Roof Decks 172 B, BA, BV Deck N, NA Deck Form Decks 174 .6 FD, .6 FDV Deck 1.0 FD, 1.0 FDV Deck 1.5 FD Deck 2.0 FD Deck 3.0 FD Deck Composite Floor Decks 184 1.5 CD Deck 2.0 CD Deck 3.0 CD Deck General Deck Information 190 Standard Deck Accessories Fire Resistance Ratings for Deck Bills of Material SDI Specifications for Roof Deck 194 SDI Specifications for Roof Deck, Sections 1 through 9 Roof Deck Design Example SDI Specifications for Non-Composite Floor Deck 200 SDI Specifications for Non-Composite Floor Deck, Sections 1 through 4 Non-Composite Form Deck Design Example SDI Specifications for Composite Floor Deck 206 SDI Pour Stop Selection Table SDI Specifications for Composite Floor Deck, Sections 1 through 7 Composite Floor Deck Design Example Roof Deck Diaphragm Shear 215 Typical Fastener Layouts Diaphragm Shear Strength and Stiffness Design Example B, BA Deck Allowable Diaphragm Shear Strength Tables N, NA Deck Allowable Diaphragm Shear Strength Tables TABLE OF CONTENTS Pages identified with the NMBS Logo as shown above, have been produced by NMBS to assist specifiers and consumers in the application of New Millennium Building Systems’ Deck products. Pages identified with the Steel Deck Institute Logo as shown above, have been reproduced from the SDI Publication #30, Design Manual for Composite Decks, Form Decks and Roof Decks. LIABILITY STATEMENT The data published in this catalog has been developed using recognized engineering principles and is intended for general information only. Although the data shown is believed to be accurate, New Millennium Building Systems does not assume any liability or obligation of any kind or nature arising from or related to the data provided herein and/or its use. Applicability of the products and the accuracy of the data should be assessed by a licensed professional engineer or architect to determine the suitability for the intended application. ROOF DECKS FORM DECKS COMPOSITE FLOOR DECKS GENERAL DECK INFO SDI SPECS, ROOF DECK SDI SPECS, NON- COMPOSITE FLOOR DECK SDI SPECS, COMPOSITE FLOOR DECK ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE 169
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and Stiffness Design ExampleB, BA Deck Allowable Diaphragm
Shear Strength TablesN, NA Deck Allowable Diaphragm
Shear Strength Tables
TABLE OF CONTENTS
Pages identified with the NMBS Logo as shown above, have been produced by NMBS to assist specifiers and consumers in the application of New Millennium Building Systems’ Deck products.
Pages identified with the Steel Deck Institute Logo as shown above,have been reproduced from the SDI Publication #30, Design Manual for Composite Decks, Form Decks and Roof Decks.
LIABILITY STATEMENTThe data published in this catalog has been developed using recognizedengineering principles and is intended for general information only.Although the data shown is believed to be accurate, New MillenniumBuilding Systems does not assume any liability or obligation of any kind or nature arising from or related to the data provided hereinand/or its use. Applicability of the products and the accuracy of the data should be assessed by a licensed professional engineer or architect to determine the suitability for the intended application.
ROOFDECKS
FORMDECKS
COMPOSITE
FLOORDECKS
GENERALDECK
INFOSDISPECS,ROOF
DECKSDISPECS,NON-
COMPOSITE
FLOORDECK
SDISPECS,COMPOSITE
FLOORDECK
ROOFDECK
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171170
OUR FACILITIES QUALITY ASSURANCE
New Millennium Building Systems (NMBS) is a wholly-owned subsidiary of Steel Dynamics, Inc.,manufacturing a complete range of joist and deckproducts. NMBS is a Company Member of both the Steel Joist Institute and the Steel Deck Institute.
Deck products include roof, form and compositedecks and deck accessories, designed and manufactured in accordance with the specificationsof the Steel Deck Institute.
DECK PRODUCTSNew Millennium Building Systems produces a wide rangeof floor and roof deck at the Butler, Indiana and Lake City,Florida manufacturing facilities. Our Salem, Virginia locationwill also be producing deck by the third quarter of 2007.This catalog contains information on all the products currently being produced, for use by specifying engineersand architects. The load tables shown herein have beencalculated using Allowable Stress Design. Deck is available in lengths from 6'-0 to 50'-0. Extra charges are applied to lengths less than 6'-0.
DECK FINISHESNew Millennium Building Systems offers primer-painted orgalvanized deck finishes. The standard primer-painted finishis gray on both the top and bottom sides. The galvanizedfinish is available in G40, G60, & G90 coatings. Deck canalso be furnished with a two coat bright white primer bottomside combined with either a primer-painted or galvanizedtop side. The primer-painted finish is intended to protect
the steel for a reasonable installation period while exposedto ordinary atmospheric conditions and shall be consideredan impermanent and provisional coating. Always store deckoff the ground with one end elevated and protected fromthe elements with a weather-proof covering that is ventilatedto avoid condensation.
DECK CERTIFICATIONS• Steel Deck Institute Member Company fully approved
to manufacture roof deck, form deck, and composite floor deck.
• B deck is Factory Mutual approved for use as a component in Class 1-60, 1-75, & 1-90 wind uplift steel roof deck construction.
• Deck products are approved by Underwriters Laboratoryand listed in the UL Fire Resistance Directory.
• All acoustical deck has been tested in accordance with ANSI ASTM C423 & E795 to determine the noisereduction coefficient (NRC) rating.
• Type B deck provides the best balance of strength and economy of all the 1 1/2" deep roof decks. 1" (minimum) rigid roofing insulation is required to be used with type B deck.
• Available with nested side laps only. • Available as an acoustic deck. Type BA deck is
manufactured with perforations in the vertical ribs, having a NRC rating of 0.60 with 1 1/2" (minimum) rigid roofing insulation.
• Available as a vented deck. Type BV deck is manufactured with slot vents in the bottom flutes. The openings equal 0.5% of total surface. Type BV deck is to be specified when venting is required for cementitious insulation fills. Type BV deck is manufactured at our Lake City, FL facility only.
• Type B deck is Factory Mutual approved. Type BA and BV decks are not Factory Mutual approved.
• Type B, BA and BV decks are manufactured from steelconforming to ASTM A1008-00 Grades C, D or E orfrom A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.
• Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to limit the spacing between connections to 18”. Side laps are to be fastened together between supports, at a maximum spacing of36" o.c. whenever the deck span exceeds 5'-0".Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
Notes 1. Section properties are calculated using the AISI Cold Formed
Steel Design Specifications, 1996 Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Maximum cantilever spans are based on SDI criteria and are sensitive to adjacent spans. For this table, adjacent span is assumed to be at least 1.5 times longer than the cantilever span.
4. Minimum end bearing length shall be 1 1/2".
5. Loads shown in RED are governed by the live load deflection not in excess of 1/240 of span. 10 psf dead load has been included.
6. Perforations which are placed in the vertical ribs of type BA deck reduce the strength less than 5%.
• Type N deck is well-suited for applications where it is desirable to space the supporting members as far apart as possible. This is often the case in structures such as gymnasiums where it is usually more economical to minimize the number of long span structural members by using type N deck to span large spaces.
• Available with nested side laps only. • Available as an acoustic deck. Type NA deck is
manufactured with perforations in the vertical ribs, having a NRC rating of 0.65 with or without rigid roofing insulation.
• Neither type N nor NA decks are covered under Factory Mutual.
• Type N and NA decks are manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.
• Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to limit the spacing between connections to 18”. Side laps are to be fastened together between supports, at a maximum spacing of36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
Notes 1. Section properties are calculated using the AISI Cold Formed
Steel Design Specifications, 1996 Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Maximum cantilever spans are based on SDI criteria and are sensitive to adjacent spans. For this table, adjacent span is assumed to be at least 1.5 times longer than the cantilever span.
4. Minimum end bearing length shall be 1 1/2".
5. Loads shown in RED are governed by the live load deflection not in excess of 1/240 of span. 10 psf dead load has been included.
6. Perforations which are placed in the vertical ribs of type NA deck reduce the strength less than 5%.
• Type B deck provides the best balance of strength and economy of all the 1 1/2" deep roof decks. 1" (minimum) rigid roofing insulation is required to be used with type B deck.
• Available with nested side laps only. • Available as an acoustic deck. Type BA deck is
manufactured with perforations in the vertical ribs, having a NRC rating of 0.60 with 1 1/2" (minimum) rigid roofing insulation.
• Available as a vented deck. Type BV deck is manufactured with slot vents in the bottom flutes. The openings equal 0.5% of total surface. Type BV deck is to be specified when venting is required for cementitious insulation fills. Type BV deck is manufactured at our Lake City, FL facility only.
• Type B deck is Factory Mutual approved. Type BA and BV decks are not Factory Mutual approved.
• Type B, BA and BV decks are manufactured from steelconforming to ASTM A1008-00 Grades C, D or E orfrom A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.
• Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to limit the spacing between connections to 18”. Side laps are to be fastened together between supports, at a maximum spacing of36" o.c. whenever the deck span exceeds 5'-0".Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
Notes 1. Section properties are calculated using the AISI Cold Formed
Steel Design Specifications, 1996 Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Maximum cantilever spans are based on SDI criteria and are sensitive to adjacent spans. For this table, adjacent span is assumed to be at least 1.5 times longer than the cantilever span.
4. Minimum end bearing length shall be 1 1/2".
5. Loads shown in RED are governed by the live load deflection not in excess of 1/240 of span. 10 psf dead load has been included.
6. Perforations which are placed in the vertical ribs of type BA deck reduce the strength less than 5%.
• Type N deck is well-suited for applications where it is desirable to space the supporting members as far apart as possible. This is often the case in structures such as gymnasiums where it is usually more economical to minimize the number of long span structural members by using type N deck to span large spaces.
• Available with nested side laps only. • Available as an acoustic deck. Type NA deck is
manufactured with perforations in the vertical ribs, having a NRC rating of 0.65 with or without rigid roofing insulation.
• Neither type N nor NA decks are covered under Factory Mutual.
• Type N and NA decks are manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.
• Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to limit the spacing between connections to 18”. Side laps are to be fastened together between supports, at a maximum spacing of36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
Notes 1. Section properties are calculated using the AISI Cold Formed
Steel Design Specifications, 1996 Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Maximum cantilever spans are based on SDI criteria and are sensitive to adjacent spans. For this table, adjacent span is assumed to be at least 1.5 times longer than the cantilever span.
4. Minimum end bearing length shall be 1 1/2".
5. Loads shown in RED are governed by the live load deflection not in excess of 1/240 of span. 10 psf dead load has been included.
6. Perforations which are placed in the vertical ribs of type NA deck reduce the strength less than 5%.
6 x 6 W 2.1 x W 2.1 0.042 283 223 181 149 125 107 92 80 70 55 45
6 x 6 W 2.9 x W 2.9 0.058 384 303 246 203 170 145 125 109 96 75 61
6 x 6 W 1.4 x W 1.4 0.028* 242 191 155 128 107 91 79 68 60 47
6 x 6 W 2.1 x W 2.1 0.042* 359 284 230 190 159 136 117 102 89 71
6 x 6 W 2.9 x W 2.9 0.058 400 387 313 259 217 185 160 139 122 96
6 x 6 W 2.1 x W 2.1 0.042* 400 400 400 386 325 277 238 208 182
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 371 320 279 245
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 400 400 363
6 x 6 W 2.1 x W 2.1 0.042* 400 400 400 400 399 340 293 255 224
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 400 396 345 303
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 400 400 400
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 400 400 400 366
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 400 400 400
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 400 400
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 400 400 400
4 x 4 W 2.9 x W 2.9 0.087* 400 400 400 400 400 400 400 400
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 400
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and are based on SDI criteria for unshored spans.
Clear Span (ft.- in.)
2 1/2
3
Uniform Load (psf)
Recommended Gage Key:
3 1/2
4
ReinforcementSlab
Depth(in.)
4 1/2
5
28 Gage 26 Gage 24 Gage 22 Gage
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 3". Minimum exterior bearing lengthshall be 1 1/2".
• Type .6 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Specifying .6 FD deck eliminates the need for expensive temporary shoring. Floor systems using .6 FD deck are some of the most economical floors available.
• Available with nested side laps only. • Available as a vented deck. Type .6 FDV deck is
manufactured with slot vents in the bottom flute. The openings equal 0.5% of total surface. Type .6 FDV deck is to be specified when venting is required for cementitious insulation fills. Type .6 FDV deck is manufactured at our Lake City, FL facility only.
• Type .6 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E orfrom A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 60 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Welding washers must be used on all deck units that are less than 22 gage.
6 x 6 W 2.1 x W 2.1 0.042 283 223 181 149 125 107 92 80 70 55 45
6 x 6 W 2.9 x W 2.9 0.058 384 303 246 203 170 145 125 109 96 75 61
6 x 6 W 1.4 x W 1.4 0.028* 242 191 155 128 107 91 79 68 60 47
6 x 6 W 2.1 x W 2.1 0.042* 359 284 230 190 159 136 117 102 89 71
6 x 6 W 2.9 x W 2.9 0.058 400 387 313 259 217 185 160 139 122 96
6 x 6 W 2.1 x W 2.1 0.042* 400 400 400 386 325 277 238 208 182
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 371 320 279 245
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 400 400 363
6 x 6 W 2.1 x W 2.1 0.042* 400 400 400 400 399 340 293 255 224
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 400 396 345 303
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 400 400 400
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 400 400 400 366
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 400 400 400
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 400 400
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 400 400 400 400
4 x 4 W 2.9 x W 2.9 0.087* 400 400 400 400 400 400 400 400
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 400
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and are based on SDI criteria for unshored spans.
Clear Span (ft.- in.)
2 1/2
3
Uniform Load (psf)
Recommended Gage Key:
3 1/2
4
ReinforcementSlab
Depth(in.)
4 1/2
5
28 Gage 26 Gage 24 Gage 22 Gage
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 3". Minimum exterior bearing lengthshall be 1 1/2".
• Type .6 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Specifying .6 FD deck eliminates the need for expensive temporary shoring. Floor systems using .6 FD deck are some of the most economical floors available.
• Available with nested side laps only. • Available as a vented deck. Type .6 FDV deck is
manufactured with slot vents in the bottom flute. The openings equal 0.5% of total surface. Type .6 FDV deck is to be specified when venting is required for cementitious insulation fills. Type .6 FDV deck is manufactured at our Lake City, FL facility only.
• Type .6 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E orfrom A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 60 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Welding washers must be used on all deck units that are less than 22 gage.
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SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 6
• Type 1.0 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Specifying 1.0 FD deck eliminates the need for expensive temporary shoring. Floor systems using 1.0 FD deck are some of the most economical floors available.
• Available with nested side laps only. • Available as a vented deck. Type 1.0 FDV deck is
manufactured with slot vents in the bottom flute. The openings equal 0.5% of total surface. Type 1.0 FDV deck is to be specified when venting is required for cementitious insulation fills. Type 1.0 FDV deck is manufactured at our Lake City, FL facility only.
• Type 1.0 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E orfrom A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 60 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Welding washers must beused on all deck units that are less than 22 gage.
6 x 6 W 2.1 x W 2.1 0.042 138 114 96 70 54 42 34 28 24 20 17
6 x 6 W 2.9 x W 2.9 0.058 187 154 129 95 73 57 46 38 32 27 23
6 x 6 W 1.4 x W 1.4 0.028* 126 104 88 64 49 39 31 26 22 18 16
6 x 6 W 2.1 x W 2.1 0.042 187 154 130 95 73 57 46 38 32 27 23
6 x 6 W 2.9 x W 2.9 0.058 254 210 176 129 99 78 63 52 44 37 32
6 x 6 W 2.1 x W 2.1 0.042* 400 348 292 214 164 130 105 87 73 62 53
6 x 6 W 2.9 x W 2.9 0.058 400 400 391 287 220 174 140 116 97 83 71
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 325 257 208 172 144 123 106
6 x 6 W 2.1 x W 2.1 0.042* 400 400 366 269 206 163 132 109 91 78
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 363 278 219 177 147 123 105
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 325 263 217 183 156
6 x 6 W 2.1 x W 2.1 0.042* 400 400 400 324 248 196 158 131 110 94
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 335 265 214 177 149 127
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 394 319 263 221 188
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 393 311 251 208 174
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 374 309 260
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 400 350
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3"3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans
26 Gage 24 Gage 22 Gage 20 Gage
SlabDepth(in.)
Uniform Load (psf)Clear Span (ft.- in.)
Recommended Gage Key:
Reinforcement
2 1/2
3
3 1/2
4
4 1/2
5
TotalSlab Concrete Concrete
Depth Weight Weight(in.) (psf) (psf)
26 25 3 - 3 4 - 9 4 - 9 19 3 - 4 5 - 0 5 - 1
24 25 4 - 3 6 - 3 6 - 4 19 4 - 5 6 - 8 6 - 9
22 25 5 - 2 7 - 9 7 - 8 19 5 - 5 8 - 3 8 - 4
20 25 6 - 1 8 - 9 8 - 1 19 6 - 4 9 - 7 8 - 10
26 31 3 - 2 4 - 6 4 - 7 24 3 - 3 4 - 9 4 - 10
24 31 4 - 2 5 - 11 6 - 0 24 4 - 4 6 - 4 6 - 5
22 31 5 - 0 7 - 3 7 - 2 24 5 - 3 7 - 10 7 - 9
20 31 5 - 11 8 - 3 7 - 7 24 6 - 2 8 - 11 8 - 2
26 37 3 - 1 4 - 4 4 - 4 29 3 - 2 4 - 7 4 - 7
24 37 4 - 0 5 - 8 5 - 9 29 4 - 2 6 - 1 6 - 2
22 37 4 - 10 6 - 11 6 - 9 29 5 - 1 7 - 5 7 - 3
20 37 5 - 9 7 - 9 7 - 2 29 6 - 0 8 - 5 7 - 9
26 43 3 - 0 4 - 2 4 - 2 33 3 - 2 4 - 5 4 - 6
24 43 3 - 11 5 - 5 5 - 6 33 4 - 1 5 - 10 5 - 11
22 43 4 - 9 6 - 7 6 - 5 33 5 - 0 7 - 2 7 - 0
20 43 5 - 6 7 - 5 6 - 10 33 5 - 10 8 - 1 7 - 5
26 49 2 - 11 4 - 0 4 - 1 38 3 - 1 4 - 3 4 - 4
24 49 3 - 10 5 - 3 5 - 3 38 4 - 0 5 - 8 5 - 8
22 49 4 - 7 6 - 4 6 - 2 38 4 - 10 6 - 10 6 - 8
20 49 5 - 3 7 - 1 6 - 6 38 5 - 8 7 - 8 7 - 1
26 55 2 - 11 3 - 10 3 - 11 42 3 - 0 4 - 2 4 - 3
24 55 3 - 9 5 - 0 5 - 1 42 3 - 11 5 - 6 5 - 6
22 55 4 - 6 6 - 1 5 - 11 42 4 - 9 6 - 8 6 - 6
20 55 5 - 1 6 - 10 6 - 4 42 5 - 7 7 - 6 6 - 10
5
3 1/2
2 1/2
3
4 1/2
Single Double Triple Single
Gage
4
Clear Span (ft.-in.) Clear Span (ft.-in.)
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)Maximum Construction Maximum Construction
Double Triple
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 3". Minimum exterior bearing lengthshall be 1 1/2".
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SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 8
• Type 1.0 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Specifying 1.0 FD deck eliminates the need for expensive temporary shoring. Floor systems using 1.0 FD deck are some of the most economical floors available.
• Available with nested side laps only. • Available as a vented deck. Type 1.0 FDV deck is
manufactured with slot vents in the bottom flute. The openings equal 0.5% of total surface. Type 1.0 FDV deck is to be specified when venting is required for cementitious insulation fills. Type 1.0 FDV deck is manufactured at our Lake City, FL facility only.
• Type 1.0 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E orfrom A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 60 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Welding washers must beused on all deck units that are less than 22 gage.
6 x 6 W 2.1 x W 2.1 0.042 138 114 96 70 54 42 34 28 24 20 17
6 x 6 W 2.9 x W 2.9 0.058 187 154 129 95 73 57 46 38 32 27 23
6 x 6 W 1.4 x W 1.4 0.028* 126 104 88 64 49 39 31 26 22 18 16
6 x 6 W 2.1 x W 2.1 0.042 187 154 130 95 73 57 46 38 32 27 23
6 x 6 W 2.9 x W 2.9 0.058 254 210 176 129 99 78 63 52 44 37 32
6 x 6 W 2.1 x W 2.1 0.042* 400 348 292 214 164 130 105 87 73 62 53
6 x 6 W 2.9 x W 2.9 0.058 400 400 391 287 220 174 140 116 97 83 71
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 325 257 208 172 144 123 106
6 x 6 W 2.1 x W 2.1 0.042* 400 400 366 269 206 163 132 109 91 78
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 363 278 219 177 147 123 105
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 325 263 217 183 156
6 x 6 W 2.1 x W 2.1 0.042* 400 400 400 324 248 196 158 131 110 94
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 335 265 214 177 149 127
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 394 319 263 221 188
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 400 393 311 251 208 174
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 400 400 374 309 260
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 400 350
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3"3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans
26 Gage 24 Gage 22 Gage 20 Gage
SlabDepth(in.)
Uniform Load (psf)Clear Span (ft.- in.)
Recommended Gage Key:
Reinforcement
2 1/2
3
3 1/2
4
4 1/2
5
TotalSlab Concrete Concrete
Depth Weight Weight(in.) (psf) (psf)
26 25 3 - 3 4 - 9 4 - 9 19 3 - 4 5 - 0 5 - 1
24 25 4 - 3 6 - 3 6 - 4 19 4 - 5 6 - 8 6 - 9
22 25 5 - 2 7 - 9 7 - 8 19 5 - 5 8 - 3 8 - 4
20 25 6 - 1 8 - 9 8 - 1 19 6 - 4 9 - 7 8 - 10
26 31 3 - 2 4 - 6 4 - 7 24 3 - 3 4 - 9 4 - 10
24 31 4 - 2 5 - 11 6 - 0 24 4 - 4 6 - 4 6 - 5
22 31 5 - 0 7 - 3 7 - 2 24 5 - 3 7 - 10 7 - 9
20 31 5 - 11 8 - 3 7 - 7 24 6 - 2 8 - 11 8 - 2
26 37 3 - 1 4 - 4 4 - 4 29 3 - 2 4 - 7 4 - 7
24 37 4 - 0 5 - 8 5 - 9 29 4 - 2 6 - 1 6 - 2
22 37 4 - 10 6 - 11 6 - 9 29 5 - 1 7 - 5 7 - 3
20 37 5 - 9 7 - 9 7 - 2 29 6 - 0 8 - 5 7 - 9
26 43 3 - 0 4 - 2 4 - 2 33 3 - 2 4 - 5 4 - 6
24 43 3 - 11 5 - 5 5 - 6 33 4 - 1 5 - 10 5 - 11
22 43 4 - 9 6 - 7 6 - 5 33 5 - 0 7 - 2 7 - 0
20 43 5 - 6 7 - 5 6 - 10 33 5 - 10 8 - 1 7 - 5
26 49 2 - 11 4 - 0 4 - 1 38 3 - 1 4 - 3 4 - 4
24 49 3 - 10 5 - 3 5 - 3 38 4 - 0 5 - 8 5 - 8
22 49 4 - 7 6 - 4 6 - 2 38 4 - 10 6 - 10 6 - 8
20 49 5 - 3 7 - 1 6 - 6 38 5 - 8 7 - 8 7 - 1
26 55 2 - 11 3 - 10 3 - 11 42 3 - 0 4 - 2 4 - 3
24 55 3 - 9 5 - 0 5 - 1 42 3 - 11 5 - 6 5 - 6
22 55 4 - 6 6 - 1 5 - 11 42 4 - 9 6 - 8 6 - 6
20 55 5 - 1 6 - 10 6 - 4 42 5 - 7 7 - 6 6 - 10
5
3 1/2
2 1/2
3
4 1/2
Single Double Triple Single
Gage
4
Clear Span (ft.-in.) Clear Span (ft.-in.)
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)Maximum Construction Maximum Construction
Double Triple
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
6 x 6 W 2.9 x W 2.9 0.058 346 254 194 153 124 103 86 73 63 55 48
4 x 4 W 2.9 x W 2.9 0.087 400 375 287 227 184 152 127 108 93 81 71
6 x 6 W 2.1 x W 2.1 0.042* 322 237 181 143 116 96 80 68 59 51 45
6 x 6 W 2.9 x W 2.9 0.058 400 323 247 195 158 130 109 93 80 70 61
4 x 4 W 2.9 x W 2.9 0.087 400 400 366 289 234 193 162 138 119 104 91
6 x 6 W 2.1 x W 2.1 0.042* 390 287 219 173 140 116 97 83 71 62
6 x 6 W 2.9 x W 2.9 0.058* 400 392 300 237 192 158 133 113 98 85
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 352 285 235 198 168 145 126
6 x 6 W 2.9 x W 2.9 0.058* 400 400 352 278 225 186 156 133 115
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 335 277 233 198 171
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 377 317 270 232
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 320 259 214 180 153 132
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 386 319 268 228 197
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 365 311 268
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 362 293 242 203 173
4 x 4 W 2.9 x W 2.9 0.087* 400 400 400 400 400 361 303 258
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 352
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck Gages recommended are for normal weight concrete and based on SDI criteria for unshored spans.
