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AmericAn nAtionAl stAndArds institute/ steel deck institute

Composite Steel Floor Deck

STEEL DECK

I N S T I T U T E

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copyright 2007 steel deck institute

C1.0 - 2006 Standard for

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Composite Steel Floor DeckC1.0 - 2006 Standard forAmericAn nAtionAl stAndArds institute/ steel deck institute

STEEL DECK

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1. General

1.1Scpe:

A.ThisspecicationorComposite SteelDeckshallgovernthe

materials,design,and erectionocoldormed steeldeckwhichactsasa permanentormandas positivereinorcement orastructuralconcreteslab.

B.Commentaryshallnotbe consideredpartothe mandatorydocument.

1.2Reerence Cdes,Standards and Dcuments:

A.CodesandStandards: ForpurposesothisStandard, complywithapplicable provisionsotheollowing CodesandStandards:

1.AmericanIronandSteel Institute(AISI)Standard-North AmericanSpecicationor theDesignoCold-Formed SteelStructuralMembers,2001 EditionwithSupplement2004

2.AmericanWeldingSociety- ANSI/AWSD1.3Structural WeldingCode/SheetSteel-98 StructuralWeldingCode- SheetSteel

3.AmericanSocietyorTesting andMaterials(ASTM)A653 (A653M)-06,A924(A924M)-06, A1008(A1008M)-06,A820 (A820M)-06,C1399(C1399M)- 04,TestMethodE2322-03, ASTMSubcommitteeCO9.42

4.AmericanConcreteInstitute (ACI)BuildingCode RequirementsorReinorced ConcreteACI318-05

5.AmericanSocietyoCivilEngi- neering(ASCE)-SEI/ASCE7-05

6.AmericanInstituteoSteel Construction(AISC)- SpecicationorStructural SteelBuildings,13thEdition

7.UnderwritersLaboratories (UL)FireResistanceDirectory- http://www.ul.com/database 2006

Cmmentar:Manyre relatedassembliesthatuse compositefoordecksare available.IntheUnderwriters LaboratoriesFire Resistance

Directory,thecompositedeck constructionsshowhourly ratingsorrestrainedand unrestrainedassemblies.ASTM E119providesinormationin appendixX3calledGuideor DeterminingConditionso RestraintorFloorandRoo Assembliesandfor IndividualBeams.

B. ReerenceDocuments: Reertotheollowing documents:

1.SDICompositeDeckDesign Handbook-CDD2-1997 2.SDIManualoConstruction withSteelDeck-MOC2-2006

3.SDIStandardPracticeDetails- SPD2-2001

4.SDIDiaphragmDesign Manual-DDMO3-2004

2. Prducts

2.1Material:

A.Sheetsteelorgalvanizeddeck shallconormtoASTMA653 (A653M)StructuralQuality,with aminimumyieldstrengtho 33ksi(230MPa).

B.Sheetsteeloruncoatedor phosphatizedtop/painted bottomdeckshallconormto ASTMA1008(A1008M)with aminimumyieldstrengtho 33ksi(230MPa).Other structuralsheetsteelsorhigh strengthlowalloysteelsare acceptable,andshallbe selectedromtheNorth

American Specifcation or theDesign o Cold-Formed SteelStructural Members.

C.Sheetsteeloraccessoriesshall conormtoASTMA653 (A653M)-minimumyield strengtho33ksi(230MPa). StructuralQualityorstructural accessories,ASTMA653(A653M)

CommercialQualityor non-structuralaccessories,or ASTMA1008(A1008M)or eitherstructuralor non-structuralaccessories. Otherstructuralsheetsteelsor highstrengthlowalloysteels areacceptable,andshallbe selectedromtheNorth

American Specifcation or theDesign o Cold-Formed SteelStructural Members.

D.Thedecktype(prole)and thickness(gage)shallbeas shownontheplans.

Commentary:Mostcomposite steelfoordeckismanuactured romsteelconormingtoASTM DesignationA1008(A1008M), Grades33and40,orromA653 (A653M),StructuralSheetSteel. Whenspeciyingalternative steels,certainrestrictionsapply (SeeNorth American Specifcation

or the Design o Cold-FormedSteel Structural MembersSection

A2-3.2).2.1Areerstotheuseo galvanizeddeckwhile2.1Breers totheuseouncoatedor phosphatizedtop/painted undersidedeck.Inmostcasesthe designerwillchooseonenishor theother.However,bothtypeso nishmaybeusedonajob,in whichcasethedesignermust indicateontheplansandproject specicationstheareasinwhich

eachisused.(ReertoSection2.3 andthecommentaryothese specications).Insection2.1D,the decktypeistheparticularproleo deckchosenbythedesigner.

2.2Tlerance:

A.Uncoatedthicknessshallnotbe lessthan95%othedesign thicknessaslistedinTable2.2.1:

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B.Panellengthshallbewithinplus orminus1/2inch(12mm)o speciedlength.

C.Panelcoverwidthshallbeno greaterthanminus3/8inch (10mm),plus3/4inch(20mm).

D.Panelcamberand/orsweep shallbenogreaterthan1/4inch in10ootlength(6mmin3m).

