DECK
PRODUCTS
ROOF DECK
COMPOSITE DECK
NON-COMPOSITE DECK
CELLULAR DECK
COMPOSITE CELLULAR DECK
DEEP ROOF DECK
associate member
Contents
About Bushwick Metals, inc. ................................................1
Roof Deck.........................................................................2
Type B .........................................................................2
Type F..........................................................................3
Type A .........................................................................4
Type N .........................................................................5
SDI Specifications for Steel Roof Deck .................................26
Composite Floor Deck .......................................................6
1 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 ..............................................12
Type 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 ................................................................18
Type 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 Bushwick
Metals, Inc. believes to be reliable. The information is provided as a guide and for
approximations only. Bushwick Metals, Inc. does not assume any responsibility and
expressly disclaims liability for any loss, damage, or expense arising out of, or any
way incurred, from the direct or indirect use of such information. Information in
this book is not to be taken as a license to operate, or intended to suggest
infringement of any patent.
ABOUT US
W
hen a business has been in continuous operation since 1829, that accomplishment is without
question 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 lines
and 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 length
within a week. This capability allows our customers greater flexibility in scheduling their Deck projects
and 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 have
any application questions or need assistance in using these products in your design, we can help. We can
provide 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 call
away. 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 diversified
product line, unsurpassed inventory breadth and processing equipment is a formula untouched in the
industry. Approximately 750,000 square feet of warehouse space and round-the-clock loading and processing
of material enable us to serve well the multitude of users of steel products whose requirements demand
prompt service.
As a Marmon Distribution Services/Berkshire Hathaway company, Bushwick Metals offers
our customers the responsiveness and industry expertise of an independently operated,
highly focused business, coupled with the strength and access to resources associated with
one of the world’s largest and most respected corporations.
associate member
1
ROOF
TYPE “B” ROOF DECK (WIDE RIB)
36" Cover
2 1/2"
6"
1 1/2"
Type “B”
30” Cover and acoustical type also available
Helpful Hint: Type “B” deck is the deck of choice
for the majority of roofing applications.
It is our most commonly sold product.
Section Properties (Fy=33 ksi)
Gage Design Weight (psf)
Thickness Ptd
Galv
22
.0295
1.58 1.61
20
.0358
1.98 2.04
18
.0474
2.60 2.70
16
.0598
3.10 3.20
14
.0747
4.00 4.10
12
.1046
5.80 5.95
Ip(In4)
In(In4)
Sp(In3)
Sn(In3)
0.158
0.203
0.291
0.370
0.463
0.652
0.180
0.220
0.293
0.370
0.463
0.652
0.183
0.226
0.307
0.394
0.491
0.681
0.189
0.234
0.313
0.396
0.491
0.681
Type “B Acoustical”
(wide rib perforated)
Acoustical Data: Type “B Acoustical”
125
.14
Absorption Coefficients
250 500 1000 2000
.19 .45 .92
.54
NRC
4000
.31
.55
- Section properties calculated in accordance with AISI specifications
Gage
22
20
18
16
14
12
22
20
18
16
14
12
22
20
18
16
14
12
Span
Cond
One
Two
Three
or
More
Max SDI
Const Sp
5’-9”
6’-6”
7’-9”
8’-9
9’-8”
11’-8”
6’-8”
7’-7”
9’-1”
10’-3”
11’-6”
13’-7”
6’-8
7’-7
9’-1
10’-3”
11’-6”
13’-7”
Uniform Total Load in Pounds Per Square Foot (Dead and
5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0”
92
72
57
47
40
34
30
116
90
71
58
48
41
36
31
162
124
98
79
65
55
47
41
36
155
122
98
80
67
57
49
43
192
150 120
98
82
69
59
51
165 134
111
93
79
68
100
83
69
59
51
44
39
34
123
102
85
73
63
54
48
42
38
165
136
114
97
84
73
64
57
50
172
145 123 106
92
81
72
64
180 153 132
115
101
89
80
183
159
140
124
110
125
104
87
74
64
55
48
41
36
154
127
107
91
78
68
59
51
44
170
143 122 105
91
80
68
59
181 154 133
116
99
84
73
191 165
144
122
103
88
199
168
141
120
Live)
9’-6” 10’-0”
32
38
45
59
31
34
45
57
71
99
32
39
52
63
77
104
34
40
52
30
41
52
64
89
35
46
55
67
90
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown 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 of
1/240 of the span. A dead load of 10 psf has been included.
associate member
2
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
ROOFTYPE “F” ROOF DECK (INTERMEDIATE RIB)
36" Cover
1 3/4"
6"
1 1/2"
Helpful Hint: Type “F” deck is typically used when 2”
or less of roof insulation is present to
prevent insulation damage over the
deck valleys.
Section Properties (Fy=33 ksi)
Gage
22
20
18
16
Design Weight (psf) Ip(In4)
Thickness Ptd
Galv
.0295
1.58 1.61
0.134
.0358
1.98 2.04
0.172
.0474
2.60 2.70
0.245
.0598
3.10 3.20
0.314
In(In4) Sp(In3) Sn(In3)
0.154
0.187
0.248
0.314
0.134
0.165
0.226
0.290
0.145
0.176
0.232
0.292
- Section properties calculated in accordance with AISI specifications
Gage
22
20
18
16
22
20
18
16
22
20
18
16
Notes:
Span
Cond
One
Two
Three
or
More
Max SDI
Const Sp
5’-2”
6’-0”
7’-1”
8’-1”
6’-2”
7’-1”
8’-4”
9’-5”
6’-2”
7’-1”
8’-4”
9’-5”
Uniform Total Load in Pounds Per Square Foot (Dead and
5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0”
70
58
49
41
35
30
87
72
60
50
42
36
31
119
98
82
68
56
48
41
36
32
153
126
105
85
70
58
50
43
38
76
63
53
45
39
34
92
76
64
54
47
41
36
32
122
101
85
72
62
54
47
42
37
154
127
107
91
78
68
60
53
47
95
79
66
56
48
42
37
33
115
95
80
68
59
51
45
40
35
153
126
106
90
78
68
59
53
47
192
159
134 114
98
85
75
66
59
Live)
9’-6” 10’-0”
34
30
33
42
30
38
32
42
53
38
48
1. Load tables are calculated using section properties based on the steel design thickness
shown 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 of
1/240 of the span. A dead load of 10 psf has been included.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
3
ROOF
TYPE “A” ROOF DECK (NARROW RIB)
30” Cover
1”
1 1/2”
6”
Helpful Hint: Type “A” deck is mainly used as a
retrofit to match existing deck.
Section Properties (Fy=33 ksi)
Gage
22
20
18
16
Design Weight (psf) Ip(In4)
Thickness Ptd
Galv
.0295
1.65 1.70 0.144
.0358
2.09 2.15 0.175
.0474
2.71 2.80 0.232
.0598
3.30 3.40 0.294
In(In4) Sp(In3) Sn(In3)
0.143
0.175
0.232
0.294
0.132
0.160
0.211
0.266
0.131
0.159
0.211
0.266
- Section properties calculated in accordance with AISI specifications
Gage
22
20
18
16
22
20
18
16
22
20
18
16
Span
Cond
One
Two
Three
or
More
Max SDI
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
Const Sp 4’-0” 4’-6” 5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6”
5’-5”
108
85
69
57
48
41
35
30
6’-0”
131
104
84
69
58
49
43
37
32
6’-11”
174
137
111
92
77
65
54
46
39
34
7’-9”
173
140 116
97
80
66
55
47
41
6’-4”
108
85
69
57
48
40
35
30
7’-0”
131
103
84
69
58
49
42
37
32
8’-1”
174
137
111
92
77
66
56
49
43
38
9’-1”
173
140 116
97
83
71
62
54
48
6’-4”
135
106
86
71
60
51
44
38
33
7’-0”
164
129
105
86
73
62
53
46
41
36
8’-1”
172
139 115
96
82
71
62
54
48
9’-1”
175 145
122
104
89
78
68
60
9’-0”
30
36
34
43
32
43
54
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown 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 of
1/240 of the span. A dead load of 10 psf has been included.
associate member
4
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
ROOF
TYPE “N” ROOF DECK (LONG SPAN)
24” Cover
3”
8”
2 5/8”
Type “N”
Helpful Hint: Type “N” deck is used when the support
spacing exceeds the recommended
spacing for “B” type deck.
Section Properties (Fy=33 ksi)
Gage
22
20
18
16
14
12
Design Weight (psf) Ip(In4)
Thickness Ptd
Galv
.0295
2.01 2.05
0.616
.0358
2.58 2.65
0.795
.0474
3.20 3.40
1.158
.0598
4.10 4.25
1.586
.0747
5.12 5.35
2.119
.1046
7.17 7.40
3.056
Type “N Acoustical”
(long span perforated)
In(In4) Sp(In3) Sn(In3)
0.829
1.026
1.369
1.736
2.273
3.055
0.355
0.468
0.685
0.894
1.149
1.664
0.430
0.543
0.749
0.953
1.196
1.669
Acoustical Data: Type “N Acoustical”
125
.20
Absorption Coefficients
250 500 1000 2000
.30 .68 .81
.46
NRC
4000
.38
.55
- Section properties calculated in accordance with AISI specifications
Gage
22
20
18
16
14
12
22
20
18
16
14
12
22
20
18
16
14
12
Span
Cond
One
Two
Three
or
More
Max SDI
Const Sp
11’-3”
12’-9”
15’-5”
18’-0”
20’-10”
25’-0”
13’-3”
15’-0”
18’-2”
22’-0”
24’-7”
29’-6”
13’-3”
15’-0”
18’-2”
22’-0”
24’-7”
29’-6”
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0”
57
51
46
42
38
35
32
76
68
61
55
49
44
40
36
33
31
111
98
85
75
67
59
53
48
44
40
37
145
130
113
99
88
78
70
63
57
52
47
187
168
148 129 114
101
90
81
73
66
60
183 160
141
125
112
101
91
83
70
62
56
51
46
42
39
36
33
31
88
79
71
64
59
54
49
45
42
39
36
122
109
98
89
81
74
68
63
58
54
50
155
139
125 114 103
95
87
80
74
68
64
194
174
157 143 130
119
109
101
93
86
80
199 182
166
153
141
130
120
112
87
78
70
64
58
53
49
45
42
38
36
110
99
89
81
73
67
62
57
52
49
45
152
136
123 112 102
93
85
79
73
67
62
194
174
157 142 129
118
109
100
93
86
80
197 178 163
149
137
126
116
108
100
191
176
162
151
140
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown 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 of
1/240 of the span. A dead load of 10 psf has been included.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
5
COMPOSITE
1 1/2” COMPOSITE DECK
NORMAL WEIGHT CONCRETE (145 pcf)
36” Cover
2 1/2”
Total Slab Thickness
1 1/2”
6”
30” Cover and Integral Hangar Tabs also available.
Section Properties (Fy=40 ksi)
Gage
Helpful Hint: 1 1/2” Composite deck is used when
the slab and support to support
distance are both moderate in size.
22
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.61
0.154
0.180
0.187
.0358
2.04
0.200
0.229
0.240
.0474
2.70
0.290
0.312
0.324
.0598
3.20
0.387
0.402
0.409
- Section properties calculated in accordance with
AISI specifications
Slab
Depth Gage
4.0”
4.5”
5.0”
5.5”
6.0”
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
Max Unshored
Clear Span
One Two Three
5-0
6-8
6-9
5-10 7-10 7-11
7-1
9-6
9-9
8-4 10-8 11-0
4-9
6-4
6-5
5-7
7-6
7-7
6-9
9-0
9-3
7-10 10-1 10-6
4-6
6-1
6-2
5-4
7-2
7-3
6-5
8-8
8-9
7-6
9-8
10-0
4-4 5-10 5-11
5-1 6-10 6-11
6-2
8-3
8-5
7-2
9-3
9-7
4-2
5-8
5-9
4-11 6-7
6-8
5-11 8-0
8-1
6-10 8-11
9-3
Superimposed Live Load in Pounds Per Square Foot
5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0”
400 400
400
355
304
262
228
200
176
156
139
400 400
382
323
276
238
207
181
159
141
126
400 400
400
357
308
250
217
190
168
149
132
400 400
400
370
319
278
244
197
174
154
137
400 400
400
400
369
319
277
243
215
190
170
400 400
400
392
335
289
251
220
194
172
153
400 400
400
400
352
304
264
232
204
181
161
400 400
400
400
387
337
274
240
212
188
168
400 400
400
400
400
376
328
288
254
225
201
400 400
400
400
396
342
298
261
230
204
182
400 400
400
400
400
359
313
274
242
215
191
400 400
400
400
400
373
325
285
251
223
199
400 400
400
400
400
400
379
333
294
261
233
400 400
400
400
400
396
345
302
266
236
211
400 400
400
400
400
400
363
318
281
249
222
400 400
400
400
400
400
377
330
292
259
231
400 400
400
400
400
400
400
379
335
297
265
400 400
400
400
400
400
392
344
304
269
240
400 400
400
400
400
400
400
362
320
284
253
400 400
400
400
400
400
400
377
333
295
264
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is
3 inches. If these minimum lengths are not provided, web crippling must be checked.
associate member
6
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
COMPOSITE
1 1/2” COMPOSITE DECK
LIGHT WEIGHT CONCRETE (115 pcf)
36” Cover
2 1/2”
Total Slab Thickness
1 1/2”
6”
30” Cover and Integral Hangar Tabs also available.
Section Properties (Fy=40 ksi)
Gage
22
20
18
16
Helpful Hint: 1 1/2” Composite deck is used when
the slab and support to support
distance are both moderate in size.
