Vulcraft Roof Catalog/REV2

Transcription

2001
VULCRAFT
A Division of Nucor Corporation
STEEL JOISTS AND JOIST GIRDERS,
STEEL ROOF AND FLOOR DECK,
COMPOSITE & NON COMPOSITE FLOOR JOISTS
FOR MORE INFORMATION,
CONTACT A VULCRAFT SALES OFFICE
VULCRAFT
MANUFACTURING LOCATIONS:
P.O. Box 637
•Brigham City, UT 84302* •(435) 734-9433
Fax: (435) 723-5423
P.O. Box 100520 •Florence, SC 29501
•(843) 662-0381
Fax: (843) 662-3132
P.O. Box 680169 •Fort Payne, AL 35968
•(256) 845-2460
Fax: (256) 845-2823
P.O. Box 186
•Grapeland, TX 75844
•(936) 687-4665
Fax: (936) 687-4290
P.O. Box 59
•Norfolk, NE 68702
•(402) 644-8500
Fax: (402) 644-8528
P.O. Box 1000
•St. Joe, IN 46785
•(260) 337-1800
Fax: (260) 337-1801
P.O. Box 280
•Chemung, NY 14825
•(607) 529-9000
Fax: (607) 529-9001
*STEEL JOISTS, JOIST GIRDERS AND COMPOSITE JOISTS ONLY.
Website Address: www.vulcraft.com
The 65,000-seat multi-purpose Alamo Dome, San Antonio, Texas
408,800 ft 2 NA G90 Painted White.
Architects: Marmon Barclay Souter Foster Hays and HOK Sports
Facilities Group; Structural Engineer: W.E. Simpson Co. Inc.; Project
Manager: Day & Zimmermann, Inc.; Structural Contractor: Lyda
Incorporated; Steel Fabricators: Crown Steel Inc. and Industrial
Mechanical Co.; Steel Erector: John F. Beasley Construction Co.
The 29-story First Indiana Plaza in downtown Indianapolis used
439,440 square feet of Vulcraft 3” composite deck.
Developer: Duke Associates; Architect: CSO Architects, Inc.;
Design Architect: 3dI International; Constrction Manager: Duke
Construction Management, Inc.; Structural Engineer: Walter P. Moore &
Associates; Steel Fabricator: Ferguson Steel Company.
TABLE OF CONTENTS
FINISHES:
Vulcraft offers a selection of three finishes:
prime painted, galvanized and black
(uncoated).
Galvanized - Vulcraft galvanized decks are
supplied from mill coated sheets conforming to
ASTM-A653-94, Structural Quality, and Federal
Spec. QQ-S-775, and they are offered in two
zinc coated finishes.
(1) G-90 - .9 ounce/sq.ft.
(2) G-60 - .6 ounce/sq.ft.
The information presented in this catalog
has been prepared in accordance with
recognized engineering principles and is for
general information only. While it is believed to
be accurate, this information should not be
used or relied upon for any specific application
without competent professional examination
and verification of its accuracy, suitability and
applicability by an engineer, architect or other
licensed professional.
NON-COMPOSITE FLOOR DECK TYPE (TYPE “C”) (CONFORM)
Conform (Type C)..........................................................19
0.6C .........................................................................20, 21
1.0C .........................................................................22, 23
1.3C .........................................................................24, 25
1.5C .........................................................................26, 27
2C ..........................................................................28, 29
3C ..........................................................................30, 31
Specifications and Commentaries.....................32 thru 39
Floor-Ceiling Assemblies with Form Decks ...................40
Non-Composite & Composite Deck Details...................41
COMPOSITE FLOOR DECK (TYPE “VL”)
1.5 VL & 1.5 VLI ......................................................42, 43
1.5 VLR....................................................................44, 45
2 VLI ........................................................................46, 47
3 VLI ........................................................................48, 49
Specifications and Commentaries.....................50 thru 59
Floor-Ceiling Assemblies with Composite Deck ......60, 61
Maximum Cantilever Spans...........................................62
Web Crippling Data .......................................................63
SDI Pour Stop Selection Table......................................64
CODE OF RECOMMENDED STANDARD PRACTICE
Code of Recommended Standard Practice .............65, 66
DIAPHRAGM SHEAR STRENGTH AND STIFFNESS
Diaphragm Shear Strength and Stiffness ......................67
Typical Fastener Layout/ Example ................................68
1.5 B, F, A .........................................................69 thru 80
3N ....................................................................81 thru 84
Conform (Type “C”) Normal Wt. Concrete.....................85
Conform (Type “C”) Light Wt. Concrete.........................86
Conform (Type “C”) Type 1 Fill................................87, 88
Conform (Type “C”) Type 2 Fill................................89, 90
Composite Deck ......................................................91, 92
Publications ...................................................................96
FRONT COVER PICTURE:
The University of Houston’s indoor practice facility can be
configured for football, track, tennis, basketball and volleyball.
Development Manager: Hines Interests; Design Architect: HOK Sports Facilities
Group; Production Architect: Kendall/Heaton Associates; General Contractor: D.E.
Harvey Builders; Steel Fabricator: Eagle Fab; Steel Erector: Postel-Smith, Inc.
DIAPHRAGM
VULCRAFT, a division of Nucor
Corporation, has provided this catalog for use
by engineers and architects, using Vulcraft steel
decks. It includes all products available at the
time of printing. We reserve the right to
change, revise or withdraw any products or
procedures without notice.
1.5B .................................................................................3
1.5F .................................................................................4
1.5A .................................................................................5
3N ..................................................................................6
1.0E .................................................................................7
Cellular Deck ...................................................................8
Specifications and Commentaries.......................9 thru 16
Fire Resistance Ratings ................................................17
Accessories ...................................................................18
COMPOSITE
Prime painted - prior to applying a baked-on
acrylic medium gray primer, the cold rolled
sheet is chemically cleaned and pre-treated.
An off-white primer is available at an additional
cost.
ROOF DECK (TYPE “B”, “F”, “A”, “N”, AND “E”)
NON-COMPOSITE
Steel roof and floor decks have long been
recognized for their economy because of their
light weight and high strength-to-weight ratio.
They provide a durable and attractive roof or
floor system for fast all-weather construction.
Steel decks also provide excellent lateral
diaphragm action thus reducing the necessity
for structural bracing and their incombustible
nature assures architects, engineers and
owners of excellent fire ratings.
Typical Dimensions .........................................................2
ROOF
VULCRAFT, a leader in the steel joist and
joist girder industry offers a complete range of
steel decking at the five strategically located
deck manufacturing facilities. The deck is
accurately roll formed in varying configurations
on the most modern high-speed roll forming
equipment available.
TECHNICAL PRODUCT INFORMATION
Approximate Dimensions in Inches
Nebraska
South Carolina
Indiana
Deck Type
1.5B, 1.5BI, 1.5BA, 1.5BIA
Gage C
P
T
B
C
P
1.75
30
36
36
36
36
36
36
6.00
T
B
C
P
T
1.75
36
36
36
36
36
36
36
6.00 3.50
B
C
1.75
36
36
36
36
36
36
36
6.00 3.50 1.75
T
B
P
T
B
6.00 4.25 0.50
36
6.00 4.25 0.50
36
6.00 5.00 0.38
NA
1.88
24
8.00 5.38 1.88
24
8.00 5.38 1.88
3.67 0.90
0.90
33
3.67 1.00 1.00
36
4.00 1.13 1.13
2.50 0.75
0.75
2.50 0.62 0.62
30
30
30
30
3.67 0.90
0.90
33
3.67 1.00 1.00
36
-
32
4.57 1.06 1.06
NA
6.00 1.75 3.50
36
36
36
36
6.00
All
30
6.00
4.25
0.50
36
6.00
4.25
0.50
36
6.00 4.25
0.50
36
All
36
6.00
5.00
0.38
36
6.00
5.00
0.38
36
6.00 5.00
0.38
All
24
8.00
5.38
1.88
24
8.00
5.38
1.88
24
8.00 5.38
All
36
4.00
1.13
1.13
32
4.00
1.01
1.25
33
28
26
24
22
NA
30
30
NA
2.50
0.62
0.62
3.04
0.63
0.63
All
36
4.00
1.13
1.13
32
4.00
1.25
1.01
33
All
NA
-
-
-
NA
-
-
-
NA
24
22
20
18
36
36
36
36
6.00
1.75
3.50
6.00
1.75
3.50
All
36
12.0
5.00
5.00
36
12.0
5.00
5.00
All
36
12.0
4.75
4.75
36
12.0
4.75
All
36
6.00
3.50
1.75
36
6.00
All
36
6.00
1.75
3.50
36
All
36
12.0
5.00
5.00
All
36
12.0
4.75
4.75
1.5F
ROOF
C
6.00 3.50 1.75
36
36
36
36
36
36
36
3.50
P
36
36
36
36
36
36
NA
24
22
21
20
19
18
16
3.50
Alabama / New York
Texas
-
-
-
1.5A
-
-
-
3N, 3NI*, 3NA, 3NIA*
1.0E
0.6C and 0.6CSV**
30
36
36
36
30
30
30
30
30
35
35
35
2.50 0.75 0.75
NON-COMPOSITE
1.0C and 1.0CSV*
4.00 1.13 1.13
1.3C and 1.3CSV
1.5C
30
36
36
36
36
36
36
36
-
-
30
36
36
36
-
-
-
6.00 1.75 3.50
6.00 1.75
3.50
36
12.0 5.00
5.00
36
12.0 5.00 5.00
36
12.0 5.00 5.00
4.75
36
12.0 4.75
4.75
36
12.0 4.75 4.75
36
12.0 4.75 4.75
3.50
1.75
36
6.00 3.50
1.75
36
6.00 3.50 1.75
36
6.0 3.50 1.75
6.00
1.75
3.50
36
6.00 1.75
3.50
36
6.00 1.75 3.50
36
6.0 1.75 3.50
36
12.0
5.00
5.00
36
12.0 5.00
5.00
36
12.0 5.00 5.00
36
12.0 5.00 5.00
36
12.0
4.75
4.75
36
12.0 4.75
4.75
36
12.0 4.75 4.75
36
12.0 4.75 4.75
2C
3C
1.5VL and 1.5VLI
COMPOSITE
1.5VLR
2VLI
3VLI
NOTES:
2
1.
2.
3.
4.
5.
6.
* This profile is not available from Indiana..
** This profile is not available from Nebraska.
Only Indiana offers 16 gauge for 1.5B, 3N, and 3NA profiles.
No profile in 16 gauge is available from Alabama.
Cellular deck (not shown) is available only from Nebraska.
Gauge thickness of 21 gauge is not recommended
1.5 B, BI, BA, BIA
SECTION PROPERTIES
Deck
Design
Weight (PSF)
Type
B24
B22
B21
B20
B19
B18
B16
Thick.
0.0239
0.0295
0.0329
0.0358
0.0418
0.0474
0.0598
Ptd.
1.36
1.68
1.87
2.04
2.39
2.72
3.44
Galv.
1.46
1.78
1.97
2.14
2.49
2.82
3.54
I
in4/ft
Sp
in3/ft
Sn
in3/ft
0.121
0.169
0.192
0.212
0.253
0.292
0.373
0.120
0.186
0.213
0.234
0.277
0.318
0.408
0.131
0.192
0.221
0.247
0.289
0.327
0.411
Fy
KSI
60
33
33
33
33
33
33
ACOUSTICAL INFORMATION
Deck
Type
1.5BA, 1.5BIA
125
.11
Absorption Coefficient
250
500
1000
2000
.20
.63
1.04
.66
4000
.36
* Source: Riverbank Acoustical Laboratories — RAL™ A94–185.
Test was conducted with 1.5 inches of 1.65 pcf fiberglass insulation
on 3 inch EPS Plaza deck for the SDI.
Noise Reduction
Coefficient*
.65
ROOF
Maximum Sheet Length 42'-0 — ICBO Approved (No.3415)
Factory Mutual Approved
Deck type & gauge — Max. deck span
1.5B22, 1.5BI22................... 6’-0”
1.5B20, 1.5BI20................... 6’-6”
1.5B18, 1.5BI18................... 7’-5”
FM Approvals No. 0C8A7.AM & 0G1A4.AM
Type B (wide rib) deck provides excellent structural
load carrying capacity per pound of steel utilized,
and its nestable design eliminates the need for dieset ends.
1" or more rigid insulation is required for Type B
deck.
Acoustical deck (Type BA, BIA) is particularly
suitable in structures such as auditoriums, schools,
and theatres where sound control is desirable.
Acoustic perforations are located in the vertical
webs where the load carrying properties are
negligibly affected (less than 5%).
Inert, non-organic glass fiber sound absorbing batts
are placed in the rib openings to absorb up to 65%
of the sound striking the deck.
Batts are field installed and may require separation.
VERTICAL LOADS FOR TYPE 1.5B
No. of
Spans
1
2
3
Deck
Type
B 24
B 22
B 21
B 20
B 19
B 18
B 16
B 24
B 22
B 21
B 20
B 19
B 18
B 16
B 24
B 22
B 21
B 20
B 19
B 18
B 16
Max.
SDI Const.
Span
4’-8
5’-7
6’-0
6’-5
7’-1
7’-8
8’-8
5’-10
6’-11
7’-4
7’-9
8’-5
9’-1
10’-3
5’-10
6’-11
7’-4
7’-9
8’-5
9’-1
10’-3
5’-0
66
91
104
115
139
162
206
126
102
118
132
154
174
219
130
128
147
165
193
218
274
5’-6
52
71
81
89
107
124
157
104
85
97
109
127
144
181
100
106
122
136
159
180
226
6’-0
42
57
64
71
85
98
123
87
71
82
91
107
121
152
79
89
102
114
134
151
190
Allowable Total (Dead + Live) Uniform Load (PSF)
Span (ft.-in.) C. to C. of Support
6’-6
7’-0
7’-6
8’-0
8’-6
36
30
27
24
21
47
40
34
30
27
53
44
38
33
29
58
48
41
36
31
69
57
48
41
36
79
65
55
47
41
99
81
68
58
50
74
64
55
47
41
61
52
46
40
35
70
60
52
46
41
78
67
59
51
46
91
79
69
60
53
103
89
78
68
60
130
112
97
86
76
65
54
45
39
34
76
65
57
50
44
87
75
65
56
49
97
84
72
61
53
114
98
84
71
61
129
111
96
81
69
162
140
119
100
85
9’-0
20
24
26
28
32
36
44
36
32
36
41
48
54
68
31
39
42
46
53
60
73
9’-6
22
24
25
29
32
39
32
28
33
36
43
48
61
27
34
38
41
47
52
64
10’-0
20
22
23
26
29
34
29
26
29
33
39
44
55
25
31
34
36
41
46
56
Notes: 1. Load tables are calculated using sectional 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.
3 ** Acoustical Deck is not covered under Factory Mutual
3
ROOF
1.5 F
Maximum Sheet Length 42'-0
Extra Charge for Lengths Under 6'-0
ICBO Approved (No.3415)
1.5F22................................. 4’-11”
1.5F20................................. 5’-5”
1.5F18................................. 6’-3”
FM Approvals No. 0C8A7.AM
SECTION PROPERTIES
Deck
Design
Type
F22
F21
F20
F19
F18
Thick.
0.0295
0.0329
0.0358
0.0418
0.0474
Weight (PSF)
Ptd.
1.63
1.82
1.99
2.32
2.64
Galv.
1.73
1.92
2.09
2.42
2.74
I
in4/ft
0.121
0.137
0.151
0.180
0.207
Sp
in3/ft
0.112
0.127
0.139
0.166
0.190
Sn
in3/ft
0.121
0.135
0.148
0.172
0.195
Fy
KSI
33
33
33
33
33
Type F (intermediate rib) deck is designed to
provide the most economical combination of
structural load carrying capacity and insulation
materials. The rib openings permit fast and easy
installation, and the nestable design eliminates the
need for die-set ends. 1" rigid insulation is
recommended for Type F deck.
VERTICAL LOADS FOR TYPE 1.5F
No. of
Spans
1
2
3
Notes:
4
Deck
Type
F22
F21
F20
F19
F18
F22
F21
F20
F19
F18
F22
F21
F20
F19
F18
Max.
SDI Const.
Span
4’-9
5’-1
5’-5
6’-0
6’-5
5’-10
6’-2
6’-6
7’-1
7’-8
5’-10
6’-2
6’-6
7’-1
7’-8
4’-0
93
106
116
138
158
101
113
123
143
163
126
141
154
179
203
4’-6
74
84
92
109
125
80
89
97
113
128
100
111
122
142
160
5’-0
60
68
74
89
101
65
72
79
92
104
81
90
99
115
130
5’-6
6’-0
6’-6
7’-0
7’-6
49
41
35
30
27
56
47
40
35
30
61
51
44
38
33
73
61
52
44
38
84
70
59
49
42
53
45
38
33
29
60
50
43
37
32
65
55
47
40
35
76
64
54
47
41
86
72
62
53
46
67
56
48
41
36
74
63
53
46
40
82
69
58
50
44
95
80
68
59
51
107
90
77
66
58
1. Load tables are calculated using sectional properties based on the steel design thickness shown in the
8’-0
23
26
29
33
36
25
28
31
36
41
32
35
39
45
51
8’-6
21
23
25
29
32
22
25
27
32
36
28
31
34
40
45
9’-0
21
23
26
29
20
22
24
28
32
25
28
30
35
40
1.5 A
ROOF
1.5A22................................. 4’-10”
1.5A20................................. 5’-3”
1.5A18................................. 6’-0”
FM Approvals No. 0C8A7.AM
SECTION PROPERTIES
Deck
Design
Weight (PSF)
I
Type
A22
A21
A20
A19
A18
Thick.
0.0295
0.0329
0.0358
0.0417
0.0474
Ptd.
1.70
1.89
2.06
2.41
2.74
in4/ft
0.112
0.127
0.140
0.167
0.192
Galv.
1.80
1.99
2.16
2.51
2.84
Sp
in3/ft
Sn
in3/ft
0.098
0.111
0.122
0.145
0.167
0.106
0.119
0.130
0.152
0.172
Fy
KSI
33
33
33
33
33
Type A (narrow rib) deck provides an economical
roof system when utilized with thinner insulation
materials. It also allows the maximum area for
adhesive contact, and its nestable quality
eliminates the need for die-set ends.
1/2” rigid insulation may be used with Type A deck.
VERTICAL LOADS FOR TYPE 1.5A
No. of
Spans
1
2
3
Deck
Type
A22
A21
A20
A19
A18
A22
A21
A20
A19
A18
A22
A21
A20
A19
A18
Max.
SDI Const.
Span
4’-2
4’-9
5’-2
5’-9
6’-2
5’-2
5’-11
6’-3
6’-10
7’-4
5’-2
5’-11
6’-3
6’-10
7’-4
4’-0
82
93
102
121
139
88
99
108
127
143
110
124
135
158
179
4’-6
65
73
80
95
110
70
78
86
100
113
87
98
107
125
142
5’-0
52
59
65
77
89
57
63
69
81
92
71
79
87
101
115
5’-6
6’-0
6’-6
7’-0
7’-6
43
36
31
27
23
49
41
35
30
26
54
45
39
33
29
64
54
46
39
34
74
62
53
45
40
47
39
33
29
25
52
44
38
32
28
57
48
41
35
31
67
56
48
41
36
76
64
54
47
41
58
49
42
36
31
66
55
47
40
35
72
60
51
44
39
84
70
60
52
45
95
80
68
59
51
8’-0
20
23
25
30
34
22
25
27
32
36
28
31
34
40
45
8’-6
9’-0
20
23
27
30
20
22
24
28
32
24
27
30
35
40
18
20
24
27
20
21
25
28
22
24
27
31
35
Notes: 1. Load tables are calculated using sectional properties based on the steel design thickness shown in the
5
3 N, NI, NA, NIA
ROOF
SECTION PROPERTIES
Deck
Design
Weight (PSF)
I
Sp
Sn
Fy
Type
N22
N21
N20
N19
N18
N16
Thick.
0.0295
0.0329
0.0358
0.0418
0.0474
0.0598
Ptd.
2.16
2.40
2.61
3.05
3.46
4.36
in4/ft
0.772
0.876
0.964
1.153
1.334
1.745
in3/ft
0.382
0.445
0.501
0.597
0.688
0.893
in3/ft
0.433
0.497
0.552
0.659
0.749
0.944
KSI
33
33
33
33
33
33
Galv.
2.26
2.50
2.71
3.15
3.56
4.46
Inert, non-organic glass fiber sound absorbing batts
are placed in the rib openings to absorb up to 70%
of the sound striking the deck.
ACOUSTICAL INFORMATION
Deck
Type
3NA, 3NIA
125
.14
Acoustical deck (Type 3 NA, NIA) is paticularly
suitable in structures such as auditoriums, schools
and theaters where sound control is desirable.
Acoutstic perforations are located in the vertical
webs where the load carrying properties are
negligibly affected (less than 5%).
Absorption Coefficient
250
500
1000
2000
.36
.89
.95
.53
4000
.34
Noise Reduction
Coefficient*
.70
Batts are field installed and may require separation.
* Source: Riverbank Acoustical Laboratories — RAL™ A95–21.
Test was conducted with 3 inches of 1.65 pcf fiberglass insulation
on 3 inch EPS Plaza deck for the SDI.
VERTICAL LOADS FOR TYPE 3N
No. of
Spans
1
2
3
Notes:
6
Deck
Type
N22
N21
N20
N19
N18
N16
N22
N21
N20
N19
N18
N16
N22
N21
N20
N19
N18
N16
Max.
SDI Const.
Span
11’-7
12’-5
13’-2
14’-7
15’-11
18’-6
14’-9
15’-9
16’-6
18’-1
19’-5
22’-3
14’-9
15’-9
16’-6
18’-1
19’-5
22’-3
10’-0
51
59
66
79
91
119
58
66
74
88
100
126
70
83
92
110
125
157
10’-6
46
53
58
69
80
105
52
60
67
80
91
114
65
75
83
100
113
143
11’-0
42
47
52
61
71
93
48
55
61
73
83
104
60
68
76
91
103
130
11’-6
12’-0
12’-6
13’-0
13’-6
38
35
32
30
28
43
39
36
33
30
47
42
38
35
33
55
50
45
41
38
63
57
52
47
43
83
74
66
60
55
44
40
37
34
32
50
46
42
39
36
56
51
47
44
40
66
61
56
52
48
76
69
64
59
55
95
87
81
74
69
55
50
46
43
40
63
58
53
49
45
70
64
59
54
50
83
76
70
65
60
94
87
80
74
68
119
109
101
93
86
3. 3N, NI, NA, NIA are not covered under Factory Mutual.
14’-0
26
28
30
35
40
50
29
34
38
45
51
64
37
42
47
56
64
80
14’-6
24
26
28
32
37
46
27
32
35
42
47
60
15’-0
23
25
26
30
34
43
26
29
33
39
44
56
1.0 E
ROOF
SECTION PROPERTIES
Deck
Design
Weight (PSF)
I
Type
E26
E24
E22
E20
Thick.
0.0179
0.0239
0.0295
0.0358
Ptd.
0.96
1.28
1.57
1.91
in4/ft
0.041
0.058
0.073
0.088
Galv.
1.06
1.38
1.67
2.01
Sp
in3/ft
Sn
in3/ft
0.067
0.098
0.130
0.167
0.071
0.103
0.134
0.165
Fy
KSI
60
60
60
60
Type E deck provides a very economical roof deck
for use on shorter spans. 1” or more rigid insulation
should be used with Type E deck. Installation of
rigid insulation should be with mechanical
fasteners.
This deck also lends itself for use as a building
siding.
VERTICAL LOADS FOR TYPE 1.0E
No. of
Spans
1
2
3
Notes:
Deck
Type
E26
E24
E22
E20
E26
E24
E22
E20
E26
E24
E22
E20
Max.
SDI Const.
Span
2’-10
3’-5
3’-10
4’-2
3’-4
4’-0
4’-6
5’-0
3’-4
4’-0
4’-6
5’-0
2’-6
178
249
316
379
273
396
515
634
310
469
588
707
3’-0
107
148
187
224
189
275
357
440
198
276
344
413
3’-6
71
97
122
145
139
202
263
323
128
177
221
264
4’-0
4’-6
5’-0
5’-6
6’-0
51
39
31
26
22
68
51
40
32
27
85
63
48
39
32
100
73
56
45
37
107
81
62
49
40
153
111
83
65
52
190
137
102
79
63
227
162
121
94
74
89
66
51
40
33
122
89
67
53
43
151
109
82
64
52
180
129
97
75
60
6’-6
20
24
27
31
34
43
52
61
28
36
43
50
7’-0
18
21
24
27
29
37
44
51
25
31
36
42
7’-6
16
19
21
24
25
32
37
43
22
27
31
36
7
CELLULAR DECK
ROOF
Galvanized Only
For: Electrified Raceways — Canopies — Long Spans
Heavy Forms — Flat Acoustical Ceilings
Vulcraft Cellular Units are approved by U.L. for use as
Electrical Raceways.
NOTE:
Insulation
not installed
by Vulcraft.
ACOUSTICAL DATA
Deck
Type
1.5BPA
3NPA
1.5VLPA
2VLPA
3VLPA
1.5BPA
3NPA
1.5VLPA
2VLPA
3VLPA
125
0.34
0.40
0.09
0.12
0.33
0.38
0.48
0.14
0.31
0.40
250
0.42
0.38
0.11
0.24
0.31
0.49
0.56
0.21
0.41
0.56
Absorption Coefficients
500
1000
0.36
0.22
0.47
0.19
0.25
0.14
0.20
0.14
.030
0.14
0.63
0.98
0.98
0.92
0.61
0.99
0.94
0.88
1.07
0.78
2000
.017
0.11
0.16
0.07
0.09
0.74
0.72
0.69
0.56
0.57
Noise Reduction
Coefficient
0.30 W/O Insulation
0.30 W/O Insulation
0.15 W/O Insulation
0.15 W/O Insulation
0.20 W/O Insulation
0.70 W/ Insulation
0.80 W/ Insulation
0.65 W/ Insulation
0.70 W/ Insulation
0.75 W/ Insulation
4000
0.17
0.17
0.28
0.18
0.01
0.54
0.58
0.27
0.44
0.35
RAL™
Test No.
A85-154
A85-156
A86-317
A86-319
A86-321
A85-155
A85-157
A86-318
A86-320
A86-322
W/Insulation indicates rigid insulation in the cells. Source: Riverbank Acoustical Laboratories.
SECTION PROPERTIES
Deck
Hat/Pan
Type
Gage
20/20
20/18
18/20
18/18
18/16
16/18
16/16
20/20
20/18
18/20
18/18
18/16
16/18
16/16
20/20
20/18
18/20
18/18
18/16
16/18
16/16
20/20
20/18
18/20
18/18
18/16
16/18
16/16
1.5VLP
and
1.5BP
2VLP
3VLP
3NP
Note:
8
Design Thickness
Wt
Hat
.0358
.0358
.0474
.0474
.0474
.0598
.0598
.0358
.0358
.0474
.0474
.0474
.0598
.0598
.0358
.0358
.0474
.0474
.0474
.0598
.0598
.0358
.0358
.0474
.0474
.0474
.0598
.0598
PSF
3.83
4.36
4.47
5.00
5.56
5.68
6.24
3.59
4.10
4.16
4.67
5.22
5.28
5.83
3.75
4.26
4.36
4.88
5.43
5.54
6.09
4.30
4.83
5.08
5.61
6.18
6.45
6.98
Pan
.0358
.0474
.0358
.0474
.0598
.0474
.0598
.0358
.0474
.0358
.0474
.0598
.0474
.0598
.0358
.0474
.0358
.0474
.0598
.0474
.0598
.0358
.0474
.0358
.0474
.0598
.0474
.0598
I
SP
SN
in4/ft
.357
.388
.483
.527
.567
.668
.722
.675
.726
.841
.902
.960
1.083
1.153
1.484
1.594
1.840
1.980
2.103
2.365
2.517
1.465
1.583
1.979
2.152
2.308
2.750
2.962
in3/ft
.301
.310
.446
.458
.468
.631
.664
.417
.425
.585
.595
.606
.741
.754
.650
.662
.904
.922
.936
1.146
1.166
.610
.624
.892
.913
.933
1.257
1.285
in3/ft
.394
.413
.510
.532
.556
.657
.685
.426
.441
.554
.572
.589
.709
.731
.657
.681
.853
.883
.910
1.094
1.128
.976
1.017
1.266
1.315
1.367
1.626
1.682
These Deck Types are only manufactured at the Nebraska Plant.
SDI
Specifications
and Commentary
FOR STEEL ROOF DECK
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 10.
Commentary: Suspended ceilings, light
fixtures, ducts, or other utilities shall not
be supported by the steel deck.
2. Materials
2.1 Steel Roof Deck: The steel roof
deck units shall be fabricated from
steel conforming to Section A3 of
the latest edition, (1986) 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.
tolerances reflect the fabrication
processes for steel deck products.
Variation in cover width tolerances
may vary due to trucking, storage,
handling.
The steel roof deck shall be manufactured from steel conforming to
ASTM Designation A611, Grades C,
D or E or from A653-94 Structural
Quality grade 33 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.
0.0295
0.0358
0.0474
0.0598
0.75
0.90
1.20
1.50
Minimum
Thickness
In.
mm.
0.028
0.034
0.045
0.057
0.70
0.85
1.15
1.45
3. Design
3.1 Stress: 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.
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, 1986 edition
and Addenda.
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.
ROOF
1. Scope
Commentary: The above
3.3 Moment and Deflection
Coefficients: A moment coefficient
of 1/8 shall be used for simple and
dual equal spans and a moment
coefficient of 1/10 shall be used for
3 or more equal spans. Deflection
coefficients shall be .013 for simple
spans, 0.0054 for double spans
and 0.0069 for triple spans.
3.4 Maximum Deflections:
Deflection of the deck shall not
exceed L/240 under the uniformly
distributed design live load. All
spans are to be considered center-tocenter 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 and the adjacent
stationary building component.
Supplemental support such as a
perimeter angle may be warranted.
9
ROOF
SDI
Specifications
and Commentary
Recommended Maximum Spans for Construction and
Maintenance Loads Standard for 11/2 Inch and 3 Inch Roof
Type
Narrow
Rib Deck
Intermediate
Rib Deck
Wide Rib
Deck
Deep Rib
Deck
NR22
NR22
NR20
NR20
NR18
NR18
IR22
IR22
lR20
IR20
WR22
WR22
WR20
WR20
WR18
WR18
3DR22
3DR22
3DR20
3DR20
3DR18
3DR18
Span
Condition
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
Max. Recommended Spans
Span
Roof Deck Cantilever
Ft.-In.
Meters
Ft.-In.
Meters
3'-10"
4'-9"
4'-10"
5'-11"
5'-11"
6'-11"
4'-6"
5'-6"
5'-3"
6'-3"
5'-6"
6'-6"
6'-3"
7'-5"
7'-6"
8'-10"
11'-0"
13'-0"
12'-6"
14'-8"
15'-0"
17'-8"
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 deck increased
as required.
All loads shall be distributed by
appropriate means to prevent damage
to the completed assembly during
construction.
10
1.15 m
1.45 m
1.45 m
1.80 m
1.80 m
2.10m
1.35 m
1.65 m
1.60 m
1.90 m
1.65 m
1.75 m
1.90 m
2.25 m
2.30 m
2.70m
3.35 m
3.95 m
3.80 m
4.45 m
4.55 m
5.40 m
1'-0"
.30 m
1'-2"
.35 m
1'-7"
.45 m
1'-2"
.35m
1'-5"
.40m
1'-11"
.55 m
2'-4"
.70 m
2'-10"
.85m
3'-5"
1.05 m
3'-11"
1.20 m
4'-9"
1.45 m
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).
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).
Deflection limited to L/240 of adjacent
span for interior span and deflection
at end of cantilever to L/240 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 the supports and at the
sidelaps before any load is applied to
the cantilever.
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.
SDI
Specifications
and Commentary
FOR STEEL ROOF DECK
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
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).
Deck units with spans greater than
5 feet (1.5 m) shall have side laps
and perimeter edges (at perimeter
Commentary: The deck should be
anchored to act as a working platform and to prevent blow off. 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
unattached deck at the end of the
day as the wind may displace the
sheets and cause injury to persons
or property. In the past, 11/2 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 11/2 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 (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, its size, and for
each type of weld, its 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 their
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
11
ROOF
4.2 Deck Placement: Place each
support steel) fastened at midspan
or 36 inches (1 m) intervals,
whichever distance is smaller.
ROOF
SDI
Specifications
and Commentary
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 inches
(.70 mm) are stronger with washers.
4.4b Mechanical Fasteners:
Mechanical fasteners (powderactuated, 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) and on
the fastener providing a 5/16 inch
(8 mm) diameter minimum bearing
surface (fastener head size).
5. Protective Coatings
5.1 Finishes: All steel to be used
for roof deck shall be galvanized,
aluminized or prime painted.
12
The roof deck shall be free of
grease and dirt prior to the coating.
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.
lengths to accommodate the opening. Openings less than 25 square
feet (2.3m2) 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 extreme/y 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.
Commentary: Field painting of
prime painted deck is recommended
especially where the deck is
exposed. In corrosive or high
moisture atmospheres, a galvanized finish is desirable in a G-60
(Z180) or G-90 (Z275) coating. In
highly corrosive or chemical atmosspheres 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 66.
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.
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 drawing supplied by the deck
manufacturer and in conformance
with the deck manufacturer's
standards. End joints of sheets
shall occur over supports.
Commentary: Openings greater
than 25 square feet (2.3 m 2) are
generally located and shown on the
detailed erection drawings, and
deck will be provided to the job in
8.
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.
DESIGN EXAMPLE
1. Refer to Standard Load Tables on
pages 3, 4 and 5.
2. Refer to Maximum Spans for
Construction and Maintenance
Loads on pages 3, 4 and 5.
ROOF
Given:
A. Joist spacing 6'-0" c. to c.
B. Live load = 30 psf
C. total load = 50 psf
D. 2" total insulation with
built up roof.1
E. Steel deck diaphragm not
required.2
Select deck types that equal or
exceed the 6'-0" span required.
From Table:
1.5A20 = 6'-3" span
1.5F20 = 6'-6" span
1.5B22 = 6'-11" span
1.1 Enter 50 psf total load at
6'-0" span, 3-span
condition.
1.5B22 fulfills requirements most
efficiently.
Select deck types that
equal or exceed, the 50 psf
required.
From Table:
1.5A20 = 60 psf capacity
1.5F22 = 56 psf capacity
1.5B22 = 89 psf capacity
Notes:
1. Refer to Roof Deck Specifications,
Section 7–Insulation, page 12.
Also refer to insulation
manufacturers' recommendations
for maximum allowable rib
opening.
2. If the steel deck is required to act
as a diaphragm, refer to Steel
Deck Institute Diaphragm Design
Manual First Edition (DDM01) and
Second Edition (DDM02),
publications of the Steel Deck
Institute.
13
ROOF
SDI
Short Form
Specifications
FOR STEEL ROOF DECK
PART 1—GENERAL
1.1 Related Documents
A. General provisions of the Contract,
including General and Supplementary Conditions and General Requirements, apply to work of this section.
1.2 Summary
A. This section shall include all
materials, equipment and labor
necessary for the installation of
steel roof deck in accordance with
this specification and design
drawings.
B. Related work specified elsewhere.
1. Requirements for structural deck
supports, field painting, fireproofing, roof sumps, flashings,
drains, collars, gutters, downspouts, insulation and other
miscellaneous items are
specified elsewhere.
1.3. Submittals
1.5 Delivery, Storage
and Handling
A. General: Submit each item in this
A. Protect steel deck from corrosion,
section according to the conditions
of the contract and Division 1
Specification Section.
B. Product Data: Submit manufacturers' specifications/installation
instructions for each steel roof deck
type and specified accessories.
C. Shop Drawings: Submit roof deck
placement drawings showing layout
for each type of deck, anchorage
details, sump pans, cut openings
and accessories.
D. Welder certification signed by
contractor certifying that welders
comply with requirements specified
under "Quality Assurance", or if
mechanical fasteners are used,
certification from the manufacturer
evidencing compliance of mechanical fasteners with design requirements based upon comprehensive
testing.
1.4 Quality Assurance
A. Codes and Standards—Comply
with provisions of the following
unless otherwise indicated.
1. American Iron and Steel Institute
(AISI) Specification for Design of
Cold Formed Steel Structural
Members, latest edition.
2. American Welding Society
(AWS) D1.3 Structural Welding
Code/Sheet Metal.
3. Steel Deck Institute (SDI) Design
Manual, latest edition.
B. Certify that each welder has satisfactorily passed AWS qualification
test for the welding process
involved, and, if applicable, has
undergone recertification.
14
deformation, and other damage
during delivery, storage and
handling.
B. If ground storage is needed, the
deck bundles must be stored off the
ground, with one end elevated to
provide drainage. Bundles must be
protected against condensation
with a ventilated waterproof covering. Bundles must be stacked so
there is no danger of tipping,
sliding, rolling, shifting or material
damage. Bundles must be periodically checked for tightness and
retightened as necessary (so wind
cannot loosen sheets) to prevent
damage caused by the wind.
C. Deck bundles placed on the building
frame must always be placed near
a main supporting beam at a
column or wall. In no case are the
bundles to be placed on unbolted
frames or on unattached and
unbridged joists. The structural
frame must be properly braced to
receive the bundles.
SDI
Short Form
Specifications
FOR STEEL ROOF DECK
A. The deck manufacturer shall
PART 2—PRODUCTS
2.1 A manufacturer offering steel roof
deck products to be incorporated into
the work must be a member of the
Steel Deck Institute.
2.2 Materials
furnish ridge and valley plates, flat
plates at change of deck direction
and sump pans, as shown on plans
to provide a finished surface for the
application of roof insulation and
roof covering.
PART 3—EXECUTION
A. Steel roof deck shall be (narrow rib)
3.1 Examine support framing and
(intermediate rib) (wide rib) (deep
rib) (long span) configuration
_________in depth with a design
thickness of _________ , and shall
be designed in accordance with and
comply with the standard load
tables of the Roof Deck Specifications of the SDI.
B. Sheet steel for galvanized roof deck
and accessories shall conform to
ASTM A653-94 Structural Quality
grade 33 (230 MPa) or higher.
1. Galvanizing shall conform to
ASTM A924-94 with a minimum
coating class of G60 (Z180)
as defined in A653-94.
C. Sheet steel for primer painted roof
deck and/or accessories shall
conform to ASTM A611 with a
minimum yield strength of 33 ksi
(230 MPa).
1. Steel deck shall have a coat of
manufacturers standard shop
primer paint.
field conditions for compliance with
requirements and installation tolerances and other conditions affecting
performance of work of this section.
All O.S.H.A., State and Local rules
for erection must be followed.
3.2 Preparation
A. Place deck in accordance with
approved placement plans.
B. Locate deck bundles to prevent
overloading of support members.
3.3 Installation—General
C. Cut and neatly fit deck and accessories at skew conditions, around
openings and other work projecting
through or adjacent to the decking.
Trades that subsequently cut
unscheduled openings through the
roof deck are responsible for
reinforcing those openings in
accordance with the requirements of
the Engineer of Record.
3.4 Attachment
A. Anchor deck units to steel supporting members by arc spot puddle
welds or approved mechanical
fasteners.
1. Arc spot puddle welds shall be
5/8 inch (15 mm) minimum
visible diameter with the attachment pattern shown on placement drawings.
2. Mechanical fasteners, either
powder actuated, pneumatically
driven, or self drilling screws
may be used in lieu of welding,
provided product data has been
submitted and approved.
A. Install deck panels and accessories
according to SDI Specifications,
SDI Manual of Construction with
Steel Deck, and in accordance with
the placement plans, and requirements of this section.
B. Place deck panels on structural
supports and adjust to final position
with ends lapped or butted over
structural supports with a minimum
end bearing of 1.5 inches (40 mm).
Attach the deck panels firmly to the
supports immediately after placement in order to form a safe
working platform.
15
ROOF
2.3 Accessories
ROOF
SDI
Short Form
Specifications
FOR STEEL ROOF DECK
B. Side lap attachment: Fasten side
laps of deck units with spans
greater than 5 feet (1.5 m) at mid
span or 36" (1 m) intervals,
whichever distance is smaller, or
as shown on design drawings using
one of the following methods:
1. #10 self drilling screws.
2. Crimp or button punching.
3. Arc spot puddle welds 5/8 inch
(15 mm) minimum visible diameter
or 1 inch (25 mm) long arc
seam or fillet weld.
16
C. Perimeter Edge Attachment:
Fasten perimeter edges of deck
units at minimum 36 inches (1 m)
intervals or as shown on design
drawings using one of the following
methods:
1. Arc spot puddle welds 5/8 inch
(15 mm) minimum visible
diameter or 1 inch (25 mm) long
arc seam or fillet weld.
powder actuated, pneumatically
driven or self drilling screws
may be used in lieu of welding,
provided product data has been
submitted and approved.
D. Anchor accessories to supporting
members by arc spot welds or self
drilling screws at 12 inches (13
mm) maximum intervals or as
shown on design drawings.
3.5 Repairs
A. Before placement of roof insulation
and roof covering, the deck shall be
inspected for tears, dents or other
damage that may prevent the deck
from acting as a structural roof
base. The need for repair of the
damaged deck shall be determined
by the Architect or Engineer of
Record.
3.6 Construction Guidelines
A. Do not use deck units as a working
platform or storage area until units
are permanently attached in
position.
B. Construction loads must not exceed
load carrying capacity of deck.
ROOF DECK FIRE RESISTANCE RATINGS
Restrained
Assembly
Rating
Type
of
Protection
Type
of
Insulation
Exposed Grid
Insulating Fill
Gypsum Board
1 Hr.
Cementitious
Sprayed Fiber
Unprotected Deck
Rigid Insulation
Insulating Fill
Rigid Insulation
Rigid Insulation
Insulating Fill
Rigid Insulation
Exposed Grid
Insulating Fill
Metal Lath
Gypsum Board
Rigid Insulation
Rigid Insulation
Cementitious
Rigid Insulation
Sprayed Fiber
Rigid Insulation
1 1/2 Hr.
2 Hr.
3 Hr.
Unprotected Deck
Insulating Fill
Exposed Grid
Metal Lath
Gypsum Board
Rigid Insulation
Insulating Fill
Rigid Insulation
Rigid Insulation
Cementitious
Rigid Insulation
Sprayed Fiber
Rigid Insulation
Unprotected Deck
Insulating Fill
Metal Lath
Insulating Fill
P211+
P214+
P224+
P225+
P227+
P230+
P232+
P235+
P214+
P231+
P246+
P251+
P255+
P510+
P509+
P701*
P711*
P715*
P717*
P801*
P813
P815*
P816*
P817*
P818*
P819*
P902
P907
P908
P919
P920
P921
P922
P923
P225+
P227+
P230+
P231+
P251+
P404+
P510+
P701*
P711*
P715*
P717*
P801*
P813
P815*
P816*
P817*
P818*
P819*
P902
P907
P908
P919
P920
P921
P922
P923
P237+
P251+
P404+
P514+
P701
P711*
P715*
P717*
P801
P815*
P816*
P817*
P818*
P819*
P902
P907
P908
P920
P921
P922
P923
Classified Deck Type
Form Deck
Roof Deck
B, BI, F, A
B, BI, F, A
B, BI, F, A
B, BI, F, A
B, BI, F, A
B, BI, F, A
B, BI, F, A
B, BI, F, A
B, BI, F, A
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
Unrestrained
Beam
Rating
1 Hr.
1,1.5 Hr.
1,1.5 Hr.
1 Hr.
ROOF
Rigid Insulation
U.L.
Design
No. (1,2)
1 Hr.
1 Hr.
1,1.5 Hr.
1 Hr.
1,1.5,2 Hr.
1 Hr.
B, BI, F, A
1.3C, 1.3CSV, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
B, BI, F, A, N, NI
B, BI, F, N, NI
B, BI, F, A, N, NI
B, BI, N, NI
B, BI, F, A, N, NI
B, BI, F, A, N, NI
B, BI, F, A, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, F, A
B, BI, F, A
B, BI, F, A
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
B, BI
B, BI, F, A
B, BI, F, A, N, NI
B, BI, F, N, NI
B, BI, F, A, N, NI
B, BI, N, NI
B, BI, F, A, N, NI
B, BI, F, A, N, NI
B, BI, F, A, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, F, A
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
1.0C, 1.0CSV,1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
1.0C, 1.0CSV,1.3C, 1.3CSV, 1.5C
0.6C, 0.6CSV, 1.0C, 1.0CSV, 1.3C, 1.3CSV, 1.5C
B, BI
B, BI, F, A
B, BI, F, A, N, NI
B, BI, F, N, NI
B, BI, F, A, N, NI
B, BI, N, NI
B, BI, F, A, N, NI
B, BI, F, A, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, F, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
B, BI, N, NI
1 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5 Hr.
1,1.5 Hr.
1 Hr.
1,1.5 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
NOTES: 1. Refer to the U.L. "Fire Resistance Directory" for the necessary construction details.
2. Deck finish shall be galvanized unless noted otherwise.
+ Deck finish is not critical for fire resistance when used in P2--, P4--, & P5-- Series designs.
Deck finish shall be galvanized or painted.
* Denotes deck finish is critical for fire resistance. Deck finish shall be galvanized or painted.
This is a special type of paint and is compatible with the spray-applied fire protection and is U.L.
approved for use in the denoted P7-- & P8-- Series designs.
17
ROOF
ACCESSORIES
VALLEY DETAIL
RIDGE OR VALLEY PLATE (20 GA.)
10'-0" LENGTHS
GALVANIZED ONLY
RIDGE DETAIL
DETAIL WHERE DECK
CHANGES DIRECTION
14 GA.
GALVANIZED ONLY
SUMP PANS
FLAT PLATE (20 GA.)
10'-0" LENGTHS
GALVANIZED ONLY
CANT STRIP (20 GA.)
10'-0" LENGTHS
GALVANIZED ONLY
INSIDE OR OUTSIDE CLOSURE (20 GA.)
10'-0" LENGTHS
GALVANIZED ONLY
WELDING WASHER
16 GAUGE
3/8=HOLE
FILLER SHEET (20 GA.)
10'-0" LENGTHS
GALVANIZED ONLY
RES
LOSU E
C
R
E
D
RUBB UNDERSI
&
TOP
REINFORCING CHANNEL
18
CONFORM (TYPE "C")
INDIVIDUAL DECK TABLES
"MAXIMUM CONSTRUCTION CLEAR SPANS"
These tables list the maximum construction clear span
based on the S.D.I. criteria as is outlined on the previous
four pages.
"REINFORCED CONRETE SLAB ALLOWABLE
LOADS"
This table shows the load carrying capacity the
concrete slab will develop when it is reinforced with
welded wire fabric (mesh). For the loads shown in light
print, the live loads were calculated with the mesh
halfway between the top of the slab and the top of the
deck. This is considered "undraped". The loads shown
in bold print were calculated using the mesh near the top
of the slab as negative reinforcement at the supports
and near the bottom of the slab as positive
reinforcement between supports. This is called "draped".
See illustration below.
"ALLOWABLE UNIFORM LOADS"
These tables list the uniform allowable load the deck
alone will carry. Designers will want to use one of the
four categories of load carrying capacities depending on
the application.
NON-COMPOSITE
UNDRAPED
DRAPED
DESIGN NOTES FOR REINFORCED CONCRETE SLABS
1.
2.
3.
4.
5.
Slabs that are temporarily shored must have the slab weight deducted from the allowable live load regardless of the type of finish.
Finish—Vulcraft painted floor decks can be considered as a permanent form for use in normal building environments. It's structural life would
be similar to that of painted roof deck. In high moisture atmospheres, a galvanized finish is recommended. Uncoated decks are not
considered as a permanent and the weight of the slab should be deducted from the slab allowable load.
Allowable Slab Loads—These tables are based on a three span condition using a moment coefficient of 1/12 as allowed by A.C.I. 318-83
(Sec. 8.3.3) for spans 10 feet or less. A moment coefficient of 1/10 per A.C.I. 318-83 (Sec. 8.3.3) was used for spans over 10 foot. For a two
span condition this coefficient should be increased to 1/9 per A.C.I. 318-83 (Sec. 8.3.3) and for one span to 1/8. Other conditions may require
further analysis.
f'c = 3,000 psi
E = 29,500,000 psi
b = 12 in
+ M = 1/16W L2
+ Mc = T (d-a/2)/12
fs = 30,000 psi
φ = 0.90
p = As/bd
- M = 1/12W L2 (L<10 ft.)
- Mc = T (d-na)/12
2
ML = φMc/1.7
fy = 60,000 psi
T = Asfy
a = T/0.85 f' cb
- M = 1/10W L (L>10 ft.)
Use weld patterns A or C from page 36.
Yield stress of material is 60,000 psi.
.6C, 1.0C & 1.3C do not include slot vents in the bottom flute.
Check with plant for availability of sidelap vents.
0.6CSV, 1.0CSV & 1.3CSV are the types of deck that
should be specified if slot vents in the bottom flute
are required. Check with plant for availability of deck types.
SLOT VENTS Length ≈ 5/8"
(Type 0.6CSV, 1.0CSV, & 1.3CSV)
19
0.6 C, CSV CONFORM
MAXIMUM CONSTRUCTION CLEAR SPANS (S.D.I. CRITERIA)
Total
Slab
Depth
2”
(t=1 1/2”)
NON-COMPOSITE
2 1/2”
(t=2”)
3”
(t=2 1/2”)
3 1/2”
(t=3”)
4”
(t=3 1/2”)
4 1/2”
(t=4”)
5”
(t=4 1/2”)
Deck
Type
0.6C28
0.6C26
0.6C24
0.6C22
0.6C28
0.6C26
0.6C24
0.6C22
0.6C28
0.6C26
0.6C24
0.6C22
0.6C28
0.6C26
0.6C24
0.6C22
0.6C28
0.6C26
0.6C24
0.6C22
0.6C28
0.6C26
0.6C24
0.6C22
0.6C28
0.6C26
0.6C24
0.6C22
Weight
PSF
23
23
23
23
29
29
29
29
35
35
35
36
41
41
41
42
47
47
47
48
53
53
53
54
59
59
59
60
1 Span
2- 3
2- 8
3- 4
3- 10
2- 2
2- 6
3- 2
3- 8
2- 1
2- 5
3- 0
3- 6
2- 0
2- 4
2- 10
3- 4
1- 11
2- 3
2- 9
3- 2
1- 10
2- 2
2- 8
3- 1
1- 10
2- 1
2- 7
3- 0
NW Concrete
N=9 145 PCF
2 Span
3 Span
2- 10
2- 11
3- 5
3- 5
4- 3
4- 4
5- 0
5- 1
2- 9
2- 10
3- 3
3- 4
4- 1
4- 2
4- 9
4- 10
2- 8
2- 8
3- 2
3- 2
3- 11
4- 0
4- 7
4- 7
2- 7
2- 7
3- 0
3- 1
3- 9
3- 10
4- 5
4- 5
2- 6
2- 7
2- 11
3- 0
3- 8
3- 8
4- 3
4- 3
2- 5
2- 6
2- 10
2- 11
3- 6
3- 7
4- 1
4- 2
2- 5
2- 5
2- 9
2- 10
3- 5
3- 6
3- 11
4- 0
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
1 Span
2- 4
2- 9
3- 6
4- 1
2- 3
2- 8
3- 4
3- 11
2- 2
2- 7
3- 2
3- 9
2- 1
2- 6
3- 1
3- 7
2- 1
2- 5
3- 0
3- 5
2- 0
2- 4
2- 10
3- 4
1- 11
2- 3
2- 10
3- 3
LW Concrete
N=14 110 PCF
2 Span
3 Span
3- 0
3- 0
3- 6
3- 7
4- 6
4- 7
5- 4
5- 4
2- 10
2- 11
3- 5
3- 6
4- 4
4- 4
5- 1
5- 2
2- 10
2- 10
3- 4
3- 4
4- 2
4- 2
4- 10
4- 11
2- 9
2- 9
3- 3
3- 3
4- 0
4- 1
4- 8
4- 9
2- 8
2- 8
3- 2
3- 2
3- 11
3- 11
4- 6
4- 7
2- 7
2- 8
3- 1
3- 1
3- 9
3- 10
4- 5
4- 5
2- 6
2- 7
3- 0
3- 0
3- 8
3- 9
4- 3
4- 4
REINFORCED CONCRETE SLAB ALLOWABLE LOADS
Total
Slab
Depth
2”
(t=1 1/2”)
2 1/2”
(t=2”)
3”
(t=2 1/2”)
3 1/2”
(t=3”)
4”
(t=3 1/2”)
4 1/2”
(t=4”)
5”
(t=4 1/2”)
NOTES:
20
Reinforcement
W.W.F.
6X6-W1.4XW1.4
6X6-W2.1XW2.1
6X6-W2.9XW2.9
6X6-W1.4XW1.4
6X6-W2.1XW2.1
6X6-W2.9XW2.9
6X6-W1.4XW1.4
6X6-W2.1XW2.1
6X6-W2.9XW2.9
6X6-W2.1XW2.1
6X6-W2.9XW2.9
4X4-W2.9XW2.9
6X6-W2.1XW2.1
6X6-W2.9XW2.9
4X4-W2.9XW2.9
6X6-W2.9XW2.9
4X4-W2.9XW2.9
4X4-W4.0XW4.0
6X6-W2.9XW2.9
4X4-W2.9XW2.9
4X4-W4.0XW4.0
1.
2.
3.
4.
5.
6.
As
0.028*
0.042
0.058
0.028*
0.042
0.058
0.028*
0.042*
0.058
0.042*
0.058*
0.087
0.042*
0.058*
0.087
0.058*
0.087
0.120
0.058*
0.087*
0.120
2- 0
2- 3
194
153
285
225
384
304
268
212
396
313
400
400
342
271
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
0.6C28
Superimposed Uniform Load (psf) — 3 Span Condition
Clear Span (ft.-in.)
2- 6
2- 9
3- 0
3- 3
3- 6
3- 9
124
103
86
74
63
183
151
127
108
93
246
203
171
146
125
172
142
119
102
88
76
254
210
176
150
129
113
344
284
239
204
176
153
219
181
152
130
112
97
325
268
226
192
166
144
400
366
307
262
226
197
396
327
275
234
202
176
400
400
375
320
276
240
400
400
400
400
400
353
400
384
322
275
237
206
400
400
400
372
321
280
400
400
400
400
400
400
400
400
400
400
359
313
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
396
345
400
400
400
400
400
400
400
400
400
400
400
400
0.6C26
0.6C24
0.6C22
4- 0
67
99
134
86
127
173
155
211
310
181
246
358
275
400
400
303
400
400
* As does not meet A.C.I. criterion for temperature and shrinkage.
Recommended conform types are based upon S.D.I. criteria and normal weight concrete.
Superimposed loads are based upon three span conditions and A.C.I. moment coefficients.
Load values for single span and double spans are to be reduced.
Superimposed load values in bold type require that mesh be draped. See page 19.
Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications. See page 19.
If uncoated form deck is used, deduct the weight of the slab from the allowable superimposed uniform loads.
4- 6
53
78
106
68
100
137
5- 0
SECTION PROPERTIES
Deck
Design
Weight
Type
0.6C28
0.6C26
0.6C24
0.6C22
Thick.
0.0149
0.0179
0.0239
0.0298
PSF
0.76
0.91
1.21
1.49
Ip
in4/ft
0.012
0.015
0.019
0.024
In
Sp
in4/ft
0.012
0.015
0.019
0.024
in3/ft
0.035
0.043
0.057
0.070
Sn
Fy
in3/ft
0.036
0.043
0.057
0.070
ksi
60
60
60
60
ALLOWABLE UNIFORM LOAD (PSF)
Deck
Type
No. of
Spans
0.6C28
2
3
1
0.6C26
2
3
1
0.6C24
2
3
1
0.6C22
2
3
1
2- 0
210
98
131
40
216
216
216
115
270
186
247
120
258
123
164
72
258
258
258
177
323
232
309
184
342
156
208
128
342
342
342
287
428
294
392
295
420
197
262
180
420
420
420
388
525
371
495
399
2- 3
166
69
92
22
171
166
171
75
213
130
174
79
204
86
115
47
204
204
204
124
255
163
217
129
270
109
146
91
270
263
270
211
338
206
275
217
332
138
184
132
332
332
332
291
415
261
348
299
2- 6
134
50
67
10
138
121
138
48
173
95
127
51
165
63
84
30
165
152
165
88
206
119
158
92
219
80
106
66
219
192
219
158
274
150
201
163
269
101
134
99
269
243
269
223
336
190
253
230
2- 9
111
38
50
3- 0
93
29
39
114
91
114
29
143
71
95
32
136
47
63
18
136
114
136
62
171
89
119
65
181
60
80
48
181
144
181
120
226
113
151
124
222
76
101
75
222
182
222
174
278
143
190
179
96
70
94
16
120
55
73
18
115
36
49
10
115
88
115
44
143
69
92
46
152
46
62
35
152
111
148
92
190
87
116
96
187
58
78
58
187
140
187
137
233
110
147
142
3- 3
80
23
31
82
55
74
6
102
43
58
8
98
29
38
4
98
69
92
30
122
54
72
32
130
36
48
25
130
87
117
71
162
68
91
74
159
46
61
44
159
110
147
110
199
86
115
113
3- 6
69
18
24
3- 9
4- 0
60
53
15
12
20
16
4- 6
41
9
12
5- 0
34
6
8
5- 6
28
5
6
6- 0
23
4
5
71
44
59
61
36
48
54
30
39
43
21
28
35
15
20
29
11
15
24
9
12
88
35
46
77
28
38
68
23
31
53
16
22
43
12
16
36
9
12
30
7
9
84
23
31
73
19
25
65
15
20
51
11
14
41
8
10
34
6
8
29
5
6
84
55
74
19
105
43
58
21
112
29
39
17
112
70
93
55
140
55
73
57
137
37
49
34
137
88
118
88
171
69
92
91
73
45
60
11
92
35
47
12
97
24
31
12
97
57
76
42
122
45
59
44
119
30
40
26
119
72
96
71
149
56
75
74
65
37
49
5
81
29
39
6
86
19
26
7
86
47
63
32
107
37
49
34
105
25
33
20
105
59
79
57
131
46
62
60
51
26
35
41
19
25
34
14
19
29
11
15
64
20
27
52
15
20
43
11
15
36
9
11
68
14
18
55
10
13
45
7
10
38
6
8
68
33
44
17
84
26
34
19
83
17
23
11
83
42
55
38
104
33
43
39
55
24
32
8
68
19
25
9
67
13
17
5
67
30
40
24
84
24
32
26
45
18
24
38
14
19
57
14
19
48
11
15
56
9
13
47
7
10
56
23
30
15
69
18
24
16
47
18
23
8
58
14
18
9
W1 is the maximum weight of concrete and deck (W1 in Figures 1 and 2 of the SDI Loading Diagrams).
21
NON-COMPOSITE
1
Design
Criteria
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
1.0 C, CSV CONFORM
* Check availability with plant
Total
Slab
Depth
2 1/2”
(t=1 1/2”)
NON-COMPOSITE
3”
(t=2)
3 1/2”
(t=2 1/2”)
4”
(t=3”)
4 1/2”
(t=3 1/2”)
5”
(t=4”)
5 1/2”
(t=4 1/2”)
Deck
Type
1.0C26
1.0C24
1.0C22
1.0C20
1.0C26
1.0C24
1.0C22
1.0C20
1.0C26
1.0C24
1.0C22
1.0C20
1.0C26
1.0C24
1.0C22
1.0C20
1.0C26
1.0C24
1.0C22
1.0C20
1.0C26
1.0C24
1.0C22
1.0C20
1.0C26
1.0C24
1.0C22
1.0C20
Weight
PSF
25
25
25
26
31
31
31
32
37
37
37
38
43
43
43
44
49
49
50
50
55
55
56
56
61
61
62
62
1 Span
3- 8
4- 10
5- 11
6- 8
3- 6
4- 7
5- 7
6- 3
3- 4
4- 4
5- 3
5- 11
3- 2
4- 2
5- 0
5- 7
3- 1
4- 0
4- 9
5- 4
2- 11
3- 10
4- 7
5- 2
2- 10
3- 8
4- 5
5- 0
NW Concrete
N=9 145 PCF
2 Span
3 Span
4- 10
4- 10
6- 5
6- 6
7- 10
7- 10
8- 3
8- 3
4- 7
4- 8
6- 1
6- 2
7- 3
7- 3
7- 8
7- 8
4- 5
4- 5
5- 9
5- 10
6- 10
6- 10
7- 3
7- 3
4- 2
4- 3
5- 6
5- 7
6- 6
6- 6
6- 11
6- 11
4- 1
4- 1
5- 4
5- 4
6- 3
6- 3
6- 8
6- 8
3- 11
4- 0
5- 1
5- 2
6- 0
6- 0
6- 5
6- 5
3- 10
3- 10
4- 11
5- 0
5- 10
5- 10
6- 2
6- 2
Weight
PSF
19
19
20
20
24
24
24
25
28
29
29
29
33
33
33
34
37
38
38
38
42
42
43
43
47
47
47
47
1 Span
3- 11
5- 3
6- 5
7- 3
3- 9
4- 11
6- 0
6- 10
3- 7
4- 8
5- 9
6- 5
3- 5
4- 6
5- 5
6- 1
3- 4
4- 4
5- 3
5- 10
3- 2
4- 2
5- 0
5- 8
3- 1
4- 0
4- 10
5- 5
LW Concrete
N=14 110 PCF
2 Span
3 Span
5- 1
5- 2
6- 10
6- 11
8- 5
8- 6
9- 0
9- 0
4- 10
4- 11
6- 6
6- 7
7- 11
7- 11
8- 5
8- 5
4- 8
4- 9
6- 2
6- 3
7- 6
7- 6
7- 11
7- 11
4- 6
4- 7
5- 11
6- 0
7- 1
7- 1
7- 7
7- 7
4- 4
4- 5
5- 9
5- 10
6- 10
6- 10
7- 3
7- 3
4- 3
4- 3
5- 7
5- 7
6- 7
6- 7
7- 0
7- 0
4- 1
4- 2
5- 5
5- 5
6- 4
6- 4
6- 9
6- 9
Total
Slab
Depth
2 1/2”
(t=1 1/2”)
3”
(t=2”)
3 1/2”
(t=2 1/2”)
4”
(t=3”)
4 1/2”
(t=3 1/2”)
5”
(t=4”)
5 1/2”
(t=4 1/2”)
NOTES:
22
Reinforcement
W.W.F.
As
6X6-W1.4XW1.4
0.028*
6X6-W2.1XW2.1
0.042
6X6-W2.9XW2.9
0.058
6X6-W1.4XW1.4
0.028*
6X6-W2.1XW2.1
0.042
6X6-W2.9XW2.9
0.058
6X6-W2.1XW2.1
0.042*
6X6-W2.9XW2.9
0.058
4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.042*
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.042*
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087
4X4-W4.0XW4.0
0.120
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087*
4X4-W4.0XW4.0
0.120
1.
2.
3.
4.
5.
6.
3- 0
95
140
189
128
190
257
239
326
400
288
394
400
338
400
400
400
400
400
400
400
400
3- 3
3- 6
3- 9
4- 0
4- 6
5- 0
5- 6
81
70
119
103
161
139
109
94
82
72
57
161
139
121
107
84
219
189
165
145
114
204
176
153
134
106
86
71
277
239
208
183
145
117
97
400
350
305
268
212
172
142
246
212
185
162
128
153
126
336
289
252
222
175
205
169
400
400
371
326
257
298
247
288
248
216
190
150
180
148
394
340
296
260
205
241
199
400
400
400
383
303
354
292
400
390
339
298
236
278
230
400
400
400
400
348
400
338
400
400
400
400
400
400
400
400
400
383
337
266
315
260
400
400
400
400
394
400
384
400
400
400
400
400
400
400
1.0C26
1.0C24
1.0C22
6- 0
106
142
207
125
168
246
193
284
378
219
322
400
1.0C20
6- 6
91
121
177
106
143
209
7- 0
SECTION PROPERTIES
Deck
Design
Weight
Type
1.0C26
1.0C24
1.0C22
1.0C20
Thick.
0.0179
0.0239
0.0298
0.0358
PSF
0.96
1.28
1.57
1.91
Ip
in4/ft
0.040
0.057
0.073
0.088
In
Sp
Sn
Fy
in4/ft
0.042
0.059
0.073
0.088
in3/ft
0.067
0.098
0.130
0.167
in3/ft
0.071
0.103
0.134
0.165
ksi
60
60
60
60
Deck
Type
No. of
Spans
1.0C26
2
3
1
1.0C24
2
3
1
1.0C22
2
3
1
1.0C20
2
3
1
3- 0
179
97
129
52
189
189
189
127
237
188
237
131
261
138
185
108
275
275
275
235
343
266
343
241
347
177
236
164
357
357
357
337
447
334
446
355
445
214
285
230
440
440
440
420
550
403
538
450
3- 3
152
76
102
40
161
161
161
101
202
148
197
104
223
109
145
87
234
234
234
192
293
209
279
198
295
139
186
135
304
304
304
284
381
263
351
295
379
168
224
191
375
375
375
355
469
317
423
381
3- 6
131
61
82
30
139
139
139
80
174
118
158
83
192
87
116
71
202
202
202
159
252
167
223
164
255
112
149
113
263
263
263
241
328
211
281
248
327
135
179
161
323
323
323
303
404
254
339
325
3- 9
114
50
66
23
121
121
121
64
151
96
128
67
167
71
94
58
176
174
176
133
220
136
181
137
222
91
121
95
229
219
229
204
286
171
228
210
285
109
146
137
282
264
282
262
352
206
275
275
4- 0
101
41
55
17
107
101
107
52
133
79
106
54
147
58
78
48
155
143
155
112
193
112
149
116
195
75
100
80
201
180
201
175
251
141
188
180
251
90
120
117
248
217
248
228
309
170
227
227
4- 6
79
29
38
8
84
71
84
33
105
56
74
35
116
41
55
33
122
101
122
81
153
79
105
84
154
53
70
58
159
127
159
130
199
99
132
132
198
63
84
85
196
152
196
176
244
119
159
159
5- 0
64
21
28
3
68
52
68
20
85
41
54
22
94
30
40
23
99
73
98
59
124
57
77
61
125
38
51
43
129
92
123
99
161
72
96
96
160
46
62
62
158
111
148
138
198
87
116
116
5- 6
6- 0
53
45
16
12
21
16
56
39
52
12
70
30
41
13
78
22
30
15
82
55
73
44
102
43
58
45
103
29
38
32
106
69
92
77
133
54
72
72
132
35
46
46
131
84
111
111
164
65
87
87
47
30
40
5
59
23
31
6
65
17
23
10
69
42
57
32
86
33
44
34
87
22
30
24
89
53
71
60
112
42
56
56
111
27
36
36
110
64
86
86
138
50
67
67
6- 6
38
10
13
7- 0
33
8
10
7- 6
29
6
8
8- 0
25
5
7
40
24
31
35
19
25
30
15
20
27
13
17
50
18
25
43
15
20
38
12
16
33
10
13
56
14
18
6
59
33
44
24
73
26
35
25
74
17
23
18
76
42
56
47
95
33
44
44
95
21
28
28
94
51
67
68
117
40
53
53
48
11
15
3
50
27
36
17
63
21
28
18
64
14
19
14
66
34
45
38
82
26
35
35
82
17
22
22
81
41
54
54
101
32
42
42
42
9
12
37
7
10
44
22
29
12
55
17
23
13
55
11
15
10
57
27
36
30
71
21
29
29
71
14
18
18
70
33
44
44
88
26
34
34
39
18
24
8
48
14
19
9
49
9
12
8
50
23
30
24
63
18
24
24
63
11
15
15
62
27
36
36
77
21
28
28
NON-COMPOSITE
1
Design
Criteria
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
W1 is the maximum weight of concrete and deck (W1 in Figures 1 and 2 of the SDI Loading Diagrams).
23
1.3 C, CONFORM
Total
Slab
Depth
3.3”
(t=2”)
NON-COMPOSITE
3.8”
(t=2 1/2”)
4.3”
(t=3”)
4.8”
(t=3 1/2”)
5.3”
(t=4”)
5.8”
(t=4 1/2”)
6.3”
(t=5”)
Deck
Type
1.3C26
1.3C24
1.3C22
1.3C20
1.3C26
1.3C24
1.3C22
1.3C20
1.3C26
1.3C24
1.3C22
1.3C20
1.3C26
1.3C24
1.3C22
1.3C20
1.3C26
1.3C24
1.3C22
1.3C20
1.3C26
1.3C24
1.3C22
1.3C20
1.3C26
1.3C24
1.3C22
1.3C20
Weight
PSF
33
34
34
34
39
40
40
40
45
46
46
46
51
52
52
52
57
58
58
58
63
64
64
64
69
70
70
70
1 Span
4- 6
5- 6
6- 4
7- 1
4- 3
5- 2
6- 0
6- 9
4- 1
4- 11
5- 8
6- 4
3- 11
4- 9
5- 5
6- 1
3- 9
4- 7
5- 2
5- 10
3- 7
4- 5
5- 0
5- 7
3- 6
4- 3
4- 10
5- 5
NW Concrete
N=9 145 PCF
2 Span
3 Span
5- 11
6- 0
7- 4
7- 5
8- 3
8- 3
8- 9
8- 9
5- 8
5- 8
7- 0
7- 1
7- 10
7- 10
8- 4
8- 4
5- 5
5- 6
6- 8
6- 9
7- 5
7- 5
7- 11
7- 11
5- 2
5- 3
6- 5
6- 5
7- 2
7- 2
7- 7
7- 7
5- 0
5- 1
6- 2
6- 3
6- 11
6- 11
7- 4
7- 4
4- 10
4- 11
5- 11
6- 0
6- 8
6- 8
7- 1
7- 1
4- 8
4- 9
5- 9
5- 10
6- 6
6- 6
6- 11
6- 11
Weight
PSF
25
26
26
26
30
30
31
31
35
35
35
36
39
40
40
40
44
44
44
45
48
49
49
49
53
53
54
54
1 Span
4- 10
6- 0
6- 11
7- 9
4- 7
5- 8
6- 6
7- 4
4- 5
5- 5
6- 3
7- 0
4- 3
5- 2
6- 0
6- 9
4- 1
5- 0
5- 9
6- 5
4- 0
4- 10
5- 6
6- 3
3- 10
4- 8
5- 4
6- 0
LW Concrete
N=14 110 PCF
2 Span
3 Span
6- 4
6- 5
7- 11
8- 0
9- 0
9- 0
9- 7
9- 7
6- 1
6- 2
7- 7
7- 8
8- 6
8- 6
9- 1
9- 1
5- 10
5- 11
7- 3
7- 4
8- 2
8- 2
8- 8
8- 8
5- 8
5- 8
7- 0
7- 1
7- 10
7- 10
8- 4
8- 4
5- 5
5- 6
6- 9
6- 10
7- 6
7- 6
8- 0
8- 0
5- 3
5- 4
6- 6
6- 7
7- 3
7- 3
7- 9
7- 9
5- 2
5- 2
6- 4
6- 5
7- 1
7- 1
7- 6
7- 6
Total
Slab
Depth
Reinforcement
W.W.F.
As
6X6-W1.4XW1.4
0.028*
3.3”
6X6-W2.1XW2.1
0.042
(t=2”)
6X6-W2.9XW2.9
0.058
6X6-W2.1XW2.1
0.042*
3.8”
6X6-W2.9XW2.9
0.058
(t=2 1/2”) 4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.042*
4.3”
6X6-W2.9XW2.9
0.058
(t=3”)
4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.042*
4.8”
6X6-W2.9XW2.9
0.058*
(t=3 1/2”) 4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.058*
5.3”
6X6-W2.9XW2.9
0.087
(t=4”)
4X4-W4.0XW4.0
0.120
6X6-W2.9XW2.9
0.058*
5.8”
4X4-W2.9XW2.9
0.087*
(t=4 1/2”) 4X4-W4.0XW4.0
0.120
6X6-W2.9XW2.9
0.058*
6.3”
4X4-W2.9XW2.9
0.087*
(t=5”)
4X4-W4.0XW4.0
0.120
NOTES:
24
1.
2.
3.
4.
5.
6.
4- 0
71
105
142
133
181
265
161
219
322
188
258
380
296
400
400
334
400
400
373
400
400
1.3C26
4- 6
56
83
113
105
143
209
127
173
255
149
204
300
234
346
400
264
391
400
295
400
400
5- 0
5- 6
6- 0
6- 6
7- 0
7- 6
85
116
169
156
209
309
191
258
383
299
400
400
336
400
400
373
400
400
70
96
140
129
173
255
158
213
316
247
364
400
278
400
400
308
400
400
1.3C24
108
145
215
133
179
266
208
306
400
233
344
400
259
382
400
92
124
183
113
153
226
177
260
347
199
293
392
221
326
400
1.3C22
79
107
158
98
132
195
153
225
299
172
253
338
8- 0
85
115
170
1.3C20
8- 6
9- 0
SECTION PROPERTIES
Deck
Design
Weight
Type
1.3C26
1.3C24
1.3C22
1.3C20
Thick.
0.0179
0.0239
0.0298
0.0358
PSF
0.99
1.33
1.62
1.97
Ip
in4/ft
0.070
0.093
0.115
0.140
In
Sp
in4/ft
0.069
0.093
0.115
0.140
in3/ft
0.097
0.132
0.163
0.197
Sn
Fy
in3/ft
0.098
0.132
0.162
0.197
ksi
60
60
60
60
Deck
Type
No. of
Spans
1
1.3C26
2
3
1
1.3C24
2
3
1
1.3C22
2
3
1
1.3C20
2
3
1
Design
Criteria
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
4- 0
146
72
96
47
147
147
147
110
184
134
179
114
198
95
127
82
198
198
198
178
248
180
240
184
245
118
157
113
243
243
243
223
304
222
296
240
296
143
191
147
296
296
296
276
369
271
361
296
4- 6
115
50
67
32
116
116
116
79
145
94
126
82
156
67
89
60
156
156
156
133
196
126
168
137
193
83
110
84
192
192
192
172
240
156
208
185
233
101
134
111
233
233
233
213
292
190
253
229
5- 0
93
37
49
22
94
88
94
58
118
69
92
60
127
49
65
44
127
117
127
102
158
92
123
105
156
60
80
64
156
145
156
136
194
114
152
144
189
73
98
86
189
177
189
169
236
139
185
182
5- 6
77
28
37
15
78
66
78
43
97
52
69
44
105
37
49
33
105
88
105
79
131
69
92
81
129
45
60
50
129
109
129
109
161
86
114
114
156
55
74
68
156
133
156
136
195
104
139
139
6- 0
65
21
28
10
65
51
65
31
82
40
53
33
88
28
38
25
88
68
88
62
110
53
71
64
109
35
47
39
108
84
108
88
135
66
88
88
131
42
57
54
131
102
131
111
164
80
107
107
6- 6
55
17
22
6
56
40
53
23
70
31
42
24
75
22
30
19
75
53
71
49
94
42
56
51
93
27
37
31
92
66
88
72
115
52
69
69
112
33
45
44
112
81
107
92
140
63
84
84
7- 0
48
13
18
3
48
32
43
17
60
25
33
18
65
18
24
15
65
43
57
39
81
34
45
40
80
22
29
25
79
53
71
59
99
41
55
55
96
27
36
36
96
64
86
76
121
50
67
67
7- 6
8- 0
41
36
11
9
15
12
42
26
35
12
52
20
27
12
56
14
19
11
56
35
46
31
70
27
36
32
70
18
24
20
69
43
57
48
86
34
45
45
84
22
29
29
84
52
70
64
105
41
55
55
37
21
29
8
46
17
22
8
50
12
16
8
50
29
38
25
62
22
30
26
61
15
20
16
61
35
47
40
76
28
37
37
74
18
24
24
74
43
58
54
92
34
45
45
8- 6
32
7
10
33
18
24
5
41
14
19
5
44
10
13
6
44
24
32
20
55
19
25
21
54
12
16
13
54
30
39
33
67
23
31
31
65
15
20
20
65
36
48
45
82
28
38
38
9- 0
29
6
8
9- 6
26
5
7
10.0
23
5
6
29
15
20
26
13
17
24
11
15
36
12
16
3
39
8
11
4
39
20
27
16
49
16
21
17
48
10
14
10
48
25
33
28
60
20
26
26
58
13
17
17
58
30
40
38
73
24
32
32
33
10
13
29
9
11
35
7
9
32
6
8
35
17
23
12
44
13
18
13
43
9
12
8
43
21
28
23
54
17
22
22
52
11
14
14
52
26
34
32
65
20
27
27
32
15
20
10
40
12
15
10
39
8
10
6
39
18
24
19
49
14
19
19
47
9
12
12
47
22
29
27
59
17
23
23
W1 is the maximum weight of concrete and deck (W1 in Figure 1 and 2 of the SDI Loading Diagrams).
25
NON-COMPOSITE
1.5 C CONFORM
Total
Slab
Depth
3 1/2”
(t=2”)
NON-COMPOSITE
4”
(t=2 1/2”)
4 1/2”
(t=3”)
5”
(t=3 1/2”)
5 1/2”
(t=4”)
6”
(t=4 1/2”)
6 1/2”
(t=5”)
Deck
Type
1.5C24
1.5C22
1.5C20
1.5C18
1.5C24
1.5C22
1.5C20
1.5C18
1.5C24
1.5C22
1.5C20
1.5C18
1.5C24
1.5C22
1.5C20
1.5C18
1.5C24
1.5C22
1.5C20
1.5C18
1.5C24
1.5C22
1.5C20
1.5C18
1.5C24
1.5C22
1.5C20
1.5C18
Weight
PSF
37
37
38
38
43
43
44
44
49
49
50
50
55
55
56
56
61
61
62
63
67
68
68
69
73
74
74
75
1 Span
5- 4
4- 7
5- 5
6- 6
5- 1
4- 5
5- 2
6- 2
4- 10
4- 2
4- 11
5- 10
4- 8
4- 0
4- 9
5- 7
4- 6
3- 11
4- 7
5- 5
4- 4
3- 9
4- 5
5- 3
4- 2
3- 8
4- 3
5- 1
NW Concrete
N=9 145 PCF
2 Span
3 Span
7- 1
7- 2
6- 1
6- 2
7- 3
7- 4
8- 6
8- 10
6- 9
6- 10
5- 10
5- 11
6- 11
7- 0
8- 1
8- 5
6- 5
6- 7
5- 7
5- 8
6- 8
6- 8
7- 9
8- 0
6- 2
6- 4
5- 5
5- 6
6- 4
6- 5
7- 5
7- 8
5- 11
6- 1
5- 3
5- 3
6- 2
6- 3
7- 2
7- 5
5- 9
5- 11
5- 1
5- 1
5- 11
6- 0
6- 11
7- 2
5- 7
5- 9
4- 11
5- 0
5- 9
5- 10
6- 8
6- 11
Weight
PSF
28
29
29
30
33
33
34
34
38
38
38
39
42
42
43
43
47
47
47
48
51
52
52
53
56
56
57
57
1 Span
5- 9
5- 0
5- 11
7- 1
5- 6
4- 9
5- 8
6- 9
5- 3
4- 7
5- 5
6- 5
5- 1
4- 5
5- 2
6- 2
4- 11
4- 3
5- 0
6- 0
4- 9
4- 2
4- 10
5- 9
4- 7
4- 0
4- 8
5- 7
LW Concrete
N=14 110 PCF
2 Span
3 Span
7- 8
7- 9
6- 7
6- 8
7- 10
7- 11
9- 3
9- 7
7- 4
7- 5
6- 4
6- 5
7- 6
7- 7
8- 10
9- 2
7- 1
7- 2
6- 1
6- 2
7- 3
7- 4
8- 6
8- 9
6- 10
6- 11
5- 11
5- 11
7- 0
7- 1
8- 2
8- 5
6- 7
6- 8
5- 8
5- 9
6- 9
6- 10
7- 11
8- 2
6- 4
6- 6
5- 6
5- 7
6- 6
6- 7
7- 8
7- 11
6- 2
6- 3
5- 5
5- 5
6- 4
6- 5
7- 5
7- 8
Total
Slab
Depth
3 1/2”
(t=2)”
4”
(t=2 1/2”)
4 1/2”
(t=3”)
5”
(t=3 1/2”)
5 1/2”
(t=4”)
6”
(t=4 1/2”)
6 1/2”
(t=5”)
NOTES:
26
Reinforcement
W.W.F.
As
6X6-W2.1XW2.1
0.042*
6X6-W2.9XW2.9
0.058
4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.042*
6X6-W2.9XW2.9
0.058
4X4-W2.9XW2.9
0.087
6X6-W2.1XW2.1
0.042*
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087
4X4-W4.0XW4.0
0.120
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087
4X4-W4.0XW4.0
0.120
6X6-W2.9XW2.9
0.058*
4X4-W2.9XW2.9
0.087*
4X4-W4.0XW4.0
0.120
4X4-W2.9XW2.9
0.087*
4X4-W4.0XW4.0
0.120
4X4-W5.0XW5.0
0.150
1.
2.
3.
4.
5.
6.
4- 0
108
147
214
136
185
272
164
224
329
262
387
400
301
400
400
339
400
400
400
400
400
4- 6
86
116
169
108
147
215
129
177
260
207
306
400
238
351
400
268
397
400
400
400
400
1.5C24
5- 0
5- 6
6- 0
6- 6
7- 0
87
119
174
160
215
318
264
392
400
313
400
400
358
400
400
400
400
400
72
98
144
132
177
263
218
324
400
259
385
400
296
400
400
400
400
400
111
149
221
183
272
363
217
323
400
249
370
400
400
400
400
95
127
188
156
232
310
185
275
370
212
315
400
348
400
400
82
110
162
135
200
267
160
237
319
183
272
366
7- 6
8- 0
117
174
233
1.5C18
8- 6
9- 0
SECTION PROPERTIES
Deck
Design
Weight
Type
1.5C24
1.5C22
1.5C20
1.5C18
Thick.
0.0239
0.0295
0.0358
0.0474
PSF
1.44
1.68
2.04
2.72
Ip
in4/ft
0.136
0.183
0.222
0.295
In
Sp
in4/ft
0.108
0.155
0.201
0.289
in3/ft
0.132
0.192
0.247
0.327
Sn
Fy
in3/ft
0.120
0.186
0.234
0.318
ksi
60
33
33
33
No. of
Spans
1
1.5C24
2
3
1
1.5C22
2
3
1
1.5C20
2
3
1
1.5C18
2
3
1
Design
Criteria
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 36,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
4- 0
198
139
186
82
180
180
180
160
225
225
225
172
160
160
160
57
155
155
155
129
194
194
194
133
206
206
206
87
195
195
195
175
244
244
244
188
273
273
273
132
265
265
265
245
331
331
331
263
4- 6
5- 0
156
127
98
71
130
95
60
44
142
115
142
115
142
115
122
95
178
144
166
121
178
144
132
103
126
102
126
96
126
102
40
28
122
99
122
99
122
99
94
70
153
124
153
124
153
124
97
72
163
132
160
116
163
132
64
48
154
125
154
125
154
125
134
105
193
156
193
156
193
156
145
111
215
174
212
155
215
174
99
76
209
170
209
170
209
170
189
150
262
212
262
212
262
212
204
161
5- 6
105
54
71
33
95
95
95
75
119
91
119
81
85
72
85
20
82
82
82
53
102
102
102
55
109
87
109
36
103
103
103
83
129
129
129
87
144
116
144
60
140
140
140
120
175
175
175
130
6- 0
88
41
55
25
80
80
80
60
100
70
93
64
71
56
71
14
69
69
69
40
86
86
86
41
91
67
90
28
87
87
87
66
108
108
108
68
121
90
119
47
118
118
118
98
147
147
147
106
6- 6
75
32
43
19
68
68
68
48
85
55
73
51
61
44
58
10
59
59
59
30
73
73
73
31
78
53
71
21
74
74
74
53
92
92
92
55
103
70
94
38
100
100
100
80
125
125
125
87
7- 0
65
26
35
15
59
56
59
39
73
44
59
40
52
35
47
6
51
51
51
23
63
61
63
24
67
42
57
16
64
64
64
42
80
76
80
44
89
56
75
31
87
87
87
67
108
105
108
72
7- 6
56
21
28
11
51
46
51
31
64
36
48
32
46
28
38
4
44
44
44
17
55
50
55
18
59
34
46
12
55
55
55
34
69
62
69
35
78
46
61
25
75
75
75
55
94
86
94
61
8- 0
50
17
23
8
45
38
45
25
56
29
39
26
40
23
31
8- 6
44
15
19
6
40
31
40
20
50
25
33
21
35
20
26
9- 0
39
12
16
4
36
26
35
16
44
21
28
17
32
16
22
9- 6
35
10
14
10- 0
32
9
12
32
22
30
12
40
18
23
13
28
14
19
29
19
26
9
36
15
20
10
26
12
16
39
39
39
12
48
41
48
13
51
28
38
9
49
49
49
27
61
51
61
29
68
38
50
20
66
66
66
46
83
71
83
51
34
34
34
9
43
34
43
10
46
24
32
7
43
43
43
22
54
43
54
23
60
31
42
17
59
59
59
39
73
59
73
43
31
31
31
6
38
29
38
7
41
20
27
5
39
39
39
18
48
36
48
19
54
27
35
14
52
52
52
32
65
50
65
36
27
27
27
4
34
24
33
4
36
17
23
3
35
35
35
14
43
31
41
15
48
23
30
11
47
47
47
27
59
42
56
30
25
25
25
31
21
28
33
15
19
31
31
31
11
39
26
35
12
44
19
26
9
42
42
42
22
53
36
48
25
W1 is the maximum weight of concrete and deck (W1 in Figure 1 of the SDI Loading Diagrams).
Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length required is 3 inches.
27
NON-COMPOSITE
Deck
Type
2 C CONFORM
Total
Slab
Depth
NON-COMPOSITE
4 1/2”
(t=2 1/2”)
5”
(t=3”)
5 1/2”
(t=3 1/2”)
6”
(t=4”)
6 1/2”
(t=4 1/2”)
7”
(t=5”)
Deck
Type
2C22
2C20
2C18
2C16
2C22
2C20
2C18
2C16
2C22
2C20
2C18
2C16
2C22
2C20
2C18
2C16
2C22
2C20
2C18
2C16
2C22
2C20
2C18
2C16
Weight
PSF
44
45
45
46
50
51
51
52
56
57
57
58
62
63
63
64
68
69
69
70
74
75
75
76
NW Concrete
N=9 145 PCF
1 Span
2 Span
3 Span
5- 7
7- 4
7- 8
6- 7
8- 9
9- 0
8- 2
10- 4
10- 8
9- 3
11- 6
11- 11
5- 4
6- 9
7- 1
6- 3
8- 5
8- 7
7- 9
9- 10
10- 2
8- 10
11- 0
11- 4
5- 2
6- 2
6- 6
6- 0
8- 1
8- 3
7- 5
9- 6
9- 9
8- 5
10- 7
10- 11
4- 10
5- 9
6- 1
5- 9
7- 9
7- 11
7- 1
9- 1
9- 5
8- 1
10- 2
10- 6
4- 6
5- 4
5- 8
5- 7
7- 6
7- 8
6- 10
8- 10
9- 1
7- 9
9- 10
10- 2
4- 3
5- 0
5- 3
5- 5
7- 2
7- 2
6- 7
8- 6
8- 10
7- 6
9- 6
9- 10
Weight
PSF
34
34
35
36
39
39
40
40
43
43
44
45
48
48
49
49
52
53
53
54
57
57
58
59
LW Concrete
N=14 110 PCF
1 Span
2 Span
3 Span
6- 2
8- 3
8- 4
7- 3
9- 7
9- 11
9- 0
11- 3
11- 7
10- 3
12- 6
12- 11
5- 11
7- 11
8- 0
6- 11
9- 2
9- 6
8- 7
10- 9
11- 2
9- 9
12- 0
12- 5
5- 8
7- 6
7- 8
6- 8
8- 10
9- 1
8- 3
10- 5
10- 9
9- 4
11- 7
12- 0
5- 6
7- 0
7- 4
6- 5
8- 7
8- 9
7- 11
10- 1
10- 5
9- 0
11- 2
11- 7
5- 3
6- 7
6- 11
6- 2
8- 3
8- 6
7- 7
9- 9
10- 1
8- 8
10- 10
11- 3
5- 1
6- 2
6- 6
6- 0
8- 0
8- 3
7- 4
9- 5
9- 9
8- 5
10- 6
10- 11
Total
Slab
Depth
Reinforcement
W.W.F.
6X6-W2.1XW2.1
4 1/2”
6X6-W2.9XW2.9
(t=2 1/2”) 4X4-W2.9XW2.9
6X6-W2.1XW2.1
5”
6X6-W2.9XW2.9
(t=3”)
4X4-W2.9XW2.9
6X6-W2.9XW2.9
5 1/2”
4X4-W2.9XW2.9
(t=3 1/2”) 4X4-W4.0XW4.0
6X6-W2.9XW2.9
6”
4X4-W2.9XW2.9
(t=4”)
4X4-W4.0XW4.0
6X6-W2.9XW2.9
6 1/2”
4X4-W2.9XW2.9
(t=4 1/2”) 4X4-W4.0XW4.0
4X4-W2.9XW2.9
7”
4X4-W4.0XW4.0
(t=5”)
4X4-W5.0XW5.0
NOTES:
28
1.
2.
3.
4.
5.
6.
As
0.042*
0.058
0.087
0.042*
0.058*
0.087
0.058*
0.087
0.120
0.058*
0.087
0.120
0.058*
0.087*
0.120
0.087*
0.120
0.150
5- 0
84
114
167
153
206
305
255
378
400
304
400
400
353
400
400
400
400
400
2C22
5- 6
69
94
138
127
170
252
211
313
400
251
374
400
292
400
400
400
400
400
6- 0
6- 6
7- 0
7- 6
8- 0
8- 6
9- 0
107
143
212
177
263
351
211
314
400
245
365
400
400
400
400
94
140
187
109
162
219
185
250
307
91
122
180
151
224
299
180
267
359
209
311
400
355
400
400
2C20
78
105
155
130
193
258
155
231
309
180
268
361
306
400
400
113
168
224
135
201
270
157
234
315
266
360
400
100
148
197
119
177
237
138
205
277
234
316
389
2C18
105
156
210
122
182
245
207
280
344
9- 6
98
146
196
166
224
276
2C16
10- 0
88
131
177
150
202
249
SECTION PROPERTIES
Deck
Design
Weight
Type
2C22
2C20
2C18
2C16
Thick.
0.0295
0.0358
0.0474
0.0598
PSF
1.62
1.97
2.61
3.29
Ip
in4/ft
0.338
0.423
0.557
0.704
In
in4/ft
0.336
0.420
0.557
0.704
Sp
in3/ft
0.283
0.367
0.520
0.653
Sn
Fy
in3/ft
0.287
0.373
0.520
0.653
ksi
33
33
33
33
No. of
Spans
1
2C22
2
3
1
2C20
2
3
1
2C18
2
3
1
2C16
2
3
1
Design
Criteria
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
5- 0
151
151
151
60
153
153
153
75
191
191
191
80
196
196
196
89
199
199
199
118
249
249
249
116
277
277
277
145
277
277
277
211
347
347
347
229
348
348
348
192
348
348
348
328
435
435
435
352
5- 6
6- 0
125
105
125
103
125
105
47
37
127
106
127
106
127
106
66
59
158
133
158
133
158
133
71
63
162
136
162
128
162
136
71
57
164
138
164
138
164
138
105
95
206
173
206
173
206
173
104
93
229
193
219
169
229
193
116
95
229
193
229
193
229
193
190
173
287
241
287
241
287
241
206
186
288
242
277
214
288
242
156
128
288
242
288
242
288
242
268
222
360
302
360
302
360
302
288
238
6- 6
89
81
89
29
91
91
91
53
113
113
113
57
116
101
116
46
118
118
118
86
147
147
147
85
164
133
164
79
164
164
164
144
205
205
205
155
206
168
206
107
206
206
206
186
258
258
258
200
7- 0
77
65
77
23
78
78
78
48
98
98
98
51
100
81
100
38
101
101
101
78
127
127
127
77
141
106
141
66
141
141
141
121
177
177
177
131
178
135
178
90
178
178
178
158
222
222
222
170
7- 6
67
53
67
18
68
68
68
43
85
85
85
46
87
66
87
31
88
88
88
68
111
111
111
71
123
87
115
56
123
123
123
103
154
154
154
112
155
109
146
77
155
155
155
135
193
193
193
145
8- 0
59
43
58
14
60
60
60
37
75
75
75
39
76
54
72
26
78
78
78
58
97
97
97
62
108
71
95
47
108
108
108
88
135
135
135
96
136
90
120
66
136
136
136
116
170
170
170
125
8- 6
52
36
48
11
53
53
53
31
66
66
66
32
68
45
60
22
69
69
69
49
86
85
86
53
96
59
79
40
96
96
96
76
120
112
120
83
121
75
100
57
121
121
121
101
151
142
151
109
9- 0
47
30
41
9
47
47
47
25
59
57
59
26
60
38
51
18
61
61
61
41
77
72
77
45
86
50
67
35
86
86
86
66
107
95
107
71
107
63
84
49
107
107
107
87
134
119
134
95
9- 6
42
26
34
7
42
42
42
21
53
49
53
22
54
32
43
15
55
55
55
35
69
61
69
39
77
43
57
30
77
77
77
57
96
80
96
62
96
54
72
43
96
96
96
76
121
102
121
83
10- 0
38
22
30
5
38
38
38
17
48
42
48
18
49
28
37
13
50
50
50
30
62
52
62
33
69
37
49
26
69
69
69
49
87
69
87
54
87
46
62
38
87
87
87
67
109
87
109
73
10- 6
34
19
26
4
35
35
35
14
43
36
43
15
44
24
32
11
45
45
45
25
56
45
56
28
63
32
42
23
63
63
63
43
79
60
79
47
79
40
53
34
79
79
79
59
99
75
99
64
11- 0
31
17
22
3
32
32
32
12
40
31
40
12
40
21
28
9
41
41
41
21
51
39
51
24
57
27
37
20
57
57
57
37
72
52
69
41
72
35
46
30
72
72
72
52
90
65
87
57
NON-COMPOSITE
Deck
Type
W1 is the maximum weight of concrete and deck (W1 in Figure 1 of the SDI Loading Diagrams).
Minimum exterior bearing length required is 2.0 inches. Minimum interior bearing length required is 4.0 inches.
29
3 C CONFORM
Total
Slab
Depth
NON-COMPOSITE
6”
(t=3”)
6 1/2”
(t=3 1/2”)
7”
(t=4”)
7 1/2”
(t=4 1/2”)
8”
(t=5”)
Deck
Type
3C22
3C20
3C18
3C16
3C22
3C20
3C18
3C16
3C22
3C20
3C18
3C16
3C22
3C20
3C18
3C16
3C22
3C20
3C18
3C16
Weight
PSF
56
57
57
58
62
63
63
64
68
69
69
70
74
75
75
76
80
81
81
82
NW Concrete
N=9 145 PCF
1 Span
2 Span
3 Span
5- 9
7- 0
7- 2
7- 9
9- 8
9- 8
9- 7
11- 9
12- 2
10- 10
13- 2
13- 7
5- 3
6- 6
6- 7
7- 2
8- 11
8- 11
9- 2
11- 4
11- 9
10- 5
12- 8
13- 1
4- 11
6- 1
6- 2
6- 8
8- 4
8- 4
8- 10
11- 0
11- 4
10- 0
12- 3
12- 8
4- 7
5- 8
5- 9
6- 3
7- 10
7- 10
8- 6
10- 7
11- 0
9- 8
11- 10
12- 3
4- 4
5- 4
5- 5
5- 11
7- 4
7- 4
8- 3
10- 3
10- 8
9- 4
11- 6
11- 11
Weight
PSF
43
43
44
45
48
48
49
49
52
53
53
54
57
57
58
59
61
62
62
63
1 Span
6- 11
8- 9
10- 8
12- 1
6- 5
8- 5
10- 3
11- 8
6- 0
8- 1
9- 10
11- 2
5- 8
7- 8
9- 6
10- 10
5- 4
7- 3
9- 3
10- 6
LW Concrete
N=14 110 PCF
2 Span
3 Span
8- 6
8- 7
11- 2
11- 6
12- 11
13- 5
14- 5
14- 11
7- 11
8- 0
10- 9
10- 11
12- 6
12- 11
13- 11
14- 5
7- 5
7- 6
10- 2
10- 2
12- 1
12- 6
13- 6
14- 0
7- 0
7- 1
9- 7
9- 7
11- 9
12- 2
13- 1
13- 7
6- 7
6- 8
9- 1
9- 1
11- 5
11- 10
12- 9
13- 2
Total
Slab
Depth
Reinforcement
W.W.F.
6X6-W2.9XW2.9
6”
4X4-W2.9XW2.9
(t=3”)
4X4-W4.0XW4.0
6X6-W2.9XW2.9
6 1/2”
4X4-W2.9XW2.9
(t=3 1/2”) 4X4-W4.0XW4.0
6X6-W2.9XW2.9
7”
4X4-W2.9XW2.9
(t=4”)
4X4-W4.0XW4.0
4X4-W2.9XW2.9
7 1/2”
4X4-W4.0XW4.0
(t=4 1/2”) 4X4-W5.0XW5.0
4X4-W2.9XW2.9
8”
4X4-W4.0XW4.0
(t=5”)
4X4-W5.0XW5.0
NOTES:
30
1.
2.
3.
4.
5.
6.
As
0.058*
0.087
0.120
0.058*
0.087
0.120
0.058*
0.087
0.120
0.087*
0.120
0.150
0.087*
0.120
0.150
6- 6
125
185
246
154
229
306
183
273
366
316
400
400
360
400
400
7- 0
108
160
212
133
198
264
158
235
316
273
368
400
310
400
400
3C20
7- 6
8- 0
8- 6
9- 0
9- 6
10- 0
116
172
230
138
205
275
238
320
392
270
365
400
102
151
202
121
180
242
209
281
345
238
321
395
107
159
214
185
249
306
210
284
350
3C18
96
142
191
165
222
273
188
254
312
148
200
245
168
228
280
134
180
221
152
205
253
10- 6
121
163
200
138
186
229
11- 0
11- 6
126
115
170
155
209
191
3C16
SECTION PROPERTIES
Deck
Design
Weight
Type
3C22
3C20
3C18
3C16
Thick.
0.0295
0.0358
0.0474
0.0598
PSF
1.77
2.14
2.84
3.58
Ip
in4/ft
0.760
0.948
1.251
1.580
In
in4/ft
0.758
0.945
1.251
1.580
Sp
in3/ft
0.442
0.570
0.805
1.013
Sn
Fy
in3/ft
0.457
0.590
0.805
1.013
ksi
33
33
33
33
No. of
Spans
1
3C22
2
3
1
3C20
2
3
1
3C18
2
3
1
3C16
2
3
Design
Criteria
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
Fb = 20,000
DEFL. = l/240
DEFL. = l/180
W11
6- 6
139
139
139
47
144
144
144
62
180
180
180
64
180
180
180
71
186
186
186
100
233
233
233
94
254
254
254
139
254
254
254
180
318
318
318
181
320
320
320
182
320
320
320
282
400
400
400
322
7- 0
7- 6
120
105
120
105
120
105
42
38
124
108
124
108
124
108
56
51
155
135
155
135
155
135
58
52
155
135
155
135
155
135
65
59
161
140
161
140
161
140
91
84
201
175
201
175
201
175
86
79
219
191
219
191
219
191
117
101
219
191
219
191
219
191
166
154
274
239
274
239
274
239
167
154
276
240
276
240
276
240
155
133
276
240
276
240
276
240
256
220
345
300
345
300
345
300
274
237
8- 0
92
92
92
34
95
95
95
47
119
119
119
48
119
119
119
54
123
123
123
77
154
154
154
72
168
160
168
87
168
168
168
143
210
210
210
143
211
202
211
116
211
211
211
191
264
264
264
205
8- 6
82
81
82
31
84
84
84
43
105
105
105
44
105
101
105
47
109
109
109
72
136
136
136
67
149
134
149
76
149
149
149
129
186
186
186
134
187
169
187
101
187
187
187
167
234
234
234
180
9- 0
73
68
73
26
75
75
75
39
94
94
94
40
94
85
94
40
97
97
97
67
121
121
121
62
133
112
133
66
133
133
133
113
166
166
166
122
167
142
167
89
167
167
167
147
208
208
208
158
9- 6
65
58
65
22
68
68
68
36
84
84
84
37
84
72
84
35
87
87
87
62
109
109
109
58
119
96
119
58
119
119
119
99
149
149
149
107
150
121
150
79
150
150
150
130
187
187
187
140
10- 0
59
50
59
19
61
61
61
34
76
76
76
34
76
62
76
31
79
79
79
58
98
98
98
54
107
82
107
52
107
107
107
87
134
134
134
95
135
104
135
70
135
135
135
115
169
169
169
124
10- 6
53
43
53
17
55
55
55
31
69
69
69
32
69
54
69
27
71
71
71
51
89
89
89
50
97
71
94
46
97
97
97
77
122
122
122
84
123
89
119
63
123
123
123
103
153
153
153
111
11- 0
49
37
49
14
50
50
50
29
63
63
63
29
63
47
62
24
65
65
65
45
81
81
81
47
89
62
82
41
89
89
89
69
111
111
111
75
112
78
104
56
112
112
112
92
140
140
140
99
11- 6
45
33
44
12
46
46
46
26
58
58
58
27
57
41
54
21
59
59
59
39
74
74
74
44
81
54
72
37
81
81
81
61
101
101
101
67
102
68
91
51
102
102
102
82
128
128
128
89
12- 0
41
29
38
11
42
42
42
22
53
53
53
25
53
36
48
19
55
55
55
35
68
68
68
38
75
47
63
33
75
75
75
55
93
90
93
60
94
60
80
46
94
94
94
74
117
113
117
80
12- 6
38
26
34
9
39
39
39
19
49
48
49
22
49
32
42
16
50
50
50
30
63
60
63
34
69
42
56
30
69
69
69
49
86
79
86
53
86
53
71
42
86
86
86
66
108
100
108
72
1 W1 is the maximum weight of concrete and deck (W1 in Figure 1 of the SDI Loading Diagrams).
Minimum exterior bearing length required is 2.5 inches. Minimum interior bearing length required is 5 inches.
31
NON-COMPOSITE
Deck
Type
SDI
Specifications
and Commentary
FOR NON-COMPOSITE
STEEL FLOOR DECK
1. Scope
NON-COMPOSITE
This specification and commentary
pertains to the use of noncomposite steel deck as a form for
reinforced concrete slabs.
Commentary: This specification is
not intended to cover highway
bridges (where AASHTO specifications may govern), 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.
In the past, 30 ksi (210 MPa)
design stress was used for grade E
material; however, the AISI
specifications now allow a design
stress of 36 ksi (250 MPa).
2.2 Tolerances:
1/2 inch (12 mm).
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 lengfh
(6mm in 3m).
Panels end out of square:
1/8 inch per foot of panel width
(10 mm per m).
Commentary: The above tolerances
manufactured from steel conforming to ASTM designation A611
Grades C, D, or E, or A653-94
Structural Quality 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).
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, 1986 edition with
addenda (AISI Specifications).
Type
(gage)
3.2 Deck used as a form for structural (reinforced) concrete slab:
28
26
24
22
20
18
16
Commentary: Most of the
"centering" materials are offered in
A653-94 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).
Design
Thickness
Minimum
Thickness
In.
mm.
In.
mm.
0.0149
0.0179
0.0238
0.0295
0.0358
0.0474
0.0598
0.38
0.45
0.60
0.75
0.91
1.20
1.52
0.014
0.017
0.023
0.028
0.034
0.045
0.057
0.35
0.43
0.57
0.71
0.86
1.14
1.44
Finishes available are:
1
Galvanized (Conforming to
ASTM A924-94 and or ASTM
A653-94);
2
Uncoated (Black);
3
Painted with a shop coat of
primer paint (one or both sides).
The uncoated finish is, by custom,
referred to as "black" by some
users and manufacturers; the use
of the word "black" does not refer
to paint color on the product.
32
3. Design
reflect fabrication practices for
steel deck products. Cover width
tolerances may vary due to trucking, storage, or handling.
2. Materials
2.1 Non-Composite Steel Form
Deck: The steel deck units shall be
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
A653-94, G60 (2180) is recommended.
3.2a 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 (1kPa) uniform load
or 150 pound concentrated load on
a 1'-0" wide section of deck (2.2 kN
per m). See Figure 1.
SDI
Specifications
and Commentary
Commentary: Form decks made of
loading is intended to simulate the
sequence of concrete placement.
For single span deck applications,
the ability to control the concrete
placement may be restricted; a 1.5
factor has been applied to the concrete load to cover this condition.
The concrete placement contractor
must be made aware of this loading
criteria and take care not to exceed
them.
3.2b 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.
grade E steel may have a radius to
thickness ratio not covered by the
AISI Specification. Experience has
shown that 11/2 inches (40 mm) of
bearing is sufficient for these
decks. If less than 11/2 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.
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.
3.2c. 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 11/2 inches (40 mm)
unless otherwise shown.
3.2d 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 11/2
inches (40 mm). Randomly distributed fibers or fibrous add mixes
shall not be substituted for welded
wire fabric tensile reinforcement.
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 above
the deck. See Figure 3. 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 diaphragm values,
the deck should not be assumed to
act compositely with the concrete
even though strong chemical bonds
can, and do, develop.
4.1 Site Storage: Steel Deck shall
end elevated to provide drainage
elements with a waterproof
condensation.
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 noncomposite deck/slab system are
not increased by staggering the end
joints, yet layout and erection costs
are increased.
33
NON-COMPOSITE
Commentary: The construction
SDI
Specifications
and Commentary
FOR NON-COMPOSITE
STEEL FLOOR DECK
4.3 Lapped or Butted Ends: Deck
NON-COMPOSITE
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
members including perimeter support
steel and/or bearing walls by
either welding or by mechanical
fastening. This shall be done
immediately after alignment. 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.
Commentary: This anchorage may
be required to provide lateral
stability to the top flange of the
supporting structural members.
34
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 applicable, 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
Steel Deck, or as described in
ANSI/AWS D1.3. Welding washers
shall be used on all deck units with
metal thickness less than 0.028
inches (0.7 mm). Welding washers
shall be a minimum thickness of
0.0598 inches (16 gage, 1.50 mm)
and have a nominal 3/8 inch (12
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
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.
SDI
Specifications
and Commentary
value per fastener used to deter-mine
the maximum fastener
less than 1/8 inch (3 mm) and on
the fastener providing a 5/16 inch
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 AU 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.
4.6 Information:
Commentary: Fire ratings,
diaphragm design information and
reinforced concrete slab capacities
are available from most SDI form
deck manufacturers.
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.
NON-COMPOSITE
the fasteners satisfy the design
by the fastener manufacturer as the
basis for obtaining approval. The
deck manufacturer may recommend additional fasteners to
sideslip of any unfastened ribs.
manufacturer shall not be responsible for ensuring the bonding 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.
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.
35
SDI
Specifications
and Commentary
FIGURE 2
FIGURE 4
Loading Diagrams
and Deflections
Minimum
Fastening Patterns
NON-COMPOSITE
FIGURE 1
Loading Diagrams
and Bending Moments
FIGURE 3
Form Deck Typical Slabs
Intermediate side lap attachments not shown.
See Section 4.4 Anchorage non-composite
steel form deck.
Note:
Fastener patterns A and B are for deck spans
up to 4'6". Fastener pattern C is for deck spans
from 4'6" to 8'0". If spans exceed 8'0",
fastener should be placed so that the average
spacing (at supports) is not more than 12”.
36
SDI
Non-Composite Steel
Form Deck Design Example
DESIGN EXAMPLE
1. Deck is to be used as a permanent form for a reinforced concrete slab.
Specify the form section properties based on the following conditions:
1.2 Deck to be used is nominal 1 3/8"
deep, grade E steel conforming to
ASTM-A653, Structural Quality.
fy= 80,000 psi
f = 36,000 psi
1.3 Joists at 5'-0" o.c. with 3" flange
width (clear span = 4.75 ft.). All
sheets of deck can span three or
more supports.
1.4 For architectural considerations,
the wet load deflection is to be limited
to L/240 of the span.
2. Construction Loads
(to find concrete weight, consult
manufacturer's catalog).
Concrete weight (typical) 43 psf
Deck weight (estimated)
2 psf
Total wet load (W1)
45 psf
3. Negative Bending
—M=.117(W1+W2) l2(12)=
.117 (45 + 20) (4.75)2 (12)
—M = 2059 in. Ibs.
4 . Positive Bending
NON-COMPOSITE
1.1 Concrete slab is 4" total
thickness-150 pcf concrete.
6. Calculate Required Ι.
∆ = l/240 = 4.75 x 12/240 =
0.2375 in.
∆ = 0.0069W1 l4(1728)
El
Ι = .0069 (45) (4.75)4 1728
29.5 x 106 x .2375
Ι (required) = 0.039 in.4
7. Summary.
Designer should specify deck based
on these properties or specify the
performance requirements.
+ M = [0.20 Pl+ .094 W1l2] 12
+ M = [0.20 x 150 x 4.75 +
0.094 x 45 x (4.75)2] 12
+ M = 2855 in. tbs.
5. Section Moduli
—S (required) =
2059/36,000 = 0.057 in.3
+ S (required) =
2855/36,000 = 0.079 in.3
37
SDI
Short Form
Specifications
FOR NON-COMPOSITE
FORM DECK
PART l-GENERAL
NON-COMPOSITE
A. Drawings and General Provisions
of the Contract, including General
and Supplementary Conditions and
Division 1 Specification Sections,
apply to this section.
1.2 Summary
B. Related Sections
a. This section pertains to noncomposite steel form deck.
b. Related Sections
1. Division 3 Section "Cast In
Place Concrete" for concrete
fill and reinforcing steel.
2. Division 5 Section "Structural
Steel" for structural steel
supporting the deck.
3. Division 7 section "Insulating
Fill".
1.3 Submittals
Article according to the conditions
of the Contract and Division 1
Specification Sections.
B. Product Data for each type of decking specified, including dimensions
of individual components, profiles,
and finishes.
C. Shop Drawings showing location of
deck units, anchorage details, and
other information required for a
thorough review.
D. Product Certificates (if required)
signed by the manufacturer of the
steel deck, certifying the supplied
products comply with specified
requirements.
38
E. Welder Certificates signed by
Contractor, certifying that welders
under "Quality Assurance" Article,
or if mechanical fasteners are used,
test reports from a qualified
independent testing agency evidencing compliance of mechanical
fasteners with requirements based
on comprehensive testing.
A. Codes and Standards: Comply with
applicable provisions of the following specifications:
(AISI);
(ANSI/AWS D1.3 Structural
Welding Code/Sheet Steel);
3. Steel Deck institute (SDI).
B. Certify that each welder has
satisfactorily passed A.W.S.
qualification tests for welding processes involved, and, if applicable,
has undergone recertification.
1.5 Delivery, Storage,
and Handling
deformation, and other damage during delivery, storage and handling.
damage. Bundles must be periodically checked for tightness and
retightened as necessary so wind
cannot loosen sheets.
C . Deck bundles placed on the
building frame must be placed near a
main supporting beam at a column or
wall. In no case, are the bundles to
be placed on unbolted frames or on
unattached and/or unbridged joist.
The structural frame must be properly braced to receive the bundles.
PART 2-PRODUCTS
2.1 A manufacturer offering deck
products to be incorporated into the
work must be a member of the Steel
Deck Institute.
2.2 Materials [The specifier must
choose the appropriate section(s)
and eliminate those not applicable.]
A. Sheet steel for deck and accessories
shall conform to ASTM A653-94
Structural Quality, minimum yield
strength of 33 ksi(230 MPa).
coating class of G60 (Z180)
as defined in A653-94.
or
B. Sheet steel for deck and accessories
shall conform to ASTM A611 with a
minimum yield strength of 33 ksi
(230 MPa).
C. The deck type and thickness shall
be as shown on the plans.
or
D. The deck shall be _________ with a
minimum metal thickness of ______,
or
SDI
Short Form
Specifications
FOR NON-COMPOSITE
FORM DECK
E. The deck shall be selected to
2.3 Accessories
A. Pour stops, column closures, end
closures, cover plates, and girder
fillers shall be the type required by
the Steel Deck Institute.
B. Mechanical fasteners or welds
are acceptable for accessory
attachments.
PART 3 - EXECUTION
3.1 Examine support framing and field
conditions for compliance with requirements for installation tolerances and
other conditions affecting performance
of work of this section. All O.S.H.A.
rules for erection must be followed.
3.2 Preparation
B. Do not place deck panels on
concrete support structure until
concrete has cured and is dry.
C. Locate deck bundles to prevent
according to Steel Deck Institute
specifications and recommendations, and in accordance with the
placement plans, and requirements
of this Section.
B. Install temporary shoring, if required, before placing deck panels.
C. Place deck panels on structural
with ends aligned. Attach firmly to
the supports immediately after
placement in order to form a safe
working platform.
D. Cut and neatly fit deck units and
accessories around openings and
other work projecting through or
adjacent to the decking.
E. Trades that subsequently cut
deck are responsible for reinforcing
the openings.
3.4 Installation, Form Deck
A. Anchor deck units to steel supporting members by arc spot puddle
welds of the following diameter and
spacing, or fillet welds of equal
strength.
1. For deck units with metal thickness equal to or greater than
0.028 inches (22 gage, 0.7 mm)
use 5/8 inch (15 mm) minimum
visible diameter welds with the
weld pattern shown on the
design drawings.
2. For deck units with metal thickness less than 0.028 inches
(22 gage, 0.7 mm) weld deck
through manufacturer's standard
welding washers with the weld
pattern shown on the design
drawings.
powder actuated or pneumatically driven, or screws may be
used in lieu of welding to fasten
deck to supporting framing,
provided they have been
specifically approved.
4. Fasten side laps and perimeter
edges of units between supports
at intervals not exceeding 36
inches (1 m) on center, using
NON-COMPOSITE
provide the load capacities shown
on the drawings and as determined
using the Steel Deck Institute
construction loading criteria.
F. Whenever possible, the deck shall
be multi-span and not require
shoring during the concrete placement procedure.
3.3 Installation, General
a. #10 self drilling screws;
b. crimp or button punch;
c. arc puddle welds—5/8 inch
diameter or 1 inch (25 mm)
long fillet welds.
B. Install deck ends over supports
with a minimum end bearing of
1.5 inches (40 mm).
C. Fasten pour stops and girder fillers
to supporting structure according
to the manufacturers recommendations.
D. Fasten column closures, cell
closures, and Z closures to deck to
provide tight fitting closures at
open ends of ribs and sides of
decking. Fasten cell closures at
changes of direction of deck units
unless otherwise directed.
3.5 Repairs
A. Before concrete placement, the
deck shall be inspected for tears,
dents, or other damage that may
prevent the deck from acting as a
tight and substantial form. The
need for the repair or temporary
shoring of the damaged deck shall
be determined.
39
FLOOR-CEILING ASSEMBLIES
WITH FORM DECKS
Restrained
Assembly
Rating
Type
of
Protection
Concrete
Thickness &
Type (1)
U.L.
Design
No. (2,3)
Type of Form Deck
Exposed Grid
2 1/2" NW
G256 +
G701
G705
G702
G801
G804
G802
G229 +
G228 +
G243 +
G213 +
G502 +
G701
G705
G702
G801
G804
G802
G023 +
G031 +
G036 +
G227 +
G228 +
G229 +
G243 +
G256 +
G213 +
G505 +
G529 +
G514 +
G523 +
G701
G705
G702
G801
G804
G802
G036 +
G033 +
G229 +
G213 +
G256 +
G529 +
G701
G705
G801
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
0.6C, 1.0C, 1.3C, 1.5C
Cementitious
NON-COMPOSITE
1 Hr.
2 1/2" NW&LW
2 3/4" NW&LW
Sprayed Fiber
2 1/2" NW&LW
2 3/4" NW&LW
2" NW
Exposed Grid
2 1/2" NW
Gypsum Board
3" NW
2" NW&LW
11/2 Hr.
Cementitious
2 1/2" NW&LW
2 3/4" NW&LW
Sprayed Fiber
2 1/2" NW&LW
2 3/4" NW&LW
Concealed Grid
2 1/2" NW
Exposed Grid
2 1/2" NW
Gypsum Board
3" NW
2" NW
2 1/2" NW&LW
2 Hr.
2 1/2" NW
Cementitious
2 1/2" NW&LW
2 3/4" NW&LW
Sprayed Fiber
Concealed Grid
2 1/2" NW&LW
2 3/4" NW&LW
3 1/4" NW
3 1/2" NW
3 1/4" NW
Exposed Grid
3 1/2" NW
Gypsum Board
3 1/4" NW&LW
Cementitious
2 3/4" NW&LW
Sprayed Fiber
2 3/4" NW&LW
3 Hr.
NOTES:
1. Concrete thickness is thickness of slab above deck, in.
2. Refer to the U.L. "Fire Resistance Directory" for the necessary construction details.
3. Deck finish shall be galvanized unless noted otherwise.
+ Denotes deck finish is not critical when used in G0--, G2-- & G5-- Series designs. Deck finish shall be galvanized or painted.
40
Unrestrained
Beam
Rating
1,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1.5,2,3 Hr.
1.5,2 Hr.
1.5,2 Hr.
1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
2 Hr.
3 Hr.
3 Hr.
3 Hr.
1.5,2 Hr.
1.5,2,3 Hr.
1.5,2 Hr.
1,2,3 Hr.
1.5,2,3 Hr.
2,3 Hr.
3 Hr.
2 Hr.
1,1.5,2,3 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
3 Hr.
3 Hr.
1.5,2,3 Hr.
1.5,2,3 Hr.
1,2,3 Hr.
3 Hr.
1,1.5,2,3 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
NON-COMPOSITE & COMPOSITE DECK DETAILS
Hanger Tab
Max. Load
60 lbs. per Tab
#12 Wire Minimum
COMPOSITE
41
1.5 VL, VLI
VL
STEEL SECTION PROPERTIES
VLI
Deck
Design
Weight
Type
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
Thick.
0.0295
0.0329
0.0358
0.0418
0.0474
0.0538
0.0598
PSF
1.78
1.97
2.14
2.49
2.82
3.19
3.54
Ip
in4/Ft
In
in4/Ft
Fy= 40 KSI
Sp
Sn
in3/Ft
in3/Ft
0.150
0.174
0.195
0.239
0.282
0.331
0.373
0.182
0.205
0.222
0.260
0.295
0.335
0.373
0.178
0.209
0.231
0.274
0.315
0.361
0.404
0.186
0.215
0.240
0.288
0.327
0.371
0.411
(N=9) NORMAL WEIGHT CONCRETE (145 PCF)
COMPOSITE
Total
Slab
Depth
Deck
Type
1.5VL22
3 1/2”
1.5VL21
1.5VL20
(t=2”)
1.5VL19
1.5VL18
33 PSF
1.5VL17
1.5VL16
1.5VL22
4”
1.5VL21
1.5VL20
(t=2 1/2”) 1.5VL19
1.5VL18
39 PSF
1.5VL17
1.5VL16
1.5VL22
4 1/2”
1.5VL21
1.5VL20
(t=3”)
1.5VL19
1.5VL18
45 PSF
1.5VL17
1.5VL16
1.5VL22
5”
1.5VL21
1.5VL20
(t=3 1/2”) 1.5VL19
1.5VL18
51 PSF
1.5VL17
1.5VL16
1.5VL22
5 1/2”
1.5VL21
1.5VL20
(t=4”)
1.5VL19
1.5VL18
57 PSF
1.5VL17
1.5VL16
1.5VL22
6”
1.5VL21
1.5VL20
(t=4 1/2”) 1.5VL19
1.5VL18
63 PSF
1.5VL17
1.5VL16
SDI Max. Unshored
Clear Span
1 Span
2 Span
3 Span
5’-2
6’-11
7’-0
5’-9
7’-8
7’-9
6’-2
8’-3
8’-4
6’-10
9’-2
9’-4
7’-6
9’-11
10’-2
8’-2
10’-6
10’-10
8’-8
11’-0
11’-5
4’-11
6’-6
6’-7
5’-5
7’-3
7’-4
5’-10
7’-9
7’-11
6’-6
8’-8
8’-10
7’-1
9’-5
9’-7
7’-8
10’-0
10’-4
8’-2
10’-6
10’-10
4’-8
6’-3
6’-4
5’-2
6’-11
7’-0
5’-6
7’-5
7’-6
6’-2
8’-3
8’-4
6’-8
8’-11
9’-2
7’-3
9’-6
9’-10
7’-9
10’-0
10’-4
4’-6
6’-0
6’-1
4’-11
6’-8
6’-9
5’-3
7’-1
7’-2
5’-10
7’-11
8’-0
6’-4
8’-7
8’-9
6’-11
9’-1
9’-5
7’-4
9’-7
9’-10
4’-4
5’-9
5’-10
4’-9
6’-5
6’-6
5’-1
6’-10
6’-11
5’-7
7’-7
7’-8
6’-1
8’-3
8’-4
6’-7
8’-9
9’-0
7’-1
9’-2
9’-6
4’-2
5’-7
5’-8
4’-7
6’-2
6’-3
4’-10
6’-7
6’-8
5’-5
7’-4
7’-5
5’-10
7’-11
8’-1
6’-4
8’-5
8’-8
6’-9
8’-10
9’-2
5’-0
314
331
345
372
395
397
397
342
385
400
400
400
400
400
392
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
5’-6
259
294
306
330
351
353
353
301
318
356
383
400
400
400
345
364
400
400
400
400
400
391
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
6’-0
230
243
275
296
315
316
316
267
283
295
344
365
366
365
307
324
338
393
400
400
400
347
366
382
400
400
400
400
388
400
400
400
400
400
400
400
400
400
400
400
400
400
6’-6
206
218
228
268
285
286
286
240
253
264
311
330
331
330
275
290
303
328
378
378
377
311
328
343
370
394
400
400
348
367
383
400
400
400
400
385
400
400
400
400
400
400
7’-0
186
197
206
223
260
261
261
216
229
239
259
301
302
301
248
262
274
296
315
345
344
280
297
310
335
356
357
388
314
332
346
374
399
399
400
347
367
383
400
400
400
400
7’-6
169
179
187
203
238
239
239
196
208
217
235
251
277
276
225
238
249
269
287
287
315
254
269
281
304
324
325
323
285
301
315
340
363
363
361
315
334
348
377
400
400
399
Superimposed Live Load, PSF
8’-0
8’-6
9’-0
9’-6
10’-0
154
141
130
120
111
163
150
138
127
118
171
157
144
133
124
186
171
157
145
134
199
182
168
156
142
221
183
169
157
145
221
205
169
156
145
179
164
151
139
129
190
174
160
148
137
198
182
167
155
143
215
197
182
168
156
229
211
194
180
167
230
211
195
180
168
255
211
194
180
167
205
188
173
159
147
217
199
183
169
157
227
208
192
177
164
246
226
208
193
179
262
241
222
206
191
263
241
223
206
191
262
240
222
205
190
232
213
195
180
167
246
225
207
191
177
257
236
217
200
186
278
255
235
218
202
297
272
251
233
216
297
273
251
233
216
295
271
250
232
215
260
238
219
202
187
275
252
232
214
198
287
263
243
224
208
311
286
263
243
226
332
305
281
260
241
332
305
281
260
242
330
303
279
259
240
288
263
242
223
207
304
279
257
237
220
318
292
269
248
230
344
316
291
270
250
367
337
311
288
267
367
337
311
288
267
365
335
309
286
266
Notes: 1. Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length required is 3.0 inches.
If these minimum lengths are not provided, web crippling must be checked.
2. Always contact Vulcraft when using loads in excess of 200 psf. Such loads often result from concentrated, dynamic, or long term load cases
for which reductions due to bond breakage, concrete creep, etc. should be evaluated.
3. All fire rated assemblies are subject to an upper live load limit of 250 psf.
4. Inquire about material availability of 17, 19 & 21 gage.
42
10’-6
100
104
108
116
123
131
135
119
127
133
145
156
156
155
137
145
152
166
178
178
177
155
164
172
188
201
201
200
173
184
193
210
225
225
224
191
204
214
233
249
249
248
11’-0
87
91
94
101
107
114
119
111
118
124
135
145
146
145
127
135
142
155
166
166
165
143
153
160
175
187
188
187
160
171
179
196
210
210
209
178
189
199
217
232
232
231
11’-6
76
80
82
88
94
99
105
103
110
116
126
136
136
136
118
126
132
145
155
155
155
133
142
150
163
175
176
175
149
159
167
183
196
196
195
165
176
185
202
217
217
216
12’-0
67
70
73
78
82
87
92
96
102
108
115
122
128
127
110
117
123
135
145
146
145
124
133
140
153
164
164
164
139
148
156
171
183
184
183
154
164
173
189
203
204
202
SLAB INFORMATION
Total Theo. Concrete Volume
Slab
Yds./
Cu. Ft./
Depth 100 Sq. Ft. Sq. Ft.
31/ 2 "
0.78
0.210
4"
0.93
0.252
41/ 2"
1.09
0.294
1.16
0.314
4 3/4"
5"
1.24
0.335
51/ 2"
1.40
0.377
1.47
0.398
5 3/4"
6"
1.55
0.418
Recommended
Welded Wire
Fabric
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
(N=14) LIGHTWEIGHT CONCRETE (110 PCF)
Total
Slab
Depth
3 1/2”
(t=2”)
26 PSF
4”
30 PSF
4 1/2”
(t=3”)
35 PSF
4 3/4”
(t=3 1/4”)
37 PSF
5”
(t=3 1/2”)
39 PSF
5 3/4”
(t=4 1/4”)
46 PSF
SDI Max. Unshored
Clear Span
1 Span 2 Span
3 Span
5’-7
7’-5
7’-6
6’-3
8’-3
8’-5
6’-8
8’-11
9’-0
7’-6
10’-0
10’-1
8’-2
10’-8
11’-0
8’-11
11’-4
11’-8
9’-6
11’-10
12’-3
5’-4
7’-1
7’-2
5’-11
7’-11
8’-0
6’-4
8’-5
8’-7
7’-1
9’-6
9’-7
7’-9
10’-2
10’-6
8’-5
10’-10
11’-2
9’-0
11’-4
11’-9
5’-1
6’-9
6’-10
5’-8
7’-7
7’-8
6’-0
8’-1
8’-2
6’-9
9’-0
9’-2
7’-4
9’-9
10’-0
8’-0
10’-4
10’-8
8’-6
10’-10
11’-3
5’-0
6’-8
6’-9
5’-6
7’-5
7’-6
5’-11
7’-11
8’-0
6’-7
8’-10
8’-11
7’-2
9’-7
9’-9
7’-9
10’-2
10’-6
8’-4
10’-8
11’-0
4’-11
6’-6
6’-7
5’-5
7’-3
7’-4
5’-9
7’-9
7’-10
6’-5
8’-8
8’-9
7’-0
9’-4
9’-7
7’-7
9’-11
10’-3
8’-2
10’-5
10’-9
4’-7
6’-2
6’-3
5’-2
6’-11
7’-0
5’-6
7’-4
7’-5
6’-1
8’-2
8’-4
6’-7
8’-10
9’-1
7’-2
9’-5
9’-9
7’-8
9’-11
10’-3
5’-0
278
293
305
329
350
352
352
324
341
355
382
400
400
400
372
391
400
400
400
400
400
396
400
400
400
400
400
400
397
400
400
400
400
400
400
400
400
400
400
400
400
400
5’-6
247
260
271
292
311
312
312
269
303
315
339
360
361
360
309
347
361
388
400
400
400
329
370
385
400
400
400
400
350
369
400
400
400
400
400
400
400
400
400
400
400
400
6’-0
206
233
243
262
279
280
280
239
253
283
304
323
324
323
275
290
324
348
369
370
369
293
309
322
371
393
394
392
311
328
342
394
400
400
400
367
387
400
400
400
400
400
6’-6
185
195
220
237
252
253
253
215
227
237
275
292
293
292
246
260
272
315
334
335
334
263
277
289
336
356
356
355
279
295
307
332
378
378
377
329
347
362
391
400
400
400
7’-0
167
177
185
216
230
231
231
194
205
214
251
266
267
266
223
235
246
265
305
305
304
237
251
262
283
324
325
324
252
266
278
300
344
345
343
297
314
327
354
376
400
400
7’-6
152
161
168
198
211
212
212
177
187
195
211
244
245
244
202
214
223
242
257
280
279
216
228
238
257
274
298
297
229
242
253
273
291
316
315
270
286
298
322
343
343
371
8’-0
139
147
154
167
184
195
195
161
171
178
193
206
226
225
185
196
204
221
236
258
257
197
208
218
235
251
251
274
209
221
231
250
266
266
291
247
261
272
295
314
314
312
8’-6
9’-0
9’-6
10’-0
124
105
89
76
130
110
93
80
135
114
97
83
145
122
104
89
153
129
110
94
163
137
116
100
171
144
122
105
148
136
126
113
157
145
134
119
164
151
140
123
178
164
152
131
189
175
162
139
190
175
163
147
209
195
162
151
170
156
145
134
180
166
153
142
188
173
160
149
203
188
174
162
217
200
186
173
217
200
186
173
239
199
185
172
181
167
154
143
191
177
163
152
200
185
171
159
216
200
185
172
231
213
198
184
231
213
198
184
230
212
197
183
192
177
164
152
203
188
174
161
212
196
181
168
230
212
197
183
245
226
210
195
245
226
210
195
244
225
209
194
227
209
193
179
240
221
205
190
250
231
214
199
271
250
232
215
289
267
247
230
289
267
247
230
287
265
246
229
10’-6
66
69
72
77
81
86
91
98
102
106
113
120
127
134
125
132
139
151
161
161
160
133
141
148
160
171
171
171
141
150
157
170
182
182
181
166
177
185
201
214
214
213
11’-0
57
60
62
67
71
75
79
85
89
92
99
104
111
116
116
123
129
140
147
151
150
124
132
138
150
160
160
159
131
140
146
159
170
170
169
155
165
172
187
200
200
199
11’-6
50
53
54
58
62
66
69
75
78
81
86
91
97
102
106
111
114
122
129
137
140
116
123
129
140
150
150
149
123
131
137
149
159
159
159
145
154
161
175
188
188
187
12’-0
44
46
48
51
54
58
61
66
69
71
76
80
85
90
93
97
101
107
114
120
126
108
114
118
126
133
141
140
115
122
128
140
150
150
149
135
144
151
165
176
176
175
43
COMPOSITE
(t=2 1/2”)
Deck
Type
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
1.5 VLR
Deck
Design
Weight
Type
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
Thick.
0.0295
0.0329
0.0358
0.0418
0.0474
0.0538
0.0598
PSF
1.78
1.97
2.14
2.49
2.82
3.19
3.54
Ip
in4/Ft
In
in4/Ft
Fy= 40 KSI
Sp
Sn
in3/Ft
in3/Ft
0.182
0.205
0.222
0.260
0.295
0.335
0.373
0.150
0.174
0.195
0.239
0.282
0.331
0.373
0.186
0.215
0.240
0.288
0.327
0.371
0.411
0.178
0.209
0.231
0.274
0.315
0.361
0.404
COMPOSITE
Total
Slab
Depth
Deck
Type
1.5VLR22
3 1/2”
1.5VLR21
1.5VLR20
(t=2”)
1.5VLR19
1.5VLR18
38 PSF 1.5VLR17
1.5VLR16
1.5VLR22
4”
1.5VLR21
1.5VLR20
(t=2 1/2”) 1.5VLR19
1.5VLR18
44 PSF 1.5VLR17
1.5VLR16
1.5VLR22
4 1/2”
1.5VLR21
1.5VLR20
(t=3”)
1.5VLR19
1.5VLR18
50 PSF 1.5VLR17
1.5VLR16
1.5VLR22
5”
1.5VLR21
1.5VLR20
(t=3 1/2”) 1.5VLR19
1.5VLR18
56 PSF 1.5VLR17
1.5VLR16
1.5VLR22
5 1/2”
1.5VLR21
1.5VLR20
(t=4”)
1.5VLR19
1.5VLR18
62 PSF 1.5VLR17
1.5VLR16
1.5VLR22
6”
1.5VLR21
1.5VLR20
(t=4 1/2”) 1.5VLR19
1.5VLR18
68 PSF 1.5VLR17
1.5VLR16
1 Span
5’-1
5’-7
6’-0
6’-9
7’-3
7’-10
8’-4
4’-10
5’-4
5’-8
6’-5
6’-11
7’-5
7’-11
4’-8
5’-1
5’-5
6’-1
6’-7
7’-1
7’-6
4’-5
4’-10
5’-3
5’-10
6’-3
6’-9
7’-2
4’-3
4’-8
5’-0
5’-7
6’-0
6’-6
6’-11
4’-2
4’-6
4’-10
5’-5
5’-10
6’-3
6’-8
SDI Max. Unshored
Clear Span
2 Span
3 Span
6’-9
6’-10
7’-6
7’-7
8’-0
8’-2
8’-8
9’-0
9’-3
9’-7
9’-11
10’-3
10’-5
10’-10
6’-6
6’-7
7’-2
7’-3
7’-7
7’-9
8’-3
8’-7
8’-10
9’-2
9’-5
9’-9
9’-11
10’-3
6’-2
6’-3
6’-10
6’-11
7’-3
7’-5
7’-11
8’-2
8’-5
8’-9
9’-0
9’-4
9’-6
9’-10
6’-0
6’-1
6’-7
6’-8
7’-0
7’-1
7’-7
7’-10
8’-1
8’-5
8’-8
8’-11
9’-2
9’-5
5’-9
5’-10
6’-4
6’-5
6’-9
6’-10
7’-4
7’-7
7’-10
8’-1
8’-4
8’-7
8’-10
9’-1
5’-7
5’-8
6’-1
6’-2
6’-6
6’-8
7’-1
7’-3
7’-6
7’-10
8’-1
8’-4
8’-6
8’-9
5’-0
314
331
345
372
395
397
397
339
385
400
400
400
400
400
389
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
5’-6
255
294
306
330
351
353
353
298
315
356
383
400
400
400
342
361
377
400
400
400
400
387
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
6’-0
227
240
275
296
315
316
316
264
279
292
344
365
366
365
303
321
335
393
400
400
400
344
363
379
400
400
400
400
385
400
400
400
400
400
400
400
400
400
400
400
400
400
6’-6
203
215
225
268
285
286
286
236
250
261
283
330
331
330
271
287
300
324
378
378
377
308
325
339
367
391
400
400
344
364
380
400
400
400
400
382
400
400
400
400
400
400
7’-0
183
194
203
220
260
261
261
213
225
236
255
272
302
301
245
259
270
293
312
345
344
277
293
306
331
353
353
388
310
328
343
371
395
395
393
344
364
380
400
400
400
400
7’-6
166
176
184
200
214
239
239
193
204
214
232
248
248
276
222
235
245
266
284
284
315
251
266
278
301
321
321
320
281
298
311
337
359
359
357
312
330
345
374
398
398
396
8’-0
151
160
168
182
195
196
221
176
186
195
212
226
227
226
202
214
224
243
259
259
258
229
243
253
275
293
293
292
256
272
284
308
328
328
327
284
301
315
341
364
364
362
8’-6
9’-0
9’-6
10’-0
138
127
117
108
147
135
124
115
154
141
130
120
167
154
142
132
179
165
152
141
180
166
153
142
180
165
153
142
161
148
136
125
171
157
144
134
179
164
151
140
194
179
165
153
207
191
177
164
208
192
177
164
207
191
176
163
185
170
156
144
196
180
166
153
205
188
174
161
223
205
189
175
238
219
202
188
238
219
203
188
237
218
202
187
209
192
177
164
222
204
188
174
232
214
197
182
252
232
214
199
269
248
229
212
269
248
229
213
268
247
228
212
235
216
199
183
249
229
211
195
260
239
221
204
282
260
240
222
301
278
257
238
301
278
257
238
300
276
255
237
260
239
220
204
276
254
234
216
289
265
245
227
313
288
266
247
334
308
285
264
334
308
285
264
332
306
283
262
44
10’-6
100
104
108
116
123
131
132
116
124
130
142
152
153
152
133
142
149
163
174
175
174
151
161
169
184
198
198
197
170
181
190
207
221
221
220
188
201
210
229
245
246
244
11’-0
87
91
94
101
107
114
119
108
115
121
132
142
142
142
124
132
139
151
162
163
162
140
150
157
172
184
184
183
157
168
176
192
206
206
205
175
186
196
213
229
229
228
11’-6
76
80
82
88
94
99
105
100
107
112
123
132
133
132
115
123
129
141
152
152
151
130
139
146
160
172
172
171
146
156
164
179
193
193
192
162
173
182
199
214
214
213
12’-0
67
70
73
78
82
87
92
92
99
105
115
122
124
124
107
114
120
132
142
142
141
121
130
136
149
161
161
160
136
145
153
168
180
180
179
151
161
170
186
200
200
199
SLAB INFORMATION
Slab
Yds./
Cu. Ft./
31/2 "
0.91
0.246
4"
1.06
0.287
41/2"
1.22
0.329
1.30
0.350
4 3/4"
5"
1.37
0.371
51/2"
1.53
0.412
1.60
0.433
5 3/4"
6"
1.68
0.454
Recommended
Welded Wire
Fabric
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
Total
Slab
Depth
3 1/2”
(t=2”)
29 PSF
(t=2 1/2”)
34 PSF
4 1/2”
(t=3”)
38 PSF
4 3/4”
(t=3 1/4”)
41 PSF
5”
(t=3 1/2”)
43 PSF
5 3/4”
(t=4 1/4”)
50 PSF
SDI Max. Unshored
Clear Span
1 Span 2 Span
3 Span
5’-6
7’-4
7’-5
6’-1
8’-1
8’-3
6’-7
8’-8
8’-10
7’-4
9’-5
9’-9
8’-0
10’-1
10’-5
8’-7
10’-9
11’-1
9’-2
11’-4
11’-8
5’-3
7’-0
7’-1
5’-10
7’-9
7’-10
6’-3
8’-3
8’-5
7’-0
9’-0
9’-4
7’-7
9’-7
9’-11
8’-2
10’-3
10’-7
8’-8
10’-10
11’-2
5’-1
6’-9
6’-10
5’-7
7’-5
7’-6
6’-0
8’-0
8’-1
6’-8
8’-8
8’-11
7’-3
9’-3
9’-7
7’-10
9’-10
10’-2
8’-3
10’-5
10’-9
5’-0
6’-8
6’-9
5’-5
7’-4
7’-5
5’-10
7’-10
7’-11
6’-7
8’-6
8’-9
7’-1
9’-1
9’-4
7’-8
9’-8
10’-0
8’-1
10’-2
10’-7
4’-10
6’-6
6’-7
5’-4
7’-2
7’-3
5’-9
7’-8
7’-10
6’-5
8’-4
8’-7
6’-11
8’-11
9’-2
7’-6
9’-6
9’-10
7’-11
10’-0
10’-4
4’-8
6’-3
6’-3
5’-1
6’-10
6’-11
5’-5
7’-3
7’-5
6’-1
7’-11
8’-2
6’-7
8’-5
8’-9
7’-1
9’-0
9’-4
7’-6
9’-6
9’-10
5’-0
278
293
305
329
350
352
352
324
341
355
382
400
400
400
372
391
400
400
400
400
400
396
400
400
400
400
400
400
394
400
400
400
400
400
400
400
400
400
400
400
400
400
5’-6
247
260
271
292
311
312
312
267
303
315
339
360
361
360
306
347
361
388
400
400
400
327
345
385
400
400
400
400
347
366
400
400
400
400
400
400
400
400
400
400
400
400
6’-0
203
233
243
262
279
280
280
237
250
283
304
323
324
323
272
288
324
348
369
370
369
290
306
320
371
393
394
392
308
326
340
394
400
400
400
364
384
400
400
400
400
400
6’-6
182
193
220
237
252
253
253
212
225
234
275
292
293
292
244
258
269
315
334
335
334
260
275
287
336
356
356
355
276
292
305
329
378
378
377
326
345
360
388
400
400
400
7’-0
164
174
182
216
230
231
231
192
203
212
251
266
267
266
220
233
243
263
305
305
304
235
248
259
280
324
325
324
250
264
275
298
317
345
343
295
311
325
351
374
400
400
7’-6
8’-0
8’-6
9’-0
9’-6
149
136
124
105
89
158
144
130
110
93
165
151
135
114
97
180
164
145
122
104
211
184
153
129
110
212
195
163
137
116
212
195
171
144
122
174
159
146
134
124
184
168
154
142
131
192
176
161
149
137
208
191
175
161
149
244
203
187
172
160
245
226
187
173
160
244
225
209
172
159
200
183
167
154
142
212
193
177
163
151
221
202
185
171
158
239
219
201
185
171
255
233
214
198
183
280
233
214
198
183
279
257
213
197
182
213
195
178
164
152
226
206
189
174
161
235
215
198
182
168
255
233
214
197
183
271
248
228
211
195
298
248
228
211
195
297
274
227
210
194
227
207
190
175
161
240
219
201
185
171
250
229
210
193
179
271
247
227
210
194
288
264
242
224
207
316
264
243
224
207
315
263
241
223
206
268
244
224
206
191
283
259
237
219
202
295
270
248
229
211
319
292
268
248
229
340
311
286
264
245
340
311
286
264
245
371
309
284
263
243
10’-0
76
80
83
89
94
100
105
113
119
123
131
139
147
148
132
140
146
159
170
170
169
141
149
156
170
181
181
180
149
159
166
180
192
193
192
177
187
196
213
227
227
226
10’-6
66
69
72
77
81
86
91
98
102
106
113
120
127
134
122
130
136
148
158
159
158
130
139
145
158
169
169
168
139
147
154
168
179
179
178
164
174
182
198
212
212
211
11’-0
57
60
62
67
71
75
79
85
89
92
99
104
111
116
114
121
127
138
147
148
147
121
129
135
147
158
158
157
129
137
144
157
167
168
167
153
162
170
185
198
198
197
11’-6
50
53
54
58
62
66
69
75
78
81
86
91
97
102
106
111
114
122
129
137
138
113
120
126
138
147
148
147
120
128
134
146
157
157
156
142
152
159
173
185
185
184
12’-0
44
46
48
51
54
58
61
66
69
71
76
80
85
90
93
97
101
107
114
120
126
106
113
118
126
133
138
138
112
120
126
137
147
147
146
133
142
149
162
174
174
173
45
COMPOSITE
4”
Deck
Type
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
1.5VLR22
1.5VLR21
1.5VLR20
1.5VLR19
1.5VLR18
1.5VLR17
1.5VLR16
2 VLI
ICBO Approved (No. 3415)
Deck
Design
Weight
Type
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
Thick.
0.0295
0.0329
0.0358
0.0418
0.0474
0.0538
0.0598
PSF
1.62
1.81
1.97
2.30
2.61
2.96
3.29
Ip
in4/ft
In
in4/ft
Fy= 40 KSI
Sp
Sn
in3/ft
in3/ft
0.332
0.378
0.418
0.493
0.557
0.633
0.704
0.329
0.375
0.415
0.492
0.557
0.633
0.704
0.274
0.317
0.355
0.435
0.512
0.589
0.653
0.277
0.321
0.360
0.443
0.518
0.589
0.653
COMPOSITE
Total
Slab
Depth
Deck
Type
2VLI22
4”
2VLI21
2VLI20
(t=2”)
2VLI19
2VLI18
39 PSF 2VLI17
2VLI16
2VLI22
4 1/2”
2VLI21
2VLI20
(t=2 1/2”) 2VLI19
2VLI18
45 PSF 2VLI17
2VLI16
2VLI22
5”
2VLI21
2VLI20
(t=3”)
2VLI19
2VLI18
51 PSF 2VLI17
2VLI16
2VLI22
5 1/2”
2VLI21
2VLI20
(t=3 1/2”) 2VLI19
2VLI18
57 PSF 2VLI17
2VLI16
2VLI22
6”
2VLI21
2VLI20
(t=4”)
2VLI19
2VLI18
63 PSF 2VLI17
2VLI16
2VLI22
6 1/2”
2VLI21
2VLI20
(t=4 1/2”) 2VLI19
2VLI18
69 PSF 2VLI17
2VLI16
1 Span
6’-6
7’-2
7’-8
8’-8
9’-6
10’-4
10’-11
6’-2
6’-9
7’-3
8’-2
9’-0
9’-9
10’-4
5’-11
6’-5
6’-11
7’-9
8’-7
9’-3
9’-10
5’-8
6’-2
6’-7
7’-5
8’-2
8’-10
9’-4
5’-5
5’-11
6’-4
7’-2
7’-10
8’-6
9’-0
5’-1
5’-9
6’-1
6’-10
7’-7
8’-2
8’-8
SDI Max. Unshored
Clear Span
2 Span
3 Span
8’-9
8’-10
9’-5
9’-8
9’-11
10’-3
11’-0
11’-4
11’-10
12’-3
12’-7
13’-0
13’-2
13’-5
8’-4
8’-5
8’-11
9’-3
9’-5
9’-9
10’-5
10’-10
11’-3
11’-8
12’-0
12’-5
12’-7
13’-0
7’-9
8’-0
8’-6
8’-10
9’-0
9’-4
10’-0
10’-4
10’-9
11’-2
11’-6
11’-10
12’-1
12’-5
7’-2
7’-4
8’-2
8’-5
8’-8
8’-11
9’-7
9’-11
10’-4
10’-8
11’-0
11’-5
11’-7
12’-0
6’-8
6’-10
7’-11
8’-1
8’-4
8’-7
9’-3
9’-7
10’-0
10’-4
10’-7
11’-0
11’-2
11’-6
6’-2
6’-4
7’-6
7’-6
8’-1
8’-4
8’-11
9’-3
9’-8
9’-11
10’-3
10’-7
10’-9
11’-2
5’-6
274
294
310
344
373
400
400
319
341
361
400
400
400
400
364
389
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
400
6’-0
239
255
269
298
324
351
376
278
297
313
346
376
400
400
285
338
356
394
400
400
400
320
379
400
400
400
400
400
355
381
400
400
400
400
400
390
400
400
400
400
400
400
6’-6
211
224
236
261
285
308
330
217
261
275
303
331
358
383
247
266
313
345
377
400
400
278
298
351
388
400
400
400
308
331
350
400
400
400
400
339
363
385
400
400
400
400
7’-0
164
200
210
231
253
273
292
190
204
244
268
295
318
339
217
233
246
306
336
362
386
244
261
276
343
377
400
400
270
290
306
381
400
400
400
297
318
337
375
400
400
400
7’-6
145
155
188
207
228
245
261
168
180
190
240
264
284
303
192
206
217
273
301
324
346
216
231
244
271
338
364
388
239
256
271
301
375
400
400
263
281
297
330
400
400
400
8’-0
129
138
146
186
206
221
235
150
160
169
216
239
257
274
171
183
193
214
273
293
312
192
205
217
241
306
329
350
213
228
241
267
299
364
388
234
250
264
293
329
400
400
8’-6
115
123
130
169
188
201
214
134
144
152
168
218
234
248
153
164
173
192
249
266
283
172
184
194
215
243
299
318
191
204
215
239
269
331
352
210
224
237
262
296
320
387
9’-0
9’-6
10’-0 10’-6
104
94
85
78
111
100
91
83
117
106
96
87
130
117
106
97
172
159
122
112
184
170
157
120
195
180
166
154
121
109
99
90
129
117
106
97
136
123
112
102
151
136
124
113
200
156
142
130
214
197
153
140
227
209
193
150
138
125
113
103
147
133
121
110
156
141
128
116
172
156
141
128
195
178
162
148
244
192
175
160
259
238
187
171
155
140
127
116
166
150
136
124
175
158
143
131
193
175
159
144
219
199
182
167
237
215
196
180
290
230
210
192
172
156
141
129
184
166
151
137
194
175
159
145
215
194
176
160
243
221
202
185
263
239
218
199
322
255
233
213
189
171
155
141
202
183
166
151
213
193
175
159
236
213
193
176
268
243
222
203
289
262
239
219
309
280
256
234
46
11’-0
71
76
80
88
103
111
118
83
88
93
103
119
129
137
94
101
106
117
136
147
157
106
113
119
132
153
165
176
118
126
132
146
170
183
195
129
138
145
161
187
201
215
11’-6
65
69
73
81
95
102
109
76
81
85
94
110
118
126
86
92
97
107
126
135
144
97
104
109
121
141
152
162
108
115
121
134
157
169
180
118
126
133
147
172
185
198
12’-0
59
64
67
74
87
94
100
69
74
78
86
102
109
117
79
84
89
99
116
125
133
89
95
100
111
130
140
150
99
105
111
123
145
156
166
108
116
122
135
159
171
183
12’-6
54
58
62
68
81
87
93
63
68
72
79
94
101
108
72
78
82
91
107
116
123
81
87
92
102
121
130
138
90
97
102
113
134
144
154
99
106
112
124
147
158
169
SLAB INFORMATION
Slab
Yds./
Cu. Ft./
4"
0.94
0.253
41/2"
1.09
0.294
5"
1.24
0.336
51/4"
1.32
0.357
51/2"
1.40
0.378
6"
1.55
0.419
61/4"
1.63
0.440
61/2"
1.71
0.461
Recommended
Welded Wire
Fabric
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
Total
Slab
Depth
4”
(t=2”)
30 PSF
(t=2 1/2”)
35 PSF
5”
(t=3”)
40 PSF
5 1/4”
(t=3 1/4”)
42 PSF
5 1/2”
(t=3 1/2”)
44 PSF
6 1/4”
(t=4 1/4”)
51 PSF
1 Span
7’-2
7’-10
8’-5
9’-6
10’-6
11’-5
12’-1
6’-9
7’-5
8’-0
9’-0
10’-0
10’-10
11’-5
6’-6
7’-1
7’-7
8’-7
9’-6
10’-3
10’-11
6’-4
7’-0
7’-6
8’-5
9’-3
10’-1
10’-8
6’-3
6’-10
7’-4
8’-3
9’-1
9’-10
10’-5
5’-11
6’-5
6’-11
7’-10
8’-7
9’-3
9’-10
SDI Max. Unshored
Clear Span
2 Span
3 Span
9’-6
9’-8
10’-2
10’-6
10’-9
11’-1
11’-11
12’-4
12’-10
13’-3
13’-8
14’-0
14’-4
14’-4
9’-1
9’-3
9’-9
10’-1
10’-4
10’-8
11’-5
11’-9
12’-3
12’-8
13’-1
13’-6
13’-8
13’-10
8’-8
8’-10
9’-4
9’-8
9’-11
10’-3
10’-11
11’-4
11’-10
12’-2
12’-7
13’-0
13’-2
13’-5
8’-6
8’-8
9’-2
9’-6
9’-8
10’-0
10’-9
11’-1
11’-7
12’-0
12’-4
12’-9
12’-11
13’-3
8’-5
8’-6
9’-0
9’-4
9’-6
9’-10
10’-6
10’-11
11’-4
11’-9
12’-1
12’-6
12’-8
13’-1
7’-10
8’-0
8’-7
8’-10
9’-1
9’-4
10’-0
10’-4
10’-10
11’-2
11’-6
11’-11
12’-1
12’-6
6’-0
238
254
268
297
324
352
377
276
295
312
346
376
400
400
315
337
355
394
400
400
400
334
357
377
400
400
400
400
353
378
399
400
400
400
400
380
400
400
400
400
400
400
6’-6
209
223
235
260
285
308
330
243
259
273
302
331
358
384
277
296
312
345
377
400
400
268
314
331
366
400
400
400
284
332
350
387
400
400
400
331
355
400
400
400
400
400
7’-0
186
198
209
230
253
273
292
195
231
243
268
294
318
340
222
263
276
305
335
362
387
236
279
293
324
355
384
400
250
268
310
342
376
400
400
291
312
329
398
400
400
400
7’-6
149
178
187
206
227
245
261
173
185
217
239
264
284
303
197
211
248
272
300
324
346
209
224
263
289
319
344
367
222
237
250
306
337
363
388
258
276
292
356
392
400
400
8’-0
133
142
169
185
205
221
235
155
165
196
215
238
256
273
176
189
199
245
272
292
311
187
200
211
260
288
310
330
198
212
223
275
305
328
350
231
247
260
288
355
381
400
8’-6
120
128
135
168
187
201
214
139
149
157
195
217
233
248
159
169
179
223
247
266
283
168
180
190
210
263
282
300
178
190
201
222
278
298
317
208
222
234
259
323
347
369
9’-0
108
115
122
153
171
184
195
126
134
141
178
199
213
227
144
153
161
178
227
243
258
152
163
171
189
241
258
274
161
172
181
200
254
273
290
188
200
211
233
264
317
337
9’-6
10’-0 10’-6 11’-0
98
90
82
75
105
96
87
80
110
101
92
84
141
111
101
93
158
146
136
107
169
156
145
135
179
165
153
143
114
104
96
88
122
111
102
93
128
117
107
98
142
129
118
108
183
170
136
125
196
181
168
134
208
192
178
166
130
119
109
100
139
127
116
107
146
133
122
112
162
147
135
124
209
168
155
143
223
207
166
153
237
219
203
163
138
126
116
106
148
135
123
113
155
142
130
119
172
156
143
131
195
179
164
151
237
219
177
163
252
232
215
173
147
134
122
113
156
142
130
120
165
150
137
126
182
165
151
139
206
189
174
160
251
204
187
172
266
246
199
184
171
156
143
131
182
166
152
140
192
175
160
147
212
193
176
162
240
220
202
187
259
237
218
201
310
253
232
214
11’-6
69
74
78
86
99
107
133
81
86
90
100
116
124
132
92
98
103
114
132
142
151
98
104
110
121
140
151
160
104
110
116
128
148
159
170
121
129
135
149
173
186
198
12’-0
64
68
72
79
92
99
118
75
79
84
92
107
115
123
85
91
95
105
122
131
140
90
96
101
111
130
140
148
96
102
107
118
138
148
157
112
119
125
137
160
172
183
12’-6
59
63
66
73
86
92
98
69
73
77
85
100
107
114
79
84
88
97
114
122
130
84
89
94
103
121
130
138
89
94
99
109
128
137
146
103
110
115
127
149
160
170
13’-0
55
58
61
68
80
86
91
64
68
72
79
93
100
106
73
78
82
90
106
114
121
78
83
87
95
113
121
128
82
87
92
101
119
128
136
96
102
107
118
139
149
158
47
COMPOSITE
4 1/2”
Deck
Type
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
2VLI22
2VLI21
2VLI20
2VLI19
2VLI18
2VLI17
2VLI16
3 VLI
ICBO Approved (No. 3415)
Deck
Design
Weight
Type
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
Thick.
0.0295
0.0329
0.0358
0.0418
0.0474
0.0538
0.0598
PSF
1.77
1.97
2.14
2.50
2.84
3.22
3.58
Ip
in4/Ft
In
in4/Ft
Fy= 40 KSI
Sp
Sn
in3/Ft
in3/Ft
0.746
0.850
0.938
1.105
1.251
1.421
1.580
0.745
0.848
0.937
1.103
1.251
1.421
1.580
0.429
0.495
0.553
0.677
0.795
0.913
1.013
0.442
0.511
0.572
0.700
0.803
0.913
1.013
COMPOSITE
Total
Slab
Depth
Deck
Type
3VLI22
5”
3VLI21
3VLI20
(t=2”)
3VLI19
3VLI18
44 PSF 3VLI17
3VLI16
3VLI22
5 1/2”
3VLI21
3VLI20
(t=2 1/2”) 3VLI19
3VLI18
50 PSF 3VLI17
3VLI16
3VLI22
6”
3VLI21
3VLI20
(t=3”)
3VLI19
3VLI18
57 PSF 3VLI17
3VLI16
3VLI22
6 1/2”
3VLI21
3VLI20
(t=3 1/2”) 3VLI19
3VLI18
63 PSF 3VLI17
3VLI16
3VLI22
7”
3VLI21
3VLI20
(t=4”)
3VLI19
3VLI18
69 PSF 3VLI17
3VLI16
3VLI22
7 1/2”
3VLI21
3VLI20
(t=4 1/2”) 3VLI19
3VLI18
75 PSF 3VLI17
3VLI16
1 Span
7’-8
8’-11
9’-6
10’-8
11’-8
12’-7
13’-4
7’-0
8’-4
9’-0
10’-1
11’-1
11’-11
12’-8
6’-5
7’-8
8’-7
9’-8
10’-7
11’-5
12’-0
6’-0
7’-1
8’-1
9’-3
10’-1
10’-11
11’-6
5’-7
6’-7
7’-6
8’-11
9’-9
10’-6
11’-1
5’-2
6’-2
7’-1
8’-7
9’-4
10’-1
10’-8
SDI Max. Unshored
Clear Span
2 Span
3 Span
9’-7
9’-7
11’-3
11’-4
11’-11
12’-4
13’-2
13’-7
14’-1
14’-6
14’-11
15’-5
15’-8
15’-11
8’-9
8’-9
10’-4
10’-4
11’-5
11’-9
12’-7
13’-0
13’-5
13’-11
14’-3
14’-9
15’-0
15’-5
8’-1
8’-1
9’-7
9’-7
10’-11
10’-11
12’-1
12’-6
12’-11
13’-4
13’-9
14’-2
14’-5
14’-11
7’-5
7’-5
8’-10
8’-10
10’-1
10’-1
11’-7
12’-0
12’-5
12’-10
13’-3
13’-8
13’-11
14’-4
6’-11
6’-11
8’-3
8’-3
9’-5
9’-5
11’-3
11’-7
12’-0
12’-5
12’-9
13’-2
13’-5
13’-10
6’-6
6’-6
7’-9
7’-9
8’-10
8’-10
10’-10
11’-2
11’-7
12’-0
12’-4
12’-9
13’-0
13’-5
7’-0
216
230
241
265
289
309
327
247
262
275
302
330
352
373
242
294
309
339
370
395
400
268
326
343
377
400
400
400
295
316
377
400
400
400
400
321
344
400
400
400
400
400
7’-6
195
206
216
237
261
278
294
190
235
247
270
298
317
335
214
264
277
304
334
356
376
237
254
307
337
371
395
400
261
279
338
370
400
400
400
285
304
321
400
400
400
400
8’-0
149
187
196
214
238
253
267
170
213
223
244
271
288
304
191
204
250
274
304
323
341
212
226
278
304
338
359
378
233
249
262
334
371
394
400
254
271
286
364
400
400
400
8’-6
133
170
178
194
218
231
243
152
162
203
222
248
263
277
171
183
228
249
279
296
311
190
203
214
276
309
328
345
209
223
235
303
340
360
379
228
243
256
331
370
393
400
9’-0
120
128
163
178
201
212
223
137
146
186
203
229
242
255
154
165
173
227
257
272
286
171
183
192
252
285
302
317
188
201
212
234
313
331
348
205
219
231
255
341
361
380
9’-6
109
116
150
163
186
196
206
124
133
140
186
212
224
235
140
149
157
209
238
251
264
155
165
174
192
264
279
293
171
182
192
211
290
306
322
186
198
209
231
269
334
351
10’-0
99
106
111
151
173
182
191
113
120
127
172
197
208
218
127
135
143
157
221
233
245
141
150
158
175
246
259
272
155
165
174
192
226
285
298
169
180
190
209
246
310
325
10’-6 11’-0 11’-6 12’-0
90
83
76
70
96
88
81
74
101
93
85
78
140
102
94
86
161
151
142
106
170
159
150
141
178
167
156
147
103
94
87
80
110
101
92
85
116
106
97
89
128
117
107
98
184
173
130
121
194
182
171
128
203
190
178
168
116
106
97
89
124
113
104
95
130
119
109
100
143
131
120
110
207
158
146
136
218
204
155
144
228
213
200
189
129
118
108
99
137
126
115
106
144
132
121
111
159
146
134
123
189
175
162
151
242
186
172
160
253
237
222
169
142
130
119
109
151
138
127
116
159
145
133
122
175
160
147
135
208
192
178
166
265
204
189
176
278
260
200
185
154
141
130
119
164
150
138
127
173
158
145
134
191
175
160
147
227
210
195
181
241
223
206
192
303
235
218
202
48
12’-6
64
68
72
79
98
133
139
73
78
82
90
112
119
159
82
88
92
102
126
134
141
91
97
103
113
140
149
157
101
107
113
124
154
164
172
110
117
123
136
168
179
188
13’-0
59
63
66
73
92
97
132
67
72
76
83
105
111
117
76
81
85
94
118
125
132
84
90
95
104
131
139
146
93
99
104
115
144
153
161
101
108
114
125
157
167
175
13’-6
54
58
61
67
86
91
96
62
66
70
77
98
104
109
70
75
79
87
110
117
123
78
83
87
96
122
130
136
86
91
96
106
135
143
150
93
100
105
116
147
156
164
14’-0
50
54
57
62
80
85
89
57
61
65
71
92
97
102
65
69
73
80
103
109
115
72
77
81
89
115
121
128
79
84
89
98
126
134
140
86
92
97
107
138
146
153
SLAB INFORMATION
Slab
Yds./
Cu. Ft./
5"
1.08
0.292
5 1/2"
1.23
0.333
6"
1.39
0.375
6 1/4"
1.47
0.396
6 1/2"
1.54
0.417
7"
1.70
0.458
7 1/4"
1.77
0.479
7 1/2"
1.85
0.500
Recommended
Welded Wire
Fabric
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W1.4xW1.4
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
6x6-W2.1xW2.1
Total
Slab
Depth
5”
(t=2”)
34 PSF
(t=2 1/2”)
39 PSF
6”
(t=3”)
43 PSF
6 1/4”
(t=3 1/4”)
46 PSF
6 1/2”
(t=3 1/2”)
48 PSF
7 1/4”
(t=4 1/4”)
55 PSF
1 Span
9’-1
9’-10
10’-6
11’-10
13’-0
14’-0
14’-5
8’-5
9’-5
10’-0
11’-3
12’-4
13’-4
14’-0
7’-9
9’-0
9’-7
10’-9
11’-9
12’-9
13’-5
7’-6
8’-10
9’-5
10’-6
11’-6
12’-5
13’-2
7’-3
8’-7
9’-2
10’-4
11’-4
12’-2
12’-11
6’-7
7’-10
8’-8
9’-9
10’-8
11’-6
12’-2
SDI Max. Unshored
Clear Span
2 Span
3 Span
11’-5
11’-5
12’-4
12’-9
13’-0
13’-5
14’-4
14’-10
15’-4
15’-10
16’-3
16’-6
16’-11
16’-11
10’-6
10’-6
11’-10
12’-2
12’-6
12’-11
13’-9
14’-3
14’-8
15’-2
15’-7
16’-0
16’-5
16’-5
9’-9
9’-9
11’-4
11’-6
12’-0
12’-5
13’-3
13’-8
14’-2
14’-8
15’-1
15’-7
15’-10
16’-0
9’-5
9’-5
11’-1
11’-1
11’-10
12’-2
13’-0
13’-6
13’-11
14’-5
14’-10
15’-3
15’-6
15’-10
9’-1
9’-1
10’-9
10’-9
11’-7
12’-0
12’-10
13’-3
13’-8
14’-2
14’-7
15’-0
15’-3
15’-7
8’-3
8’-3
9’-9
9’-9
11’-1
11’-2
12’-2
12’-7
13’-0
13’-6
13’-10
14’-4
14’-7
15’-1
8’-0
141
153
163
185
244
262
277
161
175
186
211
278
299
316
154
196
209
237
312
335
354
162
207
221
250
329
354
374
171
218
232
263
346
372
393
196
216
267
302
398
400
400
8’-6
127
138
147
166
222
238
254
121
157
167
189
253
272
289
136
176
188
212
284
305
325
143
186
198
224
300
322
343
150
196
209
236
316
338
360
173
190
240
271
362
388
400
9’-0
115
125
133
150
204
218
234
107
142
151
171
232
248
267
120
160
170
192
261
279
299
127
140
179
202
275
294
316
134
147
189
213
289
310
332
153
169
182
244
332
355
381
9’-6
83
113
121
136
188
201
217
95
105
138
155
214
229
247
107
118
155
174
240
257
277
113
125
134
184
253
271
293
119
131
141
193
267
285
308
137
151
163
222
306
327
353
10’-0
75
82
110
124
174
185
202
85
94
126
142
198
211
230
96
106
114
159
223
237
258
101
112
120
168
235
250
272
107
117
127
176
247
263
286
122
135
146
168
284
302
329
10’-6
67
74
102
114
162
172
189
77
84
91
130
184
196
215
86
95
103
146
207
221
241
91
100
108
154
218
233
254
96
106
114
131
230
245
268
110
121
131
151
264
281
307
11’-0
60
67
72
105
151
161
177
69
76
82
120
172
183
202
78
86
93
107
193
206
226
82
90
98
113
204
217
239
86
95
103
119
215
228
251
99
109
118
137
211
262
288
11’-6 12’-0 12’-6 13’-0
54
49
45
40
60
54
49
45
65
59
54
49
97
68
62
57
142
133
126
119
150
141
133
126
166
157
149
141
62
56
51
46
69
62
56
51
74
67
61
56
86
78
71
65
161
152
118
110
171
161
152
143
190
179
170
161
70
63
57
52
77
70
64
58
84
76
69
63
97
88
80
73
181
142
133
124
192
181
170
132
213
201
190
181
74
67
60
55
82
74
67
61
88
80
73
66
102
93
84
77
191
150
140
131
203
191
150
140
225
212
201
190
78
70
64
58
86
78
71
64
93
84
77
70
108
98
89
81
170
158
147
138
214
201
158
147
236
223
211
169
89
81
73
66
99
90
81
74
107
97
88
80
124
112
102
93
196
182
169
158
245
195
181
169
271
256
207
194
13’-6
41
44
52
90
119
134
42
47
51
59
103
110
153
47
52
57
67
116
124
143
50
55
60
70
122
131
151
52
58
63
74
129
138
159
60
67
73
85
148
158
183
14’-0
14’-6
15’-0
40
47
85
113
127
43
79
85
99
75
80
94
42
49
91
97
114
45
85
91
107
42
46
54
97
103
146
43
48
52
61
109
116
135
45
50
55
64
115
122
143
47
53
58
68
121
129
150
55
61
66
78
139
148
173
43
47
56
102
109
128
41
46
50
59
108
115
135
43
48
53
62
113
121
142
49
55
61
71
130
139
163
COMPOSITE
5 1/2”
Deck
Type
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
43
51
96
102
121
42
46
54
101
108
128
44
48
57
107
114
134
45
50
55
65
123
131
154
49
SDI
Specifications
and Commentary
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.
COMPOSITE
2. Materials
2.1 Composite Steel Deck:
Composite steel floor deck shall
be fabricated from steel conforming
to Section A3 of the latest edition
(1986 and addenda), of the
American Iron and Steel Institute,
Specification 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:
Commentary: Since the composite
Panel camber and/or Sweep:
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
A653-94, G60 (Z180).
1/4
2.2 Concrete: Concrete shall be in
1/2
inch (12 mm).
Panel cover width: minus 3/8 inch
(10 mm), plus 3/4 inch (20 mm).
inch in 10 foot length
(6 mm in 3m).
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 A653-94, Structural Quality.
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:
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: The use of admixtures containing chloride salts
is not allowed because the salts
may corrode the steel deck which
has been designed as the slab
reinforcement.
3. Design (Deck as a 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,
Type
No.
22
21
20
19
18
17
16
Design
Thickness
In
mm
0.0295
0.0329
0.0358
0.0418
0.0474
0.0538
0.0598
0.75
0.84
0.91
1.06
1.20
1.37
1.52
Minimum
Thickness
In
mm
0.028
0.031
0.034
0.040
0.045
0.051
0.057
0.71
0.79
0.86
1.01
1.14
1.30
1.44
3.2 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.
The tolerances reflect fabrication
processes for steel deck products.
Variation in cover width tolerances
may vary due to 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.
50
SDI
Specifications
and Commentary
FOR COMPOSITE STEEL
FLOOR DECK
Commentary: The loading shown
3.3 Calculated theoretical deflections 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 inch (20 mm), whichever is smaller. Deflections shall be
relative to supporting members.
See Figure 2.
Commentary: The deflection
calculations do not take into
account construction loads since
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.
3.4 Minimum bearing lengths shall
be determined in accordance with
the 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, 11/2
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
11/2 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.
4.1 Site Storage: Steel Deck shall
end elevated to provide drainage
elements with a water-proof
condensation.
deck unit on supporting structural
frame. Adjust to final position with
accurately aligned side laps and
ends bearing on supporting
members.
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).
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.
4.4 Anchorage: Floor Deck units
members including perimeter
support steel and/or bearing walls
by either welding or by mechanical
fastening. This shall be done
immediately after alignment. 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.
Commentary: This anchorage
may be required to provide lateral
stability to the top flange of the
supporting structural members.
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
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.
51
COMPOSITE
in Figure 1 is representative of the
sequential loading of wet concrete
on the form. The 150 pound load
is the arithmetic result of 200 lb.
(man's weight) x 3/4. The philosophy here is to allow a 1/3 increase
in stress due to the temporary
nature of a man load. Decreasing
the load by 25% is the mathematical equivalent of allowing a 33%
increase in stress. Also the 150
pound load is considered to be
applied in a one foot width but
experience has shown that a greater
distribution really occurs. For single
span deck applications the ability to
control the concrete placement
may be restricted and a 1.5 factor
has been applied to the concrete
load to cover this condition. (The
metric equivalent of the 150 pound
load over a foot of width is 2.2 kN
over a meter of width.)
The designer is urged to check the
deflection of the total system
especially if composite beams and
girders are being used.
SDI
Specifications
and Commentary
COMPOSITE
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 the 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
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,
52
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.
Commentary: The welder may be
qualified on plate or pipe under
ANSI/AWS Dl.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 washers.
the fasteners satisfies the design
by the fastener manufacturer as the
basis for obtaining approval. The
deck manufacturer may recommend additional fasteners to
sideslip of unfastened ribs.
value per fastener used to determine the maximum fastener
less than 1/8 inch (3 mm) and on the
fastener providing a 5/16 inch
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.
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 techniques. 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.
SDI
Specifications
and Commentary
FOR COMPOSITE STEEL
FLOOR DECK
Care should be used during the
placement of loads on rolled-in
hanger 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 hanger tabs.
Improper use of rolled-in hanger
tabs could result in the overstressing of such tabs and/or
the overloading of the composite
deck slab.
5.2a Load Determination—Elastic
Flexural Analysis. This method of
load determination is to be used if
there are no shear studs, or less
than the minimum number of shear
studs as required by the American
Institute of Steel Construction
(AISC) Specifications, on the
beams perpendicular to the deck.
Under the combined stresses
caused by the superimposed (live)
load and locked in form load, the
tensile stress of the deck between
5.2b Load Determination—
Ultimate Strength Analysis. This
method of load determination is to
be used if there are shear studs on
the beams perpendicular to the
deck in sufficient quantity to meet
the minimum requirements of the
American Institute of Steel
Construction (AISC) Specifications
or, if tests on a particular deck
profile have shown that the deck
is capable of developing the full
ultimate moment without shear
studs. Using standard reinforced
concrete design procedures the
allowable superimposed load shall
be found by using appropriate load
resistance design (LRFD) factors to
deduct the moment caused by the
slab and deck weight from the
calculated ultimate moment. Additional load reduction factors may
be required if the number of shear
studs used in the actual construction is less than needed to develop
the ultimate capacity of the deck/
slab. Mn=0.85 As Fy (d-a/2), the
ultimate moment, where As=steel
deck area in square inches per foot
of width (sq. mm per m); Fy=the
steel yield strength (not to exceed
60 ksi, 415 MPa); d = the distance,
inches (mm), from the top of the
slab to the centroid of the steel
deck; a=AsFy/(0.85f'cb), inches
(mm); and b is 12 inches (or 1
meter).
Commentary: By using one (or
both) of the appropriate analysis
techniques, 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 a "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 better shear bond
than galvanized, therefore tested
galvanized load capacities may be
used for rusted decking.
53
COMPOSITE
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. The tests shall have been
performed on deck with a coating/
finish that is acceptable for the
application and as supplied. Based
on the test information the design
load rationale shall be established
by: (1) elastic flexural analysis,
(2) ultimate strength analysis.
permanent supports shall not
exceed 0.60 times the yield strength
of the steel or 36 ksi (250 MPa).
The allowable load so determined
may be increased by 10% if temperature and shrinkage reinforcement
conforming to Section 5.5
of this specification is included in
the system. Either allowable stress
design (ASD) or load resistance
factor design (LRFD) may be used
to determine the load capacities.
SDI
Specifications
and Commentary
5.3 Concrete: Concrete for composite slabs must be of structural
quality as shown in ACI 318.
Stresses in the concrete shall not
exceed those allowed in ACI 318.
However, if allowable stress design
(ASD) is used, then the compressive stress in the concrete shall not
exceed 0.45 f'c.
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.
COMPOSITE
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 untracked moments of inertia
as determined by the transformed
section method of analysis.
54
5.5 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 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.
SDI
Specifications
and Commentary
FOR COMPOSITE STEEL
FLOOR DECK
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
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.
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.
7.7 Other Criteria: Composite Steel
floor 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 this
investigation starts with a review of
the applicable Codes and that any
special conditions are included
in the design.
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.
COMPOSITE
be included to deter cracking
caused by large temperature
differences and to provide load
distribution; and,
7.2 Cantilevers: When cantilevers
are encountered, the deck acts only
as a permanent form; top reinforcing steel must be proportioned by
the designer.
7.6 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 with this type of loading
to distribute concentrated loads.
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.
55
COMPOSITE
SDI
Specifications
and Commentary
56
FIGURE 1
FIGURE 2
FIGURE 3
Loading Diagrams
and Bending Moments
Loading Diagrams
and Deflections
Loading Diagrams
and Support Reactions
SDI
Composite Steel
Floor Deck
DESIGN EXAMPLE
Given:
A. Bay Size = 26’ x 26’
B. Superimposed loads = 155 psf
C. Fire rating required = 2 hour
D. Concrete cover required on deck =
3 1/4” lightweight
E. Composite beam construction.
F. Temporary shoring not desired.
1 Review deck manufacturer’s literature for available deck types.
3 Factors that should be considered
in selecting composite floor deck
systems:
Compatibility of deck to total structure.
Hanging requirements.
In shoring tables, choose deck that will not require temporary shoring during
construction.
Rib width-to-height ratio to determine
stud values.
Check the allowable superimposed load tables for the required loading.
Compatibility of coating to
stud welding.
2 Review deck manufacturer's literature for combinations that meet
requirements.
Electrical requirements.
13'-0" Beam Spacing
Future flexibility.
Embossed Deck: Formed and reinforced with 3"x 0.0474" design thickness
Deck material and erection costs.
(Obtain from Steel Deck Institute
member companies.)
composite steel deck. Determine required shrinkage and temperature reinforce-ment.
Multi-span sheets require no temporary shoring.
Embossed Deck: Formed and reinforced with 2"x 0.0358" design thickness
composite steel deck. Determine required shrinkage and temperature
reinforcement.
6’-6" Beam Spacing
Embossed Deck: Formed and reinforced with 11/2"x 0.0295" design
thickness composite steel deck. Determine required shrinkage and
temperature reinforcement.
Note: For all the above, no spray-applied fireproofing of the deck is required for
a 2-hour rating.
Overall floor depth.
Cost of temporary shoring, if shored
forming is selected.
Deck fireproofing cost, if protected
deck is selected.
Concrete availability and cost:
(lightweight) (semi-lightweight)
(regular weight).
Concrete volume required.
Various beam spacings.
Total material cost.
Steel erection cost.
Steel fireproofing cost.
REVIEW OF PRODUCT
LITERATURE SHOWS THAT
8’-8” BEAM SPACING
MEETS REQUIREMENTS
MOST EFFICIENTLY.
57
COMPOSITE
8’-8" Beam Spacing
SDI
Short Form
Specifications
FOR COMPOSITE
FLOOR DECK
PART 1 - GENERAL
A. Drawings and General Provisions
of the Contract, including General
and Supplementary Conditions and
Division 1 Specification Sections,
apply to this section.
E. Welder Certificates signed by
Contractor certifying that welders
under "Quality Assurance" Article,
or if mechanical fasteners are used,
test reports from a qualified
independent testing agency evidencing compliance of mechanical
fasteners with requirements based
on comprehensive testing.
1.2 Summary
A. Codes and Standards:
B. Related Sections
a. This section pertains to com-
Comply with applicable provisions of
the following specifications:
(AISI);
(ANSI/AWS D1.3 Structural
Welding Code/Sheet Steel);
3. Steel Deck Institute (SDI).
posite steel floor deck.
COMPOSITE
b. Related Sections
1. Division 3 Section "Cast In
Place Concrete" for concrete
fill and reinforcing steel.
2. Division 5 Section "Structural
Steel" for structural steel
supporting the deck.
1.3 Submittals
Article according to the conditions
of the Contract and Division 1
Specification Sections.
B. Product Data for each type of deckIng specified, including dimensions
of individual components, profiles,
and finishes.
C. Shop Drawings showing location of
deck units, anchorage details, and
other information required for a
thorough review.
D. Product Certificates (if required)
signed by the manufacturer of the
steel deck certifying that the
supplied products comply with
specified requirements.
B. Certify that each welder has
satisfactorily passed A.W.S.
qualification tests for welding processes involved, and, if applicable,
has undergone recertification.
C. Fire Resistance Assemblies:
Provide steel deck units listed by
Underwriters Laboratories (UL)
in the "Fire Resistance Directory"
for design number ________ . (If a
fire rated assembly is required.)
1. Identify steel deck bundles with
labels bearing the U.L. mark.
C. Deck bundles placed on the building
frame must be placed near a main
supporting beam at a column or
wall. In no case are the bundles to
be placed on unbolted frames or on
unattached and/or unbridged joists.
The structural frame must be properly braced to receive the bundles.
PART 2 - PRODUCTS
2.1 A manufacturer offering deck
products to be incorporated into the
work must be a member of the Steel
Deck Institute.
2.2 Materials [The specifier must
choose the appropriate section(s)
and eliminate those not applicable.]
A. Sheet steel for deck and accessories
shall conform to ASTM A653-94
Structural Quality with a minimum
yield strength of 33 ksi (230 MPa).
coating class of G60 (Z180) as
defined in ASTM A653-94.
or
B. Sheet steel for deck and accessories
shall conform to ASTM A611 with
a minimum yield strength of 33 ksi
(230 MPa).
C. The deck type and thickness shall
1.5 Delivery, Storage,
and Handling
deformation, and other damage during delivery, storage and handling.
58
damage. Bundles must be periodically checked for tightness, and
retightened as necessary so wind
cannot loosen sheets.
be as shown on the plans.
or
D. The deck shall be _________ with a
minimum metal thickness of ______.
or
SDI
Short Form
Specifications
FOR COMPOSITE
FLOOR DECK
E. The deck shall be selected to
provide the load capacities shown
on the drawings and as determined
using the Steel Deck Institute
construction loading criteria.
F. Whenever possible, the deck shall
be multi-span and not require
shoring during the concrete placement procedure.
G. The deck type provided shall be
capable of supporting the superimposed live loads as shown on
the plans.
2.3 Accessories
A. Pour stops, column closures, end
B. Mechanical fasteners or welds
are acceptable for accessory
attachments.
PART 3 - EXECUTION
3.1 Examine support framing and field
conditions for compliance with requirements for installation tolerances and
other conditions affecting performance
of work of this section. All O.S.H.A.
rules for erection must be followed.
3.2 Preparation
B. Do not place deck panels on
concrete support structure until
concrete has cured and is dry.
C. Locate deck bundles to prevent
according to Steel Deck Institute
specifications and recommendations, and in accordance with the
placement plans, and requirements
of this Section.
B. Install temporary shoring, if required, before placing deck panels.
C. Place deck panels on structural
with ends aligned. Attach firmly to
the supports immediately after
placement in order to form a safe
working platform.
D. Cut and neatly fit deck units and
accessories around openings and
other work projecting through or
adjacent to the decking.
E. Trades that subsequently cut
deck are responsible for reinforcing
the openings.
3.4 Installation, Floor Deck
A. Anchor floor deck units to steel
supporting members by arc spot
puddle welds of the following
diameter and spacing or fillet welds
of equal strength.
1. Weld diameter: minimum visible
5/8 inch (15 mm).
2. Weld spacing: Weld edge ribs
of panels at each support. Space
additional welds an average of
12 inches (300 mm) apart but
not more than 18 inches (460
mm).
powder actuated or
pneumatically driven, or screws
may be used in lieu of welding to
fasten deck to supporting
framing, provided they have
been specifically approved.
4. Fasten side laps and perimeter
edges of units between supports
at intervals not exceeding 36
inches (1 m) on center, using
a. #10 self drilling screws;
b. crimp or button punch;
c. arc puddle welds 5/8 inch
diameter, or 1 inch (25 mm)
long fillet welds.
B. End Bearing: Install deck ends over
supports with a minimum end bearing of 1.5 inches (40 mm).
C. Pour Stops and Girder Fillers:
Fasten pour stops and girder fillers
to supporting structure according
to the manufacturers recommendations.
D. Floor Deck Closures: Fasten
column closures, cell closures, and
Z closures to deck to provide tight
fitting closures at open ends of ribs
and sides of decking. Fasten cell
closures at changes of direction of
floor deck units unless otherwise
directed.
3.5 Repairs
A. Before concrete placement, the
deck shall be inspected for tears,
dents, or other damage that may
prevent the deck from acting as a
tight and substantial form. The
need for the repair or temporary
shoring of the damaged deck shall
be determined.
59
COMPOSITE
closures, cover plates, and girder
fillers shall be the type required by
the Steel Deck Institute.
3.3 Installation, General
FLOOR-CEILING ASSEMBLIES
WITH COMPOSITE DECK
Vulcraft Decks have been tested by Underwriters Laboratories Inc. for their Fire Resistance Ratings. In as much as new listings are continually being added, please
contact the factory if your required design is not listed below. The cellular decks listed comply with U.L. 209 for use as Electrical Raceways.
Restrained
Assembly
Rating
3/4
Hr.
Type
of
Protection
Concrete
Thickness &
Type (1)
Unprotected Deck
2 1/2" LW
Exposed Grid
2 1/2" NW
2" NW&LW
Cementitious
2 1/2" NW&LW
2" NW&LW
Sprayed Fiber
1 Hr.
2 1/2" NW&LW
2 1/2" LW
Unprotected Deck
COMPOSITE
3 1/2" NW
Gypsum Board
Cementitious
2 1/2" NW
2" NW&LW
2 1/2" NW&LW
2" NW&LW
11/2 Hr.
Sprayed Fiber
2 1/2" NW&LW
3" LW
Unprotected Deck
4" NW
Exposed Grid
Gypsum Board
2 1/2" NW
2 1/2" NW
2" NW&LW
2 1/2" LW
2 Hr.
Cementitious
2 1/2" NW&LW
2 1/2" NW
60
U.L.
Design
No. (2,3,4)
D914 #
D916 #
D216 +
D743 #
D703 *
D712 *
D722 *
D739 *
D759
D859 *
D832 *
D847 *
D858 *
D871 *
D902 #
D914 #
D916 #
D918 #
D919 #
D902 #
D916 #
D918 #
D919 #
D502 *
D743 *
D703 *
D712 *
D722 *
D739 *
D759
D859 *
D832 *
D847 *
D858 *
D871 *
D902 #
D916 #
D919 #
D902 #
D916 #
D918 #
D919 #
D216 +
D502 +
D743 *
D746 *
D752 *
D703 *
D712 *
D716 *
D722 *
D739 *
D745 *
D750 *
D755
D759
D760 *
D730 *
D742 *
Fluted Deck
1.5VL,1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
1.5VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
Cellular Deck (5)
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
Unrestrained
Beam
Rating
1 Hr.
1,1.5,2,3 Hr.
2,3 Hr.
1,1.5,2,3 Hr.
1.5 Hr.
2 Hr.
1,1.5,2 Hr.
1,1.5,2,3,4 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,3 Hr.
1,1.5,2,4 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
1.5,2 Hr.
1,1.5,2,3 Hr.
1.5 Hr.
2 Hr.
1,1.5,2 Hr.
1,1.5,2,3,4 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,3 Hr.
1,1.5,2,4 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
2,3 Hr.
1.5,2 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2, Hr.
1.5 Hr.
2 Hr.
1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2,3,4 Hr.
1,1.5,2, Hr.
1.5,2 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3,4 Hr.
1.5,2 Hr.
1,1.5 Hr.
Restrained
Assembly
Rating
Type
of
Protection
Concrete
Thickness &
Type (1)
2" NW&LW
Sprayed Fiber
2 1/2" NW&LW
2 1/2" LW
2 1/2" NW
3 1/4" LW
2 Hr.
(continued)
3 1/4" LW
Unprotected Deck
4 1/2" NW
Exposed Grid
2 1/2" NW&LW
3 1/4" LW
3 1/4" NW
2" NW&LW
3 Hr.
Sprayed Fiber
2 1/2" NW&LW
2 1/2" NW
3 1/4" LW
4 3/16" LW
Unprotected Deck
5 1/4" NW
Cementitious
2 1/2" NW&LW
Sprayed Fiber
3 1/4" LW
2 1/2" NW&LW
3 1/4" LW
4 Hr.
859 *
822 *
825 *
831 *
832 *
833 *
847 *
858 *
861 *
870 *
871 *
862 *
864 *
860 *
733 #
826 #
840 #
902 #
907 #
913 #
916 #
918 #
919 #
920 #
902 #
916 #
918 #
919 #
216 +
743 *
746 *
703 *
708 *
739 *
755
759
760 *
754 *
742 *
859 *
816 *
831 *
832 *
833 *
858
871 *
864
860 *
902 #
916 #
918 #
919 #
902 #
916 #
918 #
919 #
760
739
754
858
860
Fluted Deck
2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
12VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
3VLI
2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
1.5VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
3VLI
2VLI,3VLI
2VLI,3VLI
1.5VLI,2VLI,3VLI
1.5VLI,2VLI,3VLI
2VLI,3VLI
2VLI,3VLI
Cellular Deck (5)
2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
2VLP, 3VLP
3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
1.5VLP, 2VLP, 3VLP
2VLP, 3VLP
Unrestrained
Beam
Rating
1,1.5,2,3 Hr.
1 Hr.
1,1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2,3 Hr.
1.5 Hr.
1,1.5,3 Hr.
1,1.5,2,4 Hr.
1,1.5 Hr.
1,2 Hr.
1,1.5,2,3 Hr.
1 Hr.
1.5 Hr.
1,1.5,2 Hr.
1,1.5Hr.
1,1.5,2 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,2 Hr.
1 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
1.5 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1.5 Hr.
1.5,3 Hr.
1,1.5,2,3,4 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3 Hr.
1,1.5,2,3,4 Hr.
1.5,2 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1.5,2 Hr.
1,1.5,2 Hr.
1,1.5,2,3 Hr.
1.5 Hr.
1,1.5,2,4 Hr.
1,1.5,2,3 Hr.
1.5 Hr.
1,1.5,2 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,1.5,2,3 Hr.
1,1.5 Hr.
1,1.5 Hr.
1,1.5,2,3,4 Hr.
1,1.5,2,3,4 Hr.
1.5,2 Hr.
1,1.5,2,4 Hr.
1,1.5,2 Hr.
NOTES:
1. Concrete thickness is thicness of slab above deck, in.
2. Refer to the U.L. "Fire Resistance Directory" for the necessary construction details.
3. Cellular deck finish shall be galvanized.
4. Fluted deck finish shall be galvanized unless noted otherwise.
+ Denotes fluted deck finish is not critical when used in D2-- & D5-- Series designs. Deck finish shall be galvanized or phosphatized/painted.
* Fluted deck finish is critical for fire resitance. Fluted deck finish shall be galvanized or phospatized/painted. This paint is a special type of paint and
is compatible with the spray-applied fire protection and is U.L. approved for use in the denoted D7-- & D8-- Series designs.
# Denotes fluted deck finish is not critical for fire resistance. Fluted deck finish shall be galvanized or phosphatized/painted.
5. Vulcraft cellular deck units are approved by U.L. for use as electrical raceways under U.L Standard 209.
61
COMPOSITE
Cementitious
3 1/4" NW
2" NW&LW
2 1/2" LW
U.L.
Design
No. (2,3,4)
Maximum Cantilever Spans
For Vulcraft Composite Floor Decks
Under Construction Loading
t
2.00
2.50
1.5VL 3.00
3.50
4.00
4.50
2.00
2.50
1.5VLR 3.00
3.50
4.00
4.50
2.00
2.50
2VLI
3.00
3.50
4.00
4.50
2.00
2.50
3VLI
3.00
3.50
4.00
4.50
COMPOSITE
Deck
W
33
39
45
51
57
63
38
44
50
56
62
68
39
45
51
57
63
69
44
50
57
63
69
75
Es=29500KSI
22
21
2'-0 2'-3
1'-11 2'-2
1'-11 2'-2
1'-10 2'-1
1'-10 2'-0
1'-9 2'-0
1'-10 2'-2
1'-10 2'-1
1'-9 2'-0
1'-9 2'-0
1'-8 1'-11
1'-8 1'-11
2'-8 3'-0
2'-7 2'-11
2'-6 2'-10
2'-6 2'-9
2'-5 2'-8
2'-4 2'-7
3'-9 4'-2
3'-7 4'-0
3'-6 3'-11
3'-5 3'-9
3'-4 3'-8
3'-3 3'-7
W=W+Wc, PSF
20
19
18
17
16
2'-6 2'-10 3'-2 3'-6 3'-9
2'-5 2'-9 3'-1 3'-4 3'-8
2'-4 2'-8 2'-11 3'-3 3'-6
2'-3 2'-7 2'-10 3'-2 3'-5
2'-2 2'-6 2'-9 3'-1 3'-3
2'-2 2'-6 2'-9 3'-0 3'-2
2'-4 2'-8 3'-0 3'-4 3'-7
2'-3 2'-7 2'-11 3'-2 3'-6
2'-2 2'-6 2'-10 3'-1 3'-4
2'-2 2'-5 2'-9 3'-0 3'-3
2'-1 2'-5 2'-8 2'-11 3'-2
2'-1 2'-4 2'-7 2'-10 3'-1
3'-4 3'-11 4'-4 4'-9 5'-1
3'-2 3'-9 4'-2 4'-7 4'-11
3'-1 3'-7 4'-0 4'-5 4'-9
3'-0 3'-6 3'-11 4'-3 4'-7
2'-11 3'-5 3'-9 4'-1 4'-5
2'-10 3'-4 3'-8 4'-0 4'-3
4'-6 5'-2 5'-8 6'-2 6'-8
4'-4 5'-0 5'-6 5'-11 6'-4
4'-2 4'-10 5'-3 5'-9 6'-1
4'-1 4'-8 5'-1 5'-6 5'-11
3'-11 4'-6 4'-11 5'-4 5'-9
3'-10 4'-5 4'-10 5'-2 5'-7
1. Allowable bending stress of 0.6 Fy.
2. Assumed bearing width for web crippling:
1.5VL & VLR
3"
2VL
4"
3VL
6"
3. Cantilever deflection is based on a fixed end cantilever. Limited to l/120.
4. Loading conditions:
a) Conc. + Deck + 20 PSF
or
b) Conc. + Deck + 150 lbs. Concentrated Load.
5. If cantilever span exceeds 1/3 of the adjacent span contact Vulcraft
WEB CRIPPLING EXAMPLE
GIVEN: 3VLI20 Deck carrying a 6 1/2" total depth slab, normal weight concrete, joists at 8'-0" (C. to C.)
CHECK: Web crippling for 2" bearing at wall and 5" intermediate bearing.
Single Span
from page 56 figure 3
0.5 (w1+w2) l
PEXT =
=
0.5 (63+20) 8
=
332 >296 (from Web Crippling table)
=
N.G.
Any simple spans will have to have the bearing increased.
Double Span
PEXT
PINT
Triple Span
PEXT
PINT
=
=
0.375 (w1+w2) l
249 < 296 OK
=
=
1.25 (w1+w2) l
830 < 1127 OK
=
=
0.4 (w1+w2) l
266 < 296 OK
=
=
1.1 (w1+w2) l
730 < 1127 OK
If there are any simple spans, the length of the bearing will have to be increased to 2 1/2". All other conditions are
adequate.
62
WEB CRIPPLING VALUES
Deck
Type
1.5VL22
1.5VL21
1.5VL20
1.5VL19
1.5VL18
1.5VL17
1.5VL16
2VLI22
2VLI21
2VLI19
2VLI18
2VLI17
2VLI16
3VLI22
3VLI21
3VLI20
3VLI19
3VLI18
3VLI17
3VLI16
1.5
437
906
530
1169
615
1416
812
1999
1133
2627
1610
3445
2122
4310
196
413
239
535
279
651
371
922
519
1216
741
1598
979
2002
187
401
229
522
269
637
361
909
508
1203
729
1587
966
1993
2.0
500
1000
590
1257
676
1524
884
2132
1223
2786
1727
3633
2264
4525
225
456
267
576
307
700
404
984
561
1289
795
1685
1044
2102
214
442
256
562
296
685
393
969
549
1275
782
1673
1031
2093
Allowable Reactions (lbs/ft)
Bearing Length (inches)
2.5
3.0
3.5
574
648
721
1124
1249
1373
673
756
839
1405
1553
1701
762
853
944
1663
1831
1999
955
1068
1175
2266
2459
2669
1314
1428
1564
2944
3110
3359
1844
1961
2123
3820
4008
4225
2405
2547
2689
4739
4954
5169
258
291
324
513
570
627
304
342
379
644
712
779
346
387
428
764
841
919
436
488
537
1046
1135
1232
603
655
717
1363
1439
1555
849
903
977
1772
1859
1960
1110
1175
1241
2202
2301
2401
245
277
308
497
553
608
292
327
363
628
694
760
333
373
413
748
824
900
424
474
522
1030
1118
1214
590
641
702
1348
1424
1538
835
888
961
1759
1846
1946
1095
1160
1225
2192
2291
2390
4.0
795
1498
922
1849
1035
2168
1283
2880
1700
3609
2298
4520
2906
5447
357
683
417
847
470
996
586
1329
780
1670
1058
2096
1341
2531
339
663
399
826
453
975
570
1309
763
1652
1040
2081
1323
2519
4.5
847
1587
978
1951
1095
2279
1348
3008
1777
3750
2388
4670
3004
5603
390
740
454
915
511
1073
635
1426
842
1786
1138
2233
1439
2687
371
718
435
893
492
1051
617
1405
824
1767
1120
2217
1420
2675
5.0
847
1587
978
1951
1095
2279
1348
3008
1777
3750
2388
4670
3004
5603
423
797
492
983
552
1151
684
1523
905
1901
1219
2370
1537
2844
402
773
471
959
532
1127
665
1500
885
1881
1199
2353
1517
2831
6.0
847
1587
978
1951
1095
2279
1348
3008
1777
3750
2388
4670
3004
5603
489
911
567
1119
635
1305
782
1717
1029
2132
1381
2643
1733
3157
465
883
543
1091
612
1278
760
1691
1007
2109
1358
2624
1711
3143
63
COMPOSITE
2VLI20
React.
Type
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
EXT.
INT.
SDI POUR STOP SELECTION TABLE
OVERHANG (INCHES)
1
2
3
4
5
6
7
8
9
10
14
14
14
14
14
12
12
12
12
12
12
12
12
10
10
10
10
10
10
10
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
10
10
10
10
10
10
10
10
10
10
11
12
POUR STOP TYPES
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
1” FILLET WELDS
@12” O.C.
10
10
10
10
10
10
10
10
10
10
10
10
10
TYPES
DESIGN
THICKNESS
20
0.0358
18
0.0474
16
0.0598
14
0.0747
12
0.1046
10
0.1345
POUR
STOP
OVERHANG
2” MIN.
SEE NOTE 5
NOTES:
1.
2.
3.
4.
5.
6.
The above Selection Table is based on the following criteria:
Normal weight concrete (150 PCF).
Horizontal and vertical deflection is limited to 1/4” maximum for concrete dead load.
Design stress is limited to 20 KSI for concrete dead load temporaily increased by one-third for the construction live load of 20 PSF.
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.
Vertical leg return lip is recommended for type 16 and higher.
This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only.
SDI reserves the right to change any information in this selection without notice.
64
DEPTH
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
SLAB
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”
M
IN
.
COMPOSITE
SLAB
DEPTH
(Inches)
SDI
Code of Recommended
Standard Practice
FOR COMPOSITE DECK,
FORM DECK, AND ROOF
DECK CONSTRUCTION
1. General
1.1 Scope: This code is intended to
promote safety and quality construction in accordance with good
engineering practice. It is designed
to assist in the preparation of the
sales contract by providing contract
details which can be adopted by
reference.
1.2 Application: This code shall
govern where building codes,
architects' and engineers' plans and
specifications or contracts are not
complete or clear. There shall be no
conflict between this code and any
legal building regulation; it shall only
supplement and amplify such laws.
1.3 Design: In the absence of
ordinances or specifications to the
contrary, design shall be in accordance with the current Specifications
of the Steel Deck Institute. Steel
roof deck and floor deck, both composite and non-composite, 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.
1.4 Plans and Specifications for
Bidding: Plans and specifications
shall clearly show details and shall
be complete as to the extent of deck
and accessories to be furnished by
the seller.
1.5 Responsibility for Design:
When details of design are
specified, the seller shall assume no
responsibility other than to furnish
materials as specified. When details
of design are not specified, the
seller shall furnish all materials
required in accordance with Section
1.3 of this code.
2. Bidding
2.1 Base Bids:
2.1.1 Roof Deck: Base bids shall
include roof deck as shown in plan
on structural drawings. Base bid
shall also include ridge and valley
plates and sump pans per architectural drawings and specifications.
No other deck or accessories shall
be included unless specified.
2.1.2 Composite Floor Deck and
Non-Composite Form Deck: Base
bids shall include deck as shown in
plan and only those accessories
specifically designated on the structural drawings and called for in the
appropriate division of the specifications. No other deck or accessories
shall be included unless specified.
2.2 Incomplete Plans and
Specifications: Incomplete plans
and specifications shall be bid on
the basis that the seller shall provide
material in agreement with the
provisions of this code.
3. Drawings and Specifications
3.1 Furnished by Buyer: The buyer
shall furnish complete architectural
plans and specifications, structural
steel drawings, and purlin placing
plans, all correctly dimensioned.
3.2 Furnished by Seller: The seller
shall furnish erection layouts clearly
showing the location of all sheets.
The seller shall also furnish as many
prints as may be reasonably necessary, but the tracing shall remain
the property of the seller.
3.3 Discrepancies: The architect's
plans shall be assumed to be
correct in the absence of written
notice from the buyer to the
contrary. When structural steel or
purlin placing plans do not agree
with the architect's plans, the structural plans shall be considered as a
written notice of change of plans.
3.4 Approval: The erection layouts
shall be submitted to the buyer for
approval unless the buyer instructs
the seller to submit same directly to
the architect or waives his right of
approval. The buyer (or architect)
shall return one copy marked with
his approval or with such corrections as he may deem necessary.
The seller shall not start shop work
prior to final approval of his drawings unless such approval is waived.
2.3 Special Details: Any material
required to support the steel deck
shall not be included. The design of
deck supports shall be the responsibility of the architect and/or
engineer of record. Deck shall be
furnished in sheet lengths of 6 feet
(2.0 m) or greater. Any deck sheets
requiring lengths less than 6 feet
(2.0 m) shall be field cut by others
unless special arrangements are
made with individual manufacturers.
65
SDI
Code of Recommended
Standard Practice
The deck manufacturer is not
responsible for putting a professional seal or signature on erection
drawings. Erection drawings are
made to show the deck products
as an overlay on the structural or
architectural plans and as such the
drawings are trying to meet the job
requirements set forth by the
designer. If the deck manufacturer
were to check and seal erection
drawings, it would subvert that
important function.
3.5 Changes by Buyer After
Approval: When any changes are
made by the buyer after approval
or when any extra materials are
required, the cost of such changes
and extra materials shall be paid by
the buyer at a price agreed upon
between the buyer and seller.
4. Collateral Material
Although certain collateral materials
are not supplied by the steel deck
manufacturer, it is the desire of the
Steel Deck Institute to have certain
principles followed in specifying
and furnishing these collateral
materials in order to provide a
satisfactory deck assembly. This
code is not intended to encroach
upon the standard practices of the
related industries, but is intended
to supplement and amplify specifications pertaining to their products.
66
4.1 Insulation: All steel roof decks
shall be covered with a material
of sufficient insulating value to
prevent condensation under normal
occupancy conditions. Insulation
shall be adequately attached to the
steel roof deck by adhesives or
mechanical fasteners. Insulation
materials shall be protected from
the elements at all times during
their storage and installation.
The following paragraph 11.3,
Phenolic Foams has been extracted,
with permission, from the Annual
Book of ASTM Standards, copyright
American Society for Testing
and Materials, 1916 Race Street,
Philadelphia, PA 19103.
11.3 PHENOLIC FOAMS may contain some compounds which may
promote corrosion in the presence
of liquid water. As far as can be
ascertained, there are currently no
directly applicable ASTM corrosion
tests for phenolic foams. An
attempt will be made to develop a
meaningful corrosion test and will
be incorporated into the standard
when it becomes available. When it
is anticipated that the foam will be
in direct contact with metal, the
foam supplier shall provide the
proper installation procedure.
4.2 Acoustical Batts: When open
rib acoustical deck is provided,
sound absorbing acoustical glass
fiber batts shall be installed in the
field by the roofing contractor.
Batts shall be shipped and stored at
the jobsite in such a manner as to
ensure protection until installation.
If acoustical batts become wet,
they shall be allowed to thoroughly
dry without being compressed
before installation.
4.3 Roof Coverings: A suitable roof
covering shall be applied over the
insulation.
4.4. Sheet Metal Work: All
closures, flashing, etc., used in
roof deck construction, unless
otherwise specified, shall be
detailed and furnished by the sheet
metal contractor.
4.5 Field Painting: Any field painting or touch-up of abrasions or
deterioration of the primer coat or
other protective finishes shall be
the responsibility of the buyer.
4.6. Shear Connectors: The layout,
design, numbering or sizing of
shear connectors is not the responsibility of the deck manufacturer.
5. Construction Practice
The Steel Deck Institute recommendations for site storage, installation, and construction practices
are addressed specifically in the
appropriate deck specifications
in this design manual and are an
integral part of this Code of
Recommended Standard Practice.
DIAPHRAGM SHEAR STRENGTH AND STIFFNESS
The following information is based upon the Steel Deck Institute’s Second
Edition of the Diaphragm Design Manual prepared by Larry D. Luttrell, Ph.D.,
P.E. Dr. Luttrell has been involved in testing of diaphragms at West Virginia
University since 1965.
Mixed Panel Lengths
The following limiting conditions are taken from this book. "The quality of a
diaphragm can be limited by inattention to detail particularly at end and edge
terminations."
Load Tables
End Laps
"At interior positions, panels must be sufficiently overlapped to provide
adequate distances for the connector used. A minimum end distance for fasteners
used should be one inch requiring an end lap not less than two inches. Within the
system, end laps may be staggered or on a continuous line without particular
effect on the diaphragm strength. However, greater care must be exercised in
making connections through multiple layers of deck at the panel corners on the
end lap. If panels are butted at their ends rather than end lapped, as is common
with floor decks, then each panel must be individually connected at its ends with
the specified pattern."
Side Laps
"The overlapping edges of panels should be in close contact to allow minimum
eccentricity of fasteners in the lap. When stitch fasteners connect adjacent
panels between supports, equivalent or superior fasteners should be used on the
edgemost panel at the diaphragm perimeter. Otherwise shear strength along the
first interior sidelap may exceed that along the perimeter member and thus
diminish the contribution of the stitch fasteners."
Welds
"Welds should be made by qualified operators following AWS D1.3
specifications. Approximate checks on weld quality can be made by placing one
end of a long panel over a support and attaching it only to that support with two
welds six inches apart. The far end of the panel can be moved in the diaphragm
plane by a workman until shear distress is noted in the weld. The welds should be
sufficient to cause local distortions in the panel around both the welds and should
show good perimeter contact between welds and the panel. For 22, 20, and 18
gage panels, the weld should not shear across its contact plane on structural
supports else the welding temperature may have been too low for adequate
penetration."
Screws
"Screws must be installed using properly calibrated tools to avoid overdriving
which can strip the threads at sidelaps or sever the screw when it is placed into
heavier substrata."
Power Driven Fasteners
Split Panels
"Finishing out a diaphragm at its edge may require a split panel at what usually
is a higher shear zone in the structure. Formulas of this section may be used to
evaluate this special case noting the partial panel width. Such a partial panel
should be connected in every valley at all supports regardless of adjacent fastener
patterns. Extra stitch connectors should be considered at the split panel sidelap."
Longitudinal Edges
"In applications where joists terminate on a shear wall, the edge-most
diaphragm panel may not contact the wall. If intermediate stitch fasteners have
been required on sidelaps, similar intermediate stitch fasteners must exist at the
edge. These can be accomodated by installing a block-like spacer on the wall, to
match the joist elevation, and then making connections to the block."
The following load tables are based upon Vulcraft’s various types of steel floor
and roof deck.
The Steel deck Institute has done testing that allows prediction of deck-fill
combinations. One combination is lightweight insulating fill. Type I fill, with
vermiculite aggregate, 21/2 inches deep, has been shown to exhibit some greater
strength than a bare diaphragm while Type II with a rigid insulation board
imbedded with two or more inches of vermiculite concrete over the top has an
even higher value.
Both lightweight and normal weight structural concrete on composite and
non-composite deck are presented here. A minimum value for 21/2 inches of
concrete over the top of the deck has been computed in the tables.
On some of the light-gage shallow decks, you will notice that as the spans get
long the shear strength reaches some maximum value. This is caused from
"plate-like shear buckling". As the thickness of the deck gets smaller and the
spans get longer for shallow decks, buckling can result as the shear strength
increases. See Section 2.4 Stability Checks of DDM02.
This catalog is not presented as an alternative to the use of the Second
Edition of the Diaphragm Desing Manual (DDM02), but as an extension to it for
our decks. We have given you the shear strength and stiffness of our various
decks, but not the backup data behind these calculations. DDM02 does a good
job of supplying that information. We hope that you will contact the SDI about
ordering your own copy of DDM02. Steel Deck Institute, P.O. Box 25, Fox River
Grove, IL 60021-0025.
These tables were derived making the following assumptions.
1. The number of fasteners are the same at both end members and interior
supports. Example: 36/7 means 36 inch wide deck with 7 fasteners per
support. One in each flute.
2. The number of intermediate sidelap stitch connectors is assumed to be
the same as the number of extreme edge fasteners.
3. The values printed have the factor of safety applied. 3.25 for filled
diaphragms, 2.75 when any of a bare diaphragm is welded, and 2.35
when a bare diaphragm is mechanically fastened.
4. All values are for a three span condition. Greater values are available for
a 1 or 2 span condition since you will have more fasteners to count in the
calculation of strength.
5. Where welded sidelaps are shown, either use a 5/8" puddle weld or a
3/8" x 11/4" arc seam weld. The Steel Deck Institute recommends not
welding the sidelaps if the thickness of the deck is 0.0295" or less.
6. Where welds are shown at the supports, the Steel Deck Institute
recommends using welding washers only on deck thicknesses less than
0.028". These should be 16 gage with a 3/8" hole in them.
7. Lightweight fill (vermiculite) should be placed only on slot vented deck
(type CSV).
8. For roof deck and composite floor deck the steel yield point is taken as
33ksi. For form deck it is taken as 80ksi.
9. The column with the asterisk above it contains the number of sidelap
fasteners per span. That is, if the line that is selected has 4 under the
asterisk and the span is five feet, then it will be one fastener per foot in
the sidelap.
10. The tables already have considered a stress increase of 1.33 for shortterm or wind loading. The values are not to be increased again.
11. The Steel Deck Institute does not recognize button punched sidelaps,
with interlocking deck, as a valid sidelap fastener for developing
diaphragm shear strength.
67
DIAPHRAGM
"The fasteners must be installed following the manufacturer’s
recommendations. Care must be exercised in setting the driving force to obtain
the proper depth of penetration. Once driven properly, these nail-like fasteners are
very resistant to extraction by uplift forces. In uplift test on sheet materials, the
usual mode of failure is one of tearing the seat around the head or washer leaving
the fastener in place."
"When decks are installed with multiple spans, occasional shorter panels may
be required. In a large diaphragm area, the shear strength can be determined
satisfactorily by using the typical three span panel length."
TYPICAL FASTENER LAYOUT
DIAPHRAGM SHEAR STRENGTH AND STIFFNESS DESIGN EXAMPLE
DIAPHRAGM
For roof plan shown, calculate the deflection of diaphragm (∆ C center line).
L
Joist spacing = 5'-0"
Deck: 1.5B 22 (WR) in 15'-0" panels
(3 span condition)
Fasteners: Support – 36/3 pattern
W/ 5/8" puddle welds
Sidelap – 1 #10 TEK
From strength tables K1 = 0.617
G' =
∆C=
L
K2
=
0.3D
B + 3K Span
3.78 +
1
Span
WL2
8xBxG'
Strength Check
250 (60)
R = WL/2 =
2
68
=
= 7500 lbs
870
3.78 + 0.3(2209) + 3(0.617) (5)
5
= 5.98 K/in
0.250 (60)2 = 0.39 in
8 (48) (5.98)
S = 7500
48
= 156 plf < 191 plf (from strength tables) OK
1.5 (B, BI) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
SUPPORT FASTENERS: 3/4” puddle welds
SIDELAP FASTENERS: welded1
Fastener
Layout
36/7
36/5
36/4
3’-0
500
627
740
839
925
999
1063
1117
1164
1204
1239
1268
3’-6
4’-0
435
378
550
488
655
586
750
675
834
757
909
831
976
897
1034
957
1084
1010
1129
1058
1168
1100
1202
1138
DB = 129
4'-6
334
439
529
613
691
763
828
888
942
991
997
997
5’-0
299
394
481
560
634
703
767
808
808
808
808
808
5’-6
270
356
441
515
585
651
668
668
668
668
668
668
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
246
226
208
325
404
371
344
477
443
411
543
478
412
561
478
412
561
478
412
561
478
412
561
478
412
561
478
412
561
478
412
561
478
412
K2 = 870
0
1
2
3
4
5
6
7
8
9
10
11
443
548
633
701
755
798
832
860
882
900
915
928
389
346
489
439
573
521
643
590
700
650
747
700
786
741
818
777
844
806
866
831
885
853
900
871
DB = 758
309
398
476
544
604
655
699
737
769
797
821
841
276
364
438
504
562
614
659
699
733
763
789
808
249
335
404
468
525
577
622
663
668
668
668
668
227
306
375
436
492
543
561
561
561
561
561
561
208
0
1
2
3
4
5
6
7
8
9
10
11
339
439
514
569
610
640
663
680
694
704
713
720
298
265
394
356
470
430
528
490
573
538
608
576
635
606
656
631
672
650
685
666
696
679
705
689
DB = 1072
233
324
396
456
505
546
579
605
627
645
660
673
208
296
366
425
475
517
552
580
604
624
641
655
188
273
339
397
447
490
526
556
582
604
622
638
0
1
2
3
4
5
6
7
8
9
10
11
283
356
403
432
452
465
474
481
486
490
493
495
253
228
327
301
378
354
412
391
435
418
451
437
463
451
472
462
478
470
483
476
487
481
490
485
DB = 2209
207
278
332
372
401
422
439
451
460
468
474
479
185
258
312
353
384
408
426
440
451
459
466
472
167
240
293
335
368
393
413
428
441
451
459
465
7’-6
193
8’-0
180
8’-6
168
9’-0
158
10’-0
140
319
359
359
359
359
359
359
359
359
359
298
316
316
316
316
316
316
316
316
316
280
280
280
280
280
280
280
280
280
280
249
249
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
178
166
155
145
129
350
327
408
383
462
412
478
412
478
412
478
412
478
412
478
412
478
412
478
412
K2 = 870
304
359
359
359
359
359
359
359
359
359
284
316
316
316
316
316
316
316
316
316
266
280
280
280
280
280
280
280
280
280
249
249
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
170
249
316
372
421
464
501
533
560
561
561
561
156
133
123
115
107
95
295
277
350
330
398
377
441
412
478
412
478
412
478
412
478
412
478
412
478
412
K2 = 870
259
311
357
359
359
359
359
359
359
359
242
295
316
316
316
316
316
316
316
316
226
280
280
280
280
280
280
280
280
280
213
249
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
151
224
276
318
352
379
400
417
430
441
450
458
138
117
109
101
95
83
233
275
309
338
359
359
359
359
359
359
222
262
297
316
316
316
316
316
316
316
211
250
280
280
280
280
280
280
280
280
200
240
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
T
F
A
R
C
L
T
U
O
V
N
S
D
E
N
E
S
DO
M
P
M
A
L
O
E
C
D
E
R
SI
.
D
A
E
G
D
L
2
2
E
R
W
O
F
192
143
127
260
246
303
288
337
323
365
351
387
375
405
394
420
410
432
412
442
412
450
412
K2 = 870
K1
0.486
0.288
0.204
0.159
0.129
0.109
0.095
0.084
0.075
0.068
0.062
0.057
0.583
0.319
0.220
0.168
0.135
0.114
0.098
0.086
0.077
0.069
0.063
0.058
0.729
0.359
0.238
0.178
0.142
0.118
0.101
0.089
0.079
0.071
0.064
0.059
0.972
0.409
0.259
0.189
0.149
0.123
0.105
0.091
0.081
0.073
0.066
0.060
DIAPHRAGM
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
Factor of safety = 2.75
* = number of sidelap fasteners per span
1 The shaded values do not comply with the
minimum spacing requirements for sidelap
connections and shall not be used except
with properly spaced button punched sidelaps
with 1.5BI deck.
K2
G' =
, Kips/inch
3.78 +
0.3*D
B
SPAN
+ 3*K1* SPAN
SPAN is in feet
69
1.5 (B, BI, F, A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
SUPPORT FASTENERS: 5/8” puddle welds1
Fastener
Layout
36/7
36/5
DIAPHRAGM
36/4
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
3’-0
413
539
647
739
817
881
934
978
1015
1046
1072
1093
3’-6
359
473
575
665
742
809
866
914
956
991
1021
1047
0
1
2
3
4
5
6
7
8
9
10
11
366
469
548
609
654
689
716
736
753
766
776
785
322
419
499
562
612
651
682
707
727
743
756
766
0
1
2
3
4
5
6
7
8
9
10
11
280
377
446
493
525
549
565
578
587
594
600
604
247
340
410
461
498
526
546
561
573
582
589
595
0
1
2
3
4
5
6
7
8
9
10
11
234
304
344
368
383
392
399
403
407
409
411
413
209
281
325
353
371
383
391
397
402
405
408
410
4’-0
4'-6
313
276
421
379
516
467
601
548
677
621
744
687
803
746
854
798
898
844
937
885
970
921
1000
953
DB =129
5’-0
5’-6
247
223
342
309
426
391
502
463
572
530
636
592
695
649
747
668
794
668
808
668
808
668
808
668
DF = 226
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
7’-6
203
186
172
160
282
361
332
308
286
429
399
373
349
493
460
412
359
552
478
412
359
561
478
412
359
561
478
412
359
561
478
412
359
561
478
412
359
561
478
412
359
561
478
412
359
DA =356
K2 = 870
286
255
378
343
456
418
520
482
572
535
614
579
649
616
677
647
699
672
718
693
734
711
747
726
DB = 758
228
206
314
289
385
357
448
417
501
470
547
516
585
556
618
590
645
619
669
644
688
665
705
668
DF = 886
188
172
267
332
310
390
366
442
417
488
462
528
478
561
478
561
478
561
478
561
478
561
478
DA = 974
159
219
193
308
281
378
349
431
404
472
446
502
479
526
505
544
526
558
542
569
555
578
565
585
574
DB = 1072
172
155
258
238
324
301
378
355
422
399
457
436
485
465
508
490
526
509
540
526
552
539
562
551
DF =1216
189
171
260
240
307
289
338
323
359
347
373
363
383
375
391
384
396
390
400
395
404
399
406
402
DB = 2209
153
138
223
208
273
258
309
295
334
322
353
342
366
357
376
368
384
377
390
384
394
389
398
394
DF = 2428
8’-0
149
8’-6
139
9’-0
130
10’-0
116
267
316
316
316
316
316
316
316
316
316
251
280
280
280
280
280
280
280
280
280
236
249
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
147
137
128
120
106
291
273
344
325
394
359
412
359
412
359
412
359
412
359
412
359
412
359
412
359
K2 = 870
255
307
316
316
316
316
316
316
316
316
240
280
280
280
280
280
280
280
280
280
225
249
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
141
129
220
281
264
334
315
378
359
416
396
446
428
472
455
493
477
511
478
526
478
538
478
DA = 1282
119
110
102
95
89
78
248
234
297
282
341
324
379
359
411
359
412
359
412
359
412
359
412
359
412
359
K2 = 870
220
267
309
316
316
316
316
316
316
316
206
254
280
280
280
280
280
280
280
280
194
242
249
249
249
249
249
249
249
249
202
202
202
202
202
202
202
202
202
125
114
195
244
231
281
269
310
298
331
321
348
338
360
352
370
363
378
372
384
378
389
384
DA = 2442
105
97
90
84
78
69
219
208
257
246
287
276
311
301
329
320
344
336
356
348
365
359
373
359
379
359
K2 = 870
198
235
266
291
311
316
316
316
316
316
189
225
256
280
280
280
280
280
280
280
180
216
247
249
249
249
249
249
249
249
200
202
202
202
202
202
202
202
202
T
F
A
R
C
L
T
U
O
V
N
S
D
E
N
E
S
DO
M
P
M
A
L
O
E
C
D
E
R
SI
.
D
A
E
G
D
L
2
2
E
R
W
O
F
1 A 3/8” x 1 1/4” arc seam weld
shall be used with F deck or A deck
with 1.5BI deck.
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
70
0.3*D
X
SPAN
+ 3*K1* SPAN
Substitute DB, DF, or DA for DX
K1
0.486
0.288
0.204
0.159
0.129
0.109
0.095
0.084
0.075
0.068
0.062
0.057
0.583
0.319
0.220
0.168
0.135
0.114
0.098
0.086
0.077
0.069
0.063
0.058
0.729
0.359
0.238
0.178
0.142
0.118
0.101
0.089
0.079
0.071
0.064
0.059
0.972
0.409
0.259
0.189
0.149
0.123
0.105
0.091
0.081
0.073
0.066
0.060
1.5 (B, F, A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
SIDELAP FASTENERS: #10 TEK screws
Fastener
Layout
36/7
36/5
36/4
3’-0
413
476
535
590
642
689
732
772
809
842
873
901
3’-6
359
416
470
521
570
615
658
697
734
768
800
830
4’-0
4'-6
313
276
369
327
418
376
466
420
511
462
554
503
595
541
633
578
669
613
704
647
736
678
766
708
DB =129
5’-0
5’-6
247
293
265
339
307
382
349
421
387
459
422
496
457
531
490
565
523
597
554
628
583
657
612
DF = 226
0
1
2
3
4
5
6
7
8
9
10
11
366
419
466
508
545
577
604
629
650
669
685
699
322
371
417
458
495
528
558
584
607
628
646
663
286
255
333
301
376
341
415
379
452
414
485
447
515
477
542
504
567
530
589
553
609
574
627
593
DB = 758
228
274
248
312
287
348
321
382
353
413
384
443
412
470
439
496
465
519
488
541
510
561
530
DF = 886
226
264
243
298
277
328
307
358
335
386
362
412
387
437
411
460
434
482
456
502
476
DA = 974
0
1
2
3
4
5
6
7
8
9
10
11
280
331
375
412
443
468
490
507
522
535
546
555
247
295
338
375
407
434
458
478
495
510
522
533
219
193
265
240
306
279
342
314
375
346
403
374
427
400
449
422
468
442
484
460
499
475
511
489
DB = 1072
172
218
197
256
236
290
268
321
298
349
326
374
351
397
374
418
395
436
414
453
431
468
447
DF =1216
179
218
200
249
233
278
261
305
287
330
311
353
333
374
354
393
374
411
392
427
408
DA = 1282
0
1
2
3
4
5
6
7
8
9
10
11
234
273
303
325
343
356
367
375
381
387
391
395
209
248
279
304
323
339
351
361
370
376
382
386
189
171
226
208
258
239
284
265
305
287
322
306
336
321
348
334
357
344
365
353
372
361
377
368
DB = 2209
153
191
177
222
207
248
233
271
255
290
275
306
292
320
307
332
319
342
330
350
339
358
348
DF = 2428
164
193
181
219
206
241
228
261
248
279
266
294
281
307
295
319
307
329
318
338
327
DA = 2442
242
280
257
319
293
357
328
391
363
423
394
455
424
486
453
515
478
544
478
561
478
DA =356
7’-6
8’-0
8’-6
9’-0
10’-0
238
221
271
252
304
282
337
313
368
344
397
359
412
359
412
359
412
359
412
359
K2 = 870
206
235
264
293
316
316
316
316
316
316
193
220
247
275
280
280
280
280
280
280
182
207
233
249
249
249
249
249
249
249
185
202
202
202
202
202
202
202
202
K1
0.486
0.377
0.309
0.261
0.226
0.199
0.178
0.161
0.147
0.136
0.126
0.117
176
199
202
202
202
202
202
202
202
0.583
0.434
0.345
0.287
0.245
0.214
0.190
0.171
0.155
0.142
0.131
0.122
148
171
194
202
202
202
202
202
202
0.729
0.509
0.392
0.318
0.268
0.231
0.203
0.182
0.164
0.149
0.137
0.127
138
161
180
197
202
202
202
202
202
0.972
0.617
0.452
0.357
0.295
0.251
0.219
0.194
0.174
0.158
0.144
0.133
225
209
257
239
287
270
314
296
340
321
365
345
388
359
411
359
412
359
412
359
K2 = 870
184
171
217
202
245
231
270
255
294
278
316
300
336
320
356
339
374
357
390
359
K2 = 870
170
159
195
184
216
206
236
225
254
243
270
259
284
273
296
286
308
297
318
308
K2 = 870
195
223
252
280
303
316
316
316
316
316
159
188
217
241
264
285
305
316
316
316
148
175
196
215
232
248
263
276
288
298
182
209
236
264
280
280
280
280
280
280
149
176
203
229
251
271
280
280
280
280
138
165
186
205
222
238
253
266
278
280
171
197
222
248
249
249
249
249
249
249
140
166
191
217
239
249
249
249
249
249
130
155
178
196
213
229
244
249
249
249
DIAPHRAGM
36/3
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
*
0
1
2
3
4
5
6
7
8
9
10
11
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
0.3*D
X
SPAN
+ 3*K1* SPAN
71
SUPPORT FASTENERS: #12 TEK screws
Fastener
Layout
36/7
36/5
DIAPHRAGM
36/4
36/3
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
*
0
1
2
3
4
5
6
7
8
9
10
11
3’-0
283
355
419
475
524
566
602
633
659
682
701
718
3’-6
246
311
371
425
473
515
553
586
614
639
661
681
4’-0
4'-6
214
189
276
248
332
299
383
347
429
392
471
432
509
469
542
503
572
534
599
562
623
587
644
609
DB =129
5’-0
5’-6
169
223
202
273
250
317
292
359
332
399
369
435
404
468
437
499
467
527
495
553
521
576
545
DF = 226
0
1
2
3
4
5
6
7
8
9
10
11
250
310
358
397
427
452
471
487
499
509
518
525
220
276
324
364
396
423
445
463
478
490
500
509
196
175
249
225
295
270
334
308
368
342
396
371
420
396
440
417
457
435
471
451
483
465
493
476
DB = 758
156
206
189
248
229
285
265
319
298
348
327
373
353
396
375
415
396
432
413
447
429
459
443
DF = 886
173
213
198
247
231
279
262
308
290
333
316
356
339
377
360
395
378
412
395
426
410
DA = 974
0
1
2
3
4
5
6
7
8
9
10
11
191
248
291
322
345
362
375
385
392
398
403
407
169
223
266
299
325
344
359
371
380
388
394
399
150
132
201
183
244
224
278
258
305
286
326
309
343
328
357
343
368
355
377
365
384
374
390
381
DB = 1072
118
168
155
207
192
241
225
269
253
293
277
312
298
329
315
342
329
353
342
363
352
371
361
DF =1216
141
179
167
211
198
239
226
263
250
284
271
302
289
317
305
330
319
341
331
351
341
DA = 1282
0
1
2
3
4
5
6
7
8
9
10
11
160
202
228
245
255
263
268
272
275
277
279
280
143
185
214
233
246
255
262
267
270
273
275
277
129
117
171
157
200
188
222
210
237
227
247
239
255
248
261
255
266
260
269
265
272
268
274
271
DB = 2209
105
146
136
176
166
200
190
217
208
231
223
241
234
249
242
255
249
260
255
264
259
267
263
DF = 2428
127
156
148
180
171
199
191
214
207
226
219
236
229
244
238
250
245
255
250
259
255
DA = 2442
184
229
210
270
251
308
287
343
321
377
353
409
384
439
413
467
440
492
466
517
478
DA =356
7’-6
8’-0
8’-6
9’-0
10’-0
195
181
233
217
268
252
301
283
332
313
361
341
390
359
412
359
412
359
412
359
K2 = 870
169
203
236
267
296
316
316
316
316
316
158
190
222
253
280
280
280
280
280
280
149
179
209
239
249
249
249
249
249
249
160
187
202
202
202
202
202
202
202
K1
0.551
0.416
0.334
0.279
0.239
0.210
0.187
0.168
0.153
0.140
0.129
0.120
154
181
202
202
202
202
202
202
202
0.661
0.476
0.371
0.304
0.258
0.224
0.198
0.177
0.160
0.146
0.135
0.125
135
160
181
200
202
202
202
202
202
0.827
0.555
0.418
0.335
0.280
0.240
0.210
0.187
0.168
0.153
0.140
0.130
125
144
160
175
187
198
202
202
202
1.102
0.667
0.479
0.373
0.306
0.259
0.225
0.198
0.177
0.161
0.147
0.135
186
172
217
205
247
233
274
260
299
284
322
307
343
328
362
347
380
359
395
359
K2 = 870
157
147
187
176
214
203
237
226
259
247
277
266
294
282
308
297
320
310
331
322
K2 = 870
140
132
163
156
183
175
199
192
212
205
223
217
232
226
239
234
245
241
250
246
K2 = 870
161
193
221
247
271
293
314
316
316
316
137
167
192
216
236
255
272
287
300
312
126
148
168
185
199
210
220
229
236
242
151
183
210
234
258
280
280
280
280
280
128
159
183
206
226
245
262
277
280
280
119
142
161
178
192
204
215
223
231
237
142
172
199
223
246
249
249
249
249
249
121
151
175
197
217
236
249
249
249
249
114
136
155
172
186
199
209
218
226
233
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
72
0.3*D
X
SPAN
+ 3*K1* SPAN
Fastener
Layout
36/7
36/5
36/4
3’-0
601
754
889
1009
1112
1201
1278
1343
1400
1448
1489
1525
3’-6
523
661
787
901
1003
1093
1173
1243
1304
1357
1404
1446
4’-0
457
587
704
812
910
999
1079
1150
1214
1272
1322
1368
4'-6
404
528
636
737
830
917
995
1067
1133
1191
1245
1293
DB = 97
5’-0
362
475
579
673
762
845
922
993
1058
1109
1109
1109
5’-6
327
430
531
619
703
783
857
916
916
916
916
916
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
7’-6
298
273
252
234
393
488
449
415
386
573
533
496
462
652
608
566
493
728
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
K2 = 1056
0
1
2
3
4
5
6
7
8
9
10
11
532
659
761
843
908
960
1001
1034
1061
1083
1101
1116
468
587
689
773
842
899
945
984
1015
1042
1064
1082
417
374
528
479
626
572
710
654
781
726
841
787
891
840
934
886
970
925
1000
958
1025
987
1047
1011
DB = 567
334
438
526
606
676
738
792
840
881
917
948
975
302
402
486
562
631
693
748
796
839
877
910
916
275
370
451
524
591
652
707
756
770
770
770
770
252
233
421
491
556
615
656
656
656
656
656
656
0
1
2
3
4
5
6
7
8
9
10
11
408
528
618
685
733
770
797
818
834
847
857
865
359
474
565
635
689
731
763
788
808
824
837
848
320
283
428
389
517
476
590
548
647
608
693
656
729
696
758
728
782
754
800
776
816
794
829
809
DB = 802
252
356
440
511
571
621
663
698
727
751
771
788
228
328
408
477
537
589
632
669
699
726
748
767
207
302
380
447
507
558
602
640
673
701
725
745
0
1
2
3
4
5
6
7
8
9
10
11
340
429
484
520
543
559
570
579
585
589
593
596
304
394
454
495
523
543
557
567
575
581
586
590
274
249
362
335
426
399
471
447
503
482
526
508
542
527
555
542
565
554
572
563
578
570
583
576
DB = 1652
225
310
375
424
462
490
512
529
542
553
561
568
203
288
352
403
442
473
496
515
530
542
552
559
184
269
332
383
423
455
481
501
518
531
542
551
8’-0
218
8’-6
204
9’-0
192
10’-0
171
361
432
433
433
433
433
433
433
433
433
338
384
384
384
384
384
384
384
384
384
318
342
342
342
342
342
342
342
342
342
277
277
277
277
277
277
277
277
277
201
188
177
157
394
368
461
434
523
493
566
493
566
493
566
493
566
493
566
493
566
493
566
493
K2 = 1056
344
410
433
433
433
433
433
433
433
433
322
384
384
384
384
384
384
384
384
384
303
342
342
342
342
342
342
342
342
342
277
277
277
277
277
277
277
277
277
190
175
150
140
131
116
355
420
479
530
575
614
647
656
656
656
333
313
396
374
453
429
504
479
548
493
566
493
566
493
566
493
566
493
566
493
K2 = 1056
293
354
408
433
433
433
433
433
433
433
274
336
384
384
384
384
384
384
384
384
258
320
342
342
342
342
342
342
342
342
277
277
277
277
277
277
277
277
277
169
155
133
124
116
102
313
364
405
438
465
487
505
520
532
542
296
281
346
330
388
372
422
407
450
436
474
460
493
480
508
493
521
493
532
493
K2 = 1056
266
315
357
392
422
433
433
433
433
433
253
301
342
378
384
384
384
384
384
384
242
288
329
342
342
342
342
342
342
342
265
277
277
277
277
277
277
277
277
216
162
143
K1
0.537
0.317
0.225
0.174
0.142
0.120
0.104
0.092
0.082
0.074
0.068
0.062
0.644
0.352
0.242
0.184
0.149
0.125
0.108
0.094
0.084
0.076
0.069
0.063
0.805
0.395
0.261
0.195
0.156
0.130
0.111
0.097
0.086
0.078
0.071
0.065
1.074
0.450
0.285
0.208
0.164
0.135
0.115
0.100
0.089
0.080
0.072
0.066
DIAPHRAGM
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
with 1.5BI deck.
K2
G' =
, Kips/inch
3.78 +
0.3*D
B
SPAN
+ 3*K1* SPAN
SPAN is in feet
73
Fastener
Layout
36/7
36/5
DIAPHRAGM
36/4
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
3’-0
496
647
777
888
981
1058
1122
1175
1219
1256
1287
1313
3’-6
431
568
691
798
891
971
1040
1098
1147
1190
1226
1257
0
1
2
3
4
5
6
7
8
9
10
11
439
563
659
731
786
828
859
884
904
919
932
942
0
1
2
3
4
5
6
7
8
9
10
11
0
1
2
3
4
5
6
7
8
9
10
11
4’-0
377
505
619
722
813
894
964
1025
1079
1125
1165
1200
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
7’-6
246
226
208
193
341
433
401
371
345
515
479
448
421
591
552
517
487
663
621
566
493
730
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
770
656
566
493
DA = 266
K2 = 1056
4'-6
333
455
560
658
746
825
896
959
1014
1063
1106
1145
DB = 97
5’-0
5’-6
298
270
412
373
511
469
603
556
687
636
764
711
834
779
897
842
954
899
1005
916
1050
916
1091
916
DF = 169
386
504
599
675
735
782
819
849
872
892
907
920
344
308
454
412
547
502
624
578
687
642
738
696
779
740
813
777
840
807
862
833
881
854
897
872
DB = 567
276
249
377
347
463
428
537
501
602
564
656
620
703
667
742
708
775
743
803
773
827
799
847
821
DF = 663
227
208
321
399
372
468
439
531
500
586
555
634
603
676
646
713
656
744
656
770
656
770
656
DA = 728
192
336
453
535
592
631
659
679
694
705
713
720
726
296
408
492
554
598
631
655
674
688
699
707
714
264
233
370
337
454
419
518
485
566
536
603
576
631
607
653
631
670
651
683
666
694
679
702
689
DB = 802
208
188
309
285
389
362
454
426
507
480
549
523
583
559
610
588
631
612
649
631
663
648
675
661
DF = 909
281
365
414
442
460
471
479
484
488
491
494
496
251
337
391
424
446
460
470
477
482
486
489
492
226
206
312
289
369
348
406
388
431
416
448
436
460
450
469
461
476
469
481
475
485
479
488
483
DB = 1652
186
167
268
250
328
310
371
354
401
386
423
411
440
429
452
442
461
453
468
461
474
468
478
473
DF = 1816
8’-0
180
8’-6
169
9’-0
158
10’-0
141
322
394
433
433
433
433
433
433
433
433
303
370
384
384
384
384
384
384
384
384
285
342
342
342
342
342
342
342
342
342
277
277
277
277
277
277
277
277
277
166
155
146
130
349
328
413
390
473
447
526
493
566
493
566
493
566
493
566
493
566
493
566
493
K2 = 1056
308
369
424
433
433
433
433
433
433
433
289
350
384
384
384
384
384
384
384
384
272
333
342
342
342
342
342
342
342
342
277
277
277
277
277
277
277
277
277
171
156
265
338
317
401
378
454
431
499
476
536
514
567
546
592
573
614
596
631
615
646
631
DA = 959
144
124
116
108
96
298
280
357
338
409
389
455
434
493
473
526
493
554
493
566
493
566
493
566
493
K2 = 1056
265
321
371
416
433
433
433
433
433
433
250
305
354
384
384
384
384
384
384
384
235
291
338
342
342
342
342
342
342
342
265
277
277
277
277
277
277
277
277
152
139
234
293
277
338
323
372
358
398
385
417
406
433
423
444
436
454
446
461
454
467
461
DA = 1827
128
110
102
96
85
237
282
319
349
374
393
409
423
433
433
226
271
307
338
363
384
384
384
384
384
216
260
296
327
342
342
342
342
342
342
240
276
277
277
277
277
277
277
277
with 1.5BI deck.
178
133
118
263
250
308
295
344
332
373
361
395
384
413
403
427
418
438
430
448
441
455
449
K2 = 1056
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
74
0.3*D
X
SPAN
+ 3*K1* SPAN
K1
0.537
0.317
0.225
0.174
0.142
0.120
0.104
0.092
0.082
0.074
0.068
0.062
0.644
0.352
0.242
0.184
0.149
0.125
0.108
0.094
0.084
0.076
0.069
0.063
0.805
0.395
0.261
0.195
0.156
0.130
0.111
0.097
0.086
0.078
0.071
0.065
1.074
0.450
0.285
0.208
0.164
0.135
0.115
0.100
0.089
0.080
0.072
0.066
Fastener
Layout
36/7
36/5
36/4
3’-0
496
573
644
711
773
830
883
931
975
1015
1052
1085
3’-6
431
500
566
628
687
742
793
841
885
927
965
1000
0
1
2
3
4
5
6
7
8
9
10
11
439
504
561
612
656
694
728
757
783
805
824
842
0
1
2
3
4
5
6
7
8
9
10
11
0
1
2
3
4
5
6
7
8
9
10
11
4’-0
377
443
504
561
616
668
717
764
808
849
887
924
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
4'-6
333
395
453
506
557
606
653
698
740
781
819
855
DB = 97
5’-0
5’-6
298
354
321
410
371
460
422
508
466
554
510
598
551
641
592
682
631
721
668
758
705
794
739
DF = 169
386
447
502
552
596
636
672
703
731
756
778
798
344
308
400
362
452
411
500
457
544
499
584
539
621
575
653
608
683
638
710
666
734
692
756
715
DB = 567
276
329
300
376
346
419
387
460
426
498
463
534
498
567
530
598
561
626
589
652
615
676
640
DF = 663
274
320
294
359
334
396
370
432
404
465
436
497
467
527
496
555
524
581
550
606
575
DA = 728
336
399
452
496
533
564
589
611
629
644
657
668
296
355
407
451
490
523
551
575
596
614
629
642
264
233
319
289
368
336
412
379
451
417
485
451
515
482
541
509
564
533
583
554
600
573
616
589
DB = 802
208
264
239
308
284
349
323
386
360
420
393
451
423
479
451
504
476
526
499
546
520
564
539
DF = 909
217
263
243
301
281
336
314
368
346
398
375
426
402
451
428
474
451
496
473
515
492
DA = 959
281
328
364
391
412
428
441
451
459
465
470
475
251
298
336
366
389
408
423
435
445
452
459
465
226
206
272
250
310
288
342
319
367
346
388
368
405
386
418
402
430
415
439
425
447
435
454
442
DB = 1652
186
230
213
267
249
299
280
326
308
349
331
369
352
385
369
399
385
411
398
422
409
431
419
DF = 1816
198
233
218
264
248
291
275
315
299
336
321
354
339
370
356
384
370
396
383
406
395
DA = 1827
292
339
312
386
355
431
398
471
438
511
476
549
512
586
547
622
582
657
615
691
648
DA = 266
7’-6
288
268
328
305
368
343
408
380
445
417
479
450
513
482
546
493
566
493
566
493
K2 = 1056
272
253
312
290
347
326
379
357
410
387
440
416
469
444
496
470
522
493
546
493
K2 = 1056
224
208
263
245
295
278
326
308
354
336
381
362
406
386
429
409
451
431
471
451
K2 = 1056
205
193
235
222
261
248
285
271
306
293
325
312
342
329
357
345
371
359
383
371
K2 = 1056
8’-0
8’-6
9’-0
10’-0
250
285
320
355
390
424
433
433
433
433
234
267
300
333
366
384
384
384
384
384
220
252
283
314
342
342
342
342
342
342
225
253
277
277
277
277
277
277
277
K1
0.537
0.417
0.341
0.288
0.250
0.220
0.197
0.178
0.163
0.150
0.138
0.129
214
242
270
277
277
277
277
277
277
0.644
0.479
0.381
0.316
0.271
0.236
0.210
0.189
0.171
0.157
0.145
0.134
180
208
236
263
277
277
277
277
277
0.805
0.563
0.432
0.351
0.295
0.255
0.224
0.200
0.181
0.165
0.151
0.140
169
197
218
238
256
274
277
277
277
1.074
0.682
0.499
0.394
0.325
0.277
0.241
0.214
0.192
0.174
0.159
0.146
236
271
306
337
366
394
421
433
433
433
194
229
263
291
318
344
368
391
412
432
180
211
236
259
280
300
317
333
347
360
221
254
287
320
347
374
384
384
384
384
182
214
247
277
303
327
351
373
384
384
168
200
225
248
269
288
305
321
336
349
208
239
270
301
330
342
342
342
342
342
170
202
233
263
288
312
335
342
342
342
158
189
215
237
258
277
294
310
325
338
DIAPHRAGM
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
0.3*D
X
SPAN
+ 3*K1* SPAN
75
Fastener
Layout
36/7
36/5
DIAPHRAGM
36/4
36/3
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
*
0
1
2
3
4
5
6
7
8
9
10
11
3’-0
343
430
508
577
636
687
731
768
800
828
851
871
3’-6
298
377
450
515
574
625
671
711
746
776
803
826
4’-0
261
335
403
464
521
572
617
658
695
727
756
782
4'-6
230
301
363
422
475
525
570
611
648
682
712
740
DB = 97
5’-0
5’-6
206
272
246
331
303
385
354
436
403
484
448
528
491
569
531
606
567
640
601
671
633
700
662
DF = 169
0
1
2
3
4
5
6
7
8
9
10
11
303
376
435
482
519
548
572
591
606
618
628
637
267
335
394
442
481
514
540
562
580
595
607
618
238
213
302
274
358
327
406
374
447
415
481
450
510
481
534
506
554
529
571
548
586
564
598
578
DB = 567
191
250
230
301
278
346
322
387
361
422
397
453
428
480
456
504
480
524
502
542
521
558
537
DF = 663
211
258
241
300
281
339
318
373
352
405
383
433
411
458
437
480
459
500
480
518
498
DA = 728
0
1
2
3
4
5
6
7
8
9
10
11
232
301
353
391
419
440
455
467
476
483
489
494
205
271
323
363
394
418
436
450
462
471
478
484
182
161
244
222
296
272
337
314
370
348
396
375
417
398
433
416
446
431
457
443
466
453
473
462
DB = 802
144
204
188
251
233
292
273
327
308
355
337
379
362
399
382
415
400
429
415
440
427
450
438
DF = 909
173
217
203
256
241
290
274
319
303
345
329
366
351
385
370
401
387
414
402
426
414
DA = 959
0
1
2
3
4
5
6
7
8
9
10
11
194
245
277
297
310
319
325
330
334
336
338
340
174
225
260
283
299
310
318
324
328
332
334
336
156
142
207
191
243
228
269
255
287
275
300
290
310
301
317
310
322
316
327
321
330
325
333
329
DB = 1652
128
177
165
214
201
243
230
264
253
280
270
292
284
302
294
310
303
315
309
320
315
324
319
DF = 1816
154
190
179
219
208
242
232
260
251
275
266
286
279
296
289
303
297
309
304
314
309
DA = 1827
224
279
257
328
305
374
348
417
390
458
429
497
466
533
501
566
534
598
566
627
595
DA = 266
7’-6
238
221
284
265
326
306
365
344
403
380
439
414
473
447
505
479
536
493
565
493
K2 = 1056
225
211
264
248
300
283
333
315
363
345
391
373
417
398
440
421
461
443
480
462
K2 = 1056
191
179
227
214
259
246
288
274
314
300
337
323
356
343
374
361
389
376
402
390
K2 = 1056
169
161
198
189
222
213
242
233
258
249
271
263
282
274
290
284
298
292
304
299
K2 = 1056
8’-0
8’-6
9’-0
10’-0
206
247
288
324
359
392
424
433
433
433
194
232
271
307
340
372
384
384
384
384
182
219
255
291
323
342
342
342
342
342
196
228
261
277
277
277
277
277
277
K1
0.607
0.458
0.368
0.307
0.264
0.231
0.206
0.185
0.169
0.155
0.143
0.133
188
220
248
274
277
277
277
277
277
0.729
0.524
0.409
0.336
0.284
0.247
0.218
0.195
0.177
0.161
0.149
0.138
164
194
219
243
265
277
277
277
277
0.911
0.612
0.461
0.370
0.308
0.265
0.232
0.206
0.186
0.169
0.155
0.143
152
174
194
212
227
241
253
263
271
1.215
0.736
0.528
0.411
0.337
0.285
0.248
0.219
0.196
0.177
0.162
0.149
197
235
268
299
328
356
381
404
425
433
168
203
234
262
287
310
330
348
364
379
152
180
204
224
241
256
267
278
286
293
184
222
254
285
313
340
365
384
384
384
157
193
222
250
275
298
318
336
353
368
145
172
196
216
233
248
261
271
280
288
174
210
242
271
299
325
342
342
342
342
148
183
212
239
264
286
306
325
342
342
138
165
188
209
226
241
254
265
274
282
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
76
0.3*D
X
SPAN
+ 3*K1* SPAN
Fastener
Layout
36/7
36/5
36/4
3’-0
783
981
1158
1312
1447
1563
1663
1748
1821
1884
1938
1985
3’-6
681
860
1024
1172
1305
1422
1526
1617
1696
1766
1827
1881
4’-0
599
764
916
1056
1184
1299
1403
1497
1580
1654
1720
1779
4'-6
530
687
827
958
1080
1192
1295
1388
1473
1550
1619
1682
DB = 63
5’-0
474
622
753
876
991
1099
1199
1291
1376
1454
1525
1590
5’-6
429
564
690
806
915
1018
1114
1205
1288
1366
1434
1434
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
7’-6
392
360
332
309
515
637
587
544
506
745
693
647
604
849
791
740
695
947
884
829
771
1040
973
885
771
1127
1027
885
771
1205
1027
885
771
1205
1027
885
771
1205
1027
885
771
1205
1027
885
771
K2 = 1398
0
1
2
3
4
5
6
7
8
9
10
11
693
858
991
1097
1182
1249
1303
1346
1381
1409
1433
1453
610
765
896
1005
1096
1170
1230
1280
1322
1356
1385
1409
543
489
688
624
815
745
924
851
1016
944
1094
1024
1160
1093
1215
1152
1262
1203
1301
1247
1335
1284
1363
1316
DB = 372
439
570
685
788
879
960
1031
1093
1146
1193
1234
1269
397
524
632
732
821
902
973
1036
1092
1141
1184
1223
362
484
587
682
769
848
920
983
1040
1091
1137
1177
0
1
2
3
4
5
6
7
8
9
10
11
531
687
804
891
955
1002
1038
1065
1086
1103
1116
1127
467
616
735
827
897
951
993
1026
1052
1073
1090
1104
416
372
557
507
673
619
767
713
842
791
902
854
949
905
987
947
1017
981
1042
1010
1062
1033
1079
1053
DB = 526
332
464
572
665
743
808
863
908
946
977
1003
1026
300
427
531
621
699
766
822
870
910
944
973
998
273
396
494
582
659
726
784
833
876
912
943
970
0
1
2
3
4
5
6
7
8
9
10
11
443
558
630
677
707
728
743
753
761
768
772
776
397
513
591
645
681
707
725
739
749
757
763
768
297
404
488
552
601
638
666
688
706
719
730
739
268
375
458
524
575
615
646
670
690
705
718
728
243
350
432
498
550
592
626
652
674
691
705
717
357
325
472
436
554
520
613
582
654
627
684
661
706
687
723
706
735
721
745
733
753
742
759
750
DB = 1084
8’-0
288
8’-6
270
9’-0
253
10’-0
226
473
565
655
678
678
678
678
678
678
678
444
531
600
600
600
600
600
600
600
600
418
500
536
536
536
536
536
536
536
536
434
434
434
434
434
434
434
434
434
266
249
234
208
513
482
599
565
681
643
756
716
825
771
885
771
885
771
885
771
885
771
885
771
K2 = 1398
450
533
609
678
678
678
678
678
678
678
423
505
578
600
600
600
600
600
600
600
398
480
536
536
536
536
536
536
536
536
430
434
434
434
434
434
434
434
434
250
231
199
186
174
155
462
547
622
689
747
798
842
880
914
942
434
408
515
487
589
558
655
623
713
681
765
733
810
771
850
771
884
771
885
771
K2 = 1398
384
461
531
594
652
678
678
678
678
678
360
437
505
567
600
600
600
600
600
600
339
416
482
536
536
536
536
536
536
536
376
434
434
434
434
434
434
434
434
223
205
177
165
155
137
407
473
527
571
606
634
657
676
692
705
385
365
450
429
505
484
549
529
586
567
616
599
641
625
662
647
679
665
693
681
K2 = 1398
347
410
464
510
549
581
609
632
651
668
330
391
445
491
531
564
593
600
600
600
314
375
428
474
514
536
536
536
536
536
344
396
434
434
434
434
434
434
434
332
547
638
723
800
870
934
992
1027
1027
1027
307
285
214
190
K1
0.618
0.364
0.258
0.200
0.163
0.138
0.119
0.105
0.094
0.085
0.077
0.071
0.741
0.403
0.277
0.211
0.170
0.143
0.123
0.108
0.096
0.087
0.079
0.073
0.926
0.453
0.300
0.224
0.179
0.149
0.127
0.111
0.099
0.089
0.081
0.074
1.235
0.516
0.326
0.238
0.188
0.155
0.132
0.115
0.102
0.091
0.083
0.076
DIAPHRAGM
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
with 1.5BI deck.
K2
G' =
, Kips/inch
3.78 +
0.3*D
B
SPAN
+ 3*K1* SPAN
SPAN is in feet
77
Fastener
Layout
36/7
36/5
DIAPHRAGM
36/4
36/3
*
1
2
4'-6
435
590
728
854
968
1071
1163
1244
1316
1380
1436
1486
5’-0
390
536
663
782
892
992
1083
1165
1238
1304
1363
1416
DB = 63
SPAN (FT.-IN.)
5’-6
6’-0
6’-6
7’-0
353
322
296
273
487
445
609
563
523
484
721
668
622
582
826
768
717
672
922
861
806
757
1011
947
890
838
1092
1027
968
885
1166
1100
1027
885
1233
1168
1027
885
1294
1205
1027
885
1349
1205
1027
885
DF = 111
DA = 175
*
0
1
2
3
4
5
6
7
8
9
10
11
3’-0
644
839
1009
1152
1273
1373
1456
1525
1582
1630
1670
1704
3’-6
560
737
896
1036
1157
1261
1349
1425
1489
1544
1591
1631
4’-0
492
656
804
937
1056
1160
1251
1331
1400
1460
1513
1558
0
1
2
3
4
5
6
7
8
9
10
11
570
731
855
949
1020
1074
1116
1148
1173
1193
1210
1223
501
654
778
876
954
1015
1063
1102
1132
1157
1178
1194
446
402
589
535
710
652
810
751
892
834
958
903
1011
960
1055
1008
1090
1048
1119
1081
1144
1108
1164
1132
DB = 372
361
326
489
450
601
556
698
650
781
733
852
804
912
866
963
919
1006
965
1042
1004
1073
1037
1099
1066
DF = 435
297
273
417
517
483
608
570
689
649
760
720
823
783
877
838
925
887
966
930
1002
967
1033
1000
DA = 478
252
0
1
2
3
4
5
6
7
8
9
10
11
436
588
695
768
819
855
881
900
915
926
935
942
384
530
639
719
777
819
851
874
893
907
918
927
342
306
480
438
589
544
672
629
735
695
783
747
819
788
847
819
869
845
886
865
900
881
911
894
DB = 526
273
247
402
371
505
470
589
553
658
623
712
679
756
725
791
763
819
794
842
819
861
840
877
858
DF = 597
0
1
2
3
4
5
6
7
8
9
10
11
364
474
537
574
597
611
621
629
634
638
641
643
326
438
507
551
578
597
610
619
626
631
635
638
294
267
404
375
478
451
527
504
560
540
582
566
598
584
609
598
617
608
624
616
629
622
633
627
DB = 1084
244
220
348
325
426
402
481
459
521
502
549
533
570
556
586
574
598
588
607
598
615
607
621
614
DF = 1192
8’-6
222
9’-0
208
10’-0
186
451
421
546
514
632
596
713
674
771
678
771
678
771
678
771
678
771
678
771
678
K2 = 1398
396
483
564
600
600
600
600
600
600
600
373
455
535
536
536
536
536
536
536
536
407
434
434
434
434
434
434
434
434
234
218
204
192
171
453
426
537
506
613
581
683
649
745
710
801
766
851
771
885
771
885
771
885
771
K2 = 1398
402
479
551
617
678
678
678
678
678
678
378
454
524
588
600
600
600
600
600
600
356
432
499
536
536
536
536
536
536
536
393
434
434
434
434
434
434
434
434
224
206
344
439
411
520
491
590
559
648
618
696
667
736
709
769
744
796
773
819
798
839
820
DA = 630
190
164
153
143
127
386
364
464
439
531
506
590
564
640
615
683
658
720
696
751
729
777
756
800
771
K2 = 1398
344
417
482
539
590
635
673
678
678
678
326
396
460
517
567
600
600
600
600
600
308
377
439
495
536
536
536
536
536
536
345
403
434
434
434
434
434
434
434
200
183
304
380
360
438
419
483
465
516
500
542
527
562
549
577
566
589
579
599
590
606
599
DA = 1199
169
145
136
127
113
308
366
414
453
485
511
531
548
562
574
294
351
399
439
471
498
520
538
553
566
281
337
385
425
458
486
509
528
536
536
311
358
398
433
434
434
434
434
434
= number of sidelap fasteners per span
A 3/8” x 1 1/4” arc seam weld
The shaded values do not comply with the
with 1.5BI deck.
7’-6
254
176
156
341
324
400
383
447
430
484
468
513
499
536
523
554
543
569
559
581
572
591
583
K2 = 1398
8’-0
237
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
78
0.3*D
X
SPAN
+ 3*K1* SPAN
K1
0.618
0.364
0.258
0.200
0.163
0.138
0.119
0.105
0.094
0.085
0.077
0.071
0.741
0.403
0.277
0.211
0.170
0.143
0.123
0.108
0.096
0.087
0.079
0.073
0.926
0.453
0.300
0.224
0.179
0.149
0.127
0.111
0.099
0.089
0.081
0.074
1.235
0.516
0.326
0.238
0.188
0.155
0.132
0.115
0.102
0.091
0.083
0.076
1.5 (B ,F, A) 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
Fastener
Layout
36/7
36/5
36/4
3’-0
644
745
840
928
1009
1085
1153
1216
1274
1326
1374
1417
3’-6
560
651
738
820
897
969
1037
1100
1158
1212
1262
1308
0
1
2
3
4
5
6
7
8
9
10
11
570
655
731
797
855
906
950
988
1021
1049
1075
1097
0
1
2
3
4
5
6
7
8
9
10
11
0
1
2
3
4
5
6
7
8
9
10
11
4’-0
492
577
657
732
805
873
938
999
1057
1111
1161
1209
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
4'-6
435
518
590
661
728
793
855
913
969
1022
1072
1119
DB = 63
5’-0
5’-6
390
464
420
536
488
601
551
664
610
725
667
783
722
839
775
893
827
944
876
993
923
1040
969
DF = 111
501
581
654
719
778
830
877
918
955
987
1016
1041
446
402
521
471
590
536
653
596
711
652
763
704
811
751
854
795
892
835
927
871
958
904
986
934
DB = 372
361
429
394
490
451
547
505
601
557
651
605
698
651
742
694
782
733
819
771
853
805
884
837
DF = 435
359
417
387
469
437
518
484
564
528
609
571
650
612
690
650
727
686
761
721
794
753
DA = 478
436
519
589
647
695
735
769
796
819
839
855
869
384
462
530
589
640
683
719
751
777
800
820
836
342
306
415
376
480
438
538
494
589
545
634
590
673
630
707
665
736
696
761
723
783
748
803
769
DB = 526
273
343
314
402
371
456
422
505
470
550
514
590
554
626
590
658
623
687
653
713
680
736
704
DF = 597
286
344
320
393
367
439
411
482
453
521
491
557
527
590
560
621
591
648
619
674
644
DA = 630
364
427
474
510
537
558
574
587
597
605
612
617
326
388
438
477
507
532
551
566
579
589
597
604
294
267
355
325
405
375
446
417
479
451
506
480
527
504
545
524
560
541
572
554
582
566
591
576
DB = 1084
244
300
278
348
325
390
366
426
402
456
433
481
460
503
482
521
502
537
519
550
533
561
546
DF = 1192
258
304
285
344
324
380
360
411
391
439
419
463
444
483
465
501
484
517
500
530
515
DA = 1199
384
445
410
507
467
563
523
617
574
669
623
720
671
769
718
816
763
862
807
906
850
DA = 175
7’-6
379
352
432
402
485
451
536
501
582
547
628
590
673
632
716
674
758
714
799
754
K2 = 1398
358
333
409
382
453
426
496
467
537
507
577
545
614
581
650
616
684
649
716
681
K2 = 1398
296
275
344
324
387
364
427
403
464
440
499
474
532
506
562
536
591
565
617
591
K2 = 1398
268
253
306
290
341
324
373
355
401
383
425
408
447
431
467
451
484
469
500
485
K2 = 1398
8’-0
8’-6
9’-0
10’-0
329
376
422
468
515
556
597
636
675
678
309
352
396
440
483
526
565
600
600
600
291
332
373
414
455
496
536
536
536
536
297
334
371
408
434
434
434
434
434
K1
0.618
0.479
0.392
0.331
0.287
0.253
0.226
0.205
0.187
0.172
0.159
0.148
282
319
356
393
425
434
434
434
434
0.741
0.551
0.438
0.364
0.311
0.272
0.241
0.217
0.197
0.180
0.166
0.154
238
275
312
345
375
404
431
434
434
0.926
0.647
0.497
0.403
0.340
0.293
0.258
0.230
0.208
0.189
0.174
0.161
224
257
285
311
336
359
379
399
417
1.235
0.784
0.574
0.453
0.374
0.318
0.277
0.245
0.220
0.200
0.183
0.168
311
357
402
442
480
516
552
586
618
649
256
303
345
382
417
451
482
512
540
566
238
275
309
339
367
392
415
435
454
470
292
335
379
418
455
490
524
557
589
600
274
316
357
397
432
467
500
532
536
536
240
284
327
362
397
429
460
490
517
543
226
267
308
345
378
410
440
469
496
522
223
262
294
324
352
377
400
420
439
456
209
249
281
310
337
362
385
406
425
443
DIAPHRAGM
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
0.3*D
X
SPAN
+ 3*K1* SPAN
79
Fastener
Layout
36/7
36/5
DIAPHRAGM
36/4
36/3
*
0
1
2
3
4
5
6
7
8
9
10
11
3’-0
454
570
673
764
842
910
967
1017
1059
1096
1127
1154
3’-6
395
500
596
682
760
828
888
941
987
1028
1063
1094
0
1
2
3
4
5
6
7
8
9
10
11
402
498
576
638
687
726
757
782
802
819
832
843
0
1
2
3
4
5
6
7
8
9
10
11
0
1
2
3
4
5
6
7
8
9
10
11
4’-0
347
444
533
615
689
757
817
872
920
963
1001
1036
SPAN (FT.-IN.)
6’-0
6’-6
7’-0
4'-6
307
399
481
558
629
695
755
809
858
903
943
979
DB = 63
5’-0
5’-6
275
362
328
438
402
510
469
578
533
641
593
699
650
753
702
802
751
847
796
889
838
926
876
DF = 111
353
444
521
585
637
680
715
744
768
788
804
818
315
283
400
362
474
433
537
496
591
550
637
596
675
636
707
671
734
700
756
725
776
747
792
765
DB = 372
254
331
304
398
368
459
426
512
478
559
525
600
567
636
603
667
636
694
664
718
689
738
711
DF = 435
281
342
319
397
372
448
421
494
466
536
507
573
544
606
578
636
608
662
635
685
660
DA = 478
308
399
468
518
555
582
603
618
630
640
648
654
271
358
427
481
522
553
577
596
611
623
633
641
241
215
324
295
392
360
446
415
490
460
524
497
552
527
574
551
591
571
605
587
617
600
627
612
DB = 526
193
270
248
333
309
387
362
433
407
471
446
502
479
528
506
550
530
568
549
583
566
596
580
DF = 597
230
288
269
339
319
384
363
423
402
456
435
485
465
510
490
531
512
549
532
564
548
DA = 630
257
324
366
393
411
423
431
437
442
445
448
450
230
298
344
375
396
410
421
429
435
439
443
446
207
188
274
253
322
302
356
338
380
365
397
384
410
399
420
410
427
419
433
425
437
431
441
435
DB = 1084
172
235
218
284
267
321
305
349
335
371
358
387
376
400
390
410
401
418
410
424
417
429
423
DF = 1192
204
251
237
290
276
320
307
345
332
364
352
379
369
392
382
402
393
410
402
416
410
DA = 1199
299
371
342
434
404
495
461
552
516
606
568
657
617
705
664
750
708
791
749
830
787
DA = 175
7’-6
316
295
377
352
431
405
483
455
533
503
581
548
626
592
669
634
710
674
748
711
K2 = 1398
298
280
349
329
397
375
441
417
481
457
518
494
552
527
582
558
610
586
635
612
K2 = 1398
252
238
300
284
343
326
382
363
416
397
446
427
472
454
495
478
515
498
532
517
K2 = 1398
224
213
262
250
294
282
320
308
341
330
358
348
373
363
385
376
394
387
403
396
K2 = 1398
8’-0
8’-6
9’-0
10’-0
275
329
382
429
475
519
561
602
641
678
258
309
360
406
450
492
533
573
600
600
243
291
340
385
427
468
508
536
536
536
261
304
348
388
426
434
434
434
434
K1
0.699
0.527
0.423
0.353
0.303
0.266
0.236
0.213
0.194
0.178
0.164
0.152
251
292
328
363
396
427
434
434
434
0.839
0.603
0.471
0.386
0.327
0.284
0.251
0.224
0.203
0.186
0.171
0.158
220
257
290
322
351
378
402
425
434
1.049
0.704
0.530
0.425
0.355
0.304
0.267
0.237
0.213
0.194
0.178
0.164
201
231
257
281
301
319
334
348
359
1.398
0.846
0.607
0.473
0.387
0.328
0.285
0.251
0.225
0.204
0.186
0.171
262
311
355
396
435
471
504
535
563
589
224
269
309
346
380
410
437
461
483
502
202
239
270
297
319
338
354
368
379
388
246
294
337
377
415
450
483
513
542
568
232
280
320
359
396
430
463
493
521
536
210
255
295
331
364
394
421
445
467
487
197
243
281
316
349
379
406
430
452
472
192
228
259
286
309
329
345
359
371
381
183
218
249
276
299
319
336
351
363
374
K2
G' =
, Kips/inch
3.78 +
SPAN is in feet
80
0.3*D
X
SPAN
+ 3*K1* SPAN
3 (N, NI) ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
Fastener
Layout
Type 22
24/4
Type 20
24/4
Type 18
24/4
Type 16
24/4
8’-0
105
223
282
342
401
456
501
543
582
619
653
8’-6
96
208
264
319
375
431
477
517
556
592
626
9’-0
9’-6
10’-0
89
82
76
194
247
232
218
300
282
266
352
332
313
405
382
361
454
432
408
494
473
453
532
509
489
567
544
523
601
578
556
D3N = 653
0
2
3
4
5
6
7
8
9
10
11
130
272
343
415
486
548
602
652
699
743
785
120
254
321
388
455
521
573
622
668
712
752
111
103
238
301
283
364
343
427
403
491
463
546
521
594
568
639
612
682
654
722
694
D3N = 488
0
2
3
4
5
6
7
8
9
10
11
176
361
453
546
638
713
782
848
909
967
1020
163
337
424
511
598
677
744
808
868
925
978
151
141
316
398
375
480
452
562
530
644
608
710
678
772
738
831
796
886
850
939
902
D3N = 321
0
2
3
4
5
6
7
8
9
10
11
225
453
567
681
791
881
967
1048
1124
1195
1261
208
423
530
638
745
837
920
999
1074
1144
1210
10’-6
71
SPAN (FT.-IN.)
11’-0
11’-6
66
61
12’-0
57
12’-6
54
13’-0
50
13’-6
47
14’-0
44
15’-0
38
VULCRAFT DOES NOT RECOMMEND
206
251
297
342
387
432
469
503
535
195
238
281
325
368
411
451
484
516
185
226
268
309
350
391
433
467
498
176
215
205
255
243
294
281
334
319
373
357
413
395
450
433
481
464
K2 = 870
96
89
83
78
267
324
381
437
494
544
587
628
668
252
306
361
415
469
522
564
604
643
239
291
342
394
446
498
542
582
620
227
276
326
375
425
474
522
561
598
215
263
251
310
296
358
342
405
387
453
433
500
479
541
523
577
558
K2 = 1056
132
123
116
109
102
354
427
501
575
648
707
763
817
868
335
405
475
546
616
678
733
786
836
317
384
452
519
586
652
705
756
805
301
366
430
494
559
623
679
729
777
194
181
170
397
498
469
443
600
565
535
701
661
626
797
758
717
877
838
802
954
913
874
1027
984
944
1096
1051
1010
1161
1116
1073
D3N = 226
159
149
420
507
594
681
768
839
906
971
1033
398
481
564
647
730
806
872
935
996
196
232
269
305
342
378
415
449
187
222
258
293
328
363
398
433
179
213
247
281
315
349
383
416
165
197
228
260
291
323
355
385
64
60
57
50
240
283
327
371
415
459
502
540
229
271
314
356
398
440
482
523
220
260
301
342
382
423
464
504
202
240
278
316
354
392
430
468
91
86
81
73
287
349
333
410
392
472
451
533
510
595
569
654
628
703
679
750
725
K2 = 1398
318
375
432
489
546
603
657
702
305
359
414
469
524
579
633
680
292
345
398
451
503
556
609
659
270
319
368
418
467
516
565
615
141
133
119
112
107
96
379
458
538
617
696
775
839
901
961
361
437
418
513
491
589
564
665
637
741
710
809
781
869
840
928
897
K2 = 1764
400
470
540
610
680
751
812
867
383
450
518
586
653
721
785
840
367
433
498
563
628
693
759
814
340
400
461
522
583
644
705
765
WELDED SIDELAPS FOR 22 GA.
73
69
96
125
K1
1.093
0.357
0.267
0.213
0.177
0.152
0.133
0.118
0.106
0.097
0.088
1.208
0.392
0.293
0.234
0.195
0.167
0.146
0.130
0.117
0.106
0.097
1.390
0.449
0.336
0.268
0.223
0.191
0.167
0.148
0.133
0.121
0.111
1.555
0.506
0.378
0.302
0.251
0.215
0.188
0.167
0.150
0.137
0.125
DIAPHRAGM
*
0
2
3
4
5
6
7
8
9
10
11
with 3NI deck.
K2
G' =
, Kips/inch
4.31 +
0.3*D
3N
SPAN
+ 3*K1* SPAN
SPAN is in feet
81
3 (N, NI) ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
Fastener
Layout
Type 22
24/4
Type 20
24/4
Type 18
24/4
Type 16
DIAPHRAGM
24/4
*
0
2
3
4
5
6
7
8
9
10
11
8’-0
86
205
264
324
379
423
464
502
537
568
597
8’-6
80
191
247
303
358
403
443
480
514
546
575
9’-0
9’-6
10’-0
73
68
63
179
231
218
205
284
268
253
337
318
300
384
367
348
423
405
388
460
441
423
494
474
456
525
506
487
555
535
516
D3N = 653
0
2
3
4
5
6
7
8
9
10
11
107
250
321
392
455
508
557
603
644
682
717
99
233
300
367
432
484
532
576
618
656
691
92
85
218
281
265
345
325
408
385
461
441
508
486
552
529
593
570
631
607
666
642
D3N = 488
0
2
3
4
5
6
7
8
9
10
11
145
330
422
514
591
660
723
782
836
886
931
134
308
395
482
561
628
690
748
802
851
897
125
116
289
371
349
453
427
534
505
599
572
660
631
717
687
770
739
819
788
865
834
D3N = 321
0
2
3
4
5
6
7
8
9
10
11
184
412
526
639
729
814
893
966
1033
1094
1150
171
385
493
600
693
775
852
924
990
1051
1107
159
148
362
463
437
564
533
660
629
739
706
815
780
885
849
950
913
1011
973
1067
1029
D3N = 226
10’-6
59
SPAN (FT.-IN.)
11’-0
11’-6 12’-0
54
51
47
12’-6
44
13’-0
41
13’-6
39
14’-0
36
VULCRAFT DOES NOT RECOMMEND
194
239
284
330
373
407
439
470
499
184
227
270
313
356
392
423
453
482
174
216
257
298
339
377
408
438
466
166
205
196
245
234
284
272
324
310
364
348
394
381
423
410
451
437
K2 = 870
79
74
69
64
250
307
364
421
466
508
548
585
620
236
291
345
399
448
489
528
564
599
224
276
328
379
430
470
508
545
579
213
262
312
361
411
453
490
526
560
108
101
95
89
330
404
478
548
605
660
711
759
805
313
383
453
524
581
634
685
732
777
297
364
431
498
558
611
660
707
751
282
346
411
475
537
588
637
683
726
269
330
316
392
375
454
434
515
493
567
548
615
594
660
639
703
681
K2 = 1398
139
130
122
115
109
413
504
595
676
747
815
878
938
993
391
478
565
648
717
783
845
904
959
371
454
537
620
690
754
815
873
927
353
433
512
591
664
726
786
843
897
337
413
395
489
468
565
541
639
614
701
676
759
734
815
789
868
841
K2 = 1764
187
224
260
297
333
369
397
424
179
214
249
285
320
355
385
411
172
206
239
273
307
341
373
399
158
190
221
253
285
316
348
376
53
50
47
42
228
272
316
360
404
443
476
509
219
261
303
345
387
429
462
493
210
250
291
332
372
413
448
479
193
231
269
307
345
383
421
452
75
70
67
60
302
359
416
473
530
575
619
660
289
344
399
454
509
557
599
640
278
331
383
436
489
540
581
622
257
306
355
405
454
503
548
587
97
92
87
79
378
448
518
589
654
710
764
815
363
430
498
565
633
687
740
791
348
413
478
544
609
666
718
767
322
383
444
505
566
626
677
725
60
57
203
250
239
298
284
345
330
392
375
437
421
474
458
509
492
542
525
K2 = 1056
84
79
103
with 3NI deck.
K2
G' =
, Kips/inch
4.31 +
0.3*D
3N
SPAN
+ 3*K1* SPAN
SPAN is in feet
82
15’-0
32
K1
1.093
0.357
0.267
0.213
0.177
0.152
0.133
0.118
0.106
0.097
0.088
1.208
0.392
0.293
0.234
0.195
0.167
0.146
0.130
0.117
0.106
0.097
1.390
0.449
0.336
0.268
0.223
0.191
0.167
0.148
0.133
0.121
0.111
1.555
0.506
0.378
0.302
0.251
0.215
0.188
0.167
0.150
0.137
0.125
3N ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
Fastener
Layout
Type 22
24/4
Type 20
24/4
Type 18
24/4
Type 16
24/4
*
2
3
4
5
6
7
8
9
10
11
8’-0
144
173
202
231
259
288
317
346
373
395
8’-6
134
161
188
215
242
269
297
324
351
375
9’-0
9’-6
10’-0
125
150
141
132
176
165
155
202
189
178
227
214
201
253
238
224
278
262
247
304
286
271
330
311
294
355
335
317
D3N = 653
2
3
4
5
6
7
8
9
10
11
177
212
247
282
317
352
387
422
451
477
165
198
231
264
297
329
362
395
428
454
154
185
173
216
203
247
232
278
262
309
291
340
321
372
350
403
380
432
409
D3N = 488
2
3
4
5
6
7
8
9
10
11
237
284
330
376
423
469
515
555
592
627
221
265
308
352
396
439
483
526
562
596
2
3
4
5
6
7
8
9
10
11
301
359
418
476
535
593
648
695
740
784
281
336
391
446
501
556
611
659
703
746
10’-6
SPAN (FT.-IN.)
11’-0
11’-6 12’-0
12’-6
13’-0
13’-6
14’-0
15’-0
112
130
148
166
183
201
219
236
107
124
141
158
175
192
209
227
102
119
135
152
168
184
201
217
93
109
124
139
155
170
185
201
K1
0.587
0.477
0.402
0.347
0.305
0.272
0.246
0.224
0.206
0.191
116
135
154
172
191
210
228
247
0.648
0.526
0.443
0.382
0.337
0.300
0.271
0.247
0.227
0.210
158
183
208
233
257
282
307
331
0.745
0.605
0.509
0.440
0.387
0.345
0.312
0.284
0.261
0.242
203
235
266
297
328
359
390
422
0.836
0.679
0.572
0.494
0.434
0.388
0.350
0.319
0.293
0.271
117
138
159
180
201
222
243
264
285
111
131
151
171
191
211
231
251
271
105
124
118
143
136
163
155
182
173
201
192
220
210
240
229
259
247
K2 = 870
163
191
219
247
275
303
331
359
387
154
180
207
234
260
287
314
340
367
145
171
196
222
247
272
298
323
349
137
162
186
210
235
259
284
308
332
130
154
146
177
169
200
191
224
213
247
236
270
258
294
281
317
303
K2 = 1056
207
248
233
289
272
330
311
372
350
413
389
454
428
495
467
535
506
568
542
D3N = 321
219
257
294
331
368
405
442
479
516
207
242
278
313
348
384
419
454
490
196
230
263
297
331
364
398
432
466
186
218
250
283
315
347
379
411
444
177
207
198
238
227
269
257
300
287
331
316
362
346
393
376
424
405
K2 = 1398
263
315
296
367
345
419
394
471
444
523
493
575
542
626
591
670
639
711
679
D3N = 226
279
326
373
419
466
513
560
606
649
264
308
353
397
442
487
531
576
620
250
292
335
377
420
463
505
548
590
237
278
319
359
400
441
481
522
563
226
265
252
304
290
343
327
382
365
421
402
459
439
498
477
537
514
K2 = 1764
139
161
182
204
225
247
268
290
189
217
246
274
303
331
360
388
241
277
313
349
385
421
457
493
133
154
174
195
216
237
257
278
180
208
235
263
290
317
345
372
231
265
300
335
369
404
438
473
127
147
167
187
207
227
247
267
172
199
225
252
278
305
331
358
221
254
288
321
355
388
421
455
DIAPHRAGM
124
146
168
190
212
234
256
278
300
K2
G' =
, Kips/inch
4.31 +
0.3*D
3N
SPAN
+ 3*K1* SPAN
SPAN is in feet
83
3N ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
Fastener
Layout
Type 22
24/4
Type 20
24/4
Type 18
24/4
Type 16
DIAPHRAGM
24/4
*
2
3
4
5
6
7
8
9
10
11
8’-0
127
160
194
228
259
284
308
330
351
370
8’-6
118
150
181
213
245
270
294
315
336
355
9’-0
9’-6
10’-0
110
140
132
124
170
160
151
200
188
178
230
217
205
258
245
232
280
268
257
302
289
277
322
309
297
341
328
315
D3N = 653
2
3
4
5
6
7
8
9
10
11
156
197
238
279
314
345
374
401
426
450
145
184
223
261
299
328
356
383
408
431
136
172
162
209
197
245
231
282
266
313
299
340
326
366
351
391
375
414
398
D3N = 488
2
3
4
5
6
7
8
9
10
11
211
265
319
373
416
457
495
531
564
595
197
248
299
350
395
435
472
507
540
571
2
3
4
5
6
7
8
9
10
11
269
338
406
471
525
576
624
670
712
751
252
316
380
445
499
548
595
640
681
720
10’-6
SPAN (FT.-IN.)
11’-0
11’-6 12’-0
12’-6
13’-0
13’-6
14’-0
15’-0
111
132
153
174
194
215
236
255
106
126
146
166
186
206
226
246
102
121
140
160
179
198
217
237
94
112
130
148
166
184
202
220
K1
0.627
0.503
0.420
0.360
0.315
0.281
0.253
0.230
0.211
0.195
116
138
160
182
203
225
247
269
0.691
0.554
0.463
0.397
0.348
0.309
0.279
0.253
0.232
0.214
158
187
215
244
273
302
331
360
0.795
0.638
0.532
0.457
0.400
0.356
0.320
0.291
0.267
0.247
203
239
276
312
349
385
422
457
0.890
0.714
0.596
0.512
0.449
0.399
0.359
0.327
0.300
0.277
117
143
168
194
220
246
266
285
304
111
135
160
184
209
233
256
275
293
105
129
152
175
199
222
246
265
282
100
122
117
145
138
167
160
190
181
212
203
235
225
256
246
273
264
K2 = 870
153
186
218
251
284
312
337
360
383
145
176
207
238
269
299
324
347
369
137
167
196
226
256
286
311
334
355
130
158
187
215
244
272
300
322
343
124
151
144
178
170
206
196
233
223
260
249
287
275
310
300
331
320
K2 = 1056
184
232
219
281
264
329
310
376
356
414
396
451
431
485
465
518
497
548
527
D3N = 321
206
250
293
337
379
413
446
477
507
195
237
278
319
361
396
428
459
488
185
225
264
304
343
381
412
442
470
176
214
251
289
327
365
397
426
454
168
204
195
240
229
276
264
312
299
348
333
382
368
411
397
438
424
K2 = 1398
236
297
280
358
337
418
395
475
452
523
499
569
544
612
586
653
627
692
665
D3N = 226
264
319
374
428
478
521
563
602
639
250
302
354
407
458
500
540
579
616
237
287
337
387
436
480
520
557
594
226
273
321
369
416
462
500
537
573
215
261
249
306
293
352
337
398
380
443
424
482
466
519
501
553
535
K2 = 1764
138
163
188
213
238
264
289
310
186
219
253
286
319
353
384
410
238
281
323
365
407
449
484
518
132
156
180
204
229
253
277
300
178
210
242
275
307
339
371
397
228
269
310
350
391
431
469
501
126
149
173
196
220
243
266
290
171
202
233
264
295
326
357
385
219
258
297
337
376
415
454
486
K2
G' =
, Kips/inch
4.31 +
0.3*D
3N
SPAN
+ 3*K1* SPAN
SPAN is in feet
84
0.6C, 1.0C, & 1.3C DECK WITH NORMAL WEIGHT CONCRETE
ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)
SUPPORT FASTENERS: Welds with welding washers
Fastener
Layout
Type 28
30/4 for 0.6C
33/4 for 1.0C
Type 26
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
Type 24
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
Wconc = 145 PCF
30/4 for 0.6C
33/4 for 1.0C
Type 26
Type 24
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
5’-6
6’-0
1626
1644
1662
1680
1698
1617
1633
1649
1666
1682
K1
0.620
0.433
0.333
0.271
0.228
0.197
1’-6
1873
1939
2005
2070
2136
2202
2’-0
1782
1832
1881
1930
1979
2028
2’-6
1728
1767
1806
1846
1885
1925
K2 = 440
3’-0
1691
1724
1757
1790
1822
1855
SPAN (FT.-IN.)
3’-6
4’-0
1665
1646
1693
1670
1721
1695
1750
1720
1778
1744
1806
1769
4’-6
1630
1652
1674
1696
1718
1740
5’-0
1618
1638
1658
1677
1697
1717
K3 = 2380
0
1
2
3
4
5
1981
2060
2139
2218
2297
2376
1863
1922
1981
2040
2100
2159
1792
1839
1887
1934
1982
2029
K2 = 530
1745
1784
1824
1863
1903
1942
1711
1745
1779
1813
1847
1880
1686
1716
1745
1775
1804
1834
1666
1693
1719
1745
1772
1798
1651
1674
1698
1722
1745
1769
K3 = 2380
1659
1681
1702
1724
1745
1647
1666
1686
1706
1726
0.681
0.476
0.365
0.297
0.250
0.216
0
1
2
3
4
5
2225
2330
2436
2541
2646
2752
2046
2125
2204
2283
2362
2441
1938
2002
2065
2128
2192
2255
K2 = 700
1867
1920
1972
2025
2078
2130
1816
1861
1906
1951
1997
2042
1777
1817
1856
1896
1936
1975
1748
1783
1818
1853
1888
1923
1724
1755
1787
1819
1850
1882
K3 = 2380
1733
1762
1790
1819
1848
1714
1741
1767
1793
1820
0.783
0.548
0.421
0.342
0.288
0.249
Wconc = 145 PCF f’c = 3000 PSI
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
1782
1847
1913
1979
2044
2110
2’-0
1713
1763
1812
1861
1910
1960
2’-6
1673
1712
1751
1791
1830
1870
K2 = 440
3’-0
1645
1678
1711
1744
1777
1809
SPAN (FT.-IN.)
3’-6
4’-0
1626
1611
1654
1636
1682
1660
1710
1685
1738
1710
1767
1734
4’-6
1600
1622
1644
1666
1687
1709
5’-0
1591
1610
1630
1650
1670
1689
K3 = 2380
0
1
2
3
4
5
1835
1914
1993
2072
2151
2230
1754
1813
1872
1932
1991
2050
1705
1752
1800
1847
1894
1942
K2 = 530
1672
1712
1751
1791
1830
1870
1649
1683
1717
1750
1784
1818
1631
1661
1691
1720
1750
1779
1618
1644
1670
1697
1723
1749
0
1
2
3
4
5
1945
2050
2156
2261
2367
2472
1836
1915
1994
2073
2152
2231
1771
1834
1897
1960
2024
2087
K2 = 700
1727
1780
1832
1885
1938
1991
1696
1741
1786
1831
1877
1922
1672
1712
1752
1791
1831
1870
1654
1689
1725
1760
1795
1830
5’-6
6’-0
1601
1619
1637
1655
1673
1594
1610
1626
1643
1659
K1
0.705
0.474
0.357
0.286
0.239
0.205
1607
1631
1654
1678
1702
1725
K3 = 2380
1620
1641
1663
1684
1706
1610
1630
1650
1670
1689
0.768
0.517
0.389
0.312
0.261
0.224
1640
1671
1703
1735
1766
1798
K3 = 2380
1657
1685
1714
1743
1772
1644
1671
1697
1723
1750
0.888
0.597
0.450
0.361
0.301
0.259
DIAPHRAGM
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
t=2.5” (min.)
*
0
1
2
3
4
5
0.6C, 1.0C, & 1.3C DECK WITH NORMAL WEIGHT CONCRETE
ALLOWABLE DIAPHRAGM SHEAR STRENGTH ( PLF)
Fastener
Layout
Type 28
f’c = 3000 PSI
K2
G' =
+ K3, Kips/inch
3.20 + 3*K1* SPAN
SPAN is in feet
85
0.6C, 1.0C, & 1.3C DECK WITH LIGHTWEIGHT CONCRETE
SUPPORT FASTENERS: Welds with welding washers
Fastener
Layout
Type 28
30/4 for 0.6C
33/4 for 1.0C
Type 26
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
Type 24
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
1361
1427
1493
1558
1624
1690
2’-0
1270
1320
1369
1418
1467
1517
2’-6
1216
1255
1294
1334
1373
1413
K2 = 440
3’-0
1179
1212
1245
1278
1311
1343
SPAN (FT.-IN.)
3’-6
4’-0
1153
1134
1181
1158
1210
1183
1238
1208
1266
1232
1294
1257
4’-6
1119
1140
1162
1184
1206
1228
5’-0
1106
1126
1146
1165
1185
1205
K3 = 2380
0
1
2
3
4
5
1469
1548
1627
1706
1785
1864
1351
1410
1469
1529
1588
1647
1280
1327
1375
1422
1470
1517
K2 = 530
1233
1272
1312
1351
1391
1430
1199
1233
1267
1301
1335
1368
1174
1204
1233
1263
1292
1322
1154
1181
1207
1233
1260
1286
0
1
2
3
4
5
1713
1818
1924
2029
2135
2240
1534
1613
1692
1771
1850
1929
1427
1490
1553
1616
1680
1743
K2 = 700
1355
1408
1460
1513
1566
1619
1304
1349
1394
1439
1485
1530
1265
1305
1345
1384
1424
1463
1236
1271
1306
1341
1376
1411
0.6C, 1.0C, & 1.3C DECK WITH LIGHTWEIGHT CONCRETE
Fastener
Layout
Type 28
30/4 for 0.6C
33/4 for 1.0C
DIAPHRAGM
Type 26
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
Type 24
30/4 for 0.6C
33/4 for 1.0C
32/4 for 1.3C
5’-6
6’-0
1114
1132
1150
1168
1186
1105
1121
1137
1154
1170
K1
0.620
0.433
0.333
0.271
0.228
0.197
1139
1162
1186
1210
1233
1257
K3 = 2380
1147
1169
1190
1212
1233
1135
1154
1174
1194
1214
0.681
0.476
0.365
0.297
0.250
0.216
1212
1243
1275
1307
1338
1370
K3 = 2380
1221
1250
1279
1307
1336
1202
1229
1255
1281
1308
0.783
0.548
0.421
0.342
0.288
0.249
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
1270
1335
1401
1467
1532
1598
2’-0
1202
1251
1300
1349
1398
1448
2’-6
1161
1200
1239
1279
1318
1358
K2 = 440
3’-0
1133
1166
1199
1232
1265
1297
SPAN (FT.-IN.)
3’-6
4’-0
1114
1099
1142
1124
1170
1149
1198
1173
1226
1198
1255
1222
4’-6
1088
1110
1132
1154
1175
1197
5’-0
1079
1099
1118
1138
1158
1177
K3 = 2380
0
1
2
3
4
5
1323
1402
1481
1560
1639
1718
1242
1301
1360
1420
1479
1538
1193
1240
1288
1335
1382
1430
K2 = 530
1160
1200
1239
1279
1318
1358
1137
1171
1205
1239
1272
1306
1119
1149
1179
1208
1238
1268
1106
1132
1159
1185
1211
1238
0
1
2
3
4
5
1433
1538
1644
1749
1855
1960
1324
1403
1482
1561
1640
1719
1259
1322
1385
1448
1512
1575
K2 = 700
1215
1268
1320
1373
1426
1479
1184
1229
1274
1319
1365
1410
1161
1200
1240
1279
1319
1358
1142
1178
1213
1248
1283
1318
5’-6
6’-0
1089
1107
1125
1143
1161
1082
1098
1114
1131
1147
K1
0.705
0.474
0.357
0.286
0.239
0.205
1095
1119
1142
1166
1190
1213
K3 = 2380
1108
1129
1151
1172
1194
1098
1118
1138
1158
1177
0.768
0.517
0.389
0.312
0.261
0.224
1128
1159
1191
1223
1254
1286
K3 = 2380
1145
1173
1202
1231
1260
1132
1159
1185
1211
1238
0.888
0.597
0.450
0.361
0.301
0.259
K2
G' =
+ K3, Kips/inch
3.20 + 3*K1* SPAN
SPAN is in feet
86
0.6C & 1.0C DECK WITH TYPE I INSULATING FILL
SUPPORT FASTENERS: Welds
Fastener
Layout
Type 28
weld washers
30/4 for 0.6C
33/4 for 1.0C
Type 26
weld washers
30/4 for 0.6C
33/4 for 1.0C
Type 24
weld washers
30/4 for 0.6C
33/4 for 1.0C
Type 22
5/8” spot welds
30/4 for 0.6C
33/4 for 1.0C
f’c = 125 PSI
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
502
568
633
699
765
830
2’-0
411
460
509
559
608
657
2’-6
356
396
435
474
514
553
K2 = 440
3’-0
320
353
385
418
451
484
3’-6
294
322
350
378
406
434
0
1
2
3
4
5
609
688
767
846
925
1004
491
551
610
669
728
788
421
468
515
563
610
658
K2 = 530
373
413
452
492
531
571
340
374
407
441
475
509
0
1
2
3
4
5
853
959
1064
1170
1275
1381
674
753
833
912
991
1070
567
630
694
757
820
883
K2 = 700
495
548
601
654
706
759
0
1
2
3
4
5
666
796
926
1056
1186
1316
534
632
729
827
924
1022
455
533
611
689
767
845
K2 = 870
402
467
532
597
662
727
SPAN (FT.-IN.)
4’-0
274
299
323
348
373
397
Fastener
Layout
Type 26
weld washers
32/4 for 1.3C
Type 24
5’-0
247
267
286
306
326
345
K3 = 260
314
344
374
403
433
463
295
321
347
374
400
426
444
490
535
580
625
670
406
446
485
525
564
604
364
420
476
531
587
643
336
385
433
482
531
580
Type 22
5/8” spot welds
32/4 for 1.3C
Type 20
5/8” spot welds
32/4 for 1.3C
255
273
291
309
326
0.6CSV
0.620
0.433
0.333
0.271
0.228
0.197
1.0CSV
0.563
0.394
0.303
0.246
0.207
0.179
279
303
326
350
374
398
K3 = 260
288
309
331
352
374
0.681
0.476
0.365
0.297
0.250
0.216
0.619
0.432
0.332
0.270
0.227
0.196
376
411
446
482
517
552
352
384
416
447
479
510
K3 = 260
362
390
419
448
477
0.783
0.548
0.421
0.342
0.288
0.249
0.711
0.498
0.383
0.311
0.262
0.226
314
357
400
444
487
531
296
335
374
413
452
491
K3 = 260
317
353
388
424
459
0.875
0.611
0.470
0.382
0.321
0.277
0.795
0.556
0.427
0.347
0.292
0.252
f’c = 125 PSI
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
640
719
798
877
956
1035
2’-0
514
574
633
692
751
811
2’-6
439
486
534
581
629
676
K2 = 530
3’-0
389
428
468
507
547
586
3’-6
353
387
421
454
488
522
0
1
2
3
4
5
900
1005
1111
1216
1322
1427
709
788
868
947
1026
1105
595
658
722
785
848
911
K2 = 700
519
572
624
677
730
782
464
510
555
600
645
690
0
1
2
3
4
5
701
831
961
1091
1221
1351
560
657
755
852
950
1048
475
553
631
709
787
866
K2 = 870
419
484
549
614
679
744
0
1
2
3
4
5
814
971
1129
1287
1445
1603
645
763
881
1000
1118
1237
543
638
733
827
922
1017
K2 = 1056
476
555
634
712
791
870
SPAN (FT.-IN.)
4’-0
326
356
385
415
444
474
4’-6
305
331
358
384
410
437
5’-0
288
312
336
359
383
407
K3 = 260
423
463
503
542
582
621
392
427
462
497
532
567
379
435
490
546
602
658
349
397
446
495
544
593
427
495
563
630
698
766
391
450
510
569
628
687
5’-6
5’-6
6’-0
296
318
339
361
382
283
303
322
342
362
K1
0.596
0.425
0.330
0.270
0.228
0.198
366
398
430
461
493
524
K3 = 260
374
403
432
461
489
355
381
407
434
460
0.685
0.489
0.380
0.311
0.263
0.228
325
369
412
455
499
542
306
346
385
424
463
502
K3 = 260
327
362
398
433
468
311
343
376
408
441
0.765
0.546
0.424
0.347
0.293
0.254
363
416
468
521
574
626
340
388
435
483
530
577
K3 = 260
365
408
451
494
537
346
386
425
465
504
0.846
0.603
0.468
0.383
0.324
0.281
DIAPHRAGM
weld washers
32/4 for 1.3C
K1
4’-6
259
281
303
325
347
368
1.3C DECK WITH TYPE I INSULATING FILL
K2
G' =
+ K3, Kips/inch
3.20 + 3*K1* SPAN
SPAN is in feet
87
0.6C & 1.0C DECK WITH TYPE I INSULATING FILL
Fastener
Layout
Type 28
30/4 for 0.6C
33/4 for 1.0C
Type 26
30/4 for 0.6C
33/4 for 1.0C
Type 24
30/4 for 0.6C
33/4 for 1.0C
Type 22
30/4 for 0.6C
33/4 for 1.0C
f’c = 125 PSI
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
409
475
541
606
672
738
2’-0
341
391
440
489
538
588
2’-6
301
340
379
419
458
498
K2 = 440
3’-0
273
306
339
372
405
438
3’-6
254
282
310
338
367
395
0
1
2
3
4
5
464
543
622
701
780
859
382
442
501
560
619
679
333
381
428
476
523
570
K2 = 530
301
340
380
419
459
498
277
311
345
379
413
447
0
1
2
3
4
5
573
679
784
890
995
1101
464
544
623
702
781
860
399
462
526
589
652
715
K2 = 700
356
408
461
514
566
619
0
1
2
3
4
5
676
806
936
1066
1196
1326
541
639
736
834
931
1029
460
538
616
694
772
851
K2 = 870
407
472
537
602
667
732
SPAN (FT.-IN.)
4’-0
239
264
289
313
338
363
Fastener
Layout
Type 26
32/4 for 1.3C
DIAPHRAGM
Type 24
32/4 for 1.3C
Type 22
32/4 for 1.3C
Type 20
32/4 for 1.3C
230
248
265
283
301
K1
0.6CSV
0.705
0.474
0.357
0.286
0.239
0.205
1.0CSV
0.641
0.431
0.324
0.260
0.217
0.186
236
259
283
307
330
354
K3 = 260
248
270
291
313
334
0.768
0.517
0.389
0.312
0.261
0.224
0.698
0.470
0.354
0.284
0.237
0.203
283
318
353
388
423
459
268
300
332
363
395
427
K3 = 260
285
314
343
371
400
0.888
0.597
0.450
0.361
0.301
0.259
0.808
0.543
0.409
0.328
0.274
0.235
317
360
404
447
490
534
299
338
377
416
455
494
K3 = 260
320
355
391
426
462
0.992
0.666
0.502
0.402
0.336
0.288
0.902
0.606
0.456
0.366
0.305
0.262
4’-6
228
250
272
294
316
338
5’-0
219
239
258
278
298
318
K3 = 260
260
290
319
349
378
408
246
273
299
325
352
378
324
370
415
460
505
550
301
341
380
420
459
499
368
424
480
535
591
647
339
388
437
486
534
583
1.3C DECK WITH TYPE I INSULATING FILL
f’c = 125 PSI
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
485
564
643
722
801
880
2’-0
398
458
517
576
635
695
2’-6
346
394
441
488
536
583
K2 = 530
3’-0
311
351
390
430
469
509
3’-6
287
320
354
388
422
456
0
1
2
3
4
5
602
707
813
918
1024
1129
486
565
644
723
802
881
416
479
543
606
669
732
K2 = 700
370
422
475
528
581
633
337
382
427
472
517
562
0
1
2
3
4
5
711
841
971
1101
1231
1361
567
665
762
860
957
1055
481
559
637
715
794
872
K2 = 870
424
489
554
619
684
749
0
1
2
3
4
5
833
991
1149
1307
1465
1623
659
778
896
1015
1133
1251
555
650
744
839
934
1029
K2 = 1056
485
564
643
722
801
880
SPAN (FT.-IN.)
4’-0
268
298
327
357
386
416
4’-6
253
280
306
332
359
385
5’-0
242
266
289
313
337
360
K3 = 260
312
351
391
430
470
509
292
327
363
398
433
468
383
439
495
550
606
662
352
401
450
499
548
596
436
503
571
639
706
774
398
458
517
576
635
695
5’-6
5’-6
6’-0
254
276
297
319
340
244
264
284
303
323
K1
0.672
0.462
0.352
0.284
0.238
0.205
277
308
340
372
403
435
K3 = 260
293
322
350
379
408
280
306
333
359
385
0.777
0.534
0.407
0.329
0.276
0.237
329
372
415
459
502
545
309
349
388
427
466
505
K3 = 260
329
365
400
436
471
313
346
378
411
443
0.868
0.596
0.454
0.367
0.307
0.265
369
422
475
527
580
633
346
394
441
488
536
583
K3 = 260
370
413
456
500
543
351
390
430
469
509
0.956
0.657
0.500
0.404
0.339
0.292
K2
G' =
+ K3, Kips/inch
3.20 + 3*K1* SPAN
SPAN is in feet
88
0.6C & 1.0C DECK WITH TYPE II INSULATING FILL
Fastener
Layout
Type 28
weld washers
30/4 for 0.6C
33/4 for 1.0C
Type 26
weld washers
30/4 for 0.6C
33/4 for 1.0C
Type 24
weld washers
30/4 for 0.6C
33/4 for 1.0C
Type 22
5/8” spot welds
30/4 for 0.6C
33/4 for 1.0C
f’c = 125 PSI
t=2.5” (min.)
*
0
1
2
3
4
1’-6
585
650
716
781
847
2’-0
493
543
592
641
690
2’-6
439
478
518
557
596
K2 = 440
3’-0
402
435
468
501
534
3’-6
376
404
433
461
489
0
1
2
3
4
692
771
850
929
1008
574
633
692
752
811
503
551
598
645
693
K2 = 530
456
495
535
574
614
422
456
490
524
558
0
1
2
3
4
936
1041
1147
1252
1358
757
836
915
994
1073
650
713
776
839
903
K2 = 700
578
631
683
736
789
0
1
2
3
4
749
879
1009
1139
1269
617
714
812
909
1007
537
615
693
771
849
K2 = 870
484
549
614
680
745
SPAN (FT.-IN.)
4’-0
357
381
406
431
455
Fastener
Layout
Type 26
weld washers
32/4 for 1.3C
Type 24
Type 22
1
5/8” spot welds
32/4 for 1.3C
Type 20
5/8” spot welds
32/4 for 1.3C
1.0CSV
0.563
0.394
0.303
0.246
0.207
362
385
409
433
456
K3 = 260
370
392
413
435
0.681
0.476
0.365
0.297
0.250
0.619
0.432
0.332
0.270
0.227
459
494
529
564
599
435
467
498
530
561
K3 = 260
444
473
502
530
0.783
0.548
0.421
0.342
0.288
0.711
0.498
0.383
0.311
0.262
396
440
483
526
570
379
418
457
496
535
K3 = 260
400
435
471
506
0.875
0.611
0.470
0.382
0.321
0.795
0.556
0.427
0.347
0.292
5’-0
329
349
369
389
408
K3 = 260
397
427
456
486
516
377
404
430
456
483
527
572
617
662
708
489
528
568
607
647
447
502
558
614
670
418
467
516
565
613
f’c = 125 PSI
t=2.5” (min.)
*
0
1
2
3
4
5
1’-6
723
802
881
960
1038
1117
2’-0
597
656
715
775
834
893
2’-6
522
569
616
664
711
759
K2 = 530
3’-0
471
511
550
590
629
669
3’-6
435
469
503
537
571
605
0
1
2
3
4
5
983
1088
1193
1299
1404
1510
792
871
950
1029
1108
1187
678
741
804
867
931
994
K2 = 700
601
654
707
760
812
865
547
592
637
682
728
773
0
913
2
3
4
5
783
740
1043
1173
1303
1433
642
636
837
935
1033
1130
558
567
714
792
870
948
K2 = 870
502
517
632
697
762
827
0
1
2
3
4
5
896
1054
1212
1370
1528
1686
727
846
964
1082
1201
1319
K2 = 1056
626
720
815
910
1005
1100
558
637
716
795
874
953
SPAN (FT.-IN.)
4’-0
409
438
468
497
527
557
4’-6
388
414
440
467
493
519
5’-0
371
395
418
442
466
489
K3 = 260
506
546
585
625
664
704
474
509
545
580
615
650
461
480
573
629
684
740
431
451
529
578
626
675
510
578
645
713
781
848
474
533
592
651
711
770
5’-6
5’-6
6’-0
379
400
422
443
465
366
385
405
425
444
K1
0.596
0.425
0.330
0.270
0.228
0.198
449
481
512
544
575
607
K3 = 260
457
486
514
543
572
437
463
490
516
543
0.685
0.489
0.380
0.311
0.263
0.228
408
428
495
538
581
625
389
409
467
506
545
584
K3 = 260
393
445
480
516
551
0.546
426
458
491
523
0.424
0.347
0.293
0.254
445
498
551
603
656
709
K3 = 260
423
470
518
565
612
660
448
491
534
577
620
429
468
508
547
587
0.846
0.603
0.468
0.383
0.324
0.281
DIAPHRAGM
weld washers
32/4 for 1.3C
337
355
373
391
K1
0.6CSV
0.620
0.433
0.333
0.271
0.228
4’-6
342
364
385
407
429
1.3C DECK WITH TYPE II INSULATING FILL
0.765
K2
G' =
+ K3, Kips/inch
3.20 + 3*K1* SPAN
SPAN is in feet
89
0.6C & 1.0C DECK WITH TYPE II INSULATING FILL
Fastener
Layout
Type 28
30/4 for 0.6C
33/4 for 1.0C
Type 26
30/4 for 0.6C
33/4 for 1.0C
Type 24
30/4 for 0.6C
33/4 for 1.0C
Type 22
30/4 for 0.6C
33/4 for 1.0C
f’c = 125 PSI
t=2.5”” (min.)
*
0
1
2
3
4
1’-6
492
558
623
689
754
2’-0
424
473
522
572
621
2’-6
383
423
462
501
541
K2 = 440
3’-0
356
389
422
454
487
3’-6
337
365
393
421
449
0
1
2
3
4
547
626
705
783
862
465
524
583
643
702
416
463
511
558
606
K2 = 530
383
423
462
502
541
360
394
428
462
495
0
1
2
3
4
656
761
867
972
1078
547
626
705
784
863
482
545
608
671
735
K2 = 700
438
491
544
596
649
0
1
2
3
4
758
888
1018
1148
1278
624
721
819
916
1014
K2 = 870
543
621
699
777
855
489
554
619
684
749
SPAN (FT.-IN.)
4’-0
322
347
371
396
421
Fastener
Layout
Type 26
32/4 for 1.3C
DIAPHRAGM
Type 24
32/4 for 1.3C
Type 22
32/4 for 1.3C
Type 20
32/4 for 1.3C
312
330
348
366
K1
0.6CSV
0.705
0.474
0.357
0.286
0.239
1.0CSV
0.641
0.431
0.324
0.260
0.217
318
342
365
389
413
K3 = 260
331
352
374
395
0.768
0.517
0.389
0.312
0.261
0.698
0.470
0.354
0.284
0.237
365
401
436
471
506
351
383
414
446
477
K3 = 260
368
397
425
454
0.888
0.597
0.450
0.361
0.301
0.808
0.543
0.409
0.328
0.274
399
443
486
530
573
K3 = 260
382
421
460
499
538
402
438
473
509
0.992
0.666
0.502
0.402
0.336
0.902
0.606
0.456
0.366
0.305
4’-6
311
333
354
376
398
5’-0
302
321
341
361
380
K3 = 260
343
372
402
431
461
329
355
382
408
434
407
452
497
543
588
384
423
463
502
542
451
506
562
618
674
422
471
519
568
617
1.3C DECK WITH TYPE II INSULATING FILL
f’c = 125 PSI
t=2.5”” (min.)
SPAN
3’-6
369
403
437
471
505
538
K2 = 530
*
0
1
2
3
4
5
1’-6
568
647
726
805
884
963
2’-0
481
540
599
659
718
777
2’-6
429
476
524
571
618
666
3’-0
394
433
473
512
552
591
0
1
2
3
4
5
684
790
895
1001
1106
1212
568
647
726
806
885
964
499
562
625
688
752
815
452
505
558
610
663
716
K2 = 700
419
464
509
555
600
645
0
1
2
3
4
5
793
923
1053
1183
1313
1443
650
747
845
943
1040
1138
564
642
720
798
876
954
507
572
637
702
767
832
K2 = 870
0
1
2
3
4
5
916
1073
1231
1389
1547
1705
742
860
979
1097
1216
1334
637
732
827
922
1016
1111
568
647
726
805
884
963
K2 = 1056
(FT.-IN.)
4’-0
351
380
410
439
469
499
4’-6
336
362
389
415
441
468
5’-0
324
348
372
396
419
443
394
434
473
513
552
592
375
410
445
480
515
551
359
391
423
454
486
518
466
521
577
633
689
744
435
484
533
581
630
679
411
455
498
541
585
628
392
431
470
509
548
587
518
586
654
721
789
857
481
540
599
659
718
777
452
505
557
610
663
715
429
476
524
571
618
666
K2
G' =
+ K3, Kips/inch
3.20 + 3*K1* SPAN
SPAN is in feet
90
5’-6
5’-6
6’-0
K1
0.672
0.462
0.352
0.284
0.238
0.205
337
358
380
401
423
327
347
366
386
406
K3 = 260
376
404
433
462
491
K3 = 260
363
389
415
442
468
0.777
0.534
0.407
0.329
0.276
0.237
412
447
483
518
554
K3 = 260
396
428
461
493
526
0.868
0.596
0.454
0.367
0.307
0.265
453
496
539
582
625
K3 = 260
433
473
512
552
591
0.956
0.657
0.500
0.404
0.339
0.292
1.5, 2, & 3 COMPOSITE DECK WITH NORMAL WEIGHT CONCRETE
SIDELAP FASTENERS: Welded1
Fastener
Layout
Type 22
36/4
Type 20
36/4
Type 18
36/4
Type 16
36/4
6’-0
1641
1708
1775
1842
1909
1976
2042
2109
2176
2243
2310
0
1
2
3
4
5
6
7
8
9
10
1668
1748
1828
1909
1989
2069
2150
2230
2310
2390
2471
0
1
2
3
4
5
6
7
8
9
10
1715
1819
1923
2028
2132
2236
2340
2445
2549
2653
2757
0
1
2
3
4
5
6
7
8
9
10
1763
1892
2021
2149
2278
2407
2536
2664
2793
2922
3050
SPAN (FT.-IN.)
10’-0
11’-0
1588
1581
t=2.5” (min.)
12’-0
1575
14’-0
1566
7’-0
1622
8’-0
1608
9’-0
1597
13’-0
1570
1737
1708
1686
1909
1966
2024
2081
2138
2195
1859
1909
1959
2009
2059
2110
K2 = 870
1820
1865
1909
1954
1998
2043
1789
1829
1869
1909
1949
1990
1763
1800
1836
1873
1909
1946
1742
1776
1809
1843
1876
1909
1724
1755
1786
1817
1848
1879
K3 = 2380
1709
1738
1766
1795
1824
1852
1669
1696
1722
1749
1776
1803
1829
1645
1628
1615
1604
1596
1588
1582
1577
1572
1783
1852
1920
1989
2058
2127
2196
2265
2333
1748
1809
1869
1929
1989
2050
2110
2170
2230
K2 = 1056
1722
1775
1829
1882
1936
1990
2043
2097
2150
1749
1797
1845
1893
1941
1990
2038
2086
1727
1771
1815
1858
1902
1946
1990
2034
1709
1749
1789
1829
1869
1910
1950
1990
1731
1768
1805
1842
1879
1916
1953
K3 = 2380
1715
1749
1784
1818
1852
1887
1921
1701
1733
1765
1797
1829
1862
1894
1686
1663
1646
1633
1621
1612
1604
1597
1591
1864
1954
2043
2132
2222
2311
2400
2490
2579
1820
1898
1976
2054
2133
2211
2289
2367
2445
K2 = 1398
1785
1855
1924
1994
2063
2133
2202
2272
2341
1820
1883
1945
2008
2070
2133
2196
2258
1792
1849
1906
1963
2019
2076
2133
2190
1768
1820
1873
1925
1977
2029
2081
2133
1797
1845
1893
1941
1989
2037
2085
K3 = 2380
1776
1821
1865
1910
1955
1999
2044
1758
1800
1842
1883
1925
1967
2008
1727
1700
1679
1662
1648
1636
1626
1618
1611
1948
2058
2168
2279
2389
2499
2610
2720
2830
1893
1989
2086
2182
2279
2375
2472
2569
2665
K2 = 1764
1850
1936
2022
2108
2193
2279
2365
2451
2537
1893
1970
2048
2125
2202
2279
2357
2434
1858
1929
1999
2069
2139
2209
2280
2350
1829
1894
1958
2022
2087
2151
2215
2280
1864
1923
1983
2042
2102
2161
2220
K3 = 2380
1839
1894
1949
2004
2059
2114
2170
1817
1868
1920
1971
2023
2074
2126
1794
1759
1731
1709
1675
VULCRAFT
DOES
NOT1691
RECOMMEND
1852
1809
1775
1749
1727
1709
1693
1680
15’-0
1562
K1
0.729
0.359
0.238
0.178
0.142
0.118
0.101
0.089
0.079
0.071
0.064
0.805
0.395
0.261
0.195
0.156
0.130
0.111
0.097
0.086
0.078
0.071
0.926
0.453
0.300
0.224
0.179
0.149
0.127
0.111
0.099
0.089
0.081
1.036
0.509
0.337
0.252
0.201
0.168
0.144
0.126
0.112
0.100
0.091
DIAPHRAGM
*=
1
*
0
1
2
3
4
5
6
7
8
9
10
number of sidelap fasteners per span
with 1.5VLI, 2VLI and 3VLI.
K2
G' =
+ K3, Kips/inch
3.50 + 3*K1* SPAN
SPAN is in feet
91
1.5, 2, & 3 COMPOSITE DECK WITH LIGHTWEIGHT CONCRETE
SIDELAP FASTENERS: Welded1
Fastener
Layout
Type 22
36/4
Type 20
36/4
Type 18
36/4
Type 16
DIAPHRAGM
36/4
*=
1
*
0
1
2
3
4
5
6
7
8
9
10
6’-0
1129
1196
1263
1330
1397
1464
1530
1597
1664
1731
1798
0
1
2
3
4
5
6
7
8
9
10
1156
1236
1316
1397
1477
1557
1638
1718
1798
1878
1959
0
1
2
3
4
5
6
7
8
9
10
1203
1307
1412
1516
1620
1724
1829
1933
2037
2141
2246
0
1
2
3
4
5
6
7
8
9
10
1251
1380
1509
1637
1766
1895
2024
2152
2281
2410
2538
SPAN (FT.-IN.)
10’-0
11’-0
1076
1069
t=2.5” (min.)
12’-0
1063
14’-0
1054
7’-0
1110
8’-0
1096
9’-0
1085
13’-0
1058
1225
1196
1174
1397
1454
1512
1569
1626
1684
1347
1397
1447
1497
1548
1598
K2 = 870
1308
1353
1397
1442
1486
1531
1277
1317
1357
1397
1437
1478
1252
1288
1324
1361
1397
1434
1230
1264
1297
1331
1364
1398
1212
1243
1274
1305
1336
1367
K3 = 2380
1197
1226
1254
1283
1312
1340
1157
1184
1210
1237
1264
1291
1317
1133
1116
1103
1092
1084
1076
1070
1065
1061
1271
1340
1408
1477
1546
1615
1684
1753
1821
1237
1297
1357
1417
1477
1538
1598
1658
1718
K2 = 1056
1210
1263
1317
1371
1424
1478
1531
1585
1638
1237
1285
1333
1381
1430
1478
1526
1574
1215
1259
1303
1346
1390
1434
1478
1522
1197
1237
1277
1317
1357
1398
1438
1478
1219
1256
1293
1330
1367
1404
1441
K3 = 2380
1203
1237
1272
1306
1340
1375
1409
1189
1221
1253
1285
1318
1350
1382
1174
1152
1134
1121
1109
1100
1092
1085
1079
1352
1442
1531
1620
1710
1799
1888
1978
2067
1308
1386
1464
1542
1621
1699
1777
1855
1933
K2 = 1398
1273
1343
1412
1482
1551
1621
1690
1760
1829
1308
1371
1433
1496
1559
1621
1684
1746
1280
1337
1394
1451
1507
1564
1621
1678
1256
1309
1361
1413
1465
1517
1569
1621
1285
1333
1381
1429
1477
1525
1573
K3 = 2380
1264
1309
1353
1398
1443
1487
1532
1246
1288
1330
1371
1413
1455
1496
1215
1188
1167
1150
1136
1124
1114
1106
1099
1436
1546
1656
1767
1877
1987
2098
2208
2318
1381
1477
1574
1670
1767
1864
1960
2057
2153
K2 = 1764
1338
1424
1510
1596
1681
1767
1853
1939
2025
1381
1459
1536
1613
1690
1767
1845
1922
1346
1417
1487
1557
1627
1697
1768
1838
1317
1382
1446
1510
1575
1639
1703
1768
1352
1411
1471
1530
1590
1649
1709
K3 = 2380
1327
1382
1437
1492
1547
1603
1658
1305
1356
1408
1459
1511
1562
1614
1282
1247
1219
1197
1163
VULCRAFT
DOES
NOT1179
RECOMMEND
1340
1297
1263
1237
1215
1197
1182
1168
number of sidelap fasteners per span
with 1.5VLI, 2VLI and 3VLI.
K2
G' =
+ K3, Kips/inch
3.50 + 3*K1* SPAN
SPAN is in feet
92
15’-0
1050
K1
0.729
0.359
0.238
0.178
0.142
0.118
0.101
0.089
0.079
0.071
0.064
0.805
0.395
0.261
0.195
0.156
0.130
0.111
0.097
0.086
0.078
0.071
0.926
0.453
0.300
0.224
0.179
0.149
0.127
0.111
0.099
0.089
0.081
1.036
0.509
0.337
0.252
0.201
0.168
0.144
0.126
0.112
0.100
0.091
NOTES
93
NOTES
94
NOTES
95
PUBLICATIONS & SOFTWARE
VULCRAFT – (Refer to back cover for address and telephone number of division nearest you)
VULCRAFT STEEL JOISTS AND JOIST GIRDERS 1995
VULCRAFT COMPOSITE AND NONCOMPOSITE FLOOR JOISTS 1996
DESIGNING WITH JOISTS, JOIST GIRDERS AND STEEL DECK
James Fisher, Ph.D., P.E., Michael West, P.E., AIA, Julius P. Van de Pas, P.E.
(A 289 page book provided to engineers and architects for help in designing
with steel joists, joist girders and steel deck)
STEEL DECK INSTITUTE– P.O. Box 25, Fox River Grove, IL 60021-0025 (847) 462-1930 Fax (847) 462-1940 • www.sdi.org
DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, ROOF DECKS AND
CELLULAR METAL FLOOR DECK WITH ELECTRICAL DISTRIBUTION. NO. 29
DIAPHRAGM DESIGN MANUAL (Second Edition). No. DDMO2
MANUAL OF CONSTRUCTION WITH STEEL DECK. No. MOC1
LRFD DESIGN MANUAL for composite Beams and Girders with Steel Deck. No. LRFD1
COMPOSITE DECK DESIGN HANDBOOK. No. CDD1
STANDARD PRACTICE DETAILS. No. SPD1
DIAPHRAGM DESIGN MANUAL (First Edition). No. DDMO1
BINDER FILE
DECK DAMAGE & PENETRATIONS
METAL DECK & CONCRETE QUANTITIES
A RATIONAL APPROACH TO STEEL DECK CORROSION PROTECTION
BRAND NEW FLOOR DESIGN SOFTWARE LRFDsoft
STEEL JOIST INSTITUTE– 3127 10th Ave. North Mrytle Beach, SC 29577-6760
(843) 626-1995 Fax (843) 626-5565 www.steeljoist.org
STANDARD SPECIFICATIONS LOAD TABLES & WEIGHT TABLES FOR STEEL JOISTS AND JOIST
GIRDERS. 40th Edition
SIXTY YEAR MANUAL. 1992
TECHNICAL DIGEST #3 - Ponding
TECHNICAL DIGEST #5 - Vibration
TECHNICAL DIGEST #6 - Uplift Loading
TECHNICAL DIGEST #8 - Welding of Open Web Steel Joists
TECHNICAL DIGEST #9 - Handling and Erection
COMPUTER VIBRATION PROGRAM Ver. 1.0 (Used in Conjunction With Technical Digest #5)
SJI VIDEO - Introduction to Steel Joists
96
INDIANA
Joists & Deck
SOUTH CAROLINA
Joists & Deck
P.O. Box 100520, Florence, South Carolina 29501
(843) 662-0381
Fax: (843) 662-3132
ALABAMA
P.O. Box 680169, Fort Payne, Alabama 35968
(256) 845-2460
Fax: (256) 845-2823
NEBRASKA
Joists & Deck
P.O. Box 59, Norfolk, Nebraska 68702
(402) 644-8500
Fax: (402) 644-8528
P.O. Box 1000, St. Joe, Indiana 46785
(260) 337-1800
Fax: (260) 337-1801
TEXAS
Joists & Deck
P.O.Box 186, Grapeland, Texas 75844
(936) 687-4665
Fax: (936) 687-4290
Joists & Deck
UTAH
P.O. Box 637, Brigham City, Utah 84302
(435) 734-9433
Fax: (435)723-5423
Joists
VULCRAFT
VULCRAFT
P.O. Box 680169
P.O. Box 59
Fort Payne, Alabama 35968
Norfolk, Nebraska 68702
7205 Gault Avenue N.
1601 West Omaha Avenue
Fort Payne, Alabama 35967
Norfolk, Nebraska 68701
256/845-2460
402/644-8500
Fax: 256/845-2823
Fax: 402/644-8528
VULCRAFT
VULCRAFT
P.O. Box 186
P.O. Box 1000
Grapeland, Texas 75844
St. Joe, Indiana 46785
287 North Main Street Extension
6610 County Road 60
Grapeland, Texas 75844
St. Joe, Indiana 46785
936/687-4665
260/337-1800
Fax: 936/687-4290
Fax: 260/337-1801
VULCRAFT OF
NEW YORK
P.O. Box 280
Chemung, New York 14825
5362 Railroad Street
Chemung, New York 14825
607/529-9000
Fax: 607/529-9001
VULCRAFT
MEMBER
VULCRAFT
P.O. Box 100520
P.O. Box 637
Florence, South Carolina 29501
Brigham City, Utah 84302
1501 West Darlington Street
1875 West Highway 13 South
Florence, South Carolina 29501
Brigham City, Utah 84302
843/662-0381
435/734-9433
Fax: 843/662-3132
Fax: 435/723-5423

Vulcraft Roof Catalog/REV2

Transcription

Similar documents

Vacuum Tube Cross Reference Table

VULCRAFT \"-- ---`~ 1.5VL, I

floor deck catalog

vulcraft 0.6 c, csv conform