E.Panelendoutosquareshall notbegreaterthan1/8inchper ootopanelwidth(10mmperm).

2.3Finis:

A.Galvanizingshallconormto ASTMA653(A653M).

B.Uncoatedorphosphatized topsidewithpaintedunderside

shallbeappliedtosteelsheet conormingtoASTMA1008 (A1008M).

C. Thenishonthesteel compositedeckshallbe suitableortheenvironment othestructure.

Commentary:Thenishonthe steelcompositedeckshallbeas speciedbythedesignerandbe suitableortheenvironmento thestructure.Sincethecomposite

deckisthepositivebending reinorcementortheslab,itmust bedesignedtolastthelieothe structure.Agalvanizednish equaltoASTMA653(A653M)-G30 minimumisrecommended. Whencompositedeckwitha phosphatizedtopandpainted bottomisused,theprimercoat isintendedtoprotectthesteel oronlyashortperiodo exposureinordinaryatmospheric conditionsandshallbe

consideredanimpermanentand provisionalcoating.

2.4Design:

A.Deckasaorm

1.Thesectionpropertiesor thesteelfoordeckunit(asa orminbending)shallbe computedinaccordancewith theNorth American Specifcation

or the Design o Cold-FormedSteel Structural Members.

2.AllowableStressDesign(ASD): Bendingstressshallnotexceed 0.60timestheyieldstrength, norexceed36ksi(250MPa) underthecombinedloads owetconcrete,deckweight, andtheollowingconstruction liveloads:20poundsper squareoot(1kPa)uniorm loador150poundconcentrated loadona1-0(300mm)wide sectionodeck(2.2kNperm). Theinteractionoshearand bendingshallbeconsideredin thecalculations. (SeeFigure1-AttachmentC1)

3.LoadandResistance FactorDesign(LRFD):Theload

combinationsorconstruction areasshowninAttachmentC1. Loadactorsshallbein accordancewithASCE7(See Section1.2.A.5).The resistanceactorsandnominal resistancesshallbein accordancewithNorth

American Specifcation orthe Design o Cold-FormedSteel Structural Members.

Commentary:Theloadingshown

inFigure1oAttachmentC1is representativeothesequential loadingowetconcreteonthe deck.The150poundload(peroot owidth)istheresultodistributing a300pound(1.33kN)manovera 2oot(600mm)width.Experience hasshownthistobeaconservative distribution.Themetricequivalent othe150poundloadis2.2kNper meterowidth.Forsinglespan deckconditions,theabilityto controltheconcreteplacement

mayberestrictedandan amplicationactoro1.5isapplied totheconcreteloadtoaddressthis condition;however,inordertokeep this50%loadincreasewithina reasonablelimit,theincreaseisnot

toexceed30ps(1.44kPa).InLRFD, aloadactororconstructiono1.4 isappliedtothisload.Whenever possible,thedeckshallbe multi-spanandnotrequireshoring duringconcreteplacement.

4.DeckDefection:Calculated defectionsothedeck,asa orm,shallbebasedonthe loadothewetconcreteas determinedbythedesignslab thicknessandtheweighto

thesteeldeck,uniormly loadedonallspans,andshall belimitedto1/180othe clearspanor3/4inch (20mm),whicheverissmaller. Calculateddefectionsshallbe relativetosupportingmembers.

Commentary:Thedefection calculationsdonottakeinto accountconstructionloads becausetheseareconsidered temporaryloads.Thedeckis designedtoalwaysbeintheelastic rangesoremovalotemporary loadsshouldallowthedeckto recover.Thestructuralsteelalso defectsundertheloadingothe wetconcrete.

Thedesignerisurgedtocheck thedefectionothetotalsystem, especiallyicompositebeams andgirdersarebeingused.Ithe designerwantstoinclude additionalconcreteloadingonthe deckbecauseoramedefection,

theadditionalloadshouldbe shownonthedesigndrawingsor statedinthedecksectionothe jobspecications.

5.MinimumBearing:Minimum interiorbearinglengthsshall bedeterminedinaccordance withthewebcrippling provisionsotheNorth

American Specifcation or theDesign o Cold-Formed SteelStructural Members;auniorm

Table 2.2.1

Gage Design MinimumN. Tickness Tickness

in. mm. in. mm.22 0.0295 0.75 0.028 0.71

21 0.0329 0.84 0.031 0.79

20 0.0358 0.91 0.034 0.86

19 0.0418 1.06 0.040 1.0118 0.0474 1.20 0.045 1.14

17 0.0538 1.37 0.051 1.30

16 0.0598 1.52 0.057 1.44

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loadingcaseowetconcrete, plustheweightothesteel deck,plus20ps(1kPa) constructionloadshallbeused. (SeeFigure3-AttachmentC1)

Commentary:Experience hasshownthat1-1/2inches (38mm)obearingissucient orcompositefoordecks.I lessthan1-1/2inches(38mm)o endbearingisavailable,orihigh supportreactionsareexpected, thedesignproessionalshould checkthedeckwebcrippling capacity.Thedeckmustbe adequatelyattachedtothe structuretopreventslipo.

