR ANCHOR BOLTS AND OTHER EMBEDDED ITEMS SHALL BE PER THE

AISC CODE OF STANDARD PRACTICE SECTION 7.5.

5.19. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFERS

AT ALL COLUMN, WALL, SLAB OR BEAM EDGES THAT ARE EXPOSED TO VIEW IN THE

FINISHED STRUCTURE.

6.0. REINFORCING STEEL:

6.1. REINFORCING SHALL BE DOMESTIC NEW BILLET STEEL CONFORMING TO ASTM A615,

GRADE 60 OR 60S INCLUDING STIRRUPS AND TIES, EXCEPT THAT REINFORCING WHICH

IS REQUIRED TO BE WELDED SHALL CONFORM TO ASTM A706.

6.2. FIELD BENDING OF CONCRETE REINFORCING STEEL IS NOT PERMITTED WITHOUT

WRITTEN APPROVAL OF THE C.O.R..

6.3. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A1064.

6.4. ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE

WITH ACI SP-66 "ACI DETAILING MANUAL - 2004" AND THE "CRSI MANUAL OF

STANDARD PRACTICE", LATEST EDITION.

6.5. MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE U.N.O.:

A. UNFORMED SURFACE CAST AGAINST EARTH....................................... 3 IN.

B. FORMED SURFACE EXPOSED TO EARTH/WEATHER............................ 2 IN.

C. FORMED SLABS AND WALLS NOT EXPOSED TO

EARTH/WEATHER FOR #11 AND SMALLER BAR...................................... 3/4 IN.

D. ALL OTHER FORMED ELEMENTS NOT EXPOSED

TO EARTH/WEATHER.................................................................................. 1-1/2 IN.

I. COMPRESSION: CLASS "C" LAP SPLICE REQUIREMENT................. 30 DB

II. TENSION: CLASS "A" LAP SPLICE REQUIREMENT (EQUALS LD)..... 1.0

III. TENSION: CLASS "B" LAP SPLICE REQUIREMENT............................ 1.3

IV. TENSION: TOP BARS WITH > 12" OF CONCRETE BELOW............... 1.3

V. TENSION: BARS SMALLER THAN #7................................................... 0.8

VI. TENSION: BARS IN LIGHTWEIGHT AGGREGATE CONCRETE.......... 1.3

6.6. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE IN ACCORDANCE WITH

ACI 318 CHAPTER 12 AS INDICATED BELOW AND AS INDICATED ON THE DRAWINGS.

WHERE SPLICES ARE NOT CALLED OUT ON THE DRAWINGS, USE CLASS "B". THE BASIC

DEVELOPMENT LENGTH (LD) IS SHOWN AS A MULTIPLE OF THE BAR DIAMETER (DB) IN

THE TABLE BELOW. THE TENSION DEVELOPMENT LENGTHS SHALL BE MULTIPLIED

BY EACH OF THE APPLICABLE FACTORS IN PARAGRAPH "C" AS INDICATED FOR TENSION.

THE COMPRESSION DEVELOPMENT LENGTHS DO NOT REQUIRE ANY MODIFICATION. THE

COMPRESSION LAP SPLICE LENGTH IS NOTED IN PARAGRAPH "C". FINAL LENGTHS SHALL

BE ROUNDED UP TO THE NEAREST WHOLE INCH.

A. TWO TENSION DEVELOPMENT LENGTH CASES ARE NOTED IN THE TABLE BELOW. THESE

TWO CASES ADDRESS CONDITIONS OF MINIMUM BAR SPACING AND MINIMUM CLEAR

CONCRETE COVER. BOTH SPACING AND COVER MUST COMPLY IN SELECTING CASE 1 OF

THE TENSILE DEVELOPMENT LENGTH. WHERE THERE IS ANY QUESTION OF SPACING OR

COVER THE LARGER DEVELOPMENT LENGTH (CASE 2) SHALL BE USED.