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.61
0.154
0.180
0.187
.0358
2.04
0.200
0.229
0.240
.0474
2.70
0.290
0.312
0.324
.0598
3.20
0.387
0.402
0.409
- Section properties calculated in accordance with
AISI specifications
Slab
Depth Gage
4.0”
4.5”
4.75”
5.0”
5.75”
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
Max Unshored
Clear Span
One Two Three
5-4
7-1
7-2
6-4
8-5
8-6
7-9 10-2 10-6
9-0 11-5 11-9
5-1 6-10 6-11
6-0
8-0
8-2
7-4
9-9
10-0
8-7 10-11 11-3
5-0
6-8
6-9
5-10 7-10 7-11
7-1
9-6
9-9
8-4 10-8 11-0
4-11 6-7
6-7
5-9
7-8
7-9
7-0
9-4
9-6
8-2 10-5 10-10
4-8
6-3
6-3
5-5
7-3
7-4
6-7 8-10
9-0
7-8 9-10 10-3
Superimposed Live Load in Pounds Per Square Foot
5’-0” 5’-6” 6’-0” 6’-6” 7’-0” 7’-6” 8’-0” 8’-6” 9’-0” 9’-6” 10’-0”
400 400
400
350
300
260
226
199
176
156
140
400 400
392
319
273
236
205
180
159
141
126
400 400
400
349
301
262
216
189
167
149
133
400 400
400
362
312
272
239
212
189
154
138
400 400
400
400
365
315
275
242
214
190
170
400 400
400
387
332
287
250
219
194
172
154
400 400
400
400
366
301
262
230
204
181
162
400 400
400
400
379
330
290
257
211
188
168
400 400
400
400
398
344
300
264 233
208
185
400 400
400
400
362
313
273
239
212
188
168
400 400
400
400
398
328
286
252
222
198
177
400 400
400
400
400
360
316
261
231
205
183
400 400
400
400
400
373
325
286
253
225
201
400 400
400
400
392
339
296
260
230
204
182
400 400
400
400
400
356
311
273
241
215
192
400 400
400
400
400
390
342
283
251
223
199
400 400
400
400
400
400
400
354
313
279
249
400 400
400
400
400
400
366
322
285
253
226
400 400
400
400
400
400
385
339
299
266
238
400 400
400
400
400
400
400
352
311
277
247
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is
3 inches. If these minimum lengths are not provided, web crippling must be checked.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
7
COMPOSITE
2” COMPOSITE DECK
NORMAL WEIGHT CONCRETE (145 pcf)
24” Cover
Total Slab Thickness
2”
12”
Integral Hangar Tabs also available
Section Properties (Fy=40 ksi)
Gage
Helpful Hint: 2” Composite deck is used when
the spans and loads exceed the
capability of 1 1/2” Composite deck.
22
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.65
0.339
0.269
0.276
.0358
2.05
0.419
0.350
0.360
.0474
2.70
0.565
0.507
0.516
.0598
3.30
0.714
0.658
0.655
- Section properties calculated in accordance with
AISI specifications
Slab
Depth Gage
4.5”
5.0”
5.5”
6.0”
6.5”
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
Max Unshored
Clear Span
One
Two Three
6-2
8-3
8-4
7-3
9-6 9-10
9-0
11-3 11-8
10-5 12-8 13-1
5-10 7-11 8-0
6-10
9-1
9-5
8-7
10-9 11-1
9-11 12-1 12-6
5-7
7-7
7-8
6-7
8-8
9-0
8-2
10-4 10-9
9-6
11-7 12-0
5-5
7-4
7-5
6-4
8-4
8-8
7-10 10-0 10-4
9-1
11-2 11-7
5-2
7-1
7-2
6-1
8-1
8-4
7-6
9-8
9-11
8-9 10-10 11-2
Superimposed Live Load in Pounds Per Square Foot
7’-0” 7’-6” 8’-0” 8’-6” 9’-0”
315 271
236
206
182
396 323
281
246
217
361 314
276
245
196
368 321
282
250
223
364 314
273
239
210
400 379
330
290
256
400 371
326
289
233
400 380
334
296
264
400 356
310
271
239
400 400
376
330
291
400 400
378
307
271
400 400
387
343
306
400 399
347
304
267
400 400
400 370
326
400 400
400
351
309
400 400
400
392
350
400 400
384
336
296
400 400
400
400
362
400 400
400
395
349
400 400
400
400
359
9’-6” 10’-0” 10’-6” 11’-0”
161
143
128
114
193
172
154
138
174
154
138
124
200
180
141
127
186
166
148
133
227
202
181
163
206
184
164
147
237
188
168
151
211
188
168
151
258
230
206
186
240
214
191
172
246
219
196
176
237
211
188
169
290
259
232
208
274
245
219
197
282
251
225
202
262
233
208
187
321
287
257
231
310
276
247
222
319
284
255
229
11’-6”
103
125
111
114
119
147
133
136
135
167
155
159
152
188
177
182
168
208
200
207
12’-0”
93
113
100
103
107
133
120
123
122
151
140
144
137
170
160
165
152
189
181
187
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is
3 inches. If these minimum lengths are not provided, web crippling must be checked.
associate member
8
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
COMPOSITE
2” COMPOSITE DECK
LIGHT WEIGHT CONCRETE (115 pcf)
24” Cover
Total Slab Thickness
2”
12”
Integral Hangar Tabs also available
Section Properties (Fy=40 ksi)
Gage
Helpful Hint: 2” Composite deck is used when
the spans and loads exceed the
capability of 1 1/2” Composite deck.
22
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.65
0.339
0.269
0.276
.0358
2.05
0.419
0.350
0.360
.0474
2.70
0.565
0.507
0.516
.0598
3.30
0.714
0.658
0.655
- Section properties calculated in accordance with
AISI specifications
Slab
Depth Gage
4.5”
5.0”
5.25”
5.5”
6.25”
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
Max Unshored
Clear Span
One Two Three
6-8 8-11
9-0
7-10 10-3 10-7
9-10 12-1 12-6
11-5 13-7 13-10
6-4
8-6
8-8
7-6
9-9
10-2
9-4 11-8 12-0
10-10 13-1 13-5
6-3
8-4
8-6
7-4
9-7
9-11
9-1 11-5 11-10
10-7 12-10 13-2
6-1
8-3
8-4
7-2
9-5
9-9
8-11 11-2 11-7
10-4 12-7 13-0
5-9
7-9
7-11
6-9 8-11
9-3
8-5 10-8 11-0
9-9 11-11 12-4
Superimposed Live Load in Pounds Per Square Foot
7’-0” 7’-6” 8’-0” 8’-6”
319
276
240
211
380
331
273
240
345
300
264
234
350
305
268
238
369
319
278
244
400
372
324
285
400
356
313
277
400 362
319
282
394
340
297
260
400 400
350
308
400 385
338
299
400
392
344
305
400
362
315
277
400
400
377
331
400
400
364
322
400
400
371
328
400 400
372
326
400
400
400
396
400
400 400
365
400
400
400
400
9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0”
186 165
147
132
119 107
97
212 189
169
151
136 123
112
209 187
151
135
122 110
99
212 190
172
156
142 112
101
215 191
171
153
138 124
112
252 224
200
180
162 147
133
247 202
180
161
145 131
119
252 226
204
185
148 134
121
230 204
182
163
147 133
120
272 242
216
194
175 158
144
267 218
195
175
157 142
129
272 244
220
200
160 145
131
244 217
194
174
156 141
128
293 261
233
209
189 171
155
264 235
210
188
170 153
139
293
263
237
192
173 156
142
288 256
229
205
184 167
151
351 312
279
251
226 205
186
323 287
256
230
207 188
170
357
320
263
236
212 192
174
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is
3 inches. If these minimum lengths are not provided, web crippling must be checked.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
9
COMPOSITE
3” COMPOSITE DECK
NORMAL WEIGHT CONCRETE (145 pcf)
24” Cover
Total Slab Thickness
3”
12”
Integral Hangar Tabs also available
Section Properties (Fy=40 ksi)
Gage
Helpful Hint: 3” Composite deck is used when
the spans and loads exceed the
capabilities of 1 1/2” and 2”
Composite deck.
22
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.75
0.774
0.435
0.460
.0358
2.03
0.968
0.559
0.582
.0474
2.75
1.277
0.780
0.780
.0598
3.50
1.614
0.991
0.986
- Section properties calculated in accordance with
AISI specifications
Slab
Depth Gage
5.5”
6.0”
6.5”
7.0”
7.5”
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
Max Unshored
Clear Span
One Two Three
7-10 9-7
9-9
9-1 11-6 11-11
11-0 13-3 13-9
12-6 14-10 15-4
7-2 8-10
9-0
8-8 11-1 11-5
10-6 12-9 13-2
11-11 14-3 14-9
6-8
8-2
8-4
8-4 10-8 11-0
0-0 12-3 12-8
11-5 13-9 14-3
6-2
7-7
7-9
8-0 10-3 10-5
9-8 11-10 12-3
11-0 13-3 13-9
5-10 7-1
7-3
7-9 9-11 10-4
9-3 11-6 11-10
10-7 12-10 13-3
Superimposed Live Load in Pounds Per Square Foot
9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0”
135
118
104
92
82
73
65
58
52
46
41
199
154
136
121
108
97
87
78
70
63
57
273
245
221
201
157 142
128
116
105
96
87
352
316
285
258
235 215
198
182
143
131
120
151
132
117
103
92
81
72
65
58
51
46
195
172
152
136
121 108
97
87
79
71
64
306
274
247
196
176 159
143
130
118 107
98
394
354
319
290
264 241
193
176
160 146
134
167
146
129
114
101
90
80
71
64
57
51
216
191
169
150
134 120
108
97
87
79
71
339
304
275
218
196 176
159
144
131 119
109
400
393
355
322
293 237
215
195
178 163
149
183
161
142
126
111
99
88
79
70
63
56
238
210
186
166
148 132
119
107
96
87
78
374
335
268
240
216 194
176
159
145 132
120
400
400
392
355
289 261
237
216
197 180
165
200
176
155
137
122 108
96
86
77
68
61
260
229
203
181
162 145
130
117
105
95
86
400
329
294
263
236 213
192
174
158 144
131
400
400
400
389
317 286
260
237
216 197
181
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is
3 inches. If these minimum lengths are not provided, web crippling must be checked.
associate member
10
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
COMPOSITE
3” COMPOSITE DECK
LIGHT WEIGHT CONCRETE (115 pcf)
24” Cover
Total Slab Thickness
3”
12”
Integral Hangar Tabs also available
Section Properties (Fy=40 ksi)
Gage
Helpful Hint: 3” Composite deck is used when
the spans and loads exceed the
capability of 1 1/2” and 2”
Composite deck.
22
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.75
0.774
0.435
0.460
.0358
2.03
0.968
0.559
0.582
.0474
2.75
1.277
0.780
0.780
.0598
3.50
1.614
0.991
0.986
- Section properties calculated in accordance with
AISI specifications
Slab
Depth Gage
5.5”
6.0”
6.25”
6.5”
7.25”
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
22
20
18
16
Max Unshored
Clear Span
One
Two Three
8-7
11-1 11-5
9-11 12-5 12-10
12-0 14-4 14-10
13-9 16-0 16-5
8-2
10-4 10-6
9-6
12-0 12-5
11-6 13-9 14-3
13-1 15-5 15-11
8-0
10-0 10-2
9-4
11-9 12-2
11-3 13-6 14-0
12-10 15-2 15-8
7-10
9-8
9-10
9-1
11-7 11-11
11-0 13-4 13-9
12-7 14-11 15-5
7-1
8-9
8-11
8-7
11-0 11-5
10-5 12-8 13-1
11-10 14-2 14-8
Superimposed Live Load in Pounds Per Square Foot
9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0”
134
118
105
93
83
74
67
60
54
48
44
191
172
135
120
108
97
88
79
72
65
59
261
234
211
192
174 160
147
115
104
95
87
334
300
271
246
224 205
188
173
160 149
117
150
132
117
104
93
83
75
67
60
54
49
214
170
151
135
121 109
98
89
80
73
66
292
262
237
215
196 156
142
129
117 107
98
375
337
304
276
251 230
211
195
180 144
132
158
139
124
110
98
88
79
71
63
57
51
226
179
159
142
128 115
103
94
85
77
70
309
277
250
227
207 165
150
136
124 113
104
397
356
321
291
266 243
223
206
166 152
140
166
147
130
116
103
92
83
74
67
60
54
238
189
168
150
134 121
109
99
89
81
73
325
292
263
239
218 174
158
143
131 119
109
400
375
339
307
280 256
235
217
175 160
147
192
169
150
133
119 107
96
86
77
70
63
246
218
194
173
155 140
126
114
103
94
85
376
338
305
248
223 202
183
166
152 138
127
400
400
393
356
325 297
244
222
203 186
171
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
2. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length is
3 inches. If these minimum lengths are not provided, web crippling must be checked.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
11
FORM DECK
TYPE “S”
(STANDARD FORM DECK)
30” Cover
9/16”
2 1/2”
Section Properties (Fy=80 ksi)
Gage
Helpful Hint: Form deck is used when a
non-composite slab is required and
the clear span is short.
28
26
24
22
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0149
0.85
0.012
0.035
0.035
.0179
1.02
0.014
0.045
0.045
.0238
1.30
0.019
0.060
0.060
.0295
1.55
0.023
0.074
0.074
- Section properties calculated in accordance with
AISI specifications
Maximum Construction Clear Spans
Slab
Depth Gage
2.0”
2.5”
3.0”
3.5”
4.0”
4.5”
5.0”
28
26
24
22
28
26
24
22
28
26
24
22
28
26
24
22
28
26
24
22
28
26
24
22
28
26
24
22
Weight
PSF
23
23
23
23
29
29
29
29
35
35
35
35
41
41
41
42
47
47
47
48
53
53
53
54
59
59
59
60
NW Concrete
145 PCF
1 Span 2 Span 3 Span
2-3
2-10
2-11
2-9
3-6
3-7
3-5
4-6
4-6
4-0
5-3
5-4
2-2
2-9
2-10
2-7
3-5
3-5
3-3
4-3
4-4
3-10
5-0
5-1
2-1
2-8
2-8
2-6
3-3
3-4
3-1
4-1
4-2
3-7
4-9
4-10
2-0
2-7
2-7
2-5
3-2
3-2
3-0
3-11
4-0
3-5
4-7
4-7
1-11
2-6
2-7
2-4
3-1
3-1
2-10
3-9
3-10
3-4
4-5
4-5
1-10
2-5
2-6
2-3
3-0
3-0
2-9
3-8
3-9
3-2
4-3
4-3
1-10
2-5
2-5
2-2
2-11
2-11
2-8
3-7
3-7
3-1
4-1
4-2
Weight
PSF
17
18
18
18
22
22
22
23
27
27
27
27
31
31
32
32
36
36
36
36
40
40
41
41
45
45
45
46
LW Concrete
110 PCF
1 Span 2 Span
2-4
3-0
2-10
3-8
3-7
4-8
4-3
5-7
2-3
2-10
2-9
3-7
3-6
4-6
4-0
5-3
2-2
2-10
2-8
3-5
3-4
4-4
3-11
5-1
2-1
2-9
2-7
3-4
3-2
4-2
3-9
4-11
2-1
2-8
2-6
3-2
3-1
4-1
3-7
4-9
2-0
2-7
2-4
3-3
3-0
3-11
3-6
4-7
1-11
2-6
2-4
3-1
2-11
3-10
3-4
4-5
3 Span
3-0
3-9
4-9
5-7
2-11
3-7
4-7
5-4
2-10
3-6
4-5
5-2
2-9
3-5
4-3
4-11
2-8
3-2
4-1
4-10
2-8
3-3
4-0
4-8
2-7
3-2
3-11
4-6
associate member
12
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
FORM DECK
TYPE “S”
Span
Condition
Gage
28
26
One
24
22
28
26
Two
24
22
28
Three
or
More
26
24
22
Design
Criteria
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
(STANDARD FORM DECK) continued…
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
2’-0” 2’-6” 3’-0”
3’-6” 4’-0” 4’-6” 5’-0”
5’-6”
6’-0”
211
135
94
69
52
41
33
94
48
28
126
64
37
23
267
171
118
87
66
52
42
114
58
33
21
152
77
45
28
*
231
160
118
90
71
57
47
40
151
77
45
28
202
103
60
37
25
*
284
197
145
111
87
71
58
49
188
96
55
35
23
251
128
74
46
31
221
142
98
72
55
43
35
228
117
67
42
28
20
*
156
90
56
38
26
270
173
120
88
67
53
275
140
81
51
34
24
*
187
108
68
45
32
231
160
118
90
71
57
47
40
187
108
68
45
32
23
249
144
91
61
42
31
284
197
145
111
87
71
58
49
232
134
84
56
39
29
21
*
179
113
75
53
38
29
273
177
123
90
69
54
44
179
92
53
33
22
239
122
71
44
29
*
216
150
110
84
66
54
216
110
64
40
27
288
147
85
53
36
*
289
200
147
112
89
72
59
50
287
147
85
53
35
25
*
196
113
71
47
33
*
247
181
139
109
89
73
61
182
105
66
44
31
22
243
141
88
59
41
30
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
13
FORM DECK
TYPE “HD”
(HEAVY DUTY FORM DECK)
28” Cover
7/8”
3 1/2”
Section Properties (Fy=80 ksi)
Gage
Helpful Hint: Heavy Duty form deck is used when
the spans and loads exceed the
capability of standard form deck.
26
24
22
20
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0179
1.10
0.031
0.062
0.064
.0238
1.40
0.041
0.088
0.088
.0295
1.60
0.051
0.109
0.108
.0358
2.03
0.062
0.132
0.131
- Section properties calculated in accordance with
AISI specifications
Maximum Construction Clear Spans
Slab
Depth Gage
2.5”
3.0”
3.5”
4.0”
4.5”
5.0”
5.5”
26
24
22
20
26
24
22
20
26
24
22
20
26
24
22
20
26
24
22
20
26
24
22
20
26
24
22
20
Weight
PSF
24
24
24
25
30
30
30
31
36
36
36
37
42
42
42
43
48
48
49
49
54
54
55
55
60
60
61
61
NW Concrete
145 PCF
1 Span 2 Span 3 Span
3-7
4-8
4-8
4-9
6-1
6-3
5-6
7-2
7-3
6-2
8-1
7-7
3-6
4-6
4-7
4-5
5-9
5-11
5-1
6-9
6-9
5-9
7-8
7-1
3-4
4-4
4-5
4-3
5-7
5-8
4-11
6-5
6-3
5-6
7-3
6-8
3-2
4-2
4-3
4-1
5-4
5-5
4-8
6-2
6-0
5-3
6-11
6-4
3-1
4-0
4-0
3-11
5-1
5-2
4-5
6-0
5-9
5-0
6-8
6-1
3-0
3-11
3-11
3-9
4-11
5-0
4-3
5-8
5-6
4-10
6-5
5-10
2-11
3-10
3-10
3-8
4-10
4-10
4-1
5-6
5-4
4-7
6-2
5-8
Weight
PSF
18
18
19
19
23
23
23
24
27
28
28
28
32
32
32
33
36
37
37
37
41
41
42
42
46
46
46
46
LW Concrete
110 PCF
1 Span 2 Span 3 Span
3-11
5-0
5-0
5-1
6-7
6-7
5-9
7-7
7-9
6-8
8-9
8-3
3-8
4-9
4-10
4-9
6-3
6-3
5-7
7-3
7-4
6-3
8-3
7-8
3-7
4-7
4-8
4-6
5-11
6-0
5-3
6-11
6-10
6-0
7-11
7-3
3-5
4-5
4-6
4-5
5-9
5-10
5-1
6-8
6-7
5-8
7-7
6-11
3-4
4-4
4-5
4-2
5-6
5-7
4-10
6-5
6-3
5-6
7-3
6-8
3-3
4-2
4-3
4-1
5-4
5-5
4-8
6-2
6-0
5-3
7-0
6-4
3-1
4-1
4-1
3-11
5-2
5-3
4-6
6-0
5-10
5-1
6-10
6-4
associate member
14
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
FORM DECK
TYPE “HD”
Span
Condition
Gage
26
24
One
22
20
26
24
Two
22
20
26
Three
or
More
24
22
20
Design
Criteria
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
(HEAVY DUTY FORM DECK) continued…
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
3’-0” 3’-6” 4’-0”
4’-6” 5’-0” 5’-6” 6’-0”
6’-6”
7’-0”
180
130
100
78
65
52
45
96
60
40
29
130
82
55
37
260
192
147
116
94
77
66
136
88
59
40
31
184
115
77
54
40
256
196
153
124
101
110
76
52
37
28
148
99
70
50
37
250
197
159
133
89
62
45
35
121
83
61
45
190
140
106
83
68
55
46
40
34
*
140
100
70
51
39
29
*
*
*
83
67
51
40
274
202
154
121
98
81
70
59
49
*
202
144
100
72
55
41
33
*
202
155
121
98
73
57
262
201
158
128
106
88
77
65
263
180
126
91
68
52
41
33
*
201
158
123
91
70
55
45
247
196
157
129
109
93
80
216
151
110
83
63
50
40
*
196
147
110
85
66
53
236
173
132
105
84
70
58
187
117
79
55
40
29
236
158
106
73
53
40
252
193
152
123
101
85
72
63
166
112
78
56
42
32
222
148
105
76
57
43
327
250
198
160
132
111
94
211
140
99
71
53
41
32
280
187
132
96
72
56
44
309
244
197
163
138
116
100
169
119
87
64
49
39
31
226
158
115
86
66
52
41
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
15
FORM DECK
TYPE “BI”
(TYPE “B” INVERTED FORM DECK)
36" COVER
6"
1 1/2"
2 1/2"
Also available in 30” cover
Section Properties (Fy=33 ksi)
Gage
Helpful Hint: Type “BI” inverted form deck is used
when the spans and loads exceed the
capability of standard and heavy duty
form decks.
22
20
18
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0295
1.61
0.188
0.192
0.187
.0358
2.04
0.230
0.243
0.232
.0474
2.70
0.305
0.326
0.315
- Section properties calculated in accordance with
AISI specifications
Maximum Construction Clear Spans
Slab
Depth Gage
3.5”
4.0”
4.5”
5.0”
5.5”
6.0”
6.5”
22
20
18
22
20
18
22
20
18
22
20
18
22
20
18
22
20
18
22
20
18
Weight
PSF
37
38
38
43
44
44
49
50
50
55
55
56
61
62
63
68
68
69
74
74
75
NW Concrete
145 PCF
1 Span 2 Span 3 Span
4-7
6-2
6-2
5-5
7-3
7-4
6-6
8-6
8-10
4-5
5-10
5-11
5-1
6-10
6-11
6-2
8-1
8-5
4-2
5-8
5-8
4-11
6-7
6-8
5-11
7-9
8-0
4-0
5-5
5-6
4-8
6-4
6-5
5-7
7-5
7-8
3-11
5-3
5-4
4-6
6-1
6-2
5-5
7-1
7-4
3-9
5-1
5-1
4-4
5-11
6-0
5-2
6-10
7-1
3-8
4-11
5-0
4-3
5-9
5-9
5-0
6-8
6-10
Weight
PSF
29
29
30
33
34
34
38
38
39
42
43
43
47
47
48
52
52
53
56
57
57
LW Concrete
110 PCF
1 Span 2 Span 3 Span
5-0
6-7
6-8
5-10
7-10
7-11
7-1
9-2
9-7
4-9
6-4
6-5
5-7
7-5
7-6
6-9
8-10
9-1
4-7
6-1
6-2
5-4
7-2
7-3
6-5
8-5
8-9
4-5
5-11
6-0
5-2
6-11
7-0
6-3
8-2
8-5
4-3
5-8
5-9
5-0
6-8
6-9
6-0
7-10
8-2
4-2
5-6
5-7
4-10
6-6
6-7
5-9
7-7
7-10
4-0
5-5
5-5
4-8
6-3
6-4
5-7
7-5
7-8
associate member
16
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
FORM DECK
TYPE “BI”
Span
Condition
Gage
22
One
20
18
22
Two
20
18
22
Three
or
More
20
18
Design
Criteria
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
36000
L/240
L/180
(TYPE “B” INVERTED FORM DECK) continued…
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
5’-0” 5’-6” 6’-0”
6’-6” 7’-0” 7’-6” 8’-0”
8’-6”
9’-0”
101
83
70
60
51
45
39
35
98
74
57
44
36
29
24
20
*
*
*
59
48
39
32
26
128
105
89
75
65
57
50
44
39
120
90
69
54
43
35
29
24
20
*
*
93
73
58
47
39
32
27
171
142
119
101
87
76
67
59
53
160
120
92
72
58
47
39
32
27
*
*
123
97
77
63
52
43
36
98
81
68
58
50
43
38
34
30
*
*
*
*
86
70
58
48
40
*
*
*
*
*
*
77
64
54
122
101
84
72
62
54
47
42
37
*
*
*
*
*
*
70
59
49
*
*
*
*
*
*
*
*
*
166
137
115
98
84
74
65
57
51
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
123
101
85
72
62
54
48
42
38
*
*
*
85
68
55
45
38
32
*
*
*
*
*
73
60
50
42
152
126
106
90
78
67
59
52
47
*
*
*
103
83
67
55
46
39
*
*
*
*
*
90
74
61
52
208
172
144
123
106
92
81
72
64
*
*
*
*
110
89
74
61
51
*
*
*
*
*
*
*
*
69
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
17
SPECIALTY DECK PRODUCTS
CELLULAR DECK
Unlike the competition, BUSHWICK Cellular Deck is manufactured
utilizing a revolutionary method of mechanically fastening the
top and bottom sheet instead of spot welding. This results
in a connection that is nearly invisible when installed,
and eliminates the need for touch-up painting of unsightly
spot welds. This advanced manufacturing process also helps
to shorten lead times.
BUSHWICK Cellular Deck combines the strength of roll formed
steel with an aesthetically pleasing bottom plate. It is typically
utilized in exposed ceiling areas where a flat bottom ceiling is
desired without compromising load capabilities.
Ceiling-side of BUSHWICK cellular decking
All BUSHWICK Cellular Deck is available in acoustical style,
which improves the indoor environmental quality of large rooms
by reducing noise pollution. Our factory installed, high density
acoustical insulation provides ample noise reduction while
minimizing or eliminating the need for visible sound baffles.
Suggested Project Uses:
• School Gymnasiums
• Auditoriums / Theatres
• Classrooms
• Cafeterias
• Conference Rooms
• Office Buildings
• Libraries
• Convention Centers / Exhibit Halls
• Houses of Worship
• Museums
• Shopping Centers
• Natatoriums
Composite Cellular Deck
BUSHWICK Composite Cellular Deck is utilized in exposed ceiling
areas where a flat bottom deck is desired for aesthetic purposes
under a slab and a composite slab is desired.
DEEP ROOF DECK
BUSHWICK Deep Roof Deck, types “H” and “J”, are used when span conditions exceed the capabilities of our other roof deck
types. Deep Roof Deck is available in 3 steel gage thicknesses and has a 12” cover width. Types H and J are also available as
cellular or cellular-acoustical style in 24” cover width.
Suggested Project Uses: Canopies, walkways or other areas where long span capacities are required.
associate member
18
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
CELLULAR
TYPE “B-CELLULAR” (WIDE RIB)
24" Cover
2 1/2"
1 1/2"
6"
Type “B-Cellular” Acoustical Type Shown
Helpful Hint: Type “B” cellular roof deck is mainly utilized in
exposed ceiling areas where a flat bottom deck
is desired for aesthetic purposes.
