Read Metal Decking Design Guide text version

TABLE OF CONTENTS

Roof Decks B, BA, BV Deck N, NA Deck 172

ROOF DECKS

Form Decks .6 FD, .6 FDV Deck 1.0 FD, 1.0 FDV Deck 1.5 FD Deck 2.0 FD Deck 3.0 FD Deck Composite Floor Decks 1.5 CD Deck 2.0 CD Deck 3.0 CD Deck

174

FORM DECKS COMPOSITE FLOOR DECKS

184

General Deck Information Standard Deck Accessories Fire Resistance Ratings for Deck Bills of Material

190

GENERAL DECK INFO

SDI Specifications for Roof Deck 194 SDI Specifications for Roof Deck, Sections 1 through 9 Roof Deck Design Example

SDI SPECS, ROOF DECK

Pages identified with the NMBS Logo as shown above, have been produced by NMBS to assist specifiers and consumers in the application of New Millennium Building Systems' Deck products.

SDI Specifications for Non-Composite Floor Deck SDI Specifications for Non-Composite Floor Deck, Sections 1 through 4 Non-Composite Form Deck Design Example

200

SDI SPECS, NONCOMPOSITE FLOOR DECK

Pages identified with the Steel Deck Institute Logo as shown above, have been reproduced from the SDI Publication #30, Design Manual for Composite Decks, Form Decks and Roof Decks.

SDI Specifications for Composite Floor Deck SDI Pour Stop Selection Table SDI Specifications for Composite Floor Deck, Sections 1 through 7 Composite Floor Deck Design Example Roof Deck Diaphragm Shear Typical Fastener Layouts Diaphragm Shear Strength and Stiffness Design Example B, BA Deck Allowable Diaphragm Shear Strength Tables N, NA Deck Allowable Diaphragm Shear Strength Tables

206

SDI SPECS, COMPOSITE FLOOR DECK

215

ROOF DECK DIAPHRAGM SHEAR

LIABILITY STATEMENT The data published in this catalog has been developed using recognized engineering principles and is intended for general information only. Although the data shown is believed to be accurate, New Millennium Building Systems does not assume any liability or obligation of any kind or nature arising from or related to the data provided herein and/or its use. Applicability of the products and the accuracy of the data should be assessed by a licensed professional engineer or architect to determine the suitability for the intended application.

DECK DESIGN GUIDE

169

QUALITY ASSURANCE

DECK PRODUCTS New Millennium Building Systems produces a wide range of floor and roof deck at the Butler, Indiana and Lake City, Florida manufacturing facilities. Our Salem, Virginia location will also be producing deck by the third quarter of 2007. This catalog contains information on all the products currently being produced, for use by specifying engineers and architects. The load tables shown herein have been calculated using Allowable Stress Design. Deck is available in lengths from 6'-0 to 50'-0. Extra charges are applied to lengths less than 6'-0. DECK FINISHES New Millennium Building Systems offers primer-painted or galvanized deck finishes. The standard primer-painted finish is gray on both the top and bottom sides. The galvanized finish is available in G40, G60, & G90 coatings. Deck can also be furnished with a two coat bright white primer bottom side combined with either a primer-painted or galvanized top side. The primer-painted finish is intended to protect the steel for a reasonable installation period while exposed to ordinary atmospheric conditions and shall be considered an impermanent and provisional coating. Always store deck off the ground with one end elevated and protected from the elements with a weather-proof covering that is ventilated to avoid condensation. DECK CERTIFICATIONS · Steel Deck Institute Member Company fully approved to manufacture roof deck, form deck, and composite floor deck. · B deck is Factory Mutual approved for use as a component in Class 1-60, 1-75, & 1-90 wind uplift steel roof deck construction. · Deck products are approved by Underwriters Laboratory and listed in the UL Fire Resistance Directory. · All acoustical deck has been tested in accordance with ANSI ASTM C423 & E795 to determine the noise reduction coefficient (NRC) rating.

DECK DESIGN GUIDE

171

B, BA, BV DECK

ROOF DECKS

Height Fy (minimum) Modulus of Elasticity

1 1/2 in. 33 ksi 29500 ksi

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

33 33 33

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.63 1.96 2.57

I (in4/ft)

0.177 0.213 0.290

Sp (in3/ft)

0.189 0.235 0.315

Sn (in3/ft)

0.198 0.247 0.316

ALLOWABLE UNIFORM LOADS

Span Condition Gage 5-0

22 Single 20 18 22 Double 20 18 22 Triple 20 18 91 111 156 107 133 170 133 166 213

5-6

71 86 119 88 110 140 110 137 176

Allowable Total (Dead + Live) Uniform Load (psf) Center to Center Span (ft. - in.) 6-0 6-6 7-0 7-6 8-0 8-6

57 69 94 74 92 118 93 115 146 47 56 76 63 79 101 79 98 125 40 47 63 54 68 87 68 84 107 34 40 53 47 59 76 59 70 93 30 35 46 42 52 66 50 59 78 27 31 40 37 46 59 44 51 67

9-0

24 27 35 33 41 53 38 45 58

9-6

22 25 31 30 37 47 34 39 51

Max. Constr. Span (ctr. to ctr.)

5 - 8 6 - 7 8 - 2 6 - 8 7 - 10 9 - 6 6 - 9 7 - 11 9 - 8

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Maximum cantilever spans are based on SDI criteria and are sensitive to adjacent spans. For this table, adjacent span is assumed to be at least 1.5 times longer than the cantilever span. Minimum end bearing length shall be 1 1/2". Loads shown in RED are governed by the live load deflection not in excess of 1/240 of span. 10 psf dead load has been included. Perforations which are placed in the vertical ribs of type BA deck reduce the strength less than 5%.

FACTORY MUTUAL SPANS

Gage

22 20 18

Max. Ctr. to Ctr. Span (ft.-in.)

6-0 6-6 7-5

3.

CANTILEVER SPANS

Gage

22 20 18

Maximum Cantilever Span (ft.-in.)

2-0 2-4 2-8

4. 5. 6.

·

· ·

·

DECK DESIGN GUIDE

Type B deck provides the best balance of strength and economy of all the 1 1/2" deep roof decks. 1" (minimum) rigid roofing insulation is required to be used with type B deck. Available with nested side laps only. Available as an acoustic deck. Type BA deck is manufactured with perforations in the vertical ribs, having a NRC rating of 0.60 with 1 1/2" (minimum) rigid roofing insulation. Available as a vented deck. Type BV deck is manufactured with slot vents in the bottom flutes. The openings equal 0.5% of total surface. Type BV deck is to be specified when venting is required for cementitious insulation fills. Type BV deck is manufactured at our Lake City, FL facility only.

· ·

·

Type B deck is Factory Mutual approved. Type BA and BV decks are not Factory Mutual approved. Type B, BA and BV decks are manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI. Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to limit the spacing between connections to 18". Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.

172

N, NA, DECK

ROOF DECKS

Height Fy (minimum) Modulus of Elasticity

3 in. 33 ksi 29500 ksi

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

33 33 33

Coverage Thickness (in) (in)

24 24 24 0.0295 0.0358 0.0474

Weight (psf)

2.04 2.46 3.23

I (in4/ft)

0.898 1.089 1.440

Sp (in3/ft)

0.423 0.528 0.719

Sn (in3/ft)

0.465 0.574 0.757

ALLOWABLE UNIFORM LOADS

Span Condition Gage 10 - 0

22 Single 20 18 22 Double 20 18 22 Triple 20 18 53 66 92 62 77 101 78 96 126

10 - 6

47 58 81 56 69 92 70 87 114

Allowable Total (Dead + Live) Uniform Load (psf) Center to Center Span (ft. - in.) 11 - 0 11 - 6 12 - 0 12 - 6 13 - 0 13 - 6

43 52 71 51 63 83 64 79 104 38 47 64 47 58 76 59 72 95 35 42 57 43 53 70 54 66 88 32 39 52 40 49 65 50 61 81 30 36 47 37 45 60 46 57 75 28 33 43 34 42 55 43 52 69

14 - 0

26 30 40 32 39 51 40 49 64

14 - 6

24 28 37 29 36 48 37 46 60

Max. Constr. Span (ctr. to ctr.)

11 - 3 13 - 2 15 - 9 14 - 11 16 - 7 19 - 0 15 - 0 16 - 8 19 - 2

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Maximum cantilever spans are based on SDI criteria and are sensitive to adjacent spans. For this table, adjacent span is assumed to be at least 1.5 times longer than the cantilever span. Minimum end bearing length shall be 1 1/2". Loads shown in RED are governed by the live load deflection not in excess of 1/240 of span. 10 psf dead load has been included. Perforations which are placed in the vertical ribs of type NA deck reduce the strength less than 5%.

CANTILEVER SPANS

Gage

22 20 18

Maximum Cantilever Span (ft.-in.)

3-2 4-2 5-2

3.

4. 5. 6.

·

· ·

·

Type N deck is well-suited for applications where it is desirable to space the supporting members as far apart as possible. This is often the case in structures such as gymnasiums where it is usually more economical to minimize the number of long span structural members by using type N deck to span large spaces. Available with nested side laps only. Available as an acoustic deck. Type NA deck is manufactured with perforations in the vertical ribs, having a NRC rating of 0.65 with or without rigid roofing insulation. Neither type N nor NA decks are covered under Factory Mutual.

·

·

Type N and NA decks are manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI. Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to limit the spacing between connections to 18". Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.

DECK DESIGN GUIDE

173

.6 FD, .6 FDV DECK

SECTION PROPERTIES

Gage

28 26 24 22

Fy (ksi)

60 60 60 60

Coverage Thickness (in) (in)

35 35 35 35 0.0149 0.0179 0.0238 0.0295

Weight (psf)

0.74 0.86 1.15 1.47

Ip (in4/ft)

0.011 0.013 0.017 0.022

In (in4/ft)

0.011 0.013 0.017 0.022

Sp (in3/ft)

0.037 0.045 0.059 0.073

Sn (in3/ft)

0.037 0.045 0.059 0.073

Height Fy (minimum) Modulus of Elasticity

9/16 in. 60 ksi 29500 ksi

FORM DECKS

CONSTRUCTION SPANS

Total Slab Depth (in.)

2 1/2

Gage

Normal Weight Concrete (145 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

27 27 27 27 33 33 33 33 39 39 39 39 45 45 45 45 51 51 51 51 57 57 57 57 2 2 2 3 2 2 2 3 2 2 2 3 1 2 2 3 1 2 2 3 1 2 2 3 1 5 11 5 0 4 10 4 0 4 10 3 11 3 9 2 11 2 8 1 10 2 7 0 2 3 4 4 2 3 4 4 2 3 3 4 2 3 3 4 2 2 3 4 2 2 3 4 10 5 2 11 9 3 0 9 8 2 10 6 7 0 9 4 6 11 7 2 6 10 6 1 2 3 4 5 2 3 4 4 2 3 3 4 2 3 3 4 2 3 3 4 2 2 3 3 11 5 3 0 10 4 1 8 9 2 11 5 8 1 9 3 7 0 8 1 6 11 6 11

Light Weight Concrete (110 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

20 20 20 20 25 25 25 25 29 29 29 29 34 34 34 34 39 39 39 39 43 43 43 43 2 2 3 3 2 2 3 3 2 2 2 3 2 2 2 3 2 2 2 3 1 2 2 3 1 6 1 7 1 5 0 6 1 5 11 5 0 4 10 4 0 4 10 3 11 3 9 2 3 3 4 5 2 3 4 5 2 3 4 4 2 3 4 4 2 3 3 4 2 3 3 4 0 6 5 3 11 5 3 0 10 4 1 10 9 3 0 8 8 2 10 6 7 1 9 5 3 3 4 5 2 3 4 5 2 3 4 4 2 3 4 4 2 3 3 4 2 3 3 4 0 7 6 4 11 6 4 1 10 4 2 10 9 3 0 8 9 2 11 5 8 1 10 4

3

3 1/2

4

4 1/2

5

28 26 24 22 28 26 24 22 28 26 24 22 28 26 24 22 28 26 24 22 28 26 24 22

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Minimum interior bearing length shall be 3". Minimum exterior bearing length shall be 1 1/2".

3.

ALLOWABLE SUPERIMPOSED UNIFORM LOADS

Slab Depth (in.)

2 1/2

Reinforcement Mesh

6 x 6 W 1.4 x W 1.4 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 6 x 6 W 1.4 x W 1.4 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0

As

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

191 283 384 242 359 400 400 400 400 400 400 400 400 400 400 400 400 400

2-3

151 223 303 191 284 387 400 400 400 400 400 400 400 400 400 400 400 400

2-6

122 181 246 155 230 313 400 400 400 400 400 400 400 400 400 400 400 400

2-9

101 149 203 128 190 259 386 400 400 400 400 400 400 400 400 400 400 400

Uniform Load (psf) Clear Span (ft.- in.) 3-0 3-3 3-6

85 125 170 107 159 217 325 400 400 399 400 400 400 400 400 400 400 400 72 107 145 91 136 185 277 371 400 340 400 400 400 400 400 400 400 400 62 92 125 79 117 160 238 320 400 293 396 400 400 400 400 400 400 400

3-9

54 80 109 68 102 139 208 279 400 255 345 400 400 400 400 400 400 400

4-0

47 70 96 60 89 122 182 245 363 224 303 400 366 400 400

4-6

37 55 75 47 71 96

5-0

30 45 61

3

3 1/2

4

4 1/2

5 Notes:

DECK DESIGN GUIDE

1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac). 2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3". 3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads. 4. Uniform loads are based on three span conditions and ACI moment coefficients. 5. Deck gages recommended are for normal weight concrete and are based on SDI criteria for unshored spans. 28 Gage 26 Gage 24 Gage 22 Gage Recommended Gage Key:

174

.6 FD, .6 FDV DECK

ALLOWABLE CONSTRUCTION UNIFORM LOADS

Gage Span Condition Loading Condition

Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1*

2-0

222 120 90 48 222 222 217 130 278 227 170 136 270 142 107 80 270 270 257 193 338 268 201 199 354 186 140 136 354 354 336 302 443 351 263 311 438 241 181 191 438 438 435 412 548 454 340 423

2-3

175 85 63 28 175 175 153 87 219 159 119 91 213 100 75 53 213 213 180 137 267 188 141 142 280 131 98 97 280 280 236 223 350 246 185 230 346 169 127 141 346 346 305 310 433 319 239 318

2-6

142 62 46 15 142 142 111 58 178 116 87 61 173 73 55 35 173 173 132 98 216 137 103 102 227 95 71 71 227 227 172 168 283 179 135 174 280 123 92 107 280 280 223 238 350 232 174 232

2-9

117 46 35 6 117 111 84 38 147 87 65 40 143 55 41 22 143 132 99 71 179 103 77 74 187 72 54 52 187 172 129 128 234 135 101 133 232 93 69 82 232 223 167 186 290 174 131 174

3-0

99 36 27 99 86 64 23 123 67 50 25 120 42 32 13 120 101 76 51 150 79 60 53 157 55 41 38 157 133 100 99 197 104 78 103 195 71 54 63 195 172 129 148 243 134 101 134

Uniform Load (psf) Clear Span (ft. - in.) 3-3 3-6 3-9

84 28 21 84 68 51 12 105 53 40 14 102 33 25 7 102 80 60 36 128 62 47 38 134 43 33 28 134 104 78 77 168 82 61 80 166 56 42 49 166 135 101 118 207 106 79 106 72 22 17 72 54 41 4 91 42 32 5 88 27 20 2 88 64 48 24 110 50 38 26 116 35 26 20 116 84 63 60 144 65 49 63 143 45 34 38 143 108 81 96 179 85 63 85 63 18 14 63 44 33 79 34 26 77 22 16 77 52 39 15 96 41 30 17 101 28 21 14 101 68 51 47 126 53 40 49 125 37 27 30 125 88 66 78 156 69 52 69

4-0

56 15 11 56 36 27 69 28 21 68 18 13 68 43 32 9 84 34 25 10 89 23 17 9 89 56 42 36 111 44 33 38 110 30 23 23 110 72 54 63 137 57 43 57

4-6

44 11 8 44 25 19 55 20 15 53 12 9 53 30 23 67 24 18 70 16 12 2 70 39 29 21 87 31 23 22 87 21 16 13 87 51 38 42 108 40 30 40

5-0

36 8 6 36 19 14 44 15 11 43 9 7 43 22 16 54 17 13 57 12 9 57 29 21 10 71 22 17 11 70 15 12 7 70 37 28 28 88 29 22 29

5-6

29 6 4 29 14 10 37 11 8 36 7 5 36 16 12 45 13 10 47 9 7 47 22 16 3 59 17 13 4 58 12 9 2 58 28 21 18 72 22 16 19

6-0

25 4 3 25 11 8 31 8 6 30 5 4 30 13 10 38 10 7 39 7 5 39 17 12 49 13 10 49 9 7 49 21 16 11 61 17 13 12

FORM DECKS

28

Double

Triple

26

Double

Triple

24

Double

Triple

22

Double

Triple

* W1 = maximum weight of concrete and deck, psf

·

· ·

Type .6 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Specifying .6 FD deck eliminates the need for expensive temporary shoring. Floor systems using .6 FD deck are some of the most economical floors available. Available with nested side laps only. Available as a vented deck. Type .6 FDV deck is manufactured with slot vents in the bottom flute. The openings equal 0.5% of total surface. Type .6 FDV deck is to be specified when venting is required for cementitious insulation fills. Type .6 FDV deck is manufactured at our Lake City, FL facility only.