6.DiaphragmShearCapacity:

Diaphragmswithoutconcrete shallbedesignedinaccordance withtheSDIDiaphragm Design

Manual, orromtests conductedbyanindependent proessionalengineer.

Commentary:Calculationso diaphragmstrengthandstiness shouldbemadeusingtheSDI Diaphragm Design Manual. I testingisusedasthemeansor determiningthediaphragm

strengthandstiness,thenit shouldollowtheAISITS7-02 testprotocol.

B.DeckandConcreteasa CompositeSlab:

1.General:TheSDIMethod ( reertoSDIComposite Deck

Design Handbook)shallbe limitedtogalvanizedor topsideuncoatedsteeldecks withembossments.The embossmentpatternsshall betypicalothemanuactured steeldeckwiththedepthothe embossmentnotlessthan90% othetestedembossment depth.(ReertoAttachmentC4 orurtherlimitations).Thecompositeslabshallbedesignedasareinorcedconcreteslabwiththesteeldeckactingasthepositive

reinorcement.Thedeckmustbesuitabletodevelopcompositeinteraction.JusticationothisrequiresullscaletestingasperASTME2322,orcalculationsbasedupontesting.

a. AllowableStrengthDesign (ASD)shallbepermittedasan alternatedesignmethod. (SeeSDIComposite Deck

Design Handbook.)

b.Standardreinorcedconcrete designproceduresshallbeused todetermineultimateload capacity.Theallowable superimposedloadshallthen bedeterminedbydeducting theweightotheslabandthe

deck.AttachmentC4, Strength and Serviceability

Determination o CompositeDeck Slabshallbeusedor

strengthdetermination.

Commentary:Highconcentrated loads,diaphragmloads,etc.require additionalanalysis.Horizontal loadcapacitiescanbedetermined byreerringtotheSDIDiaphragm

Design Manual.Concentratedloads canbeanalyzedbythemethods shownintheSDIComposite Deck

Design Handbook. Mostpublished liveloadtablesarebasedon simplespananalysisothe compositesystem;thatis,the slabisassumedtocrackovereach support.

2.LoadDetermination:Using standardreinorcedconcrete designprocedures,the allowablesuperimposedload shallbeoundbyusing appropriateloadand resistancedesignactors(LRFD) andapplicablereduction actorsbasedonthepresence, absence,orspacingoshear studsonbeamsperpendicular tothedeck.(Reerto AttachmentC4andC5)

Commentary:Byusingthe reerenceanalysistechniquesor testresults,thedeckmanuacturer determinestheliveloadsthatcan beappliedtothecompositedeck slabcombination.Theresultsare

usuallypublishedasuniormload tables.Formostapplications,the deckthicknessandproleis selectedsothatshoringisnot required;theliveloadcapacityo thecompositesystemisusually morethanadequateorthe superimposedliveloads.In calculatingthesectionproperties othedeck,theAISIprovisionsmay requirethatcompressionzonesin thedeckbereducedtoan eectivewidth,butastensile

reinorcement,thetotalareao thecrosssectionmaybeused. (SeeattachmentC5)

Coatingsotherthanthosetested maybeinvestigated,andithere isevidencethattheirperormance isbetterthanthatothetested product,additionaltestingmay notberequired.

3.Concrete:Concretedesign shallbeinaccordancewiththe ACIBuilding Code

Requirements or ReinorcedConcrete.Minimum

compressivestrength(c)shall beaminimumo3ksi (20MPa)orasrequiredorre ratingsordurability. Admixturescontainingchloride saltsshallnotbeused.

Commentary:Loadtablesare generallycalculatedbyusinga concretestrengtho3ksi(20MPa). Compositeslabcapacitiesarenot

greatlyaectedbyvariationsin concretecompressivestrength; but,ithestrengthallsbelow 3ksi(20MPa)itwouldbeadvisable tocheckshearstudstrengths.Fire ratingrequirementsmaydictate theminimumconcretestrength. Theuseoadmixturescontaining chloridesaltsisnotallowed becausethesaltswillcorrodethe steeldeck.

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a.MinimumCover:Theminimum concretethicknessabovethe topothesteeldeckshallbe 2inches(50mm).When additional(negativebending) reinorcementisplacedinthe

slab,theminimumcovero concreteabovethereinorcing shallbeinaccordancewiththe ACI Building Code Requirements

or Reinorced Concrete.

4.Defection:Defectionothe compositeslabshallnotexceed 1/360otheclearspanunder thesuperimposedliveload.

Commentary:Liveloaddefections areseldomadesignactor.The defectionotheslab/deck

combinationcanbepredictedby usingtheaverageothecracked anduncrackedmomentsoinertia asdeterminedbythetransormed sectionmethodoanalysis.Reerto AttachmentC5othisspecication ortheSDIComposite Deck Design

Handbook.

5.SuspendedLoads:All suspendedloadsmustbe includedintheanalysisand calculationsorstrengthand

defection. Commentary:Thedesignermust takeintoaccountthesequence oloading.Suspendedloadsmay includeceilings,lightxtures, ductsorotherutilities.The designermustbeinormedoany loadsappliedaterthecomposite slabhasbeeninstalled.

