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GENERAL SHOTCRETE SLEEVES FOR ASTM Afi HOT-ROLLED SHAPES OR BUILT-UP SHAPES WITH A FLANGE THICKNESS OF 21NCHES OR GREATER, C B R E HEE1�Y
<br /> � CHARPY V-NOTCH TESTING SHALL BE PROVIDED IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY RE�UIREMENT SS
<br /> d ALLTYPICALDETAILSANDNOTESSHOWNONDRAWINGSSHALLAPPLYUNLESSNOTEDOTHERWISE. TYPICALDETAILS STRUCTURALSHOTCRETEMAVBEUSEDFORWALLSINLIEUOFCAST-IN-PLACECONCRETE. SHOTCRETESHALL EXCEPTASDETAILEDONSTRUCTURALDRAWINGS, NOCONCRETEFOOTINGS, BEAMS, ORGIRDERSSHALLBESLEEVED ORS30, ASAPPLICABLE, WITHAMINIMUMVALUEOF20F00T-POUNDSAT70DEGREESFAHRENHEIT. EXCEP710N5 I
<br /> r
<br /> Q MAYNOTNECESSARILYBEINDICATEDONTHEPLANSBUTSHALLSTILLAPPLYASSHOWNORDESCRIBEDINTHE CONFORMSTRICTLYTOTHEREQUIREMENTSOFTHEBUILDINGCODESECTION1908. NON-CONTACTLAPSPLICES FORPIPINGORDUCTS, UNLESSAPPROVEDBVTHEENGWEER. SHOWNINTHEAISCSPECIFICATIONSECTIONA3.iCMAYBEUSE� F RMEMBERSTHATARENOTPAR HE EI MIC
<br /> m DETAILS. WHERE TYPICAL DETAILS ARE NOTE� ON THE DRAWINGS, THE SPEGFIED TYPICAL DETAIL SHALL BE USED. SHALL BE DETAILED IN ACCORDANCE WITH THE CODE AND SUBMITTED ON SHOP DRAWING$ IN ACCORDANCE WIiH THE LOAD-RESISTING SYSTEM. IN ADDITION TO THE REQUIREMENTS OF AISC SPECIFICATIONS SECTION A3.iC, HOT-ROLLED
<br /> � WHERE NO DETAIL IS NOTE�. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE SPECIFICATIONS. TEST PANELS ARE REQUIRED FOR HEAVILY REINFORCED AREAS SUCH AS PILASTERS, WALL ANCHORAGE TO HARDENED CONCRETE SHAPES THAT ARE PART OF THE SEISMIC LOAD-RESISTING SYSTEM WITH FLANGES OF 1 1/2 INCHES AND THICKER
<br /> � TVPICAL DETAIL FROM THOSE PROVIDED, THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL COLUMNS ETC. THE CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS FOR SHOTCRETMG. SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 F00T-POUNDS AT 70 DEGREES FAHRENHEIT TESTING -
<br /> o DETAILSTOTHOSEPROVIDEDWITHRELATEDCALCULATIONSTOTHEENGINEERFORAPPROVALPRIORTOSHOP ANCHORAGETOHARDENEDCONCRETESHALLINCLUDEMECHANICALANDADHESIVEANCHORSOFSIZE, NUMBER. AND INTHEALTERNAiECORELOCATIONSASDESCRBEDINASTMA6SUPPLEMENTARYRE�UIREMENTS30. PLATESOF
<br /> rn DRAWMGPRODUCTIONANDFIELDUSE. MASSIVECONCRETE SPACMGASSHOWNONTHEDRAWINGS. HOLESSHALLBEDRILLEDANDCLEANEDANDANCHORSSHALLBEINSTALLED 21NCHESANDTHICKERSHALLHAVEAMINIMUMCHARPYV-NOTCHTOUGHNESSOF20FOOT-POUNDSAT
<br /> m IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTRUCTIONS AN� AN APPROVED ICC-ES (OR 70 DEGREES FAHRENHEIT MEASURED AT ANY LOCATION PERMITTED BY ASTM A673. CBRE Heery, Inc.
<br /> BUILDING CODE CONCRETE PLACED IN MONOLITHIC PIACEMENTS WHERE THE MINIMUM OF ALL THREE DIMENSIONS EXCEEDS 4'-0' IAPMO-ES EQUNALENT) REPORT. INSPECTION AND TESTING SHALL BE PROVIDED IN ACCORDANCE WITH THE GENERAL 100 East Pine Street, Suite 300
<br /> SHALL BE CONSIDERED 'MASSIVE CONCRETE" AND SHALL BE SUBJECT TO THE APPLICABLE REQUIREMENTS OF ACI 301, NOTES AND THE APPROVED ICC-ES (OR IAPMO-ES E�UIVALENT) REPORT. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS AT THE MAXIMUM DECK SPAN LOCATION UNLESS Orlando, Florida 32801
<br /> ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. THE PUBLICATIONS LISTED BELOW ARE THE CHAPTER 8. NOTED OTHERWISE. MINIMUM CONNECTIONS SHALL BE A TWO-BOLT CONNECTION USING 718-INCH-DIAMETER A325 407.992.6300
<br /> GOVERNING CODES AND STAN�ARDS AND ARE REFERENCED BY THEIR BASIC DESIGNATION. IN THE CASE OF WHERE THE ANCHOR TYPE IS SPECIFlED ON THE DRAWINGS, SUBSTITUTION FORA DIFFERENT TYPE OF ANCHORAGE BOLTS W SINGLE SHEAR. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED. TIGHTENED, AND INSPECTED IN
<br /> CONFLICTINGREQUIREMENTS, THEBUILDINGCODESHALLGOVERN. ASTMCi50TYPEIIICEMEMISPROHI8ITED. UNLESSOTHERWISESPECIFIED. USEMODERATEORLOWHEATOF QNCLUDINGSUBSTITUTINGFORCAST-IN-PL4CEANCHORAGE) SHALLNOTBEPERMITTEDWITHOUTPRIORCONSENTOF ACCORDANCEWITHTHERCSC. BOLTSINCONNECTIONSOFBEAM-TO-BEAMIGIRDERMAYBESNUGTIGHT, UNLESS qq0002293
<br /> HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR THE ENGMEER. SPECIFlCALLY CALLED OUT AS SLIP CRITICAL (SC). ALL OTHER BOLTED CONNECTIONS SHALL SATISFY THE CRITERIA
<br /> APPLICABLE CODESAND STANDARDS PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND-GRANULATED BLAST-FURNACE SLAG. ADDITNES FOR SLIP-CRITICAL CONNECTIONS UNLE55 NOTED OTHERWISE AS SNUG-TIGHT. WHERE CONNEC110NS ARE NOTED AS EB 0005176
<br /> CONTAINING CALCIUM CHLORIDE ARE PROHIBITED. APPROVED RETARDING, RETARDING HIGH-RANGE WATER ACCEPTABLE ANCHORS SHALL HAVE A CURRENT ICC-ES (OR IAPMO-ES EQUIVALENT) REPORT INDICATING THAT THE SNUG-TIGHT, THE CONTRACTOR MAY WSTALL PER THE CRITERIA FOR SNUGTIGHT BOLTS. SLIP-CRITICAL .
