HomeMy WebLinkAboutS001SCALEPROJECT NUMBERDATEDRAWN BYCHECKED BYSTRUCTURAL ENGINEERING BY: SURINAK ENGINEERING LLC3819 N. DELAWARE ST.INDIANAPOLIS, IN 46205317.500.3159WWW.SURINAKENGINEERING.COMCLIENT:NOTES:S001GENERAL NOTES892985 N. RANGELINE RD.CARMEL, IN 46032MILLER AUTO CARE7-14-2020JARTJSHALSTEAD ARCHITECTS1139 SHELBY ST.INDIANAPOLIS, IN 46203CONCRETE REINFORCING1. REINFORCEMENT, OTHER THAN COLD DRAWN WIRE FOR SPIRALS AND WELDED WIRE FABRIC, SHALL HAVE DEFORMED SURFACES IN ACCORDANCE WITH ASTM A305.2. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED.3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, UNLESS NOTED.4. WHERE HOOKS ARE INDICATED, PROVIDE STANDARD HOOKS PER ACI AND CRSI FOR ALL BARS UNLESS OTHER HOOK DIMENSIONS ARE SHOWN ON THE PLANS OR DETAILS.5. REINFORCEMENT IN FOOTINGS, WALLS AND BEAMS SHALL BE CONTINUOUS. LAP BARS A MINIMUM OF 36 DIAMTETERS, UNLESS NOTED OTHERWISE.6. REINFORCEMENT SHALL BE SUPPORTED AND SECURED AGAINST DISPLACEMENT IN ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTE'S “MANUAL OF STANDARD PRACTICE.”7. DETAILS OF REINFORCING STEEL FABRICATION AND PLACEMENT SHALL CONFORM TO ACI 315 “DETAILS AND DETAILING OF CONCRETE REINFORCEMENT”AND ACI 315R “MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES”, UNLESS OTHERWISE INDICATED.8. SPREAD REINFORCING STEEL AROUND SMALL OPENINGS AND SLEEVES IN SLABS AND WALLS, WHERE POSSIBLE, AND WHERE BAR SPACING WILL NOT EXCEED 1.5 TIMES THE NORMAL SPACING. DISCONTINUE BARS AT ALL LARGE OPENINGS WHERE NECESSARY, AND PROVIDE AN AREA OF REINFORCEMENT, EQUAL TO THE INTERRUPTED REINFORCEMENT, IN FULL LENGTH BARS, DISTRIBUTING ONE-HALF EACH SIDE OF THE OPENING. WHERE SHRINKAGE AND TEMPERATURE REINFORCEMENT IS INTERRUPTED, ADD (2) #5X OPENING DIMENSION + 4'-0”ON EACH SIDE OF THE OPENING. PROVIDE #5X4'-0”DIAGONAL BARS IN BOTH FACES, AT EACH CORNER OF OPENINGS LARGER THAN 12”IN ANY DIRECTION.9. PROVIDE STANDEES FOR THE SUPPORT OF TOP REINFORCEMENT FOR FOOTINGS, PILE CAPS, AND MAT FOUNDATIONS.10. PROVIDE INDIVIDUAL HIGH CHAIRS, WITH SUPPORT BARS, AS REQUIRED FOR THE SUPPORT OF TOP REINFORCEMENT FOR SUPPORTED SLABS. 11. WHERE WALLS SIT ON COLUMN FOOTINGS, PROVIDE DOWELS FOR THE WALL. DOWELS SHALL BE THE SAME SIZE AND SPACING AS THE VERTICAL WALL REINFORCEMENT, UNLESS NOTED OTHERWISE, WITH LAP SPLICES AS SHOWN ON THE APPLICATION SECTIONS. INSTALL DOWELS IN THE FOOTING FOR MS BEFORE CONCRETE IS PLACED. DO NOT STICK DOWELS INTO FOOTINGS AFTER CONCRETE IS PLACED.12. MINIMUM CONCRETE COVER OVER REINFORCING STEEL SHALL BE AS SPECIFIED ON THIS SHEET UNLESS NOTED OTHERWISE ON PLAN. CONCRETE1. THE MIXING, HANDLING, PLACING, AND CURING OF CONRETE SHALL BE IN ACCORDANCE WITH THE ACI “BUILDING CODE REQUIREMENTS FOR REINFORCED CONRETE”(ACI 318).2. ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORANCE WITH ACI 301, ACI 318 AND ACI 306. DO NOT PLACE DURING RAIN, SLEET, OR SNOW WITHOUT ADEQUATE PROTECTION. HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 306.3. WALL FOOTINGS AND SPREAD FOOTINGS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AND SLABS ON GRADE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI.4. CONTRACTOR SHALL FURNISH A MIX DESIGN FOR EACH CLASS OF CONCRETE SPECIFIED.5. SLAB ON GRADE CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF THE GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION (ACI 302.1R).6. DO NOT FINISH SURFACE UNTIL CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE CEMENT ON SLAB SURFACE.7. COMPRESSIVE STRENGTH TEST SHALL CONFORM TO THE REQUIREMENTS OF ASTM C39. 8. AIR ENTRAINMENT 4%-6% IN ALL EXPOSED CONCRETE. 9. SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL AND MIX DESIGNS FOR REVIEW PRIOR TO PLACING ANY CONCRETE.10. REFERENCE ARCHITECTURAL SPECIFICATIONS FOR VAPOR BARRIER REQUIREMENTSMINIMUM COVER FOR REINFORCEMENTSLABS AND JOISTS MINIMUM COVERTOP & BOTTOM BARS FOR DRY CONDITIONS:#11 BARS & SMALLER-3/4"#14 & #18 BARS-11/2"FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, OR WEATHER, AND OVER OR IN CONTACT WITH SEWAGE AND FOR BOTTOMS BEARING ON WORKMAT, OR SLABS SUPPORTING EARTH COVER:#5 BARS & SMALLER-11/2"#6 THROUGH #18 BARS-2”BEAMS & COLUMNS, FORMED FOR DRY CONDITIONS:STIRRUPS, SPIRALS & TIES-11/2"PRINCIPAL REINFORCEMENT-2”EXPOSED TO EARTH, WATER, SEWAGE, OR WEATHER:STIRRUPS & TIES-2”PRINCIPAL REINFORCEMENT-21/2"WALLS FOR DRY CONDITIONS:#11 BARS & SMALLER-3/4"#14 & #18 BARS-11/2"FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, SEWAGE, WEATHER, OR IN CONTACT WITH GROUND FOOTINGS & BASE SLABS-2”AT FORMED SURFACES AND BOTTOMS BEARING ON CONCRETE WORKMAT-3”AT UNFORMED SURFACES & BOTTOMS IN CONTACT WITH EARTH:TOP OF FOOTINGS-SAME AS SLABSOVER TOP OF PILES-2"FOUNDATIONS1. PROOFROLL SLAB ON GRADE AREAS WITH A MEDIUM-WEIGHT ROLLER OR OTHER SUITABLE EQUIPMENT TO CHECK FOR POCKETS OF SOFT MATERIAL HIDDEN BENEATH A THIN CRUST OF BETTER SOIL. ANY UNSUITABLE MATERIALS THUS EXPOSED SHOULD BE REMOVED AND REPLACED WITH COMPACTED, ENGINEERED FILL AS OUTLINED IN THE SPECIFICATIONS. PROOF ROLLING OPERATIONS SHALL BE MONITORED BY THE GEOTECHNICAL TESTING AGENCY.2. ALL ENGINEERED FILL BENEATH SLABS AND OVER FOOTINGS SHOULD BE COMPACTED TO A DRY DENSITY OF AT LEAST 93% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D1557). ALL FILL WHICH SHALL BE STRESSED BY FOUNDATION LOADS SHALL BE APPROVED GRANULAR MATERIALS COMPACTED TO A DRY DENSITY OF AT LEAST 95% (ASTM D 1557). COORDINATE ALL FILL AND COMPACTION OPERATIONS WITH THE SPECIFICATIONS AND THE SUBSURFACE INVESTIGATION.3. COMPACTION SHALL BE ACCOMPLISHED BY PLACING FILL IN APPROX. 