Careshouldbeusedduringthe placementoloadsonalltypeso hangertabsorotherhanging

devicesorthesupportoceilings sothatanapproximateuniorm loadingismaintained.The individualmanuacturershouldbe consultedorallowableloadingon singlehangertabs.Improperuseo hangertabsorotherhanging devicescouldresultinthe overstressingotabsand/orthe overloadingothecomposite deckslab.

6.Reinorcement: a.Temperatureandshrinkage reinorcement,consistingo weldedwireabricorreinorcing bars,shallhaveaminimum areao0.00075timesthearea

otheconcreteabovethedeck (perootormeterowidth), butshallnotbelessthanthe areaprovidedby6x6-W1.4x W1.4weldedwireabric.

Fibersshallbepermittedasa suitablealternativetothe weldedwireabricspecied ortemperatureandshrinkage reinorcement.Cold-drawn steelbersmeetingthecriteria oASTMA820,ataminimum

additionrateo25lb/cuyd (14.8kg/cumeter),ormacro syntheticbersCoarsebers (perASTMSubcommittee CO9.42),maderomvirgin polyolen,shallhavean equivalentdiameterbetween 0.4mm(0.016in.)and1.25mm (0.05in.),havingaminimum aspectratio(length/equivalent diameter)o50,ataminimum additionrateo4lb./cuyd (2.4kg/m3)aresuitabletobe

usedasminimumtemperature andshrinkagereinorcement.

Commentary:Neitherweldedwire abricorberswillprevent cracking;however,theyhave beenshowntodoagoodjob ocrackcontrol.Theweldedwire abricmustbeplacednearthetop otheslab[3/4to1inchcover (20to25mm)]atsupportsand drapedtowardthecenterothe deckspan.Iaweldedwireabric

isusedwithasteelareagiven bytheaboveormula,itwillnot besucientasthetotalnegative reinorcement.Itheminimum quantityosteelbers,ormacro syntheticbers,areusedor shrinkageandtemperature reinorcement,theywillnotbe sucientasatotalnegative reinorcement.

b.Negative:Whennegative

momentexists,thedeckshall bedesignedtoactonlyasa permanentorm.

Commentary:Compositesteel deckdoesnotunctionas compressionreinorcingsteelin areasonegativemoment.Ithe designerwantsacontinuousslab, thennegativebendingreinorcing shouldbedesignedusing conventionalreinorcedconcrete designtechniquesincompliance withtheACIBuilding Code

Requirements or ReinorcedConcrete.Theweldedwireabric,

chosenortemperature reinorcing,maynotsupply enoughareaorcontinuity.The

deckisnotconsideredtobe compressionreinorcement. Typicallynegativereinorcement isrequiredatallcantileveredslabs, oriacontinuousslabisdesired.

c.Distribution:Whenlocalized loadsexceedthepublished uniormcompositedeckload tables,thedesignershall proportiondistribution reinorcementusing conventionalconcretedesign methods.

Commentary:Distributionsteel mayberequiredinadditiontothe weldedwireabricorsteelbers. Concentratedloads,eitherduring constructionorin-service,arethe mostcommonexampleothis requirement.Concentratedloads maybeanalyzedbythemethods inthelatestSDIComposite Deck

Design Handbook.

7.CantileverLoads:When

cantileveredslabsare encountered,thedeckacts onlyasapermanentorm;top reinorcingsteelshallbe proportionedbythedesigner. Forconstructionloads,thedeck shallbedesignedorthemore severeo(a)deckplusslab weightplus20ps(1kPa) constructionloadonboth cantileverandadjacentspan,or (b)deckplusslabweighton

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bothcantileverandadjacent spanplusa150pound(665N) concentratedloadperooto widthatendocantilever.The loadactorsorbending,shear, andinteriorbearingshallbeas

requiredbyASCE7.Resistance actorsorbending,shear,and interiorbearingshallbein accordancewiththeNorth

American Specifcation or theDesign o Cold FormedStructural Members.

Themaximumcantilever defectionasaorm,under deckplusslabweight,shallbe a/90whereaisthecantilever length,andshallnotexceed

3/4inches(19mm). Sidelapsshallbeattachedat theendothecantileverand amaximumspacingo12 inches(300mm)o.c.romthe cantileverend.Each corrugationshallbe astenedatboththeperimeter supportandtherstinterior support.Thedeckshallbe completelyattachedtothe supportsandatthesidelaps beoreanyloadisappliedtothe cantilever.Concreteshallnotbe placedonthecantileveruntil aterplacementontheadjacent span.

8. DiaphragmShearCapacity: Diaphragmswithconcreteshall bedesignedinaccordancewith theSDIDiaphragm Design

Manual,orromtestsconducted byanindependentproessional engineer.

Commentary:Calculationso diaphragmstrengthandstiness shouldbemadeusingtheSDI Diaphragm Design Manual. I testingisusedasthemeansor determiningthediaphragm strengthandstiness,thenit shouldollowtheAISITS7-02test protocol.