5 1/2
6
3 1/2
4
4 1/2
5
SlabDepth(in.)
Reinforcement
Recommended Gage Key: 22 Gage 20 Gage 18 Gage
Uniform Load (psf)Clear Span (ft.- in.)
• Type 1.5 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Floor systems using 1.5 FD deck enables the designer to space the structural members to over 7'-0" o.c. without any additional shoring.
• Available with nested side laps only. • Type 1.5 FD deck is manufactured from steel conforming to
ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to befastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
DECKDESIGN
GUIDE
DECK
DESI
GNGU
IDE
FORMDECKSFO
RMDE
CKS
ALLOWABLE SUPERIMPOSED UNIFORM LOADS
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 10
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
Uniform total load
Deflection l/180
Deflection l/240
W1*
9 - 6 10 - 0Clear Span (ft.- in.)Gage
SpanCondition
LoadingCondition
6 - 0 6 - 6 7 - 0 7 - 64 - 0 4 - 6 5 - 0 5 - 6
54
58
260
328
328
328
48 40 34 28 24
35
46
53
22
42
42
42
12
43
31
27
32
3
25
19
33
3
21
29
47
2
14
12
25
33
39
11
31
47
47
47
22
8
19
25
42
125
35
29
39
43
35
35
35
16
22
243
263
263
263
263
263
263
87
189
245
245
245
176
196
196
196
32
206
206
206
24
36
140
197
25
25
44 38
44 39
28
28
28
10
14
Uniform Load (psf)
165
28
18
26
2125
130 106
15
41
165
136
158
158
158
60
165
197
197
202 159 127
259 210 174
259 210 174
102 84 69 57
68
64
259 210 174 146 124 101 82 57 48
73 65
7382
146 124 107 93
146 124 107 93
79 66 55
82
27
66 58 52
46 38 32187 148 119 97
66 58 52
207 168 139 117 99 86 75
66 58 52
207 168 139 117 99 86 75
15 12 10
207 168 139 117 99 86 75
30 26
94 72 56 45 36 29 23 19
41 34
205 150 112 87 68 55 44 37
58 52
208 169 139 116 91 73 59 49
100 86 75 66208 169 139 117
29 23 19 15
49 41 34
145 111 87 68 55 44 35
61 54 46
193 157 129 109 91 73 60
61 54 48
193 157 129 109 93 80 70
22 18 14
193 157 129 109 93 80 70
43 39
135 105 84 66 53 42 34 27
43 39
155 125 104 87 74 64 56 49
43 39
155 125 104 87 74 64 56 49
74 64 56 49155 125 104 87
9 7 5 3
27 23 19
64 48 36 28 21 16 12
36 30 26
153 112 84 65 51 41 33
51 46 41
163 132 109 86 68 54 44
11 8 5
163 132 109 91 78 67 59
33 28
102 77 58 44 34 26 20 15
156 126 104 88 75 60 49
49
75 64 56
40
49156 126 104 88
14 7 5
156 126 104 88 75 64 56
39 35 31
99 74 56 43 33 25 19
39 35 31
124 101 83 70 60 51 45
39 35 31
124 101 83 70 60 51 45
1
124 101 83 70 60 51 45
11 7 5 242 30 22 16
128 93 70 54 42 34 28 23
37
16
130 106 87 72 56 45 37 30
8 - 0 8 - 6 9 - 0
Triple
87 73 62 54 47 41
* W1 = maximum weight of concrete and deck, psf
18
Single
Double
Triple
Single
Double
Triple
19
33
Single
Double
22
20
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 3". Minimum exterior bearing lengthshall be 1 1/2".
TotalSlab Concrete Concrete
Depth Weight Weight(in.) (psf) (psf)
22 36 4 - 4 6 - 2 6 - 3 27 4 - 7 6 - 8 6 - 9
20 36 5 - 0 7 - 2 7 - 3 27 5 - 3 7 - 9 7 - 11
18 36 5 - 10 8 - 4 8 - 6 27 6 - 2 9 - 1 9 - 4
22 42 4 - 3 5 - 10 5 - 11 32 4 - 5 6 - 4 6 - 5
20 42 4 - 10 6 - 10 6 - 11 32 5 - 2 7 - 5 7 - 6
18 42 5 - 8 8 - 0 8 - 1 32 6 - 0 8 - 8 8 - 10
22 48 4 - 1 5 - 8 5 - 8 37 4 - 4 6 - 1 6 - 2
20 48 4 - 9 6 - 6 6 - 7 37 5 - 0 7 - 1 7 - 2
18 48 5 - 6 7 - 7 7 - 9 37 5 - 10 8 - 4 8 - 5
22 54 4 - 0 5 - 5 5 - 6 42 4 - 3 5 - 11 5 - 11
20 54 4 - 7 6 - 3 6 - 4 42 4 - 11 6 - 10 6 - 11
18 54 5 - 5 7 - 4 7 - 5 42 5 - 8 8 - 0 8 - 1
22 60 3 - 11 5 - 3 5 - 4 47 4 - 2 5 - 8 5 - 9
20 60 4 - 6 6 - 1 6 - 2 47 4 - 9 6 - 7 6 - 8
18 60 5 - 3 7 - 0 7 - 2 47 5 - 7 7 - 8 7 - 10
22 66 3 - 9 5 - 1 5 - 2 52 4 - 0 5 - 6 5 - 7
20 66 4 - 4 5 - 10 5 - 11 52 4 - 8 6 - 4 6 - 5
18 66 5 - 1 6 - 9 6 - 11 52 5 - 5 7 - 5 7 - 7
6
4 1/2
3 1/2
4
5 1/2
Single Double Triple Single
Gage
5
Clear Span (ft.-in.) Clear Span (ft.-in.)
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)
Maximum Construction Maximum Construction
Double Triple
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
6 x 6 W 2.9 x W 2.9 0.058 346 254 194 153 124 103 86 73 63 55 48
4 x 4 W 2.9 x W 2.9 0.087 400 375 287 227 184 152 127 108 93 81 71
6 x 6 W 2.1 x W 2.1 0.042* 322 237 181 143 116 96 80 68 59 51 45
6 x 6 W 2.9 x W 2.9 0.058 400 323 247 195 158 130 109 93 80 70 61
4 x 4 W 2.9 x W 2.9 0.087 400 400 366 289 234 193 162 138 119 104 91
6 x 6 W 2.1 x W 2.1 0.042* 390 287 219 173 140 116 97 83 71 62
6 x 6 W 2.9 x W 2.9 0.058* 400 392 300 237 192 158 133 113 98 85
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 352 285 235 198 168 145 126
6 x 6 W 2.9 x W 2.9 0.058* 400 400 352 278 225 186 156 133 115
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 335 277 233 198 171
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 377 317 270 232
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 320 259 214 180 153 132
4 x 4 W 2.9 x W 2.9 0.087 400 400 400 400 386 319 268 228 197
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 365 311 268
6 x 6 W 2.9 x W 2.9 0.058* 400 400 400 362 293 242 203 173
4 x 4 W 2.9 x W 2.9 0.087* 400 400 400 400 400 361 303 258
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 400 400 400 400 352
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck Gages recommended are for normal weight concrete and based on SDI criteria for unshored spans.
5 1/2
6
3 1/2
4
4 1/2
5
SlabDepth(in.)
Reinforcement
Recommended Gage Key: 22 Gage 20 Gage 18 Gage
Uniform Load (psf)Clear Span (ft.- in.)
• Type 1.5 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Floor systems using 1.5 FD deck enables the designer to space the structural members to over 7'-0" o.c. without any additional shoring.
• Available with nested side laps only. • Type 1.5 FD deck is manufactured from steel conforming to
ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to befastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
6 x 6 W 2.9 x W 2.9 0.058 124 103 86 73 63 55 48 43 38 34 31
4 x 4 W 2.9 x W 2.9 0.087 184 152 127 108 93 81 71 63 56 50 46
6 x 6 W 2.1 x W 2.1 0.042* 116 96 80 68 59 51 45 40 35 32 29
6 x 6 W 2.9 x W 2.9 0.058 158 130 109 93 80 70 61 54 48 43 39
4 x 4 W 2.9 x W 2.9 0.087 234 193 162 138 119 104 91 81 72 65 58
6 x 6 W 2.1 x W 2.1 0.042* 140 116 97 83 71 62 54 48 43 38 35
6 x 6 W 2.9 x W 2.9 0.058* 192 158 133 113 98 85 75 66 59 53 48
4 x 4 W 2.9 x W 2.9 0.087 285 235 198 168 145 126 111 98 88 79 71
6 x 6 W 2.9 x W 2.9 0.058* 225 186 156 133 115 100 88 78 69 62 56
4 x 4 W 2.9 x W 2.9 0.087 335 277 233 198 171 149 131 116 103 93 83
4 x 4 W 4.0 x W 4.0 0.120 400 377 317 270 232 202 178 157 140 126 114
6 x 6 W 2.9 x W 2.9 0.058* 259 214 180 153 132 115 101 89 80 71 64
4 x 4 W 2.9 x W 2.9 0.087 386 319 268 228 197 171 151 133 119 107 96
4 x 4 W 4.0 x W 4.0 0.120 400 400 365 311 268 233 205 182 162 145 131
6 x 6 W 2.9 x W 2.9 0.058* 293 242 203 173 149 130 114 101 90 81
4 x 4 W 2.9 x W 2.9 0.087* 400 361 303 258 223 194 170 151 134 121
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 352 304 264 232 206 184 165
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans.
22 Gage 20 Gage 18 GageRecommended Gage Key:
6 1/2
4
4 1/2
5
5 1/2
Uniform Load (psf)Clear Span (ft.- in.)
6
ReinforcementSlab
Depth(in.)
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 4". Minimum exterior bearing lengthshall be 2".
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)
Maximum Construction Maximum Construction
Double
6 1/2
Single Double Triple
5
4
4 1/2
6
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.56 0.330 0.327 0.300 0.306
20 40 36 0.0358 1.89 0.420 0.413 0.388 0.394
18 40 36 0.0474 2.50 0.560 0.560 0.522 0.522
Gage
181180
Height 2 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
2.0 FD DECK 2.0 FD DECKSECTION PROPERTIES
CONSTRUCTION SPANS
ALLOWABLE SUPERIMPOSED UNIFORM LOADS
ALLOWABLE CONSTRUCTION UNIFORM LOADS
DECKDESIGN
GUIDE
DECK
DESI
GNGU
IDE
FORMDECKSFO
RMDE
CKS
• Type 2.0 FD deck is used in floor construction as aneconomical form to support concrete slabs during construction. Floor systems using 2.0 FD deck enables the designer to space the structural members to over 10'-0" o.c. without any additional shoring.
• Available with interlocking side laps only. • Type 2.0 FD deck is manufactured from steel
conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 40 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Connections can be madeeither by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to befastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
6 x 6 W 2.9 x W 2.9 0.058 124 103 86 73 63 55 48 43 38 34 31
4 x 4 W 2.9 x W 2.9 0.087 184 152 127 108 93 81 71 63 56 50 46
6 x 6 W 2.1 x W 2.1 0.042* 116 96 80 68 59 51 45 40 35 32 29
6 x 6 W 2.9 x W 2.9 0.058 158 130 109 93 80 70 61 54 48 43 39
4 x 4 W 2.9 x W 2.9 0.087 234 193 162 138 119 104 91 81 72 65 58
6 x 6 W 2.1 x W 2.1 0.042* 140 116 97 83 71 62 54 48 43 38 35
6 x 6 W 2.9 x W 2.9 0.058* 192 158 133 113 98 85 75 66 59 53 48
4 x 4 W 2.9 x W 2.9 0.087 285 235 198 168 145 126 111 98 88 79 71
6 x 6 W 2.9 x W 2.9 0.058* 225 186 156 133 115 100 88 78 69 62 56
4 x 4 W 2.9 x W 2.9 0.087 335 277 233 198 171 149 131 116 103 93 83
4 x 4 W 4.0 x W 4.0 0.120 400 377 317 270 232 202 178 157 140 126 114
6 x 6 W 2.9 x W 2.9 0.058* 259 214 180 153 132 115 101 89 80 71 64
4 x 4 W 2.9 x W 2.9 0.087 386 319 268 228 197 171 151 133 119 107 96
4 x 4 W 4.0 x W 4.0 0.120 400 400 365 311 268 233 205 182 162 145 131
6 x 6 W 2.9 x W 2.9 0.058* 293 242 203 173 149 130 114 101 90 81
4 x 4 W 2.9 x W 2.9 0.087* 400 361 303 258 223 194 170 151 134 121
4 x 4 W 4.0 x W 4.0 0.120 400 400 400 352 304 264 232 206 184 165
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans.
22 Gage 20 Gage 18 GageRecommended Gage Key:
6 1/2
4
4 1/2
5
5 1/2
Uniform Load (psf)Clear Span (ft.- in.)
6
ReinforcementSlab
Depth(in.)
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 4". Minimum exterior bearing lengthshall be 2".
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)
Maximum Construction Maximum Construction
Double
6 1/2
Single Double Triple
5
4
4 1/2
6
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.56 0.330 0.327 0.300 0.306
20 40 36 0.0358 1.89 0.420 0.413 0.388 0.394
18 40 36 0.0474 2.50 0.560 0.560 0.522 0.522
Gage
181180
Height 2 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
2.0 FD DECK 2.0 FD DECKSECTION PROPERTIES
CONSTRUCTION SPANS
ALLOWABLE SUPERIMPOSED UNIFORM LOADS
ALLOWABLE CONSTRUCTION UNIFORM LOADS
DECKDESIGN
GUIDE
DECK
DESI
GNGU
IDE
FORMDECKSFO
RMDE
CKS
• Type 2.0 FD deck is used in floor construction as aneconomical form to support concrete slabs during construction. Floor systems using 2.0 FD deck enables the designer to space the structural members to over 10'-0" o.c. without any additional shoring.
• Available with interlocking side laps only. • Type 2.0 FD deck is manufactured from steel
conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 40 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Connections can be madeeither by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to befastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
6 x 6 W 2.9 x W 2.9 0.058 73 63 55 48 43 38 34 31 28 25 23
4 x 4 W 2.9 x W 2.9 0.087 108 93 81 71 63 56 50 46 41 38 34
6 x 6 W 2.1 x W 2.1 0.042* 68 59 51 45 40 35 32 29 26 24 21
6 x 6 W 2.9 x W 2.9 0.058 93 80 70 61 54 48 43 39 35 32 29
4 x 4 W 2.9 x W 2.9 0.087 138 119 104 91 81 72 65 58 53 48 44
6 x 6 W 2.1 x W 2.1 0.042* 83 71 62 54 48 43 38 35 31 29 26
6 x 6 W 2.9 x W 2.9 0.058* 113 98 85 75 66 59 53 48 43 39 36
4 x 4 W 2.9 x W 2.9 0.087 168 145 126 111 98 88 79 71 64 58 53
6 x 6 W 2.9 x W 2.9 0.058* 133 115 100 88 78 69 62 56 51 46 42
4 x 4 W 2.9 x W 2.9 0.087 198 171 149 131 116 103 93 83 76 69 63
4 x 4 W 4.0 x W 4.0 0.120 270 232 202 178 157 140 126 114 103 94 86
6 x 6 W 2.9 x W 2.9 0.058* 153 132 115 101 89 80 71 64 58 53 49
4 x 4 W 2.9 x W 2.9 0.087 228 197 171 151 133 119 107 96 87 79 73
4 x 4 W 4.0 x W 4.0 0.120 311 268 233 205 182 162 145 131 119 108 99
6 x 6 W 2.9 x W 2.9 0.058* 173 149 130 114 101 90 81 73 66 60 55
4 x 4 W 2.9 x W 2.9 0.087* 258 223 194 170 151 134 121 109 99 90 82
4 x 4 W 4.0 x W 4.0 0.120 352 304 264 232 206 184 165 149 135 123 112
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans.
Uniform Load (psf)Clear Span (ft.- in.)
7
SlabDepth(in.)
Reinforcement
7 1/2
5
5 1/2
6
6 1/2
Recommended Gage Key: 22 Gage 20 Gage 18 Gage
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 5". Minimum exterior bearing lengthshall be 2 1/2".
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)
Maximum Construction Maximum Construction
Double Triple
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.72 0.733 0.727 0.455 0.466
20 40 36 0.0358 2.08 0.933 0.927 0.596 0.608
18 40 36 0.0474 2.75 1.253 1.253 0.808 0.808
Gage
183182
Height 3 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
3.0 FD DECK 3.0 FD DECKSECTION PROPERTIES
CONSTRUCTION SPANS
ALLOWABLE SUPERIMPOSED UNIFORM LOADS
ALLOWABLE CONSTRUCTION UNIFORM LOADS
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
FORM DECKSFO
RM D
ECKS
• Type 3.0 FD deck is used in floor construction as an economical form to support concrete slabs during construction. Floor systems using 3.0 FD deck enables the designer to space the structural members to over 12'-0" o.c. without any additional shoring.
• Available with interlocking side laps only. • Type 3.0 FD deck is manufactured from steel
conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 40 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
6 x 6 W 2.9 x W 2.9 0.058 73 63 55 48 43 38 34 31 28 25 23
4 x 4 W 2.9 x W 2.9 0.087 108 93 81 71 63 56 50 46 41 38 34
6 x 6 W 2.1 x W 2.1 0.042* 68 59 51 45 40 35 32 29 26 24 21
6 x 6 W 2.9 x W 2.9 0.058 93 80 70 61 54 48 43 39 35 32 29
4 x 4 W 2.9 x W 2.9 0.087 138 119 104 91 81 72 65 58 53 48 44
6 x 6 W 2.1 x W 2.1 0.042* 83 71 62 54 48 43 38 35 31 29 26
6 x 6 W 2.9 x W 2.9 0.058* 113 98 85 75 66 59 53 48 43 39 36
4 x 4 W 2.9 x W 2.9 0.087 168 145 126 111 98 88 79 71 64 58 53
6 x 6 W 2.9 x W 2.9 0.058* 133 115 100 88 78 69 62 56 51 46 42
4 x 4 W 2.9 x W 2.9 0.087 198 171 149 131 116 103 93 83 76 69 63
4 x 4 W 4.0 x W 4.0 0.120 270 232 202 178 157 140 126 114 103 94 86
6 x 6 W 2.9 x W 2.9 0.058* 153 132 115 101 89 80 71 64 58 53 49
4 x 4 W 2.9 x W 2.9 0.087 228 197 171 151 133 119 107 96 87 79 73
4 x 4 W 4.0 x W 4.0 0.120 311 268 233 205 182 162 145 131 119 108 99
6 x 6 W 2.9 x W 2.9 0.058* 173 149 130 114 101 90 81 73 66 60 55
4 x 4 W 2.9 x W 2.9 0.087* 258 223 194 170 151 134 121 109 99 90 82
4 x 4 W 4.0 x W 4.0 0.120 352 304 264 232 206 184 165 149 135 123 112
Notes: 1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac).2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3".3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads.4. Uniform loads are based on three span conditions and ACI moment coefficients.5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans.
Uniform Load (psf)Clear Span (ft.- in.)
7
SlabDepth(in.)
Reinforcement
7 1/2
5
5 1/2
6
6 1/2
Recommended Gage Key: 22 Gage 20 Gage 18 Gage
Notes 1. Section properties are
calculated using the AISI Cold Formed Steel DesignSpecifications, 1996Edition.
2. Loads and maximum construction spans are based on the SDIDesign Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
3. Minimum interior bearing length shall be 5". Minimum exterior bearing lengthshall be 2 1/2".
Normal Weight Concrete (145 pcf) Light Weight Concrete (110 pcf)
Maximum Construction Maximum Construction
Double Triple
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.72 0.733 0.727 0.455 0.466
20 40 36 0.0358 2.08 0.933 0.927 0.596 0.608
18 40 36 0.0474 2.75 1.253 1.253 0.808 0.808
Gage
183182
Height 3 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
3.0 FD DECK 3.0 FD DECKSECTION PROPERTIES
CONSTRUCTION SPANS
ALLOWABLE SUPERIMPOSED UNIFORM LOADS
ALLOWABLE CONSTRUCTION UNIFORM LOADS
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
FORM DECKSFO
RM D
ECKS
• Type 3.0 FD deck is used in floor construction as an economical form to support concrete slabs during construction. Floor systems using 3.0 FD deck enables the designer to space the structural members to over 12'-0" o.c. without any additional shoring.
• Available with interlocking side laps only. • Type 3.0 FD deck is manufactured from steel
conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 40 KSI.
• Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
1. Minimum required interior bearing length is 4". Minimum required exterior bearing length is 1 1/2". If these minimum lengths are not provided, web crippling must be checked.
2. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area).
3. Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition.
4. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
5. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.63 0.143 0.173 0.187 0.197
20 40 36 0.0358 1.98 0.187 0.213 0.231 0.240
18 40 36 0.0474 2.62 0.270 0.280 0.312 0.316
Gage
1.5 CD DECK 1.5 CD DECK
SECTION PROPERTIES
NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi
MINIMUM ACI SLAB REINFORCEMENT
LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi
• Type 1.5 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 1.5 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 10'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness.
• Available with nested side laps only. • Type 1.5 CD deck is manufactured from steel conforming
to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.
• Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to obtain a maximum average spacing of 12”. Maximum spacing between connections shall not exceed 18”. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
1. Minimum required interior bearing length is 4". Minimum required exterior bearing length is 1 1/2". If these minimum lengths are not provided, web crippling must be checked.
2. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area).
3. Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition.
4. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
5. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.63 0.143 0.173 0.187 0.197
20 40 36 0.0358 1.98 0.187 0.213 0.231 0.240
18 40 36 0.0474 2.62 0.270 0.280 0.312 0.316
Gage
1.5 CD DECK 1.5 CD DECK
SECTION PROPERTIES
NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi
MINIMUM ACI SLAB REINFORCEMENT
LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi
• Type 1.5 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 1.5 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 10'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness.
• Available with nested side laps only. • Type 1.5 CD deck is manufactured from steel conforming
to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.
• Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to obtain a maximum average spacing of 12”. Maximum spacing between connections shall not exceed 18”. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.
COMPOSITE FLOOR DECKSCO
MPO
SITE
FLO
OR D
ECKS
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 16
• Type 2.0 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 2.0 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 12'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness.
• Available with interlocking side laps only. • Type 2.0 CD deck is manufactured from steel
conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.
• Minimum attachment to supporting structural members requires connections at each rib, including all side lap ribs. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.56 0.330 0.327 0.300 0.306
20 40 36 0.0358 1.89 0.420 0.413 0.388 0.394
18 40 36 0.0474 2.50 0.560 0.560 0.522 0.522
Gage
187186
2.0 CD DECK 2.0 CD DECK
SECTION PROPERTIES
NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi
MINIMUM ACI SLAB REINFORCEMENT
LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi
Height 2 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
Notes
1. Minimum required interior bearing length is 4". Minimum required exterior bearing length is 2". If these minimum lengths are not provided, web crippling must be checked.
2. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area).
3. Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition.
4. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
5. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
COMPOSITE FLOOR DECKSCO
MPO
SITE
FLO
OR D
ECKS
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 18
• Type 2.0 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 2.0 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 12'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness.
• Available with interlocking side laps only. • Type 2.0 CD deck is manufactured from steel
conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.
• Minimum attachment to supporting structural members requires connections at each rib, including all side lap ribs. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.56 0.330 0.327 0.300 0.306
20 40 36 0.0358 1.89 0.420 0.413 0.388 0.394
18 40 36 0.0474 2.50 0.560 0.560 0.522 0.522
Gage
187186
2.0 CD DECK 2.0 CD DECK
SECTION PROPERTIES
NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi
MINIMUM ACI SLAB REINFORCEMENT
LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi
Height 2 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
Notes
1. Minimum required interior bearing length is 4". Minimum required exterior bearing length is 2". If these minimum lengths are not provided, web crippling must be checked.
2. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area).
3. Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition.
4. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
5. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.
• Type 3.0 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 3.0 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 13'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness.
• Available with interlocking side laps only. • Type 3.0 CD deck is manufactured from steel
conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.
• Minimum attachment to supporting structural members requires connections at each rib, including all side lap ribs. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.72 0.733 0.727 0.455 0.466
20 40 36 0.0358 2.08 0.933 0.927 0.596 0.608
18 40 36 0.0474 2.75 1.253 1.253 0.808 0.808
Gage
189188
3.0 CD DECK 3.0 CD DECK
SECTION PROPERTIES
NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi
MINIMUM ACI SLAB REINFORCEMENT
LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi
Height 3 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
Notes
1. Minimum required interior bearing length is 5". Minimum required exterior bearing length is 2 1/2". If these minimum lengths are not provided, web crippling must be checked.
2. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area).
3. Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition.
4. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
5. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.
• Type 3.0 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 3.0 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 13'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness.
• Available with interlocking side laps only. • Type 3.0 CD deck is manufactured from steel
conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.
• Minimum attachment to supporting structural members requires connections at each rib, including all side lap ribs. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.