8”LIFTS AND MECHANICALLY COMPACTING EACH LIFT TO AT LEAST THE SPECIFIED MINIMUM DRY DENSITY. FOR LARGE AREAS OF FILL, FIELD DENSITY TESTS SHALL BE PERFORMED FOR EACH 3,000 SQUARE FEET OF BUILDING AREA FOR EACH LIFT AS NECESSARY TO INSURE ADEQUATE COMPACTION IS BEING ACHIEVED.4. COLUMN FOOTINGS AND WALL FOOTINGS TO BEAR ON FIRM NATURAL SOILS OR WELL COMPACTED ENGINEERED FILL WITH ALLOWABLE BEARING PRESSURE OF 2,000 PSF. IT IS ESSENTIAL THAT THE FOUNDATIONS BE INSPECTED TO ENSURE THAT ALL LOOSE, SOFT OR OTHERWISE UNDESIRABLE MATERIAL (SUCH AS ORGANICS, EXISTING FILL, ETC.) IS REMOVED AND THAT THE FOUNDATION WILL BEAR ON SATISFACTORY MATERIAL. THE GEOTECHNICAL TESTING AGENCY SHALL INSPECT THE SUBGRADE AND PERFORM ANY NECESSARY TESTS TO ENSURE THAT THE ACTUAL BEARING CAPACITIES MEET OR EXCEED THE DESIGN CAPACITIES. THE TESTING AGENCY SHALL VERIFY THE BEARING CAPACITY AT EACH SPREAD COLUMN FOOTING AND EVERY 10 FEET ON CENTER FOR STRIP FOOTINGS PRIOR TO PLACEMENT OF CONCRETE.5. PLACE FOOTINGS THE SAME DAY THE EXCAVATION IS PERFORMED. IF THIS IS NOT POSSIBLE, THE FOOTINGS SHALL BE ADEQUATELY PROTECTED AGAINST ANY DETRIMENTAL CHANGE IN CONDITION, SUCH AS FROM DISTURBANCE, RAIN AND FREEZING.6. IT IS THE RESPONSIBILITY OF THE CONTRACTOR AND EACH SUB-CONTRACTOR TO VERIFY THE LOCATION OF ALL UTILITIES AND SERVICES SHOWN, OR NOT SHOWN, AND ESTABLISH SAFE WORKING CONDITIONS BEFORE COMMENCING WORK.7. THE CONTRACTOR SHALL LAYOUT THE ENTIRE BUILDING AND FIELD VERIFY ALL DIMENSIONS PRIOR TO EXCAVATION.COLD-FORMED STEEL (CFS) WALL SYSTEM 1. CFS WALL SYSTEM SHALL BE DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRINCIPLES AND GOVERING CODES, INCLUDING AISI, CFSEI.2. CFS WALL SYSTEM SAHLL BE DESIGNED FOR LATERAL SUPPORT AT EACH FLOOR LEVEL AND GRAVITY SUPPORT ONLY AT BASE OF WALL. 3. THE DESIGN SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT RESIDES.4. SHOP DRAWINGS AND CALCULATIONS SHALLY CLEARLY INDICATE CONNECTIONS AND MATERIALS USED.5. SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTRED IN THE STATE IN WHICH THE PROJECT RESIDES. ADESIGN DATADEAD LOAD:COLLATERAL LOAD.............................................LIVE LOAD:MEZZANINE...........................................................ROOF LIVE LOAD.................................................SNOW LOAD:Pg (GROUND SNOW LOAD)................................Ce (SNOW EXPOSURE FACTOR).......................Is (SNOW LOAD IMPORTANCE FACTOR............Ct (THERMAL FACTOR).......................................WIND LOADS:ULTIMATE WIND SPEED......................................I (WIND IMPORTANCE FACTOR).........................WIND EXPOSURE................................................BUILDING