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DECKPRODUCTS

ROOF DECK

COMPOSITE DECK

NON-COMPOSITE DECK

CELLULAR DECK

COMPOSITE CELLULAR DECK

DEEP ROOF DECKassociate member

Contents

About Bushwick Metals, inc. ................................................1

Roof Deck.........................................................................2Type B .........................................................................2

Type F..........................................................................3

Type A .........................................................................4

Type N .........................................................................5

SDI Specifications for Steel Roof Deck .................................26

Composite Floor Deck .......................................................61 1/2” Composite (normal weight concrete) ......................6

1 1/2” Composite (light weight concrete) .........................7

2” Composite (normal weight concrete)............................8

2” Composite (light weight concrete)...............................9

3” Composite (normal weight concrete) ..........................10

3” Composite (light weight concrete) .............................11

SDI Specifications for Composite Steel Floor Deck .................29

Non-Composite Floor Deck ..............................................12Type S Form Deck ........................................................12

Type HD Form Deck......................................................14

Type BI (B Inverted) ....................................................16

SDI Specifications for Non-Composite Steel Floor Deck ..........34

Specialty Deck ................................................................18Type B-Cellular............................................................19

Type N-Cellular............................................................20

Deep Roof Type J & J-Cellular........................................21

Deep Roof Type H & H-Cellular ......................................22

1 1/2” Composite Cellular .............................................23

2” Composite Cellular ...................................................24

3” Composite Cellular ...................................................25

Accessories ......................................................................37

Typical Fastener Layouts....................................................37

The information presented in this book is based upon technical data that BushwickMetals, Inc. believes to be reliable. The information is provided as a guide and forapproximations only. Bushwick Metals, Inc. does not assume any responsibility andexpressly disclaims liability for any loss, damage, or expense arising out of, or anyway incurred, from the direct or indirect use of such information. Information inthis book is not to be taken as a license to operate, or intended to suggestinfringement of any patent.

hen a business has been in continuous operation since 1829, that accomplishment is withoutquestion special. It is also proof positive that the performance of that enterprise has kept pace

with the ever-changing times, else it could not endure.

Building on nearly two centuries of excellence, we at Bushwick Metals have expanded our product linesand processing facilities to better serve our customers. We now offer a wide range of Roof, Composite,Non-Composite and Specialty Deck products. Often times we can provide products roll-formed to lengthwithin a week. This capability allows our customers greater flexibility in scheduling their Deck projectsand ensures that they can complete their jobs on time.

Whether your project is large or small, Bushwick Metals has the technical staff to assist you. If you haveany application questions or need assistance in using these products in your design, we can help. We canprovide shop drawings or other submittal information that you may need to complete your project.Bushwick Metals has Certified Professional Engineers and a knowledgeable support staff just a phone callaway. Please do not hesitate to contact us with your questions.

At Bushwick Metals, we look to the future with confidence knowing that our combination of diversifiedproduct line, unsurpassed inventory breadth and processing equipment is a formula untouched in theindustry. Approximately 750,000 square feet of warehouse space and round-the-clock loading and processingof material enable us to serve well the multitude of users of steel products whose requirements demandprompt service.

As a Marmon Distribution Services/Berkshire Hathaway company, Bushwick Metals offersour customers the responsiveness and industry expertise of an independently operated,highly focused business, coupled with the strength and access to resources associated withone of the world’s largest and most respected corporations.

ABOUT US

1

W

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Corporate Headquarters - Bridgeport, CT New York Metro New York-Long Island New JerseyToll-Free: 800-221-0340 Toll-Free: 888-287-4942 631-451-9450 Toll-Free: 800-631-1543

Connecticut Pennsylvania Alabama Utah Bushwick-Koons SteelToll-Free: 888-889-3701 Toll-Free: 800-221-7781 Toll-Free: 866-407-2926 Toll-Free: 800-980-2926 Toll-Free: 800-654-3441

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Absorption Coefficients NRC125 250 500 1000 2000 4000.14 .19 .45 .92 .54 .31 .55

2

ROOF TYPE “B” ROOF DECK (WIDE RIB)

Helpful Hint: Type “B” deck is the deck of choicefor the majority of roofing applications.It is our most commonly sold product.

30” Cover and acoustical type also available

- Section properties calculated in accordance with AISI specifications

Section Properties (Fy=33 ksi)

Notes: 1. Load tables are calculated using section properties based on the steel design thicknessshown in the Steel Deck Institute (SDI) design manual.

2. Loads shown in the shaded areas are governed by the live load deflection not in excess of1/240 of the span. A dead load of 10 psf has been included.

36" Cover

6" 2 1/2" 1 1/2"

Type “B”

Type “B Acoustical”(wide rib perforated)

Acoustical Data: Type “B Acoustical”

Gage Span Max SDI Uniform Total Load in Pounds Per Square Foot (Dead and Live)Cond Const Sp 5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0”

22 5’-9” 92 72 57 47 40 34 3020 6’-6” 116 90 71 58 48 41 36 3118 One 7’-9” 162 124 98 79 65 55 47 41 36 3216 8’-9 155 122 98 80 67 57 49 43 38 3414 9’-8” 192 150 120 98 82 69 59 51 45 4012 11’-8” 165 134 111 93 79 68 59 5222 6’-8” 100 83 69 59 51 44 39 34 3120 7’-7” 123 102 85 73 63 54 48 42 38 34 3018 Two 9’-1” 165 136 114 97 84 73 64 57 50 45 4116 10’-3” 172 145 123 106 92 81 72 64 57 5214 11’-6” 180 153 132 115 101 89 80 71 6412 13’-7” 183 159 140 124 110 99 8922 6’-8 125 104 87 74 64 55 48 41 36 3220 Three 7’-7 154 127 107 91 78 68 59 51 44 39 3518 or 9’-1 170 143 122 105 91 80 68 59 52 4616 More 10’-3” 181 154 133 116 99 84 73 63 55 14 11’-6” 191 165 144 122 103 88 77 6712 13’-7” 199 168 141 120 104 90

Gage Design Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)Thickness Ptd Galv22 .0295 1.58 1.61 0.158 0.180 0.183 0.18920 .0358 1.98 2.04 0.203 0.220 0.226 0.23418 .0474 2.60 2.70 0.291 0.293 0.307 0.31316 .0598 3.10 3.20 0.370 0.370 0.394 0.39614 .0747 4.00 4.10 0.463 0.463 0.491 0.491 12 .1046 5.80 5.95 0.652 0.652 0.681 0.681



associate member

3

ROOFTYPE “F” ROOF DECK (INTERMEDIATE RIB)

Helpful Hint: Type “F” deck is typically used when 2”or less of roof insulation is present toprevent insulation damage over thedeck valleys.





36" Cover

6"1 3/4" 1 1/2"

Gage Design Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)Thickness Ptd Galv

22 .0295 1.58 1.61 0.134 0.154 0.134 0.14520 .0358 1.98 2.04 0.172 0.187 0.165 0.17618 .0474 2.60 2.70 0.245 0.248 0.226 0.23216 .0598 3.10 3.20 0.314 0.314 0.290 0.292


22 5’-2” 70 58 49 41 35 3020 One 6’-0” 87 72 60 50 42 36 3118 7’-1” 119 98 82 68 56 48 41 36 3216 8’-1” 153 126 105 85 70 58 50 43 38 34 3022 6’-2” 76 63 53 45 39 3420 Two 7’-1” 92 76 64 54 47 41 36 3218 8’-4” 122 101 85 72 62 54 47 42 37 33 3016 9’-5” 154 127 107 91 78 68 60 53 47 42 3822 Three 6’-2” 95 79 66 56 48 42 37 3320 or 7’-1” 115 95 80 68 59 51 45 40 35 3218 More 8’-4” 153 126 106 90 78 68 59 53 47 42 3816 9’-5” 192 159 134 114 98 85 75 66 59 53 48

4

ROOF TYPE “A” ROOF DECK (NARROW RIB)

Helpful Hint: Type “A” deck is mainly used as aretrofit to match existing deck.





30” Cover

6” 1” 1 1/2”

Gage Design Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)Thickness Ptd Galv22 .0295 1.65 1.70 0.144 0.143 0.132 0.13120 .0358 2.09 2.15 0.175 0.175 0.160 0.15918 .0474 2.71 2.80 0.232 0.232 0.211 0.21116 .0598 3.30 3.40 0.294 0.294 0.266 0.266


22 5’-5” 108 85 69 57 48 41 35 30 20 One 6’-0” 131 104 84 69 58 49 43 37 32 18 6’-11” 174 137 111 92 77 65 54 46 39 34 3016 7’-9” 173 140 116 97 80 66 55 47 41 3622 6’-4” 108 85 69 57 48 40 35 3020 Two 7’-0” 131 103 84 69 58 49 42 37 3218 8’-1” 174 137 111 92 77 66 56 49 43 38 3416 9’-1” 173 140 116 97 83 71 62 54 48 4322 Three 6’-4” 135 106 86 71 60 51 44 38 3320 or 7’-0” 164 129 105 86 73 62 53 46 41 36 32 18 More 8’-1” 172 139 115 96 82 71 62 54 48 4316 9’-1” 175 145 122 104 89 78 68 60 54



associate member



associate member

5

ROOF TYPE “N” ROOF DECK (LONG SPAN)

Helpful Hint: Type “N” deck is used when the supportspacing exceeds the recommendedspacing for “B” type deck.





Type “N”

Type “N Acoustical”(long span perforated)

24” Cover

8”2 5/8”3”

Gage Design Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)Thickness Ptd Galv

22 .0295 2.01 2.05 0.616 0.829 0.355 0.43020 .0358 2.58 2.65 0.795 1.026 0.468 0.54318 .0474 3.20 3.40 1.158 1.369 0.685 0.74916 .0598 4.10 4.25 1.586 1.736 0.894 0.95314 .0747 5.12 5.35 2.119 2.273 1.149 1.196 12 .1046 7.17 7.40 3.056 3.055 1.664 1.669

Gage Span Max SDI Uniform Total Load in Pounds Per Square Foot (Dead and Live)Cond Const Sp 9’-0” 9’-6” 10’-0”10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0”

22 11’-3” 57 51 46 42 38 35 3220 12’-9” 76 68 61 55 49 44 40 36 33 3118 One 15’-5” 111 98 85 75 67 59 53 48 44 40 3716 18’-0” 145 130 113 99 88 78 70 63 57 52 4714 20’-10” 187 168 148 129 114 101 90 81 73 66 6012 25’-0” 183 160 141 125 112 101 91 8322 13’-3” 70 62 56 51 46 42 39 36 33 3120 15’-0” 88 79 71 64 59 54 49 45 42 39 3618 Two 18’-2” 122 109 98 89 81 74 68 63 58 54 5016 22’-0” 155 139 125 114 103 95 87 80 74 68 6414 24’-7” 194 174 157 143 130 119 109 101 93 86 8012 29’-6” 199 182 166 153 141 130 120 11222 13’-3” 87 78 70 64 58 53 49 45 42 38 3620 Three 15’-0” 110 99 89 81 73 67 62 57 52 49 4518 or 18’-2” 152 136 123 112 102 93 85 79 73 67 6216 More 22’-0” 194 174 157 142 129 118 109 100 93 86 8014 24’-7” 197 178 163 149 137 126 116 108 10012 29’-6” 191 176 162 151 140


Acoustical Data: Type “N Acoustical”

6

COMPOSITE1 1/2” COMPOSITE DECK NORMAL WEIGHT CONCRETE (145 pcf)


2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is3 inches. If these minimum lengths are not provided, web crippling must be checked.

- Section properties calculated in accordance withAISI specifications


Helpful Hint: 1 1/2” Composite deck is used when the slab and support to support distance are both moderate in size.

30” Cover and Integral Hangar Tabs also available.

36” Cover Total Slab Thickness

1 1/2” 2 1/2”

6”

Slab Max Unshored Superimposed Live Load in Pounds Per Square Foot Depth Gage Clear Span

One Two Three 5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0”22 5-0 6-8 6-9 400 400 400 355 304 262 228 200 176 156 139

4.0” 20 5-10 7-10 7-11 400 400 382 323 276 238 207 181 159 141 12618 7-1 9-6 9-9 400 400 400 357 308 250 217 190 168 149 13216 8-4 10-8 11-0 400 400 400 370 319 278 244 197 174 154 13722 4-9 6-4 6-5 400 400 400 400 369 319 277 243 215 190 170

4.5” 20 5-7 7-6 7-7 400 400 400 392 335 289 251 220 194 172 15318 6-9 9-0 9-3 400 400 400 400 352 304 264 232 204 181 16116 7-10 10-1 10-6 400 400 400 400 387 337 274 240 212 188 16822 4-6 6-1 6-2 400 400 400 400 400 376 328 288 254 225 201

5.0” 20 5-4 7-2 7-3 400 400 400 400 396 342 298 261 230 204 18218 6-5 8-8 8-9 400 400 400 400 400 359 313 274 242 215 19116 7-6 9-8 10-0 400 400 400 400 400 373 325 285 251 223 19922 4-4 5-10 5-11 400 400 400 400 400 400 379 333 294 261 233

5.5” 20 5-1 6-10 6-11 400 400 400 400 400 396 345 302 266 236 21118 6-2 8-3 8-5 400 400 400 400 400 400 363 318 281 249 22216 7-2 9-3 9-7 400 400 400 400 400 400 377 330 292 259 23122 4-2 5-8 5-9 400 400 400 400 400 400 400 379 335 297 265

6.0” 20 4-11 6-7 6-8 400 400 400 400 400 400 392 344 304 269 24018 5-11 8-0 8-1 400 400 400 400 400 400 400 362 320 284 25316 6-10 8-11 9-3 400 400 400 400 400 400 400 377 333 295 264

Gage Design Weight Ip(In4) Sp(In3) Sn(In3)Thickness (psf)Glv

22 .0295 1.61 0.154 0.180 0.18720 .0358 2.04 0.200 0.229 0.24018 .0474 2.70 0.290 0.312 0.32416 .0598 3.20 0.387 0.402 0.409



associate member



associate member

7

COMPOSITE1 1/2” COMPOSITE DECK LIGHT WEIGHT CONCRETE (115 pcf)





Helpful Hint: 1 1/2” Composite deck is used when the slab and support to support distance are both moderate in size.

30” Cover and Integral Hangar Tabs also available.

36” Cover Total Slab Thickness

1 1/2” 2 1/2”

6”


22 .0295 1.61 0.154 0.180 0.18720 .0358 2.04 0.200 0.229 0.24018 .0474 2.70 0.290 0.312 0.32416 .0598 3.20 0.387 0.402 0.409

Slab Max Unshored Superimposed Live Load in Pounds Per Square Foot Depth Gage Clear Span

One Two Three 5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0”22 5-4 7-1 7-2 400 400 400 350 300 260 226 199 176 156 140

4.0” 20 6-4 8-5 8-6 400 400 392 319 273 236 205 180 159 141 12618 7-9 10-2 10-6 400 400 400 349 301 262 216 189 167 149 13316 9-0 11-5 11-9 400 400 400 362 312 272 239 212 189 154 13822 5-1 6-10 6-11 400 400 400 400 365 315 275 242 214 190 170

4.5” 20 6-0 8-0 8-2 400 400 400 387 332 287 250 219 194 172 15418 7-4 9-9 10-0 400 400 400 400 366 301 262 230 204 181 16216 8-7 10-11 11-3 400 400 400 400 379 330 290 257 211 188 16822 5-0 6-8 6-9 400 400 400 400 398 344 300 264 233 208 185

4.75” 20 5-10 7-10 7-11 400 400 400 400 362 313 273 239 212 188 16818 7-1 9-6 9-9 400 400 400 400 398 328 286 252 222 198 17716 8-4 10-8 11-0 400 400 400 400 400 360 316 261 231 205 18322 4-11 6-7 6-7 400 400 400 400 400 373 325 286 253 225 201

5.0” 20 5-9 7-8 7-9 400 400 400 400 392 339 296 260 230 204 18218 7-0 9-4 9-6 400 400 400 400 400 356 311 273 241 215 19216 8-2 10-5 10-10 400 400 400 400 400 390 342 283 251 223 19922 4-8 6-3 6-3 400 400 400 400 400 400 400 354 313 279 249

5.75” 20 5-5 7-3 7-4 400 400 400 400 400 400 366 322 285 253 22618 6-7 8-10 9-0 400 400 400 400 400 400 385 339 299 266 23816 7-8 9-10 10-3 400 400 400 400 400 400 400 352 311 277 247



associate member

8

COMPOSITE2” COMPOSITE DECK NORMAL WEIGHT CONCRETE (145 pcf)





Helpful Hint: 2” Composite deck is used when the spans and loads exceed thecapability of 1 1/2” Composite deck.

24” Cover

Total Slab Thickness2”

12”

Integral Hangar Tabs also available

Slab Max Unshored Superimposed Live Load in Pounds Per Square FootDepth Gage Clear Span

One Two Three 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0”22 6-2 8-3 8-4 315 271 236 206 182 161 143 128 114 103 93

4.5” 20 7-3 9-6 9-10 396 323 281 246 217 193 172 154 138 125 11318 9-0 11-3 11-8 361 314 276 245 196 174 154 138 124 111 10016 10-5 12-8 13-1 368 321 282 250 223 200 180 141 127 114 10322 5-10 7-11 8-0 364 314 273 239 210 186 166 148 133 119 107

5.0” 20 6-10 9-1 9-5 400 379 330 290 256 227 202 181 163 147 13318 8-7 10-9 11-1 400 371 326 289 233 206 184 164 147 133 12016 9-11 12-1 12-6 400 380 334 296 264 237 188 168 151 136 12322 5-7 7-7 7-8 400 356 310 271 239 211 188 168 151 135 122

5.5” 20 6-7 8-8 9-0 400 400 376 330 291 258 230 206 186 167 15118 8-2 10-4 10-9 400 400 378 307 271 240 214 191 172 155 14016 9-6 11-7 12-0 400 400 387 343 306 246 219 196 176 159 14422 5-5 7-4 7-5 400 399 347 304 267 237 211 188 169 152 137

6.0” 20 6-4 8-4 8-8 400 400 400 370 326 290 259 232 208 188 17018 7-10 10-0 10-4 400 400 400 351 309 274 245 219 197 177 16016 9-1 11-2 11-7 400 400 400 392 350 282 251 225 202 182 16522 5-2 7-1 7-2 400 400 384 336 296 262 233 208 187 168 152

6.5” 20 6-1 8-1 8-4 400 400 400 400 362 321 287 257 231 208 18918 7-6 9-8 9-11 400 400 400 395 349 310 276 247 222 200 18116 8-9 10-10 11-2 400 400 400 400 359 319 284 255 229 207 187


22 .0295 1.65 0.339 0.269 0.27620 .0358 2.05 0.419 0.350 0.36018 .0474 2.70 0.565 0.507 0.51616 .0598 3.30 0.714 0.658 0.655



associate member

9

COMPOSITE2” COMPOSITE DECK LIGHT WEIGHT CONCRETE (115 pcf)





Helpful Hint: 2” Composite deck is used when the spans and loads exceed thecapability of 1 1/2” Composite deck.

24” Cover


12”



One Two Three 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0”22 6-8 8-11 9-0 319 276 240 211 186 165 147 132 119 107 97

4.5” 20 7-10 10-3 10-7 380 331 273 240 212 189 169 151 136 123 11218 9-10 12-1 12-6 345 300 264 234 209 187 151 135 122 110 9916 11-5 13-7 13-10 350 305 268 238 212 190 172 156 142 112 10122 6-4 8-6 8-8 369 319 278 244 215 191 171 153 138 124 112

5.0” 20 7-6 9-9 10-2 400 372 324 285 252 224 200 180 162 147 13318 9-4 11-8 12-0 400 356 313 277 247 202 180 161 145 131 11916 10-10 13-1 13-5 400 362 319 282 252 226 204 185 148 134 12122 6-3 8-4 8-6 394 340 297 260 230 204 182 163 147 133 120

5.25” 20 7-4 9-7 9-11 400 400 350 308 272 242 216 194 175 158 14418 9-1 11-5 11-10 400 385 338 299 267 218 195 175 157 142 12916 10-7 12-10 13-2 400 392 344 305 272 244 220 200 160 145 13122 6-1 8-3 8-4 400 362 315 277 244 217 194 174 156 141 128

5.5” 20 7-2 9-5 9-9 400 400 377 331 293 261 233 209 189 171 15518 8-11 11-2 11-7 400 400 364 322 264 235 210 188 170 153 13916 10-4 12-7 13-0 400 400 371 328 293 263 237 192 173 156 14222 5-9 7-9 7-11 400 400 372 326 288 256 229 205 184 167 151

6.25” 20 6-9 8-11 9-3 400 400 400 396 351 312 279 251 226 205 18618 8-5 10-8 11-0 400 400 400 365 323 287 256 230 207 188 17016 9-9 11-11 12-4 400 400 400 400 357 320 263 236 212 192 174


22 .0295 1.65 0.339 0.269 0.27620 .0358 2.05 0.419 0.350 0.36018 .0474 2.70 0.565 0.507 0.51616 .0598 3.30 0.714 0.658 0.655



associate member

10

COMPOSITE3” COMPOSITE DECK NORMAL WEIGHT CONCRETE (145 pcf)





Helpful Hint: 3” Composite deck is used when the spans and loads exceed thecapabilities of 1 1/2” and 2”Composite deck.

24” Cover


12”


22 .0295 1.75 0.774 0.435 0.46020 .0358 2.03 0.968 0.559 0.58218 .0474 2.75 1.277 0.780 0.78016 .0598 3.50 1.614 0.991 0.986



One Two Three 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0”22 7-10 9-7 9-9 135 118 104 92 82 73 65 58 52 46 41

5.5” 20 9-1 11-6 11-11 199 154 136 121 108 97 87 78 70 63 5718 11-0 13-3 13-9 273 245 221 201 157 142 128 116 105 96 8716 12-6 14-10 15-4 352 316 285 258 235 215 198 182 143 131 12022 7-2 8-10 9-0 151 132 117 103 92 81 72 65 58 51 46

6.0” 20 8-8 11-1 11-5 195 172 152 136 121 108 97 87 79 71 6418 10-6 12-9 13-2 306 274 247 196 176 159 143 130 118 107 9816 11-11 14-3 14-9 394 354 319 290 264 241 193 176 160 146 13422 6-8 8-2 8-4 167 146 129 114 101 90 80 71 64 57 51

6.5” 20 8-4 10-8 11-0 216 191 169 150 134 120 108 97 87 79 7118 0-0 12-3 12-8 339 304 275 218 196 176 159 144 131 119 10916 11-5 13-9 14-3 400 393 355 322 293 237 215 195 178 163 14922 6-2 7-7 7-9 183 161 142 126 111 99 88 79 70 63 56

7.0” 20 8-0 10-3 10-5 238 210 186 166 148 132 119 107 96 87 7818 9-8 11-10 12-3 374 335 268 240 216 194 176 159 145 132 12016 11-0 13-3 13-9 400 400 392 355 289 261 237 216 197 180 16522 5-10 7-1 7-3 200 176 155 137 122 108 96 86 77 68 61

7.5” 20 7-9 9-11 10-4 260 229 203 181 162 145 130 117 105 95 8618 9-3 11-6 11-10 400 329 294 263 236 213 192 174 158 144 13116 10-7 12-10 13-3 400 400 400 389 317 286 260 237 216 197 181



associate member

11

COMPOSITE3” COMPOSITE DECK LIGHT WEIGHT CONCRETE (115 pcf)





Helpful Hint: 3” Composite deck is used when the spans and loads exceed thecapability of 1 1/2” and 2”Composite deck.


22 .0295 1.75 0.774 0.435 0.46020 .0358 2.03 0.968 0.559 0.58218 .0474 2.75 1.277 0.780 0.78016 .0598 3.50 1.614 0.991 0.986

24” Cover


12”



One Two Three 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0”22 8-7 11-1 11-5 134 118 105 93 83 74 67 60 54 48 44

5.5” 20 9-11 12-5 12-10 191 172 135 120 108 97 88 79 72 65 5918 12-0 14-4 14-10 261 234 211 192 174 160 147 115 104 95 8716 13-9 16-0 16-5 334 300 271 246 224 205 188 173 160 149 11722 8-2 10-4 10-6 150 132 117 104 93 83 75 67 60 54 49

6.0” 20 9-6 12-0 12-5 214 170 151 135 121 109 98 89 80 73 6618 11-6 13-9 14-3 292 262 237 215 196 156 142 129 117 107 9816 13-1 15-5 15-11 375 337 304 276 251 230 211 195 180 144 13222 8-0 10-0 10-2 158 139 124 110 98 88 79 71 63 57 51

6.25” 20 9-4 11-9 12-2 226 179 159 142 128 115 103 94 85 77 7018 11-3 13-6 14-0 309 277 250 227 207 165 150 136 124 113 10416 12-10 15-2 15-8 397 356 321 291 266 243 223 206 166 152 14022 7-10 9-8 9-10 166 147 130 116 103 92 83 74 67 60 54

6.5” 20 9-1 11-7 11-11 238 189 168 150 134 121 109 99 89 81 7318 11-0 13-4 13-9 325 292 263 239 218 174 158 143 131 119 10916 12-7 14-11 15-5 400 375 339 307 280 256 235 217 175 160 14722 7-1 8-9 8-11 192 169 150 133 119 107 96 86 77 70 63

7.25” 20 8-7 11-0 11-5 246 218 194 173 155 140 126 114 103 94 8518 10-5 12-8 13-1 376 338 305 248 223 202 183 166 152 138 12716 11-10 14-2 14-8 400 400 393 356 325 297 244 222 203 186 171



associate member

FORM DECKTYPE “S” (STANDARD FORM DECK)

12



Helpful Hint: Form deck is used when anon-composite slab is required andthe clear span is short.

Maximum Construction Clear Spans

30” Cover

2 1/2” 9/16”

Slab Weight NW Concrete Weight LW ConcreteDepth Gage PSF 145 PCF PSF 110 PCF

1 Span 2 Span 3 Span 1 Span 2 Span 3 Span28 23 2-3 2-10 2-11 17 2-4 3-0 3-0

2.0” 26 23 2-9 3-6 3-7 18 2-10 3-8 3-924 23 3-5 4-6 4-6 18 3-7 4-8 4-922 23 4-0 5-3 5-4 18 4-3 5-7 5-728 29 2-2 2-9 2-10 22 2-3 2-10 2-11

2.5” 26 29 2-7 3-5 3-5 22 2-9 3-7 3-724 29 3-3 4-3 4-4 22 3-6 4-6 4-722 29 3-10 5-0 5-1 23 4-0 5-3 5-428 35 2-1 2-8 2-8 27 2-2 2-10 2-10

3.0” 26 35 2-6 3-3 3-4 27 2-8 3-5 3-624 35 3-1 4-1 4-2 27 3-4 4-4 4-522 35 3-7 4-9 4-10 27 3-11 5-1 5-228 41 2-0 2-7 2-7 31 2-1 2-9 2-9

3.5” 26 41 2-5 3-2 3-2 31 2-7 3-4 3-524 41 3-0 3-11 4-0 32 3-2 4-2 4-322 42 3-5 4-7 4-7 32 3-9 4-11 4-1128 47 1-11 2-6 2-7 36 2-1 2-8 2-8

4.0” 26 47 2-4 3-1 3-1 36 2-6 3-2 3-224 47 2-10 3-9 3-10 36 3-1 4-1 4-122 48 3-4 4-5 4-5 36 3-7 4-9 4-1028 53 1-10 2-5 2-6 40 2-0 2-7 2-8

4.5” 26 53 2-3 3-0 3-0 40 2-4 3-3 3-324 53 2-9 3-8 3-9 41 3-0 3-11 4-022 54 3-2 4-3 4-3 41 3-6 4-7 4-828 59 1-10 2-5 2-5 45 1-11 2-6 2-7

5.0” 26 59 2-2 2-11 2-11 45 2-4 3-1 3-224 59 2-8 3-7 3-7 45 2-11 3-10 3-1122 60 3-1 4-1 4-2 46 3-4 4-5 4-6


28 .0149 0.85 0.012 0.035 0.03526 .0179 1.02 0.014 0.045 0.04524 .0238 1.30 0.019 0.060 0.06022 .0295 1.55 0.023 0.074 0.074



associate member

FORM DECKTYPE “S” (STANDARD FORM DECK) continued…

13

Span Gage Design Uniform Total Load in Pounds Per Square Foot (Dead and Live)Condition Criteria 2’-0” 2’-6” 3’-0” 3’-6” 4’-0” 4’-6” 5’-0” 5’-6” 6’-0”

36000 211 135 94 69 52 41 3328 L/240 94 48 28

L/180 126 64 37 2336000 267 171 118 87 66 52 42

26 L/240 114 58 33 21One L/180 152 77 45 28

36000 * 231 160 118 90 71 57 47 4024 L/240 151 77 45 28

L/180 202 103 60 37 2536000 * 284 197 145 111 87 71 58 49

22 L/240 188 96 55 35 23L/180 251 128 74 46 3136000 221 142 98 72 55 43 35

28 L/240 228 117 67 42 28 20L/180 * 156 90 56 38 2636000 270 173 120 88 67 53

26 L/240 275 140 81 51 34 24Two L/180 * 187 108 68 45 32

36000 231 160 118 90 71 57 47 4024 L/240 187 108 68 45 32 23

L/180 249 144 91 61 42 3136000 284 197 145 111 87 71 58 49

22 L/240 232 134 84 56 39 29 21L/180 * 179 113 75 53 38 2936000 273 177 123 90 69 54 44

28 L/240 179 92 53 33 22L/180 239 122 71 44 2936000 * 216 150 110 84 66 54

Three 26 L/240 216 110 64 40 27or L/180 288 147 85 53 36

More 36000 * 289 200 147 112 89 72 59 5024 L/240 287 147 85 53 35 25

L/180 * 196 113 71 47 3336000 * 247 181 139 109 89 73 61

22 L/240 182 105 66 44 31 22L/180 243 141 88 59 41 30



associate member

FORM DECKTYPE “HD” (HEAVY DUTY FORM DECK)

14



Helpful Hint: Heavy Duty form deck is used whenthe spans and loads exceed thecapability of standard form deck.


28” Cover

3 1/2” 7/8”



2.5” 24 24 4-9 6-1 6-3 18 5-1 6-7 6-722 24 5-6 7-2 7-3 19 5-9 7-7 7-920 25 6-2 8-1 7-7 19 6-8 8-9 8-326 30 3-6 4-6 4-7 23 3-8 4-9 4-10

3.0” 24 30 4-5 5-9 5-11 23 4-9 6-3 6-322 30 5-1 6-9 6-9 23 5-7 7-3 7-420 31 5-9 7-8 7-1 24 6-3 8-3 7-826 36 3-4 4-4 4-5 27 3-7 4-7 4-8

3.5” 24 36 4-3 5-7 5-8 28 4-6 5-11 6-022 36 4-11 6-5 6-3 28 5-3 6-11 6-10 20 37 5-6 7-3 6-8 28 6-0 7-11 7-326 42 3-2 4-2 4-3 32 3-5 4-5 4-6

4.0” 24 42 4-1 5-4 5-5 32 4-5 5-9 5-1022 42 4-8 6-2 6-0 32 5-1 6-8 6-720 43 5-3 6-11 6-4 33 5-8 7-7 6-1126 48 3-1 4-0 4-0 36 3-4 4-4 4-5

4.5” 24 48 3-11 5-1 5-2 37 4-2 5-6 5-722 49 4-5 6-0 5-9 37 4-10 6-5 6-320 49 5-0 6-8 6-1 37 5-6 7-3 6-826 54 3-0 3-11 3-11 41 3-3 4-2 4-3

5.0” 24 54 3-9 4-11 5-0 41 4-1 5-4 5-522 55 4-3 5-8 5-6 42 4-8 6-2 6-020 55 4-10 6-5 5-10 42 5-3 7-0 6-426 60 2-11 3-10 3-10 46 3-1 4-1 4-1

5.5” 24 60 3-8 4-10 4-10 46 3-11 5-2 5-322 61 4-1 5-6 5-4 46 4-6 6-0 5-1020 61 4-7 6-2 5-8 46 5-1 6-10 6-4


26 .0179 1.10 0.031 0.062 0.06424 .0238 1.40 0.041 0.088 0.08822 .0295 1.60 0.051 0.109 0.10820 .0358 2.03 0.062 0.132 0.131



associate member

FORM DECKTYPE “HD” (HEAVY DUTY FORM DECK) continued…

15


36000 180 130 100 78 65 52 4526 L/240 96 60 40 29

L/180 130 82 55 3736000 260 192 147 116 94 77 66

24 L/240 136 88 59 40 31One L/180 184 115 77 54 40

36000 256 196 153 124 10122 L/240 110 76 52 37 28

L/180 148 99 70 50 3736000 250 197 159 133

20 L/240 89 62 45 35L/180 121 83 61 4536000 190 140 106 83 68 55 46 40 34

26 L/240 * 140 100 70 51 39 29L/180 * * * 83 67 51 4036000 274 202 154 121 98 81 70 59 49

24 L/240 * 202 144 100 72 55 41 33Two L/180 * 202 155 121 98 73 57

36000 262 201 158 128 106 88 77 6522 L/240 263 180 126 91 68 52 41 33

L/180 * 201 158 123 91 70 55 4536000 247 196 157 129 109 93 80

20 L/240 216 151 110 83 63 50 40L/180 * 196 147 110 85 66 5336000 236 173 132 105 84 70 58

26 L/240 187 117 79 55 40 29L/180 236 158 106 73 53 4036000 252 193 152 123 101 85 72 63

Three 24 L/240 166 112 78 56 42 32or L/180 222 148 105 76 57 43

More 36000 327 250 198 160 132 111 9422 L/240 211 140 99 71 53 41 32

L/180 280 187 132 96 72 56 4436000 309 244 197 163 138 116 100

20 L/240 169 119 87 64 49 39 31L/180 226 158 115 86 66 52 41



associate member

16

FORM DECK



Helpful Hint: Type “BI” inverted form deck is usedwhen the spans and loads exceed thecapability of standard and heavy dutyform decks.


36" COVER

6"

2 1/2"

1 1/2"

TYPE “BI” (TYPE “B” INVERTED FORM DECK)


22 .0295 1.61 0.188 0.192 0.18720 .0358 2.04 0.230 0.243 0.23218 .0474 2.70 0.305 0.326 0.315



3.5” 20 38 5-5 7-3 7-4 29 5-10 7-10 7-1118 38 6-6 8-6 8-10 30 7-1 9-2 9-722 43 4-5 5-10 5-11 33 4-9 6-4 6-5

4.0” 20 44 5-1 6-10 6-11 34 5-7 7-5 7-618 44 6-2 8-1 8-5 34 6-9 8-10 9-122 49 4-2 5-8 5-8 38 4-7 6-1 6-2

4.5” 20 50 4-11 6-7 6-8 38 5-4 7-2 7-318 50 5-11 7-9 8-0 39 6-5 8-5 8-922 55 4-0 5-5 5-6 42 4-5 5-11 6-0

5.0” 20 55 4-8 6-4 6-5 43 5-2 6-11 7-018 56 5-7 7-5 7-8 43 6-3 8-2 8-522 61 3-11 5-3 5-4 47 4-3 5-8 5-9

5.5” 20 62 4-6 6-1 6-2 47 5-0 6-8 6-918 63 5-5 7-1 7-4 48 6-0 7-10 8-222 68 3-9 5-1 5-1 52 4-2 5-6 5-7

6.0” 20 68 4-4 5-11 6-0 52 4-10 6-6 6-718 69 5-2 6-10 7-1 53 5-9 7-7 7-1022 74 3-8 4-11 5-0 56 4-0 5-5 5-5

6.5” 20 74 4-3 5-9 5-9 57 4-8 6-3 6-418 75 5-0 6-8 6-10 57 5-7 7-5 7-8

Also available in 30” cover



associate member

17

FORM DECKTYPE “BI” (TYPE “B” INVERTED FORM DECK) continued…


36000 101 83 70 60 51 45 39 3522 L/240 98 74 57 44 36 29 24 20

L/180 * * * 59 48 39 32 2636000 128 105 89 75 65 57 50 44 39

One 20 L/240 120 90 69 54 43 35 29 24 20L/180 * * 93 73 58 47 39 32 2736000 171 142 119 101 87 76 67 59 53

18 L/240 160 120 92 72 58 47 39 32 27L/180 * * 123 97 77 63 52 43 3636000 98 81 68 58 50 43 38 34 30

22 L/240 * * * * 86 70 58 48 40L/180 * * * * * * 77 64 5436000 122 101 84 72 62 54 47 42 37

Two 20 L/240 * * * * * * 70 59 49L/180 * * * * * * * * *36000 166 137 115 98 84 74 65 57 51

18 L/240 * * * * * * * * *L/180 * * * * * * * * *36000 123 101 85 72 62 54 48 42 38

22 L/240 * * * 85 68 55 45 38 32L/180 * * * * * 73 60 50 42

Three 36000 152 126 106 90 78 67 59 52 47or 20 L/240 * * * 103 83 67 55 46 39

More L/180 * * * * * 90 74 61 5236000 208 172 144 123 106 92 81 72 64

18 L/240 * * * * 110 89 74 61 51L/180 * * * * * * * * 69



associate member

18

SPECIALTY DECK PRODUCTS

CELLULAR DECKUnlike the competition, BUSHWICK Cellular Deck is manufacturedutilizing a revolutionary method of mechanically fastening thetop and bottom sheet instead of spot welding. This resultsin a connection that is nearly invisible when installed,and eliminates the need for touch-up painting of unsightlyspot welds. This advanced manufacturing process also helpsto shorten lead times.

BUSHWICK Cellular Deck combines the strength of roll formedsteel with an aesthetically pleasing bottom plate. It is typicallyutilized in exposed ceiling areas where a flat bottom ceiling isdesired without compromising load capabilities.

All BUSHWICK Cellular Deck is available in acoustical style,which improves the indoor environmental quality of large roomsby reducing noise pollution. Our factory installed, high densityacoustical insulation provides ample noise reduction whileminimizing or eliminating the need for visible sound baffles.

Suggested Project Uses:

• School Gymnasiums• Auditoriums / Theatres• Classrooms• Cafeterias• Conference Rooms• Office Buildings

Composite Cellular DeckBUSHWICK Composite Cellular Deck is utilized in exposed ceilingareas where a flat bottom deck is desired for aesthetic purposesunder a slab and a composite slab is desired.

BUSHWICK Deep Roof Deck, types “H” and “J”, are used when span conditions exceed the capabilities of our other roof decktypes. Deep Roof Deck is available in 3 steel gage thicknesses and has a 12” cover width. Types H and J are also available ascellular or cellular-acoustical style in 24” cover width.

Suggested Project Uses: Canopies, walkways or other areas where long span capacities are required.

DEEP ROOF DECK

• Libraries• Convention Centers / Exhibit Halls• Houses of Worship• Museums• Shopping Centers• Natatoriums

Ceiling-side of BUSHWICK cellular decking



associate member

Helpful Hint: Type “B” cellular roof deck is mainly utilized inexposed ceiling areas where a flat bottom deckis desired for aesthetic purposes.

Gage Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)Top/Bot Galv20/20 3.53 0.383 0.301 0.301 0.31120/18 4.02 0.408 0.378 0.308 0.39218/20 4.48 0.518 0.378 0.451 0.40118/18 5.11 0.554 0.451 0.458 0.47118/16 5.58 0.602 0.645 0.471 0.548 16/18 5.58 0.708 0.538 0.642 0.561





24" Cover

6"2 1/2" 1 1/2"

19

CELLULARTYPE “B-CELLULAR” (WIDE RIB)


Acoustical Data

Type “B-Cellular” Acoustical Type Shown

Gage Span Uniform Total Load in Pounds Per Square Foot (Dead and Live)Cond 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0” 10’-6”

20/20 108 93 80 66 57 48 41 37 32 2920/18 113 96 81 71 60 51 44 38 34 3118/20 One 165 131 108 89 74 63 54 48 41 3618/18 168 141 115 94 80 68 59 50 45 4018/16 170 146 122 101 85 71 61 54 46 4116/18 224 177 143 118 99 82 71 60 54 4720/20 111 95 80 70 61 55 49 42 38 3420/18 138 118 101 89 77 68 60 55 48 4418/20 Two 144 121 104 90 80 70 62 56 50 4518/18 167 141 122 107 94 83 74 67 60 5418/16 195 168 141 125 111 98 86 77 69 6616/18 200 170 148 128 112 101 89 79 70 6720/20 138 117 101 87 77 69 60 55 48 4520/18 Three 171 147 126 110 96 85 79 69 60 5118/20 or 178 151 131 114 100 89 78 71 64 5818/18 More 208 177 152 133 117 104 93 84 74 6718/16 240 205 178 152 137 119 110 94 82 7116/18 250 213 182 161 140 125 111 100 90 83



associate member



Helpful Hint: Type “N” cellular roof deck is utilized in exposedceiling areas where a flat bottom deck isdesired for aesthetic purposes, and the spans andloads exceed the capability of type “B” cellular.

CELLULARTYPE “N-CELLULAR” (LONG SPAN)

20

Gage Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)Top/Bot Galv20/20 4.53 1.458 1.281 0.599 0.71220/18 5.02 1.577 1.508 0.599 0.85818/20 5.02 1.977 1.626 0.879 0.87818/18 5.48 2.128 1.874 0.901 1.037 18/16 6.03 2.281 2.296 0.908 1.277 16/18 6.55 2.739 2.228 1.242 1.218



24” Cover

8”2 5/8” 3”


Acoustical Data

Type “N-Cellular” Acoustical Type Shown

Gage Span Uniform Total Load in Pounds Per Square Foot (Dead and Live)Cond 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0” 14’-6”

20/20 78 71 65 58 57 50 45 42 39 3720/18 78 71 65 58 57 51 45 42 39 3818/20 One 115 105 95 87 80 73 67 61 56 5118/18 120 108 98 89 82 75 70 64 60 5618/16 121 107 99 91 83 77 71 65 61 5716/18 164 148 135 123 112 102 91 81 74 6820/20 91 84 77 70 64 58 55 51 47 4420/18 110 101 92 84 76 71 65 61 57 5218/20 Two 115 105 95 86 79 73 67 62 60 5518/18 135 122 111 101 93 88 79 75 70 6418/16 166 151 136 125 115 106 98 92 85 7816/18 160 145 131 122 111 102 93 88 80 7520/20 117 103 95 88 79 74 68 64 59 5520/18 Three 138 125 113 105 96 89 83 76 71 6618/20 or 141 131 118 108 100 91 85 79 72 6818/18 More 168 152 141 129 118 107 99 92 86 8118/16 205 188 171 158 144 132 124 113 107 10016/18 197 180 165 151 138 128 118 109 101 95



associate member

21

DEEP ROOFTYPE “J” & “J-CELLULAR” (4 1/2” DEEP ROOF DECK)

9”

12” Cover

4 1/2”

24” Cover

9” 4 1/2”

Type “J” Deck

Type “J-Cell”Deck

Acoustical Type Shown

Gage Weight Ip(In4) Sp(In3) Sn(In3)(psf)Glv

20/20 4.00 3.922 1.233 1.29620/18 4.50 4.325 1.232 1.345 18/20 4.95 5.178 1.869 1.377 18/18 5.50 5.536 1.988 1.74516/18 5.95 6.844 2.236 1.97816/16 6.50 7.465 2.392 2.411


20 .0358 2.89 2.496 0.919 0.97218 .0474 3.82 3.455 1.265 1.31316 .0598 4.80 4.441 1.613 1.652




2. Loads shown in the blue shaded areas are governed by the live load deflection not in excess of 1/240 of the span. A dead load of 10 psf has been included.

3. Loads shown in the beige shaded areas are controlled by a maximum stress of 20 ksi. 4. Loads unshaded are controlled by web crippling with a minimum 3” bearing.


Acoustical Data

Type Gage Single Span Uniform Total Load in Pounds Per Square Foot (Dead and Live)8’-0” 9’-0” 10’-0” 11’-0” 12’-0” 13’-0” 14’-0” 15’-0” 16’-0” 17’-0”18’-0” 19’-0” 20’-0” 21’-0” 22’-0” 23’-0”

J 20 90 80 72 65 60 55 51 48 45 42 37 33 30 27 25 23J 18 180 160 144 131 117 99 86 74 65 56 48 43 38 34 31 28J 16 312 265 215 177 149 127 109 95 81 69 59 52 46 41 37 33JC 20/20 90 80 72 65 60 55 51 48 45 42 40 37 36 34 32 31JC 20/18 90 80 72 65 60 55 51 48 45 42 40 37 36 34 32 31JC 18/20 180 160 144 131 120 111 103 96 90 79 68 59 52 46 41 37JC 18/18 180 160 144 131 120 111 103 96 90 83 72 62 55 46 44 39JC 16/18 312 278 250 227 207 176 152 132 116 101 87 75 66 58 52 46JC 16/16 312 278 250 227 208 188 162 141 124 109 94 81 71 62 56 50



associate member

22

DEEP ROOFTYPE “H” & “H-CELLULAR” (6” DEEP ROOF DECK)

9”

12” Cover

6”

24” Cover

9” 6”

Type “H” Deck

Gage Weight Ip(In4) Sp(In3) Sn(In3)(psf)Glv

20/20 4.50 8.005 2.103 1.63820/18 5.00 8.921 2.134 2.123 18/20 5.40 9.822 2.744 2.012 18/18 6.20 10.895 2.770 2.44818/16 6.72 11.872 2.792 2.97216/18 6.90 12.689 3.854 2.69816/16 7.72 14.112 3.789 3.319


20 .0358 3.22 4.906 1.381 1.35918 .0474 4.32 6.874 1.994 2.05916 .0598 5.38 8.898 2.548 2.593




2. Loads shown in the blue shaded areas are governed by the live load deflection not in excess of 1/240 of the span. A dead load of 10 psf has been included.

3. Loads shown in the beige shaded areas are controlled by a maximum stress of 20 ksi. 4. Loads unshaded are controlled by web crippling with a minimum 3” bearing.

Type “H-Cell”Deck

Acoustical Type Shown


Acoustical Data

Type Gage Single Span Uniform Total Load in Pounds Per Square Foot (Dead and Live)15’-0”16’-0” 17’-0” 18’-0” 19’-0” 20’-0” 21’-0” 22’-0” 23’-0” 24’-0” 25’-0” 26’-0” 27’-0” 28’-0” 29’-0” 30’-0”

H 20 44 41 39 37 35 33 31 30 29 27 26 25 24 23 21 20H 18 94 88 82 78 73 66 58 52 47 42 38 35 32 30 28 26H 16 150 132 117 104 94 83 73 64 58 52 47 43 39 36 33 31HC 20/20 44 41 39 37 35 33 31 30 29 27 26 25 24 23 23 22HC 20/18 44 41 39 37 35 33 31 30 29 27 26 25 24 23 23 22HC 18/20 94 88 82 78 74 70 67 64 61 56 51 46 42 39 36 33HC 18/18 94 88 82 78 74 70 67 64 61 58 55 50 46 42 39 36HC 18/16 94 88 82 78 74 70 67 64 61 58 56 54 49 45 41 38HC 16/18 166 156 147 138 131 114 99 88 78 70 63 57 52 47 44 40HC 16/16 166 156 147 138 131 125 110 97 86 77 69 62 57 52 47 44



associate member

Helpful Hint: Type 1-1/2” composite cellular deck is utilizedin exposed ceiling areas where a flat bottomdeck is desired for aesthetic purposes under aslab and a composite slab is desired.

Gage Weight (psf) Ip(In4) Sp(In3) Sn(In3)Top/Bot Galv20/20 3.53 0.380 0.305 0.37520/18 4.02 0.405 0.314 0.41518/20 4.48 0.512 0.456 0.46018/18 5.11 0.550 0.463 0.51518/16 5.58 0.596 0.475 0.56316/18 5.58 0.703 0.644 0.635


For superimposed live load tables, see the1-1/2” Composite Floor Deck page.


24” Cover

Total Slab Thickness

1 1/2”

6”

23

COMPOSITECELLULAR

1-1/2” COMPOSITE CELLULAR

Slab Gage WeightNW Concrete

Depth PSF 145 PCF1 Span 2 Span 3 Span

20/20 59 5-11 8-0 8-220/18 60 6-0 8-2 8-3

5.5” 18/20 60 7-6 9-7 9-1118/18 61 7-6 10-1 10-418/16 61 7-7 10-5 10-616/18 61 9-1 11-2 11-720/20 65 5-8 7-9 7-10 20/18 66 5-9 7-10 7-11

6.0” 18/20 66 7-2 9-3 9-718/18 67 7-3 9-9 10-018/16 67 7-4 10-0 10-216/18 67 8-9 10-10 11-2

Slab Gage Weight NW ConcreteDepth PSF 145 PCF

1 Span 2 Span 3 Span20/20 41 6-10 9-2 9-320/18 42 6-10 9-3 9-4

4.0” 18/20 42 8-8 10-11 11-318/18 43 8-8 11-5 11-1018/16 43 8-9 11-11 12-116/18 43 10-6 12-8 13-120/20 47 6-6 8-9 8-10 20/18 48 6-6 8-10 8-11

4.5” 18/20 48 8-2 10-5 10-918/18 49 8-2 10-11 11-318/16 49 8-4 11-4 11-616/18 49 10-0 12-2 12-620/20 53 6-2 8-4 8-6 20/18 54 6-3 8-5 8-7

5.0” 18/20 54 7-10 10-0 10-418/18 55 7-10 10-6 10-918/16 55 7-11 10-10 11-016/18 55 9-6 11-8 12-0

Maximum Allowable Unshored Clear Spans

Type 1-1/2” Composite CellularAcoustical Type Shown


Acoustical Data



associate member


Helpful Hint: Type 2” composite cellular deck is utilized in exposedceiling areas where a flat bottom deck is desired foraesthetic purposes under a slab and the spans exceedthe capability of type 1-1/2”composite cellular deck.

Gage Weight (psf) Ip(In4) Sp(In3) Sn(In3)Top/Bot Galv20/20 3.55 0.660 0.410 0.42120/18 4.05 0.713 0.418 0.43518/20 4.05 0.825 0.575 0.54218/18 4.62 0.898 0.592 0.54618/16 5.18 0.945 0.601 0.57516/18 5.14 1.062 0.735 0.697


For superimposed live load tables, see the 2” CompositeFloor Deck page.


24” Cover


12”

24

COMPOSITECELLULAR

2” COMPOSITE CELLULAR

Slab Weight NW ConcreteDepth Gage PSF 145 PCF

1 Span 2 Span 3 Span20/20 64 6-10 8-11 9-320/18 64 6-11 9-1 9-5

6.0” 18/20 64 8-4 10-2 10-618/18 65 8-5 10-2 10-618/16 65 8-6 10-5 10-916/18 65 9-7 11-5 11-1020/20 70 6-7 8-8 8-1120/18 70 6-8 8-10 9-1

6.5” 18/20 70 8-0 9-10 10-218/18 71 8-1 9-10 10-218/16 71 8-2 10-1 10-516/18 71 9-2 11-1 11-5


1 Span 2 Span 3 Span20/20 46 7-10 10-1 10-520/18 46 7-11 10-3 10-7

4.5” 18/20 46 9-7 11-6 11-1018/18 47 9-8 11-5 11-1018/16 47 9-9 11-9 12-216/18 47 10-11 12-11 13-420/20 52 7-5 9-8 10-020/18 52 7-6 9-10 10-2

5.0” 18/20 52 9-1 11-0 11-418/18 53 9-2 11-0 11-518/16 53 9-3 11-3 11-716/18 53 10-5 12-4 12-1020/20 58 7-1 9-4 9-720/18 58 7-2 9-5 9-9

5.5” 18/20 58 8-8 10-7 10-1118/18 59 8-9 10-7 10-1118/16 59 8-10 10-10 11-216/18 59 9-11 11-11 12-4


Type 2” Composite CellularAcoustical Type Shown

Acoustical Data



associate member

Helpful Hint: Type 3” composite cellular deck is utilized in exposedceiling areas where a flat bottom deck is desired foraesthetic purposes under a slab and the spans exceedthe capability of type 2” composite cellular deck.Gage Weight (psf) Ip(In4) Sp(In3) Sn(In3)

Top/Bot Galv20/20 3.65 1.526 0.663 0.66220/18 4.15 1.633 0.671 0.68818/20 4.15 1.893 0.926 0.86518/18 4.72 2.030 0.940 0.89418/16 5.28 2.146 0.955 0.92116/18 5.24 2.422 1.167 1.106


For superimposed live load tables, see the 3” CompositeFloor Deck page.


25

COMPOSITECELLULAR

3” COMPOSITE CELLULAR

Slab Gage WeightNW Concrete

Depth PSF 145 PCF1 Span 2 Span 3 Span

20/20 76 8-5 10-6 10-1020/18 76 8-6 10-8 11-1

7.0” 18/20 76 10-2 12-0 12-518/18 77 10-2 12-2 12-718/16 77 10-3 12-4 12-916/18 77 11-6 13-6 14-020/20 82 8-2 10-2 10-620/18 82 8-2 10-5 10-9

7.5” 18/20 82 9-10 11-8 12-018/18 83 9-10 11-9 12-218/16 83 9-11 12-0 12-416/18 83 11-1 13-1 13-7


1 Span 2 Span 3 Span20/20 58 9-5 11-8 12-020/18 58 9-6 11-11 12-3

5.5” 18/20 58 11-5 13-4 13-918/18 59 11-5 13-4 13-1118/16 59 11-7 13-8 14-116/18 59 12-11 15-0 15-620/20 64 9-0 11-3 11-720/18 64 9-1 11-5 11-10

6.0” 18/20 64 10-11 12-10 13-318/18 65 10-11 13-0 13-518/16 65 11-1 13-2 13-716/18 65 12-4 14-5 14-1120/20 70 8-9 10-10 11-320/18 70 8-9 11-1 11-5

6.5” 18/20 70 10-6 12-5 12-1018/18 71 10-7 12-7 13-018/16 71 10-8 12-9 13-216/18 71 11-11 13-11 14-5


24” Cover


12”

Type 3” Composite CellularAcoustical Type Shown


Acoustical Data

26

SDI SPECIFICATIONS FOR STEEL ROOF DECK

1. ScopeThe requirements of this section shall governonly ribbed steel roof deck construction ofvarying configurations used for the support ofroofing materials, design live loads and SDIconstruction loads shown on page 3.

Commentary: Suspended ceilings, light fix-tures, ducts, or other utilities shall not be sup-ported by the steel deck.

2. Materials2.1 Steel Roof Deck: The steel roof deck unitsand accessories shall be fabricated from steelconforming to Section A3 of the latest edition,(1996) of the American Iron and Steel Insti-tute, Specifications for the Design of ColdFormed Steel Structural Members. The steelused shall have a minimum yield strength of33 ksi (230 MPa).

2.2 Tolerances:Panel Length: Plus or minus 1/2 inch (13mm).

Thickness: Shall not be less than 95% of thedesign thickness.

Panel cover width: Minus 3/8 inch (10 mm),plus 3/4 inch (20 mm).

Panel camber and/or sweep: 1/4 inch in 10foot length (6 mm in 3 meters).

Panel end out of square: 1/8 inch per foot(3 mm in 300 mm) of panel width.

Commentary: The above tolerances reflect thefabrication processes for steel deck products.Variation in cover width tolerances may varydue to trucking, storage, and handling.

The steel roof deck shall be manufactured fromsteel conforming to ASTM Designation A611-97, Grades C, D or E or from A653/A 653M-97Structural Quality grade SS33 or higher. If thepublished product literature does not show theuncoated steel thickness in decimal inches (ormillimeters) but lists gage or type numbers,then the thickness of steel before coating withpaint or metal shall be in conformance withthe following table:

3. Design3.1a Allowable Stress Design (ASD): Themaximum working stress shall not exceed 20ksi (140 MPa). The unit design stress shall inno case exceed the minimum yield strength ofthe steel divided by 1.65 for specific designuniform loads. The unit design stress shall beincreased 33% for temporary concentratedloads provided the deck thus required is noless than that required for the specific designuniform loads.

3.1b Load Resistance Factor Design (LRFD):The load and resistance factors and the loadcombinations shall be as required by the AISIspecification.

Commentary: Either ASD or LRFD design is ac-ceptable to the Steel Deck Institute. If LRFDuniform load tables are desired, the SDI RoofDeck Construction (1999) is a source.

3.2 Section Properties: Structural propertiesof roof deck sections shall be computed in ac-cordance with the American Iron and Steel In-stitute (AISI) Specification for the Design ofCold-Formed Steel Structural Members, 1996edition.

Commentary: Arbitrarily assumed effectivecompression flange widths shall not be al-lowed. Testing shall not be used in lieu of theabove in determination of vertical load carry-ing capacity of steel deck.

3.3 Load Tables: Uniform loads determined forpublished tables shall be based on equal adja-cent two and three span conditions and onsingle spans. Appropriate combinations ofshear and bending shall be made to determinethe published loads. Widths of 2” (50 mm) forend bearing and 4” (100 mm) for interior shallbe used to check web crippling. Deflection co-efficients shall be 0.013 for single spans, .0054for double spans and .0069 for triple spans.

Commentary: For deck layouts that providemore than three equal spans, the user canapply the loads published for three spans.Published uniform load tables do not apply foradjacent spans that differ in length by morethan 10%.

3.4 Maximum Deflections:Deflection of the deck shall not exceed L/240or 1 inch (25 mm) whichever is less, under theuniformly distributed design live load. Allspans are to be considered center-to-center ofsupports.

Commentary: The adequacy of deck edge sup-port details should be reviewed. At the build-ing perimeter, or any other deck terminationor direction change, occasional concentratedloading of the roof deck could result in tempo-rary differences in deflection between the roof

deck and the adjacent stationary buildingcomponent. Supplemental support such as aperimeter angle may be warranted.

Construction and Maintenance loads: SPANSare governed by a maximum stress of 26 ksi(180 MPa) and a maximum deflection of L/240with a 200-pound (0.89 kN) concentrated loadat midspan on a 1’-0” (300 mm) wide sectionof deck. If the designer contemplates loads ofgreater magnitude, spans shall be decreased orthe thickness of the steel increased asrequired.

All loads shall be distributed by appropriatemeans to prevent damage to the completedassembly during construction.

Cantilever loads:Construction phase load of 10 psf (0.48 kPa)on adjacent span and cantilever, plus 200pound load (0.89 kN) at end of cantilever witha stress limit of 26 ksi (180 MPa)(ASD).

Service load of 45 psf (2.15 kPa) on adjacentspan and cantilever, plus 100 pound load (0.44kN) at end of cantilever with a stress limit of20 ksi (140 MPa)(ASD).

Deflection limited to L/240 of adjacent spanfor interior span and deflection at end ofcantilever to L/120 of overhang.

Notes: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 be con-sulted for the appropriate cantilever span.2. Sidelaps must be attached at end of can-tilever and at a maximum of 12 inches (300mm) on center from end.3. No permanent suspended loads are to besupported by the steel deck.4. The deck must be completely attached tosupports and at the sidelaps before any load isapplied to the cantilever.

Design MinimumThickness ThicknessIn. mm In. mm

22 .0295 0.75 .028 0.7020 .0358 0.90 .034 0.8518 .0474 1.20 .045 1.1516 .0598 1.50 .057 1.45

TypeNo.

STEEL DECK CANTIILEVEREXAMPLE: WR22

PARTIAL ROOF PLANWR22

SECTION A

BEAM

BEAM

BE

AM

JOIS

T

JOIS

T

JOIS

T

DECK

AWR22

1’-11” MAX

CANTILEVER

SPAN

Bushwick Metals, Inc. 888-287-4942

27


4. Installation & Site Storage4.1 Site Storage: Steel deck shall be stored offthe ground with one end elevated to providedrainage, and shall be protected from the ele-ments with a waterproof covering, ventilatedto avoid condensation.

4.2 Deck Placement: Place each deck unit onsupporting structural frame. Adjust to finalposition with accurately aligned side laps andends bearing on supporting members. On joistframing, be sure the appropriate end lapoccurs over a top chord angle for properanchorage.

Commentary: Staggering roof deck end laps isnot a recommended practice. The deck capacityis not increased by staggering the end laps, yetlayout and erection costs are increased.

4.3 Lapped or Butted Ends: Deck ends maybe either butted or lapped over supports.Standard tolerance for ordered length is plus orminus 1/2 inch (13 mm).

4.4 Anchorage: Roof deck units shall be an-chored to supporting members includingperimeter support steel and/or bearing walls

by either welding or mechanical fasteners, toprovide lateral stability to the top flange ofthe supporting structural members and to re-sist the following minimum gross uplifts; 45pounds per square foot (2.15 kPa) for eaveoverhang; 30 pounds per square foot (1.44kPa) for all other roof areas. The dead load ofthe roof deck construction shall be deductedfrom the above forces. The location and num-ber of fasteners required for satisfactory at-tachment of deck to supporting structuralmembers are as follows: All side laps plus asufficient number of interior ribs to limit thespacing between adjacent points of attachment

to 18 inches (500 mm). Do not walk or standon deck until these minimum attachments areaccomplished at the structural supports. Deckunits with spans greater than 5 feet (1.5 m)shall have side laps and perimeter edges (atperimeter support steel) fastened at midspanor 36 inches (1 m) intervals, whichever issmaller. Sidelap attachment shall progress fromsupport to midspan.

A perimeter deck system support parallel todeck flutes or ribs is necessary to provide for aminimum fastener spacing as specified. The de-sign and detailing of this perimeter deck sup-port system is the responsibility of the projectdesigner.

Commentary: The deck should be anchored assoon as possible to act as a working platform,to prevent blow off and slipoff from supportsand to provide stability to deck system andframe. The designer should check the appropri-ate codes for the required uplift loading andshow the required anchorage connections onthe plans. If no information is shown on theplans, the uplift loads shown in paragraph 4.4will be assumed. Sidelap fasteners can bewelds, screws, crimps (button punching), orother methods approved by the designer. Weld-ing sidelaps on thicknesses 0.028 inches (.7mm) or less may cause large burn holes and isnot recommended. The objective of side lapfastening is to prevent differential sheet de-flection. The five foot (1.5 m) limit on side lapspacing is based on experience.

The deck erector should not leave broken bun-dles or unattached deck at the end of the dayas the wind may displace the sheets and causeinjury to person or property. In the past, 1 1/2inches (38 mm) of end bearing was the mini-mum; this is still a good “rule of thumb” thatwill, in general prevent slip off. If less than 11/2” inches (38 mm) of end bearing is avail-able, or if high support reactions are expected,the design engineer should ask the deck manu-facturer to check the deck web stress. In anycase, the deck must be adequately attached tothe structure to prevent slip off.

The SDI Diaphragm Design Manual, Second Edi-tion, should be used to determine fastening re-quirements if the deck is to be designed toresist horizontal loads. The most stringent re-quirements, of either section 4.4 or, if applica-ble, the SDI Diaphragm Design Manual, shouldbe used.

4.4a Welding: All field welding of deck shallbe in strict accordance with ANSI/AWS D1.3Structural Welding Code - Sheet Steel. Eachwelder must demonstrate an ability to producesatisfactory welds using a procedure such asshown in the Steel Deck Institute Manual ofConstruction with Steel Deck or as described inANSI/AWS D1.3. A minimum visible 5/8 inch

Building Deck Edge or InteriorTermination Condition

Recommended Maximum Spans for Construction andMaintenance Loads Standard 1 1/2 Inch and 3 Inch Roof Deck

Max. Recommended SpansSpan Span Roof Deck Cantilever

Type Condition Ft.-In. Meters Ft.-In. Meters

Narrow NR22 1 3’-10” 1.15 m1’-0” .30 mRib Deck NR22 2 or more 4’-9” 1.45 m

NR20 1 4’-10” 1.45 m1’-2” .35 m

NR20 2 or more 5’-11” 1.80 mNR18 1 5’-11” 1.80 m

1’-7” .45 mNR18 2 or more 6’-11” 2.10 m

Intermediate IR22 1 4’-6” 1.35 m1’-2” .35 mRib Deck IR22 2 or more 5’-6” 1.65 m

IR20 1 5’-3” 1.60 m1’-5” .40 m

IR20 2 or more 6’-3” 1.90 mIR18 1 6’-2” 1.85 m

1’-10” .55 mIR18 2 or more 7’-4” 2.30 m

Wide Rib WR22 1 5’-6” 1.65 m1’-11” .55 mDeck WR22 2 or more 6’-6” 1.75 m

WR20 1 6’-3” 1.90 m2’4” .70 m

WR20 2 or more 7’-5” 2.25 mWR18 1 7’-6” 2.30 m

2’10” .85 mWR18 2 or more 8’-10” 2.70 m

Deep Rib 3DR22 1 11’-0” 3.35 m3’-5” 1.05 mDeck 3DR22 2 or more 13’-0” 3.95 m

3DR20 1 12’-6” 3.80 m3’-11” 1.21 m

3DR20 2 or more 14’-8” 4.45 m3DR18 1 15’-0” 4.55 m

4’-9” 1.45 m3DR18 2 or more 17’-8” 5.40


(15 mm) diameter puddle weld or an elongatedweld with an equal perimeter is required. Filletwelds, when used, shall be at least 1 inch (25mm) long. Weld metal shall penetrate all layersof deck material at end laps and shall havegood fusion to the supporting members. Weld-ing washers shall be used on all deck unitswith a metal thickness less than 0.028 inches(0.7 mm). Welding washers shall be a minimumthickness of 0.056 inches (1.5 mm), 16 gage,and have a nominal 3/8 inch (10 mm) diame-ter hole. Care shall be exercised in the selec-tion of electrodes and amperage to provide apositive weld and prevent high amperage blowholes.

Commentary: The obligation is placed on thecontractor to prepare welding procedure speci-fications and to qualify them before produc-tion use. These procedure specifications mustinclude classification of the filler metal, it’ssize, and for each type of weld, it’s meltingrate or any other suitable means of currentcontrol indicative of melting rate, as applica-ble.

The welder qualification test requires eachwelder to prove the ability to produce satisfac-tory welds using these qualified procedures.The fact that the welder may have been suc-cessfully qualified on plate or pipe under theprovisions of ANSI/AWS D1.1 Structural Weld-ing Code -Steel, for structural welding, or onplate or pipe under the provisions of othercodes governing the welding of specific prod-ucts, does not qualify the welder for weldingsheet steel.

The selections of welding rod and amperage areleft to the individual welder. Welds are madefrom the top side of the deck, with the welderimmediately following the placement crew. Ingeneral, stronger welds are obtained on 0.028inches (.70 mm) or thicker deck without weldwashers. Welds on deck less than 0.028 (.70mm) are stronger with washers.

4.4b Mechanical Fasteners: Mechanicalfasteners (powder-actuated, screws, pneumati-cally driven fasteners, etc.) are recognized asviable anchoring methods, provided the typeand spacing of the fasteners satisfy the designcriteria. Documentation in the form of testdata, design calculations or design chartsshould be submitted by the fastener manufac-turer as the basis for obtaining approval. Thedeck manufacturer may recommend additionalfasteners to stabilize the given profile againstsideslip of any unfastened ribs.

Commentary: The allowable load value per fas-tener used to determine the maximum fastenerspacing is based on a minimum structural sup-port thickness of not less than 1/8 inch (3mm) when power-actuated or pneumatically

driven fasteners with 5/16 inch (8 mm) diame-ter minimum bearing surface (fastener head)are used. When the structural support thick-ness is less than 1/8 inch (3 mm), powder ac-tuated or pneumatically driven fasteners shallnot be used, but screws are acceptable.