Fy Coverage Thickness Weight Ip In Sp Sn(ksi) (in) (in) (psf) (in4/ft) (in4/ft) (in3/ft) (in3/ft)
22 40 36 0.0295 1.72 0.733 0.727 0.455 0.466
20 40 36 0.0358 2.08 0.933 0.927 0.596 0.608
18 40 36 0.0474 2.75 1.253 1.253 0.808 0.808
Gage
189188
3.0 CD DECK 3.0 CD DECK
SECTION PROPERTIES
NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi
MINIMUM ACI SLAB REINFORCEMENT
LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi
Height 3 in.
Fy (minimum) 40 ksi
Modulus of Elasticity 29500 ksi
Notes
1. Minimum required interior bearing length is 5". Minimum required exterior bearing length is 2 1/2". If these minimum lengths are not provided, web crippling must be checked.
2. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area).
3. Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition.
4. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30.
5. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
195194
24
1.ScopeThe requirements of this sectionshall govern only ribbed steelroof deck construction of varyingconfigurations used for the supportof roofing materials, design live loadsand SDI construction loads shownon page 25.
Commentary:Commentary:Commentary:Commentary:Commentary: Suspended ceilings,light fixtures, ducts, or other utilitiesshall not be supported by thesteel deck.
2.Materials2.1 Steel Roof Deck:2.1 Steel Roof Deck:2.1 Steel Roof Deck:2.1 Steel Roof Deck:2.1 Steel Roof Deck: The steel roofdeck units and accessories shall befabricated from steel conforming toSection A3 of the latest edition,(1996) of the American Iron andSteel Institute, Specifications for theDesign of Cold-Formed SteelStructural Members. The steel usedshall have a minimum yield strengthof 33 ksi (230 MPa).
2.2 T2.2 T2.2 T2.2 T2.2 Tolerances:olerances:olerances:olerances:olerances:PPPPPanel length:anel length:anel length:anel length:anel length: Plus or minus½ inch (13 mm).Thickness:Thickness:Thickness:Thickness:Thickness: Shall not be less than95% of the design thickness.PPPPPanel cover width:anel cover width:anel cover width:anel cover width:anel cover width: Minus 3/8 inch(10 mm), plus ¾ inch (20 mm).PPPPPanel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:¼ inch in 10 foot length(6 mm in 3 meters).PPPPPanel end out of square:anel end out of square:anel end out of square:anel end out of square:anel end out of square:1/8 inch per foot (3 mm in 300 mm)of panel width.
Commentary:Commentary:Commentary:Commentary:Commentary: The above tolerancesreflect the fabrication processes forsteel deck products. Variation in coverwidth tolerances may vary due totrucking, storage, handling.
FOR STEEL ROOF DECKFOR STEEL ROOF DECKFOR STEEL ROOF DECKFOR STEEL ROOF DECKFOR STEEL ROOF DECK The steel roof deck shall bemanufactured from steel conformingto ASTM Designation A1008-00Grades C, D or E or from A653/A653M-00 Structural Quality gradeSQ33 or higher. If the publishedproduct literature does not show theuncoated steel thickness in decimalinches (or millimeters) but listsgages or type numbers, then thethickness of steel before coatingwith paint or metal shall be inconformance with the following table:
SDISpecificationsand Commentary
American Iron and Steel Institute(AISI) specification for the Design ofCold-formed Steel StructuralMembers, 1996 edition.
Commentary:Commentary:Commentary:Commentary:Commentary: Arbitrarily assumedeffective compression flange widthsshall not be allowed. Testing shallnot be used in lieu of the above indetermination of vertical loadcarrying capacity of steel deck.
3.3 Load T3.3 Load T3.3 Load T3.3 Load T3.3 Load Tables:ables:ables:ables:ables: Uniform loadsdetermined for published tables shallbe based on equal adjacent two andthree span conditions and on singlespans. Appropriate combinations ofshear and bending shall be made todetermine the published loads. Widthsof 2.0 inches (50mm) for end bearingand 4.0 inches (100mm) for interiorshall be used to check web crippling.Deflection coefficients shall be 0.013for single spans, 0.0054 for doublespans and 0.0069 for triple spans.
Commentary:Commentary:Commentary:Commentary:Commentary: For deck layouts thatprovide more than three equalspans, the user can apply the loadspublished for three spans. Publisheduniform load tables do not apply foradjacent spans that differ in lengthby more than 10%.
3.4 Maximum Deflections:3.4 Maximum Deflections:3.4 Maximum Deflections:3.4 Maximum Deflections:3.4 Maximum Deflections:Deflection of the deck shall notexceed L/240 or 1 inch (25 mm)whichever is less, under theuniformly distributed design liveload. All spans are to be consideredcenter-to-center of supports.
Commentary:Commentary:Commentary:Commentary:Commentary: The adequacy of deckedge support details should bereviewed. At the building perimeteror any other deck termination ordirection change, occasionalconcentrated loading of the roof
3.Design3.1a Allowable Stress Design3.1a Allowable Stress Design3.1a Allowable Stress Design3.1a Allowable Stress Design3.1a Allowable Stress Design(ASD): (ASD): (ASD): (ASD): (ASD): Under the combined deadand design live loads, the bendingstress in the steel deck shall notexceed 0.6 times the yield strengthor 36ksi (250MPa).
3.1b Load Resistance F3.1b Load Resistance F3.1b Load Resistance F3.1b Load Resistance F3.1b Load Resistance FactoractoractoractoractorDesign (LRFD):Design (LRFD):Design (LRFD):Design (LRFD):Design (LRFD): The load andresistance factors and the loadcombinations shall be as required bythe AISI Specification.
CommentaryCommentaryCommentaryCommentaryCommentary: Either ASD or LRFDdesign is acceptable to the SteelDeck Institute. If LRFD uniform loadtables are desired, the SDI RoofDeck Construction Handbook is asource. Generally, in ASD, 20 ksi(140Mpa) is the published maximumstress as is shown in the load tablesof this manual.
3.2 Section P3.2 Section P3.2 Section P3.2 Section P3.2 Section Propertiesropertiesropertiesropertiesroperties: Structuralproperties of roof deck sections shallbe computed in accordance with the
in. mm in. mm22 0.0295 0.75 0.028 0.7020 0.0358 0.90 0.034 0.8518 0.0474 1.20 0.045 1.1516 0.0598 1.50 0.057 1.45
TYPENO.
MINIMUMTHICKNESS
DESIGNTHICKNESS
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
SDI SPECS,ROOF DECKSDI S
PECS
,ROO
F DE
CK
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 26
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
195194
24
1.ScopeThe requirements of this sectionshall govern only ribbed steelroof deck construction of varyingconfigurations used for the supportof roofing materials, design live loadsand SDI construction loads shownon page 25.
Commentary:Commentary:Commentary:Commentary:Commentary: Suspended ceilings,light fixtures, ducts, or other utilitiesshall not be supported by thesteel deck.
2.Materials2.1 Steel Roof Deck:2.1 Steel Roof Deck:2.1 Steel Roof Deck:2.1 Steel Roof Deck:2.1 Steel Roof Deck: The steel roofdeck units and accessories shall befabricated from steel conforming toSection A3 of the latest edition,(1996) of the American Iron andSteel Institute, Specifications for theDesign of Cold-Formed SteelStructural Members. The steel usedshall have a minimum yield strengthof 33 ksi (230 MPa).
2.2 T2.2 T2.2 T2.2 T2.2 Tolerances:olerances:olerances:olerances:olerances:PPPPPanel length:anel length:anel length:anel length:anel length: Plus or minus½ inch (13 mm).Thickness:Thickness:Thickness:Thickness:Thickness: Shall not be less than95% of the design thickness.PPPPPanel cover width:anel cover width:anel cover width:anel cover width:anel cover width: Minus 3/8 inch(10 mm), plus ¾ inch (20 mm).PPPPPanel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:¼ inch in 10 foot length(6 mm in 3 meters).PPPPPanel end out of square:anel end out of square:anel end out of square:anel end out of square:anel end out of square:1/8 inch per foot (3 mm in 300 mm)of panel width.
Commentary:Commentary:Commentary:Commentary:Commentary: The above tolerancesreflect the fabrication processes forsteel deck products. Variation in coverwidth tolerances may vary due totrucking, storage, handling.
FOR STEEL ROOF DECKFOR STEEL ROOF DECKFOR STEEL ROOF DECKFOR STEEL ROOF DECKFOR STEEL ROOF DECK The steel roof deck shall bemanufactured from steel conformingto ASTM Designation A1008-00Grades C, D or E or from A653/A653M-00 Structural Quality gradeSQ33 or higher. If the publishedproduct literature does not show theuncoated steel thickness in decimalinches (or millimeters) but listsgages or type numbers, then thethickness of steel before coatingwith paint or metal shall be inconformance with the following table:
SDISpecificationsand Commentary
American Iron and Steel Institute(AISI) specification for the Design ofCold-formed Steel StructuralMembers, 1996 edition.
Commentary:Commentary:Commentary:Commentary:Commentary: Arbitrarily assumedeffective compression flange widthsshall not be allowed. Testing shallnot be used in lieu of the above indetermination of vertical loadcarrying capacity of steel deck.
3.3 Load T3.3 Load T3.3 Load T3.3 Load T3.3 Load Tables:ables:ables:ables:ables: Uniform loadsdetermined for published tables shallbe based on equal adjacent two andthree span conditions and on singlespans. Appropriate combinations ofshear and bending shall be made todetermine the published loads. Widthsof 2.0 inches (50mm) for end bearingand 4.0 inches (100mm) for interiorshall be used to check web crippling.Deflection coefficients shall be 0.013for single spans, 0.0054 for doublespans and 0.0069 for triple spans.
Commentary:Commentary:Commentary:Commentary:Commentary: For deck layouts thatprovide more than three equalspans, the user can apply the loadspublished for three spans. Publisheduniform load tables do not apply foradjacent spans that differ in lengthby more than 10%.
3.4 Maximum Deflections:3.4 Maximum Deflections:3.4 Maximum Deflections:3.4 Maximum Deflections:3.4 Maximum Deflections:Deflection of the deck shall notexceed L/240 or 1 inch (25 mm)whichever is less, under theuniformly distributed design liveload. All spans are to be consideredcenter-to-center of supports.
Commentary:Commentary:Commentary:Commentary:Commentary: The adequacy of deckedge support details should bereviewed. At the building perimeteror any other deck termination ordirection change, occasionalconcentrated loading of the roof
3.Design3.1a Allowable Stress Design3.1a Allowable Stress Design3.1a Allowable Stress Design3.1a Allowable Stress Design3.1a Allowable Stress Design(ASD): (ASD): (ASD): (ASD): (ASD): Under the combined deadand design live loads, the bendingstress in the steel deck shall notexceed 0.6 times the yield strengthor 36ksi (250MPa).
3.1b Load Resistance F3.1b Load Resistance F3.1b Load Resistance F3.1b Load Resistance F3.1b Load Resistance FactoractoractoractoractorDesign (LRFD):Design (LRFD):Design (LRFD):Design (LRFD):Design (LRFD): The load andresistance factors and the loadcombinations shall be as required bythe AISI Specification.
CommentaryCommentaryCommentaryCommentaryCommentary: Either ASD or LRFDdesign is acceptable to the SteelDeck Institute. If LRFD uniform loadtables are desired, the SDI RoofDeck Construction Handbook is asource. Generally, in ASD, 20 ksi(140Mpa) is the published maximumstress as is shown in the load tablesof this manual.
3.2 Section P3.2 Section P3.2 Section P3.2 Section P3.2 Section Propertiesropertiesropertiesropertiesroperties: Structuralproperties of roof deck sections shallbe computed in accordance with the
in. mm in. mm22 0.0295 0.75 0.028 0.7020 0.0358 0.90 0.034 0.8518 0.0474 1.20 0.045 1.1516 0.0598 1.50 0.057 1.45
TYPENO.
MINIMUMTHICKNESS
DESIGNTHICKNESS
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
SDI SPECS,ROOF DECKSDI S
PECS
,ROO
F DE
CK
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 26
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
4.Installation & Site Storage4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage: Steel deck shall bestored off the ground with one endelevated to provide drainage, andshall be protected from the elementswith a waterproof covering, ventilatedto avoid condensation.
4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement: Place eachdeck unit on supporting structuralframe. Adjust to final position withaccurately aligned side laps and endsbearing on supporting members. Onjoist framing, be sure the appropriateend lap occurs over a top chord anglefor proper anchorage.
Commentary:Commentary:Commentary:Commentary:Commentary: Staggering roofdeck end laps is not a recom-mended practice. The deckcapacity is not increased bystaggering the end laps, yet layoutand erection costs are increased.
4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends: DeckEnds may be either butted or lappedover supports. Standard tolerancefor ordered length is plus or minus½ inch (13 mm).
4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage: Roof deck unitsshall be anchored to supportingmembers including perimetersupport steel and/or bearing walls byeither welding or mechanicalfasteners, to provide lateral stabilityto the top flange of the supportingstructural members and to resist thefollowing minimum gross uplifts;45 pounds per square foot (2.15 kPa)for eave overhang; 30 pounds persquare foot (1.44 kPa) for all otherroof areas. The dead load of the roof
deck construction shall be deductedfrom the above forces. The locationand number of fasteners required forsatisfactory attachment of deck tosupporting structural members areas follows:All side laps plus a sufficient numberof interior ribs to limit the spacingbetween adjacent points of attach-ment to 18 inches (500 mm). Do notwalk or stand on deck until theseminimum attachments are accom-plished at the structural supports.Deck units with spans greater than5 feet (1.5 m) shall have side lapsand perimeter edges (at perimetersupport steel) fastened at midspanor 36 inches (1 m) intervals, which-ever distance is smaller. Sidelapattachment shall progress fromsupport to midspan.
A perimeter deck system supportparallel to deck flutes or ribs isnecessary to provide for a minimumfastener spacing as specified. Thedesign and detailing of this perim-eter deck support system is theresponsibility of the project designer.
Commentary:Commentary:Commentary:Commentary:Commentary: The deck should beanchored as soon as possible to actas a working platform, to preventblowoff and slipoff from supportsand to provide stability to decksystem and frame. The designershould check the appropriate codesfor the required uplift loading andshow the required anchorageconnections on the plans. If noinformation is shown on the plans,the uplift loads shown in paragraph4.4 will be assumed. Sidelapfasteners can be welds, screws,crimps (button punching), or othermethods approved by the designer.Welding sidelaps on thicknesses0.028 inches (.7 mm) or less may
cause large burn holes and is notrecommended. The objective ofsidelap fastening is to preventdifferential sheet deflection. The fivefoot (1.5 m) limit on side lap spacingis based on experience.The deck erector should not leavebroken bundles or unattached deckat the end of the day as the windmay displace the sheets and causeinjury to persons or property. In thepast, 1½ inches (38 mm) of endbearing was the minimum; this isstill a good “rule of thumb” that will,in general prevent slip off. If lessthan 1½ inches (38 mm) of endbearing is available, or if highsupport reactions are expected, thedesign engineer should ask the deckmanufacturer to check the deck webstress. In any case, the deck mustbe adequately attached to thestructure to prevent slip off.
The SDI Diaphragm Design Manual,Second Edition, should be used todetermine fastening requirements ifthe deck is to be designed to resisthorizontal loads. The most stringentrequirements, of either section 4.4or, if applicable, the SDI DiaphragmDesign Manual, should be used.
4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding: All field welding ofdeck shall be in strict accordancewith ANSI/AWS D1.3 StructuralWelding Code-Sheet Steel. Eachwelder must demonstrate an abilityto produce satisfactory welds usinga procedure such as shown in theSteel Deck Institute Manual ofConstruction with Steel Deck or asdescribed in ANSI/AWS D1.3. Aminimum visible 5/8 inch (15 mm)diameter puddle weld or an elon-gated weld with an equal perimeteris required. Fillet welds, when used,shall be at least 1 inch (25 mm)
SDISpecificationsand Commentary
continued
27
long. Weld metal shall penetrate alllayers of deck material at end lapsand shall have good fusion to thesupporting members. Weldingwashers shall be used on all deckunits with a metal thickness lessthan 0.028 inches (0.7 mm).Welding washers shall be a mini-mum thickness of 0.056 inches(1.5 mm), 16 gage, and have anominal 3/8 inch (10 mm) diameterhole. Care shall be exercised in theselection of electrodes and amper-age to provide a positive weld andprevent high amperage blow holes.
Commentary:Commentary:Commentary:Commentary:Commentary: The obligation isplaced on the contractor to preparewelding procedure specificationsand to qualify them before produc-tion use. These procedure specifica-tions must include classification ofthe filler metal, its size, and for eachtype of weld, its melting rate or anyother suitable means of currentcontrol indicative of melting rate,as applicable.
The welder qualification testrequires each welder to prove theability to produce satisfactorywelds using these qualified proce-dures. The fact that the welder mayhave been successfully qualified onplate or pipe under the provisions ofANSI/AWS D1.1 Structural WeldingCode-Steel for structural welding,or on plate or pipe under theprovisions of other codes governingthe welding of specific products,does not qualify the welder forwelding steel sheet.
The selections of welding rod andamperage are left to the individualwelder. Welds are made from thetop side of the deck, with the welderimmediately following the placement
crew. In general, stronger welds areobtained on 0.028 inches (.70 mm)or thicker deck without weldwashers. Welds on deck less than0.028 inches (.70 mm) are strongerwith washers.
4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical Fasteners:asteners:asteners:asteners:asteners:Mechanical fasteners (powder-actuated, screws, pneumaticallydriven fasteners, etc.) are recog-nized as viable anchoring methods,provided the type and spacing of thefasteners satisfy the design criteria.Documentation in the form of testdata, design calculations, or designcharts should be submitted by thefastener manufacturer as the basisfor obtaining approval. The deckmanufacturer may recommendadditional fasteners to stabilize thegiven profile against sideslip of anyunfastened ribs.
Commentary:Commentary:Commentary:Commentary:Commentary: The allowable loadvalue per fastener used to determinethe maximum fastener spacing isbased on a structural supportthickness of not less than 1/8 inch(3 mm) when powder-actuated orpneumatically driven fasteners with5/16 inch (8 mm) diameter minimumbearing surface (fastener head size)are used. When the structuralsupport thickness is less than1/8 inch (3 mm), powder actuatedor pneumatically driven fastenersshall not be used but screwsare acceptable.
5.Protective Coatings5.1 Finishes5.1 Finishes5.1 Finishes5.1 Finishes5.1 Finishes: All steel to be usedfor roof deck shall be galvanized,aluminized or prime painted. The roofdeck shall be free of grease and dirtprior to the coating.
Commentary:Commentary:Commentary:Commentary:Commentary: The primer coat isintended to protect the steel for onlya short period of exposure inordinary atmospheric conditions andshall be considered an impermanentand provisional coating. Fieldpainting of prime painted deck isrecommended especially where thedeck is exposed. In corrosive or highmoisture atmospheres, a galvanizedfinish is desirable in a G-60 (Z180) orG-90 (Z275) coating. In highlycorrosive or chemical atmospheresor where reactive materials could bein contact with the steel deck,special care in specifying the finishshould be used. In this case,individual manufacturers should becontacted. See important informa-tion Section 4.1. Insulation, page 7.
In most cases, deck welds areremoved from a corrosive environ-ment when the roof is installed andno weld touch up paint or coldgalvanizing is necessary. In thoseinstances where the welds are leftexposed to a corrosive atmosphere,the weld should be wire brushed andcoated with an approved substance.
5.2 Fireproofing:5.2 Fireproofing:5.2 Fireproofing:5.2 Fireproofing:5.2 Fireproofing: The metal deckmanufacturer shall not be respon-sible for the cleaning of theunderside of metal deck to ensurebond of fireproofing. Adherence offireproofing materials is dependenton many variables; the deckmanufacturer (supplier) is notresponsible for the adhesion oradhesive ability of the fireproofing.
continued on next page
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,ROOF DECKSDI S
PECS
,ROO
F DE
CK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 28
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
4.Installation & Site Storage4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage: Steel deck shall bestored off the ground with one endelevated to provide drainage, andshall be protected from the elementswith a waterproof covering, ventilatedto avoid condensation.
4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement: Place eachdeck unit on supporting structuralframe. Adjust to final position withaccurately aligned side laps and endsbearing on supporting members. Onjoist framing, be sure the appropriateend lap occurs over a top chord anglefor proper anchorage.
Commentary:Commentary:Commentary:Commentary:Commentary: Staggering roofdeck end laps is not a recom-mended practice. The deckcapacity is not increased bystaggering the end laps, yet layoutand erection costs are increased.
4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends: DeckEnds may be either butted or lappedover supports. Standard tolerancefor ordered length is plus or minus½ inch (13 mm).
4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage: Roof deck unitsshall be anchored to supportingmembers including perimetersupport steel and/or bearing walls byeither welding or mechanicalfasteners, to provide lateral stabilityto the top flange of the supportingstructural members and to resist thefollowing minimum gross uplifts;45 pounds per square foot (2.15 kPa)for eave overhang; 30 pounds persquare foot (1.44 kPa) for all otherroof areas. The dead load of the roof
deck construction shall be deductedfrom the above forces. The locationand number of fasteners required forsatisfactory attachment of deck tosupporting structural members areas follows:All side laps plus a sufficient numberof interior ribs to limit the spacingbetween adjacent points of attach-ment to 18 inches (500 mm). Do notwalk or stand on deck until theseminimum attachments are accom-plished at the structural supports.Deck units with spans greater than5 feet (1.5 m) shall have side lapsand perimeter edges (at perimetersupport steel) fastened at midspanor 36 inches (1 m) intervals, which-ever distance is smaller. Sidelapattachment shall progress fromsupport to midspan.
A perimeter deck system supportparallel to deck flutes or ribs isnecessary to provide for a minimumfastener spacing as specified. Thedesign and detailing of this perim-eter deck support system is theresponsibility of the project designer.
Commentary:Commentary:Commentary:Commentary:Commentary: The deck should beanchored as soon as possible to actas a working platform, to preventblowoff and slipoff from supportsand to provide stability to decksystem and frame. The designershould check the appropriate codesfor the required uplift loading andshow the required anchorageconnections on the plans. If noinformation is shown on the plans,the uplift loads shown in paragraph4.4 will be assumed. Sidelapfasteners can be welds, screws,crimps (button punching), or othermethods approved by the designer.Welding sidelaps on thicknesses0.028 inches (.7 mm) or less may
cause large burn holes and is notrecommended. The objective ofsidelap fastening is to preventdifferential sheet deflection. The fivefoot (1.5 m) limit on side lap spacingis based on experience.The deck erector should not leavebroken bundles or unattached deckat the end of the day as the windmay displace the sheets and causeinjury to persons or property. In thepast, 1½ inches (38 mm) of endbearing was the minimum; this isstill a good “rule of thumb” that will,in general prevent slip off. If lessthan 1½ inches (38 mm) of endbearing is available, or if highsupport reactions are expected, thedesign engineer should ask the deckmanufacturer to check the deck webstress. In any case, the deck mustbe adequately attached to thestructure to prevent slip off.
The SDI Diaphragm Design Manual,Second Edition, should be used todetermine fastening requirements ifthe deck is to be designed to resisthorizontal loads. The most stringentrequirements, of either section 4.4or, if applicable, the SDI DiaphragmDesign Manual, should be used.
4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding: All field welding ofdeck shall be in strict accordancewith ANSI/AWS D1.3 StructuralWelding Code-Sheet Steel. Eachwelder must demonstrate an abilityto produce satisfactory welds usinga procedure such as shown in theSteel Deck Institute Manual ofConstruction with Steel Deck or asdescribed in ANSI/AWS D1.3. Aminimum visible 5/8 inch (15 mm)diameter puddle weld or an elon-gated weld with an equal perimeteris required. Fillet welds, when used,shall be at least 1 inch (25 mm)
SDISpecificationsand Commentary
continued
27
long. Weld metal shall penetrate alllayers of deck material at end lapsand shall have good fusion to thesupporting members. Weldingwashers shall be used on all deckunits with a metal thickness lessthan 0.028 inches (0.7 mm).Welding washers shall be a mini-mum thickness of 0.056 inches(1.5 mm), 16 gage, and have anominal 3/8 inch (10 mm) diameterhole. Care shall be exercised in theselection of electrodes and amper-age to provide a positive weld andprevent high amperage blow holes.
Commentary:Commentary:Commentary:Commentary:Commentary: The obligation isplaced on the contractor to preparewelding procedure specificationsand to qualify them before produc-tion use. These procedure specifica-tions must include classification ofthe filler metal, its size, and for eachtype of weld, its melting rate or anyother suitable means of currentcontrol indicative of melting rate,as applicable.
The welder qualification testrequires each welder to prove theability to produce satisfactorywelds using these qualified proce-dures. The fact that the welder mayhave been successfully qualified onplate or pipe under the provisions ofANSI/AWS D1.1 Structural WeldingCode-Steel for structural welding,or on plate or pipe under theprovisions of other codes governingthe welding of specific products,does not qualify the welder forwelding steel sheet.
The selections of welding rod andamperage are left to the individualwelder. Welds are made from thetop side of the deck, with the welderimmediately following the placement
crew. In general, stronger welds areobtained on 0.028 inches (.70 mm)or thicker deck without weldwashers. Welds on deck less than0.028 inches (.70 mm) are strongerwith washers.