<br /> BUILDING CODE INTERNATIONAL BUILDING WDE QBC), REDUCING, OR RETARDMG PLASTIC2ING ADMIXTURE SHALL BE USED. ANCHOR IS PERMITTED FOR RESISTING SEISMIC LOADS IN CRACKED CONCRETE. UNLESS NOTED OTHERWISE, CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS, ALL ASTM A307 BOLTS SHAIL BE
<br /> 2015EOITION, WITHWASHINGTONSTATEAMENDMENTS ANCHORSSHALLBEASTMA36THREADEDRO� ORASTMA615, GRADE60REINFORCMGSTEELDOWELS PROVIDEDWITHLOCKWASHERSUNDERNUTSORSELF-LOCKINGNUTS. ALLBOLTHOLESSHALLBESTANDARDSIZE SNOHOMISH
<br /> THE TEMPERATURE OP CONCRETE AT TIME OF PLACEMENT SHALL NOT EXCEED 90 DEGREES FAHRENHEIT PER ASTM UNLESS NOTED OTHERWISE.
<br /> INTERNATIONAL EXISTING BUILDING CODE (IEBC), 2015 C94. THE AMBIENT TEMPERATURE AT TIME OF PLACEMENT SHALL NOT ERCEED 90 DEGREES FAHRENHEIT OR BE LESS WHEN EMBEDMENT IS NOTED ON THE DRAWINGS, THE ANCHOR EFFECTIVE EMBEDMENT DEPTH SHALL EQUAL OR COU NTY
<br /> EDITION, WITH WASHINGTON STATE AMENDMENTS THAN 35 DEGREES FAHRENHEIT. THE MAXIMUM MTERNAL TEMPERATURE DURING CURING SHALL NOT EXCEED EXCEED THE NOTED EMBEDMENT DEPTH. WHERE NO EMBEDMENT IS NOTED ON THE DRAWINGS, THE MINIMUM THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE SELECTION OF OPTIONAL DETAILS SHOWN ON
<br /> 160 DEGREES FAHRENHEIT, CONFORM TO THE REQUIREMENTS OF ACI 305.1 AND ACI306.1 FOR HOT-WEATHER AND EFFECTNE ANCHOR EMBEDMENT DEPTH SHALL BE 6.5 ANCHOR DIAMETERS, MINIMUM DISTANCE TO THE NEAREST THE DR4WING5.
<br /> ACI318 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE COLD-WEATHER CONCRETING, RESPECTIVELY. IF WOLWG METHODS ARE EMPLOYED, THEY SHALL NOT WCREASE CONCRETE EDGE SHALL BE 12 ANCHOR DIAMETERS, AND MINIMUM ANCHOR SPACING SHALL BE 8 ANCHOR DIAMETERS. COU RTHOUSE
<br /> REQUIREMENTS FOR STRUCTURAL CONCRETE' THE WATER-CEMENT RATIOOR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE SHALL BE COOLED GRADUALLY THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS TNAT INCWDE, BUTARE NOT LIMITED T0,
<br /> 2014 EDITION SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20 DEGREES FAHRENHEIT IN ANY 24-HOUR PERIOD STAINLESS STEEL ANCHORS SHALL BE USED AT ALL EXTERIOR LOCATIONS AND WHERE SPECIFICALLY INDICATED ON ERECTION ANGLES. LIFT HOLES, AND OTHER AIDS.
<br /> AFTERPLACEMENT. THEDRAWWGS. NOSTEELREINFORCEMENTSHALLBECUTTOINSTALLANCHORS. DEFECTIVEORABANDONEDHOLES RENOVATION
<br /> ACI 530 AMERICAN CONCRETE INSTITUTE, "BUILDING CODE SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESNE MATCHING THE ADJACENT CONCRETE STRUCTURAL STEEL WELDINC .