·

·

Type .6 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 60 KSI. Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Welding washers must be used on all deck units that are less than 22 gage.

DECK DESIGN GUIDE

175

1.0 FD, 1.0 FDV DECK

SECTION PROPERTIES

Gage

26 24 22 20

Fy (ksi)

60 60 60 60

Coverage Thickness (in) (in)

36 36 36 36 0.0179 0.0238 0.0295 0.0358

Weight (psf)

0.96 1.28 1.57 1.91

Ip (in4/ft)

0.040 0.057 0.073 0.088

In (in4/ft)

0.040 0.057 0.073 0.088

Sp (in3/ft)

0.067 0.098 0.130 0.167

Sn (in3/ft)

0.071 0.103 0.134 0.165

Height Fy (minimum) Modulus of Elasticity

1 in. 60 ksi 29500 ksi

FORM DECKS

CONSTRUCTION SPANS

Total Slab Depth (in.)

2 1/2

Gage

Normal Weight Concrete (145 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

25 25 25 25 31 31 31 31 37 37 37 37 43 43 43 43 49 49 49 49 55 55 55 55 3 4 5 6 3 4 5 5 3 4 4 5 3 3 4 5 2 3 4 5 2 3 4 5 3 3 2 1 2 2 0 11 1 0 10 9 0 11 9 6 11 10 7 3 11 9 6 1 4 6 7 8 4 5 7 8 4 5 6 7 4 5 6 7 4 5 6 7 3 5 6 6 9 3 9 9 6 11 3 3 4 8 11 9 2 5 7 5 0 3 4 1 10 0 1 10 4 6 7 8 4 6 7 7 4 5 6 7 4 5 6 6 4 5 6 6 3 5 5 6 9 4 8 1 7 0 2 7 4 9 9 2 2 6 5 10 1 3 2 6 11 1 11 4

Light Weight Concrete (110 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

19 19 19 19 24 24 24 24 29 29 29 29 33 33 33 33 38 38 38 38 42 42 42 42 3 4 5 6 3 4 5 6 3 4 5 6 3 4 5 5 3 4 4 5 3 3 4 5 4 5 5 4 3 4 3 2 2 2 1 0 2 1 0 10 1 0 10 8 0 11 9 7 5 6 8 9 4 6 7 8 4 6 7 8 4 5 7 8 4 5 6 7 4 5 6 7 0 8 3 7 9 4 10 11 7 1 5 5 5 10 2 1 3 8 10 8 2 6 8 6 5 6 8 8 4 6 7 8 4 6 7 7 4 5 7 7 4 5 6 7 4 5 6 6 1 9 4 10 10 5 9 2 7 2 3 9 6 11 0 5 4 8 8 1 3 6 6 10

3

3 1/2

4

4 1/2

5

26 24 22 20 26 24 22 20 26 24 22 20 26 24 22 20 26 24 22 20 26 24 22 20

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Minimum interior bearing length shall be 3". Minimum exterior bearing length shall be 1 1/2".

3.

ALLOWABLE SUPERIMPOSED UNIFORM LOADS

Slab Depth (in.)

2 1/2

Reinforcement Mesh

6 x 6 W 1.4 x W 1.4 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 6 x 6 W 1.4 x W 1.4 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0

As

0.028* 0.042 0.058 0.028* 0.042 0.058 0.042* 0.058 0.087 0.042* 0.058* 0.087 0.042* 0.058* 0.087 0.058* 0.087 0.120

2-6

94 138 187 126 187 254 400 400 400 400 400 400 400 400 400 400 400 400

2-9

77 114 154 104 154 210 348 400 400 400 400 400 400 400 400 400 400 400

3-0

65 96 129 88 130 176 292 391 400 366 400 400 400 400 400 400 400 400

3-6

48 70 95 64 95 129 214 287 400 269 363 400 324 400 400 400 400 400

Uniform Load (psf) Clear Span (ft.- in.) 4-0 4-6 5-0

36 54 73 49 73 99 164 220 325 206 278 400 248 335 400 393 400 400 29 42 57 39 57 78 130 174 257 163 219 325 196 265 394 311 400 400 23 34 46 31 46 63 105 140 208 132 177 263 158 214 319 251 374 400

5-6

19 28 38 26 38 52 87 116 172 109 147 217 131 177 263 208 309 400

6-0

16 24 32 22 32 44 73 97 144 91 123 183 110 149 221 174 260 350

6-6

13 20 27 18 27 37 62 83 123 78 105 156 94 127 188

7-0

12 17 23 16 23 32 53 71 106

3

3 1/2

4

4 1/2

5 Notes:

DECK DESIGN GUIDE

1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac). 2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3" 3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads 4. Uniform loads are based on three span conditions and ACI moment coefficients. 5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans Recommended Gage Key: 26 Gage 24 Gage 22 Gage 20 Gage

176

1.0 FD, 1.0 FDV DECK

ALLOWABLE CONSTRUCTION UNIFORM LOADS

Gage Span Condition Loading Condition

Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1*

3-0

179 130 97 52 189 189 189 127 237 237 183 131 261 185 139 107 275 275 275 235 343 343 261 241 347 237 178 164 357 357 357 337 447 446 334 355 445 285 214 230 440 440 440 420 550 538 403 450

3-3

152 102 77 40 161 161 161 101 202 192 144 104 223 145 109 87 234 234 234 192 293 274 205 198 295 186 140 135 304 304 304 284 381 351 263 295 379 224 168 191 375 375 375 355 469 423 317 381

3-6

131 82 61 30 139 139 139 80 174 154 115 83 192 116 87 71 202 202 202 159 252 219 164 164 255 149 112 112 263 263 263 241 328 281 211 248 327 180 135 161 323 323 323 303 404 339 254 325

3-9

114 66 50 23 121 121 120 64 151 125 94 67 167 95 71 58 176 176 171 133 220 178 134 137 222 121 91 94 229 229 219 204 286 228 171 210 285 146 110 136 282 282 264 262 352 275 206 275

4-0

101 55 41 17 107 107 99 52 133 103 77 54 147 78 58 48 155 155 141 112 193 147 110 116 195 100 75 80 201 201 180 175 251 188 141 180 251 120 90 117 248 248 217 228 309 227 170 227

Uniform Load (psf) Clear Span (ft. - in.) 4-6 5-0 5-6

79 38 29 8 84 84 69 33 105 72 54 35 116 55 41 33 122 122 99 81 153 103 77 84 154 70 53 58 159 159 127 130 199 132 99 132 198 85 63 85 196 196 153 176 244 159 119 159 64 28 21 3 68 67 51 20 85 53 40 22 94 40 30 23 99 96 72 59 124 75 56 61 125 51 38 43 129 123 92 99 161 96 72 96 160 62 46 62 158 148 111 138 198 116 87 116 53 21 16 56 51 38 12 70 40 30 13 78 30 22 15 82 72 54 44 102 57 42 45 103 38 29 32 106 92 69 77 133 72 54 72 132 46 35 46 131 111 84 111 164 87 65 87

6-0

45 16 12 47 39 29 5 59 31 23 6 65 23 17 10 69 56 42 32 86 44 33 34 87 30 22 24 89 71 53 60 112 56 42 56 111 36 27 36 110 86 64 86 138 67 50 67

6-6

38 13 10 40 31 23 1 50 24 18 2 56 18 14 6 59 44 33 24 73 34 26 25 74 23 17 18 76 56 42 47 95 44 33 44 95 28 21 28 94 68 51 68 117 53 40 53

7-0

33 10 8 35 25 18 43 19 14 48 15 11 3 50 35 26 17 63 27 21 18 64 19 14 14 66 45 34 38 82 35 26 35 82 22 17 22 81 54 41 54 101 42 32 42

7-6

29 8 6 30 20 15 38 16 12 42 12 9 1 44 28 21 12 55 22 17 13 55 15 11 10 57 36 27 30 71 29 21 29 71 18 14 18 70 44 33 44 88 34 26 34

8-0

25 7 5 27 16 12 33 13 10 37 10 7 39 23 18 8 48 18 14 9 49 12 9 7 50 30 23 24 63 24 18 24 63 15 11 15 62 36 27 36 77 28 21 28

FORM DECKS

26

Double

Triple

24

Double

Triple

22

Double

Triple

20

Double

Triple

* W1 = maximum weight of concrete and deck, psf

·

· ·

Type 1.0 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Specifying 1.0 FD deck eliminates the need for expensive temporary shoring. Floor systems using 1.0 FD deck are some of the most economical floors available. Available with nested side laps only. Available as a vented deck. Type 1.0 FDV deck is manufactured with slot vents in the bottom flute. The openings equal 0.5% of total surface. Type 1.0 FDV deck is to be specified when venting is required for cementitious insulation fills. Type 1.0 FDV deck is manufactured at our Lake City, FL facility only.

·

·

Type 1.0 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 60 KSI. Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Welding washers must be used on all deck units that are less than 22 gage.

DECK DESIGN GUIDE

177

1.5 FD DECK

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

33 33 33

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.63 1.96 2.57

Ip (in4/ft)

0.177 0.213 0.285

In (in4/ft)

0.155 0.193 0.277

Sp (in3/ft)

0.198 0.247 0.316

Sn (in3/ft)

0.189 0.235 0.315

Height Fy (minimum) Modulus of Elasticity

1 1/2 in. 33 ksi 29500 ksi

FORM DECKS

CONSTRUCTION SPANS

Total Slab Depth (in.)

3 1/2

Gage

Normal Weight Concrete (145 pcf) Concrete Maximum Construction Weight Clear Span (ft.-in.) Single Double Triple (psf)

36 36 36 42 42 42 48 48 48 54 54 54 60 60 60 66 66 66 4 5 5 4 4 5 4 4 5 4 4 5 3 4 5 3 4 5 4 0 10 3 10 8 1 9 6 0 7 5 11 6 3 9 4 1 6 7 8 5 6 8 5 6 7 5 6 7 5 6 7 5 5 6 2 2 4 10 10 0 8 6 7 5 3 4 3 1 0 1 10 9 6 7 8 5 6 8 5 6 7 5 6 7 5 6 7 5 5 6 3 3 6 11 11 1 8 7 9 6 4 5 4 2 2 2 11 11

Light Weight Concrete (110 pcf) Concrete Maximum Construction Weight Clear Span (ft.-in.) Single Double Triple (psf)

27 27 27 32 32 32 37 37 37 42 42 42 47 47 47 52 52 52 4 5 6 4 5 6 4 5 5 4 4 5 4 4 5 4 4 5 7 3 2 5 2 0 4 0 10 3 11 8 2 9 7 0 8 5 6 7 9 6 7 8 6 7 8 5 6 8 5 6 7 5 6 7 8 9 1 4 5 8 1 1 4 11 10 0 8 7 8 6 4 5 6 7 9 6 7 8 6 7 8 5 6 8 5 6 7 5 6 7 9 11 4 5 6 10 2 2 5 11 11 1 9 8 10 7 5 7

4

4 1/2

5

5 1/2

6

22 20 18 22 20 18 22 20 18 22 20 18 22 20 18 22 20 18

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Minimum interior bearing length shall be 3". Minimum exterior bearing length shall be 1 1/2".

3.

ALLOWABLE SUPERIMPOSED UNIFORM LOADS

Slab Depth (in.)

3 1/2

Reinforcement Mesh

6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0

As

0.042* 0.058 0.087 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

3-0

254 346 400 322 400 400 390 400 400 400 400 400 400 400 400 400 400 400

3-6

187 254 375 237 323 400 287 392 400 400 400 400 400 400 400 400 400 400

4-0

143 194 287 181 247 366 219 300 400 352 400 400 400 400 400 400 400 400

4-6

113 153 227 143 195 289 173 237 352 278 400 400 320 400 400 362 400 400

Uniform Load (psf) Clear Span (ft.- in.) 5-0 5-6 6-0

91 124 184 116 158 234 140 192 285 225 335 400 259 386 400 293 400 400 75 103 152 96 130 193 116 158 235 186 277 377 214 319 400 242 361 400 63 86 127 80 109 162 97 133 198 156 233 317 180 268 365 203 303 400

6-6

54 73 108 68 93 138 83 113 168 133 198 270 153 228 311 173 258 352

7-0

46 63 93 59 80 119 71 98 145 115 171 232 132 197 268

7-6

40 55 81 51 70 104 62 85 126

8-0

35 48 71 45 61 91

4

4 1/2

5

5 1/2

6 Notes:

DECK DESIGN GUIDE

1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac). 2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3". 3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads. 4. Uniform loads are based on three span conditions and ACI moment coefficients. 5. Deck Gages recommended are for normal weight concrete and based on SDI criteria for unshored spans. Recommended Gage Key: 22 Gage 20 Gage 18 Gage

178

1.5 FD DECK

ALLOWABLE CONSTRUCTION UNIFORM LOADS

Gage Span Condition Loading Condition

Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load

4-0

165 165 165 60 158 158 158 136 197 197 197 140 206 206 206 87 196 196 196 176 245 245 245 189 263 263 263 125 263 263 263 243 328 328 328 260

4-6

130 130 128 42 124 124 124 99 156 156 156 102 163 163 153 64 155 155 155 135 193 193 193 145 208 208 205 94 207 207 207 187 259 259 259 202

5-0

106 106 93 30 101 101 101 74 126 126 126 77 132 132 112 48 125 125 125 105 157 157 157 111 169 169 150 72 168 168 168 148 210 210 210 159

5-6

87 87 70 22 83 83 83 56 104 104 104 58 109 109 84 36 104 104 104 84 129 129 129 87 139 139 112 56 139 139 139 119 174 174 174 127

6-0

73 72 54 16 70 70 70 43 88 88 88 44 91 86 65 28 87 87 87 66 109 109 109 68 117 116 87 45 117 117 117 97 146 146 146 102

Uniform Load (psf) Clear Span (ft.- in.) 6-6 7-0 7-6

62 56 42 11 60 60 60 33 75 75 75 34 78 68 51 21 74 74 74 53 93 93 91 55 100 91 68 36 99 99 99 79 124 124 124 84 54 45 34 7 51 51 51 25 64 64 60 26 67 54 41 16 64 64 64 42 80 80 73 44 86 73 55 29 86 86 86 66 107 107 101 69 47 37 28 5 45 45 45 19 56 56 49 20 59 44 33 12 56 56 56 34 70 70 60 35 75 59 44 23 75 75 75 55 93 93 82 57

8-0

41 30 23 2 39 39 39 14 49 49 40 15 51 36 27 9 49 49 49 27 61 61 49 29 66 49 37 19 66 66 66 46 82 82 68 48

8-6

37 25 19 1 35 35 35 10 44 44 33 11 46 30 23 7 43 43 43 22 54 54 41 23 58 41 30 15 58 58 58 38 73 73 57 40

9-0

33 21 16 31 31 31 7 39 38 28 8 41 26 19 5 39 39 39 18 48 46 34 19 52 34 26 12 52 52 52 32 65 64 48 34

9-6

28 18 14 28 28 28 5 35 32 24 5 36 22 16 3 35 35 35 14 43 39 29 15 47 29 22 10 47 47 47 27 58 54 41 28

10 - 0

26 15

FORM DECKS

12 25 25 25 3 32 27 21 3 33 19 14 2 31 43 31 11 39 33 25 12 42 25 19 8 42 42 42 22 53 46 35 24

22

Double

Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1*

Triple

Single

20

Double

Triple

Single

18

Double

Triple

* W1 = maximum weight of concrete and deck, psf

·

· ·

Type 1.5 FD deck is used extensively in floor construction as an economical form to support concrete slabs during construction. Floor systems using 1.5 FD deck enables the designer to space the structural members to over 7'-0" o.c. without any additional shoring. Available with nested side laps only. Type 1.5 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 33 KSI.

·

Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.

DECK DESIGN GUIDE

179

2.0 FD DECK

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

40 40 40

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.56 1.89 2.50

Ip (in4/ft)

0.330 0.420 0.560

In (in4/ft)

0.327 0.413 0.560

Sp (in3/ft)

0.300 0.388 0.522

Sn (in3/ft)

0.306 0.394 0.522

Height Fy (minimum) Modulus of Elasticity

2 in. 40 ksi 29500 ksi

FORM DECKS

CONSTRUCTION SPANS

Total Slab Depth (in.)

4

Gage

Normal Weight Concrete (145 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

36 36 36 42 42 42 48 48 48 54 54 54 60 60 60 66 66 66 6 7 9 6 7 8 6 7 8 5 6 8 5 6 7 5 6 7 5 7 0 3 4 9 1 1 5 11 11 2 9 8 11 6 5 8 9 10 11 8 9 11 8 9 10 7 8 10 7 8 9 7 8 9 1 3 10 7 9 3 3 4 9 10 11 3 7 7 11 3 4 7 9 10 12 8 10 11 8 9 11 8 9 10 7 8 10 7 8 9 4 7 2 11 1 7 6 8 1 2 3 8 10 11 3 6 7 10

Light Weight Concrete (110 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Triple Double (psf)

28 28 28 32 32 32 37 37 37 41 41 41 46 46 46 50 50 50 6 8 9 6 7 9 6 7 9 6 7 8 6 7 8 6 7 8 9 0 6 7 9 3 5 6 0 3 4 9 2 2 7 0 0 4 9 11 12 9 10 12 9 10 11 8 9 11 8 9 10 8 9 10 10 2 10 5 8 3 0 3 9 8 10 4 4 6 11 1 2 7 10 11 13 9 11 12 9 10 12 9 10 11 8 9 11 8 9 10 2 7 3 9 0 8 4 7 2 0 2 8 8 10 4 4 6 11

4 1/2

5

5 1/2

6

6 1/2

22 20 18 22 20 18 22 20 18 22 20 18 22 20 18 22 20 18

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Minimum interior bearing length shall be 4". Minimum exterior bearing length shall be 2".

