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Home My WebLink AboutS003- GENERAL NOTES� Q N N RELEA5E0 FOR CONSTRIICTI�N Su6jec� �o compliance with all regula�ions of S�a�e antl Local Codes City of Carmel '�v�:��\i 1�.rvalMa=� . DATE: O$�Z4�ZO WELOABLE REINFORdNG STEEL REWFORCING STEEL WHICH IS TO BE W ELDED SHALL CONFORM TO ASTM A706. WELDINGOFREMFORQNGSTEEL WHENAPPROVEDBVTHESTRUCTURALENGMEER SHALL CONFORM TO THE LATEST EDITION OF AMERICAN WELDING SOQETV STANDARD Di 4. ELECTRODES FOR SHOP AND FIELD WELDING OF REMFORCING STEEL SHALL WNFORM TO ASTM A233, CLASS E90XX. MICRO-RBER REMFORCEMENT SHALL BE VIRGM (NON-RECVCLED) NVLON OR POLVPROPVLENE FIBERS COMPLVING WITH ASTM C1116, WITH LONGEST FIBERS NOT LESS THAN O751NCHE5. MACRO-FIBER REINFORCEMENT SHALL BE VIRGW (NON-RECVCLED) POLYPROPVLENE / POLVETHVLENE FIBER BLEND COMPLVING WITH ASTM C1116, WITH LONGEST FIBERS NOT LESS THAN 1]S INCHES. FIBERS SHALL BE INTRODUCED INTO CONCRETE MI%AT THE BATCH PLANT AND MIXED IN ACCORDANCE W ITH THE MANUFACTURER'S RECOMMENDATIONS. DOSAGE RATES SHALL BE AS IN�ICATE� IN THE CONTRACT DOCUMENTS. USE ONLV THE FlBER TYPE INDICATED FOR EACH APPLICATION. SUBSTITUTION OF FlBER TYPES IS NOT PERMITTED. CONCRETE TESTING MAKE ONE SET OF TEST CVLINDERS IN ACCORDANCE W ITH ASTM C31 FOR EACH DAV'S POUR AND FOR EACH 100 CUBIC VARDS FOR EACH TYPE OF CONCRETE PLACED. EACH SET SHALL INCWDE ONE SPECIMEN TESTEO AT ] DAV$ 2 SPECIMENS TESTE� AT 28 DAVS (3 SPECIMENS TESTED AT 28 DAVS IF USING 4x8 CVLINDERS) AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CVLINOER MAV BE DISCARDE� 90 DAVS AFTER CASTING UNLESS DIRECTED OTHERW ISE BV THE STRUCTURAL ENGINEER. THIS SET OF TEST CVLINDERS SHALL BE PROTECTED AGAINST FREEZMG. WHEN THE AM&ENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 �EGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINOERS SHALL BE MADE AND TESTEO. THESE CVLINDERS SHALL BE STORED IMME�IATELY ADJACENT T0, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE SPEQAL CURING BOXES ARE NOT PERMITTEO FOR THESE TEST CVLINDERS. FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGWEER, READV-MIX SUPPLIER AND CONTRACTOR W ITHIN 24 HOURS AFTER TESTING. POTENTIALLV LOW-STRENGTH CONCRETE CONCRETE WHICH EXHIBITS STRENGTH BASED ON ]-OAV TESTS BELOW ]0 % OF THE SPEQFIED 28-DAV COMPRESSNE STRENGTH SHALL BE CONSIDERED DEFECTIVE WORK AN� SHALL BE SUBJECT TO REPAIRORREPLACEMENTBVTHE CONTRACTORATTHEDISCRETIONOFTHEOWNER AND STRUCTURAL ENGWEER AT NO ADDITIONAL COST TO THE OWNER. PROVIDE EXPANSION JOINTS IN ACCORDANCE WITH THE ARCHITECTURAL DRAW INGS AND SPEQFICATIONS. IF BRICK EXPANSION JOINT