<br /> RE�UIREMENTS FOR MASONRY STRUCTURES," SUBMIT DETAILED PROCEDURES, MATERIALS, MIX DESIGNS, AND TEST RESULTS INCLUDING HEAT Of HYDRATION TEST COMPRESSNE STREN6TH. NOTIFY THE STRUCiURAL ENGWEER OF DEPECTIVE OR ABANDONED HOLES IN WALLS AND
<br /> 2�13 EDITION DATA PER ASTM C186 TO THE ENGINEER BEFORE CONSTRUCTION OF MASSNE CONCRETE. COLUMNS. THESE ELEMENTS MAY RE�UIRE NON-SHRINK GROUT WITH A COMPRESSIVE MODULUS OF ELASTICITY STRUCTURAL STEEL SHOP DRAWINGS SHALL SHOW ALL WELDWG WITH AWS A2.4 SYMBOLS. ALL WELDING SHALL BE
<br /> MATCHING THAT Of THE ADJACENT CONCRETE. DONE BY AWSNJABO (WASHINGTON ASSOCIATION OF BUILDMG OFFICIALS) CERTIFlED WELDERS AND IN ACCORDANCE
<br /> RCSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS, REINFORCING STEEL WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM
<br /> "SPEGFICATION FOR STRUCTUR4L JOINTS USING HOLES SHALL BE DRILLED WITH ROTARY IMPACT HAMMER OR EQUIVALENT METHOD TO PRODUCE A HOLE WITH A SIZES, BASED ON PLATE THICKNESS. THE MINIMUM WELD SIZE SHALL BE 3/i61NCH. FIELD WELDIN65YMBOLS HAVE
<br /> HIGH-STRENGTH BOLTS' 2009 EDITION ALL REWFORCING SHALL BE NEW BILLET STOCK ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE. BARS SHALL BE ROUGH INSIDE SURFACE. CORE DRILLING HOLES IS NOT PERMITTED. THE ADHESIVE SHALL BE MIXED, APPLIED, AND NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE SHOWN, PROPER FIELD WELDMG PER AWS D1,1 project number
<br /> SECURELY TIED IN PLACE WITH #i6 GAGE MINIMUM ANNEALE� BL4CK WIRE. BARS SHALL BE SUPPORTED ON CHAIRS IN CURED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED INSTALLA710N INSTRUCTIONS W THE ICC-ES SHALL BE USED. WHERE NO RELD WELDMG SYMBOLS ARE SHOWN. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
<br /> AISC 341 AMERICAN INSTITUTE OF STEEL CONSTRUCTION, ACCOROANCE WITH THE CRSI MANUAL OF STANDARD PRACTICE. THE CONTRACTOR SHALL COORDINATE (OR IAPMO-ES EQUIVALENT) REPORT. ALL PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR COORDINATE THE USE OF SHOP AND FIELD WELDS. ALL PARTIAL JOINT PENETRATION GROOVE WELD SIZES SHOWN ON Prqect Number
<br /> "SEISMICPROVISIONSFORSTRUCTURALSTEEL REINFORCINGSTEELPLACEMENTDETAILSANDPROVIDETEMPLATESFORPLACINGSTEELINCONGESTEDAREASAS TEMPERATURESABOVESODEGREESFAHRENHEIT. ADHESIVESHALLBEAPPLIEDONLYTOCLEAN. �RYCONCRETE. THEDRAWINGSREFERTOEPFECTNETHROATTHICKNESS. ALLWELDSSHALLBEMADEUSINGLOWHYDROGEN consultanis/constructionmanagers
<br /> BUILDINGS' 2010 EDITION NECESSARY. SHOP DRAWINGS (INCLUDMG PLACING PLANS AND ELEVATIONS) SHALL BE SUBMITTE� T0, AND POSITIVE PROTECTION SHALL BE PROVIDED 50 THAT ANCHORS ARE NOT DISTURBED DURING THE CURING PERIOD. ELECTRODES WITH MINIMUM TENSILE STRENGTH PER AWS D1.1 (MINIMUM 70 KSI). LOW HYDROGEN SMAW
<br /> REVIEWED BY, THE ARCHITECTIENGINEER BEPORE STARTING FABRICATION. DEFECTIVE ORABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT OR AN INJECTABLE ADHESNE ELECTRODES SHALL BE USED WITHIN 4 HOURS OF OPENWG THEIR HERMETICALLY SEALE� CONTAINERS, OR SHALL BE
<br /> FISC 300 �MERICAN INSTITUTE OF STEEL CONSTRUCTION, MATCHING THE ADJACENT CONCRETE COMPRESSIVE STRENGTH. NOTIFY THE STRUCTURAL ENGINEER OF DEFECTIVE REBAKED PER AWS D1.1, SECTION 4.5. ELECTRODES SHALL BE REBAKED NO MORE THAN ONE TIME. AND ELECTRODES
<br /> "SPECIFICATION FOR STRUCTURAL STEEL REINFORCING BARS SHALL BE LAP SPLICE� FOR TENSION (LSB) UNLESS NOTED OTHERWISE ON THE DRAWINGS. #14 OR ABANDONED HOLES IN WALLS AND COLUMNS. THESE ELEMENTS MAY REQUIRE NON-SHRINK GROUT WITH A THAT HAVE BEEN WET SHALL NOT BE USED.
<br /> BUILDINGS' 2010 EDITION AN� p18 BARS SHALL BE SPLICED USMG MECHANICAL COUPLMGS INCLUDING SPLICES WITH SMALLER BARS. #74 AND COMPRESSIVE MODULUS OF EL4STICITY MATCHING THAT OF THE ADJACENT WNCRETE.
<br /> #18 BARS SHALL NOT BE LAP SPLICED. AT THE CONTRACTOR'S OPTION, MECHANICAL COUPLINGS MAY BE USED FOR ALL WELDWG SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDWG PROCEDURE SPECIFICATION
<br /> FISI 5100 AMERICAN IRON AND STEEL INSTITUTE, ANY BAR SRE, PROVIDED A CURRENT ICC-ES (OR IAPMO-ES E�UIVALENT) REPORT DEMONSTRATES THAT THE NONSHRINK GROUT FOR BASE PLATES SLEEVES AND EMBEDDED STEEL (WPS) PERAWS D1.1. ALL WELDING PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S
<br /> 'NORTH AMERICAN SPECIFlCATION FOR THE PRODUCT CAN ACHIEVE A MINIMUM TENSILE STRENGTH OF 125 PERCENT OF THE SPECIFIEO VIEL� STRENGTH OF THE RECOMMENDATIONS. WELDWG PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEW
<br /> �ESIGNOFCOLD-FORMEDSTEELSTRUCTURAL BAR. NOREINPORCINGBARSSHALLBESPLICEDBYWELDMG. FORREWFORCINGWITHINSHEARWALLSORMOMENT GROUTSHALLBEANAPPROVEDNONSHRINKCEMENTITIOUSGROUTCONTAININGNATURALAGGREGATES �ELNERED BEFORESTARTINGFABRICATIONOREREC110N. COPIESOFTHEWPSSHALLBEONSITEANDAVAILABLETOALL
<br /> MEMBERS' 2012 EDITION FRAMES, AND REINFORCING THAT CONNECTS THE SLABS TO THE SHEAR WALLS OR MOMENT FRAMES, MECHANICAL TO THE JOB SITE W FACTORY PREPACKAGED CONTAWERS REQUIRING ONLY THE ADDITION OF WATER. THE MINIMUM WELDERS AND THE SPECIAL INSPECTOR.
<br /> SPLICES MAY BE USED IF THE MECHANICAL SPLICE STRENGTH IS INCREASED TO DEVELOP 100 PERCENT OF THE 28-DAY COMPRESSIVE STRENGTH SHALL BE AT LEAST 1,000 PSI HIGHER THAN THE SUPPORTING CONCRETE
<br /> ASCE i AMERICAN SOCIETY OF CIVIL ENGINEERS, SPECIFIED TENSILE STRENGTH OF THE SPLICED BAR. SPLICE DEVICES SHALL HAVE A CURRENT ICGES (OR IAPMO-ES STRENGTH, UNLESS NOTE� OTHERWISE GROUT SHALL BE MIXE�. APPLIED, AND CURED STRICTLY IN ACCORDANCE ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED UPON COMPLETION OF THE
<br /> "MINIMUM DESIGN LOADS FOR BUILDINGS AND E�UIVALENT) REPORT THAT SHALL BE SUBMITTED TO THE ENGWEER FOR APPROVAL. HEADED BARS OR WITH THE MANUFACTURER'S PRIMED INSTRUCTIONS. FOR GROUTMG UN�ER BASE PLATES, GROUT SHALL BE CONNECTION, EXCEPT PLATE LESS THAN OR E�UAL TO 1/41NCH THICK SHALL BE MAGNETIC PARTICLE TESTED.
<br /> OTHERSTRUCTURES," 2010EDITION, TERMINATORSSHALLBEPROVIDEDWHEREINDICATEDONTHEDRAWINGSORATTHECONTRACTOR'SOPTIONFOR PROPORTIONEDASAFLOWABLEMIX. WHENAFLOWABLEMIXDOESNOTPROVIDETHEREQUIREDSTRENGTHOR REDUCTIONINTESTINGMAYBEMADEINACCORDANCEWITHTHEBUILDINGCODEWITHAPPROVALOFTHEENGMEER.
<br /> INCLUDING SUPPLEMENT N0. 1 CONGESTED AREAS OF REWFORCEMENT ANCHORAGE SUBJECT TO THE ENGINEER'S APPROVAL. HEADED BARS OR WHEN A MINIMUM STRENGTH OF iQ000 PSI IS REQUIRED, AN EPDXY GROUT SHALL BE USED.
<br /> TERMINATORS SHALL MEET THE RE�UIREMENTS OF ACI 318 AND ASTM A970, AND HAVE A CURRENT ICGES (OR IAPMO- THE CONTRACTOR SHAI.L BE RESPONSIBLE FOR THE JOINT PREPARATIONS AND WELDING PROCEDURES THAT
<br /> ASCE 41 AMERICAN SOCIETY OF CIVIL ENGINEERS, ES E�UIVALENT) REPORT. EMBEDDED ELECTRICAL CONDUIT WCLUDE, BUTARE NOT LIMITED TO�, RE�UIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROWE ANGLES, BACKING
<br /> 'SEISMIC REHABILITATION OF EXISTING BARS, COPES, SURFACE ROUGHNESS VALUES, AND TAPERS AND TRANSITIONS OF UNEQUAL PARTS.
<br /> BUIL�INGS," 2013 EDITION WELDING OR TACK WELDING OF REINFORCING BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC, IS PROHIBITED, ELECTRICAL CONDWT SHALL BE RIGID STEEL CONDUIT OR FLEXIBLE PLASTIC CONDWT. ALUMINUM CONDUIT IS
<br /> EXCEPT WHERE SPECIRCALLY APPROVED BY THE ENGWEER. WHERE WELDING IS APPROVED, IT SHALL BE DONE BY PROHIBITE�. FIREPROOFING STRUCTURAL STEEL
<br /> nSTM AMERICAN SOCIETV FOR TESTMG AND MATERIALS AWSNJA80 (WASHINGiON ASSOCIATION OF BUILDING OFFICIALS) CERTIFIED WELDERS USING E90180R APPROVED
<br /> (ASTMINTERNATIONAL) ELECTRODES. WELDINGPROCEDURESSHALLCONFORMTOTHEREQUIREMENTSOFAWSDI.4. FORCONDUITPLACEDINCONCRETEFLATSLABSORSLABSTHATAREPARTOFACONCRETESLABANDBEAMSYSTEM, REFERTOARCHITECTURALPLANSFORMINIMUMHOURLYVALUESOFSTEELFIREPROTECTIONFORDETERMINMGTHE
<br /> CONDUIT SHALL HAVE A MAXIMUM OUTSIDE DIAMETER OF il6 TIMES THE SLAB THICKNESS AND SHALL BE EMBEDDED THICKNESS OF SPRAY APPLIED FIREPROOFlNG. THE STRUCTURAL fRAME CONSISTS OF COLUMNS AND GIRDERS,
<br /> AWSN2.4 AMERICANWELDINGSOCIETV, 'STANDARDSVMBOLSFOR MINIMUMCAST-IN-PLACECONCRETECOVEROVERREINFORCMGSTEEL, UNLESSNOTEDOTHERWISE, SHALLBEAS WITHMTHEMIDDLETHIRDOFTHESLABDEPTH. MINIMUMCLEARDISTANCEBETWEENCONDUITSSHALLBETHREE BEAMS, TRUSSES, ANDSPANDRELSHAVINGDIRECTCONNECTIONSTOTHECOLUMNSANDBRACINGMEMBERS
<br /> WELDMG, BRAZING, AND NONDESTRUCTIVE EVALUATION; FOLLOWS�. TIMES THE CONDUIT DIAMETER. CONDUIT SHALL BE ROUTED TO MAINTAIN A MINIMUM CLEAR DISTANCE FROM DESIGNED TO CARRY GRAVITY LOADS FLOOR OR ROOF MEMBERS THAT HAVE NO CONNECTION TO COLUMNS SHALL � �
<br /> 2007 EDITION PRESTRESSING TENDONS OF 1'-0' HORIZONTAL PARALLEL TO THE TENDONS AND t INCH VERTICAL PERPENDICULAR TO BE CONSIDERED SECONDARY MEMBERS. �
<br /> L CONCRETE CAST AGAINST EARTH: THE TENDONS. SEE THE TVPICAL CONDUIT PLACEMENT CRITERIA DETAIL.
<br /> AWS D1.1 AMERICAN WELDING SOCIETY, "STRUCTURAL ANCHOR R0�5
<br /> WELDING CODE - STEEL," 2010 EDITION ALL BAR SRES�, 31NCHES FOR CONDUIT PLACED IN SLABS ON STEEL DECKING. CONDUIT SHALL BE RUN ABOVE THE STEEL DECK FLUTES PER MAGNU S SON
<br /> THE TYPICAL CONDUIT IN SLAB ON STEEL DECK DETAIL. WHERE THE RE�UIREMENTS OF THE TYPICAL CONDUIT IN ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 WITH CLASS 2A THREADS, UNLESS NOTED OTHERWISE. FURNISH
<br /> AWSD1.3 AMERICANWELDINGSOCIETY, "STRUCTURAL 2. CONCRETEEXPOSEDTOEARTHORWEATHER: SLABONSTEELDECKDETAILCANNOTBEMET, CONDUITSHALLROUTEUNDERTHESLABONSTEELDECKORAN ANCHORRO�SPREFABRICATEDWITHMATCHINGDOUBLEHEAWHEXNUTSJAMMEDATTHEENDEMBEDDEDM KLEMENCIC
<br /> WELDING CODE - SHEET STEEL," 2008 EDITION ALTERNATE LOCATION WHICH SHALL BE COOR�INATED BY THE CONTRACTOR WITH THE ARCHITECT AND OTHER CONCRETE FURNISH HARDENED PLATE WASHERS. LOCK WASHERS, AND MATCHIN6 HEAVY HEX NUTS FOR SECURMG ASSOC I ATES
<br /> #6 BAR OR LARGER�. 2 MCHES TRADES. THE BASE PLATE TO THE ANCHOR RODS. HOOKED ANCHOR RODS SHALL NOT BE USED EXCEPT WHERE NOTED. A
<br /> AWS Di 4 AMERICAN WELDWG SOCIETY. "STRUCTURAL #5 BAR OR SMALLER: 1 1/21NCHE5 RIGID STEEL TEMPLATE SHALL BE USED TO LOCATE ANCHOR RODS WHILE PLACING CONCRETE. ANCHOR RODS SHALL
<br /> WELDING CODE - REINFORCING STEEL INCLUDING CONDUIT SHALL BE RRMLY CHAIRED AND TIED TO PREVENT DISPLACEMENT DURING POURING. PLACE #4 AT 121NCHES HAVE SUFRCIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN ON THE DRAWINGS, MEASURED FROM THE
<br /> METAL WSERTS AND CONNECTIONS IN REINFORCED 3. OTHER CONCRETE�. ADDITIONAL REWFORCING ABOVE AND BELOW WNDUIT IN CONCRETE SLABS. PERPENDICULAR TO THE CONDUIT. THE FACE OF THE CONCRETE TO THE NEAR FACE OF THE �OUBLE NUT, WITH ADE�UATE EXTENSION AS RE�UIRED TO
<br /> CONCRETE WNSTRUCTION' 2011 EDITION ADDED REINFORCING SHALL EXTEND i'-0" PAST THE CONDUIT ON BOTH SIDES. PLACE ADDITIONAL REWFORCING RECEIVE THE BASE PLATE WITH FULL THREAD PROJECTION FOR NUT MSTALLA710N. ANCHOR ROD INSTALLATION seal/signature
<br /> SLABS: ABOVE CONDUIT Rl1NNING ABOVE STEEL DECK FLUTES AS RE�UIRED BY THE TYPICAL CONDUIT IN SLAB ON STEEL SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. LEVELING NUTS SHALL NOT BE USED EXCEPT AFTER �4tiST0y S
<br /> ICC INTERNATIONAL CODE COUNCIL, INTERNATIONAL #11 BARS AND SMALLER�. DECK DETAIL.
<br /> EVALUATION BY THE CONTRACTOR'S ERECTION ENGINEER, AFTER BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE �.�Q ��� °i1"�� ��F
<br /> <
<br /> CODE COUNCIL - EVALUATION SERVICES QCGES) TOP BARS� 3141NCH INSTALLED TOA SNUG-TIGHT CONDITION. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED. HOLES M �" - _ �y. �'
<br /> BOTTOM BARS: 1 INCH POLYSTYRENEIRIGID INSULATION FOR BUILT�UP SLA85 THE BASE MATERIAL SHALL NOT BE ENLARGED BY BURNING.
<br /> CONCRETE �_� � �
<br /> WALLS'. POLYSTYRENE OR RIGID INSULATION PLACED BELOW CONCRETE SLABS SHALL CONSIST OF RIGID CELLULAR COMPO5ITE FLOOR SYSTEM '�aF`��q:R�i 'E,;;��2"�
<br /> MIxING, BATCHING, TRANSPORTING, PLACING, AND CURING OF ALL CONCRETE, AND SELECTION OF CONCRETE it11 BARS AND SMALLER: 1 INCH POLYSTYRENE CONfORMING TO ASTM �6817. POLYSTYRENE SHALL HAVE A MINIMUM COMPRESSIVE RESISTANCE OF �Ssion'pt E�
<br /> MATERIALS, SHALL CONFORM TO AC1301, 'SPEGFICATIONS FOR STRUCTURAL CONCRETE," EXCEPTAS NOTED BELOW, 3.6 PSI AT 1 PERCENT DEFORMATION UNLESS NOTED OTHERWISE. SECURE POLVSTYRENE IN PLACE PER THE FLOOR SLABS SHALL BE CONSTRUCTED TO THE THICKNESS SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO THE
<br /> PROPORTIONSOFAGGREGATETOCEMENTITIOUSPASTESHALLBESUCHASTOPRODUCEADENSE, WORKABLEMI% BEAMSANDCOLUMNS - TIES, STIRRUPS, SPIRALS: MANUFACTURER'SRECOMMENDATIONS. THEBLOCKSOPPOLYSTYRENESHALLBEPLACEDTOOFFSETJOINTS SPEGFICATIONSFORFLOORTOLERANCES. THECONTR4CTORSHALLINCLUDETHEQUANTITIESOFTHEADDED
<br /> THAT CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. ALL BAR SIZES�. 1-1121NCHES 24 INCHES BETWEEN THE ADJACENT LAYERS. CONCRETE DUE TO THE STEEL DECK DEFLECTION. DESIGN CAMBER SHOWN FOR TNE STEEL BEAMS HAS BEEN issued for tlate
<br /> CALCULATED BASED ON THE DEFLECTION OF THE BEAM DUE TO THE WEIGHT OF THE STEEL AND CONCRETE SLAB.
<br /> MIX DESIGNS LISTED BELOW SHALL BE SUBMITTED TO THE ARCHITECT AND APPROVED PRIORTO USE. SELECTION OF SPECIFIED CONCRETE COVER SHALL BE MAINTAWED TO ALL REINFORCEMENTAT CONCRETE REVEALS AND INSETS. AT THE CONTRACTOR'S OPTION, IN LIEU OF POLYSTYRENE CONFORMING TO ASTM Dfi817, PROVIDE POLYSTYRENE 100°/ CONSTRUCTION 05/04/2018
<br /> CONCRETEMIXPROPORTIONSSHALLBEINACCORDANCEWITHACI301. MIXPROPORTIONSSHALLMEETOREXCEED SHOPDRAWINGSSHOWINGCONCRETEREVEALSANDOTHERINSETSSHALLBESUBMITTEDFORREVIEW. CONFORMINGTOASTMC578TYPEXIVRATEDFOR40PSICOMPRESSIVERESISTANCEATIOPERCENTDEFORMATION MINIMUMSLABREMFORCEMENTISWWR4x4-W2.1xW2.1, UNLESSNOTE� OTHERWISE. DOCUMENTS
<br /> THE REQUIREMENTS LISTED BELOW FOR THE LOCATIONS NOTED. THE MORE STRIN6ENT OF THE RE�UIREMENTS WITH A MINIMUM THICKNESS OF 21NCHE5 PER LAYER,
<br /> LISTEDSHALLGOVERN. SPECIALDUCTILE �UALITYREINFORCINGSTEEL SHEARCONNECTORSTUDS item date
<br /> STRUCTURALSTEEL
<br /> PROVIDE ASTM C150 TYPE I OR TYPE II CEMENT UNLESS NOTED OTHERWISE. THE CEMENTITIOUS MATERIAL CONTENT VERTICAL REINFORCING IN COLUMNS AND SHEAR WALLS. LONGITUDINAL AND DIAGONAL REINFORCING W COUPLING ALL SHEAR CONNECTOR STUDS SHALL BE 3/4 INCH IN DIAMETER UNLE55 NOTED OTHERWISE. ACCEPTABLE TYPES
<br /> SHALLBEADEQUATEFORTHESPECIFIEDREQUIREMENTSFORSTRENGTH, WATER-0EMENTRATIO, DURABILITY, AND BEAMS, ANDALLOTHERREINFORCWGMARKED "SD�" SHALLBELOW-ALLOYSTEELDEFORMEDASTMA706. BILLET ALLSTEELSHALLCONFORMTOTHEFOLLOWING � SHALLBE "TRU-WEID" QCC-ESER-25770RIAPMO-ESEQUIVALENT) OR "NELSON" (ICC-ESER-28560RIAPMO-ES 1 ASINO. O� 08/09/2018
<br /> FINISH ABILITY. STEEL ASTM A615, GRADE 60 REINFORCEMENT MAY BE USED IN THESE MEMBERS IF (i) THE ACiUAL YIELD STRENGTH E�UIVALENT). SHEAR CONNECTOR STUDS SHALL BE AUTOMATICALLY END WELDE� IN SHOP OR RELD WITH �� _
<br /> BASE� ON MILL TESTS DOES NOT EXCEED THE SPECIfIED YIELD STRENGTH BY MORE THAN 18,000 P51 AND (2) THE W-SHAPES ASTM A992, Fy=50 KSI E�UIPMENT RECOMMENDED BV MANUFACTURER OF STUDS. STEEL STUD MATERIAL WELDMG, AND INSPECTION
<br /> MAXIMUMCOMPLEMENTARYCEMENTINGMATERIALS (EX. FLYASH, SLAG, SILICAFUME� ASAPERCENTAGEOFTOTAL RATIOOFTHEACTUALULTIMATETENSILESTRENGTHTOTHEACTUALTENSILEYIELDSTRENGTHISNOTLESSTHAN ASTMA913, Fy=SOKSI SHALLBEINACCORDANCEWITHAWSDI.1. SHEARSTUDSSHALLBEPLACEDATAMAXIMUMSPACINGOF2'-0" ON .
<br /> WEIGHTOFCEMENTITIOUSMATERIALSHALLBESOPERCENT. FLYASHSHALLMEETASTMC618RE�UIREMENTS, AN� 125. IFMILLREPORTSARENOTAVAILABLE, THEREMFORCINGSHALL6ETESTE� PERTHESPECIFICATIONSATTHE CEN7ERFORALLBEAMSSUPPOR7INGASTEELDECKWITHCONCRETEFILLORACAS7-IN-PLACECONCRETESLA& - -
<br /> SHALL NOT EXCEED 30 PERCENT Of TOTAL CEMENTITIOUS MATERIAL WATERICEMENT RATIO SHALL BE BASED ON CONTRACTOR'S EXPENSE. ALL ANGLES AND CHANNELS ASTM A36, Fy=36 K51 THIS SPACMG SHALL ALSO APPLY WHEN THE NUMBER OF STU�S IS NOT INDICATED ON THE PLANS. SEE "SHEAR STUD
<br /> TOTAL CEMENTITIOUS MATERIAL, INCLUDWG COMPLEMENTARY CEMENTING MATERIALS. MAXIMUM SIZE OF UNLESS NOTED OTHERWISE PLACEMENT" FOR LAYOUT CRITERIA, STEEL DECK SHOP DRAWINGS DETAILING THE SHEAR STUD PLACEMENT SHALL
<br /> AGGREGATE SHALL BE AS LISTED BELOW. WELDED WIRE REINFORCEMENT BE SUBMITTED TO THE ENGMEER FOR REVIEW BEFORE INSTALLATION.
<br /> S�UARE OR RECTANGULAR ASTM A500, GRADE B,
<br /> ALL CONCRETE USED IN HORIZONTAL SURFACES EXPOSED TO THE WEATHER SHALL CONTAIN AN ACCEPTABLE WELDED WIRE REINFORCEMENT (WWR) SHALL BE ELECTRICALLY WELDED AND CONFORM TO ASTM A1064. LAP EDGES STRUCTURAL TUBE (HSS) Fy=46 KSI STEEL WMPOSITE OECK
<br /> ADMIXTURE TO PRODUCE AIR-ENTRAMED CONCRETE WITH TOTAL AIR CONTENT AS NOTED IN THE CONCRETE MIH AND ENDS OF FABRIC A MINIMUM OF ONE MESH SPACING PLUS 2 WCHES, BUT NOT LESS THAN 61NCHES. WELDED
<br /> SPECIFICATIONTABLE. TOLERANCEFORAIRCONTENTSHALLBE +I-1.5PERCENT. AIRCONTENTSHALLBEMEASURED WIREREWFORCEMENTSHALLBESUPPORTEDONCHAIRSINACCORDANCEWITHTHECRSIMANUALOFSTANDARD ROUNDSTRUCTURALTUBE (HSS) ASTMA500, GRADEB, THESTEELDECKSHALLBEOFDEPTHSHOWNONTHESTRUCTURALDRAWINGS. GAGEOFDECKSHALLBE �
<br /> AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, AIR CONTENT SHALL BE MEASURED AT THE DISCHARGE PRACTICE. Fy=42 KSI DETERMMED BV THE CONTRACTOR BASED ON THE SPAN CONDITIONS, SHORING RE�UIREMENTS, CONSTRUCTION
<br /> END OF THE PUMP LINE. TESTS fOR AIR CONTENT SHALL MEET ASTM C172 REQUIREMENTS. LOAD$ DEFLECTION REQUIREMENTS, AND THE SUPERIMPOSED LOADS SHOWN ON THE DRAWINGS, LOAD DIAGRAMS,
<br /> FORM CAMBER STEEL PIPE DIAMETER LESS ASTM A53, TYPE E OR S, AND NOTES. MINIMUM GAGE IS 20. MAXIMUM DEAD LOAD DEFLECTION IS 3/41NCH OR L/180. WRITTEN VERIFICATION OF _
<br /> iHE CONTRACTOR SHALL DETERMME SLUMP. EACH CONCRETE MIX SUBMITTED SHALL HAVE THE SLUMP SPECIFIED. THAN OR E�UAL T0121NCHE5 GRADE B, Fy=35 K51 CONFORMANCE FOR ALL CONDITIONS IN THE STRUCTURE SHALL BE SUBMITTED FOR ACCEPTANCE PRIOR TO
<br /> SLUMP SHALL BE MEASURED AT THE DISCHARGE OF THE TRUCK. IF CONCRETE IS PUMPED, SW MP SHALL BE IN ADDITION TO ANY CAMBER NOTED IN THE STRUCTUR4L DRAWINGS, CONCRETE FORMWORK SHALL BE CAMBERED FABRICATION. THE CAPACITIES OF THE DECK SHALL BE BASED ON CURRENT ICC-ES (OR IAPMO-ES EQUIVALENT)
<br /> MEASUREDATTHEDISCHARGEENDOFTHEPUMPLINE. SLUMPSSHALLBEWITHINi11NCHAND -2WCHESOFTHE TOCOMPENSATEFORFORMSAGUNDERWETCONCRETELOAD. CAMBERSOFLESSTHAN118MCHMAYBE MATERIALCALLEDOUTON ASTMA36, Fy=36KS1 REPORTS. SHOPDRAWMGSSHALLBESUBMITTEDSHOWINGDECKGAGE, LAYOUT, FASTENING, STUDLAYOUT, AND
<br /> SPECIFIED SLUMP. NEGLECTED. PLANS AS (A36) CLOSURES. IF ANY SHORWG IS TO BE USED, IT SHALL BE APPROVED BV THE GENERAL CONTRACTOR AND SHALL BE -
<br /> SHOWN ON THE SHOP DRAWWGS. UNITS SHALL SPAN OVER FOUR SUPPORTS, CONTINUOUS OVER THREE OR MORE
<br /> THE USE OF SUPER PLASTICIZERS AND WATER REDUCERS IS ALLOWED, BUT NOT REQUIRED. ALL ADMIXTURES SHALL CONSTRUCTION JOINTS MATERIAL CALLED OUT ON ASTM A913, Fy=65 K51 SPANS, EXCEPT WHERE FRAMING DOES NOT PERMIT. THE AISI SPECIFICATIONS SHALL GOVERN THE DESIGN OF ALL
<br /> BE CHLORIDE FREE UNLESS OTHERWISE APPROVED BV THE ENGWEER. PLANS AS (Fy=65 KSI) DECK UNITS. STEEL DECK AND ALL OF ITS FLASHINGS SHALL CONFORM TO ASTM A653. THE STEEL SHALI NAVE
<br /> ALL CONSTRUCTION JOINTS M SLABS. BEAMS, AND WALLS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL RECENED, BEFORE BEING FORME�, A METAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A653-G60. ALL
<br /> CONCRETE MIX SPECIFICATION TABLE DETAILS OR, AT THE CONTRACTOR'S OPTION, SHALL BE INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE ALL OTHER STEEL UNLESS ASTM A572, Fy=50 KSI WELDING SHALL BE IN ACCORDANCE WITH AWS D1 .3.
<br /> FOLLOWING: THE SURFACE OP ROUGHENED JOINTS SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPMG NOTED OTHERWISE ASTM A586, Fy=50 K51
<br /> fc TEST MAX MAX AIR HAMMER TO EXPOSE THE AGGRE6ATE EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL CONCRETE BONDING-TYPE UNITS SHALL BE FORMED WITH DEFORMATIONS TO PROVIDE AN INTERLOCK BETWEEN THE
<br /> MIN AGE WIC AGGREGATE CONTENT PROTRUDE A MINIMUM OF 1/4 INCH. ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE GENERAL NOTES FOR STEEL CONNECTIONS SHALL APPLY TO ALL STEEL CONNECTIONS UNLESS NOTED OTHERWISE. CONCRETE AND STEEL. UNLESS SHOWN OTHERWISE, UNITS SHALL BE FASTENED TO THE STEEL SUPPOR7S AT THE
<br /> Z LOCATION fPSll (DAYSI RATIO SIZE PERCENT � REMOVED. IMMEDIATELY BEFORE NEW WNCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND ENDS OF THE UNITS AND AT INTERMEDIATE SUPPORTS AT 12 1NCHES ON CENTER WITH 314-INCH-DIAMETER PUDDLE
<br /> n �'�.-� . . . -��,- . --�.-��� . � -. ' - �- . - .- -�. - .--��, STANDMGWATERREMOVED. ALLWORKSHALLBEINACCORDANCEWITHTHEAISCSPECIFICATION. SHOPDRAWWGSSHALLBESUBMITTEDAND WELDS�, WHERETWOUNITSABUT, EACHUNITSHALLBESOFASTENEDTOTHES7EELSUPPORTS. THESIDELAPSOF
<br /> -MISCELLANEOUS 3,000 28 0.50 1" 4S % REVIEWED BY THE ARCHITECTIENGMEER BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND ADJACENT UNITS SHALL BE FASTENED BETWEEN SUPPORTS BY 1 112-INCH TOP SEAM WELDS AT 2'-0" ON CENTER OR
<br /> � .CONCRETE, SIDEWALKS > VERTICAL CONSTRUCTION JOINTS IN WALLS SHALL BE HELD TO A MAXIMUM SPACING OF 40'-0". OTHER MEMBERS EMBEDDE� IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED. DIMENSIONAL TOLER4NCE FOR BUTTON PUNCHED AT 2'-0" ON CENTER. DECK UNI7S SHALL BE FASTENED TO THE STEEL SUPPORTS AT THE SIDE
<br /> � '��,?.`�. BUILT-UP MEMBERS SHALL BE PER AWS Di.i. BOUNDARIES BY 314-INCH-DIAMETER PUDDLE WELDS AT 1'-0" ON CENTER. 314-INCH-DIAMETER SHEAR STUDS
<br /> � SITE CONC WALLS 4 000 28 0.44 1 - ALL CONSTRUCTION JOINTS POR BEAMS AND SLABS SHALL BE IN ACCORDANCE WITH THE TYPICAL DETAILS. BEAMS WELDED THROUGH DECK MAY BE USED IN PLACE OF 314-WCH-DIAMETER PUDDLE WELDS. DESIGN AND PROVIDE
<br /> � - - - - - - - - - �-� ' �� -� � '-� '`=^-``-'"' �� AND SLABS HAVE BEEN DESIGNED ASSUMING ANY CONSTRUCTION JOINTS ARE LOCATED IN THE MIDDLE THIRD OF THE FLASHING AND CLOSURE PLATES AT WALL ENDS OF ALL UNITS. AROUND COLUMNS, AND AT ALL PERIMETER LOCATIONS
<br /> � EXTERIOREXPOSED � 4,000 28 0.45 1' 4.5 SPAN. REQUIRINGCLOSURE. COORDINATEALLCLOSURESWITHELEVATOR, STAIR, ESCALATORANDOTHERARCHITECTURAL shee[ litle
<br /> � SLABSONGRADE DETAILS. THEDECKINSTALLATION, WHENCOMPLETE, SHALLBEREADYTORECENECONCRETE GENERAL NOTES
<br /> - ALL CONSTRUCTION JOINTS IN SLABS ON STEEL DECK SHALL BE IN ACCORDANCE WITH THE TYPICAL DETAILS. STEEL -
<br /> INTERIOR SLABS 4,000 28 0.50 1' - BEAMS AND GIRDERS HAVE BEEN DESIGNED ASSUMING THE CONSTRUCTION JOINTS ARE LOCATED IN THE MIDDLE STEEL DECK TYPES SHALL BE VERCO TYPE W, ASC TYPE W, OR APPROVED EQUAL.
<br /> c� ON GRADE THIRD OF THE BEAM, GIRDER, OR SLAB SPAN. CONTRACTOR SHALL USE THE NECESSARY CONCRETE PLACEMENT AND FINISH METHODS TO ACHIEVE THE SPECIFIED
<br /> N CONCRETE WALLS, 5,000 28 0.44 1' - ALL CONSTRUCTION JOINTS IN SLABS, BEAMS, AND WALLS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR CONCRETE THICKNESS AND SHALL TAKE THE NECESSARY MEASURES DURING WNCRETE PLACEMENT SO AS NOT TO
<br /> ii SPREAD FOOTINGS REVIEW BEFORE STARTING CONSTRUCTION. PROVIDE JOINTS AT LOCATIONS SPECIFICALLY NOTED ON THE OVERLOAD THE DECK.
<br /> � ARCHITECTURAL OR STRUCTURAL DRAWINGS.
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