2.5Accessries:

A.Pourstops,columnclosures, endclosures,coverplates,and girderllersshallbethetype suitableortheapplication. Pourstopminimumgages shallbeinaccordancewiththe SteelDeckInstitute.(SeePour

Stop Selection Table, AttachmentC2) B.Mechanicalastenersorwelds shallbepermittedordeckand accessoryattachment.

3. Executin3.1Installatin/ General: A. Supportramingandeld

conditionsshallbeexamined orcompliancewithinstallation tolerancesandother conditionsaecting perormanceoworkothis section.AllOSHArulesor erectionshallbeollowed.

B. Deckpanelsshallbeinstalled onaconcretesupport structureonlyaterthe concretehasattained75%o itsspecieddesignstrength.

C. Deckpanelsandaccessories shallbeinstalledaccording totheSDIManual o

Construction with Steel Deck, placementplans,and requirementsothisSection.

D. Temporaryshoring,irequired, shallbeinstalledbeore placingdeckpanels. Temporaryshoringshallbe designedtoresistaminimum uniormloado50ps(2.4kPa),

andloadingcriteriaindicated onAttachmentC1.Shoring shallbesecurelyinplace beorethefoordeckerection begins.Theshoringshallbe designedandinstalledin accordancewiththeACI Building Code Requirements

or Reinorced Concreteand shallbeletinplaceuntilthe slabattains75%oitsspecied

designstrengthanda minimumoseven(7)days.

E. Deckpanelsshallbeplaced onstructuralsupportsand adjustedtonalpositionwith endsaligned,andattached securelytothesupports immediatelyaterplacement inordertoormasaeworking platorm.Alldecksheetsshall haveadequatebearingand asteningtoallsupportsto preventslipoduring construction.Deckendsover supportsshallbeinstalled withaminimumendbearing o1-1/2inches(38mm).Deck areassubjecttoheavyor

repeatedtrac,concentrated loads,impactloads,wheel loads,etc.shallbeadequately protectedbyplankingor otherapprovedmeanstoavoid overloadingand/ordamage.

F. ButtedEnds:Deckends shallbebuttedoversupports.

Commentary:Lappingcompositedeckendscanbedicult becauseshearlugs(web embossment)orproleshape

canpreventatightmetalto metalt.Thespacebetween lappedsheetscanmake weldedattachmentsmore dicult.Gapsareacceptable upto1(25mm)atbuttedends.

G. Deckunitsandaccessoriesshall becutandneatlytaround scheduledopeningsandother workprojectingthroughor adjacenttothedecking.

Commentary:Itistheresponsibilityothedesignertodesignateholes/openingstobedeckedoverincompliancewithapplicableederalandstateOSHAdirectives.Careshouldbetakentoanalyzespansbetweensupportsatopeningswhen determiningthoseholes/openingstobedeckedover.Whenaramedopeningspanexceedsthemaximumdeckspanlimitsor

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constructionloads,theopeningmustbedetailedaroundinsteadodeckedover.(Minimumfoorconstructionload50lbs./sq.t.(2.4kPa),unlessspecic requirementsdictateotherwise).

Whenaramedhole/openinginfoordeckisshownand dimensionedonthestructuraldesigndrawings,pourstop(screed)angleisrequiredtotoposlab.Whenspecied,cellclosureanglewillbeprovidedattheopenendsodeckinstandard10-0(3m)lengthstobeeldsized,cutandinstalled.Alternatemeanstodamconcretemaybeusedinlieuocellclosure,atthediscretiono

theinstaller,iapprovedbythedesigner.

Whenahole/openingisnotshownanddimensionedonthestructuraldesigndrawings,no provisionsorconcreteretainagewillbeprovidedbythemetaldeckmanuacturer/supplier.Metalfoordeckingholesandopeningstobecutatertheconcretepourshallnotbeeldcutuntilconcretehasreached75%oitsdesignstrengthandaminimumoseven(7)days.

H. Tradesthatsubsequentlycut unscheduledopenings throughthedeckshallbe responsibleorreinorcing theseopeningsbaseduponan approvedengineereddesign.

3.2Installatin/Ancrage:

A. Floordeckunitsshallbe anchoredtosteelsupporting membersincludingperimeter

supportsteeland/orbearing wallsbyarcspotpuddlewelds otheollowingdiameterand spacing,lletweldsoequal strength,ormechanical asteners.

1.Allweldingodeckshallbein strictaccordancewithANSI/AWS D1.3,Structural Welding Code-

Sheet Steel. Eachweldershall

demonstrateanabilityto producesatisactorywelds usingaproceduresuchas shownintheSDIManual o

Construction with Steel Deck, or asdescribedinANSI/AWSD1.3.

2.Aminimumvisible5/8inch (15mm)diameterarc puddleweldshallbeused. Weldmetalshallpenetrateall layersodeckmaterial,and shallhavegoodusionto thesupportingmembers.

3.Edgeribsopanelsshallbe weldedateachsupport. Spaceadditionalweldsan averageo12inches(300mm) apartbutnotmorethan

18inches(460mm).

