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ANSI/SDI-RD1.0 Standard for Steel Roof Deck1. General1.1 Scope:A. This Specification for Steel RoofDeck shall govern the materials,design, and erection of coldformed steel deck used for thesupport of roofing materials,design live loads and SDIconstruction loads.B. Commentary shall not beconsidered part of themandatory document.1.2 Reference Codes,Standards and Documents:A. Codes and Standards: Forpurposes of this Standard, complywith applicable provisions of thefollowing Codes and Standards:1. American Iron and SteelInstitute (AISI) Standard -North American Specificationfor the Design of Cold-FormedSteel Structural Members,2001 Edition with Supplement20042. American Welding Society -ANSI/AWS D1.3 StructuralWelding Code/Sheet Steel -98 Structural Welding Code -Sheet Steel3. American Society for Testingand Materials (ASTM) A653(A653M)-06, A924 (A924M)-06,A1008 (A1008M)-064. American Society of CivilEngineering (ASCE) –SEI/ASCE7-055. Underwriters Laboratories (UL)Fire Resistance Directory -http://www.ul.com/database2006B. Reference Documents: Refer tothe following documents:1. SDI Manual of Constructionwith Steel Deck - MOC2-20062. SDI Standard Practice Details -SPD2-20013. SDI Position Statement - FieldPainting of Steel Deck-20044. SDI Diaphragm Design Manual -DDM03-20042. Products2.1 Material:A. Sheet steel for galvanized deckshall conform to ASTM A653(A653M) Structural Quality, witha minimum yield strength of33 ksi (230 MPa).B. Sheet steel for cold rolled pluspainted deck shall conform toASTM A1008 (A1008M) with aminimum yield strength of33 ksi (230 MPa). Other structuralsheet steels or high strength lowalloy steels are acceptable,and shall be selected from theNorth American Specificationfor the Design of Cold-Formed SteelStructural Members.C. Sheet steel for accessories shallconform to ASTM A653 (A653M)Structural Quality for structuralaccessories, ASTM A653 (A653M)Commercial Quality fornon-structural accessories, orASTM A1008 (A1008M) for eitherstructural or non-structuralaccessories. Other structuralsheet steels or high strength lowalloy steels are acceptable, andshall be selected from the NorthAmerican Specification for theDesign of Cold-Formed SteelStructural Members.D. The deck type (profile) andthickness (gage) shall be asshown on the plans.2.2 Tolerance:A. Uncoated thickness shall not beless than 95% of the designthickness as listed in Table 2.2.1:B. Panel length shall be within plusor minus 1/2 inch (12 mm) ofspecified length.C. Panel cover width shall be nogreater than minus 3/8 inch(10 mm), plus 3/4 inch (20 mm).D. Panel camber and/or sweep shallbe no greater than 1/4 inch in10 foot length (6 mm in 3 m).E. Panel end out of square shall notbe greater than 1/8 inch per footof panel width (10 mm per m).2.3 Finish:A. Galvanizing shall conform toASTM A653 (A653M).B. Painted with a shop coat ofprimer shall be applied to steelsheet conforming to ASTM A1008(A1008M).C. The finish of the steel roof deckshall be suitable for theenvironment of the structure.ROOF13
ROOFANSI/SDI-RD1.0 Standard for Steel Roof Deck2.3 Finish:Commentary: The primercoat is intended to protect thesteel for only a short period ofexposure in ordinary atmosphericconditions and shall beconsidered an impermanent andprovisional coating. Fieldpainting of prime painted deck isrecommended especiallywhere the deck is exposed. (SeeSDI Field Painting of Steel Deck).In corrosive or high moistureatmospheres, a galvanized finishis desirable in a G60 (Z180) or G90(Z275) coating. In highlycorrosive or chemicalatmospheres or where reactivematerials could be in contactwith the steel deck, special carein specifying the finish shouldbe used.2.4 Design:A. The deck shall be selected bythe designer to provide the loadcapabilities shown on thedrawings (design live and deadloads and the SDI constructionloads).1. The section properties ofthe steel roof unit deck shallbe computed in accordancewith the North AmericanSpecification for the Designof Cold-Formed Steel StructuralMembers.2. Allowable Stress Design (ASD):Bending stress shall notexceed 0.60 times the yieldstrength with a maximum of36 ksi (250 MPa) under thecombined dead and designlive loads.3. Load and Resistance FactorDesign (LRFD): The loadfactors are defined in thegoverning code. ASCE 7 (Seesection 1.2.A.5) shall be usedin the absence of a governingcode. The resistance factorsand nominal resistancesshall be determined inaccordance with the NorthAmerican Specificationfor the Design of Cold-FormedSteel Structural Members.4. Deck Deflection: Deflection ofthe deck shall not exceed1/240 of the span (centerlineto centerline) or 1 inch(25 mm), whichever is less,under the uniformlydistributed design live load. Allspans are to be consideredcenter-to-center of supports.Commentary: The adequacy ofdeck edge support details shouldbe reviewed by the designer. Atthe building perimeter or anyother deck termination ordirection change, occasionalconcentrated loading of theroof deck could result intemporary differences indeflection between the roof deckand the adjacent stationarybuilding component.Supplemental support such as aperimeter angle may bewarranted.5. Suspended Loads: Allsuspended loads shall beincluded in the analysis andcalculations for stress anddeflection.Commentary: The designer musttake into account the sequenceof loading. Suspended loads mayinclude ceilings, light fixtures,ducts or other utilities. Thedesigner must be informed of anyloads applied after the roofinghas been installed.6. Construction and MaintenanceLoads: Deck shall be selectedby the designer to providea minimum 30 lbs/sq.ft.(1.44 kPa) construction load.Span lengths shall begoverned by a maximumstress of 0.7 Fy and amaximum deflection of 1/240of the span with a 200-pound(0.89 kN) concentrated load atmidspan on a 1 foot (300 mm)wide section of deck. If thedesigner contemplates loadsof greater magnitude, spansshall be decreased or thethickness of the steel deckincreased as required. All loadsshall be distributed byappropriate means to preventdamage to the completedassembly during construction.7. Cantilever loads: Thecantilever span shall bedetermined by the lowestvalue considering,(a) construction phase load of10 psf (0.48 kPa) on adjacentspan and cantilever, plus200 pound load (0.89 kN) atend of cantilever with a stresslimit of 0.7 Fy (ASD),(b) a service load of 45 psf(2.15 kPa) on adjacent spanand cantilever, plus 100 poundload (0.44 kN) at end ofcantilever with a stress limit of0.6 Fy (ASD), or(c) with service loads, adeflection limitation of 1/240of adjacent span for interiorspan and deflection limitationat end of cantilever of 1/120of overhang.Commentary: UnderConstruction and MaintenanceLoads, and Cantilever Loads, 0.7 Fymaximum stress was selected tounify the ASD and LRFD values.Apply a load factor of 1.4 to 200pound load when LRFD is used.14
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