3.

ALLOWABLE SUPERIMPOSED UNIFORM LOADS

Slab Depth (in.)

4

Reinforcement Mesh

6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0

As

0.042* 0.058 0.087 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

5-0

91 124 184 116 158 234 140 192 285 225 335 400 259 386 400 293 400 400

5-6

75 103 152 96 130 193 116 158 235 186 277 377 214 319 400 242 361 400

6-0

63 86 127 80 109 162 97 133 198 156 233 317 180 268 365 203 303 400

6-6

54 73 108 68 93 138 83 113 168 133 198 270 153 228 311 173 258 352

Uniform Load (psf) Clear Span (ft.- in.) 7-0 7-6 8-0

46 63 93 59 80 119 71 98 145 115 171 232 132 197 268 149 223 304 40 55 81 51 70 104 62 85 126 100 149 202 115 171 233 130 194 264 35 48 71 45 61 91 54 75 111 88 131 178 101 151 205 114 170 232

8-6

31 43 63 40 54 81 48 66 98 78 116 157 89 133 182 101 151 206

9-0

28 38 56 35 48 72 43 59 88 69 103 140 80 119 162 90 134 184

9-6

25 34 50 32 43 65 38 53 79 62 93 126 71 107 145 81 121 165

10 - 0

22 31 46 29 39 58 35 48 71 56 83 114 64 96 131

4 1/2

5

5 1/2

6

6 1/2 Notes:

DECK DESIGN GUIDE

1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac). 2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3". 3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads. 4. Uniform loads are based on three span conditions and ACI moment coefficients. 5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans. Recommended Gage Key: 22 Gage 20 Gage 18 Gage

180

2.0 FD DECK

ALLOWABLE CONSTRUCTION UNIFORM LOADS

Gage Span Condition Loading Condition

Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* 5-0 192 192 173 88 196 196 196 176 245 245 245 189 248 248 221 125 252 252 252 232 315 315 315 249 334 334 294 182 334 334 334 314 418 418 418 337

5-6

159 159 130 69 162 162 162 142 202 202 202 153 205 205 166 100 208 208 208 188 260 260 260 203 276 276 221 147 276 276 276 256 345 345 345 275

6-0

133 133 100 55 136 136 136 116 170 170 170 124 172 170 128 81 175 175 175 155 219 219 219 167 232 227 170 121 232 232 232 212 290 290 290 228

6-6

114 105 79 45 116 116 116 96 145 145 145 102 147 134 100 67 149 149 149 129 187 187 187 139 198 179 134 101 198 198 198 178 247 247 247 191

7-0

98 84 63 37 100 100 100 80 125 125 118 85 127 107 80 56 129 129 129 109 161 161 150 117 170 143 107 85 170 170 170 150 213 213 202 162

Uniform Load (psf) Clear Span (ft. - in.) 7-6 8-0 8-6

85 68 51 30 87 87 87 67 109 109 96 71 110 87 65 47 112 112 112 92 140 140 122 100 148 116 87 72 148 148 148 128 186 186 164 139 75 56 42 25 77 77 77 57 96 96 79 60 97 72 54 40 99 99 99 79 123 123 101 85 131 96 72 62 131 131 131 111 163 163 135 119 66 47 35 21 68 68 68 48 85 85 66 51 86 60 45 34 87 87 87 67 109 109 84 73 116 80 60 53 116 116 116 96 144 144 113 104

9-0

59 40 30 17 60 60 60 40 76 74 56 43 77 50 38 29 78 78 78 58 97 94 71 63 103 67 50 46 103 103 103 83 129 127 95 90

9-6 53 34 25 14 54 54 54 34 68 63 47 37 69 43 32 25 70 70 70 50 87 80 60 55 93 57 43 41 93 93 93 73 116 108 81 79

10 - 0 48 29 22 12 49 49 49 29 61 54 41 32 62 37 28 21 63 63 63 43 79 69 52 47 84 49 37 36 84 84 84 64 104 92 69 69

10 - 6 44 25 19 10 44 44 44 24 56 47 35 27 56 32 24 18 57 57 57 37 71 59 45 41 76 42 32 31 76 76 76 56 95 80 60 61

11 - 0 40 22 16 8 40 40 39 20 51 41 31 23 51 28 21 16 52 66 49 32 65 52 39 36 69 37 28 28 69 69 67 49 86 69 52 54

FORM DECKS

22

Double

Triple

20

Double

Triple

18

Double

Triple

* W1 = maximum weight of concrete and deck, psf

·

· ·

Type 2.0 FD deck is used in floor construction as an economical form to support concrete slabs during construction. Floor systems using 2.0 FD deck enables the designer to space the structural members to over 10'-0" o.c. without any additional shoring. Available with interlocking side laps only. Type 2.0 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 40 KSI.

·

Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.

DECK DESIGN GUIDE

181

3.0 FD DECK

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

40 40 40

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.72 2.08 2.75

Ip (in4/ft)

0.733 0.933 1.253

In (in4/ft)

0.727 0.927 1.253

Sp (in3/ft)

0.455 0.596 0.808

Sn (in3/ft)

0.466 0.608 0.808

Height Fy (minimum) Modulus of Elasticity

3 in. 40 ksi 29500 ksi

FORM DECKS

CONSTRUCTION SPANS

Total Slab Depth (in.)

5

Gage

Normal Weight Concrete (145 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

43 43 43 49 49 49 55 55 55 61 61 61 67 67 67 73 73 73 8 9 11 7 9 10 7 8 10 7 8 10 7 8 9 6 7 9 0 5 2 9 1 10 7 10 6 4 7 2 1 3 9 10 11 5 10 12 13 10 11 13 9 11 12 9 10 12 8 10 11 8 9 11 6 1 11 0 6 4 7 1 9 3 8 4 11 3 11 7 11 6 10 12 14 10 11 13 9 11 13 9 11 12 9 10 12 8 10 11 10 6 5 4 11 9 11 5 3 6 0 9 2 7 3 10 3 11

Light Weight Concrete (110 pcf) Concrete Maximum Construction Clear Span (ft.-in.) Weight Single Double Triple (psf)

32 32 32 37 37 37 42 42 42 46 46 46 51 51 51 55 55 55 8 10 11 8 9 11 8 9 11 7 9 11 7 9 10 7 8 10 6 0 11 4 9 7 1 6 3 11 3 0 8 0 9 6 10 6 11 13 15 11 12 14 10 12 14 10 11 13 9 11 13 9 11 12 6 2 2 0 8 7 7 2 1 3 9 7 11 4 2 7 0 9 11 13 15 11 13 15 10 12 14 10 12 14 10 11 13 9 11 13 11 8 8 5 1 1 11 7 6 7 2 0 2 9 7 11 5 2

5 1/2

6

6 1/2

7

7 1/2

22 20 18 22 20 18 22 20 18 22 20 18 22 20 18 22 20 18

Notes 1. Section properties are calculated using the AISI Cold Formed Steel Design Specifications, 1996 Edition. 2. Loads and maximum construction spans are based on the SDI Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. Minimum interior bearing length shall be 5". Minimum exterior bearing length shall be 2 1/2".

3.

ALLOWABLE SUPERIMPOSED UNIFORM LOADS

Slab Depth (in.)

5

Reinforcement Mesh

6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.1 x W 2.1 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0 6 x 6 W 2.9 x W 2.9 4 x 4 W 2.9 x W 2.9 4 x 4 W 4.0 x W 4.0

As

0.042* 0.058 0.087 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

6-6

54 73 108 68 93 138 83 113 168 133 198 270 153 228 311 173 258 352

7-0

46 63 93 59 80 119 71 98 145 115 171 232 132 197 268 149 223 304

7-6

40 55 81 51 70 104 62 85 126 100 149 202 115 171 233 130 194 264

8-0

35 48 71 45 61 91 54 75 111 88 131 178 101 151 205 114 170 232

Uniform Load (psf) Clear Span (ft.- in.) 8-6 9-0 9-6

31 43 63 40 54 81 48 66 98 78 116 157 89 133 182 101 151 206 28 38 56 35 48 72 43 59 88 69 103 140 80 119 162 90 134 184 25 34 50 32 43 65 38 53 79 62 93 126 71 107 145 81 121 165

10 - 0

22 31 46 29 39 58 35 48 71 56 83 114 64 96 131 73 109 149

10 - 6

20 28 41 26 35 53 31 43 64 51 76 103 58 87 119 66 99 135

11 - 0

18 25 38 24 32 48 29 39 58 46 69 94 53 79 108 60 90 123

11 - 6

17 23 34 21 29 44 26 36 53 42 63 86 49 73 99 55 82 112

5 1/2

6

6 1/2

7

7 1/2 Notes:

DECK DESIGN GUIDE

1. *(As) does not meet ACI criteria for temperature and shrinkage reinforcement (0.0018Ac). 2. Uniform loads shown are based on reinforcement mesh being draped over supports for all slab depths over 3". 3. If uncoated deck is used, the weight of the slab must be deducted from the uniform loads. 4. Uniform loads are based on three span conditions and ACI moment coefficients. 5. Deck gages recommended are for normal weight concrete and based on SDI criteria for unshored spans. Recommended Gage Key: 22 Gage 20 Gage 18 Gage

182

3.0 FD DECK

ALLOWABLE CONSTRUCTION UNIFORM LOADS

Gage Span Condition Loading Condition

Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Single Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* Uniform total load Deflection l/180 Deflection l/240 W1* 6-6 172 172 172 84 176 176 176 156 221 221 221 169 226 226 223 119 230 230 230 210 288 288 288 226 306 306 300 173 306 306 306 286 382 382 382 307

7-0

149 149 140 70 152 152 152 132 190 190 190 143 195 195 179 101 199 199 199 179 248 248 248 192 264 264 240 147 264 264 264 244 330 330 330 262

7-6

129 129 114 59 133 133 133 113 166 166 166 122 170 170 145 86 173 173 173 153 216 216 216 165 230 230 195 126 230 230 230 210 287 287 287 226

8-0

114 114 94 51 117 117 117 97 146 146 146 104 149 149 120 74 152 152 152 132 190 190 190 142 202 202 161 109 202 202 202 182 253 253 253 196

8-6

101 101 78 44 103 103 103 83 129 129 129 90 132 132 100 64 135 135 135 115 168 168 168 124 179 179 134 96 179 179 179 159 224 224 224 171

Uniform Load (psf) Clear Span (ft. - in.) 9-0 9-6 10 - 0

90 88 66 38 92 92 92 72 115 115 115 78 118 112 84 56 120 120 120 100 150 150 150 108 160 150 113 84 160 160 160 140 200 200 200 151 81 75 56 33 83 83 83 63 103 103 103 68 106 95 71 49 108 108 108 88 135 135 134 95 143 128 96 74 143 143 143 123 179 179 179 133 73 64 48 28 75 75 75 55 93 93 90 60 95 82 61 43 97 97 97 77 122 122 115 84 129 110 82 66 129 129 129 109 162 162 155 118

10 - 6

66 55 42 25 68 68 68 48 85 85 78 52 86 71 53 39 88 88 88 68 110 110 99 74 117 95 71 59 117 117 117 97 147 147 134 105

11 - 0 60 48 36 22 62 62 62 42 77 77 68 46 79 61 46 34 80 80 80 60 100 100 86 66 107 82 62 53 107 107 107 87 134 134 116 94

11 - 6 55 42 32 19 56 56 56 36 70 70 59 40 72 54 40 31 74 74 74 54 92 92 76 59 98 72 54 48 98 98 98 78 122 122 102 84

12 - 0 51 37 28 17 52 52 52 32 65 65 52 35 66 47 35 27 68 68 68 48 84 84 67 52 90 63 48 43 90 90 90 70 112 112 90 76

12 - 6 47 33 25 15 48 48 48 28 60 62 46 31 61 42 31 25 62 100 62 42 78 78 59 47 83 56 42 39 83 83 83 63 103 103 79 68

FORM DECKS

22

Double

Triple

20

Double

Triple

18

Double

Triple

·

· ·

Type 3.0 FD deck is used in floor construction as an economical form to support concrete slabs during construction. Floor systems using 3.0 FD deck enables the designer to space the structural members to over 12'-0" o.c. without any additional shoring. Available with interlocking side laps only. Type 3.0 FD deck is manufactured from steel conforming to ASTM A1008-00 Grades C, D or E or from A653/A653M-00 structural quality grade SQ33 or higher. The minimum yield strength used by NMBS is 40 KSI.

·

Refer to Figure 4 on page 204 for minimum attachment requirements to supporting structural members. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.

DECK DESIGN GUIDE

183

1.5 CD DECK

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

40 40 40

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.63 1.98 2.62

Ip (in4/ft)

0.143 0.187 0.270

In (in4/ft)

0.173 0.213 0.280

Sp (in3/ft)

0.187 0.231 0.312

Sn (in3/ft)

0.197 0.240 0.316

Height Fy (minimum) Modulus of Elasticity

1 1/2 in. 40 ksi 29500 ksi

COMPOSITE FLOOR DECKS

NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi

Total Slab Concrete Gage Depth Weight (in.) (psf) 22 31 3 1/2 20 31 18 31 22 37 4 20 37 18 37 22 43 4 1/2 20 43 18 43 22 49 5 20 49 18 49 22 55 5 1/2 20 55 18 55 22 61 6 20 61 18 61 SDI Max. Unshored Clear Span (ft.-in.) Single Double Triple Span Span Span 4 - 11 7 - 1 7 - 2 5 - 7 8 - 2 8 - 3 6 - 9 9 - 8 10 - 0 4 - 9 6 - 9 6 - 10 5 - 5 7 - 9 7 - 10 6 - 7 9 - 2 9 - 6 4 - 7 6 - 5 6 - 6 5 - 3 7 - 5 7 - 6 6 - 4 8 - 9 9 - 0 4 - 6 6 - 2 6 - 3 5 - 1 7 - 1 7 - 2 6 - 2 8 - 4 8 - 8 4 - 4 5 - 11 6 - 0 5 - 0 6 - 9 6 - 10 6 - 0 8 - 0 8 - 3 4 - 3 5 - 9 5 - 9 4 - 10 6 - 7 6 - 8 5 - 10 7 - 9 8 - 0 Superimposed Live Load (psf) Clear Span (ft.-in.) 5-0 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 5-6 363 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-0 300 362 400 381 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-6 251 303 363 319 385 400 390 400 400 400 400 400 400 400 400 400 400 400 7-0 212 257 308 270 327 400 330 400 400 392 400 400 400 400 400 400 400 400 7-6 180 219 264 230 280 348 282 343 400 335 400 400 390 400 400 400 400 400 8-0 154 189 228 197 241 301 242 296 385 288 353 400 336 400 400 384 400 400 8-6 133 164 198 170 209 262 209 257 335 250 307 400 291 357 400 333 400 400 9-0 115 142 173 148 182 230 182 224 294 217 268 357 253 313 400 290 358 400 9 - 6 10 - 0 10 - 6 11 - 0 11 - 6 12 - 0 100 124 152 129 160 202 159 197 259 190 235 316 222 275 369 254 315 400 87 109 134 112 140 179 139 173 230 166 207 280 194 242 327 223 278 375 76 96 118 98 124 158 122 153 204 146 183 249 171 214 291 196 246 334 66 84 105 86 109 141 107 135 182 129 162 222 151 190 260 173 219 299 58 74 93 76 97 125 94 120 163 113 144 199 133 169 233 153 195 268 50 66 83 66 86 112 83 107 146 100 128 178 118 151 209 136 174 241

MINIMUM ACI SLAB REINFORCEMENT

Total Slab ACI Recommended Wire Area Depth (in.) Welded Wire Fabric (in.2/ft.) 6 x 6 - W1.4 x W1.4 3.5 0.028 6 x 6 - W1.4 x W1.4 4 0.028 6 x 6 - W1.4 x W1.4 4.5 0.028 6 x 6 - W2.1 x W2.1 5 0.040 6 x 6 - W2.1 x W2.1 5.5 0.040 6 x 6 - W2.1 x W2.1 6 0.040

Notes 1. Minimum required interior bearing length is 4". Minimum required exterior bearing length is 1 1/2". If these minimum lengths are not provided, web crippling must be checked. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area). Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.

2. 3. 4.