LOCATIONS ARE NOT INDICATED ON THE ARCHITECTURAL DRAW INGS OR IN THE SPECIFlCATIONS, SUBMIT PROPOSED EXPANSION JOINT LOCATIONS TO THE ARCHITECT AND STRl1CTlIRAL ENG W EER FOR REVIEW PRIOR TO CONSTRl1CTION. UNLESS INDICATED OTHERWISE, PROVIDE EXPANSION JOINTS AT 20'-0" OC MAXIMUM. LOCATE JOINTS IN ACCORDANCE WITH BIA TECHNICAL NOTE i8A "ACCOMMODATING EXPANSION OF BRICKWORK" AT OFFSETS, SETBACKS, WALL INTERSECTIONS, CORNERS, CHANGES IN THICKNESS CHANGES IN HEIGHT. OR EDGES OF OPENINGS. EXPANSION ANCHORS SHALL BE HILTI "KW IK BOLT TZ" OR AN EQUIVALENT SUBSTITUTE APPROVED BV THE STRUCTURAL ENGWEER, UNO. ANCHOR FINISH SHALL BE CARBON STEEL FOR INTERIOR EXPOSURES AN� AISI 316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S REQUIREMENTS BV INSTALLERS TRAINED BV THE MANUFACTURER'S REPRESENTATIVE. ANCHORS SHALL NOT BE INSTALLED W CONCRETE OR MASONRV UNTIL IT HAS ATTAW ED ITS SPEqFIED MINIMUM 28 DAV COMPRESSIVE STRENGTH. ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HV 200" OR AN EOUNALENT SUBSTITUTE APPROVED BV THE STRUCTURAL ENGINEER, UNO. THREADED ANCHORS SHALL BE ASTM A36 RODS FOR IMERIOR EXPOSURES AND AISI 316 STAINLE55 STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S REQUIREMENTS BV W STALLERS TRAMED BV THE MANUFACTURER'S REPRESENTATIVE. ADHESNE ANCHORS SHALL NOT BE INSTALLED M CONCRETE OR MASONRV UNTIL IT HAS ATTAINED ITS SPECIFIEO MINIMUM 28 DAV COMPRESSIVE STRENGTH. ADDITIONALLV, ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRV WITH AN AGE OF LESS THAN 21 DAYS. MINIMUM EMBEDMENT DEPTH SHALL BE 8 DIAMETERS UNLESS NOTE� OTHERWISE. ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES SHALL BE HILTI "HIT-HV 210" W ITH HILTI "HIT-SC' SCREEN TUBE OR AN EQUIVALENT SUBSTITUTE APPROVED BV THE STRUCTURALENGINEER,UNO. ANCHORS SHALL BE ASTM A36 THREADED RODS FOR INTERIOR EXPOSURES AND AI51 316 STAINLE55 STEEL FOR E%TERIOR AND BELOW GRADE EXPOSURES, UNO. ANCHORS SHALL BE WSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S REQl11REMENTS BV WSTALLERS TRAINE� BV THE MANUFACTURER'S REPRESENTATIVE. NON-SHRINK GROUT GROUT SHALL BE A NON-METALLIG SHRINKAGE RESISTANT (W HEN TESTED IN ACCORDANCE W ITH THE LATEST EDITION OF ASTM C82� OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND RUI�ITV IMPROVING COMPOUNDS. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (FC) OF 5,000 P51 IN 28 DAYS. WATERSTOPS SELFEXPANDWG STRIP WATER STOPS SHALL BE VOLCLAV WATERSTOP-RX 101 UNLE55 NOTED OTHERWISE. WSTALL IN ACCOROANCE W ITH MANUFACTURER'S WRITTEN INSTRUCTIONS. MASTIC GOATING MASTIC COATWG FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR MASTIC BV CARBOLME OR EQUIVALENT SUBSTITUTE APPROVED BV THE STRUCTURAL ENGINEER. WSTALL AT LOCATIONS INDICATED ON ORAWINGS. UNLESS NOTED OTHERW ISE, APPLV MASTIC TO A COATING THICKNESS OF 18 MILS. PROVIOE FULL COVERAGE OVER ITEMS INDICATED TO RECEIVE COATING. APPLV MASTIC COATWG TO ALL STEEL ITEMS THAT W ILL BE IN PERMANENT CONTACT WITH SOIL OR FILL MATERIALS IN THE COMPLETE� CONSTRUCTION. STRUCTURALSTEEL STRUCTURAL STEEL MEMBERS, BRACING, COMPONENTS AND CONNECTIONS SHALL BE IN ACCORDANCE W ITH AISC LOA� AND RESISTANCE FACTOR DESIGN (LRFD) UNLESS NOTED OTHERW ISE. STRUCTURAL STEEL DETAILING. FABRICATION AND ERECTION SHALL CONFORM TO THE ANSUAISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENOMENTS, ANO THE AISC 303 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS. STRUCTURAL STEEL W IDE RANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN W I�E-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERW ISE. HOLLOW STRUCTURAL STEEL SECTIONS (S�UARE, RECTANGULAR, AND ROUND TUBES) SHALL CONFORM TO ASTM A500 GRADE C, UNLESS NOTED OTHERW ISE. STRUCTURAL STEEL ROD HANGERS AND BRACING SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERW ISE. ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 55, UNLESS NOTED OTHERWISE. FABRICATE AND ERECT STEEL FRAMING SO THAT CAMBER IS UP WARD AFTER INSTALLATION. SPLICE MEMBERS ONLV AT LOCATIONS SPECIFICALLV INDICATED ON THE DRAWINGS. �O NOT FIELD MODIFV STRUCTURAL STEEL WITHOUT PRIOR W RITTEN APPROVAL OF THESTRUCTURALENGINEER. AT STRUCTURAL STEEL AND STEEL JOIST FRAMEO ROOFS PROVIOE L4X4Xi14 FRAMEO OPENINGS FOR ALL RWF PENETRATIONS 121NCHE5 OR LARGER ALONG ANV SIDE, UNLESSLARGERFRAMINGISINDICATED. REFERTOMECHANICALANDPLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAME� OPENING SIZES AND LOCATIONS WITH THE MECHANICALAND PLUMBING CONTRACTORS. DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE W ITH THE LRFD SPEqFICATION AN�MANUALOFSTEELCONSTRUCTION. UNLESSNOTE�OTHERWISEONTHE DRAW INGS, DESIGN BEAM CONNECTIONS NOT SHO W N, TO SUPPORT A MINIMl1M SHEAR REACTION OF 30 KIPS LRFD. PROVIDE NO LE55 THAN 2 BOLTS IN ANV VERTICAL ROW OF BOLTS, UNLESS SPECIFlCALLV INDICATED ON THE �RAW INGS. BOLTS IN STRUCTURAL STEEL JOINTS SHALL CONFORM TO ASTM F3125 AND SHALL BE 3l4" DIAMETER GRADE A325, UNLESS NOTED OTHERWISE (TWIST-OFF TENSION CONTROL BOLTS, IF USED, SHALL CONFORM TO ASTM F3125 AND SHALL BE 3/4" DIAMETER GRADE F1852, UNLESS NOTED OTHERWISE.) BOLTED CONNECTIONS SHALL CONFORM TO THE SPEQFlCATION FOR STRUCTURAL JOINTS 1151NG HIGH STRENGTH BOLTS, APPROVED BV THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. UNLESS NOTED