4.Whenused,lletweldsshallbeat least1-1/2inches(38mm)long.

5.Mechanicalasteners,either powderactuated, pneumaticallydriven,or screws,shallbepermittedin lieuoweldingtoastendeck tosupportingramingi astenersmeetallproject servicerequirements.When

theastenersarepowder actuatedorpneumatically driven,theloadvalueper astenerusedtodeterminethe maximumastenerspacingis basedonaminimumstructural supportthicknessonotless than1/8inch(3mm)andon theastenerprovidinga minimum5/16inch(8mm) diameterbearingsurace (astenerheadsize).Whenthe structuralsupportthicknessis

lessthan1/8inch(3mm), powderactuatedor pneumaticallydrivenasteners shallnotbeused,butscrews areacceptable.

Commentary:Mechanicalasteners(screws,powderorpneumaticallydrivenasteners,etc.)arerecognizedasviable anchoringmethods,provided

thetypeandspacingothe astenersatisesthedesigncriteria.Documentationinthe ormotestdata,design calculations,ordesigncharts shouldbesubmittedbythe

astenermanuacturerasthebasisorobtainingapproval.

6.Fordeckunitswithspans greaterthan5eet(1.5m),side lapsandperimeteredgeso unitsbetweenspansupports shallbeastenedatintervals notexceeding36inches(1m) oncenter,usingoneothe ollowingmethods: a.#10seldrillingscrews b.Crimporbuttonpunch

c.Arcpuddlewelds5/8inch (15mm)minimumvisible diameter,orminimum1inch (25mm)longlletweld.

Commentary:Theabovesidelapspacingisaminimum.Serviceloadsordiaphragmdesignmayrequirecloserspacingorlargersidelapwelds.Goodmetaltometalcontactisnecessaryoragoodsidelapweld.Burnholes aretobeexpected.

B. AccessoryAttachment: 1.PourStopandGirderFillers: Pourstopsandgirderllers shallbeastenedtosupporting structureinaccordancewith theSDIStandard Practice

Details, and Attachment C2.

2.FloorDeckClosures: Columnclosures,cellclosures, girderclosuresandZclosures shallbeastenedtoprovide tightttingclosuresatopen endsoribsandsideso decking.Fastencellclosuresat changesodirectionofoor deckunitsunlessotherwise directed.

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AmericAn nAtionAl stAndArds institute/ steel deck instituteSTEEL DECK

I N S T I T U T E

s C1.0 - 2006 Attachment C1

Composite Deck Construction Loading Diagrams

FIGURE 1Lading Diagrams

and Bending Mments


and Defectins


and Supprt Reactins

SimpleSpanCnditin

DubleSpanCnditin

TripleSpanCnditin

PW1

1

+M=.25Pl+0.125W11l2

l

+M=.125(W11+W2)l2

l

W2

W11

PW1

+M=.20Pl+.094W1l2l l

W1

+M=.094(W1+W2)l2l l

W2

W1

M=.117(W1+W2)l2l l

W2

l

l

l

P

W1

+M=.203Pl+.096W1l2l l

W1

+M=.096(W1+W2)l2l l

W2

W1

M=.125(W1+W2)l2l l

W2

SimpleSpanCnditin

DubleSpan

Cnditin

TripleSpanCnditin

SimpleSpanCnditin

DubleSpan

Cnditin

TripleSpanCnditin

l

l l

l l l

W1

W1

W1

.0130W1l4

EI= (1728)

.0054W1l4

EI= (1728)

.0069W1l4

EI= (1728)

W1W2

W1W2

W1W2

l

l l

l l l

Pext Pext

Pext=.5(W1+W2)l

Pext Pext

Pext=.375(W1+W2)l

Pext

Pext=1.25(W1+W2)l

Pext Pext

Pext=.4(W1+W2)l

Pext

Pext=1.1(W1+W2)l

Pext

Ntes r Figures 1, 2, and 3 LRFD Lad Factrs

P = 150poundconcentratedload................................1.4

I = in4/t.-deckmomentoinertia

W1 = slabweight...................................................... 1.6

+deckweight...................................................1.2

W2 = 20poundspersquareootconstructionload...............1.4

E = 29.5x106psi

l = clearspanlength(t.)

W11 = 1.5xslabweight+deckweight

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I N S T I T U T E


Pour Stop Selection Table

0 1 2 3 4 5 6 7 8 9 10 11 12 20 20 20 20 18 18 16 14 12 12 12 10 10 20 20 20 18 18 16 16 14 12 12 12 10 10 20 20 20 18 18 16 16 14 12 12 12 10 10 20 20 18 18 16 16 14 14 12 12 10 10 10 20 20 18 18 16 16 14 14 12 12 10 10 20 18 18 16 16 14 14 12 12 12 10 10 20 18 18 16 16 14 14 12 12 12 10 10 20 18 16 16 14 14 12 12 12 12 10 10 18 18 16 16 14 14 12 12 12 10 10 10 18 18 16 14 14 12 12 12 12 10 10 18 16 16 14 14 12 12 12 12 10 10 18 16 14 14 14 12 12 12 10 10 10