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1.5 CD DECK

LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi

Total Slab Concrete Gage Depth Weight (in.) (psf) 22 23 3 1/2 20 23 18 23 22 28 4 20 28 18 28 22 32 4 1/2 20 32 18 32 22 37 5 20 37 18 37 22 41 5 1/2 20 41 18 41 22 46 6 20 46 18 46 SDI Max. Unshored Clear Span (ft.-in.) Single Double Triple Span Span Span 5 - 1 7 - 8 7 - 9 5 - 10 8 - 10 9 - 0 7 - 1 10 - 5 10 - 10 5 - 0 7 - 3 7 - 4 5 - 8 8 - 5 8 - 6 6 - 11 9 - 11 10 - 3 4 - 10 7 - 0 7 - 1 5 - 7 8 - 1 8 - 2 6 - 9 9 - 6 9 - 10 4 - 9 6 - 9 6 - 10 5 - 5 7 - 9 7 - 10 6 - 7 9 - 2 9 - 5 4 - 8 6 - 6 6 - 7 5 - 4 7 - 5 7 - 6 6 - 5 8 - 10 9 - 1 4 - 6 6 - 3 6 - 4 5 - 2 7 - 2 7 - 3 6 - 3 8 - 6 8 - 10 Superimposed Live Load (psf) Clear Span (ft.-in.) 5-0 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 5-6 348 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-0 289 345 400 368 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-6 242 290 374 309 371 400 380 400 400 400 400 400 400 400 400 400 400 400 7-0 205 247 318 263 316 400 323 388 400 385 400 400 400 400 400 400 400 400 7-6 176 212 273 225 271 351 277 334 400 330 399 400 385 400 400 400 400 400 8-0 151 183 225 194 235 305 239 289 376 286 346 400 333 400 400 382 400 400 8-6 131 159 188 169 204 267 208 252 329 249 302 395 290 353 400 333 400 400 9-0 114 139 158 147 179 234 182 221 290 218 265 348 254 310 400 292 356 400 9 - 6 10 - 0 10 - 6 11 - 0 11 - 6 12 - 0 100 120 134 129 158 199 160 195 257 191 234 308 224 274 361 257 314 400 88 102 115 113 139 170 141 173 228 169 207 274 198 243 322 227 279 370 77 88 99 100 124 147 124 153 204 149 184 245 175 216 288 202 249 331 68 77 86 89 110 128 110 137 181 133 164 220 156 193 258 179 222 297 60 67 75 79 98 112 98 122 158 118 147 198 139 173 232 160 199 268 53 59 66 70 87 98 87 109 139 105 132 178 124 155 210 143 179 242

COMPOSITE FLOOR DECKS

·

· ·

Type 1.5 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 1.5 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 10'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness. Available with nested side laps only. Type 1.5 CD deck is manufactured from steel conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.

·

Minimum attachment to supporting structural members requires connections at all side lap ribs plus a sufficient number of interior ribs to obtain a maximum average spacing of 12". Maximum spacing between connections shall not exceed 18". Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners.

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2.0 CD DECK

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

40 40 40

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.56 1.89 2.50

Ip (in4/ft)

0.330 0.420 0.560

In (in4/ft)

0.327 0.413 0.560

Sp (in3/ft)

0.300 0.388 0.522

Sn (in3/ft)

0.306 0.394 0.522

Height Fy (minimum) Modulus of Elasticity

2 in. 40 ksi 29500 ksi

COMPOSITE FLOOR DECKS

NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi

Total Slab Concrete Gage Depth Weight (in.) (psf) 22 36 4 20 36 18 36 22 42 4 1/2 20 42 18 42 22 48 5 20 48 18 48 22 54 5 1/2 20 54 18 54 22 60 6 20 60 18 60 22 66 6 1/2 66 20 18 66 SDI Max. Unshored Clear Span (ft.-in.) Single Double Triple Span Span Span 6 - 5 9 - 1 9 - 4 7 - 7 10 - 3 10 - 7 9 - 0 11 - 10 12 - 2 6 - 3 8 - 7 8 - 11 7 - 4 9 - 9 10 - 1 8 - 9 11 - 3 11 - 7 6 - 1 8 - 3 8 - 6 7 - 1 9 - 4 9 - 8 8 - 5 10 - 9 11 - 1 5 - 11 7 - 10 8 - 2 6 - 11 8 - 11 9 - 3 8 - 2 10 - 3 10 - 8 5 - 9 7 - 7 7 - 10 6 - 8 8 - 7 8 - 11 7 - 11 9 - 11 10 - 3 5 - 6 7 - 3 7 - 6 6 - 5 8 - 4 8 - 7 7 - 8 9 - 7 9 - 10 Superimposed Live Load (psf) Clear Span (ft.-in.) 5-0 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 5-6 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-0 352 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-6 294 359 400 357 400 400 400 400 400 400 400 400 400 400 400 400 400 400 7-0 249 304 398 302 368 400 358 400 400 400 400 400 400 400 400 400 400 400 7-6 212 260 342 257 315 400 305 374 400 355 400 400 400 400 400 400 400 400 8-0 181 224 296 221 272 359 262 322 400 305 375 400 349 400 400 394 400 400 8-6 156 194 257 190 236 313 226 280 372 264 325 400 302 373 400 341 400 400 9-0 135 169 225 165 205 274 196 244 326 229 284 380 262 325 400 297 368 400 9 - 6 10 - 0 10 - 6 11 - 0 11 - 6 12 - 0 117 147 198 144 180 242 171 214 288 200 249 336 229 286 385 259 323 400 102 129 175 125 158 214 150 188 255 175 219 297 201 252 341 227 285 386 89 114 155 110 139 190 131 166 226 153 194 264 176 222 304 200 252 344 78 100 138 96 123 169 115 147 201 135 171 236 155 197 271 176 223 307 68 88 123 84 108 150 101 130 180 118 152 211 137 175 243 155 199 275 59 78 110 73 96 135 88 115 161 104 135 189 120 156 218 137 177 247

MINIMUM ACI SLAB REINFORCEMENT

Total Slab ACI Recommended Wire Area Depth (in.) Welded Wire Fabric (in.2/ft.) 6 x 6 - W1.4 x W1.4 4 0.028 6 x 6 - W1.4 x W1.4 4.5 0.028 6 x 6 - W1.4 x W1.4 5 0.028 6 x 6 - W2.1 x W2.1 5.5 0.040 6 x 6 - W2.1 x W2.1 6 0.040 6 x 6 - W2.1 x W2.1 6.5 0.040

Notes 1. Minimum required interior bearing length is 4". Minimum required exterior bearing length is 2". If these minimum lengths are not provided, web crippling must be checked. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area). Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.

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2.0 CD DECK

LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi

Total Slab Concrete Gage Depth Weight (in.) (psf) 22 28 4 20 28 18 28 22 32 4 1/2 20 32 18 32 22 37 5 20 37 18 37 22 41 5 1/2 20 41 18 41 22 46 6 20 46 18 46 22 50 6 1/2 20 50 18 50 SDI Max. Unshored Clear Span (ft.-in.) Single Double Triple Span Span Span 6 - 9 9 - 10 10 - 2 8 - 0 11 - 2 11 - 7 9 - 6 12 - 10 13 - 3 6 - 7 9 - 5 9 - 9 7 - 9 10 - 8 11 - 0 9 - 3 12 - 3 12 - 8 6 - 5 9 - 0 9 - 4 7 - 6 10 - 3 10 - 7 9 - 0 11 - 9 12 - 2 6 - 3 8 - 8 9 - 0 7 - 4 9 - 10 10 - 2 8 - 9 11 - 4 11 - 8 6 - 2 8 - 4 8 - 8 7 - 2 9 - 6 9 - 10 8 - 7 10 - 11 11 - 4 6 - 0 8 - 1 8 - 4 7 - 0 9 - 2 9 - 6 8 - 4 10 - 7 10 - 11 Superimposed Live Load (psf) Clear Span (ft.-in.) 5-0 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 5-6 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-0 343 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6-6 288 348 400 350 400 400 400 400 400 400 400 400 400 400 400 400 400 400 7-0 244 296 384 297 360 400 353 400 400 400 400 400 400 400 400 400 400 400 7-6 209 254 330 254 309 400 302 367 400 352 400 400 400 400 400 400 400 400 8-0 180 220 286 220 267 349 261 318 400 304 370 400 349 400 400 394 400 400 8-6 156 191 250 191 233 305 227 277 363 265 323 400 303 370 400 343 400 400 9-0 136 167 220 166 204 268 198 243 320 231 283 373 265 325 400 300 368 400 9 - 6 10 - 0 10 - 6 11 - 0 11 - 6 12 - 0 119 147 194 146 180 237 174 214 283 203 250 331 233 287 380 264 325 400 105 130 168 128 159 211 153 189 251 179 221 294 206 254 338 233 288 383 92 115 145 113 141 188 135 168 224 158 197 263 182 226 302 207 256 343 81 102 126 100 125 168 120 150 201 141 175 235 162 202 271 184 229 308 72 91 110 89 112 151 106 134 180 125 157 211 144 180 244 164 205 277 64 81 97 79 100 134 95 119 162 111 140 191 128 162 220 146 184 250

COMPOSITE FLOOR DECKS

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· ·

Type 2.0 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 2.0 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 12'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness. Available with interlocking side laps only. Type 2.0 CD deck is manufactured from steel conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.

·

Minimum attachment to supporting structural members requires connections at each rib, including all side lap ribs. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.

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187

3.0 CD DECK

SECTION PROPERTIES

Gage

22 20 18

Fy (ksi)

40 40 40

Coverage Thickness (in) (in)

36 36 36 0.0295 0.0358 0.0474

Weight (psf)

1.72 2.08 2.75

Ip (in4/ft)

0.733 0.933 1.253

In (in4/ft)

0.727 0.927 1.253

Sp (in3/ft)

0.455 0.596 0.808

Sn (in3/ft)

0.466 0.608 0.808

Height Fy (minimum) Modulus of Elasticity

3 in. 40 ksi 29500 ksi

COMPOSITE FLOOR DECKS

NORMAL WEIGHT CONCRETE (145 pcf), fc'=3,000 psi

Total Slab Concrete Gage Depth Weight (in.) (psf) 22 43 5 20 43 18 43 22 49 5 1/2 20 49 18 49 22 55 6 20 55 18 55 22 61 6 1/2 20 61 18 61 22 67 7 20 67 18 67 22 73 7 1/2 20 73 18 73 SDI Max. Unshored Clear Span (ft.-in.) Single Double Triple Span Span Span 8 - 0 10 - 6 10 - 10 9 - 5 12 - 1 12 - 6 11 - 2 13 - 11 14 - 5 7 - 9 10 - 0 10 - 4 9 - 1 11 - 6 11 - 11 10 - 10 13 - 4 13 - 9 7 - 7 9 - 7 9 - 11 8 - 10 11 - 1 11 - 5 10 - 6 12 - 9 13 - 3 7 - 4 9 - 3 9 - 6 8 - 7 10 - 8 11 - 0 10 - 2 12 - 4 12 - 9 7 - 1 8 - 11 9 - 2 8 - 3 10 - 3 10 - 7 9 - 9 11 - 11 12 - 3 6 - 10 8 - 7 8 - 10 7 - 11 9 - 11 10 - 3 9 - 5 11 - 6 11 - 11 Superimposed Live Load (psf) Clear Span (ft.-in.) 7-0 323 395 400 378 400 400 400 400 400 400 400 400 400 400 400 400 400 400 7-6 275 338 400 323 396 400 373 400 400 400 400 400 400 400 400 400 400 400 8-0 237 292 386 278 342 400 321 395 400 366 400 400 400 400 400 400 400 400 8-6 204 253 337 240 297 394 278 343 400 317 391 400 358 400 400 400 400 400 9-0 177 221 295 209 259 346 242 300 400 276 342 400 312 386 400 348 400 400 9 - 6 10 - 0 10 - 6 11 - 0 11 - 6 12 - 0 12 - 6 13 - 0 13 - 6 14 - 0 155 194 260 182 227 305 211 263 353 242 300 400 273 339 400 305 379 400 135 170 230 159 200 270 185 232 313 212 265 358 240 299 400 268 335 400 118 150 205 140 177 240 163 205 278 186 234 318 211 265 360 236 296 400 104 133 182 123 156 214 143 182 249 164 208 284 186 235 322 208 263 360 91 118 163 108 139 192 126 161 222 145 185 255 164 209 288 184 235 323 80 104 146 95 123 172 111 143 200 128 165 229 145 187 259 163 209 290 70 93 131 84 110 154 98 128 179 113 147 206 128 167 233 144 187 262 62 82 118 73 97 139 86 114 161 100 131 185 113 149 210 128 167 236 54 73 106 64 87 125 76 101 145 88 117 167 100 133 190 113 149 213 47 65 95 56 77 112 66 90 131 77 104 151 88 119 172 100 134 193

MINIMUM ACI SLAB REINFORCEMENT

Total Slab ACI Recommended Wire Area Depth (in.) Welded Wire Fabric (in.2/ft.) 6 x 6 - W1.4 x W1.4 5 0.028 6 x 6 - W1.4 x W1.4 5.5 0.028 6 x 6 - W1.4 x W1.4 6 0.028 6 x 6 - W2.1 x W2.1 6.5 0.040 6 x 6 - W2.1 x W2.1 7 0.040 6 x 6 - W2.1 x W2.1 7.5 0.040

Notes 1. Minimum required interior bearing length is 5". Minimum required exterior bearing length is 2 1/2". If these minimum lengths are not provided, web crippling must be checked. Welded wire fabric should be supplied per ACI requirements (0.00075 x concrete section area). Section properties are based on AISI Cold Formed Steel Design Specifications, 1996 Edition. The superimposed live load and maximum construction spans are based on SDI Composite Deck Design Handbook and Design Manual for Composite Decks, Form Decks and Roof Decks, Publication No. 30. The superimposed live load and maximum construction spans are based on the AISI/ASD design method.

2. 3. 4.

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DECK DESIGN GUIDE

188

3.0 CD DECK

LIGHT WEIGHT CONCRETE (110 pcf), fc'=3,000 psi

Total Slab Concrete Gage Depth Weight (in.) (psf) 22 32 5 20 32 18 32 22 37 5 1/2 20 37 18 37 22 42 6 20 42 18 42 22 46 6 1/2 20 46 18 46 22 51 7 20 51 18 51 22 55 7 1/2 20 55 18 55 SDI Max. Unshored Clear Span (ft.-in.) Single Double Triple Span Span Span 8 - 6 11 - 6 11 - 11 10 - 0 13 - 2 13 - 8 11 - 11 15 - 2 15 - 8 8 - 4 11 - 0 11 - 5 9 - 9 12 - 8 13 - 1 11 - 7 14 - 7 15 - 1 8 - 1 10 - 7 10 - 11 9 - 6 12 - 2 12 - 7 11 - 3 14 - 1 14 - 6 7 - 11 10 - 3 10 - 7 9 - 3 11 - 9 12 - 2 11 - 0 13 - 7 14 - 0 7 - 8 9 - 11 10 - 2 9 - 0 11 - 4 11 - 9 10 - 9 13 - 2 13 - 7 7 - 6 9 - 7 9 - 11 8 - 10 11 - 0 11 - 5 10 - 6 12 - 9 13 - 2 Superimposed Live Load (psf) Clear Span (ft.-in.) 7-0 317 385 400 372 400 400 400 400 400 400 400 400 400 400 400 400 400 400 7-6 272 331 400 319 388 400 369 400 400 400 400 400 400 400 400 400 400 400 8-0 235 287 375 276 336 400 319 388 400 365 400 400 400 400 400 400 400 400 8-6 204 250 328 240 293 384 278 339 400 317 387 400 358 400 400 400 400 400 9-0 178 219 289 210 257 338 243 298 391 278 340 400 314 384 400 351 400 400 9 - 6 10 - 0 10 - 6 11 - 0 11 - 6 12 - 0 12 - 6 13 - 0 13 - 6 14 - 0 156 193 256 184 227 299 214 262 346 244 300 396 276 339 400 309 379 400 138 171 227 162 201 266 189 233 308 216 266 353 244 301 399 273 337 400 122 152 203 144 178 238 167 207 275 191 237 315 217 268 357 243 300 400 108 135 182 127 159 213 148 185 247 170 211 283 193 239 320 216 268 359 96 121 163 113 142 192 132 165 222 151 189 255 172 214 288 193 240 323 85 108 147 101 127 173 118 148 200 135 170 230 153 193 260 172 216 292 76 97 132 90 114 156 105 133 181 121 153 208 137 173 236 154 195 265 67 87 120 80 103 141 94 120 164 108 137 188 123 156 214 138 175 240 60 78 108 71 92 128 84 108 149 97 124 171 110 141 194 124 158 219 53 70 98 64 83 116 75 97 135 86 112 156 99 127 177 111 143 199

COMPOSITE FLOOR DECKS

·

· ·

Type 3.0 CD deck has embossments in the vertical ribs that bond with the concrete slab to develop a composite floor system. The 3.0 CD composite deck acts as a form during the concrete pour enabling the designer to space the structural members to over 13'-0" o.c. without any additional shoring. Once the concrete cures, the resulting composite floor system provides both superior strength and stiffness. Available with interlocking side laps only. Type 3.0 CD deck is manufactured from steel conforming to ASTM A1008-00, Grades C and D, or from A653-00, Structural Steel with a minimum yield strength of 40 KSI.

·

Minimum attachment to supporting structural members requires connections at each rib, including all side lap ribs. Connections can be made either by welding using a minimum 5/8" diameter puddle weld or properly designed mechanical fasteners. Side laps are to be fastened together between supports, at a maximum spacing of 36" o.c. whenever the deck span exceeds 5'-0". Side lap connections can be made by button punching.