CATEGORY.........................................GCpi......................................................................SEISMIC LOADS:SEISMIC OCCUPANCY CATERGORY................. SEISMIC IMPORTANCE FACTOR, I..................... Ss........................................................................... S1...........................................................................Sds......................................................................... Sd1......................................................................... SEISMIC DESIGN CATEGORY............................ BASIC SEISMIC FORCE RESISTING SYSTEM: 5 PSF125 PSF20 PSF20 PSF1.01.01.0115 MPH1.0BII+/-.18II1.0.146g.081g.155g.13gBBy PEMBGENERAL NOTES1. ALL WORK SHALL CONFORM TO THE 2014 EDITION OF THE INDIANA BUILDING CODE AND TO ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND REGULATIONS DURING THE WORK. THE SER WILL NOT ADVISE ON, NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS AND PROGRAMS.3. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN COMPLETED. THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY, AND INSPECTION OF THE BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.4. THE SER SHALL NOT BE RESPONSIBLE FOR THE METHODS, TECHNIQUES, AND SEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.5. THE DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL OF THE SER.6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN ACCORDANCE WITH THE SUPPLIER'S INSTRUCTIONS AND REQUIREMENTS.7. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION SHALL NOT EXCEED THE SAFE LOAD-CARRYING CAPACITY OF THE STRUCTURAL MEMBERS. THE LIVE LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE INDICATED IN THE "DESIGN DATA" NOTES. DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL STRUCTURAL FRAMING IS PROPERLY CONNECTED TOGETHER AND UNTIL ALL PERMANENT BRACING IS IN PLACE.8. ALL ASTM AND OTHER REFERENCED STANDARDS AND CODES ARE FOR THE LATEST EDITIONS OF THESE PUBLICATIONS, UNLESS NOTED OTHERWISE.9. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE SER FOR REVIEW PRIOR TO FABRICATION. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR BEFORE SUBMITTAL. THE SER'S REVIEW IS TO BE FOR CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THE RELEVANT CONTRACT DOCUMENTS.10. IN NO CASE SHALL REPRODUCTIONS OF THE CONTRACT DOCUMENTS BE USED AS SHOP DRAWINGS. AS A MINIMUM, SUBMIT THE FOLLOWING ITEMS FOR REVIEW.A. CONCRETE MIX DESIGN(S).B. REINFORCING STEEL SHOP DRAWINGSC. PRE-ENGINEERED METAL BUILDING SHOP DRAWINGSD. STRUCTURAL STEEL SHOP DRAWINGSE. COLD FORMED STEEL SHOP DRAWINGSF. STEEL STAIR SHOP DRAWINGS11. RESUBMITTED SHOP DRAWINGS: RESUBMITTED SHOP DRAWINGS ARE REVIEWED ONLY FOR RESPONSES TO COMMENTS MADE IN THE PREVIOUS