Section Properties (Fy=33 ksi)
Gage
Top/Bot
20/20
20/18
18/20
18/18
18/16
16/18
Weight (psf)
Galv
3.53
4.02
4.48
5.11
5.58
5.58
Ip(In4)
In(In4)
Sp(In3)
Sn(In3)
0.383
0.408
0.518
0.554
0.602
0.708
0.301
0.378
0.378
0.451
0.645
0.538
0.301
0.308
0.451
0.458
0.471
0.642
0.311
0.392
0.401
0.471
0.548
0.561
Acoustical Data
125
.11
Absorption Coefficients
250 500 1000 2000
.47 .63 .87
.88
NRC
4000
.70
.70
- Section properties calculated in accordance with AISI specifications
Gage
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
Span
Cond
One
Two
Three
or
More
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
6’-0”
108
113
165
168
170
224
111
138
144
167
195
200
138
171
178
208
240
250
6’-6”
93
96
131
141
146
177
95
118
121
141
168
170
117
147
151
177
205
213
7’-0”
80
81
108
115
122
143
80
101
104
122
141
148
101
126
131
152
178
182
7’-6”
66
71
89
94
101
118
70
89
90
107
125
128
87
110
114
133
152
161
8’-0”
57
60
74
80
85
99
61
77
80
94
111
112
77
96
100
117
137
140
8’-6”
48
51
63
68
71
82
55
68
70
83
98
101
69
85
89
104
119
125
9’-0” 9’-6” 10’-0” 10’-6”
41
37
32
29
44
38
34
31
54
48
41
36
59
50
45
40
61
54
46
41
71
60
54
47
49
42
38
34
60
55
48
44
62
56
50
45
74
67
60
54
86
77
69
66
89
79
70
67
60
55
48
45
79
69
60
51
78
71
64
58
93
84
74
67
110
94
82
71
111
100
90
83
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown 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 of
1/240 of the span. A dead load of 10 psf has been included.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
19
CELLULAR
TYPE “N-CELLULAR” (LONG SPAN)
24” Cover
3”
8”
2 5/8”
Type “N-Cellular” Acoustical Type Shown
Helpful Hint: Type “N” cellular roof deck is utilized in exposed
ceiling areas where a flat bottom deck is
Section Properties (Fy=33 ksi)
desired for aesthetic purposes, and the spans and
loads exceed the capability of type “B” cellular.
Gage
Weight (psf) Ip(In4) In(In4) Sp(In3) Sn(In3)
Top/Bot
Galv
Acoustical Data
20/20
4.53
1.458 1.281 0.599
0.712
20/18
5.02
1.577 1.508 0.599
0.858
Absorption Coefficients
NRC
18/20
5.02
1.977 1.626 0.879
0.878
125 250 500 1000 2000 4000
18/18
5.48
2.128 1.874 0.901
1.037
.34 .56 .94 .89
.79
.74
.80
18/16
6.03
2.281 2.296 0.908
1.277
16/18
6.55
2.739 2.228 1.242
1.218
- Section properties calculated in accordance with AISI specifications
Gage
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
Span
Cond
Uniform Total Load in Pounds Per Square Foot (Dead and Live)
10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0” 14’-6”
78
71
65
58
57
50
45
42
39
37
78
71
65
58
57
51
45
42
39
38
One
115
105
95
87
80
73
67
61
56
51
120
108
98
89
82
75
70
64
60
56
121
107
99
91
83
77
71
65
61
57
164
148
135
123
112
102
91
81
74
68
91
84
77
70
64
58
55
51
47
44
110
101
92
84
76
71
65
61
57
52
Two
115
105
95
86
79
73
67
62
60
55
135
122
111
101
93
88
79
75
70
64
166
151
136
125
115
106
98
92
85
78
160
145
131
122
111
102
93
88
80
75
117
103
95
88
79
74
68
64
59
55
Three
138
125
113
105
96
89
83
76
71
66
or
141
131
118
108
100
91
85
79
72
68
More
168
152
141
129
118
107
99
92
86
81
205
188
171
158
144
132
124
113
107
100
197
180
165
151
138
128
118
109
101
95
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown 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 of
1/240 of the span. A dead load of 10 psf has been included.
associate member
20
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
DEEP ROOF
TYPE “J” & “J-CELLULAR” (4 1/2” DEEP ROOF DECK)
4 1/2”
9”
Type “J” Deck
12” Cover
4 1/2”
9”
Type “J-Cell”
Deck
Acoustical Type Shown
24” Cover
Section Properties (Fy=33 ksi)
Gage
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0358
2.89
2.496
0.919
0.972
.0474
3.82
3.455
1.265
1.313
.0598
4.80
4.441
1.613
1.652
- Section properties calculated in accordance
with AISI specifications
Gage
20/20
20/18
18/20
18/18
16/18
16/16
Weight Ip(In4) Sp(In3) Sn(In3)
(psf)Glv
4.00
3.922 1.233
1.296
4.50
4.325 1.232
1.345
4.95
5.178 1.869
1.377
5.50
5.536 1.988
1.745
5.95
6.844 2.236
1.978
6.50
7.465 2.392
2.411
Acoustical Data
125
.49
Type
J
J
J
JC
JC
JC
JC
JC
JC
Absorption Coefficients
250 500 1000 2000
.77 .96 .83
.75
Gage
20
18
16
20/20
20/18
18/20
18/18
16/18
16/16
8’-0”
90
180
312
90
90
180
180
312
312
NRC
4000
.70
.85
Single Span Uniform Total Load in Pounds Per Square Foot (Dead and Live)
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”
80
72
65
60
55
51
48
45
42
37
33
30
27
25
23
160 144
131
117
99
86
74
65
56
48
43
38
34
31
28
265 215
177
149
127
109
95
81
69
59
52
46
41
37
33
80
72
65
60
55
51
48
45
42
40
37
36
34
32
31
80
72
65
60
55
51
48
45
42
40
37
36
34
32
31
160 144
131
120
111
103
96
90
79
68
59
52
46
41
37
160 144
131
120
111
103
96
90
83
72
62
55
46
44
39
278
250
227
207
176
152
132
116
101
87
75
66
58
52
46
278 250
227
208
188
162
141
124
109
94
81
71
62
56
50
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
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.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
21
DEEP ROOF
TYPE “H” & “H-CELLULAR” (6” DEEP ROOF DECK)
9”
6”
Type “H” Deck
12” Cover
9”
6”
Type “H-Cell”
Deck
Acoustical Type Shown
24” Cover
Section Properties (Fy=33 ksi)
Gage
20
18
16
Design
Weight Ip(In4) Sp(In3) Sn(In3)
Thickness (psf)Glv
.0358
3.22
4.906
1.381
1.359
.0474
4.32
6.874
1.994
2.059
.0598
5.38
8.898
2.548
2.593
- Section properties calculated in accordance
with AISI specifications
Acoustical Data
125
.49
Type
H
H
H
HC
HC
HC
HC
HC
HC
HC
Absorption Coefficients
250 500 1000 2000 4000
.77 .96 .83
.75
.70
Gage
20
18
16
20/20
20/18
18/20
18/18
18/16
16/18
16/16
15’-0”16’-0”
44
41
94
88
150 132
44
41
44
41
94
88
94
88
94
88
166 156
166 156
Gage
20/20
20/18
18/20
18/18
18/16
16/18
16/16
Weight
(psf)Glv
4.50
5.00
5.40
6.20
6.72
6.90
7.72
Ip(In4) Sp(In3) Sn(In3)
8.005
8.921
9.822
10.895
11.872
12.689
14.112
2.103
2.134
2.744
2.770
2.792
3.854
3.789
1.638
2.123
2.012
2.448
2.972
2.698
3.319
NRC
.85
Single Span Uniform Total Load in Pounds Per Square Foot (Dead and Live)
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”
39
37
35
33
31
30
29
27
26
25
24
23
21
20
82
78
73
66
58
52
47
42
38
35
32
30
28
26
117
104
94
83
73
64
58
52
47
43
39
36
33
31
39
37
35
33
31
30
29
27
26
25
24
23
23
22
39
37
35
33
31
30
29
27
26
25
24
23
23
22
82
78
74
70
67
64
61
56
51
46
42
39
36
33
82
78
74
70
67
64
61
58
55
50
46
42
39
36
82
78
74
70
67
64
61
58
56
54
49
45
41
38
147
138
131
114
99
88
78
70
63
57
52
47
44
40
147
138
131
125
110
97
86
77
69
62
57
52
47
44
Notes: 1. Load tables are calculated using section properties based on the steel design thickness
shown in the Steel Deck Institute (SDI) design manual.
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.
associate member
22
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
COMPOSITE
CELLULAR
1-1/2” COMPOSITE CELLULAR
24” Cover
Total Slab Thickness
1 1/2”
Type 1-1/2” Composite Cellular
Acoustical Type Shown
6”
Section Properties (Fy=40 ksi)
Gage
Top/Bot
20/20
20/18
18/20
18/18
18/16
16/18
Weight (psf)
Galv
3.53
4.02
4.48
5.11
5.58
5.58
Ip(In4) Sp(In3)
0.380
0.405
0.512
0.550
0.596
0.703
Helpful Hint: Type 1-1/2” composite cellular deck is utilized
in exposed ceiling areas where a flat bottom
deck is desired for aesthetic purposes under a
slab and a composite slab is desired.
Sn(In3)
0.305
0.314
0.456
0.463
0.475
0.644
0.375
0.415
0.460
0.515
0.563
0.635
Acoustical Data
125
.11
Absorption Coefficients
250 500 1000 2000
.47 .63 .87
.88
NRC
4000
.70
.70
- Section properties calculated in accordance with AISI specifications
Maximum Allowable Unshored Clear Spans
Slab Gage
Depth
4.0”
4.5”
5.0”
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
Weight
PSF
41
42
42
43
43
43
47
48
48
49
49
49
53
54
54
55
55
55
NW Concrete
145 PCF
1 Span 2 Span 3 Span
6-10
9-2
9-3
6-10
9-3
9-4
8-8
10-11
11-3
8-8
11-5
11-10
8-9
11-11
12-1
10-6
12-8
13-1
6-6
8-9
8-10
6-6
8-10
8-11
8-2
10-5
10-9
8-2
10-11
11-3
8-4
11-4
11-6
10-0
12-2
12-6
6-2
8-4
8-6
6-3
8-5
8-7
7-10
10-0
10-4
7-10
10-6
10-9
7-11
10-10
11-0
9-6
11-8
12-0
Slab Gage
Depth PSF
5.5”
6.0”
Weight
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
59
60
60
61
61
61
65
66
66
67
67
67
NW Concrete
145 PCF
1 Span 2 Span 3 Span
5-11
6-0
7-6
7-6
7-7
9-1
5-8
5-9
7-2
7-3
7-4
8-9
8-0
8-2
9-7
10-1
10-5
11-2
7-9
7-10
9-3
9-9
10-0
10-10
8-2
8-3
9-11
10-4
10-6
11-7
7-10
7-11
9-7
10-0
10-2
11-2
For superimposed live load tables, see the
1-1/2” Composite Floor Deck page.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
23
COMPOSITE
CELLULAR
2” COMPOSITE CELLULAR
24” Cover
Total Slab Thickness
2”
Type 2” Composite Cellular
Acoustical Type Shown
12”
Section Properties (Fy=40 ksi)
Gage
Top/Bot
20/20
20/18
18/20
18/18
18/16
16/18
Weight (psf)
Galv
3.55
4.05
4.05
4.62
5.18
5.14
Ip(In4)
Sp(In3)
0.660
0.713
0.825
0.898
0.945
1.062
0.410
0.418
0.575
0.592
0.601
0.735
Helpful Hint: Type 2” composite cellular deck is utilized in exposed
ceiling areas where a flat bottom deck is desired for
aesthetic purposes under a slab and the spans exceed
the capability of type 1-1/2”composite cellular deck.
Sn(In3)
0.421
0.435
0.542
0.546
0.575
0.697
Acoustical Data
125
.49
Absorption Coefficients
250 500 1000 2000
.77 .96 .83
.75
NRC
4000
.70
.85
- Section properties calculated in accordance with AISI specifications
Maximum Construction Clear Spans
Slab Gage
Depth
4.5”
5.0”
5.5”
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
Weight
PSF
46
46
46
47
47
47
52
52
52
53
53
53
58
58
58
59
59
59
NW Concrete
145 PCF
1 Span 2 Span 3 Span
7-10
10-1
10-5
7-11
10-3
10-7
9-7
11-6
11-10
9-8
11-5
11-10
9-9
11-9
12-2
10-11
12-11
13-4
7-5
9-8
10-0
7-6
9-10
10-2
9-1
11-0
11-4
9-2
11-0
11-5
9-3
11-3
11-7
10-5
12-4
12-10
7-1
9-4
9-7
7-2
9-5
9-9
8-8
10-7
10-11
8-9
10-7
10-11
8-10
10-10
11-2
9-11
11-11
12-4
Slab
Depth Gage
6.0”
6.5”
Weight
PSF
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
64
64
64
65
65
65
70
70
70
71
71
71
NW Concrete
145 PCF
1 Span 2 Span 3 Span
6-10
6-11
8-4
8-5
8-6
9-7
6-7
6-8
8-0
8-1
8-2
9-2
8-11
9-1
10-2
10-2
10-5
11-5
8-8
8-10
9-10
9-10
10-1
11-1
9-3
9-5
10-6
10-6
10-9
11-10
8-11
9-1
10-2
10-2
10-5
11-5
For superimposed live load tables, see the 2” Composite
Floor Deck page.
associate member
24
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
COMPOSITE
CELLULAR
3” COMPOSITE CELLULAR
24” Cover
Total Slab Thickness
3”
Type 3” Composite Cellular
Acoustical Type Shown
12”
Section Properties (Fy=40 ksi)
Gage
Top/Bot
20/20
20/18
18/20
18/18
18/16
16/18
Weight (psf)
Galv
3.65
4.15
4.15
4.72
5.28
5.24
Ip(In4)
Sp(In3)
1.526
1.633
1.893
2.030
2.146
2.422
0.663
0.671
0.926
0.940
0.955
1.167
Helpful Hint: Type 3” composite cellular deck is utilized in exposed
ceiling areas where a flat bottom deck is desired for
aesthetic purposes under a slab and the spans exceed
the capability of type 2” composite cellular deck.