5. Protective Coatings5.1 Finishes: All steel to be used for roof deckshall be galvanized, aluminized or primepainted. The roofdeck shall be free of greaseand dirt prior to the coating.

Commentary: The primer coat is intended toprotect the steel for only a short period of ex-posure in ordinary atmospheric conditions andshall be considered an impermanent and provi-sional coating. Field painting of prime painteddeck is recommended especially where deck isexposed. In corrosive or high moisture atmos-pheres, a galvanized finish is desirable in a G-60 (Z180) or G-90 (Z275) coating. In highlycorrosive or chemical atmospheres or where re-active materials could be in contact with thesteel deck, special care in specifying the finishshould be used. In this case, individual manu-facturers should be contacted. See importantinformation Section 4.1. Insulation, page 7 ofSDI Design Manual #29.

In most cases, deck welds are removed from acorrosive environment when the roof is in-stalled and no weld touch up paint or cold gal-vanizing is necessary. In those instances wherethe welds are left exposed to a corrosive at-mosphere, the weld should be wire brushedand coated with an approved substance.

5.2 Fireproofing: The metal deck manufac-turer shall not be responsible for the cleaningof the underside of metal deck to ensure bondof fireproofing. Adherence of fireproofing ma-terials is dependent on many variables; thedeck manufacturer (supplier) is not responsiblefor the adhesion or adhesive ability of the fire-proofing.

6. ErectionDeck sheets will be placed in accordance withapproved erection layout drawings supplied bythe deck manufacturer and in conformancewith the deck manufacturer’s standards. Endjoints of sheets shall occur over supports. (SeeSection 4.4)

Commentary: Openings greater than 25 squarefeet (2.3 m2) are generally located and shownon the detailed erection drawings, and deckwill be provided to the job in lengths to ac-commodate the opening. Openings less than 25square feet (2.3 m2) can be located and shownon the erection drawings and be decked over;the deck erector is to cut these openings aswell as provide any skew cutting shown.

It is extremely important that deck cantilevers

and decked over areas are not overloaded.Openings in the deck and building edges mustbe protected by using OSHA approved methods.

Openings not shown on the erection drawings,such as those required for stacks, conduits,plumbing, vents, etc. are to be cut, and rein-forced if necessary, by the trades requiring theopenings. Refer to the SDI Manual of Construc-tion With Steel Deck for a reinforcing sched-ule.

7. InsulationInsulation board shall be of sufficient strengthand thickness to permit unsupported spansand edges over the deck’s rib openings. Cemen-titious insulating fills shall be poured onlyover galvanized deck and shall be adequatelyvented. In all cases, the recommendations ofthe insulation manufacturer shall be followed.

28


CAUTIONSteel roof 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 beconsidered besides that given by theSteel Deck Institute. Make sure that

this investigation starts with areview of the applicable Codes and

that any special conditions areincluded in the design.


SDI SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK

1. ScopeThis specification pertains to composite steelfloor deck. Composite steel floor deck is coldformed steel deck which acts as a permanentform and as the positive bending reinforce-ment for the structural concrete. When suit-ably fastened, the steel deck also acts as aworking platform for the various trades. Afterthe concrete hardens, the steel deck and theconcrete are interlocked by the shape of thedeck, mechanical means, surface bond, or by acombination of these means.

2. Materials2.1 Composite Steel Deck: Composite steelfloor deck shall be fabricated from steel con-forming to Section A3 of the 1996 edition ofthe American Iron and Steel Institute, Specifi-cations for the Design of Cold Formed SteelStructural Members, (AISI Specifications). Thesteel used shall have a minimum yield point of33 ksi (230 MPa).

2.1a: Tolerances:

Panel Length: Plus or minus 1/2 inch (12mm).

Thickness: Shall not be less than 95% of thedesign thickness.

Panel cover width: Minus 3/8 inch (10 mm),plus 3/4 inch (20 mm).

Panel camber and/or sweep: 1/4 inch in 10foot length (6 mm in 3 meters).

Panel end out of square: 1/8 inch per foot ofpanel width (10 mm per m).

Commentary: Most composite steel floor deckis manufactured from steel conforming toASTM Designation A611, Grades C and D orfrom A653-98a, Structural Steel.

If the published product literature does notshow the uncoated steel thickness in decimalinches (or millimeters), but lists gage or typenumbers, then the thickness of steel beforecoating with paint or metal shall be in confor-mance with the following table:

The tolerances reflect fabrication processes forsteel deck products. Variation in cover widthtolerances may be from trucking, storage orhandling.

2.1b Finish: The finish on the steel compositedeck shall be as specified by the designer andbe suitable for the environment of the struc-ture.

Commentary: Since the composite deck is thepositive bending reinforcement for the slab, itmust be designed to last the life of the struc-ture; a minimum recommended finish is a gal-vanized coating as defined in ASTM A653-98a,G30 (Z090).

3. Design (Deck as Form)3.1: The section properties for the steel floordeck (as a form in bending) shall be computedin accordance with the AISI Specifications.

3.2a: Allowable Stress Design (ASD): The in-teraction of shear and bending shall be consid-ered in the calculations. Bending stress in thedeck shall not exceed 0.6 times the yieldstrength with a maximum of 36 ksi (250 MPa)under the combined loads of wet concrete,deck, and the following construction live loads:20 pounds per square foot uniform load (1 kPa)or 150 pound concentrated load on a 1’-0” widesection of deck (2.2 kN per m). See Figure 1.

3.2b: Load and Resistance Factor Design(LRFD): The load factors for the constructionshown in figure 1 and the resistance factors forbending, shear, and interior bearing shall be asrequired in the 1996 AISI Specification.

Commentary: The loading shown in figure 1 isrepresentative of the sequential loading of wetconcrete on the form. The 150 pound load (perfoot of width) is the result of distributing a300 pound man over a 2 foot width. Experi-ence has shown this to be a conservative dis-tribution and, if welded wire reinforcing ispresent the distribution is greater than 2 feet.The metric equivalent of the 150 pound load is2.2 kN per meter of width. For single spandeck conditions, the ability to control the con-crete placement may be restricted and a factorof 1.5 is applied to the concrete load to ad-dress this condition; however, in order to keepthis 50% load increase within a reasonablelimit, the increase is not to exceed 30 psf (1.44 kPa)

3.3 Calculated theoretical deflection of thedeck, as a form, shall be based on the load ofthe concrete (as determined by the design slabthickness) and the load from the steel deck,uniformly loaded on all spans, and shall belimited to L/180 or 3/4” (20 mm), whicheveris smaller. Deflections shall be relative to sup-porting members. See Figure 2.

Commentary: The deflection calculations donot take into account construction loads since

these are considered as temporary loads. Thedeck is designed to always be in the elasticrange so removal of temporary loads shouldallow the deck to recover. The structural steelalso deflects under the loading of the wet con-crete. The designer is urged to check the de-flection of the total system especially ifcomposite beams and girders are being used. Ifthe designer wants to include additional con-crete loading on the deck because of frame de-flection, the additional load should be shownon the design drawings or stated in the deckpart of the job specifications. The deck sup-plier is not responsible for frame deflection,nor for any cambering.

3.4 Minimum bearing lengths shall be deter-mined in accordance with the 1996 AISI Speci-fication; a uniform loading case of wetconcrete, plus deck, plus 20 psf (1 kPa) con-struction load shall be used. See Figure 3.

Commentary: In the past, 1 1/2 inches (40mm) of end bearing was the minimum; this isstill a good “rule of thumb” that will, in gen-eral, prevent slip off. If less than 1 1/2 inches(40 mm) of end bearing is available, or if highsupport reactions are expected, then the de-signer should ask the deck manufacturer tocheck the deck web crippling strength. In anycase, the deck must be adequately attached tothe structure to prevent slip off.

4. Installation & Site Storage4.1 Site Storage: Steel Deck shall be stored offthe ground with one end elevated to providedrainage and shall be protected from the ele-ments with a water-proof covering, ventilatedto avoid condensation.

4.2 Deck Placement: Place each deck unit onsupporting structural frame. Adjust to final po-sition with accurately aligned side laps andends bearing on supporting members.

Commentary: Staggering floor deck end jointsis not a recommended practice. The deck ca-pacity as a form and the load capacity of thecomposite deck/slab system are not increasedby staggering the ends, yet layout and erectioncosts are increased.

4.3 Butted Ends: Deck sheets shall be buttedover supports. Standard tolerance for orderedlength is plus or minus 1/2 inch (12 mm).

Commentary: Lapping composite deck ends canbe difficult because shear lugs (web emboss-ment) or profile shape can prevent a tightmetal to metal fit. The space between sheetscan make welded attachments more difficult.Gaps are acceptable at butted ends. If taping ofbutted ends is requested, it is not the respon-sibility of the deck manufacturer.

4.4 Anchorage: Floor Deck units shall be an-chored to supporting members including

Design MinimumThickness ThicknessIn. mm In. mm

22 .0295 0.75 .028 0.7121 .0329 0.84 .031 0.7920 .0358 0.91 .034 0.8619 .0418 1.06 .040 1.0118 .0474 1.20 .045 1.1417 .0538 1.37 .045 1.3016 .0598 1.52 .051 1.44

TypeNo.

29Bushwick Metals, Inc. 888-287-4942


perimeter support steel and/or bearing wallsby either welding or by mechanical fastening.This shall be done immediately after align-ment. The minimum recommended attachmentsis defined in Section 4.4a. Do not walk orstand on deck until these minimum attach-ments are accomplished at the structural sup-ports. Deck units with spans greater than fivefeet (1.5 m) shall have side laps and perimeteredges (at perimeter support steel) fastened atmidspan or 36 inch (1 m) intervals, whicheverdistance is smaller. Sidelap attachment shallprogress from the support to midspan.

Commentary: This anchorage may be requiredto provide lateral stability to the top flange ofthe supporting structural members. The mini-mum attachment is to prevent slip off fromsupports and provide stability of the deck sys-tem. The deck should be anchored to act as aworking platform and to prevent blow off. Sidelap fasteners can be welds, screws, crimps (but-ton punching), or other methods approved bythe designer. Welding side laps on thicknesses0.028 inches (0.7 mm) or less may cause largeburn holes, and is not recommended. The ob-jective of side lap fastening is to prevent dif-ferential sheet deflection during concreteplacing and therefore prevent side joints fromopening. The five foot (1.5 m) limit on side lapspacing is based on experience. The deck con-tractor should not leave unattached deck atthe end of the day, as wind may displace thesheets and cause injury to persons or property.The SDI Diaphragm Design Manual, Second Edi-tion, should be used to determine fastening re-quirements if the deck will be designed toresist horizontal loads. The most stringent re-quirements, of either section 4.4 or, if applica-ble, the SDI Diaphragm Design Manual, shouldbe used.

4.4a Welding: All welding of deck shall be instrict accordance with ANSI/AWS D1.3 Struc-tural Welding Code - Sheet Steel. Each weldermust demonstrate an ability to produce satis-factory welds using a procedure such as shownin the SDI Manual of Construction with SteelDeck or as described in ANSI/AWS D1.3. A min-imum visible 5/8 inch (15 mm) diameter pud-dle weld or equivalent is required at all edgeribs, plus a sufficient number of interior ribs toprovide a maximum average spacing of 12inches (300 mm). The maximum spacing be-tween adjacent points of attachment shall notexceed 18 inches (460 mm). Fillet welds, whenused, shall be at least 1 inch (25 mm) long.

Weld metal shall penetrate all layers of deckmaterial at end laps and shall have good fusionto the supporting members. Welding washersshall be used on all deck units with a metalthickness less than 0.028 inches (0.7 mm).Welding washers shall be a minimum thickness

of 0.056 inches (1.5 mm, 16 gage) and have anominal 3/8 inch (10 mm) diameter hole.

Commentary: The welder may be qualified onplate or pipe under ANSI/AWS D1.1, StructuralWelding Code - Steel, or under the provisionsof other codes governing the welding of spe-cific products, but may not be qualified forwelding sheet steel. The layout, design, num-bering or sizing of shear connectors is not theresponsibility of the deck manufacturer. Ifstuds are being applied through the deck ontostructural steel, the stud welds can be used toreplace the puddle welds. In general, strongerwelds are obtained on 0.028 inches (0.7 mm)or thicker deck without weld washers. Welds ondeck less than 0.028 inches (0.7 mm) arestronger with weld washers.

4.4b Mechanical Fasteners: Mechanical fas-teners (powder-actuated, screws, pneumaticallydriven fasteners, etc.) are recognized as viableanchoring methods, provided the type andspacing of the fasteners satisfies the designcriteria. Documentation in the form of testdata, design calculations, or design chartsshould be submitted by the fastener manufac-turer as the basis for obtaining approval. Thedeck manufacturer may recommend additionalfasteners to stabilize the given profile againstsideslip of unfastened ribs.

Commentary: When the fasteners are powderactuated or pneumatically driven, the allow-able load value per fastener spacing is based ona minimum structural support thickness of notless than 1/8 inch (3 mm) and on the fastenerproviding a 5/16 inch (8 mm) diameter bearingsurface (fastener head size). When the struc-tural support thickness is less than 1/8 inch (3mm), powder actuated or pneumatically drivenfasteners shall not be used, but screws are ac-ceptable.

5. Design Deck and Concrete as aComposite Unit 5.1 General: The composite slab shall be de-signed as a reinforced concrete slab with thesteel deck acting as the positive reinforcement.Slabs shall be designed as simple or continuousspans under uniform loads.

Commentary: High concentrated loads, di-aphragm loads, etc. require additional analysis.Horizontal load capacities can be checked byreferring to the SDI Diaphragm Design Manual,Second Edition. Concentrated loads may be an-alyzed by the methods shown in the SDI Com-posite Deck Design Handbook, 1997. Mostpublished live load tables are based on simplespan analysis of the composite system; that is,the slab is assumed to crack over each support.If the designer wants a continuous slab, thennegative reinforcing should be designed usingconventional reinforced concrete design tech-

niques. The welded wire mesh, chosen for tem-perature reinforcing (Section 5.5), does notusually supply enough area for continuity. Thedeck is not considered to be compression rein-forcing.

Care should be used during the placement ofloads on rolled-in hangar tabs for the supportof ceilings so that approximate uniform load-ing is maintained. The individual manufacturershould be consulted for allowable loading onsingle rolled-in hangar tabs. Improper use ofrolled-in hangar tabs could result in the over-stressing of such tabs and/or the overloadingof the composite deck slab.

5.2 Testing: The deck manufacturer shall haveperformed, under the supervision of a profes-sional engineer, a sufficient number of tests onthe composite deck slab system to have veri-fied composite behavior; or, the deck manufac-turer shall have participated in the Steel DeckInstitute research program used to establishthe design criteria as shown in the SDI Com-posite Deck Design Handbook, 1992 or 1997;or, the deck manufacturer shall have submitteddeck drawings and samples to the Steel DeckInstitute for certification as composite deck.

5.2a Load Determination: Using standard re-inforced concrete design procedures the allow-able superimposed load shall be found usingappropriate load resistance design factors andapplicable reduction factors based on the pres-ence, absence, or spacing of shear studs onbeams perpendicular to the deck as shown inthe SDI Composite Deck Design Handbook,1997.

Commentary: By using the reference analysistechniques or test results, the deck manufac-turer determines the live loads that can be ap-plied to the composite deck slab combination.The results are usually published as uniformload tables. The manufacturer may insteadpublish loads based on the results of the“shear bond” testing program and these loadswould also be appropriate. For most applica-tions, the deck thickness and profile is se-lected so that shoring is not required; the liveload capacity of the composite system is usu-ally more than adequate for the superimposed(live) loads. In calculating the section proper-ties of the deck (under section 3.1 of thesespecifications), the AISI provisions may requirethat compression zones in the deck be reducedto an “effective width”, but as tensile rein-forcement, the total area of the cross sectionmay be used. Coatings other than those testedmay be investigated, and if there is evidencethat their performance will be better than thatof the tested product, additional testing maynot be required. For example, it is well ac-cepted that deck with light tight rust provides

30 Bushwick Metals, Inc. 888-287-4942


better shear bond than galvanized, thereforetested galvanized load capacities may beused for rusted decking.

5.3 Concrete: Concrete shall be in accor-dance with the applicable sections of chap-ters 3, 4 and 5 of the ACI 318 Building CodeRequirements for Reinforced Concrete. Mini-mum compressive strength (f’c) shall be 3 ksi(20 MPa) or as required for fire ratings ordurability. Admixtures containing chloridesalts shall not be used.

Commentary: Load tables are generally cal-culated by using a concrete strength of 3 ksi(20 MPa). Composite slab capacities are notgreatly affected by variations in concretestrength; but, if the strength falls below 3ksi (20 MPa), it would be advisable to checkshear stud strengths. Fire rating requirementsmay dictate the minimum concrete strength.The use of admixtures containing chloridesalts is not allowed because the slabs willcorrode the steel deck which has been de-signed as the slab reinforcement.

5.3a Minimum Cover: The minimum con-crete above the top of the floor deck shall be2 inches (50 mm). When additional (negativebending) reinforcement is placed in the slab,the minimum cover of concrete above the re-inforcing shall be 3/4 inch (20 mm).

5.4 Deflection: Deflection of the compositeslab shall not exceed L/360 under the super-imposed load.

Commentary: Live load deflections are sel-dom a design factor. The deflection of theslab/deck combination can best be predictedby using the average of the cracked and un-cracked moments of inertia as determined bythe transformed section method of analysis.

5.5 Temperature and ShrinkageReinforcement: Temperature and shrinkagereinforcement, consisting of welded wire fab-ric or reinforcing bars, shall have a minimumarea of 0.00075 times the area of concreteabove the deck (per foot or per meter ofwidth), but shall not be less than the areaprovided by 6 x 6-W1.4 x W1.4 welded wirefabric. For those products so manufactured,shear transfer wires welded to the top of thedeck may be considered to act as shrinkageor temperature reinforcement.

Commentary: If welded wire mesh is usedwith a steel area given by the above formula,it will generally not be sufficient to be thetotal negative reinforcement; however, themesh has shown that it does a good job ofcrack control especially if kept near the topof the slab (3/4 inch to 1 inch cover, 20 to25 mm).

6. Construction PracticeAll deck sheets shall have adequate bearingand fastening to all supports so as not to losesupport during construction. Deck areas sub-ject to heavy or repeated traffic, concen-trated loads, impact loads, wheel loads, etc.shall be adequately protected by planking orother approved means to avoid overloadingand/or damage. Damaged deck (sheets con-taining distortions or deformations caused byconstruction practices) shall be repaired, re-placed, or shored to the satisfaction of thedesigner before placing concrete. The cost ofrepairing, replacing, or shoring of damagedunits shall be the liability of the trade con-tractor responsible for the damage.

Commentary: For temporary constructionloads prior to concrete placement, it shouldbe safe to assume that the deck will supporta minimum uniform load of 50 psf (2.4 MPa)without further investigation.

6.1 Temporary Shoring: The need for tem-porary shoring shall be investigated and, ifrequired, it shall be designed and installed inaccordance with the applicable ACI code andshall be left in place until the slab attains75% of it’s specified compressive strength.

6.2: Prior to concrete placement, the steeldeck shall be free of soil, debris, standingwater, loose mill scale and all other foreignmatter.

6.3: Care must be exercised when placingconcrete so that the deck will not be sub-jected to any impact that exceeds the designcapacity of the deck. Concrete shall be placedfrom a low level to avoid impact, and in auniform manner over the supporting struc-ture and spread toward the center of thedeck span. If buggies are used to place theconcrete, runways shall be planked and thebuggies shall only operate on planking.Planks shall be of adequate stiffness to trans-fer loads to the steel deck without damagingthe deck. Deck damage caused by roll bars orcareless placement must be avoided.

7. Additional Information andComments7.1 Parking Garages: Composite floor deckhas been used successfully in many parkingstructures around the country; however, thefollowing precautions should be observed:

1. Slabs should be designed as continuousspans with negative bending reinforcing overthe supports;

2. Additional reinforcing should be includedto deter cracking caused by large temperaturedifferences and to provide load distribution;and,

3. In areas where salt water; either broughtinto the structure by cars in winter or carriedby the wind in coastal areas, may deterioratethe deck, protective measures must be taken.The top surface of the slab must be effec-tively sealed so that the salt water cannotmigrate through the slab to the steel deck. Aminimum G90 (Z275) galvanizing is recom-mended, and, the exposed bottom surface ofthe deck should be protected with a durablepaint.

The protective measures must be maintainedfor the life of the building. If the protectivemeasures cannot be assured, the steel deckcan be used as a stay in place form and theconcrete can be reinforced with mesh or barsas required.

7.2 Cantilevers: When cantilevers are en-countered, the deck acts only as a permanentform; top reinforcing steel must be propor-tioned by the designer.

7.3 Composite Beams and Girders: Mostcomposite floor deck sections are suitable foruse with composite beams. The AISC Specifi-cation specifically provides for the use ofdeck in this type of construction.

7.4 Fire Ratings: Many fire rated assembliesthat use composite floor decks are available.Consult a SDI member manufacturer for a listof ratings. In the Underwriters Fire Resist-ance Directory the composite deck construc-tions show hourly ratings for restrained andunrestrained assemblies. ASTM E119 providesinformation in Appendix X3 called “Guide forDetermining Conditions of Restraint for Floorand Roof Assemblies and for IndividualBeams.” After a careful review of this guidethe Steel Deck Institute determined that allinterior and exterior spans of multispan deckproperly attached to bearing walls are re-strained. In fact, there is almost no realisticcondition that a composite deck-slab couldnot be considered to be restrained - perhapsa single span deck system which is unat-tached to framing or a wall in order to pro-vide a removable slab.

7.5 Fireproofing: The metal deck manufac-turer shall not be responsible for ensuringthe bonding of fireproofing. The adherence offireproofing materials is dependent on manyvariables; the deck manufacturer (supplier) isnot responsible for the adhesion or adhesiveability of the fireproofing.

7.6 Dynamic Loads: Dynamic loading, e.g.,fork lifts, can, over a period of time, interferewith the mechanical bond between the con-crete and deck which achieves its compositeaction via web indents. Reinforcing steel run-ning perpendicular to the deck span andplaced on top of the deck ribs is often used

31Bushwick Metals, Inc. 888-287-4942


with this type of loading to distribute concen-trated loads.

7.7 Other Criteria: Composite steel floor deckmay be used in a variety of ways, some of

which do not lend themselves to standard“steel deck” analysis for span and loading.There are, in these cases, other criteria whichmust be considered besides that given by the

Steel Deck Institute. Make sure this investiga-tion starts with a review of the applicableCodes and that any special conditions areincluded in the design.

32

Notes for Figures 1, 2 and 3:P = 150 pound concentrated loadW1 = slab weight + deck weightW2 = 20 pounds per square foot construction load

l = span length (ft.)


Figure 1 Figure 2 Figure 3Loading Diagrams and

Bending MomentsLoading Diagrams

and DeflectionsLoading Diagrams and

Support Reactions


33

SLAB OVERHANG (INCHES)DEPTH 0 1 2 3 4 5 6 7 8 9 10 11 12(Inches) P O U R S TO P T Y P E S

4.00 20 20 20 20 18 18 16 14 12 12 12 10 104.25 20 20 20 18 18 16 16 14 12 12 12 10 104.50 20 20 20 18 18 16 16 14 12 12 12 10 104.75 20 20 18 18 16 16 14 14 12 12 12 10 105.00 20 20 18 18 16 16 14 14 12 12 10 105.25 20 18 18 16 16 14 14 12 12 12 10 105.50 20 18 18 16 16 14 14 12 12 12 10 105.75 20 18 16 16 14 14 12 12 12 12 10 106.00 18 18 16 16 14 14 12 12 12 10 10 106.25 18 18 16 14 14 12 12 12 12 10 106.50 18 16 16 14 14 12 12 12 12 10 106.75 18 16 14 14 14 12 12 12 10 10 107.00 16 16 14 14 12 12 12 12 10 10 107.25 16 16 14 14 12 12 12 10 10 107.50 16 14 14 12 12 12 12 10 10 107.75 16 14 14 12 12 12 10 10 10 108.00 14 14 12 12 12 12 10 10 108.25 14 14 12 12 12 10 10 10 108.50 14 12 12 12 12 10 10 108.75 14 12 12 12 12 10 10 109.00 14 12 12 12 10 10 109.25 12 12 12 12 10 10 109.50 12 12 12 10 10 109.75 12 12 12 10 10 1010.00 12 12 10 10 10 1010.25 12 12 10 10 1010.50 12 12 10 10 1010.75 12 10 10 1011.00 12 10 10 1011.25 12 10 1011.50 10 10 1011.75 10 1012.00 10 10

TYPES DESIGNTHICKNESS

20 .035818 .047416 .059814 .074712 .104610 .1345

NOTES: The above Selection Table is based on the following criteria:1. Normal weight concrete (150 pcf).2. Horizontal and vertical deflection is limited to 1/4” maximum for concrete adead 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 Table 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 gages.6. This selection is not meant to replace the judgement of experienced Structural Engineers and shall

be considered as a reference only.

Pour Stop Selection Table


SDI SPECIFICATIONS FOR NON-COMPOSITE STEEL FLOOR DECK

34

1. ScopeThis specification and commentary pertains tothe use of non-composite steel deck as a formfor reinforced concrete slabs.

Commentary: This specification is not intendedto cover highway bridges (see SDI publicationBridge Form, 1996), siding applications, or ex-posed roofs. In the past, most of the steel deck-ing used in the manner that this specificationcovers, was referred to as "centering", however,various roof deck units have successfully beenused as non-composite forms. The specificationis intended to also include these applications.

2. Materials2.1 Non-Composite Steel Form Deck: The steeldeck units shall be manufactured from steel con-forming to ASTM designation A611 Grades C, D,or E, or A653-98a Structural Steel with a mini-mum yield strength of 33 ksi (230 MPa). Theunit design stress shall not exceed the yieldstrength multiplied by 0.60, with a maximum of36 ksi (250 MPa).

Commentary: Most of the "centering" materialsare offered in A653-98a grade 80 steel (galva-nized) or ASTM A611 grade E (uncoated); thissteel has a minimum yield strength of 80 ksi(550 MPa) and is generally over 90 ksi (620MPa); the AISI specifications allow a designstress of 36 ksi (250 MPa) for this material.

2.2 Tolerances:Panel Length: Plus or minus 1/2 inch (12 mm).Thickness: Shall not be less than 95% of the de-sign thickness.Panel cover width: Minus 3/8 inch (10 mm),plus 3/4 inch (20 mm).Panel camber and/or sweep: 1/4 inch in 10foot length (6 mm in 3 meters).Panel end out of square: 1/8 inch per foot ofpanel width (10 mm per m).Commentary: The above tolerances reflect fabri-cation practices for steel deck products. Coverwidth tolerances may vary due to trucking, stor-age, or handling.

Finishes available are:Galvanized (Conforming to ASTM A924-94 andor ASTM A653-98a);Uncoated (Black);Painted with a shop coat of primer paint (one

or both sides)

The uncoated finish is, by custom, referred to as"black" by some users and manufacturers; theuse of the word "black" does not refer to paintcolor on the product.

Centering materials are usually available galva-nized or uncoated. When unshored galvanizedmaterial is used to support a reinforced concreteslab, the slab load is considered to be perma-nently carried by the deck. When uncoated orpainted deck is used to support a reinforcedconcrete slab, the form is considered imperma-nent and the concrete load should be deductedfrom the load capacity of the reinforced slab.

For any permanent load carrying function, aminimum galvanized coating conforming toASTM A653-98a, G30 (Z090) is recommended.

3. Design3.1 The section properties of the steel deck unitshall be computed in accordance with AmericanIron and Steel Institute, Specification for theDesign of Cold-Formed Steel Structural Members,1996 edition.

3.2 Deck used as a form for structural (rein-forced) concrete slab:

3.2a Allowable Stress Design (ASD): Stress shallnot exceed 0.60 times the yield strength, norexceed 36 ksi (250 MPa) under the combinedloads of wet concrete, deck, and the followingconstruction live loads: 20 pounds per squarefoot (1 kPa) uniform load or 150 pound concen-trated load on a 1'-0" wide section of deck (2.2kN per m). The interaction of shear and bendingshall be considered in the calculations. See Fig-ure 1., page 29.

3.2b Load Resistance Factor Design (LRFD): Theload factors to apply to the construction shownin Figure 1 shall be as required by the AISI Spec-ification. The resistance factors for bending,shear, and interior bending shall be as requiredin the AISI Specification.

Commentary: The loading shown in Figure 1 isrepresentative of the sequential loading of wetconcrete on the form. The 150 pound load (perfoot of width) is the result of distributing a 300pound man over a 2 foot width. Experience hasshown this to be a conservative distribution and,if welded wire reinforcing is present the distribu-tion is greater than 2 feet. The metric equivalentof the 150 pound load is 2.2 kN per meter ofwidth. For single span deck conditions, the abil-ity to control the concrete placement may be re-stricted and a factor of 1.5 is applied to theconcrete load to address this condition; however,in order to keep this 50% load increase within areasonable limit the increase is not to exceed 30psf (1.44 kPa).

3.2c Calculated form deflection shall be based

on the load of the wet concrete (as determinedby the design slab thickness) and the steel deck,uniformly loaded on all spans, and shall be lim-ited to L/180 or 3/4 inch (20 mm), whichever issmaller. Deflection shall be relative to support-ing members. See Figure 2., page 29.

Commentary: The deflection limits of L/180 and3/4 inches (20 mm) are intended to be minimumrequirements. Architectural or other considera-tions may influence the designer to use a morestringent limit. If the designer wants to includeadditional concrete loading on the deck becauseof frame deflection, the additional load shouldbe shown on the design drawings or stated inthe deck part of the job specifications. The decksupplier is not responsible for frame deflection,nor for any cambering.

3.2d The minimum bearing lengths shall be de-termined in accordance with the AISI Specifica-tion; the uniform loading case of wet concreteplus deck plus 20 pounds per square foot (1kPa)construction load shall be used. Minimum bear-ing shall be 1 1/2 inches (40 mm) unless other-wise shown.

Commentary: Form decks made of grade E steelmay have a radius to thickness ratio not coveredby the AISI Specification. Experience has shownthat 1 1/2 inches (40 mm) of bearing is suffi-cient for these decks. If less than 1 1/2 inches(40 mm) is available for any form deck, or ifhigh support reactions are expected, the de-signer should ask the deck manufacturer tocheck the deck web crippling capacity. In anycase, the deck must be adequately attached tothe structure to prevent slip off.

3.2e Design of the concrete slabs shall be donein accordance with the ACI 318 Building Code.The concrete cover over the top of the deck shallnot be less than 1 1/2 inches (40 mm). Ran-domly distributed fibers or fibrous add mixesshall not be substituted for welded wire fabrictensile reinforcement. Admixtures containingchloride salts shall not be used.

Commentary: In following the ACI 318 require-ments for temperature reinforcement, the de-signer may eliminate the concrete area that isdisplaced by the deck ribs. For slabs with totaldepth of 3 inches (75 mm) or less, the reinforc-ing mesh may be considered to be at the centerof the concrete

If uncoated or painted deck is used as the form,the load of the concrete slab must be deductedfrom the calculated capacity of the reinforcedconcrete slab. If galvanized form is used, theload of the slab is considered to be permanentlycarried by the deck and need not be deductedfrom the live load. If temporary shoring is used,the load of the slab must be deducted from thecalculated capacity of the reinforced slab regard-less of the deck finish. Except for some

Type Design MinimumNo. Thickness Thickness

In. mm In. mm28 .0149 0.38 .014 0.3526 .0179 0.45 .017 0.4324 .0238 0.60 .023 0.5722 .0295 0.75 .028 0.7120 .0358 0.91 .034 0.8618 .0474 1.20 .045 1.1416 .0598 1.52 .057 1.44



35

diaphragm values, the deck should not beassumed to act compositely with the concreteeven though strong chemical bonds can, anddo, develop.

4. Installation and Site Storage4.1 Site Storage: Steel Deck shall be stored offthe ground with one end elevated to providedrainage and shall be protected from the ele-ments with a waterproof covering, ventilated toavoid condensation.

4.2 Deck Placement: Place each deck unit onthe supporting structural frame. Adjust to finalposition with accurately aligned side laps andends bearing on supporting members and attachimmediately. On joist framing, be sure the ap-propriate end joint occurs over a top chord anglefor proper anchorage.

Commentary: Staggering deck ends is not a rec-ommended practice. The deck capacity as a formand the load capacity of the non-compositedeck/slab system are not increased by staggeringthe end joints, yet layout and erection costs areincreased.

4.3 Lapped or Butted Ends: Deck ends may beeither butted or lapped over supports.

Commentary: Gaps are acceptable at buttedends. If taping of butted ends is requested, it isnot the responsibility of the deck manufacturer.

4.4 Anchorage: Floor deck units shall be an-chored to supporting members including perime-ter support steel and/or bearing walls by eitherwelding or by mechanical fastening. This shallbe done immediately after alignment. The mini-mum recommended attachments is defined inSection 4.4a. Do not walk or stand on deck untilthese minimum attachments are accomplished atthe structural supports. Deck units with spansgreater than five feet (1.5 m) shall have sidelaps and perimeter edges (at perimeter supportsteel) fastened at midspan or 36 inch (1 m) in-tervals - whichever is smaller. Sidelap attach-ment shall progress from the support tomidspan.

Commentary: This anchorage may be requiredto provide lateral stability to the top flange ofthe supporting structural members. The mini-mum attachment is to prevent slip off from sup-ports and provide stability of the deck systems.

The deck should be anchored to act as a workingplatform and to prevent blow off. The frame fas-tening shown in figure 4 and the side lap fasten-ing of 4.4 ARE MINIMUM REQUIREMENTS. In nocase should fasteners to the supports be spacedgreater than 36 inches (1 m) on center. The SDIDiaphragm Design Manual, Second Edition,should be used to determine fastening require-ments when the deck is designed to resist hori-zontal loads. The most stringent fasteningrequirements, of this specification or, if applica-

ble, the SDI Diaphragm Design Manual, SecondEdition should be used. Side lap fasteners can bewelds, screws, crimps (button punching), orother methods approved by the designer. Weld-ing side laps on thickness less than 0.028 inches(0.7 mm) may cause large burn holes, and is notrecommended. The objective of side lap fasten-ing is to prevent differential sheet deflectionduring concrete loading, therefore preventingside joints from opening. The five foot (1.5 m)limit on side lap spacing is based on experience.

The deck contractor should not leave unattacheddeck at the end of the day as the wind may dis-place the sheets and cause injury to persons orproperty. If studs are being welded to the topflange of the beams, deck sheets should bebutted over the supports.

4.4a Welding: All welding of deck shall be instrict accordance with ANSI/AWS D1.3, Struc-tural Welding Code - Sheet Steel. Each weldermust demonstrate an ability to produce satisfac-tory welds using a procedure such as shown inthe SDI Manual of Construction with Steel Deck,or as described in ANSI/AWS D1.3. Weldingwashers shall be used on all deck units withmetal thickness less than 0.28 inches (0.7 mm).Welding washers shall be a minimum thicknessof 0.0598 inches (16 gage, 1.5 mm) and have anominal 3/8 inch (10 mm) diameter hole. Wherewelding washers are not used, a minimum visible5/8 inch (15 mm) diameter arc puddle weld shallbe used. Weld metal shall penetrate all layers ofdeck material at end laps and shall have goodfusion to the supporting members. When used,fillet welds shall be at least 1 inch (25 mm)long.

Commentary: The welder may be qualifiedunder ANSI/AWS D1.1, Structural Welding Code -Steel, or under the provisions of other codesgoverning the welding of specific products, butmay not be qualified for welding sheet steel. Ingeneral, stronger welds are obtained on 0.028inches (0.7 mm) or thicker deck without weldwashers. Welds on deck less than 0.028 inches(0.7 mm) are stronger with washers. The layout,design, numbering or sizing of shear connectorsis not the responsibility of the deck manufac-turer. If studs are being applied through thedeck onto structural steel, the stud welds can beused to replace the puddle welds.

4.4b Mechanical Fasteners: Mechanical fasten-ers (powder-actuated, screws, pneumaticallydriven fasteners, etc.) are recognized as viableanchoring methods, provided the type and spac-ing of the fasteners satisfy the design criteria.Documentation in the form of test data, designcalculations, or design charts should be submit-ted by the fastener manufacturer as the basis forobtaining approval.

The deck manufacturer may recommend addi-

tional fasteners to stabilize the given profileagainst sideslip of any unfastened ribs.

Commentary: When the fasteners are powderactuated or pneumatically driven, the allowableload value per fastener spacing is based on aminimum structural support thickness of notless than 1/8 inch (3 mm) and on the fastenerproviding a 5/16 inch (8 mm) diameter bearingsurface (fastener head size). When the structuralsupport thickness is less than 1/8 inch (3 mm),power actuated or pneumatically driven fasten-ers shall not be used, but screws are acceptable.

4.5 Construction Practice4.5a All deck sheets shall have adequate bearingand fastening to all supports so as not to losesupport during construction. Deck areas subjectto heavy or repeated traffic, concentrated loads,impact loads, wheel loads, etc. shall be ade-quately protected by planking or other approvedmeans to avoid overloading and/or damage.

Damaged deck (sheets containing distortions ordeformations caused by construction practices)shall be repaired, replaced, or shored to the sat-isfaction of the designer before placing concrete.The cost of repairing, replacing, or shoring ofdamaged units shall be the liability of the tradecontractor responsible for the damage.

Commentary: For temporary construction loadsprior to concrete placement, it should be safe toassume that the deck will support a minimumuniform load of 50 psf (2.4 kPa) without furtherinvestigation.

4.5b The need for temporary shoring shall be in-vestigated and, if required, it shall be designedand installed in accordance with the applicableACI code and shall be left in place until the slabattains 75% of its specified compressivestrength.

4.5c Prior to concrete placement, the steel deckshall be free of soil, debris, standing water, loosemill scale and all other foreign matter.

4.5d Care must be exercised when placing con-crete so the deck will not be subjected to anyimpact that exceeds the design capacity of thedeck. Concrete shall be placed from a low levelto avoid impact, in a uniform manner, over thesupporting structure and spread toward the cen-ter of the deck span. If buggies are used to placethe concrete, runways shall be planked and thebuggies shall only operate on planking. Planksshall be of adequate stiffness to transfer loads tothe steel deck without damaging the deck. Deckdamage caused by roll bars or careless placementmust be avoided.

4.6 Information:Commentary: Fire ratings, diaphragm design in-formation and reinforced concrete slab capacitiesare available from most SDI form deck manufac-turers.



36

Steel form deck may be used in a variety ofways, some of which do not lend themselves toa standard “steel deck” analysis for span andloading. In these cases there are other criteriawhich must be considered besides those givenby the Steel Deck Institute. Make sure that this

investigation starts with a review of theapplicable codes and that any special conditionsare included in the design.

4.7 Fireproofing: The metal deck manufacturershall not be responsible for ensuring the bond-

ing of fireproofing. Adherence of fireproofingmaterials is dependent on many variables; thedeck manufacturer (supplier) is not responsiblefor the adhesion or adhesive ability of thefireproofing.


Figure 1 Figure 2

Figure 3

Figure 4Loading Diagrams and

Bending MomentsLoading Diagrams

and Deflections

Form Deck Typical Slabs

MinimumFastening Patterns

ACCESSORIES

37

TYPICAL FASTENER LAYOUTS

Accessories Notes1. Recessed level sump pan is standard. Slopedsump pan will be furnished only when specified.2. Accessories will be furnished in 10’ lengths.3. Accessories will only be furnished when ordered.4. Tek screws are also available.5. Hanger tabs available in all composite decks 20gage and heavier.

Sidelap Fastening:In general, if spans are less than 5’-0” sidelapfastening is not required. If spans are greaterthan 5’-0”, deck is to be fastened at midspanor every 36”, whichever is smaller.


© 2009 BUSHWICK METALS, INC. PRINTED IN THE USA 809 3K

A Division of Bushwick Metals, Inc.

DECK PRODUCTSGreat Neck, NY

Phone: 888-287-4942Fax: 516-482-1495

bushwickmetals.com

Corporate HeadquartersSales and WarehouseBushwick Metals, Inc.560 North Washington Ave., Bridgeport, CT 06604Toll Free 800-221-0340TEL (203) 576-1800 | FAX (203) 330-9578

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Bushwick - Koons SteelA Division of Bushwick Metals, Inc.36 Anderson Rd., P.O. Box 476, Parker Ford, PA 19457Toll Free 800-654-3441TEL 610-495-9100 | FAX 610-495-9101Web: www.koonssteel.com email: [email protected]

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