4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical Fasteners:asteners:asteners:asteners:asteners:Mechanical fasteners (powder-actuated, screws, pneumaticallydriven fasteners, etc.) are recog-nized as viable anchoring methods,provided the type and spacing of thefasteners satisfy the design criteria.Documentation in the form of testdata, design calculations, or designcharts should be submitted by thefastener manufacturer as the basisfor obtaining approval. The deckmanufacturer may recommendadditional fasteners to stabilize thegiven profile against sideslip of anyunfastened ribs.
Commentary:Commentary:Commentary:Commentary:Commentary: The allowable loadvalue per fastener used to determinethe maximum fastener spacing isbased on a structural supportthickness of not less than 1/8 inch(3 mm) when powder-actuated orpneumatically driven fasteners with5/16 inch (8 mm) diameter minimumbearing surface (fastener head size)are used. When the structuralsupport thickness is less than1/8 inch (3 mm), powder actuatedor pneumatically driven fastenersshall not be used but screwsare acceptable.
5.Protective Coatings5.1 Finishes5.1 Finishes5.1 Finishes5.1 Finishes5.1 Finishes: All steel to be usedfor roof deck shall be galvanized,aluminized or prime painted. The roofdeck shall be free of grease and dirtprior to the coating.
Commentary:Commentary:Commentary:Commentary:Commentary: The primer coat isintended to protect the steel for onlya short period of exposure inordinary atmospheric conditions andshall be considered an impermanentand provisional coating. Fieldpainting of prime painted deck isrecommended especially where thedeck is exposed. In corrosive or highmoisture atmospheres, a galvanizedfinish is desirable in a G-60 (Z180) orG-90 (Z275) coating. In highlycorrosive or chemical atmospheresor where reactive materials could bein contact with the steel deck,special care in specifying the finishshould be used. In this case,individual manufacturers should becontacted. See important informa-tion Section 4.1. Insulation, page 7.
In most cases, deck welds areremoved from a corrosive environ-ment when the roof is installed andno weld touch up paint or coldgalvanizing is necessary. In thoseinstances where the welds are leftexposed to a corrosive atmosphere,the weld should be wire brushed andcoated with an approved substance.
5.2 Fireproofing:5.2 Fireproofing:5.2 Fireproofing:5.2 Fireproofing:5.2 Fireproofing: The metal deckmanufacturer shall not be respon-sible for the cleaning of theunderside of metal deck to ensurebond of fireproofing. Adherence offireproofing materials is dependenton many variables; the deckmanufacturer (supplier) is notresponsible for the adhesion oradhesive ability of the fireproofing.
continued on next page
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,ROOF DECKSDI S
PECS
,ROO
F DE
CK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 28
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
199198
28
6.ErectionDeck sheets will be placed inaccordance with approved erectionlayout drawings supplied by thedeck manufacturer and in conform-ance with the deck manufacturer’sstandards. End joints of sheetsshall occur over supports.(see Section 4.4)
Commentary:Commentary:Commentary:Commentary:Commentary: Openings greaterthan 25 square feet (2.3m2) aregenerally located and shown on thedetailed erection drawings anddeck will be provided to the job inlengths to accommodate theopening. Openings less than 25square feet (2.3m2) can be locatedand shown on the erection draw-ings, and be decked over; the deckerector or the appropriate trade is tocut these openings as well asprovide any skew cutting shown.
It is extremely important that deckcantilevers and decked over areasare not overloaded. Openings inthe deck and building edges mustbe protected by using OSHAapproved methods.
Openings not shown on the erectiondrawings, such as those required forstacks, conduits, plumbing, vents,etc. are to be cut, and reinforced ifnecessary, by the trades requiringthe openings. Refer to the SDIManual of Construction with SteelDeck for a reinforcing schedule.
7.InsulationInsulation board shall be of sufficientstrength and thickness to permitunsupported spans and edges overthe deck’s rib openings. Cementitiousinsulating fills shall be poured onlyover galvanized deck and shall beadequately vented. In all cases, therecommendations of the insulationmanufacturer shall be followed.
8. CAUTIONCAUTIONCAUTIONCAUTIONCAUTIONSteel roof deck may be used in avariety of ways, some of which do notlend themselves to a standard “steeldeck” analysis for span and loading.There are, in these cases, other criteriawhich must be considered besides thatgiven by the Steel Deck Institute.Make sure that this investigation startswith a review of the applicable Codesand that any special conditions areincluded in the design.
Ridge and VRidge and VRidge and VRidge and VRidge and Valley Plate (0.028" Min.)alley Plate (0.028" Min.)alley Plate (0.028" Min.)alley Plate (0.028" Min.)alley Plate (0.028" Min.)
2¼" Min. 2¼" Min.
As Required
B12
9. Accessories
Section A-A
A
1½"
1½"3"
33"27"
1½"
3"1½"
1½"1½"
3"
3"
20"
3" 3"
A
1½"
Recessed Sump PRecessed Sump PRecessed Sump PRecessed Sump PRecessed Sump Pan - Level (0.071" Min.)an - Level (0.071" Min.)an - Level (0.071" Min.)an - Level (0.071" Min.)an - Level (0.071" Min.)(Hole cut in field by others)
Given:Given:Given:Given:Given:AAAAA .....Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.B.B.B.B.B. Live Load = 30 psfLive Load = 30 psfLive Load = 30 psfLive Load = 30 psfLive Load = 30 psfC.C.C.C.C. TTTTTotal Load = 50 psfotal Load = 50 psfotal Load = 50 psfotal Load = 50 psfotal Load = 50 psfDDDDD..... 2” total insulation with built-up roof*2” total insulation with built-up roof*2” total insulation with built-up roof*2” total insulation with built-up roof*2” total insulation with built-up roof*EEEEE ..... Steel deck diaphragm not required.*Steel deck diaphragm not required.*Steel deck diaphragm not required.*Steel deck diaphragm not required.*Steel deck diaphragm not required.******
Steel Roof Deck
DESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLE
Refer to Standard Load TRefer to Standard Load TRefer to Standard Load TRefer to Standard Load TRefer to Standard Load Tables onables onables onables onables onpages 30, 31, 32, and 33.pages 30, 31, 32, and 33.pages 30, 31, 32, and 33.pages 30, 31, 32, and 33.pages 30, 31, 32, and 33.
1
Enter 50 psf total load at 6'-0" span,3 span condition.
Select deck types that equal or exceedthe 50 psf (2.4 kPa) required.
Refer to Maximum Spans forRefer to Maximum Spans forRefer to Maximum Spans forRefer to Maximum Spans forRefer to Maximum Spans forConstruction and MaintenanceConstruction and MaintenanceConstruction and MaintenanceConstruction and MaintenanceConstruction and MaintenanceLoads on page 25.Loads on page 25.Loads on page 25.Loads on page 25.Loads on page 25.
2
Select deck types that equal or exceedthe 6'-0” (1.75 m) span required.
Refer to Roof Deck SpecificationsSection 7-Insulation, page 28. Alsorefer to insulation manufacturers’recommendations for maximumallowable rib opening.
*
If the steel deck is required to actas a diaphragm, refer to Steel DeckInstitute Diaphragm Design Manual,Second Edition.
**
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,ROOF DECKSDI S
PECS
,ROO
F DE
CK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 30
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
199198
28
6.ErectionDeck sheets will be placed inaccordance with approved erectionlayout drawings supplied by thedeck manufacturer and in conform-ance with the deck manufacturer’sstandards. End joints of sheetsshall occur over supports.(see Section 4.4)
Commentary:Commentary:Commentary:Commentary:Commentary: Openings greaterthan 25 square feet (2.3m2) aregenerally located and shown on thedetailed erection drawings anddeck will be provided to the job inlengths to accommodate theopening. Openings less than 25square feet (2.3m2) can be locatedand shown on the erection draw-ings, and be decked over; the deckerector or the appropriate trade is tocut these openings as well asprovide any skew cutting shown.
It is extremely important that deckcantilevers and decked over areasare not overloaded. Openings inthe deck and building edges mustbe protected by using OSHAapproved methods.
Openings not shown on the erectiondrawings, such as those required forstacks, conduits, plumbing, vents,etc. are to be cut, and reinforced ifnecessary, by the trades requiringthe openings. Refer to the SDIManual of Construction with SteelDeck for a reinforcing schedule.
7.InsulationInsulation board shall be of sufficientstrength and thickness to permitunsupported spans and edges overthe deck’s rib openings. Cementitiousinsulating fills shall be poured onlyover galvanized deck and shall beadequately vented. In all cases, therecommendations of the insulationmanufacturer shall be followed.
8. CAUTIONCAUTIONCAUTIONCAUTIONCAUTIONSteel roof deck may be used in avariety of ways, some of which do notlend themselves to a standard “steeldeck” analysis for span and loading.There are, in these cases, other criteriawhich must be considered besides thatgiven by the Steel Deck Institute.Make sure that this investigation startswith a review of the applicable Codesand that any special conditions areincluded in the design.
Ridge and VRidge and VRidge and VRidge and VRidge and Valley Plate (0.028" Min.)alley Plate (0.028" Min.)alley Plate (0.028" Min.)alley Plate (0.028" Min.)alley Plate (0.028" Min.)
2¼" Min. 2¼" Min.
As Required
B12
9. Accessories
Section A-A
A
1½"
1½"3"
33"27"
1½"
3"1½"
1½"1½"
3"
3"
20"
3" 3"
A
1½"
Recessed Sump PRecessed Sump PRecessed Sump PRecessed Sump PRecessed Sump Pan - Level (0.071" Min.)an - Level (0.071" Min.)an - Level (0.071" Min.)an - Level (0.071" Min.)an - Level (0.071" Min.)(Hole cut in field by others)
Given:Given:Given:Given:Given:AAAAA .....Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.Joist spacing 6'-0” c. to c.B.B.B.B.B. Live Load = 30 psfLive Load = 30 psfLive Load = 30 psfLive Load = 30 psfLive Load = 30 psfC.C.C.C.C. TTTTTotal Load = 50 psfotal Load = 50 psfotal Load = 50 psfotal Load = 50 psfotal Load = 50 psfDDDDD..... 2” total insulation with built-up roof*2” total insulation with built-up roof*2” total insulation with built-up roof*2” total insulation with built-up roof*2” total insulation with built-up roof*EEEEE ..... Steel deck diaphragm not required.*Steel deck diaphragm not required.*Steel deck diaphragm not required.*Steel deck diaphragm not required.*Steel deck diaphragm not required.******
Steel Roof Deck
DESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLE
Refer to Standard Load TRefer to Standard Load TRefer to Standard Load TRefer to Standard Load TRefer to Standard Load Tables onables onables onables onables onpages 30, 31, 32, and 33.pages 30, 31, 32, and 33.pages 30, 31, 32, and 33.pages 30, 31, 32, and 33.pages 30, 31, 32, and 33.
1
Enter 50 psf total load at 6'-0" span,3 span condition.
Select deck types that equal or exceedthe 50 psf (2.4 kPa) required.
Refer to Maximum Spans forRefer to Maximum Spans forRefer to Maximum Spans forRefer to Maximum Spans forRefer to Maximum Spans forConstruction and MaintenanceConstruction and MaintenanceConstruction and MaintenanceConstruction and MaintenanceConstruction and MaintenanceLoads on page 25.Loads on page 25.Loads on page 25.Loads on page 25.Loads on page 25.
2
Select deck types that equal or exceedthe 6'-0” (1.75 m) span required.
Refer to Roof Deck SpecificationsSection 7-Insulation, page 28. Alsorefer to insulation manufacturers’recommendations for maximumallowable rib opening.
*
If the steel deck is required to actas a diaphragm, refer to Steel DeckInstitute Diaphragm Design Manual,Second Edition.
**
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,ROOF DECKSDI S
PECS
,ROO
F DE
CK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 30
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
1.ScopeThis specification and commentarypertains to the use of non-compositesteel deck as a form for reinforcedconcrete slabs.
Commentary:Commentary:Commentary:Commentary:Commentary: This specification isnot intended to cover highwaybridges (see SDI publication BridgeForm, 1996), siding applications, orexposed roofs. In the past, most ofthe steel decking used in themanner that this specificationcovers, was referred to as “center-ing,” however, various roof deckunits have successfully been usedas non-composite forms. Thespecification is intended to alsoinclude these applications.
2.Materials2.1 Non-2.1 Non-2.1 Non-2.1 Non-2.1 Non-Composite Steel FormComposite Steel FormComposite Steel FormComposite Steel FormComposite Steel FormDeck:Deck:Deck:Deck:Deck: The steel deck units shall bemanufactured from steel conformingto ASTM designation A1008-00,Grades C, D, or E, or A653-00Structural Steel with a minimumyield strength of 33 ksi (230 MPa).The unit design stress shall notexceed the yield strength multipliedby 0.60, with a maximum of 36 ksi(250 MPa).
Commentary:Commentary:Commentary:Commentary:Commentary: Most of the “center-ing” materials are offered in A653-00grade 80, steel (galvanized) or ASTMA1008-00 grade E steel, (uncoated);this steel has a minimum yieldstrength of 80 ksi (550 MPa) and isgenerally over 90 ksi (620 MPa);the AISI specifications allow adesign stress of 36 ksi (250 MPa)for this material.
carried by the deck. When uncoatedor painted deck is used to support areinforced concrete slab, the form isconsidered impermanent and theconcrete load should be deductedfrom the load capacity of thereinforced slab.
For any permanent load carryingfunction, a minimum galvanizedcoating conforming to ASTM A653-98a, G30 (Z090) is recommended.
3.Design3.13.13.13.13.1 The section properties of thesteel deck unit shall be computed inaccordance with American Iron andSteel Institute, Specification for theDesign of Cold-Formed SteelStructural Members, 1996 edition(AISI Specifications).
3.2 Deck used as a form3.2 Deck used as a form3.2 Deck used as a form3.2 Deck used as a form3.2 Deck used as a formfor structural (reinforced)for structural (reinforced)for structural (reinforced)for structural (reinforced)for structural (reinforced)concrete slab:concrete slab:concrete slab:concrete slab:concrete slab:3.2a Allowable Stress Design3.2a Allowable Stress Design3.2a Allowable Stress Design3.2a Allowable Stress Design3.2a Allowable Stress Design(ASD):(ASD):(ASD):(ASD):(ASD): Stress shall not exceed 0.60times the yield strength, nor exceed36 ksi (250 MPa) under the com-bined loads of wet concrete, deck,and the following construction liveloads: 20 pounds per square foot(1 kPa) uniform load or 150 poundconcentrated load on a 1'-0" widesection of deck (2.2 kN per m).The interaction of shear and bendingshall be considered in the calcula-tions. See Figure 1.
3.2b Load and Resistance F3.2b Load and Resistance F3.2b Load and Resistance F3.2b Load and Resistance F3.2b Load and Resistance FactoractoractoractoractorDesign (LRFD)Design (LRFD)Design (LRFD)Design (LRFD)Design (LRFD) The load factors forthe construction shown in Figure 1and the resistance factors forbending, shear, and interior bearingshall be as required in the 1996AISI Specification.
2.2 T2.2 T2.2 T2.2 T2.2 Tolerance:olerance:olerance:olerance:olerance:PPPPPanel length:anel length:anel length:anel length:anel length: Plus or minus1/2 inch (12 mm).Thickness:Thickness:Thickness:Thickness:Thickness: Shall not be less than95% of the design thickness.PPPPPanel cover width:anel cover width:anel cover width:anel cover width:anel cover width: Minus 3/8 inch.(10 mm), plus 3/4 inch (20 mm).PPPPPanel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:1/4 inch in 10 foot length(6 mm in 3 m).PPPPPanels end out of square:anels end out of square:anels end out of square:anels end out of square:anels end out of square:1/8 inch per foot of panel width(10 mm per m).
Commentary:Commentary:Commentary:Commentary:Commentary: The above tolerancesreflect fabrication practices forsteel deck products. Cover widthtolerances may vary due to trucking,storage, or handling.
Finishes available are:1)1)1)1)1) Galvanized (Conforming to ASTMA924-99 and or ASTM A653-00);2)2)2)2)2) Uncoated (Black);3)3)3)3)3) Painted with a shop coat ofprimer paint (one or both sides).The uncoated finish is, by custom,referred to as “black” by some usersand manufacturers; the use of theword “black” does not refer to paintcolor on the product.
Centering materials are usuallyavailable galvanized or uncoated.When unshored galvanized materialis used to support a reinforcedconcrete slab, the slab load isconsidered to be permanently
Commentary:Commentary:Commentary:Commentary:Commentary: The loading shownin Figure 1 is representative of thesequential loading of wet concreteon the form. The 150 pound load(per foot of width) is the result ofdistributing a 300 pound man over a2 foot width. Experience has shownthis to be a conservative distributionand, if welded wire reinforcing ispresent , the distribution is greaterthan 2 feet. The metric equivalent ofthe 150 pound load is 2.2kN permeter of width. For single span deckconditions, the ability to control theconcrete placement may be re-stricted and a factor of 1.5 is appliedto the concrete load to address thiscondition; however, in order to keepthis 50% load increase within areasonable limit the increase is notto exceed 30 psf (1.44 kPa).
3.2c3.2c3.2c3.2c3.2c Calculated theorecticaldeflection of the deck shall be basedon the load of the wet concrete (asdetermined by the design slabthickness) and the steel deckweight, uniformly loaded on allspans, and shall be limited to L/180or 3/4 inch (20 mm), whichever issmaller. Deflection shall be relativeto supporting members.See Figure 2.
Commentary:Commentary:Commentary:Commentary:Commentary: The deflection limitsof L/180 and 3/4 inches (20 mm) areintended to be minimum require-ments. Architectural or otherconsiderations may influence thedesign professional to use a morestringent limit.
If the design professional wants toinclude additional concrete loadingon the deck because of framedeflection, the additional load shouldbe shown on the design drawings or
stated in the deck section of the jobspecifications. The deck supplier isnot responsible for frame deflection,nor for any cambering.
3.2d3.2d3.2d3.2d3.2d The minimum bearing lengthsshall be determined in accordancewith the 1996 AISI Specification; theuniform loading case of wet con-crete plus deck plus 20 pounds persquare foot (1 kPa) construction loadshall be used. Minimum bearing shallbe 1-1/2 inches (40 mm) unlessotherwise shown.
Commentary:Commentary:Commentary:Commentary:Commentary: Form decks made ofgrade E steel may have a radius tothickness ratio not covered by theAISI Specification. Experience hasshown that 1-1/2 inches (40 mm) ofbearing is sufficient for these decks.If less than 1-1/2 inches (40 mm) ofend bearing is available for any formdeck, or if high support reactions areexpected, the design professionalshould check the deck web cripplingcapacity. The deck must be ad-equately attached to the structureto prevent slip off.
3.2e3.2e3.2e3.2e3.2e Design of the concrete slabsshall be done in accordance with theACI 318 Building Code. The concretecover over the top of the deck shallnot be less than 1-1/2 inches (40mm). Randomly distributed fibers orfibrous add mixes shall not besubstituted for welded wire fabrictensile reinforcement. Admixturescontaining chloride salts shall notbe used.
Commentary:Commentary:Commentary:Commentary:Commentary: In following the ACI318 requirements for temperaturereinforcement, the designer mayeliminate the concrete area that isdisplaced by the deck ribs. For slabs
with total depth of 3 inches (75 mm)or less, the reinforcing mesh may beconsidered to be at the center of theconcrete above the deck. See Figure3. If uncoated or painted deck isused as the form, the load of theconcrete slab must be deductedfrom the calculated capacity of thereinforced concrete slab. If galva-nized form is used, the load of theslab is considered to be permanentlycarried by the deck and need not bededucted from the live load. Iftemporary shoring is used, the loadof the slab must be deducted fromthe calculated capacity of thereinforced slab regardless of thedeck finish. Except for somediaphragm values, the deck shouldnot be assumed to act compositelywith the concrete even thoughstrong chemical bonds can, anddo, develop.
4.Installation & Site Storage4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage: Steel deck shallbe stored off the ground with oneend elevated to provide drainage andshall be protected from the elementswith a waterproof covering, venti-lated to avoid condensation.
4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement: Place eachdeck unit on the supporting struc-tural frame. Adjust to final positionwith accurately aligned side laps andends bearing on supporting mem-bers and attach immediately. Onjoist framing, be sure the appropriateend joint occurs over a top chordangle for proper anchorage.
continued on next page
SDI SPECS,NON-COM
POSITE FLOOR DECK
SDI S
PECS
,NON
-CO
MPO
SITE
FLO
OR D
ECK
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 32
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
1.ScopeThis specification and commentarypertains to the use of non-compositesteel deck as a form for reinforcedconcrete slabs.
Commentary:Commentary:Commentary:Commentary:Commentary: This specification isnot intended to cover highwaybridges (see SDI publication BridgeForm, 1996), siding applications, orexposed roofs. In the past, most ofthe steel decking used in themanner that this specificationcovers, was referred to as “center-ing,” however, various roof deckunits have successfully been usedas non-composite forms. Thespecification is intended to alsoinclude these applications.
2.Materials2.1 Non-2.1 Non-2.1 Non-2.1 Non-2.1 Non-Composite Steel FormComposite Steel FormComposite Steel FormComposite Steel FormComposite Steel FormDeck:Deck:Deck:Deck:Deck: The steel deck units shall bemanufactured from steel conformingto ASTM designation A1008-00,Grades C, D, or E, or A653-00Structural Steel with a minimumyield strength of 33 ksi (230 MPa).The unit design stress shall notexceed the yield strength multipliedby 0.60, with a maximum of 36 ksi(250 MPa).
Commentary:Commentary:Commentary:Commentary:Commentary: Most of the “center-ing” materials are offered in A653-00grade 80, steel (galvanized) or ASTMA1008-00 grade E steel, (uncoated);this steel has a minimum yieldstrength of 80 ksi (550 MPa) and isgenerally over 90 ksi (620 MPa);the AISI specifications allow adesign stress of 36 ksi (250 MPa)for this material.
carried by the deck. When uncoatedor painted deck is used to support areinforced concrete slab, the form isconsidered impermanent and theconcrete load should be deductedfrom the load capacity of thereinforced slab.
For any permanent load carryingfunction, a minimum galvanizedcoating conforming to ASTM A653-98a, G30 (Z090) is recommended.
3.Design3.13.13.13.13.1 The section properties of thesteel deck unit shall be computed inaccordance with American Iron andSteel Institute, Specification for theDesign of Cold-Formed SteelStructural Members, 1996 edition(AISI Specifications).
3.2 Deck used as a form3.2 Deck used as a form3.2 Deck used as a form3.2 Deck used as a form3.2 Deck used as a formfor structural (reinforced)for structural (reinforced)for structural (reinforced)for structural (reinforced)for structural (reinforced)concrete slab:concrete slab:concrete slab:concrete slab:concrete slab:3.2a Allowable Stress Design3.2a Allowable Stress Design3.2a Allowable Stress Design3.2a Allowable Stress Design3.2a Allowable Stress Design(ASD):(ASD):(ASD):(ASD):(ASD): Stress shall not exceed 0.60times the yield strength, nor exceed36 ksi (250 MPa) under the com-bined loads of wet concrete, deck,and the following construction liveloads: 20 pounds per square foot(1 kPa) uniform load or 150 poundconcentrated load on a 1'-0" widesection of deck (2.2 kN per m).The interaction of shear and bendingshall be considered in the calcula-tions. See Figure 1.
3.2b Load and Resistance F3.2b Load and Resistance F3.2b Load and Resistance F3.2b Load and Resistance F3.2b Load and Resistance FactoractoractoractoractorDesign (LRFD)Design (LRFD)Design (LRFD)Design (LRFD)Design (LRFD) The load factors forthe construction shown in Figure 1and the resistance factors forbending, shear, and interior bearingshall be as required in the 1996AISI Specification.
2.2 T2.2 T2.2 T2.2 T2.2 Tolerance:olerance:olerance:olerance:olerance:PPPPPanel length:anel length:anel length:anel length:anel length: Plus or minus1/2 inch (12 mm).Thickness:Thickness:Thickness:Thickness:Thickness: Shall not be less than95% of the design thickness.PPPPPanel cover width:anel cover width:anel cover width:anel cover width:anel cover width: Minus 3/8 inch.(10 mm), plus 3/4 inch (20 mm).PPPPPanel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:1/4 inch in 10 foot length(6 mm in 3 m).PPPPPanels end out of square:anels end out of square:anels end out of square:anels end out of square:anels end out of square:1/8 inch per foot of panel width(10 mm per m).
Commentary:Commentary:Commentary:Commentary:Commentary: The above tolerancesreflect fabrication practices forsteel deck products. Cover widthtolerances may vary due to trucking,storage, or handling.
Finishes available are:1)1)1)1)1) Galvanized (Conforming to ASTMA924-99 and or ASTM A653-00);2)2)2)2)2) Uncoated (Black);3)3)3)3)3) Painted with a shop coat ofprimer paint (one or both sides).The uncoated finish is, by custom,referred to as “black” by some usersand manufacturers; the use of theword “black” does not refer to paintcolor on the product.