Sn(In3)
0.662
0.688
0.865
0.894
0.921
1.106
Acoustical Data
125
.49
Absorption Coefficients
250 500 1000 2000
.77 .96 .83
.75
NRC
4000
.70
.85
- Section properties calculated in accordance with AISI specifications
Maximum Construction Clear Spans
Slab Gage
Depth
5.5”
6.0”
6.5”
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
Weight
PSF
58
58
58
59
59
59
64
64
64
65
65
65
70
70
70
71
71
71
NW Concrete
145 PCF
1 Span 2 Span 3 Span
9-5
11-8
12-0
9-6
11-11
12-3
11-5
13-4
13-9
11-5
13-4
13-11
11-7
13-8
14-1
12-11
15-0
15-6
9-0
11-3
11-7
9-1
11-5
11-10
10-11
12-10
13-3
10-11
13-0
13-5
11-1
13-2
13-7
12-4
14-5
14-11
8-9
10-10
11-3
8-9
11-1
11-5
10-6
12-5
12-10
10-7
12-7
13-0
10-8
12-9
13-2
11-11
13-11
14-5
Slab Gage
Depth PSF
7.0”
7.5”
Weight
20/20
20/18
18/20
18/18
18/16
16/18
20/20
20/18
18/20
18/18
18/16
16/18
76
76
76
77
77
77
82
82
82
83
83
83
NW Concrete
145 PCF
1 Span 2 Span 3 Span
8-5
8-6
10-2
10-2
10-3
11-6
8-2
8-2
9-10
9-10
9-11
11-1
10-6
10-8
12-0
12-2
12-4
13-6
10-2
10-5
11-8
11-9
12-0
13-1
10-10
11-1
12-5
12-7
12-9
14-0
10-6
10-9
12-0
12-2
12-4
13-7
For superimposed live load tables, see the 3” Composite
Floor Deck page.
associate member
Corporate Headquarters - Bridgeport, CT
Toll-Free: 800-221-0340
New York Metro
Toll-Free: 888-287-4942
New York-Long Island
631-451-9450
New Jersey
Toll-Free: 800-631-1543
Connecticut
Toll-Free: 888-889-3701
Alabama
Toll-Free: 866-407-2926
Utah
Toll-Free: 800-980-2926
Bushwick-Koons Steel
Toll-Free: 800-654-3441
Pennsylvania
Toll-Free: 800-221-7781
25
SDI SPECIFICATIONS FOR STEEL ROOF DECK
3.1a Allowable Stress Design (ASD): The
maximum working stress shall not exceed 20
ksi (140 MPa). The unit design stress shall in
no case exceed the minimum yield strength of
the steel divided by 1.65 for specific design
uniform loads. The unit design stress shall be
increased 33% for temporary concentrated
loads provided the deck thus required is no
less than that required for the specific design
uniform loads.
2.1 Steel Roof Deck: The steel roof deck units
and accessories shall be fabricated from steel
conforming to Section A3 of the latest edition,
(1996) of the American Iron and Steel Institute, Specifications for the Design of Cold
Formed Steel Structural Members. The steel
used shall have a minimum yield strength of
33 ksi (230 MPa).
2.2 Tolerances:
Panel Length: Plus or minus 1/2 inch (13
mm).
Thickness: Shall not be less than 95% of the
design 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 10
foot 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 the
fabrication processes for steel deck products.
Variation in cover width tolerances may vary
due to trucking, storage, and handling.
The steel roof deck shall be manufactured from
steel conforming to ASTM Designation A61197, Grades C, D or E or from A653/A 653M-97
Structural Quality grade SS33 or higher. If the
published product literature does not show the
uncoated steel thickness in decimal inches (or
millimeters) but lists gage or type numbers,
then the thickness of steel before coating with
paint or metal shall be in conformance with
the following table:
Type
No.
22
20
18
16
Design
Thickness
In.
mm
.0295 0.75
.0358 0.90
.0474 1.20
.0598 1.50
Minimum
Thickness
In.
mm
.028 0.70
.034 0.85
.045 1.15
.057 1.45
3.1b Load Resistance Factor Design (LRFD):
The load and resistance factors and the load
combinations shall be as required by the AISI
specification.
Commentary: Either ASD or LRFD design is acceptable to the Steel Deck Institute. If LRFD
uniform load tables are desired, the SDI Roof
Deck Construction (1999) is a source.
3.2 Section Properties: Structural properties
of roof deck sections shall be computed in accordance with the American Iron and Steel Institute (AISI) Specification for the Design of
Cold-Formed Steel Structural Members, 1996
edition.
Commentary: Arbitrarily assumed effective
compression flange widths shall not be allowed. Testing shall not be used in lieu of the
above in determination of vertical load carrying capacity of steel deck.
3.3 Load Tables: Uniform loads determined for
published tables shall be based on equal adjacent two and three span conditions and on
single spans. Appropriate combinations of
shear and bending shall be made to determine
the published loads. Widths of 2” (50 mm) for
end bearing and 4” (100 mm) for interior shall
be used to check web crippling. Deflection coefficients shall be 0.013 for single spans, .0054
for double spans and .0069 for triple spans.
Commentary: For deck layouts that provide
more than three equal spans, the user can
apply the loads published for three spans.
Published uniform load tables do not apply for
adjacent spans that differ in length by more
than 10%.
All loads shall be distributed by appropriate
means to prevent damage to the completed
assembly during construction.
Cantilever loads:
Construction phase load of 10 psf (0.48 kPa)
on adjacent span and cantilever, plus 200
pound load (0.89 kN) at end of cantilever with
a stress limit of 26 ksi (180 MPa)(ASD).
Service load of 45 psf (2.15 kPa) on adjacent
span and cantilever, plus 100 pound load (0.44
kN) at end of cantilever with a stress limit of
20 ksi (140 MPa)(ASD).
Deflection limited to L/240 of adjacent span
for interior span and deflection at end of
cantilever to L/120 of overhang.
Notes:
1. Adjacent span: Limited to those spans
shown in Section 3.4 of Roof Deck Specifications. In those instances where the adjacent
span is less than 3 times the cantilever span,
the individual manufacturer should be consulted for the appropriate cantilever span.
2. Sidelaps must be attached at end of cantilever and at a maximum of 12 inches (300
mm) on center from end.
3. No permanent suspended loads are to be
supported by the steel deck.
4. The deck must be completely attached to
supports and at the sidelaps before any load is
applied to the cantilever.
STEEL DECK CANTIILEVER
EXAMPLE: WR22
BEAM
3.4 Maximum Deflections:
Deflection of the deck shall not exceed L/240
or 1 inch (25 mm) whichever is less, under the
uniformly distributed design live load. All
spans are to be considered center-to-center of
supports.
Commentary: The adequacy of deck edge support details should be reviewed. At the building perimeter, or any other deck termination
or direction change, occasional concentrated
loading of the roof deck could result in temporary differences in deflection between the roof
DECK
JOIST
2. Materials
Construction and Maintenance loads: SPANS
are governed by a maximum stress of 26 ksi
(180 MPa) and a maximum deflection of L/240
with a 200-pound (0.89 kN) concentrated load
at midspan on a 1’-0” (300 mm) wide section
of deck. If the designer contemplates loads of
greater magnitude, spans shall be decreased or
the thickness of the steel increased as
required.
JOIST
Commentary: Suspended ceilings, light fixtures, ducts, or other utilities shall not be supported by the steel deck.
deck and the adjacent stationary building
component. Supplemental support such as a
perimeter angle may be warranted.
WR22
Bushwick Metals, Inc. 888-287-4942
A
BEAM
PARTIAL ROOF PLAN
WR22
1’-11” MAX
CANTILEVER
SECTION A
26
SPAN
BEAM
3. Design
The requirements of this section shall govern
only ribbed steel roof deck construction of
varying configurations used for the support of
roofing materials, design live loads and SDI
construction loads shown on page 3.
JOIST
1. Scope
SDI SPECIFICATIONS FOR STEEL ROOF DECK
Recommended Maximum Spans for Construction and
Maintenance Loads Standard 1 1/2 Inch and 3 Inch Roof Deck
Type
Narrow
Rib Deck
NR22
NR22
NR20
NR20
NR18
NR18
Intermediate IR22
Rib Deck
IR22
IR20
IR20
IR18
IR18
Wide Rib
WR22
Deck
WR22
WR20
WR20
WR18
WR18
Deep Rib
3DR22
Deck
3DR22
3DR20
3DR20
3DR18
3DR18
Span
Span
Condition Ft.-In. Meters
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
1
2 or more
3’-10”
4’-9”
4’-10”
5’-11”
5’-11”
6’-11”
4’-6”
5’-6”
5’-3”
6’-3”
6’-2”
7’-4”
5’-6”
6’-6”
6’-3”
7’-5”
7’-6”
8’-10”
11’-0”
13’-0”
12’-6”
14’-8”
15’-0”
17’-8”
1.15 m
1.45 m
1.45 m
1.80 m
1.80 m
2.10 m
1.35 m
1.65 m
1.60 m
1.90 m
1.85 m
2.30 m
1.65 m
1.75 m
1.90 m
2.25 m
2.30 m
2.70 m
3.35 m
3.95 m
3.80 m
4.45 m
4.55 m
5.40
Max. Recommended Spans
Roof Deck Cantilever
Ft.-In.
Meters
1’-0”
.30 m
1’-2”
.35 m
1’-7”
.45 m
1’-2”
.35 m
1’-5”
.40 m
1’-10”
.55 m
1’-11”
.55 m
2’4”
.70 m
2’10”
.85 m
3’-5”
1.05 m
3’-11”
1.21 m
4’-9”
1.45 m
4. Installation & Site Storage
4.1 Site Storage: Steel deck shall be stored off
the ground with one end elevated to provide
drainage, and shall be protected from the elements with a waterproof covering, ventilated
to avoid condensation.
4.2 Deck Placement: Place each deck unit on
supporting structural frame. Adjust to final
position with accurately aligned side laps and
ends bearing on supporting members. On joist
framing, be sure the appropriate end lap
occurs over a top chord angle for proper
anchorage.
Commentary: Staggering roof deck end laps is
not a recommended practice. The deck capacity
is not increased by staggering the end laps, yet
layout and erection costs are increased.
4.3 Lapped or Butted Ends: Deck ends may
be either butted or lapped over supports.
Standard tolerance for ordered length is plus or
minus 1/2 inch (13 mm).
4.4 Anchorage: Roof deck units shall be anchored to supporting members including
perimeter support steel and/or bearing walls
Building Deck Edge or Interior
Termination Condition
by either welding or mechanical fasteners, to
provide lateral stability to the top flange of
the supporting structural members and to resist the following minimum gross uplifts; 45
pounds per square foot (2.15 kPa) for eave
overhang; 30 pounds per square foot (1.44
kPa) for all other roof areas. The dead load of
the roof deck construction shall be deducted
from the above forces. The location and number of fasteners required for satisfactory attachment of deck to supporting structural
members are as follows: All side laps plus a
sufficient number of interior ribs to limit the
spacing between adjacent points of attachment
to 18 inches (500 mm). Do not walk or stand
on deck until these minimum attachments are
accomplished at the structural supports. Deck
units with spans greater than 5 feet (1.5 m)
shall have side laps and perimeter edges (at
perimeter support steel) fastened at midspan
or 36 inches (1 m) intervals, whichever is
smaller. Sidelap attachment shall progress from
support to midspan.
A perimeter deck system support parallel to
deck flutes or ribs is necessary to provide for a
minimum fastener spacing as specified. The design and detailing of this perimeter deck support system is the responsibility of the project
designer.
Commentary: The deck should be anchored as
soon as possible to act as a working platform,
to prevent blow off and slipoff from supports
and to provide stability to deck system and
frame. The designer should check the appropriate codes for the required uplift loading and
show the required anchorage connections on
the plans. If no information is shown on the
plans, the uplift loads shown in paragraph 4.4
will be assumed. Sidelap fasteners can be
welds, screws, crimps (button punching), or
other methods approved by the designer. Welding sidelaps on thicknesses 0.028 inches (.7
mm) or less may cause large burn holes and is
not recommended. The objective of side lap
fastening is to prevent differential sheet deflection. The five foot (1.5 m) limit on side lap
spacing is based on experience.
The deck erector should not leave broken bundles or unattached deck at the end of the day
as the wind may displace the sheets and cause
injury to person or property. In the past, 1 1/2
inches (38 mm) of end bearing was the minimum; this is still a good “rule of thumb” that
will, in general prevent slip off. If less than 1
1/2” inches (38 mm) of end bearing is available, or if high support reactions are expected,
the design engineer should ask the deck manufacturer to check the deck web stress. In any
case, the deck must be adequately attached to
the structure to prevent slip off.
The SDI Diaphragm Design Manual, Second Edition, should be used to determine fastening requirements if the deck is to be designed to
resist horizontal loads. The most stringent requirements, of either section 4.4 or, if applicable, the SDI Diaphragm Design Manual, should
be used.
4.4a Welding: All field welding of deck shall
be in strict accordance with ANSI/AWS D1.3
Structural Welding Code - Sheet Steel. Each
welder must demonstrate an ability to produce
satisfactory welds using a procedure such as
shown in the Steel Deck Institute Manual of
Construction with Steel Deck or as described in
ANSI/AWS D1.3. A minimum visible 5/8 inch
Bushwick Metals, Inc. 888-287-4942
27
SDI SPECIFICATIONS FOR STEEL ROOF DECK
(15 mm) diameter puddle weld or an elongated
weld with an equal perimeter is required. Fillet
welds, when used, shall be at least 1 inch (25
mm) long. Weld metal shall penetrate all layers
of deck material at end laps and shall have
good fusion to the supporting members. Welding washers shall be used on all deck units
with a metal thickness 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 a nominal 3/8 inch (10 mm) diameter hole. Care shall be exercised in the selection of electrodes and amperage to provide a
positive weld and prevent high amperage blow
holes.
Commentary: The obligation is placed on the
contractor to prepare welding procedure specifications and to qualify them before production use. These procedure specifications must
include classification of the filler metal, it’s
size, and for each type of weld, it’s melting
rate or any other suitable means of current
control indicative of melting rate, as applicable.
The welder qualification test requires each
welder to prove the ability to produce satisfactory welds using these qualified procedures.
The fact that the welder may have been successfully qualified on plate or pipe under the
provisions of ANSI/AWS D1.1 Structural Welding Code -Steel, for structural welding, or on
plate or pipe under the provisions of other
codes governing the welding of specific products, does not qualify the welder for welding
sheet steel.
The selections of welding rod and amperage are
left to the individual welder. Welds are made
from the top side of the deck, with the welder
immediately following the placement crew. In
general, stronger welds are obtained on 0.028
inches (.70 mm) or thicker deck without weld
washers. Welds on deck less than 0.028 (.70
mm) are stronger with washers.
4.4b Mechanical Fasteners: Mechanical
fasteners (powder-actuated, screws, pneumatically driven fasteners, etc.) are recognized as
viable anchoring methods, provided the type
and spacing of the fasteners satisfy the design
criteria. Documentation in the form of test
data, design calculations or design charts
should be submitted by the fastener manufacturer as the basis for obtaining approval. The
deck manufacturer may recommend additional
fasteners to stabilize the given profile against
sideslip of any unfastened ribs.
Commentary: The allowable load value per fastener used to determine the maximum fastener
spacing is based on a minimum structural support thickness of not less than 1/8 inch (3
mm) when power-actuated or pneumatically
28
Bushwick Metals, Inc. 888-287-4942
driven fasteners with 5/16 inch (8 mm) diameter minimum bearing surface (fastener head)
are used. When the structural support thickness is less than 1/8 inch (3 mm), powder actuated or pneumatically driven fasteners shall
not be used, but screws are acceptable.
5. Protective Coatings
5.1 Finishes: All steel to be used for roof deck
shall be galvanized, aluminized or prime
painted. The roofdeck shall be free of grease
and dirt prior to the coating.
Commentary: The primer coat is intended to
protect the steel for only a short period of exposure in ordinary atmospheric conditions and
shall be considered an impermanent and provisional coating. Field painting of prime painted
deck is recommended especially where deck is
exposed. In corrosive or high moisture atmospheres, a galvanized finish is desirable in a G60 (Z180) or G-90 (Z275) coating. In highly
corrosive or chemical atmospheres or where reactive materials could be in contact with the
steel deck, special care in specifying the finish
should be used. In this case, individual manufacturers should be contacted. See important
information Section 4.1. Insulation, page 7 of
SDI Design Manual #29.
In most cases, deck welds are removed from a
corrosive environment when the roof is installed and no weld touch up paint or cold galvanizing is necessary. In those instances where
the welds are left exposed to a corrosive atmosphere, the weld should be wire brushed
and coated with an approved substance.
5.2 Fireproofing: The metal deck manufacturer shall not be responsible for the cleaning
of the underside of metal deck to ensure bond
of fireproofing. Adherence of fireproofing materials is dependent on many variables; the
deck manufacturer (supplier) is not responsible
for the adhesion or adhesive ability of the fireproofing.
6. Erection
Deck sheets will be placed in accordance with
approved erection layout drawings supplied by
the deck manufacturer and in conformance
with the deck manufacturer’s standards. End
joints of sheets shall occur over supports. (See
Section 4.4)
Commentary: Openings greater than 25 square
feet (2.3 m2) are generally located and shown
on the detailed erection drawings, and deck
will be provided to the job in lengths to accommodate the opening. Openings less than 25
square feet (2.3 m2) can be located and shown
on the erection drawings and be decked over;
the deck erector is to cut these openings as
well 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 must
be 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 reinforced if necessary, by the trades requiring the
openings. Refer to the SDI Manual of Construction With Steel Deck for a reinforcing schedule.
7. Insulation
Insulation board shall be of sufficient strength
and thickness to permit unsupported spans
and edges over the deck’s rib openings. Cementitious insulating fills shall be poured only
over galvanized deck and shall be adequately
vented. In all cases, the recommendations of
the insulation manufacturer shall be followed.
CAUTION
Steel roof deck may be used in a
variety of ways, some of which do
not lend themselves to a standard
“steel deck” analysis for span and
loading. There are, in these cases,
other criteria which must be
considered besides that given by the
Steel Deck Institute. Make sure that
this investigation starts with a
review of the applicable Codes and
that any special conditions are
included in the design.
SDI SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK
1. Scope
This specification pertains to composite steel
floor deck. Composite steel floor deck is cold
formed steel deck which acts as a permanent
form and as the positive bending reinforcement for the structural concrete. When suitably fastened, the steel deck also acts as a
working platform for the various trades. After
the concrete hardens, the steel deck and the
concrete are interlocked by the shape of the
deck, mechanical means, surface bond, or by a
combination of these means.
2. Materials
2.1 Composite Steel Deck: Composite steel
floor deck shall be fabricated from steel conforming to Section A3 of the 1996 edition of
the American Iron and Steel Institute, Specifications for the Design of Cold Formed Steel
Structural Members, (AISI Specifications). The
steel used shall have a minimum yield point of
33 ksi (230 MPa).
2.1a: Tolerances:
Panel Length: Plus or minus 1/2 inch (12
mm).
Thickness: Shall not be less than 95% of the
design 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 10
foot length (6 mm in 3 meters).
Panel end out of square: 1/8 inch per foot of
panel width (10 mm per m).
Commentary: Most composite steel floor deck
is manufactured from steel conforming to
ASTM Designation A611, Grades C and D or
from A653-98a, Structural Steel.
If the published product literature does not
show the uncoated steel thickness in decimal
inches (or millimeters), but lists gage or type
numbers, then the thickness of steel before
coating with paint or metal shall be in conformance with the following table:
Type
No.
22
21
20
19
18
17
16
Design
Thickness
In.
mm
.0295 0.75
.0329 0.84
.0358 0.91
.0418 1.06
.0474 1.20
.0538 1.37
.0598 1.52
Minimum
Thickness
In.
mm
.028 0.71
.031 0.79
.034 0.86
.040 1.01
.045 1.14
.045 1.30
.051 1.44
The tolerances reflect fabrication processes for
steel deck products. Variation in cover width
tolerances may be from trucking, storage or
handling.
2.1b Finish: The finish on the steel composite
deck shall be as specified by the designer and
be suitable for the environment of the structure.
Commentary: Since the composite deck is the
positive bending reinforcement for the slab, it
must be designed to last the life of the structure; a minimum recommended finish is a galvanized coating as defined in ASTM A653-98a,
G30 (Z090).
3. Design (Deck as Form)
3.1: The section properties for the steel floor
deck (as a form in bending) shall be computed
in accordance with the AISI Specifications.
3.2a: Allowable Stress Design (ASD): The interaction of shear and bending shall be considered in the calculations. Bending stress in the
deck shall not exceed 0.6 times the yield
strength 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” wide
section of deck (2.2 kN per m). See Figure 1.
3.2b: Load and Resistance Factor Design
(LRFD): The load factors for the construction
shown in figure 1 and the resistance factors for
bending, shear, and interior bearing shall be as
required in the 1996 AISI Specification.
Commentary: The loading shown in figure 1 is
representative of the sequential loading of wet
concrete on the form. The 150 pound load (per
foot of width) is the result of distributing a
300 pound man over a 2 foot width. Experience has shown this to be a conservative distribution and, if welded wire reinforcing is
present the distribution is greater than 2 feet.
The metric equivalent of the 150 pound load is
2.2 kN per meter of width. For single span
deck conditions, the ability to control the concrete placement may be restricted and a factor
of 1.5 is applied to the concrete load to address this condition; however, in order to keep
this 50% load increase within a reasonable
limit, the increase is not to exceed 30 psf (1.44 kPa)
these are considered as temporary loads. The
deck is designed to always be in the elastic
range so removal of temporary loads should
allow the deck to recover. The structural steel
also deflects under the loading of the wet concrete. The designer is urged to check the deflection of the total system especially if
composite beams and girders are being used. If
the designer wants to include additional concrete loading on the deck because of frame deflection, the additional load should be shown
on the design drawings or stated in the deck
part of the job specifications. The deck supplier is not responsible for frame deflection,
nor for any cambering.
3.4 Minimum bearing lengths shall be determined in accordance with the 1996 AISI Specification; a uniform loading case of wet
concrete, plus deck, plus 20 psf (1 kPa) construction load shall be used. See Figure 3.
Commentary: In the past, 1 1/2 inches (40
mm) of end bearing was the minimum; this is
still a good “rule of thumb” that will, in general, prevent slip off. If less than 1 1/2 inches
(40 mm) of end bearing is available, or if high
support reactions are expected, then the designer should ask the deck manufacturer to
check the deck web crippling strength. In any
case, the deck must be adequately attached to
the structure to prevent slip off.
4. Installation & Site Storage
4.1 Site Storage: Steel Deck shall be stored off
the ground with one end elevated to provide
drainage and shall be protected from the elements with a water-proof covering, ventilated
to avoid condensation.
4.2 Deck Placement: Place each deck unit on
supporting structural frame. Adjust to final position with accurately aligned side laps and
ends bearing on supporting members.
Commentary: Staggering floor deck end joints
is not a recommended practice. The deck capacity as a form and the load capacity of the
composite deck/slab system are not increased
by staggering the ends, yet layout and erection
costs are increased.
4.3 Butted Ends: Deck sheets shall be butted
over supports. Standard tolerance for ordered
length is plus or minus 1/2 inch (12 mm).
3.3 Calculated theoretical deflection of the
deck, as a form, shall be based on the load of
the concrete (as determined by the design slab
thickness) and the load from the steel deck,
uniformly loaded on all spans, and shall be
limited to L/180 or 3/4” (20 mm), whichever
is smaller. Deflections shall be relative to supporting members. See Figure 2.
Commentary: Lapping composite deck ends can
be difficult because shear lugs (web embossment) or profile shape can prevent a tight
metal to metal fit. The space between sheets
can make welded attachments more difficult.
Gaps are acceptable at butted ends. If taping of
butted ends is requested, it is not the responsibility of the deck manufacturer.
Commentary: The deflection calculations do
not take into account construction loads since
4.4 Anchorage: Floor Deck units shall be anchored to supporting members including
Bushwick Metals, Inc. 888-287-4942
29
SDI SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK
perimeter support steel and/or bearing walls
by either welding or by mechanical fastening.
This shall be done immediately after alignment. The minimum recommended attachments
is defined in Section 4.4a. Do not walk or
stand on deck until these minimum attachments are accomplished at the structural supports. Deck units with spans greater than five
feet (1.5 m) shall have side laps and perimeter
edges (at perimeter support steel) fastened at
midspan or 36 inch (1 m) intervals, whichever
distance is smaller. Sidelap attachment shall
progress from the support to midspan.
Commentary: This anchorage may be required
to provide lateral stability to the top flange of
the supporting structural members. The minimum attachment is to prevent slip off from
supports and provide stability of the deck system. The deck should be anchored to act as a
working platform and to prevent blow off. Side
lap fasteners can be welds, screws, crimps (button punching), or other methods approved by
the designer. Welding side laps on thicknesses
0.028 inches (0.7 mm) or less may cause large
burn holes, and is not recommended. The objective of side lap fastening is to prevent differential sheet deflection during concrete
placing and therefore prevent side joints from
opening. The five foot (1.5 m) limit on side lap
spacing is based on experience. The deck contractor should not leave unattached deck at
the end of the day, as wind may displace the
sheets and cause injury to persons or property.
The SDI Diaphragm Design Manual, Second Edition, should be used to determine fastening requirements if the deck will be designed to
resist horizontal loads. The most stringent requirements, of either section 4.4 or, if applicable, the SDI Diaphragm Design Manual, should
be used.
4.4a Welding: All welding of deck shall be in
strict accordance with ANSI/AWS D1.3 Structural Welding Code - Sheet Steel. Each welder
must demonstrate an ability to produce satisfactory welds using a procedure such as shown
in the SDI Manual of Construction with Steel
Deck or as described in ANSI/AWS D1.3. A minimum visible 5/8 inch (15 mm) diameter puddle weld or equivalent is required at all edge
ribs, plus a sufficient number of interior ribs to
provide a maximum average spacing of 12
inches (300 mm). The maximum spacing between adjacent points of attachment shall not
exceed 18 inches (460 mm). Fillet welds, when
used, shall be at least 1 inch (25 mm) long.
Weld metal shall penetrate all layers of deck
material at end laps and shall have good fusion
to the supporting members. Welding washers
shall be used on all deck units with a metal
thickness less than 0.028 inches (0.7 mm).
Welding washers shall be a minimum thickness
30
Bushwick Metals, Inc. 888-287-4942
of 0.056 inches (1.5 mm, 16 gage) and have a
nominal 3/8 inch (10 mm) diameter hole.
Commentary: The welder may be qualified on
plate or pipe under ANSI/AWS D1.1, Structural
Welding Code - Steel, or under the provisions
of other codes governing the welding of specific products, but may not be qualified for
welding sheet steel. The layout, design, numbering or sizing of shear connectors is not the
responsibility of the deck manufacturer. If
studs are being applied through the deck onto
structural steel, the stud welds can be used to
replace the puddle welds. In general, stronger
welds are obtained on 0.028 inches (0.7 mm)
or thicker deck without weld washers. Welds on
deck less than 0.028 inches (0.7 mm) are
stronger with weld washers.
4.4b Mechanical Fasteners: Mechanical fasteners (powder-actuated, screws, pneumatically
driven fasteners, etc.) are recognized as viable
anchoring methods, provided the type and
spacing of the fasteners satisfies the design
criteria. Documentation in the form of test
data, design calculations, or design charts
should be submitted by the fastener manufacturer as the basis for obtaining approval. The
deck manufacturer may recommend additional
fasteners to stabilize the given profile against
sideslip of unfastened ribs.
Commentary: When the fasteners are powder
actuated or pneumatically driven, the allowable load value per fastener spacing is based on
a minimum structural support thickness of not
less than 1/8 inch (3 mm) and on the fastener
providing a 5/16 inch (8 mm) diameter bearing
surface (fastener head size). When the structural support thickness is less than 1/8 inch (3
mm), powder actuated or pneumatically driven
fasteners shall not be used, but screws are acceptable.
5. Design Deck and Concrete as a
Composite Unit
5.1 General: The composite slab shall be designed as a reinforced concrete slab with the
steel deck acting as the positive reinforcement.
Slabs shall be designed as simple or continuous
spans under uniform loads.
Commentary: High concentrated loads, diaphragm loads, etc. require additional analysis.
Horizontal load capacities can be checked by
referring to the SDI Diaphragm Design Manual,
Second Edition. Concentrated loads may be analyzed by the methods shown in the SDI Composite Deck Design Handbook, 1997. Most
published live load tables are based on simple
span analysis of the composite system; that is,
the slab is assumed to crack over each support.
If the designer wants a continuous slab, then
negative reinforcing should be designed using
conventional reinforced concrete design tech-
niques. The welded wire mesh, chosen for temperature reinforcing (Section 5.5), does not
usually supply enough area for continuity. The
deck is not considered to be compression reinforcing.
Care should be used during the placement of
loads on rolled-in hangar tabs for the support
of ceilings so that approximate uniform loading is maintained. The individual manufacturer
should be consulted for allowable loading on
single rolled-in hangar tabs. Improper use of
rolled-in hangar tabs could result in the overstressing of such tabs and/or the overloading
of the composite deck slab.
5.2 Testing: The deck manufacturer shall have
performed, under the supervision of a professional engineer, a sufficient number of tests on
the composite deck slab system to have verified composite behavior; or, the deck manufacturer shall have participated in the Steel Deck
Institute research program used to establish
the design criteria as shown in the SDI Composite Deck Design Handbook, 1992 or 1997;
or, the deck manufacturer shall have submitted
deck drawings and samples to the Steel Deck
Institute for certification as composite deck.
5.2a Load Determination: Using standard reinforced concrete design procedures the allowable superimposed load shall be found using
appropriate load resistance design factors and
applicable reduction factors based on the presence, absence, or spacing of shear studs on
beams perpendicular to the deck as shown in
the SDI Composite Deck Design Handbook,
1997.
Commentary: By using the reference analysis
techniques or test results, the deck manufacturer determines the live loads that can be applied to the composite deck slab combination.
The results are usually published as uniform
load tables. The manufacturer may instead
publish loads based on the results of the
“shear bond” testing program and these loads
would also be appropriate. For most applications, the deck thickness and profile is selected so that shoring is not required; the live
load capacity of the composite system is usually more than adequate for the superimposed
(live) loads. In calculating the section properties of the deck (under section 3.1 of these
specifications), the AISI provisions may require
that compression zones in the deck be reduced
to an “effective width”, but as tensile reinforcement, the total area of the cross section
may be used. Coatings other than those tested
may be investigated, and if there is evidence
that their performance will be better than that
of the tested product, additional testing may
not be required. For example, it is well accepted that deck with light tight rust provides
SDI SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK
better shear bond than galvanized, therefore
tested galvanized load capacities may be
used for rusted decking.
5.3 Concrete: Concrete shall be in accordance with the applicable sections of chapters 3, 4 and 5 of the ACI 318 Building Code
Requirements for Reinforced Concrete. Minimum compressive strength (f’c) shall be 3 ksi
(20 MPa) or as required for fire ratings or
durability. Admixtures containing chloride
salts shall not be used.
Commentary: Load tables are generally calculated by using a concrete strength of 3 ksi
(20 MPa). Composite slab capacities are not
greatly affected by variations in concrete
strength; but, if the strength falls below 3
ksi (20 MPa), it would be advisable to check
shear stud strengths. Fire rating requirements
may dictate the minimum concrete strength.
The use of admixtures containing chloride
salts is not allowed because the slabs will
corrode the steel deck which has been designed as the slab reinforcement.
5.3a Minimum Cover: The minimum concrete above the top of the floor deck shall be
2 inches (50 mm). When additional (negative
bending) reinforcement is placed in the slab,
the minimum cover of concrete above the reinforcing shall be 3/4 inch (20 mm).
5.4 Deflection: Deflection of the composite
slab shall not exceed L/360 under the superimposed load.
Commentary: Live load deflections are seldom a design factor. The deflection of the
slab/deck combination can best be predicted
by using the average of the cracked and uncracked moments of inertia as determined by
the transformed section method of analysis.
5.5 Temperature and Shrinkage
Reinforcement: Temperature and shrinkage
reinforcement, consisting of welded wire fabric or reinforcing bars, shall have a minimum
area of 0.00075 times the area of concrete
above the deck (per foot or per meter of
width), but shall not be less than the area
provided by 6 x 6-W1.4 x W1.4 welded wire
fabric. For those products so manufactured,
shear transfer wires welded to the top of the
deck may be considered to act as shrinkage
or temperature reinforcement.
Commentary: If welded wire mesh is used
with a steel area given by the above formula,
it will generally not be sufficient to be the
total negative reinforcement; however, the
mesh has shown that it does a good job of
crack control especially if kept near the top
of the slab (3/4 inch to 1 inch cover, 20 to
25 mm).
6. Construction Practice
All deck sheets shall have adequate bearing
and fastening to all supports so as not to lose
support during construction. Deck areas subject to heavy or repeated traffic, concentrated loads, impact loads, wheel loads, etc.
shall be adequately protected by planking or
other approved means to avoid overloading
and/or damage. Damaged deck (sheets containing distortions or deformations caused by
construction practices) shall be repaired, replaced, or shored to the satisfaction of the
designer before placing concrete. The cost of
repairing, replacing, or shoring of damaged
units shall be the liability of the trade contractor responsible for the damage.
Commentary: For temporary construction
loads prior to concrete placement, it should
be safe to assume that the deck will support
a minimum uniform load of 50 psf (2.4 MPa)
without further investigation.
6.1 Temporary Shoring: The need for temporary shoring shall be investigated and, if
required, it shall be designed and installed in
accordance with the applicable ACI code and
shall be left in place until the slab attains
75% of it’s specified compressive strength.
6.2: Prior to concrete placement, the steel
deck shall be free of soil, debris, standing
water, loose mill scale and all other foreign
matter.
6.3: Care must be exercised when placing
concrete so that the deck will not be subjected to any impact that exceeds the design
capacity of the deck. Concrete shall be placed
from a low level to avoid impact, and in a
uniform manner over the supporting structure and spread toward the center of the
deck span. If buggies are used to place the
concrete, runways shall be planked and the
buggies shall only operate on planking.
Planks shall be of adequate stiffness to transfer loads to the steel deck without damaging
the deck. Deck damage caused by roll bars or
careless placement must be avoided.
7. Additional Information and
Comments
7.1 Parking Garages: Composite floor deck
has been used successfully in many parking
structures around the country; however, the
following precautions should be observed:
1. Slabs should be designed as continuous
spans with negative bending reinforcing over
the supports;
2. Additional reinforcing should be included
to deter cracking caused by large temperature
differences and to provide load distribution;
and,
3. In areas where salt water; either brought
into the structure by cars in winter or carried
by the wind in coastal areas, may deteriorate
the deck, protective measures must be taken.
The top surface of the slab must be effectively sealed so that the salt water cannot
migrate through the slab to the steel deck. A
minimum G90 (Z275) galvanizing is recommended, and, the exposed bottom surface of
the deck should be protected with a durable
paint.
The protective measures must be maintained
for the life of the building. If the protective
measures cannot be assured, the steel deck
can be used as a stay in place form and the
concrete can be reinforced with mesh or bars
as required.
7.2 Cantilevers: When cantilevers are encountered, the deck acts only as a permanent
form; top reinforcing steel must be proportioned by the designer.
7.3 Composite Beams and Girders: Most
composite floor deck sections are suitable for
use with composite beams. The AISC Specification specifically provides for the use of
deck in this type of construction.
7.4 Fire Ratings: Many fire rated assemblies
that use composite floor decks are available.
Consult a SDI member manufacturer for a list
of ratings. In the Underwriters Fire Resistance Directory the composite deck constructions show hourly ratings for restrained and
unrestrained assemblies. ASTM E119 provides
information in Appendix X3 called “Guide for
Determining Conditions of Restraint for Floor
and Roof Assemblies and for Individual
Beams.” After a careful review of this guide
the Steel Deck Institute determined that all
interior and exterior spans of multispan deck
properly attached to bearing walls are restrained. In fact, there is almost no realistic
condition that a composite deck-slab could
not be considered to be restrained - perhaps
a single span deck system which is unattached to framing or a wall in order to provide a removable slab.
7.5 Fireproofing: The metal deck manufacturer shall not be responsible for ensuring
the bonding of fireproofing. The adherence of
fireproofing materials is dependent on many
variables; the deck manufacturer (supplier) is
not responsible for the adhesion or adhesive
ability of the fireproofing.
7.6 Dynamic Loads: Dynamic loading, e.g.,
fork lifts, can, over a period of time, interfere
with the mechanical bond between the concrete and deck which achieves its composite
action via web indents. Reinforcing steel running perpendicular to the deck span and
placed on top of the deck ribs is often used
Bushwick Metals, Inc. 888-287-4942
31
SDI SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK
with this type of loading to distribute concentrated loads.
7.7 Other Criteria: Composite steel floor deck
may 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 which
must be considered besides that given by the
Steel Deck Institute. Make sure this investigation starts with a review of the applicable
Codes and that any special conditions are
included in the design.
Figure 1
Figure 2
Figure 3
Loading Diagrams and
Bending Moments
Loading Diagrams
and Deflections
Loading Diagrams and
Support Reactions
Notes for Figures 1, 2 and 3:
P = 150 pound concentrated load
W1 = slab weight + deck weight
W2 = 20 pounds per square foot construction load
l = span length (ft.)
32
Bushwick Metals, Inc. 888-287-4942
SDI SPECIFICATIONS FOR COMPOSITE STEEL FLOOR DECK
Pour Stop Selection Table
SLAB
DEPTH
(Inches)
4.00
4.25
4.50
4.75
5.00
5.25
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
11.00
11.25
11.50
11.75
12.00
0
1
2
3
OVERHANG (INCHES)
4
5
6
7
8
9
10
11
12
12
12
12
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
10
12
12
12
12
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
POUR STOP TYPES
20
20
20
20
20
20
20
20
18
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
12
10
10
10
20
20
20
20
20
18
18
18
18
18
16
16
16
16
14
14
14
14
12
12
12
12
12
12
12
12
12
10
10
10
10
10
10
20
20
20
18
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
20
18
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
18
18
18
16
16
16
16
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
18
16
16
16
16
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
10
16
16
16
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
TYPES
20
18
16
14
12
10
DESIGN
THICKNESS
.0358
.0474
.0598
.0747
.1046
.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.
Bushwick Metals, Inc. 888-287-4942
33
SDI SPECIFICATIONS FOR NON-COMPOSITE STEEL FLOOR DECK
1. Scope
or both sides)
This specification and commentary pertains to
the use of non-composite steel deck as a form
for reinforced concrete slabs.
The uncoated finish is, by custom, referred to as
"black" by some users and manufacturers; the
use of the word "black" does not refer to paint
color on the product.
Commentary: This specification is not intended
to cover highway bridges (see SDI publication
Bridge Form, 1996), siding applications, or exposed roofs. In the past, most of the steel decking used in the manner that this specification
covers, was referred to as "centering", however,
various roof deck units have successfully been
used as non-composite forms. The specification
is intended to also include these applications.
2. Materials
2.1 Non-Composite Steel Form Deck: The steel
deck units shall be manufactured from steel conforming to ASTM designation A611 Grades C, D,
or E, or A653-98a Structural Steel with a minimum yield strength of 33 ksi (230 MPa). The
unit design stress shall not exceed the yield
strength multiplied by 0.60, with a maximum of
36 ksi (250 MPa).
Commentary: Most of the "centering" materials
are offered in A653-98a grade 80 steel (galvanized) or ASTM A611 grade E (uncoated); this
steel has a minimum yield strength of 80 ksi
(550 MPa) and is generally over 90 ksi (620
MPa); the AISI specifications allow a design
stress 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 design 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 10
foot length (6 mm in 3 meters).
Panel end out of square: 1/8 inch per foot of
panel width (10 mm per m).
Commentary: The above tolerances reflect fabrication practices for steel deck products. Cover
width tolerances may vary due to trucking, storage, or handling.
Type
No.
28
26
24
22
20
18
16
Design
Thickness
In.
.0149
.0179
.0238
.0295
.0358
.0474
.0598
mm
0.38
0.45
0.60
0.75
0.91
1.20
1.52
Minimum
Thickness
In.