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189

STANDARD ACCESSORIES

STANDARD ROOF DECK ACCESSORIES

FINISH: G90 GALV.

GENERAL DECK INFO

STANDARD FLOOR DECK ACCESSORIES

FINISH: G90 GALV.

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FIRE RESISTANCE RATINGS

Restrained Assembly Rating (Hrs.) 1 & 1-1/2 1 & 1-1/2 1 & 1-1/2 1 1 & 1-1/2 1-1/2 & 2 1 1 & 1-1/2 1&2 1, 1-1/2 & 2 1, 1-1/2 & 2 1, 1-1/2 & 2 Restrained Assembly Rating (Hrs.) 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1-1/2 & 2 1, 1-1/2, 2 & 3 1, 1-1/2 & 2 1, 1-1/2 & 2 2 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2 & 3 2&3 1, 1-1/2, 2 & 3 2, 3 & 4 1, 1-1/2, 2, 3 & 4 3 2&3 2&3 2 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2, 3 & 4 2&3 2, 3 & 4 2 1, 1-1/2, 2, 3 & 4 3 2 2 2 2&3 1, 1-1/2, 2 & 3 2&3 2 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2 & 3 2, 3 & 4 2 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 2 2 3/4, 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 3/4, 1, 1-1/2, 2 & 3 3/4, 1, 1-1/2, 2 & 3 3/4, 1, 1-1/2, 2 & 3 3/4, 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 2 2&3 2&3 2 3/4, 1, 1-1/2, 2 & 3 ROOF DECK Type of Protection Classified Deck Type B&N B 1.0FD & 1.5FD .6FD, 1.0FD & 1.5FD B&N B B B&N B

B, N, .6FD, 1.0FD & 1.5FD B, N, .6FD, 1.0FD & 1.5FD B, N, .6FD, 1.0FD & 1.5FD

Roof Covering Roof Insulation Roof Insulation Insulating Concrete Insulating Concrete Roof Insulation Roof Insulation Insulating Concrete Roof Insulation Roof Insulation Roof Insulation Insulating Concrete Cellular Concrete

U.L. Design No. P225 P230 P231 P246 P250 P404 P509 P510 P519 P819 P921 P923

Acoustical Grid

Metal Lath & Plaster Gypsum Board Sprayed on Mat'ls Unprotected

Unrestrained Beam Rating (hrs.) 1 & 1-1/2 1 & 1-1/2 1 & 1-1/2 1 1 & 1-1/2 NA 1 NA NA 1, 1-1/2 & 2 1, 1-1/2 & 2 1, 1-1/2 & 2 Unrestrained Beam Rating (hrs.) 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1-1/2 & 2 1-1/2 2 1, 1-1/2 & 2 NA 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2, 3 & 4 1-1/2 & 3 1 & 1-1/2 1, 1-1/2, 2 & 3 1-1/2 & 2 1, 1-1/2, 2, 3 & 4 1-1/2, 2, 3 & 4 1, 1-1/2, & 2 1, 1-1/2, 2 & 3 1 & 1-1/2 1, 1-1/2, 2, 3 & 4 1-1/2 & 2 1 1, 1-1/2 & 2 1, 1-1/2 & 2 1, 1-1/2 & 2 1, 1-1/2, 2 & 3 1-1/2 1 & 1-1/2 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2 & 3 1, 1-1/2 & 2 1 & 1-1/2 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1&2 1 1, 1-1/2, 2 & 3 1 & 1-1/2 1 & 1-1/2 1, 1-1/2, 2 & 3 1, 1-1/2, 2 & 3 1, 1-1/2, 2, 3 & 4 1, 1-1/2, 2 & 3 1, 1-1/2 & 2 1 1, 1-1/2 & 2 1, 1-1/2, 2 & 3 1 & 1-1/2 1, 1-1/2, 2 & 3

COMPOSITE FLOOR DECK Type of Protection Exposed Grid Gypsum Board Classified Deck Type 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD 1.5CD, 2CD & 3CD Concrete Topping 2-1/2" to 3-1/2" LW, NW 2-1/2" to 3-1/2" LW, NW 2-1/2" NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" NW 2-1/2" LW, NW 2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" to 3-1/2" NW 2-1/2" LW 2-1/2" LW, NW 2-1/2" LW, NW 3-1/4" LW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 3-1/4" LW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" LW, NW 3-1/4" & 3-1/2" LW 2-1/2" LW, NW 2" LW, NW 3-1/4" LW 2-1/2" LW, NW 2-1/2" LW, NW 2-1/2" to 5-1/4" LW, NW 3-1/4" LW 3-1/4" LW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-5/8" to 5-1/4" LW, NW 2-1/2" to 5-1/4" LW, NW 2-1/2" to 4-1/2" LW, NW 2-5/8" to 5-1/4" LW, NW U.L. Design No. D216 D219 D502 D703 D712 D722 D730 D739 D743 D755 D759 D760 D767 D768 D771 D773 D775 D779 D782 D784 D785 D786 D787 D816 D822 D825 D826 D831 D832 D833 D840 D858 D859 D860 D861 D871 D902 D907 D913 D916 D918 D919 D922 D923 D925 D927 D929 D931 D935 D936 D937 D943

GENERAL DECK INFO

Sprayed on Fire Resistive Materials

Unprotected

DECK DESIGN GUIDE

191

SALES FAX

BUTLER, IN (260) 868-6002 CONTINENTAL, OH (419) 596-3120 FLORENCE, SC (843) 669-0675 LAKE CITY, FL (386) 466-1302

WWW.NEWMILL.COM

SALEM, VA (540) 389-0378

DATE: STEEL DECK BILL OF MATERIAL

JOB NAME: LOCATION:

SEQ.: TYPE: WIDTH: PIECES GAGE: FINISH: LENGTH BUNDLE # SEQ.: TYPE: WIDTH: PIECES GAGE: FINISH: LENGTH BUNDLE #

SHEET:

NMBS JOB #: CHECKER:

SEQ.: TYPE: WIDTH: PIECES

of

CUST. JOB #: DETAILER:

GAGE: FINISH: LENGTH BUNDLE #

TOTAL PIECES: TOTAL SQUARES: WELD WASHERS: SCREWS: SUMP PANS: REMARKS:

TOTAL PIECES: TOTAL SQUARES: WELD WASHERS: SCREWS: SUMP PANS:

TOTAL PIECES: TOTAL SQUARES: WELD WASHERS: SCREWS: SUMP PANS:

XX

SALES FAX

BUTLER, IN (260) 868-6002 CONTINENTAL, OH (419) 596-3120 FLORENCE, SC (843) 669-0675 LAKE CITY, FL (386) 466-1302

WWW.NEWMILL.COM

SALEM, VA (540) 349-0378

DATE:

STEEL DECK ACCESSORIES

JOB NAME: LOCATION: CUST. JOB #: DETAILER:

SHEET: NMBS JOB#: CHECKER:

of

Girder Filler (GFx)

Side Closure (SCx)

Cell Closure (CCx)

Pour Stop (PSx) Ridge/Valley Plate (RVPx)

Flat Plate (FPx)

Zee Closure (Zx)

Filler Strip (FSx)

DIMENSIONS MARK QTY. GAGE

OFFICE

A

B

C

REMARKS

USE

SDI Specifications and Commentary

FOR STEEL ROOF DECK

1.Scope

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 25. Commentary: Suspended ceilings, light fixtures, ducts, or other utilities shall not be supported by the steel deck. The steel roof deck shall be manufactured from steel conforming to ASTM Designation A1008-00 Grades C, D or E or from A653/A 653M-00 Structural Quality grade SQ33 or higher. If the published product literature does not show the uncoated steel thickness in decimal inches (or millimeters) but lists gages 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 0.75 0.0358 0.90 0.0474 1.20 0.0598 1.50 MINIMUM THICKNESS in. mm 0.028 0.70 0.034 0.85 0.045 1.15 0.057 1.45

American Iron and Steel Institute (AISI) specification for the Design of Cold-formed Steel Structural Members, 1996 edition. Commentary: Arbitrarily assumed effective compression flange widths shall not be allowed. Testing shall not be used in lieu of the above in determination of vertical load carrying capacity of steel deck. Tables: 3.3 Load Tables: Uniform loads determined for published tables shall be based on equal adjacent two and three span conditions and on single spans. Appropriate combinations of shear and bending shall be made to determine the published loads. Widths of 2.0 inches (50mm) for end bearing and 4.0 inches (100mm) for interior shall be used to check web crippling. Deflection coefficients shall be 0.013 for single spans, 0.0054 for double spans and 0.0069 for triple spans. Commentary: For deck layouts that provide more than three equal spans, the user can apply the loads published for three spans. Published uniform load tables do not apply for adjacent spans that differ in length by more than 10%. 3.4 Maximum Deflections: Deflection of the deck shall not exceed L/240 or 1 inch (25 mm) whichever is less, under the uniformly distributed design live load. All spans are to be considered center-to-center of supports. Commentary: The adequacy of deck edge support details should be reviewed. At the building perimeter or any other deck termination or direction change, occasional concentrated loading of the roof

2.Materials

2.1 Steel Roof Deck: The steel roof deck units and accessories shall be fabricated from steel conforming to Section A3 of the latest edition, (1996) of the American Iron and Steel Institute, Specifications for the Design of Cold-Formed Steel Structural Members. The steel used shall have a minimum yield strength of 33 ksi (230 MPa). Tolerances: 2.2 Tolerances: Panel length: Plus or minus ½ inch (13 mm). Thickness: Shall not be less than 95% of the design thickness. Panel cover width: Minus 3/8 inch (10 mm), plus ¾ inch (20 mm). Panel camber and/or sweep: ¼ inch in 10 foot length (6 mm in 3 meters). Panel end out of square: 1/8 inch per foot (3 mm in 300 mm) of panel width. Commentary: The above tolerances reflect the fabrication processes for steel deck products. Variation in cover width tolerances may vary due to trucking, storage, handling.

DECK DESIGN GUIDE

SDI SPECS, ROOF DECK

3.Design

3.1a Allowable Stress Design (ASD): Under the combined dead and design live loads, the bending stress in the steel deck shall not exceed 0.6 times the yield strength or 36ksi (250MPa). Factor 3.1b Load Resistance Factor Design (LRFD): The load and resistance factors and the load combinations shall be as required by the AISI Specification. Commentary: Commentary Either ASD or LRFD design is acceptable to the Steel Deck Institute. If LRFD uniform load tables are desired, the SDI Roof Deck Construction Handbook is a source. Generally, in ASD, 20 ksi (140Mpa) is the published maximum stress as is shown in the load tables of this manual. Properties roperties: 3.2 Section Properties Structural properties of roof deck sections shall be computed in accordance with the

24

194

deck could result in temporary deck could result in temporary differences in deflection between differences in and the adjacent the roof deck deflection between the roof deck and component. stationary buildingthe adjacent stationary building component. Supplemental support such as a Supplemental support such as a perimeter angle may be warranted. perimeter angle may be warranted.

building deck edge or interior termination condition interior building deck edge or termination condition

Construction and Maintenance loads: Construction and Maintenance loads: SPANS are governed by a maximum SPANSof 26governed MPa)maximum stress are ksi (180 by a and a stress of 26 ksi (180 MPa) and a maximum deflection of L/240 with a maximum (0.89 kN) concentrated 200-pounddeflection of L/240 with a 200-pound (0.89 kN) concentrated load at midspan on a 1'-0" (300 mm) load section of on a If the designer wideat midspandeck. 1'-0" (300 mm) wide section of deck. Ifgreater contemplates loads of the designer contemplates loads of greater magnitude, spans shall be demagnitude,the thickness ofde- steel creased or spans shall be the creased or the thickness of the steel deck increased as required. deck increased as required. All loads shall be distributed by All loads shall be distributed by appropriate means to prevent appropriatethe completed assembly damage to means to prevent damage to the completed assembly during construction. during construction. Cantilever loads: Cantilever loads: load of 10 psf Construction phase Construction adjacent span and (0.48 kPa) onphase load of 10 psf (0.48 kPa) on adjacent span and(0.89 cantilever, plus 200 pound load cantilever, plus 200 pound loadstress kN) at end of cantilever with a (0.89 kN) at end ksi cantilever with a stress limit of 26 of (180 MPa) (ASD). limit of 26 ksi (180 MPa) (ASD). Service load of 45 psf (2.15 kPa) on Service load ofand psf (2.15 kPa) on adjacent span 45 cantilever, plus adjacent span and cantilever,end of 100 pound load (0.44 kN) at plus 100 poundwith a(0.44 kN) at of of cantilever load stress limit end cantilever with a (ASD). 20 ksi (140 MPa) stress limit of 20 ksi (140 MPa) (ASD). Deflection limited to L/240 of Deflection limited to L/240 of adjacent span for interior span and adjacent span for of cantilever to deflection at end interior span and deflection at end of cantilever to L/120 of overhang. L/120 of overhang.

RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION AND RECOMMENDED STANDARD FOR 1½ INCH AND 3 INCH AND MAINTENANCE LOADS MAXIMUM SPANS FOR CONSTRUCTIONROOF DECK MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK MAX. RECOMMENDED SPANS SPAN ROOF DECK CANTILEVER MAX. RECOMMENDED SPANS SPAN SPAN ROOF DECK SPAN TYPE CONDITION FT.-IN. METERS FT.-IN. CANTILEVER METERS TYPE CONDITION FT.-IN. METERS FT.-IN. METERS NR22 1 3'-10" 1.15 m 1'0" .30 m NR22 3'-10" 1.15 m NR22 2 or 1 more 4'-9" 1.45 m 1'0" .30 m NR22 2 or 1 more 4'-9" 1.45 m NR20 4'-10" 1.45 m NARROW 1'2" .35 m NR20 4'-10" 1.45 m NARROW RIB DECK NR20 2 or 1 more 5'-11" 1.80 m 1'2" .35 m RIB DECK NR20 2 or 1 more 5'-11" 1.80 m NR18 5'-11" 1.80 m 1'7" .45 m NR18 5'-11" 1.80 m NR18 2 or 1 more 6'-11" 2.10 m 1'7" .45 m NR18 2 or 1 more 6'-11" 2.10 m IR22 4'-6" 1.35 m 1'2" .35 m IR22 4'-6" 1.35 m IR22 2 or 1 more 5'-6" 1.65 m INTERMEDIATE 1'2" .35 m IR22 2 or 1 more 5'-6" 1.65 m INTERMEDIATE RIB DECK IR20 5'-3" 1.60 m 1'5" .40 m RIB DECK IR20 5'-3" 1.60 m IR20 2 or 1 more 6'-3" 1.90 m 1'5" .40 m IR20 2 or 1 more 6'-3" 1.90 m WR22 5'-6" 1.65 m 1'11" .55 m WR22 5'-6" 1.65 m WR22 2 or 1 more 6'-6" 1.75 m 1'11" .55 m WR22 2 or 1 more 6'-6" 1.75 m WR20 6'-3" 1.90 m WIDE 2'4" .70 m WR20 6'-3" 1.90 m WIDE RIB DECK WR20 2 or 1 more 7'-5" 2.25 m 2'4" .70 m RIB DECK WR20 2 or 1 more 7'-5" 2.25 m WR18 7'-6" 2.30 m 2'-10" .85 m WR18 7'-6" 2.30 m WR18 2 or 1 more 8'-10" 2.70 m 2'-10" .85 m WR18 2 or 1 more 8'-10" 2.70 m 3DR22 11'-0" 3.35 m 3'-5" 1.05 m 3DR22 11'-0" 3.35 m 3DR22 2 or 1 more 13'-0" 3.95 m 3'-5" 1.05 m 3DR22 2 or 1 more 13'-0" 3.95 m 3DR20 12'-6" 3.80 m DEEP 3'-11" 1.20 m 3DR20 12'-6" 3.80 m DEEP RIB DECK 3DR20 2 or 1 more 14'-8" 4.45 m 3'-11" 1.20 m RIB DECK 3DR20 2 or 1 more 14'-8" 4.45 m 3DR18 15'-0" 4.55 m 4'-9" 1.45 m 3DR18 15'-0" 4.55 m 3DR18 2 or 1 more 17'-8" 5.40 m 4'-9" 1.45 m 3DR18 2 or more 17'-8" 5.40 m

STEEL DECK CANTILEVER EXAMPLE: EXAMPLE : WR22 STEEL DECK CANTILEVER BEAM EXAMPLE: EXAMPLE : WR22

BEAM DECK (WR22) DECK (WR22) SPAN SPAN

BEAM BEAM

SDI SPECS, ROOF DECK

A A

BEAM

PARTIALBEAM PLAN ROOF (WR22) PARTIAL ROOF PLAN

(WR22) 1-11 MAX CANTILEVER 1-11 MAX SECTION A CANTILEVER

SECTION A

Notes: Notes: 1. Adjacent span: Limited to those spans 1. Adjacent span:3.4 of Roof Deck Specificashown in Section Limited to those spans shown in Section 3.4 of where the adjacent tions. In those instancesRoof Deck Specifications. In those instances the cantilever span, span is less than 3 timeswhere the adjacent span is less than 3 times the cantilever span, the individual manufacturer should be the individual manufacturer should be consulted for the appropriate cantilever span. consulted for the appropriate cantilever span. 2. Sidelaps must be attached at 2. Sidelaps must andattached at end of cantilever be at a maximum of 12 end of (300 mm) on at a maximum of inches cantilever andcenter from end. 12 inches (300 mm) on center from end. 3. No permanent suspended 3. No are to be supported by the steel deck. loads permanent suspended loads are to be supported by the steel deck. 4. The deck must be completely attached to 4. The deck mustat the sidelaps attached to the supports and be completely before any the is applied to the cantilever. loadsupports and at the sidelaps before any load is applied to the cantilever. continued on next page continued on next page

JOIST JOIST

JOIST JOIST

JOIST JOIST

DECK DESIGN GUIDE

25 25

195

SDI Specifications and Commentary

FOR STEEL ROOF DECK

continued

4.Installation & Site Storage

4.1 Site Storage: Steel deck shall be stored off the ground with one end elevated to provide drainage, and shall be protected from the elements with a waterproof covering, ventilated to avoid condensation. 4.2 Deck Placement: Place each deck unit on supporting structural frame. Adjust to final position with accurately aligned side laps and ends bearing on supporting members. On joist framing, be sure the appropriate end lap occurs over a top chord angle for proper anchorage.

SDI SPECS, ROOF DECK

deck construction shall be deducted from the above forces. The location and number of fasteners required for satisfactory attachment of deck to supporting structural members are as follows: All side laps plus a sufficient number of interior ribs to limit the spacing between adjacent points of attachment to 18 inches (500 mm). Do not walk or stand on deck until these minimum attachments are accomplished at the structural supports. Deck units with spans greater than 5 feet (1.5 m) shall have side laps and perimeter edges (at perimeter support steel) fastened at midspan or 36 inches (1 m) intervals, whichever distance is smaller. Sidelap attachment shall progress from support to midspan. A perimeter deck system support parallel to deck flutes or ribs is necessary to provide for a minimum fastener spacing as specified. The design and detailing of this perimeter deck support system is the responsibility of the project designer. Commentary: The deck should be anchored as soon as possible to act as a working platform, to prevent blowoff and slipoff from supports and to provide stability to deck system and frame. The designer should check the appropriate codes for the required uplift loading and show the required anchorage connections on the plans. If no information is shown on the plans, the uplift loads shown in paragraph 4.4 will be assumed. Sidelap fasteners can be welds, screws, crimps (button punching), or other methods approved by the designer. Welding sidelaps on thicknesses 0.028 inches (.7 mm) or less may

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 ½ 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

cause large burn holes and is not recommended. The objective of sidelap fastening is to prevent differential sheet deflection. The five foot (1.5 m) limit on side lap spacing is based on experience. The deck erector should not leave broken bundles or unattached deck at the end of the day as the wind may displace the sheets and cause injury to persons or property. In the past, 1½ 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 1½ 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)

DECK DESIGN GUIDE

26

196

deck could result in temporary long. Weld metal shall penetrate all differences in deflection between layers ofdeck and the adjacentlaps the roof deck material at end and shall have good fusion to the stationary building component. supporting members. Welding a Supplemental support such as washers shall bemay be warranted. perimeter angle 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)edge or interior building deck diameter termination condition hole. Care shall be exercised in the selection of electrodes and amperage to provide a Maintenance loads: Construction and positive weld and prevent are governed byblow holes. SPANS high amperage a maximum stress of 26 ksi (180 MPa) and a Commentary: The obligation is a maximum deflection of L/240 with placed on the contractor to prepare 200-pound (0.89 kN) concentrated weldingmidspan on specifications load at procedure a 1'-0" (300 mm) and to qualifyof deck. If theproducwide section them before designer tion use. These procedure specificacontemplates loads of greater tions must include shall be de- of magnitude, spans classification the filler or the thickness of the each creased metal, its size, and for steel type of weld, itsas required. or any deck increased melting rate other suitable means of current control indicative of melting rate, All loads shall be distributed by as applicable. appropriate means to prevent damage to the completed assembly The welder qualification test during construction. requires each welder to prove the ability to produce Cantilever loads: satisfactory welds using these qualified10 psf Construction phase load of procedures.kPa) on adjacent span and may (0.48 The fact that the welder have been plus 200 pound load (0.89 cantilever, successfully qualified on plate or pipe under the provisions of kN) at end of cantilever with a stress ANSI/AWS D1.1 Structural Welding limit of 26 ksi (180 MPa) (ASD). Code-Steel for structural welding, or on plate or pipepsf (2.15 kPa) on Service load of 45 under the provisions of othercantilever, plus adjacent span and codes governing the welding of specific products,of 100 pound load (0.44 kN) at end does not qualify the welder for cantilever with a stress limit of welding steel sheet. 20 ksi (140 MPa) (ASD). The selections of welding rod and Deflection limited to L/240 of amperage are left interiorindividual adjacent span for to the span and welder. Welds are made from the deflection at end of cantilever to top side of the deck, with the welder L/120 of overhang. immediately following the placement

RECOMMENDED MAXIMUM AND crew. In general, stronger welds are SPANS FOR CONSTRUCTIONROOF DECK coat is Commentary: The primer MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH obtained on 0.028 inches (.70 mm) intended to protect the steel for only MAX. RECOMMENDED SPAN or thicker deck without weld SPAN a short period of exposure in SPANS ROOF DECK CANTILEVER washers. Welds on deck lessCONDITION than ordinary atmospheric conditions and TYPE FT.-IN. METERS FT.-IN. METERS 0.028 inches (.70 NR22 are stronger mm) shall be considered an impermanent 1 3'-10" 1.15 m 1'0" .30 m with washers. NR22 and provisionalm 2 or more 4'-9" 1.45 coating. Field painting of1.45 m painted deck is prime NR20 1 4'-10" NARROW 1'2" .35 m Fasteners: recommendedm 4.4b MechanicalNR20 Fasteners:2 or more RIB DECK 5'-11" 1.80 especially where the Mechanical fasteners (powder- 1 deck is exposed. In corrosive or high NR18 5'-11" 1.80 m 1'7" .45 m actuated, screws,NR18 pneumatically more moisture atmospheres, a galvanized 2 or 6'-11" 2.10 m driven fasteners, etc.) are recog- 1 finish is desirable in a G-60 (Z180) or IR22 4'-6" 1.35 m nized as viable anchoring methods, G-90 (Z275) coating. 1'2"highly.35 m In IR22 2 or more 5'-6" 1.65 m INTERMEDIATE provided the type IR20 spacing of 1 and the corrosive or chemical atmospheres RIB DECK 5'-3" 1.60 m 1'5" .40 be fasteners satisfy the design criteria. or6'-3" reactive materials couldm where 1.90 m IR20 2 or more Documentation inWR22 the form of test in5'-6" contact 1.65 m steel deck, with the 1 1'11" .55 m data, design calculations, or design special care in m WR22 2 or more 6'-6" 1.75 specifying the finish charts should be submitted by the should be 1.90 m In this case, used. WR20 1 6'-3" WIDE 2'4" .70 m RIB DECK fastener manufacturer as the 2 or more basis individual manufacturers should be WR20 7'-5" 2.25 m for obtaining approval. The deck 1 contacted. See important informaWR18 7'-6" 2.30 m 2'-10" .85 7. manufacturer may recommend or more tion Section 4.1. Insulation, page m WR18 2 8'-10" 2.70 m additional fasteners to stabilize the 3DR22 1 11'-0" 3.35 m 3'-5" 1.05 m given profile against sideslip of or more In most cases,m 3DR22 2 any 13'-0" 3.95 deck welds are 1 12'-6" 3.80 a unfastened ribs. 3DR20 removed from m corrosive environDEEP 3'-11" 1.20 m RIB DECK 3DR20 2 or more 14'-8" 4.45 m ment when the roof is installed and 3DR18 1 15'-0" 4.55 up no weld touch m paint or cold m Commentary: The allowable load 4'-9" 1.45 3DR18 2 or more 17'-8" 5.40 m value per fastener used to determine galvanizing is necessary. In those the maximum fastener spacing is instances where the welds are left based on a structural support exposed to a corrosive atmosphere, Notes: thicknessSTEEL DECK CANTILEVER inch ofEXAMPLE: than 1/8 not less the weld should be wire brushed and 1. Adjacent span: Limited to those spans EXAMPLE : WR22 (3 mm) when powder-actuated or coated with an approved substance. BEAM shown in Section 3.4 of Roof Deck SpecificaSPAN pneumatically driven fasteners with DECK tions. In those instances where the adjacent (WR22) span Fireproofing: The cantilever span, 5.2 is less than 3 times the metal deck 5/16 inch (8 mm) diameter minimum the individual manufacturer should be bearing surface (fastener head size) manufacturer shall not be responconsulted for the appropriate cantilever span. are used. When the structural A sible for the cleaning of the support thickness is less than underside of be attached at 2. Sidelaps must metal deck to ensure end of of fireproofing. Adherence 1/8 inch (3 mm), BEAM powder actuated bond cantilever and at a maximum of 12 of inches (300 mm) on center is end. or pneumatically driven fasteners fireproofing materialsfromdependent PARTIAL ROOF PLAN (WR22) shall not be used but screws on many variables; the deck 3. No permanent suspended are acceptable. manufacturer (supplier) issteel deck. loads are to be supported by the not responsible for the adhesion or 1-11 MAX 4. The deck must be of the fireproofing. adhesive ability completely attached to 5.Protective CoatingsCANTILEVER the supports and at the sidelaps before any SECTION A Finishes: 5.1 Finishes All steel to be used continued load is applied to the cantilever. on next page for roof deck shall be galvanized, continued on next page aluminized or prime painted. The roof deck shall be free of grease and dirt prior to the coating.

JOIST JOIST JOIST BEAM

SDI SPECS, ROOF DECK DECK DESIGN GUIDE

25 27

197

SDI Specifications and Commentary

FOR STEEL ROOF DECK

continued

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.

20"

20"

6.Erection

Deck sheets will be placed in accordance with approved erection layout drawings supplied by the deck manufacturer and in conformance with the deck manufacturer's standards. End joints of sheets shall occur over supports. (see Section 4.4) Commentary: Openings greater than 25 square feet (2.3m2) are generally located and shown on the detailed erection drawings and deck will be provided to the job in lengths to accommodate the opening. Openings less than 25 square feet (2.3m2) can be located and shown on the erection drawings, and be decked over; the deck erector or the appropriate trade is to cut these openings as well as provide any skew cutting shown. It is extremely important that deck cantilevers and decked over areas are not overloaded. Openings in the deck and building edges must be protected by using OSHA approved methods. Openings not shown on the erection drawings, such as those required for stacks, conduits, plumbing, vents, etc. are to be cut, and reinforced if necessary, by the trades requiring the openings. Refer to the SDI Manual of Construction with Steel Deck for a reinforcing schedule.

Flat Sump Plate (0.071" Min.) Dimensions shown are minumum.

(Hole cut in field by others)

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.

1½" min.

1½"

"A" Varies Eave Plate (0.028" Min.)

(Hole cut in field by others)

SDI SPECS, ROOF DECK

2" Min.

5"

9. Accessories

3" 3" 1½"

23" 20" 29"

33" 27"

3" 3" 1½" 3½" 2" Min.

3½"

Cant Strip (0.028" Min.)

A A

1½" 3" 1½" 1½" Section A-A Recessed Sump Pan - Level (0.071" Min.) Pan

(Hole cut in field by others)

1½" 3" 1½"

2¼"

Min.

2¼"

Min.

B As Required 12

Valley Ridge and Valley Plate (0.028" Min.)

DECK DESIGN GUIDE

28

198

Steel Roof Deck

DESIGN EXAMPLE between differences in deflection

the roof deck and the adjacent stationary building component. Given: Joist spacing 6'-0" such as A .Supplemental supportc. to c. a perimeter angle may be warranted. B. Live Load = 30 psf C. Total Load = 50 psf D . 2" total insulation with built-up roof* E . Steel deck diaphragm not required.** required.**

building deck edge or interior termination condition

deck could result in temporary

RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION AND MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK

Construction and Tables Refer to Standard Maintenance loads: Load Tables on SPANS are governed by a maximum pages 30, 31, 32, and 33. 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 1'-0" (300 mm) Enter 50 psf total loadaat 6'-0" span, wide section of 3 span condition. deck. If the designer contemplates loads of greater magnitude, spans shall be or Select deck types that equal de-exceed creased (2.4 kPa) required. the 50 psf or the thickness of the steel deck increased as required. Table: From Table: All loads 54 be distributed NR20 =shallpsf capacity by appropriate means to prevent IR22 = 50 psf capacity damage to the completed WR22 = 83 psf capacity assembly during construction.

1

MAX. RECOMMENDED SPANS SPAN ROOF DECK CANTILEVER SPAN TYPE CONDITION FT.-IN. METERS FT.-IN. METERS NR22 1 3'-10" 1.15 m 1'0" .30 m NR22 2 or more 4'-9" 1.45 m NR20 1 4'-10" 1.45 m NARROW 1'2" .35 m RIB DECK NR20 2 or more 5'-11" 1.80 m NR18 1 5'-11" 1.80 m 1'7" .45 m NR18 2 or more 6'-11" 2.10 m IR22 1 4'-6" 1.35 m 1'2" .35 m IR22 2 or more 5'-6" 1.65 m INTERMEDIATE RIB DECK IR20 1 5'-3" 1.60 m 1'5" .40 m IR20 2 or more 6'-3" 1.90 m Refer to MaximumWR22 for Spans the ** If 5'-6" steel deck is required to act 1 1.65 m 1'11" Construction and Maintenance or more as a diaphragm, refer to Steel .55 m Deck WR22 2 6'-6" 1.75 m Loads on page 25.WR20 Institute Diaphragm Design Manual, 1 6'-3" 1.90 m WIDE 2'4" .70 m Second Edition. RIB DECK WR20 2 or more 7'-5" 2.25 m WR18 1 7'-6" 2.30 m Select deck types that equal or exceed 2'-10" .85 m WR18 2 8'-10" 2.70 m the 6'-0" (1.75 m) span required. or more 3DR22 1 11'-0" 3.35 m 3'-5" 1.05 m 3DR22 2 or more 13'-0" 3.95 m Table: From Table: 3DR20 1 12'-6" 3.80 m DEEP NR20 DECK 5'11" span (not sufficient) = 3'-11" 1.20 m RIB 3DR20 2 or more 14'-8" 4.45 m NR18 = 6''-11" span 1 15'-0" 4.55 m IR20 = 6'- span '-3" '- 3DR18 4'-9" 1.45 m 3DR18 2 or more 17'-8" 5.40 m '

2

SDI SPECS, ROOF DECK

WR22 = 6''-6" span

WR22 fulfills requirements most STEEL DECK CANTILEVER efficiently. EXAMPLE : WR22 EXAMPLE:

SPAN *Refer to Roof Deck Specifications Section 7-Insulation, page 28. Also refer to insulation manufacturers' recommendations for maximum A allowable rib opening.

JOIST JOIST JOIST BEAM

Cantilever loads: Construction phase load of 10 psf (0.48 kPa) on adjacent span and cantilever, plus 200 pound load (0.89 kN) at end of cantilever with a stress limit of 26 ksi (180 MPa) (ASD). Service load of 45 psf (2.15 kPa) on adjacent span and cantilever, plus 100 pound load (0.44 kN) at end of cantilever with a stress limit of 20 ksi (140 MPa) (ASD). Deflection limited to L/240 of adjacent span for interior span and deflection at end of cantilever to L/120 of overhang.

BEAM DECK (WR22)

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.

BEAM

PARTIAL ROOF PLAN

(WR22)

1-11 MAX CANTILEVER

SECTION A

4. The deck must be completely attached to the supports and at the sidelaps before any load is applied to the cantilever. continued on next page

DECK DESIGN GUIDE

25 29

199

SDI Specifications and Commentary

FOR NON- COMPOSITE NON-COMPOSITE STEEL FLOOR DECK

1.Scope

This specification and commentary pertains to the use of non-composite steel deck as a form for reinforced concrete slabs. Commentary: This specification is not intended to cover highway bridges (see SDI publication Bridge Form, 1996), siding applications, or exposed roofs. In the past, most of the steel decking used in the manner that this specification covers, was referred to as "centering," however, various roof deck units have successfully been used as non-composite forms. The specification is intended to also include these applications. 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 A65398a, G30 (Z090) is recommended.

Tolerance: 2.2 Tolerance: Panel length: Plus or minus 1/2 inch (12 mm). Thickness: Shall not be less than 95% of the design thickness. Panel cover width: Minus 3/8 inch. (10 mm), plus 3/4 inch (20 mm). Panel camber and/or sweep: 1/4 inch in 10 foot length (6 mm in 3 m). Panels end out of square: 1/8 inch per foot of panel width (10 mm per m). Commentary: The above tolerances reflect fabrication practices for steel deck products. Cover width tolerances may vary due to trucking, storage, or handling.

TYPE NO. 28 26 24 22 20 18 16 DESIGN THICKNESS in. mm 0.0149 0.38 0.0179 0.45 0.0238 0.60 0.0295 0.75 0.0358 0.91 0.0474 1.20 0.0598 1.52 MINIMUM THICKNESS in. mm 0.014 0.35 0.017 0.43 0.023 0.57 0.028 0.71 0.034 0.86 0.045 1.14 0.057 1.44

3.Design

3.1 The section properties of the steel deck unit shall be computed in accordance with American Iron and Steel Institute, Specification for the Design of Cold-Formed Steel Structural Members, 1996 edition (AISI Specifications). 3.2 Deck used as a form for structural (reinforced) concrete slab: 3.2a Allowable Stress Design (ASD): Stress shall not exceed 0.60 times the yield strength, nor exceed 36 ksi (250 MPa) under the combined loads of wet concrete, deck, and the following construction live loads: 20 pounds per square foot (1 kPa) uniform load or 150 pound concentrated load on a 1'-0" wide section of deck (2.2 kN per m). The interaction of shear and bending shall be considered in the calculations. See Figure 1. Factor 3.2b Load and Resistance Factor Design (LRFD) The load factors for the construction shown in Figure 1 and the resistance factors for bending, shear, and interior bearing shall be as required in the 1996 AISI Specification.

2.Materials

Non-Composite 2.1 Non- Composite Steel Form Deck: The steel deck units shall be manufactured from steel conforming to ASTM designation A1008-00, Grades C, D, or E, or A653-00 Structural Steel with a minimum yield strength of 33 ksi (230 MPa). The unit design stress shall not exceed the yield strength multiplied by 0.60, with a maximum of 36 ksi (250 MPa). Commentary: Most of the "centering" materials are offered in A653-00 grade 80, steel (galvanized) or ASTM A1008-00 grade E steel, (uncoated); this steel has a minimum yield strength of 80 ksi (550 MPa) and is generally over 90 ksi (620 MPa); the AISI specifications allow a design stress of 36 ksi (250 MPa) for this material.

DECK DESIGN GUIDE SDI SPECS, NONCOMPOSITE FLOOR DECK

Finishes available are:

1) Galvanized (Conforming to ASTM A924-99 and or ASTM A653-00); 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. 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

18

200

deck could result in temporary Commentary: deflection between differences in The loading shown in Figuredeckrepresentative of the the roof 1 is and the adjacent sequential building of wet concrete stationary loading component. on the form. The 150 pound as a Supplemental support such load (per foot of width) is thewarranted. perimeter angle may be result of distributing a 300 pound man over a 2 foot width. Experience has shown this to be a conservative distribution and, if welded wire reinforcing is present , the distribution is greater than 2 feet. The building deck edge or interior metric equivalent of termination condition the 150 pound load is 2.2kN per meter of width. For single span deck conditions, the ability to control the Construction and Maintenance loads: concrete placement mayabe reSPANS are governed by maximum stricted and a factor of 1.5 and a stress of 26 ksi (180 MPa) is applied to the concrete load to address this maximum deflection of L/240 with a condition; however, inconcentrated 200-pound (0.89 kN) order to keep this 50% load increase within a mm) load at midspan on a 1'-0" (300 reasonable limit deck. If the designer wide section of the increase is not to exceed 30 psf (1.44greater contemplates loads of kPa). magnitude, spans shall be de3.2c Calculated theorectical steel creased or the thickness of the deflection of the deck shall be based deck increased as required. on the load of the wet concrete (as determined by be distributed by All loads shall the design slab thickness) and the steel deck appropriate means to prevent weight, uniformly loaded on all damage to the completed assembly spans, construction. during and shall be limited to L/180 or 3/4 inch (20 mm), whichever is smaller. Deflection Cantilever loads: shall be relative to supportingphase load of 10 psf Construction members. See Figure on adjacent span and (0.48 kPa) 2. cantilever, plus 200 pound load (0.89 Commentary: cantilever with alimits kN) at end of The deflection stress of L/180 and 3/4 inches (20 mm) are limit of 26 ksi (180 MPa) (ASD). intended to be minimum requirements. Architectural or other Service load of 45 psf (2.15 kPa) on considerations and cantilever, the adjacent span may influence plus design professional tokN) at end of 100 pound load (0.44 use a more stringent limit. a stress limit of cantilever with 20 ksi (140 MPa) (ASD). If the design professional wants to include additional concrete of Deflection limited to L/240 loading on the deck because of frame and adjacent span for interior span deflection,at end of cantilever should deflection the additional load to be shown on the design drawings or L/120 of overhang.

RECOMMENDED with AND depth AND stated in MAINTENANCE LOADS MAXIMUM SPANS FOR CONSTRUCTIONROOF inches (75 mm) the deck section ofSTANDARD FOR 1½ INCHtotal 3 INCH of 3 DECK the job or less, the reinforcing mesh may be specifications. The deck supplier is SPAN considered to be atMAX. RECOMMENDED SPANS the DECK CANTILEVER not responsible for frame deflection, ROOF center of the SPAN concrete above the FT.-IN. See Figure nor for any cambering. TYPE CONDITION FT.-IN. METERS deck. METERS 3. If uncoated or painted deck is NR22 1 3'-10" 1.15 m used as the form, the1'0" of the m load .30 3.2d The minimum bearing lengths NR22 2 or more 4'-9" 1.45 m concrete slab must be deducted shall be determined in accordance NR20 1 4'-10" 1.45 m NARROW 1'2" .35 m from the calculated capacity of the with the 1996 AISI Specification; more RIB DECK NR20 2 or the 5'-11" 1.80 m reinforced1.80 m slab. If galvaconcrete uniform loading case of wet con- 1 NR18 5'-11" nized form2.10 m the load of.45 m is used, 1'7" the crete plus deck plus 20 poundsor more NR18 2 per 6'-11" slab is considered to be permanently square foot (1 kPa) construction load IR22 1 4'-6" 1.35 m 1'2" .35 be carried by 1.65 deck and need not m the m shall be used. Minimum bearing shall IR22 2 or more 5'-6" INTERMEDIATE deducted 1.60 m live load. If from the be RIB DECK 1-1/2 inches (40 mm) unless 1 IR20 5'-3" temporary1.90 m is 1'5" the load shoring used, .40 m otherwise shown. IR20 2 or more 6'-3" of5'-6" slab1.65 m be deducted from the must WR22 1 1'11" .55 m the calculated m Commentary: Form decks made more WR22 2 or of 6'-6" 1.75 capacity of the reinforced1.90 m slab regardless of the grade E steel may have a radius to WR20 1 6'-3" WIDE 2'4" RIB DECK deck finish. Except for some .70 m thickness ratio not covered by the WR20 2 or more 7'-5" 2.25 m diaphragm2.30 m the deck should values, AISI Specification. Experience has WR18 1 7'-6" 2'-10" .85 m not be assumed to act compositely shown that 1-1/2WR18 (40 mm)more inches 2 or of 8'-10" 2.70 m with the concrete even though bearing is sufficient for these decks. 3DR22 1 11'-0" 3.35 m 3'-5" 1.05 strong chemical bonds can, and m If less than 1-1/2 3DR22 (40 mm)more inches 2 or of 13'-0" 3.95 m 3DR20 1 12'-6" 3.80 do, develop. m end bearing is available for any form DEEP 3'-11" 1.20 m RIB DECK 3DR20 2 or are 14'-8" 4.45 m deck, or if high support reactions more 3DR18 1 15'-0" 4.55 m expected, the design professional 4'-9" 1.45 m 2 or more 4.Installation & Site Storage 17'-8" 5.40 m should check the 3DR18web crippling deck capacity. The deck must be ad4.1 Site Storage: Steel deck shall equately attached to the structure be stored off the ground with one Notes: STEEL off. to prevent slipDECK CANTILEVER end elevated Limited to drainage EXAMPLE: 1. Adjacent span:to providethose spans and EXAMPLE : WR22 shall beSection 3.4 of fromDeck SpecificaBEAM shown in protected Roof the elements SPAN DECK 3.2e Design of the concrete slabs tions. a waterproof where the ventiwith In those instancescovering, adjacent (WR22) span is less than times the cantilever shall be done in accordance with the lated to avoid3condensation. span, the individual manufacturer should be ACI 318 Building Code. The concrete consulted for the appropriate cantilever span. cover over the top of the deck shall 4.2 Deck Placement: Place each A not be less than 1-1/2 inches (40 deck unit on be supporting 2. Sidelaps mustthe attached at strucend of cantilever and at maximum of 12 mm). Randomly distributed fibers or tural frame. Adjust ato final position BEAM inches (300 mm) on center from end. fibrous add PARTIAL ROOF PLAN be mixes shall not with accurately aligned side laps and (WR22) substituted for welded wire fabric ends bearing suspended 3. No permanenton supporting memtensile reinforcement. Admixtures bers are toattach immediately. deck. loads and be supported by the steel On containing chloride salts shall not joist framing, be sure the appropriate 1-11 MAX 4. The deckoccurs over a top chord to CANTILEVER be used. end joint must be completely attached the supports and at the sidelaps before any SECTION A angle applied to the anchorage. load is for proper cantilever. Commentary: In following the ACI continued on next page 318 requirements for temperature reinforcement, the designer may eliminate the concrete area that is displaced by the deck ribs. For slabs

JOIST JOIST JOIST BEAM

SDI SPECS, NONCOMPOSITE FLOOR DECK DECK DESIGN GUIDE

25 19

201

SDI Specifications and Commentary

FOR NON- COMPOSITE NON-COMPOSITE STEEL FLOOR DECK continued

Commentary: Staggering deck ends is not a recommended practice. The deck capacity as a form and the load capacity of the non-composite deck/ slab system are not increased by staggering the end joints, yet layout and erection costs are increased. 4.3 Lapped or Butted Ends: Deck ends may be either butted or lapped over supports. Commentary: Gaps are acceptable at butted ends. If taping of butted ends is requested, it is not the responsibility of the deck manufacturer. 4.4 Anchorage: Form deck units shall be anchored to supporting members including perimeter support steel and/or bearing walls by either welding or by mechanical fastening. This shall be done immediately after alignment. The minimun recommended attachment is defined in Section 4.4a. Do not walk or stand on deck until the minimum attachments are accomplished at the structural supports. Deck units with spans greater than five feet (1.5 m) shall have side laps and perimeter edges (at perimeter support steel) fastened at midspan or 36 inch (1 m) intervals whichever is smaller. Commentary: This anchorage may be required to provide lateral stability to the top flange of the supporting structural members. The minimum attachment is to prevent slip off from supports and provide stability of the deck systems. The deck should be anchored to act as a working platform and to prevent blow off. The frame fastening shown in Figure 4 and the side lap fastening of 4.4 ARE MINIMUM REQUIREMENTS. In no case should fasteners to the supports be spaced greater than 36 inches (1 m) on center. The SDI Diaphragm Design Manual, Second Edition, should be used to determine fastening requirements when the deck is designed to resist horizontal loads. The most stringent fastening requirements, of this specification or, if 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 a procedure such as shown in the SDI Manual of Construction with Steel Deck, or as described in ANSI/AWS D1.3. Welding washers shall be used on all deck units with metal thickness less than 0.028 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 shall be at least 1 inch (25 mm) long. Commentary: The welder may be qualified under ANSI/AWS D1.1, Structural Welding Code - Steel, or under the provisions of other codes governing the welding of specific products, but may not be qualified for welding sheet steel. In general, stronger welds are obtained on 0.028 inches (0.7 mm) or thicker deck without weld washers. Welds on deck less than 0.028 inches (0.7 mm) are stronger with washers. The layout, design, numbering or sizing of shear connectors is not the responsibility of the deck manufacturer. If studs are being applied through the deck onto structural steel, the stud welds can be used to replace the puddle welds.

DECK DESIGN GUIDE

SDI SPECS, NONCOMPOSITE FLOOR DECK

20

202

deck could result in temporary Fasteners: 4.4b Mechanical Fasteners: differences in deflection between Mechanical fasteners adjacent the roof deck and the (powder actuated, screws, pneumatically stationary building component. driven, etc.) are recognized as viable Supplemental support such as a anchoring angle mayprovided the perimeter methods, be warranted. 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 asbuildingbases for interior the deck edge or termination condition obtaining approval. The deck manufacturer may recommend additional fasteners to stabilize the Construction and Maintenance loads: given profile against sideslip of any SPANS are governed by a maximum unfastened ribs.(180 MPa) and a stress of 26 ksi maximum deflection of L/240 with a Commentary: When the fasteners 200-pound (0.89 kN) concentrated are powder actuated or pneumatically load at midspan on a 1'-0" (300 mm) driven, the load value per fastener wide section of deck. If the designer spacing is based on a minimum contemplates loads of greater structural support thicknessde- not magnitude, spans shall be of less thanor the thickness of the steel creased 1/8 inch (3 mm) and on the fastener providing a 5/16 inch deck increased as required. (8 mm) diameter bearing surface (fastener head be distributed by All loads shall size). When the structural support thickness is less appropriate means to prevent than 1/8 inch (3 completed assembly damage to the mm), powder actuated or pneumatically driven during construction. fasteners shall not be used, but screws are loads: Cantilever acceptable. Construction phase load of 10 psf Practice 4.5 Construction Practice and (0.48 kPa) on adjacent span 4.5a All deck sheets shall load (0.89 cantilever, plus 200 pound have adequate bearing and fastening to kN) at end of cantilever with a stress all supports so(180 MPa)lose support limit of 26 ksi as not to (ASD). during construction. Deck areas subject to heavy orpsf (2.15 kPa) on Service load of 45 repeated traffic, concentrated loads, impact loads, adjacent span and cantilever, plus wheel loads, etc. shallkN) adequately 100 pound load (0.44 be at end of protected by planking orlimit of cantilever with a stress other approved means to avoid overload20 ksi (140 MPa) (ASD). ing and/or damage. Deflection limited to L/240 of adjacent span for interior span and deflection at end of cantilever to L/120 of overhang.

RECOMMENDED steel AND INCH AND DamagedMAINTENANCE LOADS MAXIMUM SPANS FOR CONSTRUCTIONROOF DECK the deck (sheets containing FOR 1½ INCH deck3without damaging STANDARD deck. Deck damage caused by roll distortions or deformations caused MAX. RECOMMENDED SPANS SPAN bars or careless placement CANTILEVER by construction practices) shall SPAN be ROOF DECK must be avoided. repaired, replaced, or shored CONDITION to the TYPE FT.-IN. METERS FT.-IN. METERS satisfaction of theNR22 designer before 1 3'-10" 1.15 m .30 m placing concrete. NR22cost of 2 or more The 4.6 Information: 1'0" 4'-9" 1.45 m Commentary: m ratings, diaFire repairing, replacing, or shoring of 1 NR20 4'-10" 1.45 NARROW 1'2" .35 m phragm designm damaged units shall be the liability of RIB DECK NR20 2 or more 5'-11" 1.80 information, and reinforced1.80 m slab capacities concrete the trade contractor responsible for NR18 1 5'-11" 1'7" .45 are available from most SDI form m the damage. NR18 2 or more 6'-11" 2.10 m deck manufacturers. IR22 1 4'-6" 1.35 m 1'2" .35 m temporary 2 or more Commentary: For IR22 5'-6" 1.65 m INTERMEDIATE Steel form1.60 m may be used in a deck construction loadsIR20 to prior RIB DECK 1 5'-3" 1'5" .40 m variety of ways, some of which do concrete placement, it should2be more IR20 or 6'-3" 1.90 m not lend themselves to a standard safe to assume that the deck will1 WR22 5'-6" 1.65 m "steel deck" analysis1'11"span .55 m for and support a minimum uniform load more WR22 2 or 6'-6" 1.75 m loading. In1.90 m cases there are these of 50 psf (2.4 kPa) without WR20 1 6'-3" WIDE 2'4" RIB DECK other criteria which must be .70 m further investigation. WR20 2 or more 7'-5" 2.25 m considered besides those given by WR18 1 7'-6" 2.30 m .85 m 4.5b The need for temporary2 or more the Steel Deckm 2'-10"Make sure WR18 8'-10" 2.70 Institute. that this investigation starts with a shoring shall be investigated and,1if 3DR22 11'-0" 3.35 m 3'-5" 1.05 m review of the applicable codes and required, it shall be designed 2 or more and 3DR22 13'-0" 3.95 m 3DR20 12'-6" 3.80 m that any special conditions are installed in accordance with the 1 DEEP 3'-11" 1.20 m RIB DECK 3DR20 14'-8" 4.45 design. included in them applicable ACI code and shall 2 or left be more 1 15'-0" 4.55 m in place until the 3DR18 slab attains 75% of 4'-9" 1.45 m 3DR18 2 or more 17'-8" 5.40 m its specified compressive strength. 4.7 Fireproofing: The steel deck manufacturer shall not be responsible for ensuring the bonding of 4.5c Prior to concrete placement, Notes: fireproofing. The adherence of the steel STEEL DECK CANTILEVERof soil, deck shall be free EXAMPLE: 1. Adjacent span: Limited to those spans EXAMPLE : WR22 fireproofing materials isDeck Specificadebris, standing water, loose mill BEAM shown in Section 3.4 of Roof dependent SPAN on many variables; the deckadjacent scale and all other foreign matter. DECK tions. In those instances where the manu(WR22) span is less than 3 times not responsible facturer (supplier) isthe cantilever span, the the adhesion or adhesive for individual manufacturer should beability 4.5d Care must be exercised when consulted for the appropriate cantilever span. of the fireproofing. placing concrete so the deck willAnot be subjected to any impact that 2. Sidelaps must be attached at end of cantilever and at a maximum of 12 exceeds the design capacity of the BEAM inches (300 mm) on center from end. deck. Concrete shall be placed from PARTIAL ROOF PLAN a low level to (WR22) impact, in a avoid 3. No permanent suspended uniform manner, over the supporting loads are to be supported by the steel deck. structure and spread toward the 1-11 MAX 4. The deck must be completely attached to CANTILEVER center of the deck span. If buggies the supports and at the sidelaps before any SECTION A are used to place the concrete, load is applied to the cantilever. runways shall be planked and the continued on next page buggies shall only operate on planking. Planks shall be of adequate stiffness to transfer loads to the