Centering materials are usuallyavailable galvanized or uncoated.When unshored galvanized materialis used to support a reinforcedconcrete slab, the slab load isconsidered to be permanently
Commentary:Commentary:Commentary:Commentary:Commentary: The loading shownin Figure 1 is representative of thesequential loading of wet concreteon the form. The 150 pound load(per foot of width) is the result ofdistributing a 300 pound man over a2 foot width. Experience has shownthis to be a conservative distributionand, if welded wire reinforcing ispresent , the distribution is greaterthan 2 feet. The metric equivalent ofthe 150 pound load is 2.2kN permeter of width. For single span deckconditions, the ability to control theconcrete placement may be re-stricted and a factor of 1.5 is appliedto the concrete load to address thiscondition; however, in order to keepthis 50% load increase within areasonable limit the increase is notto exceed 30 psf (1.44 kPa).
3.2c3.2c3.2c3.2c3.2c Calculated theorecticaldeflection of the deck shall be basedon the load of the wet concrete (asdetermined by the design slabthickness) and the steel deckweight, uniformly loaded on allspans, and shall be limited to L/180or 3/4 inch (20 mm), whichever issmaller. Deflection shall be relativeto supporting members.See Figure 2.
Commentary:Commentary:Commentary:Commentary:Commentary: The deflection limitsof L/180 and 3/4 inches (20 mm) areintended to be minimum require-ments. Architectural or otherconsiderations may influence thedesign professional to use a morestringent limit.
If the design professional wants toinclude additional concrete loadingon the deck because of framedeflection, the additional load shouldbe shown on the design drawings or
stated in the deck section of the jobspecifications. The deck supplier isnot responsible for frame deflection,nor for any cambering.
3.2d3.2d3.2d3.2d3.2d The minimum bearing lengthsshall be determined in accordancewith the 1996 AISI Specification; theuniform loading case of wet con-crete plus deck plus 20 pounds persquare foot (1 kPa) construction loadshall be used. Minimum bearing shallbe 1-1/2 inches (40 mm) unlessotherwise shown.
Commentary:Commentary:Commentary:Commentary:Commentary: Form decks made ofgrade E steel may have a radius tothickness ratio not covered by theAISI Specification. Experience hasshown that 1-1/2 inches (40 mm) ofbearing is sufficient for these decks.If less than 1-1/2 inches (40 mm) ofend bearing is available for any formdeck, or if high support reactions areexpected, the design professionalshould check the deck web cripplingcapacity. The deck must be ad-equately attached to the structureto prevent slip off.
3.2e3.2e3.2e3.2e3.2e Design of the concrete slabsshall be done in accordance with theACI 318 Building Code. The concretecover over the top of the deck shallnot be less than 1-1/2 inches (40mm). Randomly distributed fibers orfibrous add mixes shall not besubstituted for welded wire fabrictensile reinforcement. Admixturescontaining chloride salts shall notbe used.
Commentary:Commentary:Commentary:Commentary:Commentary: In following the ACI318 requirements for temperaturereinforcement, the designer mayeliminate the concrete area that isdisplaced by the deck ribs. For slabs
with total depth of 3 inches (75 mm)or less, the reinforcing mesh may beconsidered to be at the center of theconcrete above the deck. See Figure3. If uncoated or painted deck isused as the form, the load of theconcrete slab must be deductedfrom the calculated capacity of thereinforced concrete slab. If galva-nized form is used, the load of theslab is considered to be permanentlycarried by the deck and need not bededucted from the live load. Iftemporary shoring is used, the loadof the slab must be deducted fromthe calculated capacity of thereinforced slab regardless of thedeck finish. Except for somediaphragm values, the deck shouldnot be assumed to act compositelywith the concrete even thoughstrong chemical bonds can, anddo, develop.
4.Installation & Site Storage4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage: Steel deck shallbe stored off the ground with oneend elevated to provide drainage andshall be protected from the elementswith a waterproof covering, venti-lated to avoid condensation.
4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement: Place eachdeck unit on the supporting struc-tural frame. Adjust to final positionwith accurately aligned side laps andends bearing on supporting mem-bers and attach immediately. Onjoist framing, be sure the appropriateend joint occurs over a top chordangle for proper anchorage.
continued on next page
SDI SPECS,NON-COM
POSITE FLOOR DECK
SDI S
PECS
,NON
-CO
MPO
SITE
FLO
OR D
ECK
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 32
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
Commentary:Commentary:Commentary:Commentary:Commentary: Staggering deck endsis not a recommended practice. Thedeck capacity as a form and the loadcapacity of the non-composite deck/slab system are not increased bystaggering the end joints, yet layoutand erection costs are increased.
4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends: Deckends may be either butted or lappedover supports.
Commentary:Commentary:Commentary:Commentary:Commentary: Gaps are acceptable atbutted ends. If taping of butted ends isrequested, it is not the responsibility ofthe deck manufacturer.
4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage: Form deck unitsshall be anchored to supportingmembers including perimetersupport steel and/or bearing wallsby either welding or by mechanicalfastening. This shall be done imme-diately after alignment. The minimunrecommended attachment is definedin Section 4.4a. Do not walk or standon deck until the minimum attach-ments are accomplished at thestructural supports.
Deck units with spans greater thanfive feet (1.5 m) shall have side lapsand perimeter edges (at perimetersupport steel) fastened at midspanor 36 inch (1 m) intervals -whichever is smaller.
continued
Commentary:Commentary:Commentary:Commentary:Commentary: This anchoragemay be required to provide lateralstability to the top flange of thesupporting structural members. Theminimum attachment is to preventslip off from supports and providestability of the deck systems. Thedeck should be anchored to act as aworking platform and to preventblow off. The frame fastening shownin Figure 4 and the side lap fasteningof 4.4 ARE MINIMUM REQUIRE-MENTS. In no case should fastenersto the supports be spaced greaterthan 36 inches (1 m) on center. TheSDI Diaphragm Design Manual,Second Edition, should be used todetermine fastening requirementswhen the deck is designed to resisthorizontal loads. The most stringentfastening requirements, of thisspecification or, if applicable, the SDIDiaphragm Design Manual, SecondEdition, should be used. Side lapfasteners can be welds, screws,crimps (button punching), or othermethods approved by the designer.Welding side laps on thickness lessthan 0.028 inches (0.7 mm) maycause large burn holes, and is notrecommended. The objective of sidelap fastening is to prevent differen-tial sheet deflection during concreteloading, therefore preventing sidejoints from opening. The five foot(1.5 m) limit on side lap spacing isbased on experience.
The deck contractor should not leaveunattached deck at the end of theday as the wind may displace thesheets and cause injury to personsor property. If studs are beingwelded to the top flange of thebeams, deck sheets should bebutted over the supports.
4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding: All welding of deckshall be in strict accordance withANSI/AWS D1.3, Structural WeldingCode - Sheet Steel. Each welder mustdemonstrate an ability to producesatisfactory welds using a proceduresuch as shown in the SDI Manual ofConstruction with Steel Deck, or asdescribed in ANSI/AWS D1.3.Welding washers shall be used on alldeck units with metal thickness lessthan 0.028 inches (0.7 mm). Weldingwashers shall be a minimum thick-ness of 0.0598 inches (16 gage,1.50 mm) and have a nominal3/8 inch (12 mm) diameter hole.Where welding washers are notused, a minimum visible 5/8 inch(15 mm) diameter arc puddle weldshall be used. Weld metal shallpenetrate all layers of deck materialat end laps and shall have goodfusion to the supporting members.When used, fillet welds shall be atleast 1 inch (25 mm) long.
Commentary:Commentary:Commentary:Commentary:Commentary: The welder may bequalified under ANSI/AWS D1.1,Structural Welding Code - Steel, orunder the provisions of other codesgoverning the welding of specificproducts, but may not be qualifiedfor welding sheet steel. In general,stronger welds are obtained on0.028 inches (0.7 mm) or thickerdeck without weld washers. Weldson deck less than 0.028 inches(0.7 mm) are stronger with washers.The layout, design, numbering orsizing of shear connectors is not theresponsibility of the deck manufac-turer. If studs are being appliedthrough the deck onto structuralsteel, the stud welds can be used toreplace the puddle welds.
SDISpecificationsand Commentary
21
4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical Fasteners:asteners:asteners:asteners:asteners:Mechanical fasteners (powderactuated, screws, pneumaticallydriven, etc.) are recognized as viableanchoring methods, provided thetype and spacing of the fastenerssatisfy the design criteria. Documen-tation in the form of test data,design calculations, or design chartsshould be submitted by the fastenermanufacturer as the bases forobtaining approval. The deckmanufacturer may recommendadditional fasteners to stabilize thegiven profile against sideslip of anyunfastened ribs.
Commentary:Commentary:Commentary:Commentary:Commentary: When the fastenersare powder actuated or pneumaticallydriven, the load value per fastenerspacing is based on a minimumstructural support thickness of notless than 1/8 inch (3 mm) and on thefastener providing a 5/16 inch(8 mm) diameter bearing surface(fastener head size). When thestructural support thickness is lessthan 1/8 inch (3 mm), powderactuated or pneumatically drivenfasteners shall not be used, butscrews are acceptable.
4.5 Construction P4.5 Construction P4.5 Construction P4.5 Construction P4.5 Construction Practiceracticeracticeracticeractice4.5a4.5a4.5a4.5a4.5a All deck sheets shall haveadequate bearing and fastening toall supports so as not to lose supportduring construction. Deck areassubject to heavy or repeated traffic,concentrated loads, impact loads,wheel loads, etc. shall be adequatelyprotected by planking or otherapproved means to avoid overload-ing and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the designer beforeplacing concrete. The cost ofrepairing, replacing, or shoring ofdamaged units shall be the liability ofthe trade contractor responsible forthe damage.
Commentary:Commentary:Commentary:Commentary:Commentary: For temporaryconstruction loads prior toconcrete placement, it should besafe to assume that the deck willsupport a minimum uniform loadof 50 psf (2.4 kPa) withoutfurther investigation.
4.5b4.5b4.5b4.5b4.5b The need for temporaryshoring shall be investigated and, ifrequired, it shall be designed andinstalled in accordance with theapplicable ACI code and shall be leftin place until the slab attains 75% ofits specified compressive strength.
4.5c4.5c4.5c4.5c4.5c Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
4.5d4.5d4.5d4.5d4.5d Care must be exercised whenplacing concrete so the deck will notbe subjected to any impact thatexceeds the design capacity of thedeck. Concrete shall be placed froma low level to avoid impact, in auniform manner, over the supportingstructure and spread toward thecenter of the deck span. If buggiesare used to place the concrete,runways shall be planked and thebuggies shall only operate onplanking. Planks shall be of adequatestiffness to transfer loads to the
steel deck without damaging thedeck. Deck damage caused by rollbars or careless placement mustbe avoided.
4.6 Information:4.6 Information:4.6 Information:4.6 Information:4.6 Information:Commentary:Commentary:Commentary:Commentary:Commentary: Fire ratings, dia-phragm design information, andreinforced concrete slab capacitiesare available from most SDI formdeck manufacturers.
Steel form deck may be used in avariety of ways, some of which donot lend themselves to a standard“steel deck” analysis for span andloading. In these cases there areother criteria which must beconsidered besides those given bythe Steel Deck Institute. Make surethat this investigation starts with areview of the applicable codes andthat any special conditions areincluded in the design.
4.7 Fireproofing:4.7 Fireproofing:4.7 Fireproofing:4.7 Fireproofing:4.7 Fireproofing: The steel deckmanufacturer shall not be respon-sible for ensuring the bonding offireproofing. The adherence offireproofing materials is dependenton many variables; the deck manu-facturer (supplier) is not responsiblefor the adhesion or adhesive abilityof the fireproofing.
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,NON-COM
POSITE FLOOR DECK
SDI S
PECS
,NON
-CO
MPO
SITE
FLO
OR D
ECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 34
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
Commentary:Commentary:Commentary:Commentary:Commentary: Staggering deck endsis not a recommended practice. Thedeck capacity as a form and the loadcapacity of the non-composite deck/slab system are not increased bystaggering the end joints, yet layoutand erection costs are increased.
4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends:4.3 Lapped or Butted Ends: Deckends may be either butted or lappedover supports.
Commentary:Commentary:Commentary:Commentary:Commentary: Gaps are acceptable atbutted ends. If taping of butted ends isrequested, it is not the responsibility ofthe deck manufacturer.
4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage: Form deck unitsshall be anchored to supportingmembers including perimetersupport steel and/or bearing wallsby either welding or by mechanicalfastening. This shall be done imme-diately after alignment. The minimunrecommended attachment is definedin Section 4.4a. Do not walk or standon deck until the minimum attach-ments are accomplished at thestructural supports.
Deck units with spans greater thanfive feet (1.5 m) shall have side lapsand perimeter edges (at perimetersupport steel) fastened at midspanor 36 inch (1 m) intervals -whichever is smaller.
continued
Commentary:Commentary:Commentary:Commentary:Commentary: This anchoragemay be required to provide lateralstability to the top flange of thesupporting structural members. Theminimum attachment is to preventslip off from supports and providestability of the deck systems. Thedeck should be anchored to act as aworking platform and to preventblow off. The frame fastening shownin Figure 4 and the side lap fasteningof 4.4 ARE MINIMUM REQUIRE-MENTS. In no case should fastenersto the supports be spaced greaterthan 36 inches (1 m) on center. TheSDI Diaphragm Design Manual,Second Edition, should be used todetermine fastening requirementswhen the deck is designed to resisthorizontal loads. The most stringentfastening requirements, of thisspecification or, if applicable, the SDIDiaphragm Design Manual, SecondEdition, should be used. Side lapfasteners can be welds, screws,crimps (button punching), or othermethods approved by the designer.Welding side laps on thickness lessthan 0.028 inches (0.7 mm) maycause large burn holes, and is notrecommended. The objective of sidelap fastening is to prevent differen-tial sheet deflection during concreteloading, therefore preventing sidejoints from opening. The five foot(1.5 m) limit on side lap spacing isbased on experience.
The deck contractor should not leaveunattached deck at the end of theday as the wind may displace thesheets and cause injury to personsor property. If studs are beingwelded to the top flange of thebeams, deck sheets should bebutted over the supports.
4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding: All welding of deckshall be in strict accordance withANSI/AWS D1.3, Structural WeldingCode - Sheet Steel. Each welder mustdemonstrate an ability to producesatisfactory welds using a proceduresuch as shown in the SDI Manual ofConstruction with Steel Deck, or asdescribed in ANSI/AWS D1.3.Welding washers shall be used on alldeck units with metal thickness lessthan 0.028 inches (0.7 mm). Weldingwashers shall be a minimum thick-ness of 0.0598 inches (16 gage,1.50 mm) and have a nominal3/8 inch (12 mm) diameter hole.Where welding washers are notused, a minimum visible 5/8 inch(15 mm) diameter arc puddle weldshall be used. Weld metal shallpenetrate all layers of deck materialat end laps and shall have goodfusion to the supporting members.When used, fillet welds shall be atleast 1 inch (25 mm) long.
Commentary:Commentary:Commentary:Commentary:Commentary: The welder may bequalified under ANSI/AWS D1.1,Structural Welding Code - Steel, orunder the provisions of other codesgoverning the welding of specificproducts, but may not be qualifiedfor welding sheet steel. In general,stronger welds are obtained on0.028 inches (0.7 mm) or thickerdeck without weld washers. Weldson deck less than 0.028 inches(0.7 mm) are stronger with washers.The layout, design, numbering orsizing of shear connectors is not theresponsibility of the deck manufac-turer. If studs are being appliedthrough the deck onto structuralsteel, the stud welds can be used toreplace the puddle welds.
SDISpecificationsand Commentary
21
4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical Fasteners:asteners:asteners:asteners:asteners:Mechanical fasteners (powderactuated, screws, pneumaticallydriven, etc.) are recognized as viableanchoring methods, provided thetype and spacing of the fastenerssatisfy the design criteria. Documen-tation in the form of test data,design calculations, or design chartsshould be submitted by the fastenermanufacturer as the bases forobtaining approval. The deckmanufacturer may recommendadditional fasteners to stabilize thegiven profile against sideslip of anyunfastened ribs.
Commentary:Commentary:Commentary:Commentary:Commentary: When the fastenersare powder actuated or pneumaticallydriven, the load value per fastenerspacing is based on a minimumstructural support thickness of notless than 1/8 inch (3 mm) and on thefastener providing a 5/16 inch(8 mm) diameter bearing surface(fastener head size). When thestructural support thickness is lessthan 1/8 inch (3 mm), powderactuated or pneumatically drivenfasteners shall not be used, butscrews are acceptable.
4.5 Construction P4.5 Construction P4.5 Construction P4.5 Construction P4.5 Construction Practiceracticeracticeracticeractice4.5a4.5a4.5a4.5a4.5a All deck sheets shall haveadequate bearing and fastening toall supports so as not to lose supportduring construction. Deck areassubject to heavy or repeated traffic,concentrated loads, impact loads,wheel loads, etc. shall be adequatelyprotected by planking or otherapproved means to avoid overload-ing and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the designer beforeplacing concrete. The cost ofrepairing, replacing, or shoring ofdamaged units shall be the liability ofthe trade contractor responsible forthe damage.
Commentary:Commentary:Commentary:Commentary:Commentary: For temporaryconstruction loads prior toconcrete placement, it should besafe to assume that the deck willsupport a minimum uniform loadof 50 psf (2.4 kPa) withoutfurther investigation.
4.5b4.5b4.5b4.5b4.5b The need for temporaryshoring shall be investigated and, ifrequired, it shall be designed andinstalled in accordance with theapplicable ACI code and shall be leftin place until the slab attains 75% ofits specified compressive strength.
4.5c4.5c4.5c4.5c4.5c Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
4.5d4.5d4.5d4.5d4.5d Care must be exercised whenplacing concrete so the deck will notbe subjected to any impact thatexceeds the design capacity of thedeck. Concrete shall be placed froma low level to avoid impact, in auniform manner, over the supportingstructure and spread toward thecenter of the deck span. If buggiesare used to place the concrete,runways shall be planked and thebuggies shall only operate onplanking. Planks shall be of adequatestiffness to transfer loads to the
steel deck without damaging thedeck. Deck damage caused by rollbars or careless placement mustbe avoided.
4.6 Information:4.6 Information:4.6 Information:4.6 Information:4.6 Information:Commentary:Commentary:Commentary:Commentary:Commentary: Fire ratings, dia-phragm design information, andreinforced concrete slab capacitiesare available from most SDI formdeck manufacturers.
Steel form deck may be used in avariety of ways, some of which donot lend themselves to a standard“steel deck” analysis for span andloading. In these cases there areother criteria which must beconsidered besides those given bythe Steel Deck Institute. Make surethat this investigation starts with areview of the applicable codes andthat any special conditions areincluded in the design.
4.7 Fireproofing:4.7 Fireproofing:4.7 Fireproofing:4.7 Fireproofing:4.7 Fireproofing: The steel deckmanufacturer shall not be respon-sible for ensuring the bonding offireproofing. The adherence offireproofing materials is dependenton many variables; the deck manu-facturer (supplier) is not responsiblefor the adhesion or adhesive abilityof the fireproofing.
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,NON-COM
POSITE FLOOR DECK
SDI S
PECS
,NON
-CO
MPO
SITE
FLO
OR D
ECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 34
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
13
deflection of the slab/deck combina-tion can best be predicted by usingthe average of the cracked anduncracked moments of inertia asdetermined by the transformedsection method of analysis.
5.5 T5.5 T5.5 T5.5 T5.5 Temperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and ShrinkageageageageageReinforcement:Reinforcement:Reinforcement:Reinforcement:Reinforcement: Temperature andShrinkage reinforcement, consistingof welded wire fabric or reinforcingbars, shall have a minimum area of0.00075 times the area of concreteabove the deck (per foot or permeter of width), but shall not beless than the area provided by6 x 6 - W1.4 x W1.4 welded wirefabric. For those products somanufactured, shear transfer wireswelded to the top of the deck maybe considered to act as shrinkage ortemperature reinforcement.
Commentary:Commentary:Commentary:Commentary:Commentary: Welded wire fabricwith a steel area given by the aboveformula will generally not be suffi-cient as the total negative reinforce-ment; however, the mesh hasshown that it does a good job ofcrack control especially if kept nearthe top of the slab (3/4 inch to1 inch cover, 20 to 25 mm).
All deck sheets shall have adequatebearing and fastening to all supportsto prevent slip off during construc-tion. Deck areas subject to heavy orrepeated traffic, concentrated loads,impact loads, wheel loads, etc. shallbe adequately protected by plankingor other approved means to avoidoverloading and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the design profes-
sional before placing concrete. Thecost of repairing, replacing, orshoring of damaged units shall bethe liability of the trade contractorresponsible for the damage.
Commentary:Commentary:Commentary:Commentary:Commentary: Deck must beselected to support a minimumuniform load of 50 psf (2.4kPa)
6.Construction Practice6.1 T6.1 T6.1 T6.1 T6.1 Temporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring: If tempo-rary shoring is required to attain theminimum uniform load of 50 psf(2.4 kpa), the shoring must besecurely in place before the floordeck erection begins. The shoringshall be designed and installed inaccordance with the applicable ACIcode and shall be left in place untilthe slab attains 75% of its specifiedcompressive strength.
6.2:6.2:6.2:6.2:6.2: Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
6.3:6.3:6.3:6.3:6.3: Care must be exercised whenplacing concrete so that the deckwill not be subjected to any impactthat exceeds the design capacity ofthe deck. Concrete shall be placedfrom a low level to avoid impact,and in a uniform manner over thesupporting structure and spreadtoward the center of the deck span.If buggies are used to place theconcrete, runways shall be plankedand the buggies shall only operateon planking. Planks shall be ofadequate stiffness to transfer loadsto the steel deck without damagingthe deck. Deck damage caused byroll bars or careless placement mustbe avoided.
7.Commentary and Information7.1 P7.1 P7.1 P7.1 P7.1 Parking Garages:arking Garages:arking Garages:arking Garages:arking Garages: Compositefloor deck has been used success-fully in many parking structuresaround the country; however, thefollowing precautions shouldbe observed:1.1.1.1.1. Slabs should be designed ascontinuous spans with negativebending reinforcing over the sup-ports;2.2.2.2.2. Additional reinforcing should beincluded to deter cracking caused bylarge temperature differences and toprovide load distribution; and,3.3.3.3.3. In areas where salt water; eitherbrought into the structure by cars inwinter or carried by the wind incoastal areas, may deteriorate thedeck, protective measures must betaken. The top surface of the slabmust be effectively sealed so thatthe salt water cannot migratethrough the slab to the steel deck.A minimum G90 (Z275) galvanizingis recommended, and, the exposedbottom surface of the deck shouldbe protected with a durable paint.The protective measures must bemaintained for the life of the build-ing. If the protective measurescannot be assured, the steel deckcan be used as a stay in place formand the concrete can be reinforcedwith mesh or bars as required.
7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers: When cantileveredslabs are encountered, the deck actsonly as a permanent form; topreinforcing steel must be propor-tioned by the designer.
continued on next page
205204
23
Non-Composite
DESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLE
1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1.1.1.1.1. Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:
1.11.11.11.11.1 Concrete slab is 4" total thickness- 150 pcf concrete.
1.21.21.21.21.2 Deck to be used is nominal1 3/8" deep, grade E steel conformingto ASTM-A653-98a (galvanized)
fy = 80,000 psif = 36,000 psi
1.31.31.31.31.3 Joists at 5'0" o.c. with 3" flangewidth (clear span = 4.75 ft.) Allsheets of deck can span three ormore supports.
1.41.41.41.41.4 For architectural considerations,the wet load deflection is to be limitedto L/240 of the span.
6.6.6.6.6. Calculate RequiredCalculate RequiredCalculate RequiredCalculate RequiredCalculate Required IIIII.....∆ = l /240 = 4.75 x 12/240
= 0.2375 in.∆ = 0.0069W1l 4 (1728)
IIIII = .0069 (45)(4.75)4 1728
IIIII(required) = 0.039 in.4
7.7.7.7.7. SummarySummarySummarySummarySummary.....Designer should specify deck basedon these properties or specify theperformance requirements.
Steel Form Deck
El
29.5 x 106 x .2375
4"
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,NON-COM
POSITE FLOOR DECK
SDI S
PECS
,NON
-CO
MPO
SITE
FLO
OR D
ECK
22
Reinforcing steel
Centroid of deckSlabs over 3" deep
Top of form2½" and 3" slabs
Equal
D
dbD dt
Reinforcing steel dt
db
SDISpecificationsand Commentary
Intermediate side lap attachments not shown.See Section 4.4 Anchorage non-composite steelform deck.
Note:Fastener patterns A and B are for deck spans upto 4'6". Fastener pattern C is for deck spans from4'6" to 8'0". If spans exceed 8'0", fastener shouldbe placed so that the average spacing (at sup-ports) is not more that 12".