.014
.017
.023
.028
.034
.045
.057
mm
0.35
0.43
0.57
0.71
0.86
1.14
1.44
Finishes available are:
Galvanized (Conforming to ASTM A924-94 and
or ASTM A653-98a);
Uncoated (Black);
Painted with a shop coat of primer paint (one
34
Bushwick Metals, Inc. 888-287-4942
Centering materials are usually available galvanized or uncoated. When unshored galvanized
material is used to support a reinforced concrete
slab, the slab load is considered to be permanently carried by the deck. When uncoated or
painted deck is used to support a reinforced
concrete slab, the form is considered impermanent and the concrete load should be deducted
from the load capacity of the reinforced slab.
For any permanent load carrying function, a
minimum galvanized coating conforming to
ASTM A653-98a, G30 (Z090) is recommended.
3. Design
3.1 The section properties of the steel deck unit
shall be computed in accordance with American
Iron and Steel Institute, Specification for the
Design of Cold-Formed Steel Structural Members,
1996 edition.
3.2 Deck used as a form for structural (reinforced) concrete slab:
3.2a Allowable Stress Design (ASD): Stress shall
not exceed 0.60 times the yield strength, nor
exceed 36 ksi (250 MPa) under the combined
loads of wet concrete, deck, and the following
construction live loads: 20 pounds per square
foot (1 kPa) uniform load or 150 pound concentrated load on a 1'-0" wide section of deck (2.2
kN per m). The interaction of shear and bending
shall be considered in the calculations. See Figure 1., page 29.
3.2b Load Resistance Factor Design (LRFD): The
load factors to apply to the construction shown
in Figure 1 shall be as required by the AISI Specification. The resistance factors for bending,
shear, and interior bending shall be as required
in the AISI Specification.
Commentary: The loading shown in Figure 1 is
representative of the sequential loading of wet
concrete on the form. The 150 pound load (per
foot of width) is the result of distributing a 300
pound man over a 2 foot width. Experience has
shown this to be a conservative distribution and,
if welded wire reinforcing is present the distribution is greater than 2 feet. The metric equivalent
of the 150 pound load is 2.2 kN per meter of
width. For single span deck conditions, the ability to control the concrete placement may be restricted and a factor of 1.5 is applied to the
concrete load to address this condition; however,
in order to keep this 50% load increase within a
reasonable limit the increase is not to exceed 30
psf (1.44 kPa).
3.2c Calculated form deflection shall be based
on the load of the wet concrete (as determined
by the design slab thickness) and the steel deck,
uniformly loaded on all spans, and shall be limited to L/180 or 3/4 inch (20 mm), whichever is
smaller. Deflection shall be relative to supporting members. See Figure 2., page 29.
Commentary: The deflection limits of L/180 and
3/4 inches (20 mm) are intended to be minimum
requirements. Architectural or other considerations may influence the designer to use a more
stringent limit. If the designer wants to include
additional concrete loading on the deck because
of frame deflection, the additional load should
be shown on the design drawings or stated in
the deck part of the job specifications. The deck
supplier is not responsible for frame deflection,
nor for any cambering.
3.2d The minimum bearing lengths shall be determined in accordance with the AISI Specification; the uniform loading case of wet concrete
plus deck plus 20 pounds per square foot (1kPa)
construction load shall be used. Minimum bearing shall be 1 1/2 inches (40 mm) unless otherwise shown.
Commentary: Form decks made of grade E steel
may have a radius to thickness ratio not covered
by the AISI Specification. Experience has shown
that 1 1/2 inches (40 mm) of bearing is sufficient for these decks. If less than 1 1/2 inches
(40 mm) is available for any form deck, or if
high support reactions are expected, the designer should ask the deck manufacturer to
check the deck web crippling capacity. In any
case, the deck must be adequately attached to
the structure to prevent slip off.
3.2e Design of the concrete slabs shall be done
in accordance with the ACI 318 Building Code.
The concrete cover over the top of the deck shall
not be less than 1 1/2 inches (40 mm). Randomly distributed fibers or fibrous add mixes
shall not be substituted for welded wire fabric
tensile reinforcement. Admixtures containing
chloride salts shall not be used.
Commentary: In following the ACI 318 requirements for temperature reinforcement, the designer may eliminate the concrete area that is
displaced by the deck ribs. For slabs with total
depth of 3 inches (75 mm) or less, the reinforcing mesh may be considered to be at the center
of the concrete
If uncoated or painted deck is used as the form,
the load of the concrete slab must be deducted
from the calculated capacity of the reinforced
concrete slab. If galvanized form is used, the
load of the slab is considered to be permanently
carried by the deck and need not be deducted
from the live load. If temporary shoring is used,
the load of the slab must be deducted from the
calculated capacity of the reinforced slab regardless of the deck finish. Except for some
SDI SPECIFICATIONS FOR NON-COMPOSITE STEEL FLOOR DECK
diaphragm values, the deck should not be
assumed to act compositely with the concrete
even though strong chemical bonds can, and
do, develop.
4. Installation and Site Storage
4.1 Site Storage: Steel Deck shall be stored off
the ground with one end elevated to provide
drainage and shall be protected from the elements with a waterproof covering, ventilated to
avoid condensation.
4.2 Deck Placement: Place each deck unit on
the supporting structural frame. Adjust to final
position with accurately aligned side laps and
ends bearing on supporting members and attach
immediately. On joist framing, be sure the appropriate end joint occurs over a top chord angle
for proper anchorage.
Commentary: Staggering deck ends is not a recommended practice. The deck capacity as a form
and the load capacity of the non-composite
deck/slab system are not increased by staggering
the end joints, yet layout and erection costs are
increased.
4.3 Lapped or Butted Ends: Deck ends may be
either butted or lapped over supports.
Commentary: Gaps are acceptable at butted
ends. If taping of butted ends is requested, it is
not the responsibility of the deck manufacturer.
4.4 Anchorage: Floor deck units shall be anchored to supporting members including perimeter support steel and/or bearing walls by either
welding or by mechanical fastening. This shall
be done immediately after alignment. The minimum recommended attachments is defined in
Section 4.4a. Do not walk or stand on deck until
these minimum attachments are accomplished at
the structural supports. Deck units with spans
greater than five feet (1.5 m) shall have side
laps and perimeter edges (at perimeter support
steel) fastened at midspan or 36 inch (1 m) intervals - whichever is smaller. Sidelap attachment shall progress from the support to
midspan.
Commentary: This anchorage may be required
to provide lateral stability to the top flange of
the supporting structural members. The minimum attachment is to prevent slip off from supports and provide stability of the deck systems.
The deck should be anchored to act as a working
platform and to prevent blow off. The frame fastening shown in figure 4 and the side lap fastening of 4.4 ARE MINIMUM REQUIREMENTS. In no
case should fasteners to the supports be spaced
greater than 36 inches (1 m) on center. The SDI
Diaphragm Design Manual, Second Edition,
should be used to determine fastening requirements when the deck is designed to resist horizontal loads. The most stringent fastening
requirements, of this specification or, if applica-
ble, the SDI Diaphragm Design Manual, Second
Edition should be used. Side lap fasteners can be
welds, screws, crimps (button punching), or
other methods approved by the designer. Welding side laps on thickness less than 0.028 inches
(0.7 mm) may cause large burn holes, and is not
recommended. The objective of side lap fastening is to prevent differential sheet deflection
during concrete loading, therefore preventing
side joints from opening. The five foot (1.5 m)
limit on side lap spacing is based on experience.
The deck contractor should not leave unattached
deck at the end of the day as the wind may displace the sheets and cause injury to persons or
property. If studs are being welded to the top
flange of the beams, deck sheets should be
butted over the supports.
4.4a Welding: All welding of deck shall be in
strict accordance with ANSI/AWS D1.3, Structural Welding Code - Sheet Steel. Each welder
must demonstrate an ability to produce satisfactory welds using a procedure such as shown in
the SDI Manual of Construction with Steel Deck,
or as described in ANSI/AWS D1.3. Welding
washers shall be used on all deck units with
metal thickness less than 0.28 inches (0.7 mm).
Welding washers shall be a minimum thickness
of 0.0598 inches (16 gage, 1.5 mm) and have a
nominal 3/8 inch (10 mm) diameter hole. Where
welding washers are not used, a minimum visible
5/8 inch (15 mm) diameter arc puddle weld shall
be used. Weld metal shall penetrate all layers of
deck material at end laps and shall have good
fusion to the supporting members. When used,
fillet welds shall be at least 1 inch (25 mm)
long.
Commentary: The welder may be qualified
under ANSI/AWS D1.1, Structural Welding Code Steel, or under the provisions of other codes
governing the welding of specific products, but
may not be qualified for welding sheet steel. In
general, stronger welds are obtained on 0.028
inches (0.7 mm) or thicker deck without weld
washers. Welds on deck less than 0.028 inches
(0.7 mm) are stronger with washers. The layout,
design, numbering or sizing of shear connectors
is not the responsibility of the deck manufacturer. If studs are being applied through the
deck onto structural steel, the stud welds can be
used to replace the puddle welds.
4.4b Mechanical Fasteners: Mechanical fasteners (powder-actuated, screws, pneumatically
driven fasteners, etc.) are recognized as viable
anchoring methods, provided the type and spacing of the fasteners satisfy the design criteria.
Documentation in the form of test data, design
calculations, or design charts should be submitted by the fastener manufacturer as the basis for
obtaining approval.
The deck manufacturer may recommend addi-
tional fasteners to stabilize the given profile
against sideslip of any unfastened ribs.
Commentary: When the fasteners are powder
actuated or pneumatically driven, the allowable
load value per fastener spacing is based on a
minimum structural support thickness of not
less than 1/8 inch (3 mm) and on the fastener
providing a 5/16 inch (8 mm) diameter bearing
surface (fastener head size). When the structural
support thickness is less than 1/8 inch (3 mm),
power actuated or pneumatically driven fasteners shall not be used, but screws are acceptable.
4.5 Construction Practice
4.5a All deck sheets shall have adequate bearing
and fastening to all supports so as not to lose
support during construction. Deck areas subject
to heavy or repeated traffic, concentrated loads,
impact loads, wheel loads, etc. shall be adequately protected by planking or other approved
means to avoid overloading and/or damage.
Damaged deck (sheets containing distortions or
deformations caused by construction practices)
shall be repaired, replaced, or shored to the satisfaction of the designer before placing concrete.
The cost of repairing, replacing, or shoring of
damaged units shall be the liability of the trade
contractor responsible for the damage.
Commentary: For temporary construction loads
prior to concrete placement, it should be safe to
assume that the deck will support a minimum
uniform load of 50 psf (2.4 kPa) without further
investigation.
4.5b The need for temporary shoring shall be investigated and, if required, it shall be designed
and installed in accordance with the applicable
ACI code and shall be left in place until the slab
attains 75% of its specified compressive
strength.
4.5c Prior to concrete placement, the steel deck
shall be free of soil, debris, standing water, loose
mill scale and all other foreign matter.
4.5d Care must be exercised when placing concrete so the deck will not be subjected to any
impact that exceeds the design capacity of the
deck. Concrete shall be placed from a low level
to avoid impact, in a uniform manner, over the
supporting structure and spread toward the center of the deck span. If buggies are used to place
the concrete, runways shall be planked and the
buggies shall only operate on planking. Planks
shall be of adequate stiffness to transfer loads to
the steel deck without damaging the deck. Deck
damage caused by roll bars or careless placement
must be avoided.
4.6 Information:
Commentary: Fire ratings, diaphragm design information and reinforced concrete slab capacities
are available from most SDI form deck manufacturers.
Bushwick Metals, Inc. 888-287-4942
35
SDI SPECIFICATIONS FOR NON-COMPOSITE STEEL FLOOR DECK
Steel form deck may be used in a variety of
ways, some of which do not lend themselves to
a standard “steel deck” analysis for span and
loading. In these cases there are other criteria
which must be considered besides those given
by the Steel Deck Institute. Make sure that this
investigation starts with a review of the
applicable codes and that any special conditions
are included in the design.
4.7 Fireproofing: The metal deck manufacturer
shall not be responsible for ensuring the bond-
Figure 1
Figure 2
Figure 4
Loading Diagrams and
Bending Moments
Loading Diagrams
and Deflections
Minimum
Fastening Patterns
Figure 3
Form Deck Typical Slabs
36
ing of fireproofing. Adherence of fireproofing
materials is dependent on many variables; the
deck manufacturer (supplier) is not responsible
for the adhesion or adhesive ability of the
fireproofing.
Bushwick Metals, Inc. 888-287-4942
ACCESSORIES
Accessories Notes
1. Recessed level sump pan is standard. Sloped
sump 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 20
gage and heavier.
TYPICAL FASTENER LAYOUTS
Sidelap Fastening:
In general, if spans are less than 5’-0” sidelap
fastening is not required. If spans are greater
than 5’-0”, deck is to be fastened at midspan
or every 36”, whichever is smaller.
Bushwick Metals, Inc. 888-287-4942
37
Corporate Headquarters
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Bushwick Metals, Inc.
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Sales Office
Bushwick Metals, Inc.
185 Great Neck Rd., Suite 320, Great Neck, NY 11021
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DECK PRODUCTS
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Phone: 888-287-4942
Fax: 516-482-1495
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Bushwick Metals, Inc.
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Sales Office
AZCO Steel Company
A Division of Bushwick Metals, Inc.
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A Division of Bushwick Metals, Inc.
New Jersey Warehouse
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A Division of Bushwick Metals, Inc.
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AZCO Steel Company
A Division of Bushwick Metals, Inc.
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Sales Office
AZCO Steel Company
A Division of Bushwick Metals, Inc.
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A Division of Bushwick Metals, Inc.
36 Anderson Rd., P.O. Box 476, Parker Ford, PA 19457
Toll Free 800-654-3441
TEL 610-495-9100 | FAX 610-495-9101
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