CASE 1: BAR SPACING GREATER THAN 2DB AND CLEAR COVER GREATER THAN DB

CASE 2: BAR SPACING EQUAL/LESS THAN 2DB OR CLEAR COVER EQUAL/LESS THAN DB

B. DEVELOPMENT LENGTHS (LD) FOR REINFORCING FY = 60 KSI:

F'C COMPRESSION TENSION

PSI ALL CASES CASE 1 CASE 2

3000 22 DB 55 DB 82 DB

4000 19 DB 48 DB 72 DB

C. DEVELOPMENT LENGTH MODIFIERS: MULTIPLICATION FACTORS APPLY TO

THE BASIC "LD" INDICATED ABOVE AND ARE CUMULATIVE OVER EACH OF THE

REQUIREMENTS NOTED BELOW.

I. COMPRESSION: CLASS "C" LAP SPLICE REQUIREMENT.................. 30 DB

II. TENSION: CLASS "A" LAP SPLICE REQUIREMENT (EQUALS LD)...... 1.0

III. TENSION: CLASS "B" LAP SPLICE REQUIREMENT............................. 1.3

IV. TENSION: TOP BARS WITH > 12" OF CONCRETE BELOW................ 1.3

V. TENSION: BARS SMALLER THAN #7................................................... 0.8

VI. TENSION: BARS IN LIGHTWEIGHT AGGREGATE CONCRETE.......... 1.3

6.7. A CLASS "B" SPLICE IS REQUIRED WHEREVER ALL REINFORCING BARS CROSSING

A SECTION ARE SPLICED.

6.8. REINFORCING BARS SHALL BE WELDED ONLY WHERE SHOWN ON THE STRUCTURAL

DRAWINGS AND WELDS SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING

CODE - REINFORCING STEEL" (AWS D1.4). NO OTHER REINFORCING MAY BE WELDED

WITHOUT THE APPROVAL OF THE C.O.R.. TACK WELDING OF ANY

REINFORCING IS STRICTLY PROHIBITED.

6.9. WELDED WIRE MAT/FABRIC SHALL BE LAPPED 1'-0" AT ALL SPLICES.

6.10. ALL REINFORCING TERMINATING AT THE TOPS OF COLUMNS AND PILASTERS SHALL

BE HOOKED, U.N.O.

6.11. SUBMIT SHOP DRAWINGS FOR FABRICATION, BENDING, AND PLACEMENT OF CONCRETE

REINFORCEMENT. COMPLY WITH ACI DETAILING MANUAL (SP-66) SHOWING BAR

SCHEDULES, STIRRUP SPACING, DIAGRAMS OF BENT BARS, ARRANGEMENT OF CONCRETE

REINFORCEMENT. INCLUDE SPECIAL REINFORCEMENT REQUIRED AT OPENINGS THROUGH

CONCRETE STRUCTURES. INCLUDE ALL ACCESSORIES SPECIFIED/REQUIRED TO

SUPPORT REINFORCING.

6.12. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMISSION

AND SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP ACCEPTING RESPONSIBILITY

FOR DIMENSIONS, QUANTITIES AND COORDINATION WITH THE OTHER TRADES.

6.13. SUBMIT THREE (3) 24" X 36" PRINTS OF EACH SHOP DRAWING FOR REVIEW. SEE

PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

6.14. ALTERNATIVELY, WHERE ACCEPTABLE TO C.O.R., SUBMIT ONE (1) PRINT OF EACH

SHOP DRAWING FOR REVIEW. DRAWINGS MAY BE ELECTRONICALLY SUBMITTED

WHERE NECESSARY TO ACCOMMODATE THE PROJECT SCHEDULE, PROVIDED LEGIBILITY

IS MAINTAINED. REVIEW COMMENTS ONLY WILL BE ELECTRONICALLY

FORWARDED TO THE CONTRACTOR AND SUBMISSION WILL BE RETAINED BY THE

C.O.R..

6.15. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

6.16. CONTRACTOR SHALL NOTIFY THE C.O.R. A MINIMUM OF 48 HOURS

PRIOR TO ALL CONCRETE POURS IN ORDER TO PERMIT REINFORCING STEEL REVIEW

IF REQUIRED BY THE C.O.R..

7.0. STRUCTURAL STEEL:

7.1. ALL STRUCTURAL STEEL SHALL BE OF THE GRADES INDICATED BELOW, UNLESS NOTED

OTHERWISE ON PLANS OR DETAILS:

A. WIDE FLANGE SHAPES ASTM A992 GR50.

B. OTHER ROLLED SHAPES ASTM A36 TYPICALLY, U.N.O.

C. ANCHOR BOLTS ASTM F1554 GR36 U.N.O.

D. STRUCTURAL TUBING (SQUARE AND RECTANGULAR) ASTM A500, GRADE B, FY=46 KSI.

E. STRUCTURAL TUBING (ROUND) ASTM A500, GRADE B, FY=42 KSI.

F. PLATES AND BARS ASTM A36 U.N.O.

G. MISCELLANEOUS ASTM A36 U.N.O.

7.2. ALL STRUCTURAL STEEL SHALL BE DETAILED AND, FABRICATED IN ACCORDANCE WITH

THE AISC CODE OF STANDARD PRACTICE AS MODIFIED IN THESE NOTES AND THE

PROJECT SPECIFICATIONS.

7.3. SUBMIT SHOP DRAWINGS FOR DETAILS, FABRICATION, AND ERECTION OF STRUCTURAL

STEEL. COMPLY WITH AISC "STEEL CONSTRUCTION MANUAL", AISC "DETAILING FOR

STEEL CONSTRUCTION", AND AISC "ENGINEERING FOR STEEL CONSTRUCTION"

PUBLICATIONS.

7.4. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMISSION.

DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP ACCEPTING

RESPONSIBILITY FOR DIMENSIONS, QUANTITIES AND COORDINATION WITH THE OTHER

TRADES.

7.5. SUBMIT THREE (3) 24" X 36" PRINTS OF EACH SHOP DRAWING FOR REVIEW. SEE

PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

7.6. ALTERNATIVELY, WHERE ACCEPTABLE TO C.O.R., SUBMIT ONE (1) PRINT OF EACH

SHOP DRAWING FOR REVIEW. DRAWINGS MAY BE ELECTRONICALLY SUBMITTED

WHERE NECESSARY TO ACCOMMODATE THE PROJECT SCHEDULE, PROVIDED LEGIBILITY

IS MAINTAINED. REVIEW COMMENTS ONLY WILL BE ELECTRONICALLY

FORWARDED TO THE CONTRACTOR AND SUBMISSION WILL BE RETAINED BY THE

C.O.R.

7.6. CONTRACTOR SHALL PROVIDE IN HIS SCHEDULE FOR A SHOP DRAWING REVIEW AND

RETURN TIME OF A MINIMUM OF FIFTEEN (15) WORKING DAYS IN THE STRUCTURAL

ENGINEER'S OFFICE.

7.7. CONNECTION DESIGN: SEE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

A. FABRICATOR IS RESPONSIBLE FOR THE DESIGN OF CONNECTIONS NOT DESIGNED

ON THE STRUCTURAL DRAWINGS.

B. ALL CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED

IN THE STATE WHERE THE PROJECT IS LOCATED. SHOP DRAWING CONTAINING

CONNECTION DESIGNS SHALL BE SIGNED AND SEALED. A NOTE INDICATING

"CONNECTION DESIGN ONLY" SHOULD ACCOMPANY THE SEAL. FABRICATOR SHALL

SUBMIT SIGNED AND SEALED CALCULATIONS FOR ALL CONNECTIONS DESIGNED AS

PART OF HIS WORK AND APPEARING ON HIS SHOP DRAWINGS.

C. GENERALLY, CONNECTIONS SHOWN ON THE DRAWINGS ARE SCHEMATIC AND ARE

INTENDED TO SHOW THE RELATIONSHIP OF THE MEMBERS.

C. GENERALLY, CONNECTIONS SHOWN ON THE DRAWINGS ARE SCHEMATIC AND ARE

INTENDED TO SHOW THE RELATIONSHIP OF THE MEMBERS.

D. CONNECTIONS SHALL BE DESIGNED FOR ONE-HALF (1/2) THE MAXIMUM TOTAL

UNIFORM LOAD ON THE MEMBER, AS DEFINED IN TABLE 3-6, "MAXIMUM TOTAL

UNIFORM LOAD" IN THE AISC "SPECIFICATIONS FOR STRUCTURAL STEEL

BUILDINGS", PUBLICATION 360-05 OR FOR THE REACTIONS AS SHOWN ON

THE DRAWINGS OR A MINIMUM OF 10 KIPS, WHICHEVER IS GREATEST.

E. MEMBER FORCES AND REACTIONS HAVE BEEN REDUCED IN CONFORMANCE TO CODE

PROVISIONS RELATED TO COMBINATIONS OF LOADS THAT INCLUDE WIND AND

SEISMIC FORCES. NO FURTHER REDUCTIONS IN FORCES OR INCREASES IN

ALLOWABLE STRESSES ARE PERMITTED.

F. CONNECTIONS SHOWN ON DRAWINGS ARE ULTIMATE (LRFD) LOAD REACTIONS.

G. CONNECTIONS MAY BE BOLTED OR WELDED, U.N.O. ON THE DRAWINGS:

7.8. BOLTED CONNECTIONS:

A. SLIP CRITICAL CONNECTIONS WITH A325SC OR A490SC BOLTS SHALL BE USED

IN ALL BOLTED MOMENT PLATE CONNECTIONS. OVERSIZED OR LONG-SLOTTED

HOLES ARE PERMITTED.

B. BEARING-TYPE CONNECTIONS WITH A325N OR A490N BOLTS SHALL BE USED FOR

ALL OTHER BOLTED CONNECTIONS. OVERSIZED AND LONG-SLOTTED HOLES ARE

NOT PERMITTED U.N.O. IN SINGLE TAB PLATE CONNECTIONS ONLY BEARING-

TYPE FASTENERS ARE PERMITTED, FASTENERS SHALL NOT BE TORQUED, AND

SHORT SLOTTED HOLES ARE REQUIRED.

C. ANCHOR BOLTS OR OTHER BOLTS, WHERE INDICATED, SHALL CONFORM TO ASTM

F1554 GR36 U.N.O.

D. PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT EXTEND NOR PROHIBIT

THE APPLICATION OF ARCHITECTURAL FINISHES OR PLACEMENT OF STEEL DECK

AT ITS CORRECT LOCATION AND ELEVATION.

E. CONNECTION DESIGNER IS RESPONSIBLE FOR VERIFYING THE AXIAL CAPACITY

AFTER A SECTION IS REDUCED FOR BOLT HOLES. MEMBER SIZE MAY BE

INCREASED OR PLATES ADDED TO MAINTAIN REQUIRED CAPACITY.

F. SHOP DRAWINGS SHALL INDICATE THE TYPE OF BOLT USED IN EACH

CONNECTION, ALLOWABLE VALUES FOR THE VARIOUS BOLT TYPES AND CAPACITY

OF EACH CONNECTION SHOWN.

G. DOMESTIC FASTENERS (AMERICAN OR CANADIAN) ARE REQUIRED IN ALL

STRUCTURAL STEEL WORK ON THIS PROJECT. IMPORTED FASTENERS ARE

PROHIBITED.

7.9. WELDED CONNECTIONS:

A. ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL WELDING CODE

- STEEL" (AWS D1.1) OF THE AMERICAN WELDING SOCIETY.

B. ELECTRODES FOR WELDING SHALL COMPLY WITH THE REQUIREMENTS OF AWS

D1.1 TABLE 4.1.1.

C. SHOP DRAWINGS SHALL INDICATE WELD TYPE, REQUIRED ELECTRODES AND

CAPACITY FOR EACH CONNECTION DETAILED ON THE SHOP DRAWINGS.

D. PERFORM VISUAL INSPECTIONS OF ALL WELDS.

E. PERFORM NON-DESTRUCTIVE TESTS OF WELDS AS FOLLOWS:

1. PARTIAL PENETRATION WELDS - ONE SPOT TEST PER WELD USING

MAGNETIC PARTICLE TESTING TECHNIQUES.

2. FULL PENETRATION WELDS - TEST ENTIRE LENGTH OF ALL WELDS.

USE RADIOGRAPHIC OR ULTRASONIC TESTING TECHNIQUES.

7.10. WHERE CANTILEVER BEAMS OCCUR ON PLAN AND THE SIZE IS NOTED ONLY FOR THE

BACK-SPAN, THE CANTILEVER IS INTENDED TO BE THE SAME SIZE AS THE BACK-

SPAN.

7.11. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED

WITHOUT WRITTEN APPROVAL OF THE C.O.R.

7.12. NO CHANGE IN SIZE OR POSITION OF ANY STRUCTURAL ELEMENT NOR HOLES, SLOTS,

CUTS, ETC. SHALL BE MADE UNLESS DETAILED AND NOTED AS A PROPOSED CHANGE

ON THE SHOP DRAWINGS AND REVIEWED AND ACCEPTED BY THE STRUCTURAL

ENGINEER.

7.13. NO FINAL BOLTING OR WELDING SHALL BE PERFORMED UNTIL AS MUCH OF THE

STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED.

7.14. FABRICATE ALL BEAMS WITH MILL CAMBERS UP.

7.15. MINIMUM PLATE THICKNESS SHALL BE 3/8" U.N.O.; MINIMUM BOLT DIAMETER SHALL

BE 3/4" U.N.O.; MINIMUM SHOP WELD SHALL BE 3/16" AND MINIMUM FIELD WELD

SHALL BE 1/4" U.N.O.

7.16. ALL RE-ENTRANT CORNERS (SUCH AS COPES AND BLOCKS) SHALL BE CUT AND SHAPED

NOTCH FREE WITH A RADIUS OF AT LEAST 1/2".

7.17. FIELD USE OF GAS CUTTING TORCHES IS PROHIBITED FOR CORRECTING FABRICATION

ERRORS IN PRIMARY STRUCTURAL FRAMING.

7.18. PARAGRAPH 4.4.1 OF THE AISC CODE OF STANDARD PRACTICE SHALL BE SUPERSEDED

BY THE FOLLOWING: INDICATION OF COMPLIANCE BY THE

OWNER OF SHOP DRAWINGS PREPARED BY THE FABRICATOR INDICATES THAT THE

FABRICATOR HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS. SUCH

INDICATION DOES NOT RELIEVE THE FABRICATOR OF THE RESPONSIBILITY ASSIGNED

TO HIM FOR THE DESIGN AND DETAILING OF CONNECTIONS ASSIGNED TO HIM, NOR

FOR THE ACCURACY OF DIMENSIONS ON THE SHOP DRAWINGS, NOR FOR GENERAL FIT

UP OF PARTS TO BE ASSEMBLED IN FIELD.

7.19. PARAGRAPHS 7.2 THROUGH 7.6 OF THE AISC CODE OF STANDARD PRACTICE SHALL BE

SUPERSEDED AS FOLLOWS: ALL REFERENCES TO "OWNER" SHALL BE REPLACED

WITH REFERENCES TO "CONTRACTOR".

7.20. EXPANSION BOLTS SHALL PROVIDE A MINIMUM SAFETY FACTOR OF FOUR (4) TIMES

THE FOLLOWING MINIMUM SERVICE LOAD CAPACITIES, U.N.O.

SLEEVE ANCHORS (2000 PSI MASONRY) WEDGE ANCHORS (3000 PSI CONCRETE)

DIA. SHEAR TENSION DIA. SHEAR TENSION

1/4" 270 LB. 300 LB. 1/2" 1950 LB. 1250 LB.

1/2" 930 LB. 600 LB. 3/4" 3750 LB. 2250 LB.

8.0. COMPOSITE BEAMS:

8.1. COMPOSITE BEAMS AND GIRDERS DO NOT REQUIRE TEMPORARY SHORING FOR

CONSTRUCTION LOADS (WET CONCRETE + 20 PSF) U.N.O. ON THE DRAWINGS.

CONTRACTOR IS RESPONSIBLE FOR LIMITING THE CONSTRUCTION LOAD IMPOSED ON

THE STRUCTURE. WHERE QUESTIONS AS TO CAPACITY ARISE, CONTRACTOR SHALL

INFORM THE C.O.R. PRIOR TO PROCEEDING WITH ANY WORK.

8.2. THE NUMBER OF SHEAR CONNECTORS (STUDS) SHOWN IS BASED UPON OBTAINING THE

FULL HORIZONTAL SHEAR CAPACITY INDICATED IN THE AISC "LOAD AND RESISTANCE

FACTOR DESIGN SPECIFICATION FOR STEEL BUILDINGS" (LRFD) CHAPTER "I" FOR

EACH STUD FOR THE STRENGTH AND DENSITY OF CONCRETE WHERE USED. SEE

COMPOSITE STEEL DECK NOTES ALSO.

8.3. STUDS SHALL BE 3/4" DIAMETER AND SHALL EXTEND NOT LESS THAN 1-1/2" ABOVE

THE TOP OF THE STEEL DECK AND SHALL NOT HAVE LESS THAN 1/2" CONCRETE COVER

ABOVE TOP OF STUD AFTER WELDING AND SHALL CONFORM TO ASTM A108.

8.4. THE NUMBER OF STUDS ON A BEAM OR BETWEEN ANY TWO CONNECTIONS ALONG A BEAM

IS SHOWN ON THE DRAWINGS. SPACING OF STUDS WITHIN THE LENGTH SHOWN SHALL

BE AS UNIFORM AS POSSIBLE.

8.5. NO SHOP PAINT SHALL BE APPLIED TO ANY STUDS NOR TO TOP FLANGES OR SURFACES

OF MEMBERS RECEIVING FIELD WELDED STUDS.

8.6. STUD TYPE, LENGTH, SHEAR VALUE AND DETAILED LAYOUT SHALL BE SUBMITTED WITH

THE COMPOSITE METAL DECK SHOP DRAWINGS.

8.7. BREAK CERAMIC FERRULES (ARC SHIELDS) LOOSE AND REMOVE FROM DECK.

8.8. A STUD SHEAR CONNECTOR WELDED THROUGH THE METAL DECK MAY TAKE THE PLACE OF

A 3/4" PLUG WELD IN ORDER TO SECURE THE DECK TO THE STEEL FRAMING. DO NOT

WELD SHEAR CONNECTORS THROUGH TWO LAYERS (LAPPED ENDS) OF DECK UNITS.

8.9. IF A STEEL BEAM IS SHOWN ON PLAN WITHOUT ANY SHEAR STUDS NOTED A MINIMUM OF

ONE SHEAR STUD AT 12" O.C. SHALL BE PLACED ON THE BEAM.

1 15

4.3. ALL MAIN LOAD BEARING FOUNDATIONS (SUCH AS THE FOUNDATIONS FOR COLUMNS,

MULTI-STORY WALLS AND RETAINING WALLS) WERE ANTICIPATED

TO BE TO CONSTRUCTED ON SUBGRADE SOILS WHICH HAD BEEN MODIFIED BY THE

INSTALLATION OF A 'AGGREGATE PIER' SYSTEM AT THE TIME OF DESIGN AND WERE DESIGNED

TO BEAR ON STRATA CAPABLE OF SUSTAINING A MINIMUM BEARING PRESSURE OF 4000 PSF

IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. THE 'AGGREGATE

PIER ' SYSTEM IS TO BE DESIGNED TO LIMIT THE TOTAL SETTLEMENT TO LESS

THAN 1" AND THE DIFFERENTIAL SETTLEMENT OF FOUNDATION ELEMENTS BETWEEN COLUMN

GRIDS (+/- 30 FEET) OF EXTERIOR FOUNDATIONS TO A MAXIMUM OF LESS THAN ½ INCH.

THE 'AGGREGATE PIER' SYSTEM IS TO BE DESIGNED TO LIMIT THE DIFFERENTIAL SETTLEMENT OF FOUNDATION ELEMENTS BETWEEN COLUMN GRIDS (+/- 30 FEET) OF INTERIOR BRACED FRAME FOUNDATIONS TO A MAXIMUM OF LESS THAN 3/4 INCH. IN ADDITION, THE 'AGGREGATE PIER'

SYSTEM SHALL BE DESIGNED AND INSTALLED TO ACCEPT THE LATERAL LOADS NOTED ON THE

DRAWINGS.

BEFORE SUBMITTAL OF BIDS THE AGGREGATE PIER DESIGNER/SUPPLIER SHALL REVIEW THE

FOUNDATION LOADS AND FOUNDATION SIZES NOTED ON THE CONTRACT DOCUMENTS.

ANY LOCATIONS WHERE THE AGGREGATE PIER DESIGNER/SUPPLIER REQUIRES LARGER FOUNDATIONS

THAN THOSE NOTED IN THE CONTRACT DOCUMENTS, SHALL BE NOTED IN THE BID

SUBMITTAL. THE GENERAL CONTRACTOR'S BID SUBMITTAL SHALL INCLUDE THE COST

FOR THE LARGER FOUNDATIONS REQUESTED BY THE AGGREGATE PIER DESIGNER/SUPPLIER.

15BY REVISIONS DATE

9.0. STEEL DECK:

9.1. STEEL DECKS SHALL HAVE THE DEPTHS, MINIMUM GAGES, AND PROPERTIES SHOWN

BELOW. DECK HAS BEEN SELECTED BASED ON A MINIMUM THREE SPAN CONDITION.

SUPPLIER SHALL EVALUATE THE ABILITY OF HIS STEEL DECK TO ACCOMMODATE THE

LOAD CONDITIONS INDICATED IN THE GENERAL NOTES FOR ALL SPAN CONDITIONS

REQUIRED FOR HIS PROPOSED DETAILING. WHERE SUPPLIER DETAILS SINGLE OR

TWO SPAN CONDITIONS ON HIS SHOP DRAWINGS DECK WITH A GREATER THICKNESS

MAY BE REQUIRED SUBJECT TO APPROVAL BY THE C.O.R.

DECK TYPE DEPTH GAGE "I" /FT. "SP"/FT. "SN"/FT. FY

COMPOSITE FLOOR DECK 2" 20 GA. .430 IN. .369 IN. .387 IN. 50 KSI

TYPE 'B' ROOF DECK 1 1/2" 20 GA. .210 IN. .232 IN. .245 IN. 33 KSI

9.2. ALL COMPOSITE STEEL FLOOR DECK SHALL BE GALVANIZED PER ASTM A525 G60

EXCEPT DECK PERMANENTLY EXPOSED TO WEATHER SHALL BE G90.

9.3. COMPOSITE STEEL FLOOR DECK:

A. COMPOSITE STEEL DECK SHALL BE DESIGNED TO REQUIRE NO TEMPORARY SHORING

FOR CONSTRUCTION LOADS (WET CONCRETE + 20 PSF). ALLOWABLE CONSTRUCTION

LOADS SHALL BE SHOWN ON STEEL DECK SHOP AND ERECTION DRAWINGS.

B. FASTEN COMPOSITE FLOOR DECK UNITS TO SUPPORTING STEEL MEMBERS BY NOT

LESS THAN 5/8" DIAMETER WELDS OR ELONGATED WELDS OF EQUAL PERIMETER.

ALTERNATIVELY, FASTEN WITH "HILTI" X-ENP-19, X-EDN19 OR X-EDNK22

FASTENERS CONFORMING TO THE REQUIREMENTS OF THE "HILTI"

PUBLISHED INSTALLATION INSTRUCTIONS. ATTACHMENTS SHALL BE SPACED

NOT MORE THAN 12" O/C. WITH A MINIMUM OF 2 WELDS PER UNIT AT EACH SUPPORT.

C. SHEAR CAPACITY OF HEADED STUDS VARIES WITH THE PROPERTIES OF THE

COMPOSITE DECK. THE DECK SUPPLIER SHALL PROVIDE DECK WITH A

CONFIGURATION THAT DOES NOT REDUCE STUD CAPACITY PER AISC REQUIREMENTS.

D. THE COMPOSITE FLOOR SLAB IS NOT DESIGNED TO CARRY MASONRY WALLS UNLESS

A BEAM OCCURS DIRECTLY UNDER THE WALL OR THE CENTERLINE OF THE WALL IS

WITHIN A DISTANCE FROM THE CENTERLINE OF THE BEAM NOT GREATER THAN THE

DEPTH OF THE SLAB AND DECK.

E. DECK CAPACITY AND PROPERTIES SHALL BE CLEARLY INDICATED ON THE SHOP

DRAWINGS. ADDITIONAL REINFORCEMENT REQUIRED BY THE DECK SUPPLIER OR

THE C.O.R.

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File details come from the government source that posted it. Updated Apr 22, 2021.