Form Deck Typical SlabsFIGURE 3FIGURE 3FIGURE 3FIGURE 3FIGURE 3
SimpleSpanCondition +M = .25Pl + 0.125W11l 2
+M = .125 (W11 + W2)l 2
PW11
l
W2W11
l
DoubleSpanCondition +M = .203Pl + .096W1l 2
PW1
l l
W2W1
l l- M = .125 (W1 + W2)l 2
TripleSpanCondition +M = .20Pl + .094W1l 2
+M = .094 (W1 + W2)l 2
PW1
l l
W2W1
l l
W2W1
l l- M = .117 (W1 + W2)l 2
l
l
l
SimpleSpanCondition
∆ = .0130W1 l 4
W1l
E I(1728)
+M = .096 (W1 + W2)l 2
W2W1
l l
DoubleSpanCondition
∆ = .0054W1 l 4
W1l
E I(1728)
l
TripleSpanCondition
∆ = .0069W1 l 4W1l
E I(1728)
l l
Structural steel(joists)
End lap asrecommended bythe manufacturer
Structural steel(joists)
End lap asrecommended bythe manufacturer
Structural steel(joists)
End lap asrecommended bythe manufacturer
P = 150 - pound concentrated loadI = In4/ft. - deck moment of inertiaW1 = slab weight + deck weight, psfW2 = 20 pounds per square foot construction loadE = 29.5 x 106 psil = clear span length (ft.)W11= 1.5 x slab weight + deck weight ≤ slab weight + 30 + deck weightD = depth of slabdt = distance from reinforcing steel to top of concretedb = distance from reinforcing steel to centroid of deck
Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3
Dimensional check shows the need for the 1728 factor when calculating deflections using pound inch units.
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 36
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
13
deflection of the slab/deck combina-tion can best be predicted by usingthe average of the cracked anduncracked moments of inertia asdetermined by the transformedsection method of analysis.
5.5 T5.5 T5.5 T5.5 T5.5 Temperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and ShrinkageageageageageReinforcement:Reinforcement:Reinforcement:Reinforcement:Reinforcement: Temperature andShrinkage reinforcement, consistingof welded wire fabric or reinforcingbars, shall have a minimum area of0.00075 times the area of concreteabove the deck (per foot or permeter of width), but shall not beless than the area provided by6 x 6 - W1.4 x W1.4 welded wirefabric. For those products somanufactured, shear transfer wireswelded to the top of the deck maybe considered to act as shrinkage ortemperature reinforcement.
Commentary:Commentary:Commentary:Commentary:Commentary: Welded wire fabricwith a steel area given by the aboveformula will generally not be suffi-cient as the total negative reinforce-ment; however, the mesh hasshown that it does a good job ofcrack control especially if kept nearthe top of the slab (3/4 inch to1 inch cover, 20 to 25 mm).
All deck sheets shall have adequatebearing and fastening to all supportsto prevent slip off during construc-tion. Deck areas subject to heavy orrepeated traffic, concentrated loads,impact loads, wheel loads, etc. shallbe adequately protected by plankingor other approved means to avoidoverloading and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the design profes-
sional before placing concrete. Thecost of repairing, replacing, orshoring of damaged units shall bethe liability of the trade contractorresponsible for the damage.
Commentary:Commentary:Commentary:Commentary:Commentary: Deck must beselected to support a minimumuniform load of 50 psf (2.4kPa)
6.Construction Practice6.1 T6.1 T6.1 T6.1 T6.1 Temporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring: If tempo-rary shoring is required to attain theminimum uniform load of 50 psf(2.4 kpa), the shoring must besecurely in place before the floordeck erection begins. The shoringshall be designed and installed inaccordance with the applicable ACIcode and shall be left in place untilthe slab attains 75% of its specifiedcompressive strength.
6.2:6.2:6.2:6.2:6.2: Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
6.3:6.3:6.3:6.3:6.3: Care must be exercised whenplacing concrete so that the deckwill not be subjected to any impactthat exceeds the design capacity ofthe deck. Concrete shall be placedfrom a low level to avoid impact,and in a uniform manner over thesupporting structure and spreadtoward the center of the deck span.If buggies are used to place theconcrete, runways shall be plankedand the buggies shall only operateon planking. Planks shall be ofadequate stiffness to transfer loadsto the steel deck without damagingthe deck. Deck damage caused byroll bars or careless placement mustbe avoided.
7.Commentary and Information7.1 P7.1 P7.1 P7.1 P7.1 Parking Garages:arking Garages:arking Garages:arking Garages:arking Garages: Compositefloor deck has been used success-fully in many parking structuresaround the country; however, thefollowing precautions shouldbe observed:1.1.1.1.1. Slabs should be designed ascontinuous spans with negativebending reinforcing over the sup-ports;2.2.2.2.2. Additional reinforcing should beincluded to deter cracking caused bylarge temperature differences and toprovide load distribution; and,3.3.3.3.3. In areas where salt water; eitherbrought into the structure by cars inwinter or carried by the wind incoastal areas, may deteriorate thedeck, protective measures must betaken. The top surface of the slabmust be effectively sealed so thatthe salt water cannot migratethrough the slab to the steel deck.A minimum G90 (Z275) galvanizingis recommended, and, the exposedbottom surface of the deck shouldbe protected with a durable paint.The protective measures must bemaintained for the life of the build-ing. If the protective measurescannot be assured, the steel deckcan be used as a stay in place formand the concrete can be reinforcedwith mesh or bars as required.
7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers: When cantileveredslabs are encountered, the deck actsonly as a permanent form; topreinforcing steel must be propor-tioned by the designer.
continued on next page
205204
23
Non-Composite
DESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLE
1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1. Deck is to be used as a permanent form for a reinforced concrete slab.1.1.1.1.1. Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:Specify the form section properties based on the following conditions:
1.11.11.11.11.1 Concrete slab is 4" total thickness- 150 pcf concrete.
1.21.21.21.21.2 Deck to be used is nominal1 3/8" deep, grade E steel conformingto ASTM-A653-98a (galvanized)
fy = 80,000 psif = 36,000 psi
1.31.31.31.31.3 Joists at 5'0" o.c. with 3" flangewidth (clear span = 4.75 ft.) Allsheets of deck can span three ormore supports.
1.41.41.41.41.4 For architectural considerations,the wet load deflection is to be limitedto L/240 of the span.
6.6.6.6.6. Calculate RequiredCalculate RequiredCalculate RequiredCalculate RequiredCalculate Required IIIII.....∆ = l /240 = 4.75 x 12/240
= 0.2375 in.∆ = 0.0069W1l 4 (1728)
IIIII = .0069 (45)(4.75)4 1728
IIIII(required) = 0.039 in.4
7.7.7.7.7. SummarySummarySummarySummarySummary.....Designer should specify deck basedon these properties or specify theperformance requirements.
Steel Form Deck
El
29.5 x 106 x .2375
4"
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,NON-COM
POSITE FLOOR DECK
SDI S
PECS
,NON
-CO
MPO
SITE
FLO
OR D
ECK
22
Reinforcing steel
Centroid of deckSlabs over 3" deep
Top of form2½" and 3" slabs
Equal
D
dbD dt
Reinforcing steel dt
db
SDISpecificationsand Commentary
Intermediate side lap attachments not shown.See Section 4.4 Anchorage non-composite steelform deck.
Note:Fastener patterns A and B are for deck spans upto 4'6". Fastener pattern C is for deck spans from4'6" to 8'0". If spans exceed 8'0", fastener shouldbe placed so that the average spacing (at sup-ports) is not more that 12".
Form Deck Typical SlabsFIGURE 3FIGURE 3FIGURE 3FIGURE 3FIGURE 3
SimpleSpanCondition +M = .25Pl + 0.125W11l 2
+M = .125 (W11 + W2)l 2
PW11
l
W2W11
l
DoubleSpanCondition +M = .203Pl + .096W1l 2
PW1
l l
W2W1
l l- M = .125 (W1 + W2)l 2
TripleSpanCondition +M = .20Pl + .094W1l 2
+M = .094 (W1 + W2)l 2
PW1
l l
W2W1
l l
W2W1
l l- M = .117 (W1 + W2)l 2
l
l
l
SimpleSpanCondition
∆ = .0130W1 l 4
W1l
E I(1728)
+M = .096 (W1 + W2)l 2
W2W1
l l
DoubleSpanCondition
∆ = .0054W1 l 4
W1l
E I(1728)
l
TripleSpanCondition
∆ = .0069W1 l 4W1l
E I(1728)
l l
Structural steel(joists)
End lap asrecommended bythe manufacturer
Structural steel(joists)
End lap asrecommended bythe manufacturer
Structural steel(joists)
End lap asrecommended bythe manufacturer
P = 150 - pound concentrated loadI = In4/ft. - deck moment of inertiaW1 = slab weight + deck weight, psfW2 = 20 pounds per square foot construction loadE = 29.5 x 106 psil = clear span length (ft.)W11= 1.5 x slab weight + deck weight ≤ slab weight + 30 + deck weightD = depth of slabdt = distance from reinforcing steel to top of concretedb = distance from reinforcing steel to centroid of deck
Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3
Dimensional check shows the need for the 1728 factor when calculating deflections using pound inch units.
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 36
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
NONONONONOTESTESTESTESTES: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:1. Normal weight concrete (150 PCF).2. Horizontal and vertical deflection is limited to ¼" maximum for concrete dead load.3. Design stress is limited to 20 KSI for concrete dead load temporarily increased by one-third for the construction live load of 20 PSF.4. Pour Stop Selection Chart does not consider the effect of the performance, deflection, or rotation of the pour stop support which may
include both the supporting composite deck and/or the frame.5. Vertical leg return lip is recommended for all types (gages).6. This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only.
SDI reserves the right to change any information in this selection table without notice.
TYPES DESIGNTHICKNESS
0.03580.04740.05980.07470.10460.1345
201816141210
1" fillet welds@ 12" o.c. pour stop slab
depth
2" min.
overhang
see note 5½" m
in.
9
1.ScopeThis specification pertains tocomposite steel floor deck. Compos-ite steel floor deck is cold formedsteel deck which acts as a perma-nent form and as the positivebending reinforcement for thestructural concrete. When suitablyfastened, the steel deck also acts asa working platform for the varioustrades. After the concrete cures, thesteel deck and the concrete areinterlocked by the shape of the deck,mechanical means, surface bond, orby a combination of these means.
2.Materials2.12.12.12.12.1 Composite Steel Deck:Composite Steel Deck:Composite Steel Deck:Composite Steel Deck:Composite Steel Deck:Composite steel floor deck shall befabricated from steel conforming toSection A3 of the 1996 edition ofthe American Iron and Steel Insti-tute, Specification for the Design ofCold Formed Steel StructuralMembers, (AISI Specifications). Thesteel used shall have a minimumyield point of 33 ksi (230 MPa).
2.1a T2.1a T2.1a T2.1a T2.1a Tolerances:olerances:olerances:olerances:olerances:PPPPPanel length:anel length:anel length:anel length:anel length: Plus or minus1/2 inch (12 mm).Thickness:Thickness:Thickness:Thickness:Thickness: Shall not be less than95% of the design thickness.PPPPPanel cover width:anel cover width:anel cover width:anel cover width:anel cover width: minus 3/8 inch(10 mm), plus 3/4 inch (20 mm).PPPPPanel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:1/4 inch in 10 foot length(6 mm in 3 m).PPPPPanel end out of square:anel end out of square:anel end out of square:anel end out of square:anel end out of square:1/8 inch per foot of panel width(10 mm per m).
Commentary:Commentary:Commentary:Commentary:Commentary: Most compositesteel floor deck is manufacturedfrom steel conforming to ASTMDesignation A1008-00, Grades Cand D, or from A653-00, StructuralSteel. If the published productliterature does not show the un-coated steel thickness in decimalinches (or millimeters), but lists gageor type numbers, then the thicknessof steel before coating with paint ormetal shall be in conformance withthe following table:
3.Design (Deck as a Form)3.1:3.1:3.1:3.1:3.1: The section properties for thesteel floor deck (as a form in bending)shall be computed in accordance withthe AISI Specifications.
3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):The interaction of shear andbending shall be considered in thecalculations. Bending stress in thedeck shall not exceed 0.6 times theyield strength with a maximum of36 ksi (250 MPa) under the com-bined loads of wet concrete, deck,and the following construction liveloads: 20 pounds per square footuniform load (1 kPa) or 150 poundconcentrated load on a 1'0" widesection of deck (2.2 kN per m).See Figure 1.
3.2b:3.2b:3.2b:3.2b:3.2b: Load and Resistance FLoad and Resistance FLoad and Resistance FLoad and Resistance FLoad and Resistance FactoractoractoractoractorDesign (LRFD):Design (LRFD):Design (LRFD):Design (LRFD):Design (LRFD): The load factors forthe construction shown in Figure 1and the resistance factors forbending, shear, and interior bearingshall be as required in the 1996AISI Specification.
continued on next page
The tolerances reflect fabricationprocesses for steel deck products.Variation in cover width may be fromtrucking, storage or handling.
2.1b Finish:2.1b Finish:2.1b Finish:2.1b Finish:2.1b Finish: The finish on the steelcomposite deck shall be as specifiedby the designer and be suitable forthe environment of the structure.
Commentary:Commentary:Commentary:Commentary:Commentary: Since the compositedeck is the positive bending reinforce-ment for the slab, it must be de-signed to last the life of the structure;a minimum of recommended finish isa galvanized coating as defined inASTM A653-00, G30 (Z090).
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
NONONONONOTESTESTESTESTES: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:: This Selection Chart is based on following criteria:1. Normal weight concrete (150 PCF).2. Horizontal and vertical deflection is limited to ¼" maximum for concrete dead load.3. Design stress is limited to 20 KSI for concrete dead load temporarily increased by one-third for the construction live load of 20 PSF.4. Pour Stop Selection Chart does not consider the effect of the performance, deflection, or rotation of the pour stop support which may
include both the supporting composite deck and/or the frame.5. Vertical leg return lip is recommended for all types (gages).6. This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only.
SDI reserves the right to change any information in this selection table without notice.
TYPES DESIGNTHICKNESS
0.03580.04740.05980.07470.10460.1345
201816141210
1" fillet welds@ 12" o.c. pour stop slab
depth
2" min.
overhang
see note 5½" m
in.
9
1.ScopeThis specification pertains tocomposite steel floor deck. Compos-ite steel floor deck is cold formedsteel deck which acts as a perma-nent form and as the positivebending reinforcement for thestructural concrete. When suitablyfastened, the steel deck also acts asa working platform for the varioustrades. After the concrete cures, thesteel deck and the concrete areinterlocked by the shape of the deck,mechanical means, surface bond, orby a combination of these means.
2.Materials2.12.12.12.12.1 Composite Steel Deck:Composite Steel Deck:Composite Steel Deck:Composite Steel Deck:Composite Steel Deck:Composite steel floor deck shall befabricated from steel conforming toSection A3 of the 1996 edition ofthe American Iron and Steel Insti-tute, Specification for the Design ofCold Formed Steel StructuralMembers, (AISI Specifications). Thesteel used shall have a minimumyield point of 33 ksi (230 MPa).
2.1a T2.1a T2.1a T2.1a T2.1a Tolerances:olerances:olerances:olerances:olerances:PPPPPanel length:anel length:anel length:anel length:anel length: Plus or minus1/2 inch (12 mm).Thickness:Thickness:Thickness:Thickness:Thickness: Shall not be less than95% of the design thickness.PPPPPanel cover width:anel cover width:anel cover width:anel cover width:anel cover width: minus 3/8 inch(10 mm), plus 3/4 inch (20 mm).PPPPPanel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:anel camber and/or sweep:1/4 inch in 10 foot length(6 mm in 3 m).PPPPPanel end out of square:anel end out of square:anel end out of square:anel end out of square:anel end out of square:1/8 inch per foot of panel width(10 mm per m).
Commentary:Commentary:Commentary:Commentary:Commentary: Most compositesteel floor deck is manufacturedfrom steel conforming to ASTMDesignation A1008-00, Grades Cand D, or from A653-00, StructuralSteel. If the published productliterature does not show the un-coated steel thickness in decimalinches (or millimeters), but lists gageor type numbers, then the thicknessof steel before coating with paint ormetal shall be in conformance withthe following table:
3.Design (Deck as a Form)3.1:3.1:3.1:3.1:3.1: The section properties for thesteel floor deck (as a form in bending)shall be computed in accordance withthe AISI Specifications.
3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):3.2a: Allowable Stress Design (ASD):The interaction of shear andbending shall be considered in thecalculations. Bending stress in thedeck shall not exceed 0.6 times theyield strength with a maximum of36 ksi (250 MPa) under the com-bined loads of wet concrete, deck,and the following construction liveloads: 20 pounds per square footuniform load (1 kPa) or 150 poundconcentrated load on a 1'0" widesection of deck (2.2 kN per m).See Figure 1.
3.2b:3.2b:3.2b:3.2b:3.2b: Load and Resistance FLoad and Resistance FLoad and Resistance FLoad and Resistance FLoad and Resistance FactoractoractoractoractorDesign (LRFD):Design (LRFD):Design (LRFD):Design (LRFD):Design (LRFD): The load factors forthe construction shown in Figure 1and the resistance factors forbending, shear, and interior bearingshall be as required in the 1996AISI Specification.
continued on next page
The tolerances reflect fabricationprocesses for steel deck products.Variation in cover width may be fromtrucking, storage or handling.
2.1b Finish:2.1b Finish:2.1b Finish:2.1b Finish:2.1b Finish: The finish on the steelcomposite deck shall be as specifiedby the designer and be suitable forthe environment of the structure.
Commentary:Commentary:Commentary:Commentary:Commentary: Since the compositedeck is the positive bending reinforce-ment for the slab, it must be de-signed to last the life of the structure;a minimum of recommended finish isa galvanized coating as defined inASTM A653-00, G30 (Z090).
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
209208
10
Commentary:Commentary:Commentary:Commentary:Commentary: The loading shown inFigure 1 is representative of thesequential loading of wet concreteon the form. The 150 pound load(per foot of width) is the result ofdistributing a 300 pound man over a2 foot width. Experience has shownthis to be a conservative distributionand, if welded wire reinforcing ispresent the distribution is greaterthan 2 feet. The metric equivalent ofthe 150 pound load is 2.2 kN permeter of width. For single span deckconditions, the ability to control theconcrete placement may be re-stricted and a factor of 1.5 is appliedto the concrete load to address thiscondition; however, in order to keepthis 50% load increase within areasonable limit, the increase is notto exceed 30 psf (1.44 kPa).
3.33.33.33.33.3 Calculated theoretical deflec-tions of the deck, as a form, shall bebased on the load of the wetconcrete (as determined by thedesign slab thickness) and the loadfrom the steel deck, uniformlyloaded on all spans, and shall belimited to L/180 or 3/4 inch (20mm), whichever is smaller. Deflec-tions shall be relative to supportingmembers. See Figure 2.
Commentary:Commentary:Commentary:Commentary:Commentary: The deflectioncalculations do not take into accountconstruction loads since these areconsidered as temporary loads. Thedeck is designed to always be in theelastic range so removal of tempo-rary loads should allow the deck torecover. The structural steel alsodeflects under the loading of thewet concrete.
The design professional is urged tocheck the deflection of the totalsystem especially if compositebeams and girders are being used.If the designer wants to includeadditional concrete loading on thedeck because of frame deflection,the additional load should be shownon the design drawings or stated inthe deck section of the job specifica-tions. The deck supplier is notresponsible for frame deflection,nor for any cambering.
3.4:3.4:3.4:3.4:3.4: Minimum interior bearinglengths shall be determined inaccordance with the 1996 AISISpecification; a uniform loadingcase of wet concrete, plus deck,plus 20 psf (1 kPa) constructionload shall be used. See Figure 3.
Commentary:Commentary:Commentary:Commentary:Commentary: In the past,1-1/2 inches (40 mm) of end bearingwas the minimum; this is still a good“rule of thumb” that will, in general,prevent slip off. The deck must beadequately attached to the structureto prevent slip off.
4.Installation & Site Storage4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage: Steel deck shallbe stored off the ground with oneend elevated to provide drainage andshall be protected from the elementswith a waterproof covering, venti-lated to avoid condensation.
4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement: Place eachdeck unit on the supporting structuralframe. Adjust to final position withaccurately aligned side laps and endsbearing on supporting members.
Commentary:Commentary:Commentary:Commentary:Commentary: Staggering floor deckend joints is not a recommendedpractice. The deck capacity as aform and the load capacity of the
composite deck/slab system arenot increased by staggering theends, yet layout and erection costsare increased.
4.3 Butted Ends:4.3 Butted Ends:4.3 Butted Ends:4.3 Butted Ends:4.3 Butted Ends: Deck sheets shallbe butted over supports. [Standardtolerance for ordered length is plusor minus 1/2 inch (12 mm), - Seesection 2.1a]
Commentary:Commentary:Commentary:Commentary:Commentary: Lapping compositedeck ends can be difficult becauseshear lugs (web embossment) orprofile shape can prevent a tightmetal to metal fit. The spacebetween lapped sheets can makewelded attachments more difficult.Gaps are acceptable at butted ends.If taping of butted ends is requested,it is not the responsibility of thedeck manufacturer.
4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage: Floor deck unitsshall be anchored to supportingmembers including perimetersupport steel and/or bearing walls byeither welding or by mechanicalfastening. This shall be done imme-diately after alignment. The mini-mum recommended attachmentsare defined in Section 4.4a. Do notwalk or stand on deck until theseminimum attachments are providedat the structural support. Deck unitswith spans greater than five feet(1.5 m) shall have side laps andperimeter edges (at perimetersupport steel) fastened at midspanor 36 inch (1 m) intervals, whicheverdistance is smaller. Side lap attach-ment shall progress from thesupport to midspan.
Commentary:Commentary:Commentary:Commentary:Commentary: This anchorage maybe required to provide lateralstability to the top flange of thesupporting structural members. The
11
minimum attachment is to preventslip off from supports and to providestability to the deck system. Thedeck must be anchored to act as aworking platform and to preventblow off. Side lap fasteners can bewelds, screws, crimps (buttonpunching), or other methodsapproved by the designer. Weldingside laps on thicknesses 0.028inches (0.7 mm) or less may causelarge burn holes, and is not recom-mended. The objective of side lapfastening is to prevent differentialsheet deflection during concreteplacing and therefore prevent sidejoints from opening. The five foot(1.5 m) limit on side lap spacing isbased on experience. The deckerector must not leave unattacheddeck at the end of the day, as thewind may displace the sheets andcause injury to persons or property.The SDI Diaphragm Design Manual,Second Edition, should be used todetermine fastening requirements ifthe deck will be designed to resisthorizontal loads. The most stringentrequirements, of either section 4.4or, if applicable, the SDI DiaphragmDesign Manual, Second Edition,should be used.
4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding: All welding of deckshall be in strict accordance withANSI/AWS D1.3 Structural WeldingCode - Sheet Steel. Each weldermust demonstrate an ability toproduce satisfactory welds using aprocedure such as shown in the SDIManual of Construction with SteelDeck or as described in ANSI/AWSD1.3. A minimum visible 5/8 inch(15 mm) diameter puddle weld orequivalent is required at all edgeribs, plus a sufficient number ofinterior ribs to provide a maximumaverage spacing of 12 inches
(300 mm). The maximum spacingbetween adjacent points of attach-ment shall not exceed 18 inches(460 mm). Fillet welds, when used,shall be at least 1 inch (25 mm)long. Weld metal shall penetrate alllayers of deck material at end lapsand shall have good fusion to thesupporting members. Weldingwashers shall be used on all deckunits with a metal thickness lessthan 0.028 inches (0.7 mm,22gage). Welding washers shall be aminimum thickness of 0.0567 inches(1.5 mm, 16 gage) and have anominal 3/8 inch (10 mm)diameter hole.
Commentary:Commentary:Commentary:Commentary:Commentary: The welder may bequalified on plate or pipe underANSI/AWS D1.1, Structural WeldingCode - Steel, or under the provisionsof other codes governing thewelding of specific products, butmay not be qualified for weldingsheet steel. The layout, designnumbering or sizing of shear connec-tors is not the responsibility of thedeck manufacturer. If studs arebeing applied through the deck ontostructural steel, the stud welds canbe used to replace the puddle welds.In general, stronger welds areobtained on 0.028 inches (0.7 mm,22 gage) or thicker deck withoutweld washers. Welds on deck lessthan 0.028 inches (0.7 mm, 22gage) are stronger with washers.
4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical Fasteners:asteners:asteners:asteners:asteners:Mechanical fasteners (powderactuated, screws, pneumaticallydriven fasteners, etc.) are recog-nized as viable anchoring methods,provided the type and spacing of thefastener satisfies the design criteria.Documentation in the form of testdata, design calculations, or design
charts should be submitted by thefastener manufacturer as the basisfor obtaining approval. The deckmanufacturer may recommendadditional fasteners to stabilize thegiven profile against sideslip ofunfastened ribs.
Commentary:Commentary:Commentary:Commentary:Commentary: When the fastenersare powder actuated or pneumati-cally driven, the load value perfastener used to determine themaximum fastener spacing is basedon a minimum structural supportthickness of not less than 1/8 inch(3mm) and on the fastener providinga 5/16 inch (8mm) diameter bearingsurface (fastener head size). Whenthe structural support thickness isless than 1/8 inch (3mm), powderactuated or pneumatically drivenfasteners shall not be used, butscrews are acceptable.
5. Design Deck and ConcreteAs A Composite Unit5.1 General:5.1 General:5.1 General:5.1 General:5.1 General: The composite slabshall be designed as a reinforcedconcrete slab with the steel deckacting as the positive reinforce-ment. Slabs shall be designed assimple or continuous spans underuniform loads.