OTHERWISE, BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED W ITH CLA55 A FAVING SURFACES. BURNING OF HOLES IN STRUCTURAL STEEL IS EXPLIQTLV PROHIBITEO UNLESS WRITTEN PERMISSION IS GRANTED BV THE STRl1CTURAL ENGINEER. �O NOT FLAME- CUT HOLES OR ENLARGE HOLES BV BURNING. DRILL HOLES IN STRUCTURAL STEEL. DO NOT ENLARGE UNFAIR HOLES IN MEMBERS BV BURNING OR BV USING DRIFf PINS. REAM HOLES THAT MUST BE ENLARGED TO ADMIT BOLTS. FIELD MO�IFICATIONS TO HOLES IN STRUCTURAL STEEL ARE EXPLICITLV PROHIBITED UNLESS W RITTEN PERMISSION IS GRANTED BV THE STRUCTURAL ENGWEER. WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETV'S STRUCTURAL WELDING CODE FOR STEEL ANSIIAWS 01.1. WELDED CONNECTIONS USWG ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITHEIOXXLOWHYDROGENELECTRODES. UNLESSOTHERWISESHOWNORNOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAV BE MADE WITH STANDARD EIOXX ELECTRODES. WELD SIZES SHOWN ON THE DRAW INGS ARE THE REQUIRED EFFECTNE WELD SRE. INCREASE W ELD SIZES PER AWS FOR SKEWE� CONNECTIONS AN� CONNECTIONS W ITH GAPS BETW EEN MEMBERS TO MEET THE EFFECTNE W ELD SIZE REQUIREMENT. PROVIDE RUN-OFF TABS TO ENSURE COMPLETION OF COMPLETE JOINT PENETR4TION (CJP) WELDS AND BEVEL WELDS. REMOVE TABS AND GRIND SMOOTH AFTER COMPLETION. REMOVE WELD BACKING BARS AFTER COMPLETION OF W ELDING AND GRIND SMOOTH FOR ALL CONDITIONS EXPOSED TO VIEW IN THE COMPLETED CONSTRUCTION. CONNECTION DETAILS SHO W N ON THE DRAW INGS ARE INTENDED TO CONVEY THE DESIGN INTENT. THE CONTRACTOR SHALL PROVIDE ALL NECESSARV MATERIALS, BOLTS, WELDS, PLATES, ETC., AS NECESSARV FOR A COMPLETE ASSEMBLV FOR EACH CONNECTION. IF TEMPORARV ERECTION SUPPORTS ARE UTILIZED BV THE CONTRACTOR, SUCH SUPPORTS SHALL BE REMOVED AFTER COMPLETION OF THE WORK. STRUCTURAL STEEL FINISHES STRUCTURAL STEEL SHALL BE PROVIDED W ITH THE FOLLOWING SHOP FINISH UNLESS SPECIFICALLY NOTED OTHERWISE: STRUCTIIRAL STEEL THAT RECENES FINISH PAWT SHALL BE SHOP-PRIMED WITH RUST-INHIBITING PRIMER. VERIFV PRIMER IS COMPATIBLE WITH FlNISH COAT SVSTEM SPECIFlED BV THE ARCHITECT. COORDINATE FlNISH PAINTING REpUIREMENTS W ITH THE ARCHITECT. STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE SHOP-PRIMED. ALL EXTERIOR STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED, UNLESS NOTED OTHERW ISE. STRUCTURAL STEEL NOTED TO BE GALVAN2ED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE W ITH ASTM A123. DO NOT PAWT OR GALVA WZE THE FOLLOW ING SURFACES: 1. SURFACES TO BE WELDED. 2. SURFACES TO RECENE BOLTED SLIP-CRITICAL CONNECTIONS. 3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS. 4. SURFACES TO RECENE SPFAVED-ON FIftEPF00FlNG. ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVAMZED STEEL, USE A ZINC-RICH COLD-GALVANIZING PAINT. DEFORMED BAR ANGHORS ANO HEADED ANCHOR STUDS DEFORMEDBARANCHORS DBA ANDHEADEDANCHORSTUDS HAS USEDTO i ) i ) ANCHOR STEEL ELEMENTS TO CONCRETE SHALL BE SUPPLIED AND INSTALLED BV THE STRUCTURAL STEEL CONTRACTOR, UNLE55 NOTEO OTHERW ISE. ANCHORS SHALL BE FULL-BASE WELDED USINGAUTOMATICALLVTIMED WELDING Epl11PMENT AND APPROPRIATE FERRl1LE IN ACCOROANCE W ITH APPLICABLE PROVISIONS OF AWS D1.5. DEFORMED BAR ANCHORS SHALL BE TVPE C DEFORMEO STEEL BARS MANUFACTURED IN ACCORDANCE W ITH THE REQUIREMENTS OF ASTM A496, W ITH A VIELD STRENGTH OF 10 K51. HEADED ANCHOR STUDS SHALL BE MANUFACTURED IN ACCORDANCE W ITH THE REQUIREMENTS OF ASTM A708, WITH A VIELD STRENGTH OF 50 KSI. DISSIMILAR METALS INCLUDING STRUCTURAL SHAPES, PLATES, CONNECTORS. ETC. SHALL BE ELECTRICALLV ISOLATED TO PREVENT GALVANIC CORROSION VIA NON- CONDUCTIVE WASHERS, SHOULDER WASHERS, GASKETS, COATINGS, OR EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENG WEER, UNO. STEEL ROOF DECK PROVIDE ANO ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S SPECIFICATIONS AND CODE OF STANDARD PRACTICE. DECK MANUFACTURER SHALL PROVIOE ALL ROOF �ECK ACCESSORIES, INC W DING CLOSURES,SUPPLEMENTARVFRAMWG,ANDSUMPPANS,WHETHERORNOTSUCH ITEMS ARE DETAILED ON THE CONTRACT DOCUMENTS. FASTEN ROOF DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAW INGS. PERFORM WELDWG IN ACCORDANCE WITH ANSIIAWS D1.3. ROOF DECK SHALL BE INSTALLED IN A MINIMUM THREE SPAN CONDITION W HEREVER POSSIBLE. WHERE THREE SPAN CONDITION IS NOT POSSIBLE, NOTIFV STRUCTURAL ENGMEER PRIOR TO FABRICATION OF OECK 50 THAT EVALUATION OF THE LESSER SPAN CONDITION(S) CAN BE PERFORMED. PROVIDE STEEL ROOF DECK W ITH FlNISH AS INDICATED ON THE DRAW INGS. DO NOT HANG LOADS SUSPENDED FROM STEEL ROOF DECK. COMPOSITE BEAM SHEAR CONNECTORS SHALL BE NELSON STUD TVPE 53L AS MANUFACTURED BV THE NELSON STU� W ELDING COMPANV, OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER. STUDS SHALL BE MANUFACTURED OF COLD-DRAWN STEEL CONFORMING TO ASTM A108. STUDS SHALL BE 3/4" DIAMETER, UNLE55 NOTE� OTHERW ISE. STUD DESIGN HAS BEEN BASED ON AN ULTIMATE SHEAR CAPACITV OF 177 KIPS PER STUD. TOPS OF INSTALLED SHEAR STl1DS SHALL BE A MINIMUM OF 1.51NCHE5 ABOVE THE TOP OF THE STEEL DECK AN� SHALL BE A MINIMUM OF OS INCHES BELOW THE TOP OFCONCRETESLAeSURFACEAFTERWELDING. CONTRACTORSHALLCONSIDER THE EFFECTS OF SHORTENING OF STl1D5 �URING WEL�ING TO SELECT APPROPRIATE SUPPLIED STU� LENGTHS THAT WILL MEET THE FINAL INSTALLED HBGHT AND COVER REQUIREMENTS. COMPOSITE STEEL BEAMS HAVE BEEN DESIGNE� TOALLOW INSTALLATION OF THE SLAB CONCRETE IN AN UNSHORED CONDITION UNLE55 NOTED OTHERW ISE. STEEL FLOOR DECK PROVIDE AN� ERECT STEEL DECK IN ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S SPECIFlCATIONS AND CODE OF STANDARD PRACTICE. DECK MANUFACTURER SHALL PROVI�E ALL FLOOR DECK ACCESSORIES, SUCH AS EDGE FORMS, CLOSURES, FILLERS AND POUR STOPS FOR A COMPLETE INSTALLATION, WHETHER OR NOT SUCH ITEMS ARE DETAILE� ON THE CONTRACT DOCUMENTS. FASTEN FLOOR DECK TO STEEL SUPPORTS AS INDICATED ON THE DRAWINGS. PERFORM WELDING IN ACCORDANCE WITH ANSI/AWS D1.3. STEEL FLOOR DECK IS INTENDED TO BE INSTALLED IN AN UNSHORED CONDITION UNLESS NOTED OTHERWISE DECK SUPPLIER SHALL REVIEW ALL SPAN CONDITIONS AND CONFIRM THAT THE SUPPLIED PROOUCT IS SUFFIQENT TO SAFELV SUPPORT THE W ET W EIGHT OF CONCRETE AND ASSOCIATED CONSTRUCTION LIVE LOA�S W ITHOUT THE NEED FOR SHORING. FLOOR DECK UNITS SHALL BE INSTALLE� IN A MINIMUM THREE SPAN CONDITION WHEREVER POSSIBLE W HERE THREE SPAN CONDITION IS NOT POS518LE, NOTIFV STRUCTURAL ENGMEER PRIOR TO FABRICATION OF DECK SO THAT EVAWATION OF THE LESSER SPAN CONDITION(S) CAN BE PERFORMED. PROVIDE INTERIOR STEEL FLOOR DECK W ITH FINISH AS INDICATED ON THE DRAWINGS. PROVIDE FLOOR DECK SUPPORTING EXTERIOR SLABS WITH A GALVANIZED FINISH IN ACCORDANCE W ITH ASTM A924 G90. SUPPLIER OF GLAZING SVSTEM IS RESPONSIBLE FOR THE DESIGN, DETAILING AND INSTALLATION OF THE Cl1RTAIN WALL SVSTEM. FRAMING AND CONNECTIONS REQUIRED TO TRANSMIT THE GRAVITV ANDIOR LATERAL LOADS TO THE STRUCTURE NOT OETAILED ON THE STRl1CTlIRAL DRAWINGS IS THE RESPONSIBILITV OF THE GLAZING SVSTEM SUPPLIER TO DESIGN, DETAIL AND INSTALL. CONNECTIONS TO TRANSMIT LATERAL LOADS TO THE STRUCTURE SHALL NOT BE MADE TO THE BOTTOM FLANGES OF BEAMS, BOTTOM CHORDS OF JOIST GIRDERS OR BOTTOM CHORDS OF JOISTS W ITHOUT APPROVAL OF THE STRUCTURAL ENGMEER. WHERE WLD-FORMED STEEL FRAMWG KNEE WALLS ARE PRESENT UNDER THE GLAZING SVSTEM THE VERTICAL MULLIONS SHALL BE SUPPORTED BY STRUCTURAL FRQMING(WHEREINDICATED). WHERESTRUCTURALFRAMINGISNOTINDICATED, VERTICAL MULLIONS SHALL BE SUPPORTED BV COLD-FORME� STEEL KNEE WALL FRAMING DESIGNED BV THE COLPFORMED STEEL DESIGNER FOR THE APPROPRIATE REACTIONS PROVIDED BV THE GLAZING SVSTEM DESIGNER. COORDINATE LOCATIONS, REACTIONS, AND CONNECTION REQUIREMENTS WITH THE COLD-FORMED STEEL FRAMWG DESIGNER PRIOR TO FABRICATION. ELEVATORS CONTRACTOR SHALL COOROINATE ELEVATOR PITS, SHAFTS, SLAB OPENINGS, WALL OPENINGS, INCLUDING ANV TEMPORARY OPENINGS NECESSARY FOR ELEVATOR INSTALLATION, FRAMING LOCATIONS, GUI�E RAIL SUPPORTS, DNIDER BEAMS, HOIST BEAMS AND SUMP PITS W ITH ELEVATOR SUPPLIER AND ALL OTHER AFFECTED TRA�ES PRIOR TO CONSTRUCTION AS REQUIRED FOR PROPER INSTALLATION AND OPERATION. COORDINATE ANV REQUIREO STRUCTURAL MODIFICATIONS W ITH THE STRUCTURAL ENGMEER PRIOR TO FABRICATION AND/OR INSTALLATION OF ANV STRUCTURAL ELEMENTS. DESIGN DATA NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 2014INDIANA BUILDING CODE. ROOR LOADS - SEE LOAD MAPS UNLESS OTHERW ISE NOTED, FLOOR FRAMING HAS BEEN DESIGNED UTILIZING LNE LOAD RE�UCTIONS TO THE EXTENT ALLOW ED BV THE BUILDING CODE. VIBRATION CRITERIA UNLESS NOTED OTHERW ISE, ELEVATEO STRUCTURAL STEEL FLOOR FRAMING HAS BEEN DESIGNED IN ACCORDANCE W ITH THE RECOMMENDATIONS OF "VIBRATIONS OF STEEL-FRAMED SVSTEMS W E TO HUMAN ACTIVITV" (2016) BV MURRAV, ALLEN, UNGAR AND �AVIS, WITH ASSUMED DAMPING AN� LIMITING VIBRATION CRITERIA AS FOLLOWS: TVPICAL FLOORS, UNO'. DAMPING RATIO, BETA = OA2 MAXIMUM VIBRATION ACCELERATION = Ob % OF GRAVITY THE STRUCTURE IS NOT DESIGNED TO MITIGATE VIBRATIONS FROM VIBRATING EQUIPMENT. EQUIPMENTCONTRACTORSHALLPROVIDEANDINSTALLVIBRATION ISOLATORS AS REOUIRED TO MITIGATE EQUIPMENT VIBRATION. ROOFLOADS-SEELOAD MAPS SNOW LOAD DESIGN DATA GROUND SNOW LOAD (Pc) = 20 PSF SNOW EXPOSURE FACTOR (C�)= 1.0 THERMAL FACTOR (C.) = 1 A (BUILDING) = L2 (CANOPIES) SNOW LOAD IMPORTANCE FACTOR Qs) = 1.0 LOWSLOPE ROOF SNOW LOAD (PF) = 14 PSF MINIMUM LOW-SLOPE ROOF SNOW LOAD (PM) = 20 PSF WIND LOAD DESIGN DATA BASIC W IND SPEED (35ECOND GUST) = 115 MPH WIND E%POSURE = C WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION EARTHOUAKE DESIGN DATA SHORT PERIO� SPECTRAL RESPONSE (Ss) = 0.148 iSECOND SPECTRAL RESPONSE (S�) = 0.082 SEISM IC IMPORTANCE FACTOR Qe) = 1.0 RISK CATEGORY = II SITE CLASSIFICATION = D SEISMIC DESIGN CATEGORV = B SHORT PERIO� SPECTRAL RESPONSE (Sos) = 0.158 1-SECON� SPECTRAL RESPONSE (Sm) = 0.131 BASICSTRUCTURALSVSTEM/SEISMICRESISTINGSVSTEM: STEELFRAME NOT SPECIFlCALLY DETAILS FOR SEISMIC RESISTANCE ANALV515 PROCE�URE UTILIZED = EQUNALENT LATERAL FORCE PROCEDURE RESPONSE MO�IFICATION W EFFICIENT (R) = 3.0 SEISMIC RESPONSE COEFFlCIENT (Cs)=4053 LIVE LOAD �EFLECTION: SPAN/360 UNO TOTAL LOAD DERECTION: SPAN/240 UNO EXTERIOR EDGE BEAMS LNE LOAD DERECTION: SPAN/480 UNO E%TERIOR EDGE BEAMS TOTAL LOAD DEFLECTION'. SPAN/480 UNO LATERAL DPoFT DUE TO W IND LOADS: HI400 UNO UNLE55 SPECIFICALLV NOTED OTHERWISE, THE UNIFORM MEPICEILING LOADING ALLOWANCE SUSPEN�ED FROM FLOOR AND ROOF STRUCTURES SHALL BE [10] PSF. CONTRACTOR SHALL COORDINATE AND PROVIDE SUFFlQENT SUPPORT FRAMING FOR ITEMS SUSPEN�ED FROM THE STRUCTURE (DUCTWORK, PIPING, CONDUIT, LIGHTS, CEILINGS, ETC.) TO DISTRIBUTE LOADING THROUGHOUT THE STRUCTURE SUCH THAT THE DESIGN SUPERIMPOSED LOAD ALLO WANCE IDENTIRED IS NOT E%CEEDEDFORANVSTRUCTURALELEMENT. IF THE CONTRACTOR DETERM W ES THAT LOADS SUSPEN�ED W ILL EXCEED THE IDENTIFIED LOADING LIMITS FOR ANV STRUCTURAL ELEMENT, THE CONTRACTOR SHALL CONTACT THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO INSTALLING THELOADS. LOADS SUSPENDE� FROM HANGER TABS ON COMPOSITE STEEL FLOOR �ECK SHALL NOT EXCEED 50 LBS AT ANV SINGLE LOCATION. LOADS SHALL NOT BE SUSPENDED FROM STEEL ROOF DECK. LOADS IMPOSED ON THE STRUCTURE BY EQUIPMENT AND SVSTEMS QNCLUDING BUT NOT LIMITED TO, ARCHITECTl1RAL PRECAST WNCRETE, CURTAIN WALL, CLADDING, STAIRS, ELEVATORS, ESCALATORS, MEP EQUIPMENT, DUCTWORK, CONDUIT, LIGHTS, CEILINGS, ETC J SHALL IMPART ONLV VERTICAL AND HORIZONTAL LOADS ON THE STRl1CTl1RE WITHOUT INOl1QNG TORSIONAL LOADS ON THE SUPPORTING STRUCTURAL ELEMENTS, UNLESS SPECIFICALLV INDICATED OTHERWISE. THE CONTRACTOR IS RESPONSBLE FOR �ESIGNING (BV THE CONTRACTOR'S PROFESSIONAL ENGINEER LICENSED IN THE STATE W HERE THE PROJECT IS CONSTRUCTED), SUPPLVING, AND INSTALLING ALL NECESSARV SUPPLEMENTAL BRACING, KICKERS, RELATED CONNECTIONS ETC., AS REQUIRED TO PREVENT APPLVING TORSIONAL LOAD TO THE SUPPORTING STRUCTURE. DESIGN CALCIILATIONS AND DETAILS, SIGNED ANO SEALED BY THE CONTRACTOR'S LICENSEDPROFESSIONALENGWEER, FORALLSUPPLEMENTALMATERIALSAND CONNECTIONS UTILRED TO PREVENT APPLV W G TORSIONAL LOAD TO THE STRUCTURE, SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. FOR THE PURPOSES OF EVALUATING FIRE-RATED ASSEMBLIES AND APPLIED FIREPROOFING REQUIREMENTS, ASSUME THE FOLLOWING, UNO: COMPLETE STRUCTURAL STEEL FRAMES W ITH NO LOAD-BEARWG W ALLS AND NOSTEELJOISTS'. RESTRAWED LATERAL LOAD RESISTING SVSTEM LATERAL FORCE RESISTANCE IN THE COMPLETE� STRUCTURE IS PROVIDED AS FOLLOWS: ELEVATED FLOOR SLABS AND ROOF SLABS / DECKS SERVE AS HORIZONTAL DIAPHRAGMS TO TRANSFER LATERAL LOADS TO THE VERTICAL LATERAL LOAD RESISTING ELEMENTS WHICH IN TURN TRANSFER THOSE LOADS TO THE FOUN�ATION SVSTEM. VERTICAL LATERAL LOAD RESISTING ELEMENTS ARE INDICATED ON THE DRAW INGS AND WNSIST OF THE FOLLOW ING, UNLESS NOTED OTHERWISE: PLAN NORTH-SOUTH DIRECTION: STEEL SIDEPLATE MOMENT FRAMES PLAN EAST-WEST DIRECTION: STEEL SIDEPLATE MOMENT FRAMES CORNERSTONE � ■■ � � �M�R CR\ ■ STRUCTUREPOINT nc � CARMEL MEDICAL ARTS PAVILION 12174 N. Meridian Street Carmel, Indiana 46032 �(/ +�t- m: No. q�11200647 9� STFTE Of / � �� OS122/20 CERTIFIED BY ISSUANCE INDEX DATE: 05.22.2020 PROJECT PHASE: CONSTRUCTION DOCUMENTS GENERALNOTES S003 Project Number 2019.00780