18 16 14 14 12 12 12 12 10 10 10 16 16 14 14 12 12 12 10 10 10

16 14 14 12 12 12 12 10 10 10 16 14 14 12 12 12 10 10 10 10 14 14 12 12 12 12 10 10 10 14 14 12 12 12 10 10 10 10 14 12 12 12 12 10 10 10 14 12 12 12 12 10 10 10 14 12 12 12 10 10 10 12 12 12 12 10 10 10 12 12 12 10 10 10 12 12 12 10 10 10 12 12 10 10 10 10 12 12 10 10 10 12 12 10 10 10 12 10 10 10 12 10 10 10 12 10 10 10 10 10 10 10 10 10

ovERhANG (INChES)

4.004.254.504.755.005.255.505.756.006.256.506.757.007.25

7.507.758.008.258.508.759.009.259.509.75

10.0010.2510.50

10.7511.0011.2511.5011.7512.00

SLAB

(INChES) PoUR SToP TyPES

DEPTh

NoTES: Tis Selectin Cart is based n llwing criteria:1. Normalweightconcrete(150PCF).2. Horizontalandverticaldefectionislimitedtomaximumorconcretedeadload.3. Designstressislimitedto20KSIorconcretedeadloadtemporarilyincreasedbyone-thirdortheconstructionliveloado20PSF.4. PourStopSelectionChartdoesnotconsidertheeectotheperormance,defection,orrotationothepourstopsupportwhichmay includeboththesupportingcompositedeckand/ortherame.5. Verticallegreturnlipisrecommendedoralltypes(gages).

TYPES DESIGN

THICKNESS0.03580.04740.05980.07470.10460.1345

201816141210

1(25mm)[email protected]. pourstop slab

depth

2(50mm)min.

overhang

seenote5m

in.

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I N S T I T U T E


SI Units Conversion Tables

LENGTh

AREA

MASS

FoRCE

PRESSURE

SECTIoNMoDULUS

MoMENT oFINERTIA

intommttommttom

in2tomm2

t2tom2

lbtokg2000lbto1000kg

lb/ttokg/mlb/t3tokg/m3

lb/yd3tokg/m3

lbtoNkiptokN

lb/intoN/m

lb/ttoN/mkip/ttokN/mpstokN/m2

lb/in2tokPalb/t2tokPa

kip/in2toMPa

in3tomm3

in3/ttomm3/m

in4tomm4

in4/ttomm4/m

25.4(exact)304.8(exact)

0.3048(exact)

645.16(exact)0.092903

0.4535920.9071851.4881616.0185

0.593276

4.448224.44822175.127

14.593914.593947.880

6.894760.047886.89476

16387.153763.5

4162311365587

To ChANGE MULTIPLy By

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I N S T I T U T E


Strength and Serviceability Determination of Composite Deck-SlabUnlesscompositedeck-slabsaredesignedorcontinuity,theloadaectsareassumedtoactonsimplespans.

C4.1StrengthorBending Thissectionisused todeterminethebending strengthothecomposite deck-slab.

A. SDIMethod-WithNoShear StudsonBeams Thismethodisusedithereare noshearstudspresentonthe beamsupportingthe compositesteeldeck.

Theresistingmoment,Mno

,o thecompositesectionis determinedbasedonacracked sectionanalysis.Reerto attachmentC5orcalculation othetransormedsection properties.

where

Fy = yieldstressosteel deck60ksi h = slabdepth Icr = crackedsection momentoinertia Mno= nominalresistingmoment Ycc = distanceromtoposlab toneutralaxisocracked section = 0.85andistheresistance actor

1)Limitations

TheSDIMethodshallbe limitedtogalvanizedortopside uncoatedsteeldeckswith embossments.Theembossment patternsshallbetypicalothe manuacturedsteeldeckwith thedepthotheembossment notlessthan90%othetested embossmentdepth.Theweb

angle,,shallbelimitedto valuesbetween55and90and thewebsshallhaveno reentrantbendsintheirfat width.Thesteelsectiondepth, d

d,islimitedto3in.(75mm).

Theconcretedesign compressivestrengthsshallbe between2500psi(17MPa)and 6000psi(40MPa).Theminimum concretethicknessabovethesteel deckshallbe2inches(50mm).

Theusableslabcapacityis limitedtodeckswiththickness 0.0474inches(1.20mm)unless

sucienttestdataisavailableto supporttheuseothemethod withdeckogreaterthickness.

2)ContinuityOverSupports Incontinuousslabs,those sectionssubjectedtonegative momentsshallbedesignedas conventionallyreinorced concreteslabs.Incomposite slabs,momentsandshearsshall becalculatedbyananalysisor,i

applicable,bythecoecientso Chapter8oACIBuilding CodeRequirements or ReinorcedConcrete,ACI318.

3)AllowableStressDesign Allowablestressdesign(ASD) isacceptableasanalternate designmethod.SeetheSDI Composite Deck Design

Handbook.