Commentary:Commentary:Commentary:Commentary:Commentary: High concentratedloads, diaphragm loads, etc. requireadditional analysis. Horizontal loadcapacities can be checked byreferring to the SDI DiaphragmDesign Manual, Second Edition.Concentrated loads may be analyzedby the methods shown in theSDI Composite Deck DesignHandbook, 1997.
continued on next page
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,COMPOSITE
FLOOR DECK
SDI S
PECS
,COM
POSI
TEFL
OOR
DECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 40
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
209208
10
Commentary:Commentary:Commentary:Commentary:Commentary: The loading shown inFigure 1 is representative of thesequential loading of wet concreteon the form. The 150 pound load(per foot of width) is the result ofdistributing a 300 pound man over a2 foot width. Experience has shownthis to be a conservative distributionand, if welded wire reinforcing ispresent the distribution is greaterthan 2 feet. The metric equivalent ofthe 150 pound load is 2.2 kN permeter of width. For single span deckconditions, the ability to control theconcrete placement may be re-stricted and a factor of 1.5 is appliedto the concrete load to address thiscondition; however, in order to keepthis 50% load increase within areasonable limit, the increase is notto exceed 30 psf (1.44 kPa).
3.33.33.33.33.3 Calculated theoretical deflec-tions of the deck, as a form, shall bebased on the load of the wetconcrete (as determined by thedesign slab thickness) and the loadfrom the steel deck, uniformlyloaded on all spans, and shall belimited to L/180 or 3/4 inch (20mm), whichever is smaller. Deflec-tions shall be relative to supportingmembers. See Figure 2.
Commentary:Commentary:Commentary:Commentary:Commentary: The deflectioncalculations do not take into accountconstruction loads since these areconsidered as temporary loads. Thedeck is designed to always be in theelastic range so removal of tempo-rary loads should allow the deck torecover. The structural steel alsodeflects under the loading of thewet concrete.
The design professional is urged tocheck the deflection of the totalsystem especially if compositebeams and girders are being used.If the designer wants to includeadditional concrete loading on thedeck because of frame deflection,the additional load should be shownon the design drawings or stated inthe deck section of the job specifica-tions. The deck supplier is notresponsible for frame deflection,nor for any cambering.
3.4:3.4:3.4:3.4:3.4: Minimum interior bearinglengths shall be determined inaccordance with the 1996 AISISpecification; a uniform loadingcase of wet concrete, plus deck,plus 20 psf (1 kPa) constructionload shall be used. See Figure 3.
Commentary:Commentary:Commentary:Commentary:Commentary: In the past,1-1/2 inches (40 mm) of end bearingwas the minimum; this is still a good“rule of thumb” that will, in general,prevent slip off. The deck must beadequately attached to the structureto prevent slip off.
4.Installation & Site Storage4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage:4.1 Site Storage: Steel deck shallbe stored off the ground with oneend elevated to provide drainage andshall be protected from the elementswith a waterproof covering, venti-lated to avoid condensation.
4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement:4.2 Deck Placement: Place eachdeck unit on the supporting structuralframe. Adjust to final position withaccurately aligned side laps and endsbearing on supporting members.
Commentary:Commentary:Commentary:Commentary:Commentary: Staggering floor deckend joints is not a recommendedpractice. The deck capacity as aform and the load capacity of the
composite deck/slab system arenot increased by staggering theends, yet layout and erection costsare increased.
4.3 Butted Ends:4.3 Butted Ends:4.3 Butted Ends:4.3 Butted Ends:4.3 Butted Ends: Deck sheets shallbe butted over supports. [Standardtolerance for ordered length is plusor minus 1/2 inch (12 mm), - Seesection 2.1a]
Commentary:Commentary:Commentary:Commentary:Commentary: Lapping compositedeck ends can be difficult becauseshear lugs (web embossment) orprofile shape can prevent a tightmetal to metal fit. The spacebetween lapped sheets can makewelded attachments more difficult.Gaps are acceptable at butted ends.If taping of butted ends is requested,it is not the responsibility of thedeck manufacturer.
4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage:4.4 Anchorage: Floor deck unitsshall be anchored to supportingmembers including perimetersupport steel and/or bearing walls byeither welding or by mechanicalfastening. This shall be done imme-diately after alignment. The mini-mum recommended attachmentsare defined in Section 4.4a. Do notwalk or stand on deck until theseminimum attachments are providedat the structural support. Deck unitswith spans greater than five feet(1.5 m) shall have side laps andperimeter edges (at perimetersupport steel) fastened at midspanor 36 inch (1 m) intervals, whicheverdistance is smaller. Side lap attach-ment shall progress from thesupport to midspan.
Commentary:Commentary:Commentary:Commentary:Commentary: This anchorage maybe required to provide lateralstability to the top flange of thesupporting structural members. The
11
minimum attachment is to preventslip off from supports and to providestability to the deck system. Thedeck must be anchored to act as aworking platform and to preventblow off. Side lap fasteners can bewelds, screws, crimps (buttonpunching), or other methodsapproved by the designer. Weldingside laps on thicknesses 0.028inches (0.7 mm) or less may causelarge burn holes, and is not recom-mended. The objective of side lapfastening is to prevent differentialsheet deflection during concreteplacing and therefore prevent sidejoints from opening. The five foot(1.5 m) limit on side lap spacing isbased on experience. The deckerector must not leave unattacheddeck at the end of the day, as thewind may displace the sheets andcause injury to persons or property.The SDI Diaphragm Design Manual,Second Edition, should be used todetermine fastening requirements ifthe deck will be designed to resisthorizontal loads. The most stringentrequirements, of either section 4.4or, if applicable, the SDI DiaphragmDesign Manual, Second Edition,should be used.
4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding:4.4a Welding: All welding of deckshall be in strict accordance withANSI/AWS D1.3 Structural WeldingCode - Sheet Steel. Each weldermust demonstrate an ability toproduce satisfactory welds using aprocedure such as shown in the SDIManual of Construction with SteelDeck or as described in ANSI/AWSD1.3. A minimum visible 5/8 inch(15 mm) diameter puddle weld orequivalent is required at all edgeribs, plus a sufficient number ofinterior ribs to provide a maximumaverage spacing of 12 inches
(300 mm). The maximum spacingbetween adjacent points of attach-ment shall not exceed 18 inches(460 mm). Fillet welds, when used,shall be at least 1 inch (25 mm)long. Weld metal shall penetrate alllayers of deck material at end lapsand shall have good fusion to thesupporting members. Weldingwashers shall be used on all deckunits with a metal thickness lessthan 0.028 inches (0.7 mm,22gage). Welding washers shall be aminimum thickness of 0.0567 inches(1.5 mm, 16 gage) and have anominal 3/8 inch (10 mm)diameter hole.
Commentary:Commentary:Commentary:Commentary:Commentary: The welder may bequalified on plate or pipe underANSI/AWS D1.1, Structural WeldingCode - Steel, or under the provisionsof other codes governing thewelding of specific products, butmay not be qualified for weldingsheet steel. The layout, designnumbering or sizing of shear connec-tors is not the responsibility of thedeck manufacturer. If studs arebeing applied through the deck ontostructural steel, the stud welds canbe used to replace the puddle welds.In general, stronger welds areobtained on 0.028 inches (0.7 mm,22 gage) or thicker deck withoutweld washers. Welds on deck lessthan 0.028 inches (0.7 mm, 22gage) are stronger with washers.
4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical F4.4b Mechanical Fasteners:asteners:asteners:asteners:asteners:Mechanical fasteners (powderactuated, screws, pneumaticallydriven fasteners, etc.) are recog-nized as viable anchoring methods,provided the type and spacing of thefastener satisfies the design criteria.Documentation in the form of testdata, design calculations, or design
charts should be submitted by thefastener manufacturer as the basisfor obtaining approval. The deckmanufacturer may recommendadditional fasteners to stabilize thegiven profile against sideslip ofunfastened ribs.
Commentary:Commentary:Commentary:Commentary:Commentary: When the fastenersare powder actuated or pneumati-cally driven, the load value perfastener used to determine themaximum fastener spacing is basedon a minimum structural supportthickness of not less than 1/8 inch(3mm) and on the fastener providinga 5/16 inch (8mm) diameter bearingsurface (fastener head size). Whenthe structural support thickness isless than 1/8 inch (3mm), powderactuated or pneumatically drivenfasteners shall not be used, butscrews are acceptable.
5. Design Deck and ConcreteAs A Composite Unit5.1 General:5.1 General:5.1 General:5.1 General:5.1 General: The composite slabshall be designed as a reinforcedconcrete slab with the steel deckacting as the positive reinforce-ment. Slabs shall be designed assimple or continuous spans underuniform loads.
Commentary:Commentary:Commentary:Commentary:Commentary: High concentratedloads, diaphragm loads, etc. requireadditional analysis. Horizontal loadcapacities can be checked byreferring to the SDI DiaphragmDesign Manual, Second Edition.Concentrated loads may be analyzedby the methods shown in theSDI Composite Deck DesignHandbook, 1997.
continued on next page
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,COMPOSITE
FLOOR DECK
SDI S
PECS
,COM
POSI
TEFL
OOR
DECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 40
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
211210
12
Most published live load tables arebased on simple span analysis of thecomposite system; that is, the slabis assumed to crack over eachsupport. If the designer wants acontinuous slab, then negativereinforcing should be designed usingconventional reinforced concretedesign techniques. The welded wiremesh, chosen for temperaturereinforcing (Section 5.5), does notusually supply enough area forcontinuity. The deck is not consid-ered to be compression reinforcing.Care should be used during theplacement of loads on all types ofhanger tabs for the support ofceilings so that an approximateuniform loading is maintained. Theindividual manufacturer should beconsulted for allowable loading onsingle hanger tabs. Improper useof hanger tabs could result in theoverstressing of tabs and/or theoverloading of the compositedeck slab.
5.2 T5.2 T5.2 T5.2 T5.2 Testing:esting:esting:esting:esting: The deck manufac-turer shall have performed, underthe supervision of a professionalengineer, a sufficient number oftests on the composite deck slabsystem to have verified compositebehavior; or, the deck manufacturershall have participated in the SteelDeck Institute research programused to establish the design criteriaas shown in the SDI Composite DeckDesign Handbook, 1992 or 1997; or,the deck manufacturer shall havesubmitted deck drawings andsamples to the Steel Deck Institutefor certification as composite deck.
5.2a Load Determination:5.2a Load Determination:5.2a Load Determination:5.2a Load Determination:5.2a Load Determination: Usingstandard reinforced concrete designprocedures, the allowable superim-posed load shall be found by usingappropriate load resistance designfactors and applicable reductionfactors based on the presence,absence, or spacing of shear studson beams perpendicular to the deckas shown in the SDI Composite DeckDesign Handbook, 1997.
Commentary:Commentary:Commentary:Commentary:Commentary: By using the refer-enced analysis techniques or testresults, the deck manufacturerdetermines the live loads that can beapplied to the composite deck slabcombination. The results are usuallypublished as uniform load tables.The manufacturer may insteadpublish loads based on the results ofa “shear bond” testing program andthese loads would also be appropri-ate. For most applications, the deckthickness and profile is selected sothat shoring is not required; the liveload capacity of the compositesystem is usually more than ad-equate for the superimposed (live)loads. In calculating the sectionproperties of the deck (under section3.1 of these specifications), the AISIprovisions may require that com-pression zones in the deck bereduced to an “effective width,”but as tensile reinforcement, thetotal area of the cross section maybe used.
Coatings other than those testedmay be investigated, and if there isevidence that their performance willbe better than that of the testedproduct, additional testing may notbe required. For example, it is wellaccepted that deck with light tightrust provides better shear bond than
galvanized, therefore tested galva-nized load capacities may be usedfor rusted decking.
5.3 Concrete:5.3 Concrete:5.3 Concrete:5.3 Concrete:5.3 Concrete: Concrete shall be inaccordance with the applicablesections of Chapters 3, 4 and 5 ofthe ACI 318 Building Code Require-ments for Reinforced Concrete.Minimum compressive strength (f' c)shall be 3 ksi (20 MPa) or asrequired for fire ratings or durability.Admixtures containing chloride saltsshall not be used.
Commentary:Commentary:Commentary:Commentary:Commentary: Load tables aregenerally calculated by using aconcrete strength of 3 ksi (20 MPa).Composite slab capacities are notgreatly affected by variations inconcrete strength; but, if thestrength falls below 3 ksi (20 MPa),it would be advisable to check shearstud strengths. Fire rating require-ments may dictate the minimumconcrete strength.
The use of admixtures containingchloride salts is not allowed becausethe salts will corrode the steel deckwhich has been designed as theslab reinforcement.
5.3a Minimum Cover:5.3a Minimum Cover:5.3a Minimum Cover:5.3a Minimum Cover:5.3a Minimum Cover: The mini-mum concrete above the top ofthe floor deck shall be 2 inches(50 mm). When additional (negativebending) reinforcement is placed inthe slab, the minimum cover ofconcrete above the reinforcing shallbe 3/4 inch (20 mm).
5.4 Deflection:5.4 Deflection:5.4 Deflection:5.4 Deflection:5.4 Deflection: Deflection of thecomposite slab shall not exceedL/360 under the superimposed load.
Commentary:Commentary:Commentary:Commentary:Commentary: Live load deflectionsare seldom a design factor. The
deflection of the slab/deck combina-tion can best be predicted by usingthe average of the cracked anduncracked moments of inertia asdetermined by the transformedsection method of analysis.
5.5 T5.5 T5.5 T5.5 T5.5 Temperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and ShrinkageageageageageReinforcement:Reinforcement:Reinforcement:Reinforcement:Reinforcement: Temperature andShrinkage reinforcement, consistingof welded wire fabric or reinforcingbars, shall have a minimum area of0.00075 times the area of concreteabove the deck (per foot or permeter of width), but shall not beless than the area provided by6 x 6 - W1.4 x W1.4 welded wirefabric. For those products somanufactured, shear transfer wireswelded to the top of the deck maybe considered to act as shrinkage ortemperature reinforcement.
Commentary:Commentary:Commentary:Commentary:Commentary: Welded wire fabricwith a steel area given by the aboveformula will generally not be suffi-cient as the total negative reinforce-ment; however, the mesh hasshown that it does a good job ofcrack control especially if kept nearthe top of the slab (3/4 inch to1 inch cover, 20 to 25 mm).
All deck sheets shall have adequatebearing and fastening to all supportsto prevent slip off during construc-tion. Deck areas subject to heavy orrepeated traffic, concentrated loads,impact loads, wheel loads, etc. shallbe adequately protected by plankingor other approved means to avoidoverloading and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the design profes-
sional before placing concrete. Thecost of repairing, replacing, orshoring of damaged units shall bethe liability of the trade contractorresponsible for the damage.
Commentary:Commentary:Commentary:Commentary:Commentary: Deck must beselected to support a minimumuniform load of 50 psf (2.4kPa)
6.Construction Practice6.1 T6.1 T6.1 T6.1 T6.1 Temporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring: If tempo-rary shoring is required to attain theminimum uniform load of 50 psf(2.4 kpa), the shoring must besecurely in place before the floordeck erection begins. The shoringshall be designed and installed inaccordance with the applicable ACIcode and shall be left in place untilthe slab attains 75% of its specifiedcompressive strength.
6.2:6.2:6.2:6.2:6.2: Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
6.3:6.3:6.3:6.3:6.3: Care must be exercised whenplacing concrete so that the deckwill not be subjected to any impactthat exceeds the design capacity ofthe deck. Concrete shall be placedfrom a low level to avoid impact,and in a uniform manner over thesupporting structure and spreadtoward the center of the deck span.If buggies are used to place theconcrete, runways shall be plankedand the buggies shall only operateon planking. Planks shall be ofadequate stiffness to transfer loadsto the steel deck without damagingthe deck. Deck damage caused byroll bars or careless placement mustbe avoided.
7.Commentary and Information7.1 P7.1 P7.1 P7.1 P7.1 Parking Garages:arking Garages:arking Garages:arking Garages:arking Garages: Compositefloor deck has been used success-fully in many parking structuresaround the country; however, thefollowing precautions shouldbe observed:1.1.1.1.1. Slabs should be designed ascontinuous spans with negativebending reinforcing over the sup-ports;2.2.2.2.2. Additional reinforcing should beincluded to deter cracking caused bylarge temperature differences and toprovide load distribution; and,3.3.3.3.3. In areas where salt water; eitherbrought into the structure by cars inwinter or carried by the wind incoastal areas, may deteriorate thedeck, protective measures must betaken. The top surface of the slabmust be effectively sealed so thatthe salt water cannot migratethrough the slab to the steel deck.A minimum G90 (Z275) galvanizingis recommended, and, the exposedbottom surface of the deck shouldbe protected with a durable paint.The protective measures must bemaintained for the life of the build-ing. If the protective measurescannot be assured, the steel deckcan be used as a stay in place formand the concrete can be reinforcedwith mesh or bars as required.
7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers: When cantileveredslabs are encountered, the deck actsonly as a permanent form; topreinforcing steel must be propor-tioned by the designer.
continued on next page
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,COMPOSITE
FLOOR DECK
SDI S
PECS
,COM
POSI
TEFL
OOR
DECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 42
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
211210
12
Most published live load tables arebased on simple span analysis of thecomposite system; that is, the slabis assumed to crack over eachsupport. If the designer wants acontinuous slab, then negativereinforcing should be designed usingconventional reinforced concretedesign techniques. The welded wiremesh, chosen for temperaturereinforcing (Section 5.5), does notusually supply enough area forcontinuity. The deck is not consid-ered to be compression reinforcing.Care should be used during theplacement of loads on all types ofhanger tabs for the support ofceilings so that an approximateuniform loading is maintained. Theindividual manufacturer should beconsulted for allowable loading onsingle hanger tabs. Improper useof hanger tabs could result in theoverstressing of tabs and/or theoverloading of the compositedeck slab.
5.2 T5.2 T5.2 T5.2 T5.2 Testing:esting:esting:esting:esting: The deck manufac-turer shall have performed, underthe supervision of a professionalengineer, a sufficient number oftests on the composite deck slabsystem to have verified compositebehavior; or, the deck manufacturershall have participated in the SteelDeck Institute research programused to establish the design criteriaas shown in the SDI Composite DeckDesign Handbook, 1992 or 1997; or,the deck manufacturer shall havesubmitted deck drawings andsamples to the Steel Deck Institutefor certification as composite deck.
5.2a Load Determination:5.2a Load Determination:5.2a Load Determination:5.2a Load Determination:5.2a Load Determination: Usingstandard reinforced concrete designprocedures, the allowable superim-posed load shall be found by usingappropriate load resistance designfactors and applicable reductionfactors based on the presence,absence, or spacing of shear studson beams perpendicular to the deckas shown in the SDI Composite DeckDesign Handbook, 1997.
Commentary:Commentary:Commentary:Commentary:Commentary: By using the refer-enced analysis techniques or testresults, the deck manufacturerdetermines the live loads that can beapplied to the composite deck slabcombination. The results are usuallypublished as uniform load tables.The manufacturer may insteadpublish loads based on the results ofa “shear bond” testing program andthese loads would also be appropri-ate. For most applications, the deckthickness and profile is selected sothat shoring is not required; the liveload capacity of the compositesystem is usually more than ad-equate for the superimposed (live)loads. In calculating the sectionproperties of the deck (under section3.1 of these specifications), the AISIprovisions may require that com-pression zones in the deck bereduced to an “effective width,”but as tensile reinforcement, thetotal area of the cross section maybe used.
Coatings other than those testedmay be investigated, and if there isevidence that their performance willbe better than that of the testedproduct, additional testing may notbe required. For example, it is wellaccepted that deck with light tightrust provides better shear bond than
galvanized, therefore tested galva-nized load capacities may be usedfor rusted decking.
5.3 Concrete:5.3 Concrete:5.3 Concrete:5.3 Concrete:5.3 Concrete: Concrete shall be inaccordance with the applicablesections of Chapters 3, 4 and 5 ofthe ACI 318 Building Code Require-ments for Reinforced Concrete.Minimum compressive strength (f' c)shall be 3 ksi (20 MPa) or asrequired for fire ratings or durability.Admixtures containing chloride saltsshall not be used.
Commentary:Commentary:Commentary:Commentary:Commentary: Load tables aregenerally calculated by using aconcrete strength of 3 ksi (20 MPa).Composite slab capacities are notgreatly affected by variations inconcrete strength; but, if thestrength falls below 3 ksi (20 MPa),it would be advisable to check shearstud strengths. Fire rating require-ments may dictate the minimumconcrete strength.
The use of admixtures containingchloride salts is not allowed becausethe salts will corrode the steel deckwhich has been designed as theslab reinforcement.
5.3a Minimum Cover:5.3a Minimum Cover:5.3a Minimum Cover:5.3a Minimum Cover:5.3a Minimum Cover: The mini-mum concrete above the top ofthe floor deck shall be 2 inches(50 mm). When additional (negativebending) reinforcement is placed inthe slab, the minimum cover ofconcrete above the reinforcing shallbe 3/4 inch (20 mm).
5.4 Deflection:5.4 Deflection:5.4 Deflection:5.4 Deflection:5.4 Deflection: Deflection of thecomposite slab shall not exceedL/360 under the superimposed load.
Commentary:Commentary:Commentary:Commentary:Commentary: Live load deflectionsare seldom a design factor. The
deflection of the slab/deck combina-tion can best be predicted by usingthe average of the cracked anduncracked moments of inertia asdetermined by the transformedsection method of analysis.
5.5 T5.5 T5.5 T5.5 T5.5 Temperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and ShrinkageageageageageReinforcement:Reinforcement:Reinforcement:Reinforcement:Reinforcement: Temperature andShrinkage reinforcement, consistingof welded wire fabric or reinforcingbars, shall have a minimum area of0.00075 times the area of concreteabove the deck (per foot or permeter of width), but shall not beless than the area provided by6 x 6 - W1.4 x W1.4 welded wirefabric. For those products somanufactured, shear transfer wireswelded to the top of the deck maybe considered to act as shrinkage ortemperature reinforcement.
Commentary:Commentary:Commentary:Commentary:Commentary: Welded wire fabricwith a steel area given by the aboveformula will generally not be suffi-cient as the total negative reinforce-ment; however, the mesh hasshown that it does a good job ofcrack control especially if kept nearthe top of the slab (3/4 inch to1 inch cover, 20 to 25 mm).
All deck sheets shall have adequatebearing and fastening to all supportsto prevent slip off during construc-tion. Deck areas subject to heavy orrepeated traffic, concentrated loads,impact loads, wheel loads, etc. shallbe adequately protected by plankingor other approved means to avoidoverloading and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the design profes-
sional before placing concrete. Thecost of repairing, replacing, orshoring of damaged units shall bethe liability of the trade contractorresponsible for the damage.
Commentary:Commentary:Commentary:Commentary:Commentary: Deck must beselected to support a minimumuniform load of 50 psf (2.4kPa)
6.Construction Practice6.1 T6.1 T6.1 T6.1 T6.1 Temporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring: If tempo-rary shoring is required to attain theminimum uniform load of 50 psf(2.4 kpa), the shoring must besecurely in place before the floordeck erection begins. The shoringshall be designed and installed inaccordance with the applicable ACIcode and shall be left in place untilthe slab attains 75% of its specifiedcompressive strength.
6.2:6.2:6.2:6.2:6.2: Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
6.3:6.3:6.3:6.3:6.3: Care must be exercised whenplacing concrete so that the deckwill not be subjected to any impactthat exceeds the design capacity ofthe deck. Concrete shall be placedfrom a low level to avoid impact,and in a uniform manner over thesupporting structure and spreadtoward the center of the deck span.If buggies are used to place theconcrete, runways shall be plankedand the buggies shall only operateon planking. Planks shall be ofadequate stiffness to transfer loadsto the steel deck without damagingthe deck. Deck damage caused byroll bars or careless placement mustbe avoided.
7.Commentary and Information7.1 P7.1 P7.1 P7.1 P7.1 Parking Garages:arking Garages:arking Garages:arking Garages:arking Garages: Compositefloor deck has been used success-fully in many parking structuresaround the country; however, thefollowing precautions shouldbe observed:1.1.1.1.1. Slabs should be designed ascontinuous spans with negativebending reinforcing over the sup-ports;2.2.2.2.2. Additional reinforcing should beincluded to deter cracking caused bylarge temperature differences and toprovide load distribution; and,3.3.3.3.3. In areas where salt water; eitherbrought into the structure by cars inwinter or carried by the wind incoastal areas, may deteriorate thedeck, protective measures must betaken. The top surface of the slabmust be effectively sealed so thatthe salt water cannot migratethrough the slab to the steel deck.A minimum G90 (Z275) galvanizingis recommended, and, the exposedbottom surface of the deck shouldbe protected with a durable paint.The protective measures must bemaintained for the life of the build-ing. If the protective measurescannot be assured, the steel deckcan be used as a stay in place formand the concrete can be reinforcedwith mesh or bars as required.