SUBMITTAL.12. WHEN CALCULATIONS ARE INCLUDED IN THE SUBMITTALS FOR COMPONENTS OF WORK DESIGNED AND CERTIFIED BY A SPECIALTY STRUCTURAL ENGINEER (SSE), THE REVIEW BY THE STRUCTURAL ENGINEER OF RECORD (SER) SHALL BE FOR CONFORMANCE WITH THE RELEVANT CONTRACT DOCUMENTS. THE SER'S REVIEW DOES NOT RELIEVE THE SPECIALTY STRUCTURAL ENGINEER FROM RESPONSIBILTY FOR THE DESIGN OF THE SYSTEM(S) AND THE COORDINATION WITH THE ELEMENTS OF THE STRUCTURE UNDER THE CERTIFICATION OF THE STRUCTURAL ENGINEER OF RECORD, OR OTHER SPECIALTY STRUCTURAL ENGINEER. THE SER'S REVIEW DOES NOT CONSTITUTE A WARRANTY OF THE ACCURACY OR COMPLETENESS OF THE SPECIALTY STRUCTURAL ENGINEER'S DESIGN.13. CONTRACTORS SHALL VISIT THE SITE PRIOR TO BID TO ASCERTAIN CONDITIONS WHICH MAY ADVERSELY AFFECT THE WORK OR COST THEREOF.14. NO STRUCTURAL MEMBER MAY BE CUT, NOTCHED, OR OTHERWISE REDUCED IN STRENGTH WITHOUT WRITTEN DIRECTION FROM THE SER. 15. WHEN MODIFICATIONS ARE PROPOSED TO STRUCTURAL ELEMENTS UNDER THE DESIGN AND CERTIFICATION OF A SPECIALTY STRUCTURAL ENGINEER, WRITTEN AUTHORIZATION BY THE SPECIALTY STRUCTURAL ENGINEER MUST BE OBTAINED AND SUBMITTED TO THE SER FOR REVIEW, PRIOR TO PERFORMING THE PROPOSED MODIFICATIONS. No. Description DatePRE-ENGINEERED METAL BUILDING (PEMB)1.1 SECTION INCLUDESA. PRE-ENGINEERED BUILDING AND COMPONENTS INCLUDING THE FOLLOWING:1. STRUCTURAL STEEL FRAME, SECONDARY FRAMING, AND MISCELLANEOUSFRAMING.2. ROOF COVERING SYSTEM INCLUDING EXTERIOR ROOF PANELS3. EXTERIOR PANELS INCLUDING WALL, LINER AND SOFFIT PANELS.1.2 REFERENCESA. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC):1. AISC 360 -SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.2. AISC 341 -SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS(WHEN APPROPRIATE).3. AISC DESIGN GUIDE 3 -SERVICEABILITY FOR STEEL BUILDINGSB. AMERICAN IRON AND STEEL INSTITUTE (AISI):1. AISI S100 -NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.C. AMERICAN WELDING SOCIETY (AWS):1. AWS D1.1 / D1.1M -STRUCTURAL WELDING CODE -STEEL.2. AWS D1.3 / D1.3M -STRUCTURAL WELDING CODE -SHEET STEEL.D. ASTM INTERNATIONAL (ASTM):1. ASTM A 325 -STANDARD SPECIFICATION FOR STRUCTURAL BOLTS, STEEL, HEAT TREATED, 120/105 KSI MINIMUM TENSILE STRENGTH.E. FM GLOBAL:1. FMRC STANDARD 4471 -APPROVAL STANDARD FOR CLASS 1 ROOFS FORHAIL DAMAGE RESISTANCE, COMBUSTIBILITY, AND WIND UPLIFT RESISTANCE.F. METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA):1. MBMA METAL BUILDING SYSTEMS MANUAL.2. SEISMIC DESIGN GUIDE FOR METAL BUILDING SYSTEMS.G. UNDERWRITERS LABORATORIES (UL):1. UL 580 -STANDARD FOR TESTS FOR UPLIFT RESISTANCE OF ROOF ASSEMBLIES.2. UL 723 -STANDARD FOR TEST FOR SURFACE BURNING CHARACTERISTICS OF BUILDING MATERIALS.H. US ARMY CORPS OF ENGINEERS (COE):1. COE UNIFIED FACILITIES GUIDE SPECIFICATION SECTION 07 61 13.1.3 SYSTEM DESCRIPTIONA. GENERAL:1. PROVIDE METAL BUILDING FRAME, METAL WALL PANELS, METAL ROOF PANELS, ACCESSORIES AND MISCELLANEOUS MATERIALS FOR A COMPLETE ENCLOSURE INCLUDING SUPPORTS FOR BUILDING COMPONENTS SPECIFIED IN OTHER SECTIONS.2. DESIGN STRUCTURAL SYSTEMS ACCORDING TO PROFESSIONALLY RECOGNIZED METHODS AND STANDARDS AND LEGALLY ADOPTED BUILDING CODES.3. DESIGN UNDER SUPERVISION OF PROFESSIONAL ENGINEER LICENSED IN THE JURISDICTION OF THE PROJECT.B. DESIGN REQUIREMENTS:1. PER DESIGN DATA SECTION.C. PERFORMANCE REQUIREMENTS:1. SYSTEM TO WITHSTAND GRAVITY AND LATERAL LOADS IN COMPLIANCE WITH CONTRACT DOCUMENTS.2. REFER TO CONTRACT DRAWINGS FOR ADDITIONAL CONCENTRATED LOADSTO PRE-ENGINEERED BUILDING HANGER BEAMS AND SUPPORT JACKS.3. ALLOWABLE DEFLECTIONS:A. L/600 AT EXTERIOR WALLS FACED WITH BRICK VENEER.B. L/120 AT STEEL PANEL WALLSC. L/150 PURLIN/JOISTSD. L/180 MAIN FRAMEE. L/240 MEZZANINE LIVE LOADF. H/60 MAIN FRAME SIDESWAYG. H/150 MAIN FRAME SIDESWAY AT BRICK VENEER1.4 SUBMITTALSA. DESIGN DATA: PROVIDE DETAILED DESIGN CRITERIA AND CALCULATIONS PREPARED BY A LICENSED STRUCTURAL ENGINEER.B. CERTIFICATION: MANUFACTURER CERTIFICATION THAT THE BUILDING CONFORMS TO THE CONTRACT DOCUMENTS AND MANUFACTURER'S STANDARD DESIGN PROCEDURES.C. SHOP DRAWINGS: SHOW BUILDING LAYOUT, PRIMARY AND SECONDARY FRAMING MEMBER SIZES AND LOCATIONS, CROSS-SECTIONS, AND PRODUCT AND CONNECTIONDETAILS.1. ANCHOR BOLT INSTALLATION DRAWINGS: LAYOUTS WITH MINIMUM BOLTDIAMETERS (ANCHORS ARE TYPICALLY BY OTHERS IN THE METAL BUILDING INDUSTRY).D. CERTIFICATES: WELDER CERTIFICATIONS1.5 DELIVERY, STORAGE, AND HANDLINGA. STORE PRODUCTS IN MANUFACTURER'S UNOPENED PACKAGING UNTIL READY FOR INSTALLATION.B. STORE AND DISPOSE OF SOLVENT-BASED MATERIALS, AND MATERIALS USED WITH SOLVENT-BASED MATERIALS, IN ACCORDANCE WITH REQUIREMENTS OF LOCAL AUTHORITIES HAVING JURISDICTION.1.6 PROJECT CONDITIONSA. MAINTAIN ENVIRONMENTAL CONDITIONS (TEMPERATURE, HUMIDITY, AND VENTILATION) WITHIN LIMITS RECOMMENDED BY MANUFACTURER FOR OPTIMUM RESULTS. DO NOT INSTALL PRODUCTS UNDER ENVIRONMENTAL CONDITIONS OUTSIDE MANUFACTURER'S RECOMMENDED LIMITS.2.0 PRODUCTS2.1 MANUFACTURERSA. ACCEPTABLE MANUFACTURER: NUCOR BUILDING SYSTEMS (NBS)B. REQUESTS FOR SUBSTITUTIONS REQUIRE PRIOR APPROVAL.2.2 MATERIALSA. STRUCTURAL STEEL PLATE, BAR, SHEET, AND STRIP FOR USE IN BOLTED AND WELDED CONSTRUCTIONS: ASTM A 572/A 572M, A 529/A 529M, A 1011 OR A 36/A 36M MODIFIED 50, WITH MINIMUM YIELD STRENGTH OF 55,000 PSI (380 MPA).B. HOT ROLLED STEEL SHAPES: W, M AND S SHAPES, ANGLES, RODS, CHANNELS AND OTHER SHAPES; ASTM A 500, ASTM A 572/A 572M OR ASTM A 36/A 36M AS APPLICABLE; WITH MINIMUM YIELD STRENGTHS REQUIRED FOR THE DESIGN.C. STRUCTURAL BOLTS AND NUTS: HIGH STRENGTH, ASTM A 325 BOLTS AND ASTM A563 GRADE C NUTS.2.3 FABRLCATLONA. FABRICATION: FABRICATE ACCORDING TO MANUFACTURER'S STANDARD PRACTICE.1. WELDING OPERATORS AND PROCESSES: QUALIFIED IN ACCORDANCE WITH AWS D1.1.2. FIELD CONNECTIONS: PREPARE MEMBERS FOR BOLTED FIELD CONNECTION BY MAKING PUNCHED, DRILLED, OR REAMED HOLES IN THE SHOP.2.4 EXECUTION3.1 EXAMINATIONA. VERIFICATION OF CONDITIONS: EXAMINE AREAS AND CONDITIONS UNDER WHICH WORK IS TO BE PERFORMED AND IDENTIFY CONDITIONS DETRIMENTAL TO PROPER AND OR TIMELY COMPLETION.1. VERIFY FOUNDATIONS ARE PROPERLY INSTALLED, TO CORRECT DIMENSIONS AND WITHIN ACCEPTABLE TOLERANCES.2. VERIFY LOCATION OF COVERED OR BUILT-IN WORK.3. DO NOT PROCEED UNTIL UNSATISFACTORY CONDITIONS HAVE BEEN CORRECTED.3.2 PREPARATIONA. FRAMING ERECTION: ERECT FRAMING IN COMPLIANCE WITH AIS SPECIFICATION AND THE LATEST EDITION OF THE MBMA METAL BUILDING SYSTEMS MANUAL.B. PROVIDE FOR ERECTION AND WIND LOADS. PROVIDE TEMPORARY BRACING TO MAINTAIN STRUCTURE PLUMB AND IN ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING. LOCATE BRACED BAYS AS REQUIRED BY MANUFACTURER.3.3 ERECTION OF FRAMEA. INSTALL IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.1. DO NOT ERECT FRAMES WITHOUT COMPLETE INSTALLATION OF TIE BEAMS AND ANCHORAGES.2. SET COLUMN BASE PLATES WITH NON-SHRINK GROUT TO FULL PLATE BEARING.3. DO NOT FIELD CUT OR ALTER STRUCTURAL MEMBERS WITHOUT WRITTENAPPROVAL.4. AFTER ERECTION, PRIME WELDS, ABRASIONS, AND SURFACES NOT PRIMED WITH PRIMER USED IN SHOP PAINTING.3.4 INSTALLATIONA. INSTALL IN COMPLIANCE WITH MANUFACTURER'S INSTRUCTIONS AND APPROVED SUBMITTALS.1. EXERCISE CARE WHEN CUTTING PREFINISHED MATERIAL TO ENSURE CUTTINGS DO NOT REMAIN ON FINISH SURFACE.2. FASTEN CLADDING SYSTEM TO STRUCTURAL SUPPORTS, ALIGNED LEVELAND PLUMB.3. LOCATE END LAPS OVER SUPPORTS. END LAP PANELS ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. PLACE SIDE LAPS OVER ADJACENT PANEL AND MECHANICALLY SEAM OR STITCH FASTENER PER ERECTION GUIDELINES.4. PROVIDE EXPANSION JOINTS WHERE INDICATED.B. TOLERANCES:1. FRAMING MEMBERS: 1/4 INCH FROM LEVEL; 1/8 INCH FROM PLUMB.2. RACKING: 1/8 INCH FROM TRUE POSITION. PROVIDE SHORING TO MAINTAIN POSITION PRIOR TO CLADDING INSTALLATION.3.5 FIELD QUALITY CONTROLA. TESTING BY OWNER:1. HIGH STRENGTH BOLTED CONNECTIONS: SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS, WITH MINIMUM TESTING OF BOLTEDCONNECTIONS PER THE ARBITRATION INSPECTION PROCEDURE.2. WELDED CONNECTIONS: AWS. VISUAL INSPECTION OF 100 PERCENT OFWELDS. ULTRASONIC INSPECTION OF 50 PERCENT OF FULL AND PARTIAL PENETRATION WELDS. A REJECTION RATE GREATER THAN 5 PERCENT WILL INCREASE THE INSPECTION TO 100 PERCENT.3. GENERAL TESTING: FOR MATERIALS AND INSTALLED TOLERANCES.