B. SDIMethod-WithShear

StudsonBeams Thismethodistobeusedi thereareshearstudspresent onthebeamsupportingthe compositesteeldeckin sucientquantitytodevelop theultimatecapacityothe sectioninbending,oritestson aparticulardeckprole haveshownthatthedeckis capableodevelopingtheull

ultimatemomentwithoutshea studs.

where As = steeldeckareaperunit widthosteeldeck

a = = developeddept oconcreteinth

compressionzon

b = unitwidth d = distancefromthetopofthes tothecentroidofthesteeldec

Fy = steelyieldstrength,notto exceed60ksi(415MPa) Mn= nominal(ultimate)moment capacitywithstudsonbeam = 0.85andistheresistancefacto Thismethodislimitedto constructionswherethenumber oshearstudspresentequalsor exceedsN

s,theminimumnumbe

oshearstudsperootodeck widthtodeveloptheullcross sectionothesteeldeck.

where

Ab = deckbottomfangeareape unitwidthosteeldeck

Asc = cross-sectionalareaofstud shearconnector,in2(mm2)1/ and3/4diameterstudsare acceptable

Awebs=deckwebareaperunitwidt

osteeldeck 'c = concretestrength,ksi(MPa)

Ec = modulusoelasticityo

concrete=

Qn = = nominalstrengthoone studshearconnectorin solidconcrete

Mno=Fy Icr

h-ycc=ScFy

Mn=AsFy(d-a/2)

AsFy

0.85'cb

Ns=

Fy

Qn Awebs

2As Ab ,studs/unitwid

w1.5,ksi(0.043w1.5,MPa)c 'c c 'c

0.5AscEc

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I N S T I T U T E


(continued)

Thevalue,Ns,istobeinstalled alongeachbeam.Atbuttedend

laps,studsshallbestaggeredto arrestbothendsothedeckat

thecommonjoint.Atperimeter conditionsoropenings(where

slabsarediscontinuous)all studsmustengagethedeckend. Thevalue,Q

n,issubjectto

reductionwhenconsidering compositebeamactionand

thestudisinstalledthrough deck.Reductiondoesnotapply

tothedeterminationoNs.

Theollowingistobeusedwhen

theshearstudsarepresenton thebeamsupportingthe compositesteeldeck,butare

notpresentinsucientquantity todeveloptheultimatecapacity

othesectioninbending.

UseMnportheactored

resistanceindesign.

where MnoisdeterminedromSectionC4.1.A

MnasdeterminedromSectionC4.1.B

Mnp= useablenominalmoment capacityatstuddensity=N's

N's = thenumberoshearstuds actuallypresentalongthe beamperunitwidthosteel deck1/2and3/4diameter studsareacceptable

N'sisdeterminedromSectionC4.1.B

= 0.85andistheresistanceactor

C.AlternateMethods

Otherrationalmethodsor establishingcompositeslab

strengthcanbeusedithe pertinentparameters

contributingtocomposite slabstrength(includingdeck

crosssection;steel

thickness;concreteweight, strength,andtype;shear

transerdevices;methodo loading;etc.)areconsidered.

Theseanalysescaninclude nonlinearrelationshipsbetween

variousparameters.Sucient testsshallbemadetoestablish themethod-testvariability.

C4.2StrengthorShear

Thissectionisusedtodetermine theshearstrengthothe

compositedeck-slab.

where

Vc = 2cAc,shearresistanceo

concreteperunitwidth

VD = shearstrengthothesteeldeck sectionperunitwidth calculatedperAISI

Ac = concreteareaavailableto resistshear,seeFigureC1

c = 1.0iconcretedensityexceeds

130lbs/t

3

,0.75otherwise

C4.3Defection

Thedefectionothecomposite

slabshallnotexceedspan/360

undersuperimposedload.The

defectioncanbepredictedusing

theaverageothecrackedand

uncrackedmomentoinertiaas

determinedromthetransormed

sectionmethodoanalysis.

Mnp=Mno+(MnMno)

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I N S T I T U T E


Iycc>hcuseycc=hc.

ThecrackedmomentoinertiaIcis

where

Is isthemomentoinertiaotheull(unreduced)

steeldeckperunitslabwidth.

C5.3 MomentoInertiaoUncrackedSection

Fortheuncrackedmomentoinertia

Theuncrackedmomentoinertiais

C5.4 MomentoInertiaoCompositeSection Themomentoinertiaocompositesectionconsidered

eectiveordefectivecomputationsisgivenby

C5.1TransormedCompositeNeutralAxis Thedistanceyccromtheextremecompressionbero

theconcretetotheneutralaxisothetransormed compositesectionshallbedeterminedrom

FigureC5.1andEquationC5-1.

Note: 1. Sectionshowsnon-cellulardeck.Sectionshallbe eithercellular,ablendocellularandnon-cellular deck,ornon-cellulardeck

2. C.G.S.=centroidalaxisoullcrosssectionosteel deck

3. Cs=pitch

4. N.A.=neutralaxisotransormedcomposite section

5. Wr=averageribwidth

C5.2MomentoInertiaoCrackedSection

Whenyccisequaltoorlessthanthedepthoconcrete,hc,

abovethetoposteeldeck,thatis,ycc

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