7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers: When cantileveredslabs are encountered, the deck actsonly as a permanent form; topreinforcing steel must be propor-tioned by the designer.
continued on next page
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,COMPOSITE
FLOOR DECK
SDI S
PECS
,COM
POSI
TEFL
OOR
DECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 42
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
13
deflection of the slab/deck combina-tion can best be predicted by usingthe average of the cracked anduncracked moments of inertia asdetermined by the transformedsection method of analysis.
5.5 T5.5 T5.5 T5.5 T5.5 Temperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and ShrinkageageageageageReinforcement:Reinforcement:Reinforcement:Reinforcement:Reinforcement: Temperature andShrinkage reinforcement, consistingof welded wire fabric or reinforcingbars, shall have a minimum area of0.00075 times the area of concreteabove the deck (per foot or permeter of width), but shall not beless than the area provided by6 x 6 - W1.4 x W1.4 welded wirefabric. For those products somanufactured, shear transfer wireswelded to the top of the deck maybe considered to act as shrinkage ortemperature reinforcement.
Commentary:Commentary:Commentary:Commentary:Commentary: Welded wire fabricwith a steel area given by the aboveformula will generally not be suffi-cient as the total negative reinforce-ment; however, the mesh hasshown that it does a good job ofcrack control especially if kept nearthe top of the slab (3/4 inch to1 inch cover, 20 to 25 mm).
All deck sheets shall have adequatebearing and fastening to all supportsto prevent slip off during construc-tion. Deck areas subject to heavy orrepeated traffic, concentrated loads,impact loads, wheel loads, etc. shallbe adequately protected by plankingor other approved means to avoidoverloading and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the design profes-
sional before placing concrete. Thecost of repairing, replacing, orshoring of damaged units shall bethe liability of the trade contractorresponsible for the damage.
Commentary:Commentary:Commentary:Commentary:Commentary: Deck must beselected to support a minimumuniform load of 50 psf (2.4kPa)
6.Construction Practice6.1 T6.1 T6.1 T6.1 T6.1 Temporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring: If tempo-rary shoring is required to attain theminimum uniform load of 50 psf(2.4 kpa), the shoring must besecurely in place before the floordeck erection begins. The shoringshall be designed and installed inaccordance with the applicable ACIcode and shall be left in place untilthe slab attains 75% of its specifiedcompressive strength.
6.2:6.2:6.2:6.2:6.2: Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
6.3:6.3:6.3:6.3:6.3: Care must be exercised whenplacing concrete so that the deckwill not be subjected to any impactthat exceeds the design capacity ofthe deck. Concrete shall be placedfrom a low level to avoid impact,and in a uniform manner over thesupporting structure and spreadtoward the center of the deck span.If buggies are used to place theconcrete, runways shall be plankedand the buggies shall only operateon planking. Planks shall be ofadequate stiffness to transfer loadsto the steel deck without damagingthe deck. Deck damage caused byroll bars or careless placement mustbe avoided.
7.Commentary and Information7.1 P7.1 P7.1 P7.1 P7.1 Parking Garages:arking Garages:arking Garages:arking Garages:arking Garages: Compositefloor deck has been used success-fully in many parking structuresaround the country; however, thefollowing precautions shouldbe observed:1.1.1.1.1. Slabs should be designed ascontinuous spans with negativebending reinforcing over the sup-ports;2.2.2.2.2. Additional reinforcing should beincluded to deter cracking caused bylarge temperature differences and toprovide load distribution; and,3.3.3.3.3. In areas where salt water; eitherbrought into the structure by cars inwinter or carried by the wind incoastal areas, may deteriorate thedeck, protective measures must betaken. The top surface of the slabmust be effectively sealed so thatthe salt water cannot migratethrough the slab to the steel deck.A minimum G90 (Z275) galvanizingis recommended, and, the exposedbottom surface of the deck shouldbe protected with a durable paint.The protective measures must bemaintained for the life of the build-ing. If the protective measurescannot be assured, the steel deckcan be used as a stay in place formand the concrete can be reinforcedwith mesh or bars as required.
7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers: When cantileveredslabs are encountered, the deck actsonly as a permanent form; topreinforcing steel must be propor-tioned by the designer.
continued on next page
213212
14
7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:Most composite floor deck sectionsare suitable for use with compositebeams. The AISC Specificationspecifically provides for the use ofdeck in this type of construction.
7.47.47.47.47.4 Fire Ratings:Fire Ratings:Fire Ratings:Fire Ratings:Fire Ratings: Many fire ratedassemblies that use compositefloor decks are available. Consult aSDI member manufacturer for a listof ratings.
In the Underwriters Laboratories FireResistance Directory, the compositedeck constructions show hourlyratings for restrained and unre-strained assemblies. ASTM E119provides information in appendix X3called Guide for Determining Condi-tions of Restraint for Floor and RoofAssemblies and for Individual Beams.After a careful review of this guide,the Steel Deck Institute determinedthat all interior and exterior spans ofmultispan deck properly attached tobearing walls are restrained. In fact,there is almost no realistic conditionthat a composite deck-slab couldnot be considered to be restrained -except perhaps a single span decksystem which is unattached toframing or a wall in order to providea removable slab.
7.5 Fireproofing:7.5 Fireproofing:7.5 Fireproofing:7.5 Fireproofing:7.5 Fireproofing: The steel deckmanufacturer shall not be respon-sible for ensuring the bonding offireproofing. The adherence offireproofing materials is dependenton many variables; the deck manu-facturer (supplier) is not responsiblefor the adhesion or adhesive abilityof the fireproofing.
7.6 Concentrated Loads:7.6 Concentrated Loads:7.6 Concentrated Loads:7.6 Concentrated Loads:7.6 Concentrated Loads:Concentrated loads can be analyzedand distributed with the methodsshown in the SDI Composite DeckDesign Handbook, 1997.
7.7 Conduits:7.7 Conduits:7.7 Conduits:7.7 Conduits:7.7 Conduits: Conduits are permit-ted in deck slabs subject to localcode requirements and fire ratingconsiderations. When conduit sizesare 1" (25.4 mm) or less in diameter,or less than 1/3 the concrete cover,and no crossovers occur, andconduit is spaced at least 18" apartwith ¾" (19 mm) minimum cover,conduit may be permitted in the slabunless further restricted by thedesign documents.
7.8 Other Criteria:7.8 Other Criteria:7.8 Other Criteria:7.8 Other Criteria:7.8 Other Criteria: Compositesteel floor deck may be used in avariety of ways, some of which donot lend themselves to a standard“steel deck” analysis for span andloading. There are, in these cases,other criteria which must be consid-ered besides that given by the SteelDeck Institute. Make sure thisinvestigation starts with a review ofthe applicable Codes and that anyspecial conditions are included inthe design.
Dimensional check shows the need for the 1728 factor when calculatingdeflections using pound inch units.
Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,COMPOSITE
FLOOR DECK
SDI S
PECS
,COM
POSI
TEFL
OOR
DECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 44
25
deck could result in temporarydifferences in deflection betweenthe roof deck and the adjacentstationary building component.Supplemental support such as aperimeter angle may be warranted.
continued on next page
Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:Construction and Maintenance loads:SPANS are governed by a maximumstress of 26 ksi (180 MPa) and amaximum deflection of L/240 with a200-pound (0.89 kN) concentratedload at midspan on a 1'-0" (300 mm)wide section of deck. If the designercontemplates loads of greatermagnitude, spans shall be de-creased or the thickness of the steeldeck increased as required.
All loads shall be distributed byappropriate means to preventdamage to the completed assemblyduring construction.
Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Cantilever loads:Construction phase load of 10 psf(0.48 kPa) on adjacent span andcantilever, plus 200 pound load (0.89kN) at end of cantilever with a stresslimit of 26 ksi (180 MPa) (ASD).
Service load of 45 psf (2.15 kPa) onadjacent span and cantilever, plus100 pound load (0.44 kN) at end ofcantilever with a stress limit of20 ksi (140 MPa) (ASD).
Deflection limited to L/240 ofadjacent span for interior span anddeflection at end of cantilever toL/120 of overhang.
Notes:Notes:Notes:Notes:Notes:1.1.1.1.1. Adjacent span: Limited to those spansshown in Section 3.4 of Roof Deck Specifica-tions. In those instances where the adjacentspan is less than 3 times the cantilever span,the individual manufacturer should beconsulted for the appropriate cantilever span.
2.2.2.2.2. Sidelaps must be attached atend of cantilever and at a maximum of 12inches (300 mm) on center from end.
3.3.3.3.3. No permanent suspendedloads are to be supported by the steel deck.
4.4.4.4.4. The deck must be completely attached tothe supports and at the sidelaps before anyload is applied to the cantilever.
building deck edge or interiortermination condition
NR22 1 3'-10" 1.15 mNR22 2 or more 4'-9" 1.45 mNR20 1 4'-10" 1.45 mNR20 2 or more 5'-11" 1.80 mNR18 1 5'-11" 1.80 mNR18 2 or more 6'-11" 2.10 mIR22 1 4'-6" 1.35 mIR22 2 or more 5'-6" 1.65 mIR20 1 5'-3" 1.60 mIR20 2 or more 6'-3" 1.90 m
WR22 1 5'-6" 1.65 mWR22 2 or more 6'-6" 1.75 mWR20 1 6'-3" 1.90 mWR20 2 or more 7'-5" 2.25 mWR18 1 7'-6" 2.30 mWR18 2 or more 8'-10" 2.70 m3DR22 1 11'-0" 3.35 m3DR22 2 or more 13'-0" 3.95 m3DR20 1 12'-6" 3.80 m3DR20 2 or more 14'-8" 4.45 m3DR18 1 15'-0" 4.55 m3DR18 2 or more 17'-8" 5.40 m
1'0" .30 m
1'2" .35 m
1'7" .45 m
1'2" .35 m
1'5" .40 m
1'11" .55 m
2'4" .70 m
2'-10" .85 m
3'-5" 1.05 m
3'-11" 1.20 m
4'-9" 1.45 m
TYPE CONDITION FT.-IN. METERSSPAN SPAN
FT.-IN. METERS
MAX. RECOMMENDED SPANSROOF DECK CANTILEVER
RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION ANDMAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK
BEAM
BEAM
DECK SPAN
JOIS
T
JOIS
T
JOIS
T
BEAM
(WR22)
A
(WR22)
CANTILEVER1-11 MAX
13
deflection of the slab/deck combina-tion can best be predicted by usingthe average of the cracked anduncracked moments of inertia asdetermined by the transformedsection method of analysis.
5.5 T5.5 T5.5 T5.5 T5.5 Temperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and Shrinkemperature and ShrinkageageageageageReinforcement:Reinforcement:Reinforcement:Reinforcement:Reinforcement: Temperature andShrinkage reinforcement, consistingof welded wire fabric or reinforcingbars, shall have a minimum area of0.00075 times the area of concreteabove the deck (per foot or permeter of width), but shall not beless than the area provided by6 x 6 - W1.4 x W1.4 welded wirefabric. For those products somanufactured, shear transfer wireswelded to the top of the deck maybe considered to act as shrinkage ortemperature reinforcement.
Commentary:Commentary:Commentary:Commentary:Commentary: Welded wire fabricwith a steel area given by the aboveformula will generally not be suffi-cient as the total negative reinforce-ment; however, the mesh hasshown that it does a good job ofcrack control especially if kept nearthe top of the slab (3/4 inch to1 inch cover, 20 to 25 mm).
All deck sheets shall have adequatebearing and fastening to all supportsto prevent slip off during construc-tion. Deck areas subject to heavy orrepeated traffic, concentrated loads,impact loads, wheel loads, etc. shallbe adequately protected by plankingor other approved means to avoidoverloading and/or damage.
Damaged deck (sheets containingdistortions or deformations causedby construction practices) shall berepaired, replaced, or shored to thesatisfaction of the design profes-
sional before placing concrete. Thecost of repairing, replacing, orshoring of damaged units shall bethe liability of the trade contractorresponsible for the damage.
Commentary:Commentary:Commentary:Commentary:Commentary: Deck must beselected to support a minimumuniform load of 50 psf (2.4kPa)
6.Construction Practice6.1 T6.1 T6.1 T6.1 T6.1 Temporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring:emporary Shoring: If tempo-rary shoring is required to attain theminimum uniform load of 50 psf(2.4 kpa), the shoring must besecurely in place before the floordeck erection begins. The shoringshall be designed and installed inaccordance with the applicable ACIcode and shall be left in place untilthe slab attains 75% of its specifiedcompressive strength.
6.2:6.2:6.2:6.2:6.2: Prior to concrete placement,the steel deck shall be free of soil,debris, standing water, loose millscale and all other foreign matter.
6.3:6.3:6.3:6.3:6.3: Care must be exercised whenplacing concrete so that the deckwill not be subjected to any impactthat exceeds the design capacity ofthe deck. Concrete shall be placedfrom a low level to avoid impact,and in a uniform manner over thesupporting structure and spreadtoward the center of the deck span.If buggies are used to place theconcrete, runways shall be plankedand the buggies shall only operateon planking. Planks shall be ofadequate stiffness to transfer loadsto the steel deck without damagingthe deck. Deck damage caused byroll bars or careless placement mustbe avoided.
7.Commentary and Information7.1 P7.1 P7.1 P7.1 P7.1 Parking Garages:arking Garages:arking Garages:arking Garages:arking Garages: Compositefloor deck has been used success-fully in many parking structuresaround the country; however, thefollowing precautions shouldbe observed:1.1.1.1.1. Slabs should be designed ascontinuous spans with negativebending reinforcing over the sup-ports;2.2.2.2.2. Additional reinforcing should beincluded to deter cracking caused bylarge temperature differences and toprovide load distribution; and,3.3.3.3.3. In areas where salt water; eitherbrought into the structure by cars inwinter or carried by the wind incoastal areas, may deteriorate thedeck, protective measures must betaken. The top surface of the slabmust be effectively sealed so thatthe salt water cannot migratethrough the slab to the steel deck.A minimum G90 (Z275) galvanizingis recommended, and, the exposedbottom surface of the deck shouldbe protected with a durable paint.The protective measures must bemaintained for the life of the build-ing. If the protective measurescannot be assured, the steel deckcan be used as a stay in place formand the concrete can be reinforcedwith mesh or bars as required.
7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers:7.2 Cantilevers: When cantileveredslabs are encountered, the deck actsonly as a permanent form; topreinforcing steel must be propor-tioned by the designer.
continued on next page
213212
14
7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:7.3 Composite Beam and Girders:Most composite floor deck sectionsare suitable for use with compositebeams. The AISC Specificationspecifically provides for the use ofdeck in this type of construction.
7.47.47.47.47.4 Fire Ratings:Fire Ratings:Fire Ratings:Fire Ratings:Fire Ratings: Many fire ratedassemblies that use compositefloor decks are available. Consult aSDI member manufacturer for a listof ratings.
In the Underwriters Laboratories FireResistance Directory, the compositedeck constructions show hourlyratings for restrained and unre-strained assemblies. ASTM E119provides information in appendix X3called Guide for Determining Condi-tions of Restraint for Floor and RoofAssemblies and for Individual Beams.After a careful review of this guide,the Steel Deck Institute determinedthat all interior and exterior spans ofmultispan deck properly attached tobearing walls are restrained. In fact,there is almost no realistic conditionthat a composite deck-slab couldnot be considered to be restrained -except perhaps a single span decksystem which is unattached toframing or a wall in order to providea removable slab.
7.5 Fireproofing:7.5 Fireproofing:7.5 Fireproofing:7.5 Fireproofing:7.5 Fireproofing: The steel deckmanufacturer shall not be respon-sible for ensuring the bonding offireproofing. The adherence offireproofing materials is dependenton many variables; the deck manu-facturer (supplier) is not responsiblefor the adhesion or adhesive abilityof the fireproofing.
7.6 Concentrated Loads:7.6 Concentrated Loads:7.6 Concentrated Loads:7.6 Concentrated Loads:7.6 Concentrated Loads:Concentrated loads can be analyzedand distributed with the methodsshown in the SDI Composite DeckDesign Handbook, 1997.
7.7 Conduits:7.7 Conduits:7.7 Conduits:7.7 Conduits:7.7 Conduits: Conduits are permit-ted in deck slabs subject to localcode requirements and fire ratingconsiderations. When conduit sizesare 1" (25.4 mm) or less in diameter,or less than 1/3 the concrete cover,and no crossovers occur, andconduit is spaced at least 18" apartwith ¾" (19 mm) minimum cover,conduit may be permitted in the slabunless further restricted by thedesign documents.
7.8 Other Criteria:7.8 Other Criteria:7.8 Other Criteria:7.8 Other Criteria:7.8 Other Criteria: Compositesteel floor deck may be used in avariety of ways, some of which donot lend themselves to a standard“steel deck” analysis for span andloading. There are, in these cases,other criteria which must be consid-ered besides that given by the SteelDeck Institute. Make sure thisinvestigation starts with a review ofthe applicable Codes and that anyspecial conditions are included inthe design.
Dimensional check shows the need for the 1728 factor when calculatingdeflections using pound inch units.
Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3Notes for Figures 1, 2, and 3
DECK DESIGNGUIDE
DECK
DES
IGN
GUID
E
SDI SPECS,COMPOSITE
FLOOR DECK
SDI S
PECS
,COM
POSI
TEFL
OOR
DECK
SDNM06-Catalog_v2, Deck I 3/18/07 1:53 PM Page 44
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Composite SteelFloor Deck
DESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLE
Given:Given:Given:Given:Given:AAAAA .....Bay Size = 26' x 26'Bay Size = 26' x 26'Bay Size = 26' x 26'Bay Size = 26' x 26'Bay Size = 26' x 26'B.B.B.B.B. Superimposed loads = 155 psfSuperimposed loads = 155 psfSuperimposed loads = 155 psfSuperimposed loads = 155 psfSuperimposed loads = 155 psfC.C.C.C.C. Fire rating required = 2 hourFire rating required = 2 hourFire rating required = 2 hourFire rating required = 2 hourFire rating required = 2 hourDDDDD..... Concrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightEEEEE ..... Composite beam construction.Composite beam construction.Composite beam construction.Composite beam construction.Composite beam construction.FFFFF..... TTTTTemporary shoring not desired.emporary shoring not desired.emporary shoring not desired.emporary shoring not desired.emporary shoring not desired.
FFFFFactors that should be consideredactors that should be consideredactors that should be consideredactors that should be consideredactors that should be consideredin selecting composite floorin selecting composite floorin selecting composite floorin selecting composite floorin selecting composite floordeck systems:deck systems:deck systems:deck systems:deck systems:
Review deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturer ’s’s’s’s’sliterature or SDIliterature or SDIliterature or SDIliterature or SDIliterature or SDI Composite DeckComposite DeckComposite DeckComposite DeckComposite DeckDesign HandbookDesign HandbookDesign HandbookDesign HandbookDesign Handbook for combinationsfor combinationsfor combinationsfor combinationsfor combinationsthat meet requirements.that meet requirements.that meet requirements.that meet requirements.that meet requirements.
Review deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturer ’s’s’s’s’sliterature or SDIliterature or SDIliterature or SDIliterature or SDIliterature or SDI Composite DeckComposite DeckComposite DeckComposite DeckComposite DeckDesign HandbookDesign HandbookDesign HandbookDesign HandbookDesign Handbook for availablefor availablefor availablefor availablefor availabledeck types.deck types.deck types.deck types.deck types.
1 2
13'0" Beam Spacing13'0" Beam Spacing13'0" Beam Spacing13'0" Beam Spacing13'0" Beam SpacingEmbossed Deck:Embossed Deck:Embossed Deck:Embossed Deck:Embossed Deck: Formed andreinforced with 3" x 0.0474” designthickness composite steel deck.Determine required shrinkage andtemperature reinforcement.
8'8" Beam Spacing8'8" Beam Spacing8'8" Beam Spacing8'8" Beam Spacing8'8" Beam SpacingEmbossed Deck:Embossed Deck:Embossed Deck:Embossed Deck:Embossed Deck: Formed andreinforced with 2" x 0.0358" designthickness composite steel deck.Determine required shrinkage andtemperature reinforcement.
In shoring tables, choose deck thatwill not require temporary shoringduring construction.
Check the allowable superimposedload tables for the required loading.
• Compatibility of deck to total structure.• Hanging requirements.• Rib width-to-height ratio to
determine stud values.• Electrical requirements.• Future flexibility.• Deck material and erection costs.
(Obtain from Steel Deck Institutemember companies.)
• Overall floor depth.• Cost of temporary shoring, if shored
forming is selected.• Deck fireproofing cost, if protected
deck is selected.• Concrete availability and cost:
(lightweight) (semi-lightweight)(regular weight).
• Concrete volume required.• Various beam spacings.• Total material cost.• Steel erection cost.• Steel fireproofing cost.
NOTE:For all the above, no spray-applied fireproofingno spray-applied fireproofingno spray-applied fireproofingno spray-applied fireproofingno spray-applied fireproofing ofthe deck is required for a 2-hour fire rating.
REVIEW OF COMPOSITE DECKDESIGN HANDBOOK SHOWS THAT8'-8" BEAM SPACING MEETSREQUIREMENTS MOST EFFICIENTLY.
3
SDIS
PECS
,COM
POSITE
FLOO
RDE
CKDE
CKDE
SIGN
GUIDE
SDNM06-Catalog_v2, Deck I 3/21/07 4:40 PM Page 46
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Composite SteelFloor Deck
DESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLEDESIGN EXAMPLE
Given:Given:Given:Given:Given:AAAAA .....Bay Size = 26' x 26'Bay Size = 26' x 26'Bay Size = 26' x 26'Bay Size = 26' x 26'Bay Size = 26' x 26'B.B.B.B.B. Superimposed loads = 155 psfSuperimposed loads = 155 psfSuperimposed loads = 155 psfSuperimposed loads = 155 psfSuperimposed loads = 155 psfC.C.C.C.C. Fire rating required = 2 hourFire rating required = 2 hourFire rating required = 2 hourFire rating required = 2 hourFire rating required = 2 hourDDDDD..... Concrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightConcrete cover required on deck = 3 ¼" lightweightEEEEE ..... Composite beam construction.Composite beam construction.Composite beam construction.Composite beam construction.Composite beam construction.FFFFF..... TTTTTemporary shoring not desired.emporary shoring not desired.emporary shoring not desired.emporary shoring not desired.emporary shoring not desired.
FFFFFactors that should be consideredactors that should be consideredactors that should be consideredactors that should be consideredactors that should be consideredin selecting composite floorin selecting composite floorin selecting composite floorin selecting composite floorin selecting composite floordeck systems:deck systems:deck systems:deck systems:deck systems:
Review deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturer ’s’s’s’s’sliterature or SDIliterature or SDIliterature or SDIliterature or SDIliterature or SDI Composite DeckComposite DeckComposite DeckComposite DeckComposite DeckDesign HandbookDesign HandbookDesign HandbookDesign HandbookDesign Handbook for combinationsfor combinationsfor combinationsfor combinationsfor combinationsthat meet requirements.that meet requirements.that meet requirements.that meet requirements.that meet requirements.
Review deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturerReview deck manufacturer ’s’s’s’s’sliterature or SDIliterature or SDIliterature or SDIliterature or SDIliterature or SDI Composite DeckComposite DeckComposite DeckComposite DeckComposite DeckDesign HandbookDesign HandbookDesign HandbookDesign HandbookDesign Handbook for availablefor availablefor availablefor availablefor availabledeck types.deck types.deck types.deck types.deck types.
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13'0" Beam Spacing13'0" Beam Spacing13'0" Beam Spacing13'0" Beam Spacing13'0" Beam SpacingEmbossed Deck:Embossed Deck:Embossed Deck:Embossed Deck:Embossed Deck: Formed andreinforced with 3" x 0.0474” designthickness composite steel deck.Determine required shrinkage andtemperature reinforcement.
8'8" Beam Spacing8'8" Beam Spacing8'8" Beam Spacing8'8" Beam Spacing8'8" Beam SpacingEmbossed Deck:Embossed Deck:Embossed Deck:Embossed Deck:Embossed Deck: Formed andreinforced with 2" x 0.0358" designthickness composite steel deck.Determine required shrinkage andtemperature reinforcement.
In shoring tables, choose deck thatwill not require temporary shoringduring construction.
Check the allowable superimposedload tables for the required loading.
• Compatibility of deck to total structure.• Hanging requirements.• Rib width-to-height ratio to
determine stud values.• Electrical requirements.• Future flexibility.• Deck material and erection costs.
(Obtain from Steel Deck Institutemember companies.)
• Overall floor depth.• Cost of temporary shoring, if shored
forming is selected.• Deck fireproofing cost, if protected
deck is selected.• Concrete availability and cost:
(lightweight) (semi-lightweight)(regular weight).
• Concrete volume required.• Various beam spacings.• Total material cost.• Steel erection cost.• Steel fireproofing cost.
NOTE:For all the above, no spray-applied fireproofingno spray-applied fireproofingno spray-applied fireproofingno spray-applied fireproofingno spray-applied fireproofing ofthe deck is required for a 2-hour fire rating.
REVIEW OF COMPOSITE DECKDESIGN HANDBOOK SHOWS THAT8'-8" BEAM SPACING MEETSREQUIREMENTS MOST EFFICIENTLY.
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From the roof plan shown, calculate the deflection of the diaphragm at the center line and check the shear strength: