36C24618B0617-013.pdf

Approved: Associate Director

Approved: Chief of Staff

Approved: Service Chief t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e e f o o t o n e i n c h e f o o t t h r e e q u a r t e r s i n c e f o o t o n e h a l f i n c e f o o t t h r e e e i g h t s i n c e f o o t o n e q u a r t e r i n c e f o o t o n e e i g h t i n c e f o o t

DRAWING NO.

Dwg. Of

Project No.

Date

DrawnChecked

Location

Building Number

Project Title

Approved: Medical Center Director

Approved: Chief of Facility Management Svc.

Drawing Title

Date Revisions/Addenda

Approved: Infection Control Officer

Approved: Safety Manager

Approved: GEMS Coordinator

Approved: Energy Engineer

658-314

07/17/2017

BUILDING 2A

VA MEDICAL CENTER, SALEM, VA 24153

EXPAND / RENOVATE EMERGENCY

DEPARTMENT

Atriax, pllc 102 3rd Avenue, NE

PO Box 1629, Hickory, NC 28603

Phone: 828.315.9962

Fax: 828.315.9964 www.atriaxgroup.com

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

Quality Consulting

Engineers, pllc

1419 Deer Forest Drive

Indian Land, SC 29707

Phone: 803.207.5450 djones@qualityconsultingengineers.com

CONSULTANTS

REVISED

FINAL CONSTRUCTION

DRAWINGS:

07-17-2017

REVISED FINAL CONSTRUCTION DRAWINGS: 07-17-2017

STRUCTURAL GENERAL

NOTES

MSR RJM

S001

1 11

AutoCAD SHX Text

STRUCTURAL GENERAL NOTES

AutoCAD SHX Text

1.0. CODES AND STANDARDS: 1.1. INTERNATIONAL BUILDING CODE 2012 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. 1.5. "STRUCTURAL WELDING CODE - STEEL (AWS D1.1-04)" AND "STRUCTURAL WELDING CODE REINFORCING STEEL (AWS D1.4-98)", AMERICAN WELDING SOCIETY. 1.6 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-11)", AMERICAN CONCRETE INSTITUTE AND ALL SUCCEEDING REVISIONS. 1.7. "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE, LATEST EDITION. 1.8. "STANDARD FOR COMPOSITE STEEL FLOOR DECK-SLABS", ANSI/SDI C-2011, STEEL DECK INSTITUTE. 1.9. "STANDARD FOR NONCOMPOSITE STEEL FLOOR DECK", ANSI/SDI NC-2010, STEEL DECK INSTITUTE. 1.10. "STANDARD FOR STEEL ROOF DECK", ANSI/SDI RD-2010, STEEL DECK INSTITUTE. 1.11. "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, WITH SUPPLEMENT 1, DATED 2010", S100-07/SI-10, 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 STRUCTURAL ENGINEER. 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 ARCHITECT 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 ARCHITECT 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 MECHANICAL AREAS ON FUTURE FIRST FLOOR ACTUAL UNIT WEIGHTS - STAIRS 100 PSF 25 PSF FUTURE SECOND FLOOR 100 PSF 40 PSF SLAB ON GRADE 200 PSF - LIVE LOADS ARE REDUCED IN CONFORMANCE WITH ASCE 7-10 SECTION 4.8 "REDUCTION IN LIVE LOADS" DEAD LOAD AT FUTURE FIRST FLOOR INCLUDES 25 PSF FOR FUTURE TOPPING SLAB. 3.2. SEISMIC LOADS: RISK CATEGORY IV IMPORTANCE FACTOR "IE" 1.5 SITE SOIL CLASSIFICATION D MAPPED SPECTRAL RESPONSE "Ss/S1" 0.288g/0.079g DESIGN SPECTRAL RESPONSE "Sds/Sd1" 0.301g/0.126g SEISMIC DESIGN CATEGORY C MEAN ROOF HEIGHT 26'-0" STRUCTURAL SYSTEM NORTH/SOUTH EAST/WEST ORDINARY STEEL ORDINARY STEEL MOMENT FRAMES MOMENT FRAMES RESPONSE MODIFICATION "R" 3.0 3.0 DEFLECTION AMPLIFICATION "CD" 3.0 3.0 PERIOD BY CODE FORMULA "TA" 0.379 SEC. 0.379 SEC. PERIOD BY ELASTIC ANALYSIS "TE" 0.740 SEC. 0.655 SEC. MAXIMUM PERMISSIBLE PERIOD "TU" 1.199 SEC. 1.199 SEC. SEISMIC COEFFICIENT "CS" 0.101 0.101 SEISMIC BASE SHEAR "VO" 94.19 KIPS 94.19 KIPS 3.3. WIND LOADS PER ASCE 7-10: BASIC WIND SPEED 115 MPH RISK CATEGORY IV IMPORTANCE FACTOR "I" 1.00 ASCE 7 EXPOSURE CATEGORY B MEAN ROOF HEIGHT 26'-0" MAIN WIND FORCE RESISTING SYSTEM NORTH/SOUTH EAST/WEST ORDINARY STEEL ORDINARY STEEL MOMENT FRAMES MOMENT FRAMES WINDWARD PRESSURE COEFFICIENT "CP" +0.80 +0.80 LEEWARD PRESSURE COEFFICIENT -0.50 -0.50 WIND BASE SHEAR "VO" 66.12 KIPS 71.26 KIPS WIND PRESSURES FOR CLADDING AND OTHER COMPONENTS VARY WITH SHAPE FACTORS FOR THOSE COMPONENTS - SEE APPROPRIATE ASCE 7-10 SECTIONS

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3.4. DRIFTING SNOW LOADS PER ASCE 7-10: 50 YEAR GROUND SNOW LOAD "PG" 25.0 PSF RISK CATEGORY IV IMPORTANCE FACTOR "I" 1.2 ROOF EXPOSURE TYPE PARTIAL EXPOSURE FACTOR "CE" 1.00 THERMAL FACTOR "CT" 1.00 MINIMUM ROOF SNOW LOAD (PG*I) 30.0 PSF FLAT ROOF SNOW LOAD "PF" 21.0 PSF RAIN-ON-SNOW SURCHAGE 0.0 PSF FLAT ROOF DESIGN SNOW LOAD 21.0 PSF 4.0. FOUNDATIONS: 4.1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT, DATED DECEMBER 31, 2014 AND THE JANUARY 15, 2015 ADDENDUM BY ECS MID-ATLANTIC, LLC. THIS REPORT IS AVAILABLE FOR INSPECTION AT THE OFFICE OF THE ARCHITECT OR OWNER. THE RECOMMENDATIONS OF THIS "REPORT" ARE HEREIN MADE A PART OF THE REQUIREMENTS OF THESE CONTRACT DOCUMENTS. 4.2. ALL SHALLOW FOUNDATIONS WERE ANTICIPATED TO BE IN CUT INTO UNDISTURBED RESIDUAL SOILS OR PROPERLY COMPACTED STRUCTURAL FILL AT THE TIME OF DESIGN AND WERE DESIGNED TO BEAR ON STRATA CAPABLE OF SUSTAINING A MINIMUM BEARING PRESSURE OF 3000 PSF IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. 4.3. FOOTINGS SHALL BEAR ON STRATA CAPABLE OF SUSTAINING A MINIMUM BEARING PRESSURE OF 3000 PSF. 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 2'-0" BELOW FINAL GRADE FOR FROST PROTECTION OR BELOW EXISTING FILL MATERIALS, WHICHEVER, DEPTH IS GREATER, PER THE GEOTECHNICAL REPORT. 4.7. ALL MAIN LOAD BEARING FOUNDATIONS (SUCH AS THE FOUNDATIONS FOR COLUMNS. MULTI- STORY WALLS, RETAINING WALLS AND ALL SHEAR WALLS) WERE ANTICIPATED TO BE TO CONSTRUCTED ON SUBGRADE SOILS WHICH HAD BEEN MODIFIED BY THE INSTALLATION OF A 'GEOPIER' SYSTEM AT THE TIME OF DESIGN AND WERE DESIGNED TO BEAR ON STRATA CAPABLE OF SUSTAINING A MINIMUM BEARING PRESSURE OF 3000 PSF IN ACCORDANCE WITH THE RECOMMENDATIONS OF GEOCONSTRUCTORS, INC. THE 'GEOPIER' SYSTEM IS TO BE DESIGN TO LIMIT THE DIFFERENTIAL SETTLEMENT OF FOUNDATION ELEMENTS BETWEEN COLUMN GRIDS (+/-30 FEET) OF EXTERIOR FOUNDATIONS TO A MAXIMUM OF +/- " 12" INCH. IN ADDITION, THE 'GEOPIER' SYSTEM SHALL BE DESIGNED AND INSTALLED TO ACCEPT THE LATERAL LOADS NOTED ON THE DRAWINGS. 4.8. BEFORE SUBMITTAL OF BIDS THE GEOPIER DESIGNER/SUPPLIER SHALL REVIEW THE FOUNDATION LOADS AND FOUNDATION SIZES NOTED ON THE CONTRACT DOCUMENTS. ANY LOCATIONS WHERE THE GEOPIER DESIGNER/SUPPLIER REQUIRES LARGE 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 GEOPIER DESIGNER/SUPPLIER. 4.9. 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 STRATA 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 STRATA. 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. 4.10. 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. 4.11. 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 25 (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". 4.12. EXTENT OF FILL PLACEMENT: STRUCTURAL FILL SHALL EXTEND HORIZONTALLY BEYOND THE EDGE OF BUILDING FOUNDATIONS AT LEAST A DISTANCE OF 10'-0" BUT NOT LESS THAN THE HEIGHT OF THE FILL MATERIAL PLACED. SLOPES AT PERMANENT CUTS SHOULD NOT EXCEED 2:1 (H:V). SLOPE AT PERMANENT FILLS SHOULD NOT EXCEED 2.5:1 (H:V) AND SHOULD BE PROPERLY COMPACTED. 4.13. COMPACTION: ALL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS AND COMPACTED TO A MINIMUM OF 95 PERCENT STANDARD PROCTOR (ASTM D-698) EXCEPT THAT THE TOP 12 INCHES UNDER FOUNDATIONS AND THE BUILDING PAD SHALL BE COMPACTED TO A MINIMUM OF 98 PERCENT STANDARD PROCTOR. MOISTURE SHALL BE CONTROLLED TO WITHIN 3 PERCENT ABOVE OR BELOW OPTIMUM CONTENT. 4.14. 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. 4.15. MODULUS OF SUBGRADE REACTION FOR SLABS ON GRADE: 75 PCI 4.16. FOUNDATION AND RETAINING WALL DESIGN: PARAMETER VDOT #57 STONE ON-SITE SOILS ACTIVE COEFFICIENT (KA) 0.25 0.49 AT REST COEFFICIENT (KO) 0.40 0.66 PASSIVE COEFFICIENT (KP) 2.04 2.04 FRICTION COEFFICIENT 0.36 0.36 UNIT WEIGHT OF FILL 105 PCF 125 PCF 4.16. 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. 4.17. 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. 4.18. FOUNDATION WALLS OR GRADE BEAMS HAVING EARTH PLACED ON EACH SIDE SHALL HAVE BOTH FILLED SIMULTANEOUSLY TO MAINTAIN A COMMON ELEVATION. 4.19. REINFORCING IN ALL CONTINUOUS STRIP FOOTINGS SHALL HAVE CORNER BARS OR DOWELS PROVIDED AT ALL CORNERS AND INTERSECTIONS.

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4.20. IF UNDERPINNING OF EXISTING FOUNDATIONS ADJACENT TO THE NEW CONSTRUCTION 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 VIRGINIA 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 ARCHITECT FOR RECORD ONLY. 5.0. CONCRETE: CONCRETE: 5.1. CONCRETE SHALL HAVE 28-DAY COMPRESSIVE STRENGTHS AND DENSITIES AS FOLLOWS: CONCRETE SHALL HAVE 28-DAY COMPRESSIVE STRENGTHS AND DENSITIES AS FOLLOWS: ELEMENT/MEMBER STRENGTH F'C DENSITY WC FOOTINGS & SLABS ON GRADE 3 KSI 145 PCF CAST-IN-PLACE WALLS 4 KSI 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 D. WATER REDUCING ADMIXTURE SHALL BE USED IN ALL CONCRETE. E. AIR ENTRAINING ADMIXTURE IN ACCORDANCE WITH ACI 301 TABLE 4.2.2.4. SHALL BE USED IN ALL CONCRETE EXPOSED TO FREEZING AND THAWING DURING CONSTRUCTION OR SERVICE CONDITIONS. F. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 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 STRUCTURAL ENGINEER APPROVES THEIR ELIMINATION. 5.7. ADDITIONAL CONSTRUCTION JOINTS, REQUIRED TO FACILITATE CONSTRUCTION, ARE SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER 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.

AutoCAD SHX Text Affairs

AutoCAD SHX Text Veterans

Approved: Service Chief t h r e e i n c h e e f o o t o n e a n d o n e h a l f i n c h e e f o o t o n e i n c e f o o t t h r e e q u a r t e r s i n c e f o o t o n e h a l f i n c e f o o t t h r e e e i g h t s i n c e f o o t o n e q u a r t e r i n c e f o o t o n e e i g h t i n c e f o o t

DRAWING NO.

Dwg. Of

Project No.

Date

DrawnChecked

Location

Building Number

Project Title

Approved: Medical Center Director

Approved: Chief of Facility Management Svc.

Drawing Title

Date Revisions/Addenda

Approved: Infection Control Officer

Approved: Safety Manager

Approved: GEMS Coordinator

Approved: Energy Engineer

658-314

07/17/2017

BUILDING 2A

VA MEDICAL CENTER, SALEM, VA 24153

EXPAND / RENOVATE EMERGENCY

DEPARTMENT

Atriax, pllc 102 3rd Avenue, NE

PO Box 1629, Hickory, NC 28603

Phone: 828.315.9962

Fax: 828.315.9964 www.atriaxgroup.com

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

Quality Consultaning

Engineers, pllc

1419 Deer Forest Drive

Indian Land, SC 29707

Phone: 803.207.5450 djones@qualityconsultingengineers.com

CONSULTANTS

REVISED

FINAL CONSTRUCTION

DRAWINGS:

07-17-2017

REVISED FINAL CONSTRUCTION DRAWINGS: 07-17-2017

STRUCTURAL GENERAL

NOTES

MSR RJM

S002

2 11

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STRUCTURAL GENERAL NOTES

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6.0. REINFORCING STEEL: REINFORCING STEEL: 6.1. REINFORCING SHALL BE DOMESTIC NEW BILLET STEEL CONFORMING TO ASTM A615, 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 FIELD BENDING OF CONCRETE REINFORCING STEEL IS NOT PERMITTED WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 6.3. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A1064. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A1064. 6.4. ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE 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.: MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE U.N.O.: A. UNFORMED SURFACE CAST AGAINST EARTH........................ 3 IN. UNFORMED SURFACE CAST AGAINST EARTH........................ 3 IN. B. FORMED SURFACE EXPOSED TO EARTH/WEATHER.................... 2 IN. FORMED SURFACE EXPOSED TO EARTH/WEATHER.................... 2 IN. C. FORMED SLABS AND WALLS NOT EXPOSED TO FORMED SLABS AND WALLS NOT EXPOSED TO EARTH/WEATHER FOR #11 AND SMALLER BAR.................... 3/4 IN. D. ALL OTHER FORMED ELEMENTS NOT EXPOSED ALL OTHER FORMED ELEMENTS NOT EXPOSED TO EARTH/WEATHER....................................... 1-1/2 IN. 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 STRUCTURAL ENGINEER. 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 ARCHITECT, 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 STRUCTURAL ENGINEER. 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 STRUCTURAL ENGINEER A MINIMUM OF 48 HOURS PRIOR TO ALL CONCRETE POURS IN ORDER TO PERMIT REINFORCING STEEL REVIEW IF REQUIRED BY THE STRUCTURAL ENGINEER. 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.

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

AutoCAD SHX Text

8.5. NO SHOP PAINT SHALL BE APPLIED TO ANY STUDS NOR TO TOP FLANGES OR SURFACES 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. 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 STRUCTURAL ENGINEER. DECK TYPE DEPTH GAGE "I" /FT. "SP"/FT. "SN"/FT. FY COMPOSITE FLOOR DECK 3" 20 GA. .955 IN. .573 IN. .601 IN. 50 KSI ROOF DECK 1 " 20 GA. .201 IN. .234 IN. .247 IN 33 KSI 12" 20 GA. .201 IN. .234 IN. .247 IN 33 KSI 9.2. ALL COMPOSITE STEEL FLOOR DECK SHALL BE GALVANIZED PER ASTM A525 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 STRUCTURAL ENGINEER TO ACCOMMODATE THAT PARTICULAR SUPPLIER'S DECK SHALL BE DESIGNED, DETAILED, AND SUPPLIED BY THAT DECK SUPPLIER AND PLACED BY THE CONTRACTOR RESPONSIBLE FOR SLAB REINFORCING. F. MANUFACTURER SHALL PROVIDE VALUES FOR ADDITIONAL CONCRETE VOLUME EXPECTED FROM DEFLECTION OF HIS DECK BASED ON THE SPANS REQUIRED AND CONTRACTOR SHALL FURNISH THE ADDITIONAL CONCRETE REQUIRED. 9.4. STEEL DECK SUBMITTALS: STEEL DECK MANUFACTURER SHALL SUBMIT SHOP DRAWINGS FOR REVIEW AND ACCEPTANCE BY THE STRUCTURAL ENGINEER INDICATING DECK TYPE, GAUGE AND PROTECTIVE TREATMENT, AS WELL AS TYPE, SIZE AND LAYOUT OF DECK CONNECTIONS. 9.5. SHEAR CONNECTOR SUBMITTALS: STEEL DECK MANUFACTURER SHALL SUBMIT SHOP DRAWINGS FOR REVIEW AND ACCEPTANCE BY THE STRUCTURAL ENGINEER INDICATING SHEAR CONNECTOR (STUD) LAYOUT CONTAINING STUD DIAMETER(S), LENGTH, AND INSTALLATION DETAILS SHOWING NUMBER AND SPACING OF STUDS CONSISTENT WITH THE MANUFACTURER'S STEEL DECK CONFIGURATION. 9.6. 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. 9.7. SUBMIT THREE (3) 24" X 36" SEPIA AND PRINTS OF EACH SHOP DRAWING FOR REVIEW. SEE PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. 9.8. ALTERNATIVELY, WHERE ACCEPTABLE TO ARCHITECT, 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 STRUCTURAL ENGINEER. 9.9. 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. 10.0 LIGHT GAGE STEEL FRAMING: 10.1. ALL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS". 10.2. ALL FRAMING MEMBERS SHALL BE FORMED FROM CORROSION-RESISTANT STEEL, CORRESPONDING TO THE REQUIREMENTS OF ASTM A653, WITH A MINIMUM YIELD STRENGTH OF 50 KSI FOR MEMBERS WITH THICKNESSES OF 54 MILS AND HIGHER AND 33 KSI FOR MEMBERS WITH THICKNESSES OF 33 AND 43 MILS. 10.3. ALL MEMBERS SHOWN ARE STANDARD DESIGNATIONS OF "STEEL STUD MANUFACTURERS ASSOCIATION". 10.4. MEMBERS INDICATED ON THE STRUCTURAL DRAWINGS ARE BASED ON MINIMUM PROPERTIES OF PRODUCTS PRODUCED BY "STEEL STUD MANUFACTURERS ASSOCIATION". SUBSTITUTION OF MATERIALS IS ACCEPTABLE, PRIOR TO SUBMISSION OF SHOP DRAWINGS SUBJECT TO APPROVAL OF THE STRUCTURAL ENGINEER. 10.5. MEMBER CONFIGURATIONS AND CONNECTIONS SHOWN ON THE DRAWINGS ARE SCHEMATIC AND ARE INTENDED ONLY TO SHOW RELATIONSHIPS OF MEMBERS AND INFORMATION FOR PRICING AND BIDDING PURPOSES. 10.6. CONTRACTOR/FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF ALL LIGHTGAGE STEEL FRAMING AND SHALL RETAIN A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED TO PERFORM SUCH. THE ENGINEER SHALL SEAL AND SIGN BOTH CALCULATIONS AND SHOP DRAWINGS. UPON COMPLETION OF THE LIGHTGAGE FRAMING ERECTION THE ENGINEER SHALL FURNISH A LETTER STATING THAT THE LIGHTGAGE FRAMING WAS INSTALLED IN ACCORDANCE WITH THE APPROVED SHOP DRAWINGS. 10.7. SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILS, FABRICATION, AND ERECTION OF LIGHTGAGE STEEL FRAMING: A. COORDINATE CALCULATIONS WITH SHOP DRAWINGS. B. DRAWINGS SHALL CLEARLY INDICATE LOCATION OF DETAILS FOR ERECTION. C. DRAWINGS SHALL INCLUDE LAYOUT, SPACING, TYPE, MATERIAL MEMBER PROPERTIES AND ALL DETAILS OF CONNECTIONS INCLUDING TYPE, SIZE, AND SPACING OF CONNECTORS. D. PROVIDE CALCULATIONS FOR ALL TYPICAL AND NON-TYPICAL CONNECTIONS AND FOR ATTACHMENT TO PRIMARY STRUCTURAL FRAME. 10.8. 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. 10.9. SUBMIT THREE (3) 24" X 36" PRINTS OF EACH SHOP DRAWING FOR REVIEW. SEE PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS.

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Approved: Service Chief t h r e e i n c h e e f o o t o n e a n d o n e h a l f i n c h e e f o o t o n e i n c e f o o t t h r e e q u a r t e r s i n c e f o o t o n e h a l f i n c e f o o t t h r e e e i g h t s i n c e f o o t o n e q u a r t e r i n c e f o o t o n e e i g h t i n c e f o o t

DRAWING NO.

Dwg. Of

Project No.

Date

DrawnChecked

Location

Building Number

Project Title

Approved: Medical Center Director

Approved: Chief of Facility Management Svc.

Drawing Title

Date Revisions/Addenda

Approved: Infection Control Officer

Approved: Safety Manager

Approved: GEMS Coordinator

Approved: Energy Engineer

658-314

07/17/2017

BUILDING 2A

VA MEDICAL CENTER, SALEM, VA 24153

EXPAND / RENOVATE EMERGENCY

DEPARTMENT

Atriax, pllc 102 3rd Avenue, NE

PO Box 1629, Hickory, NC 28603

Phone: 828.315.9962

Fax: 828.315.9964 www.atriaxgroup.com

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

Quality Consultaning

Engineers, pllc

1419 Deer Forest Drive

Indian Land, SC 29707

Phone: 803.207.5450 djones@qualityconsultingengineers.com

CONSULTANTS

REVISED

FINAL CONSTRUCTION

DRAWINGS:

07-17-2017

REVISED FINAL CONSTRUCTION DRAWINGS: 07-17-2017

S003

STRUCTURAL GENERAL

NOTES

MSR RJM

3 11

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STRUCTURAL GENERAL NOTES

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10.10. ALTERNATIVELY, WHERE ACCEPTABLE TO ARCHITECT, SUBMIT ONE (1) PRINT OF EACH ALTERNATIVELY, WHERE ACCEPTABLE TO ARCHITECT, 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 STRUCTURAL ENGINEER. 10.11. 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. 10.12. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULARMEMBERS OR AS REQUIRED FOR AN ANGULAR FIT TIGHT AGAINST ABUTTING MEMBERS. 10.13. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER WHICH WILL ASSURE THAT THEIR ENDS ARE POSITIONED TIGHT AGAINST THE INSIDE OF RUNNER WEBS PRIOR TO FASTENING. PROVIDE WEAK-AXIS HORIZONTAL BRACING AT 36 INCHES MAXIMUM VERTICAL SPACING, BOTH STUD FLANGES. HORIZONTAL BRACING SHALL BE 1-1/2" X 20 GA. STRAPS AND CS TYPE RUNNER SOLID BRIDGING AT EACH END OF WALL, ADJACENT TO WALL OPENINGS, AND AT 8'-0" O/C. MAXIMUM. 10.14. WHERE STUDS FRAME TO STRUCTURAL FLOOR OR ROOF MEMBERS SUBJECT TO DEFLECTION FROM TRANSIENT OR LIVE LOADING, EITHER A DEEP LEG DOUBLE TRACK OR A "Z" CLIP ASSEMBLY SHALL BE PROVIDED AT THE TOP RUNNER TO ACCOMMODATE VERTICAL STRUCTURAL MOVEMENT. FAILURE TO PROVIDE TOP CONNECTIONS CAPABLE OF ACCOMMODATING MOVEMENT MAY RESULT IN CRUSHING AND BUCKLING OF THE STUD MEMBERS AND DAMAGE TO ARCHITECTURAL COMPONENTS OR FINISHES. 10.15. COORDINATE FIREPROOFING REQUIREMENTS FOR LIGHT GAGE ATTACHMENT TO STRUCUTRAL STEEL. 10.16. FASTENING OF COMPONENTS SHALL BE BY SELF-DRILLING SCREWS OR BY WELDING AS DEFINED BELOW U.N.O. ON THE DRAWINGS. 10.17. SCREWED CONNECTIONS: A. FASTENERS SHALL BE SELF-DRILLING SCREWS BY BUILDEX, COMPASS, GRABBER OR APPROVED EQUAL WITH THE CAPACITIES NECESSARY FOR THE REQUIRED DESIGN LOADINGS FOR ALL FRAMING MEMBERS PER MANUFACTURER'S RECOMMENDATIONS. B. MINIMUM SCREW SIZE IS #6. C. SCREWS SHALL CONFORM TO ASTM C1513 & C954. D. A MINIMUM OF THREE (3) EXPOSED THREADS SHALL PENETRATE THROUGH ALL JOINED MATERIALS. E. CORROSION-RESISTANT CADMIUM-PLATED SCREWS SHALL BE USED FOR SCREWS ATTACHING METAL LATH, MASONRY TIES, AND OTHER EXTERIOR MATERIALS. 10.18. WELDED CONNECTIONS: A. CONTRACTOR SHALL REQUIRE THAT AWS QUALIFICATION TESTS FOR WELDING OF MATERIAL LESS THAN 1/8" IN THICKNESS ARE SATISFACTORILY PASSED BY WELDERS EXPECTED TO ERECT LIGHTGAGE FRAMING MATERIALS. THESE TESTS ARE NOT THE SAME AS FOR STRUCTURAL STEEL WELDING QUALIFICATION. B. USE GAS METAL ARC WELDING (GMAW) FOR 20 GA. OR LIGHTER MEMBERS. AWS E-705-3, E-705-5, E-705-6 WIRE ELECTRODES OF .030" TO .035" DIAMETER SHALL BE USED WITH CARBON DIOXIDE, ARGON-OXYGEN, OR ARGON-CARBON DIOXIDE GAS SHIELDING. WELDING EQUIPMENT SHALL PROVIDE 60 TO 100 AMPERES AT 25 VOLTS USING 220-VOLT 3-PHASE ELECTRIC SERVICE. C. SHIELDED METAL ARC WELDING (SMAW) SHALL BE USED FOR 18 GA. AND HEAVIER MEMBERS. AWS E-6012, E-6013, OR E-7014 ELECTRODES OF 3/32" OR 1/8" DIAMETER SHALL BE USED. WELDING EQUIPMENT HEAT SETTING SHALL BE VARIED DEPENDENT ON MATERIAL THICKNESS. D. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC RICH PAINT, OR PAINT SIMILAR TO THAT USED BY THE FRAMING MEMBER SUPPLIER ON PAINTED MEMBERS FROM THE SUPPLIER. 10.19. CUTTING OF STEEL FRAMING MEMBERS MAY BE DONE WITH A SAW OR CUTTING SHEARS. TORCH CUTTING OF LOAD BEARING MEMBERS IS NOT PERMITTED. 10.20. COMPLETE, UNIFORM, AND LEVEL BEARING SUPPORT SHALL BE PROVIDED FOR THE BOTTOM RUNNER. AT SPLICES WHERE SUPPORT IS NOT COMMON TO BOTH RUNNERS, EITHER BUTT WELD RUNNERS OR USE A STUD SECTION INSERTED IN THE RUNNER AS A SPLICING MEMBER ATTACHED PER MANUFACTURER'S RECOMMENDATIONS. RUNNER INTERSECTIONS SHALL BUTT EVENLY. 10.21. SPACING OF STUDS SHALL HAVE A TOLERANCE OF 1/8" FROM THAT SHOWN ON THE DRAWINGS, PROVIDING THAT THE CUMULATIVE ERROR DOES NOT EXCEED THE REQUIREMENTS OF OTHER MATERIALS OR CONSTRUCTION. 10.22. ALIGNMENT OF STUDS (PLUMBNESS) AND WALLS (STRAIGHTNESS) SHALL BE WITHIN 1/960TH OF THEIR RESPECTIVE HEIGHTS AND LENGTHS. 10.23. STUDS SHALL BE PLUMBED, ALIGNED, AND SECURELY ATTACHED TO BOTH TOP AND BOTTOM RUNNERS. SPLICES IN STUDS ARE NOT PERMITTED. 10.24. TEMPORARY BRACING, WHERE REQUIRED, SHALL BE PROVIDED UNTIL ERECTION IS COMPLETED. 10.25. WHERE MANUFACTURER'S RECOMMENDATIONS FOR ERECTION, ATTACHMENT, ASSEMBLY, BRACING, ALIGNMENT, OR OTHER REQUIREMENTS ARE MORE STRINGENT THAN INDICATED IN THESE DRAWINGS OR THE PROJECT SPECIFICATIONS THE MANUFACTURER'S RECOMMENDATIONS SHALL APPLY. 12.0. INSPECTION AND TESTING: 12.1. AN INDEPENDENT TESTING LABORATORY SHALL BE RETAINED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS TO PERFORM TESTING OF FOUNDATION BEARING STRATA, ENGINEERED FILLS, CONCRETE, GROUT, STEEL, AND WELDING. SEE PROJECT SPECIFICATIONS FOR REQUIREMENTS. 12.2. THE CONTRACTOR, IN CONJUNCTION WITH THE TESTING LABORATORY AND IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, SHALL DETERMINE THE FREQUENCY OF THE TESTING NECESSARY TO INSURE THAT THE DESIGN REQUIREMENTS ARE BEING MET. 12.3. THE TESTING AGENCY SHALL VERIFY THAT ALL WELDERS HAVE SATISFACTORILY PASSED AWS QUALIFICATION TESTS FOR THE WELDS WHICH THEY WILL PERFORM. 12.4. THE CONTRACTOR AND TESTING AGENCY SHALL REQUIRE THAT AWS QUALIFICATION TESTS FOR WELDING OF MATERIAL LESS THAN 1/8" IN THICKNESS ARE PASSED BY WELDERS EXPECTED TO ERECT LIGHTGAGE FRAMING MATERIALS. THESE TESTS ARE NOT THE SAME AS FOR MATERIALS 1/8" OR GREATER IN THICKNESS (I.E. STRUCTURAL STEEL MATERIALS) 12.5. ALL WELDING SHALL BE INSPECTED AND TESTED IN ACCORDANCE WITH AWS D1.1 OR D1.3 AS APPROPRIATE TO THE MATERIAL THICKNESS. 12.6. THE TESTING AGENCY SHALL VERIFY THAT THE METAL DECK IS ATTACHED TO THE STRUCTURAL STEEL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AND APPROVED SHOP DRAWINGS. 12.7. CONCRETE TESTING SHALL BE IN ACCORDANCE WITH ACI 301 CHAPTER 16 AND APPROPRIATE AND WITH THE PROJECT SPECIFICATIONS. 13.0. CONSTRUCTION AND SAFETY: 13.1. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS AND PRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT. 13.2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF PERSONS AND PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME AGAINST INJURY, DAMAGE OR LOSS. 13.3. MEANS AND METHODS OF CONSTRUCTION AND ERECTION OF STRUCTURAL MATERIALS ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY. 13.4. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE DRAWINGS OF OTHER CONSULTANTS AND TRADES. THE CONTRACTOR SHALL COORDINATE THE VARIOUS REQUIREMENTS. 13.5.