JOIST JOIST JOIST BEAM

SDI SPECS, NONCOMPOSITE FLOOR DECK DECK DESIGN GUIDE

25 21

203

SDI Specifications and Commentary

sional before placing concrete. The deflection of the slab/deck combinaFIGURE 1 FIGURE 2 cost of repairing, replacing, or tion can best be predicted by using Loading the cracked Loading Diagrams shoring of damaged units shall be the average of Diagrams and and Bending Moments as and of the trade the liability Deflectionscontractor uncracked moments of inertia responsible for the damage. determined by the transformed P section method W1 analysis. of Simple Simple W1 1 Span Commentary: Deck must be Span l l Condition Condition Temperature + 0.125W1 l 2 age selected to support a4 minimum Shrinkage 5.5 Temperature and Shrink .0130W1 l +M = .25Pl 1 = uniform load of 50I psf (1728) (2.4kPa) Temperature and Reinforcement: W2 E Shrinkage reinforcement, consisting W11 l of welded wire fabric or reinforcing 6.Construction Practice bars, shall have a minimuml area of +M = .125 (W11 + W2) 2 6.1 Temporary Shoring: If tempoTemporary W1 0.00075 times the area of concrete Double shoring is required to attain the rary l l Span above the deck (per foot or per minimum uniform load of 50 psf P Condition .0054W1 l 4 (1728) meter of width),W1 shall not be but (2.4 kpa), = shoring must be the E I Double Span less than the areal provided by l securely in place before the floor Condition6 - W1.4= .203Pl +welded2 wire 6x +M x W1.4 .096W1l deck erection begins. The shoring fabric. For thoseW2 products so shall be designed and installed in W1 manufactured, shear transfer wires accordance with the applicable ACI l Triplecode and shall be left in place until welded to the toplof the deck may l l l W1 Span the slab attains 75% of its specified +M = to (W1 + shrinkage or be considered .096act as W2)l 2 Condition 4 W2 temperature reinforcement. compressive .0069W1 l (1728) = strength. W1 Commentary: Welded wire2 fabric - M = .125 (W1 + W2)l with a steel area given by the above formula will generally not be suffiP cient as the total negative reinforceTriplement; however, W1 mesh has the Span l l l shown a good 2 Condition that it does + .094W1ljob of +M = .20Pl crack control especially if kept near W2 the top of the slab (3/4 inch to W1 1 inch cover, 20 to 25 mm). l l l

l l

EI

7.Commentary and 4 FIGURE Information Parking 7.1 Parking Garages: Composite Minimum floor deck has been used successFastening Patterns fully 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; End lap as 2. Additional reinforcing should be Structural steel recommended by (joists) included to deter cracking caused by the manufacturer large temperature differences and to provide load distribution; and, 3. In areas where salt water; either brought into the structure by cars in winter or carried by the wind in coastal areas, may deteriorate the deck, protective measures must be taken. The top surface of the slab End lap as Structural steel recommended by must (joists) be effectively sealed so that the manufacturer the salt water cannot migrate through the slab to the steel deck. A minimum G90 (Z275) galvanizing is recommended, and, the exposed bottom surface of the deck should be protected with a durable paint. The protective measures must be maintained for the life of the buildEnd lap as Structuralthe protectiverecommended by ing. If steel measures (joists) the steel deck cannot be assured, themanufacturer can be used as a stay in place form and the side lap attachments not shown. Intermediate concrete can be reinforced See Section 4.4 Anchorage as required. steel with mesh or bars non-composite

form deck.

6.2: Prior to concrete placement, the steel deck shall be free of soil, FIGURE 3 debris, standing water, loose mill scale and all other foreign matter. Form Deck Typical Slabs

Reinforcing steel 6.3: Care must be exercised when placing concrete so that the deck dt D db will not be subjected to any impact Centroid of deck that exceeds the design capacity of Slabs over 3" deep the deck. Concrete shall be placedt d +M = .094 (W1 + W2)l 2 Equal Reinforcing steel All deck sheets shall have adequate from a low level to avoid impact, W2 bearing and fastening W1 all supports D and in a uniform manner over the to l to prevent slip off lduringl construcsupporting structure and spread db Top of form - areas (W1 + W2)l 2½" and slabs tion. DeckM = .117subject to 2heavy or toward3"the center of the deck span. repeated traffic, concentrated loads, If buggies are used to place the Notes for loads, 1, 2, and 3 impact Figures wheel loads, etc. shall concrete, runways shall be planked Pbe = 150 - poundprotected by planking adequately concentrated load and the buggies shall only operate I or other approved means to avoid = In4/ft. - deck moment of inertia on planking. Planks shall be of W1 = slab weight + deck weight, psf overloading and/or damage. adequate stiffness to transfer loads W2 = 20 pounds per square foot construction load to the steel deck without damaging E = 29.5 x 106 psi Damagedspan length (ft.) containing deck (sheets the deck. Deck damage caused by l = clear distortions or deformations caused roll + deck careless placement must W11 = 1.5 x slab weight + deck weight slab weight + 30 bars orweight construction be avoided. Dby = depth of slab practices) shall be drepaired, replaced, or shored to top of concrete = distance from reinforcing steel to the t = distance from reinforcing profesdsatisfaction of the designsteel to centroid of deck b Dimensional check shows the need for the 1728 factor when calculating deflections using pound inch units.

SDI SPECS, NONCOMPOSITE FLOOR DECK

7.2 Note: Cantilevers: When cantilevered slabs are encountered, deck spans up Fastener patterns A and B are for the deck acts to 4'6". Fastener pattern C is for deck spans from only as a permanent form; top 4'6" to 8'0". If spans exceed 8'0",be proporreinforcing steel must fastener should be placed so that the average spacing (at suptioned by the designer. ports) is not more that 12". continued on next page

DECK DESIGN GUIDE

22

13

204

Non-Composite Steel Form Deck

deck could result in temporary

DESIGN EXAMPLE between differences in deflection

the roof deck and the adjacent SPAN 1. stationaryto be used as a permanent form for a reinforced concrete slab. Deck is building component. TYPE CONDITION Supplemental form sectionas a 1. Specify the support such properties based on the following conditions: perimeter angle may be warranted. NR22 1

NR22 2 or more NR20 1 NR20 2 or more NR18 1 NR18 2 or more IR22 1 IR22 2 or more INTERMEDIATE 2. Constructions Loads RIB DECK IR20 1 (to find concrete weight, consult or more IR20 2 manufacturer's catalog). WR22 1 WR22 2 or more WR20 1 Concrete weight (typical) 43 psf WIDE WR20 2 psf DeckRIB DECK (estimated) weight 42 or more 1 Total wet load (W1) WR18 45 psf WR18 2 or more 3DR22 1 3. Negative Bending 3DR22 2 or more +M = .117 (W1 + W2) l 2(12) 3DR20 DEEP 2 1 + 20) (12) RIB = .117 (453DR20 (4.75)or more DECK 2 +M = 2059 in. 3DR18 lbs. 1 3DR18 2 or more NARROW RIB DECK

RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTION AND MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF DECK SPAN

MAX. RECOMMENDED SPANS ROOF DECK CANTILEVER

4"

building deck edge or interior termination condition

1.1 Concrete slab is 4" total thickness - 150 pcf concrete. Maintenance loads: Construction and SPANS are governed by a maximum 1.2 Deck to be used is MPa) and a stress of 26 ksi (180 nominal 1 3/8" deep, deflection of L/240 with a maximum grade E steel conforming to 200-pound (0.89 kN) concentrated ASTM-A653-98a (galvanized) fy = 80,000 on load at midspan psi a 1'-0" (300 mm) wide section of deck. If the designer f = 36,000 psi contemplates loads of greater magnitude, spans shall be de1.3 Joists at 5'0" o.c. with 3" flange creased or the = 4.75 of the width (clear spanthicknessft.) All steel deck increased as required. sheets of deck can span three or more supports. All loads shall be distributed by appropriate means to prevent 1.4 For architectural considerations, damage to the completed assembly the wet load deflection is to be limited during construction. to L/240 of the span.

Cantilever loads: Construction phase load of 10 psf (0.48 kPa) on adjacent span and cantilever, plus 200 pound load (0.89 kN) at end of cantilever with a stress limit of 26 ksi (180 MPa) (ASD). Service load of 45 psf (2.15 kPa) on adjacent span and cantilever, plus 100 pound load (0.44 kN) at end of cantilever with a stress limit of 20 ksi (140 MPa) (ASD). Deflection limited to L/240 of adjacent span for interior span and deflection at end of cantilever to L/120 of overhang.

Positive 4. Positive Bending +M = [0.20 Pl +.094 W1l 2] 12 +M = [0.20 DECK CANTILEVER+ STEEL x 150 x 4.75 EXAMPLE: EXAMPLE : [0.094 x BEAMWR22 2] 12 45 x (4.75) +M = 2855 in. lbs. SPAN DECK

(WR22)

JOIST JOIST JOIST BEAM

FT.-IN. METERS FT.-IN. METERS 3'-10" 1.15 m 1'0" .30 m 4'-9" 1.45 m 4'-10" 1.45 m 1'2" .35 m 5'-11" 1.80 m 5'-11" 1.80 m 1'7" .45 m 6'-11" 2.10 m 4'-6" 1.35 m 1'2" .35 m 5'-6" 1.65 m 6. Calculate1.60 m Required I . 5'-3" .40 = l 1.90 m 4.75 x 12/240 m /240 = 1'5" 6'-3" 5'-6" = 0.2375 in. 1.65 m 1'11" = 0.0069W1l 4 (1728) .55 m 6'-6" 1.75 m 6'-3" 1.90 m El 2'4" .70 m 7'-5" = .0069 (45)(4.75)4 1728 2.25 m I 7'-6" 2.30 m 29.5 x 106 x .2375m 2'-10" .85 8'-10" 2.70 m I(required) = 0.039 in.4 11'-0" 3.35 m 3'-5" 1.05 m 13'-0" 3.95 m Summary. 7. Summary. 12'-6" 3.80 m Designer should specify deck based m 3'-11" 1.20 14'-8" 4.45 m on these properties or specify the 15'-0" 4.55 m 4'-9" performance5.40 m requirements. 1.45 m 17'-8"

5. Section Moduli +S (required)=2059/36,000 = 0.057 in.3

BEAM

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. continued on next page

SDI SPECS, NONCOMPOSITE FLOOR DECK

A

PARTIAL ROOF PLAN +S (required)=2855/36,000 (WR22) = 0.079 in.3

1-11 MAX CANTILEVER

SECTION A

DECK DESIGN GUIDE

25 23

205

SDI Pour Stop

SELECTION TABLE

SLAB DEPTH (INCHES) OVERHANG (INCHES)

0 20 20 20 20 20 20 20 20 18 18 18 18 18 16 16 16 14 14 14 14 14 12 12 12 12 12 12 12 12 12 10 10 10

1 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

2 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

3 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

4 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

5 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

6

POUR STOP TYPES

7 14 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10

8 12 12 12 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10

9 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 10

10 12 12 12 10 10 10 10 10 10 10 10 10 10

11 10 10 10 10 10 10 10 10 10

12 10 10 10 10

SDI SPECS, COMPOSITE FLOOR DECK

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

16 16 16 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10

DESIGN TYPES THICKNESS 20 0.0358 18 0.0474 16 0.0598 14 0.0747 12 0.1046 10 0.1345

1" fillet welds @ 12" o.c.

pour stop

slab depth

overhang 2" min. see note 5

½ "m in.

NOTES TES: NOTES : This Selection Chart is based on following criteria: 1. Normal weight concrete (150 PCF). 2. Horizontal and vertical deflection is limited to ¼" maximum for concrete dead load. 3. Design stress is limited to 20 KSI for concrete dead load temporarily increased by one-third for the construction live load of 20 PSF. 4. Pour Stop Selection Chart does not consider the effect of the performance, deflection, or rotation of the pour stop support which may include both the supporting composite deck and/or the frame. 5. Vertical leg return lip is recommended for all types (gages). 6. This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only. SDI reserves the right to change any information in this selection table without notice.

DECK DESIGN GUIDE

17

206

SDI Specifications and Commentary

FOR COMPOSITE STEEL differences in deflection between the roof deck FLOOR DECKand the adjacent

1.Scope

deck could result in temporary Most composite Commentary: RECOMMENDED MAXIMUM SPANS FOR CONSTRUCTIONas a DECK 3.Design (Deck AND MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH ROOF Form) steel floor deck is manufactured 3.1: The section properties for the MAX. RECOMMENDED SPANS SPAN from steel conforming to ASTMSPAN steel floor deck (as aROOF DECK CANTILEVER form in bending) Designation A1008-00, Grades C shall be computed inFT.-IN. METERS accordance with TYPE CONDITION FT.-IN. METERS and D, or from A653-00, Structural the AISI Specifications. NR22 1 3'-10" 1.15 m 1'0" .30 m Steel. If the published product or more NR22 2 4'-9" 1.45 m literature does not show the un- 1 3.2a: AllowablemStress Design (ASD): NR20 4'-10" 1.45 NARROW 1'2" coated steel thickness in decimal more The interaction of shear and .35 m RIB DECK NR20 2 or 5'-11" 1.80 m inches (or millimeters), but lists gage bending shall be considered in the NR18 1 5'-11" 1.80 m 1'7" .45 m or type numbers, NR18 the thickness then calculations. Bending stress in the 2 or more 6'-11" 2.10 m of steel before coating with paint1or deck shall1.35 m not exceed 0.6 times the IR22 4'-6" .35 m metal shall be in conformance with yield strength m a1'2" IR22 2 or more 5'-6" 1.65 with maximum of INTERMEDIATE the following table: RIB DECK 36 ksi (250 MPa) under the comIR20 1 5'-3" 1.60 m 1'5" bined loads of m concrete, .40 m deck, IR20 2 or more 6'-3" 1.90 wet DESIGN MINIMUM and the following construction live WR22 THICKNESS 1 5'-6" 1.65 m TYPE THICKNESS NO. loads: 201.75 m per square.55 m pounds 1'11" foot WR22 in. 2 or more 6'-6" in. mm mm WR200.028 1 6'-3" 1.90 m uniform load (1 kPa) or 150 pound 22 WIDE 0.0295 0.75 0.71 2'4" .70 m 21 0.0329 0.84 0.79 RIB DECK WR200.031 2 or more 7'-5" 2.25 m concentrated load on a 1'0" wide 20 0.0358 0.91 0.034 0.86 WR180.040 1 7'-6" section of2.30 m (2.2 kN per m). deck 19 0.0418 1.06 1.01 2'-10" .85 m WR180.045 2 or more 8'-10" 2.70 See Figure 1. m 18 0.0474 1.20 1.14

1.30 1 1.44 3DR22 2 or more 3DR20 1 DEEP RIB DECK 3DR20 2 or The tolerances reflect fabrication more 3DR18 1 processes for steel deck products. 2 from Variation in cover3DR18 may beor more width 17 16 0.0538 0.0598 1.37 3DR220.051 1.52 0.057

stationary building component. Supplemental support such as a perimeter angle may be warranted.

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 or interior building deck edge termination condition bending reinforcement for the structural concrete. When suitably fastened, the steel deck also acts as Construction and Maintenance loads: a working platform for the maximum SPANS are governed by a various trades.of 26 ksi (180 MPa) cures, the stress After the concrete and a steel deck deflection of L/240 with a maximum and the concrete are interlocked (0.89 kN) concentrated 200-pound by the shape of the deck, mechanical means, a 1'-0" (300 mm) load at midspan on surface bond, or by a combination of these means. wide section of deck. If the designer contemplates loads of greater 2.Materials spans shall be demagnitude, 2.1 Compositethickness of the steel creased or the Steel Deck: Composite steel floor deck shall be deck increased as required. fabricated from steel conforming to Section A3 of the distributed by All loads shall be 1996 edition of the American Iron and prevent appropriate means to Steel Institute, Specification for the Design of damage to the completed assembly Cold Formed Steel Structural during construction. Members, (AISI Specifications). The steel used loads: Cantilever shall have a minimum yield point of phase load of 10 psf Construction 33 ksi (230 MPa). (0.48 kPa) on adjacent span and Tolerances: 2.1a Tolerances: pound load (0.89 cantilever, plus 200 Panel length: cantilever with a stress kN) at end of Plus or minus 1/2 inch (12 mm). MPa) (ASD). limit of 26 ksi (180 Thickness: Shall not be less than 95% of the design psf (2.15 kPa) on Service load of 45 thickness. Panel cover width:cantilever, plus adjacent span and minus 3/8 inch (10 mm), plus 3/4 inch (20 mm). of 100 pound load (0.44 kN) at end Panel camber a stresssweep: cantilever with and/or limit of 1/4ksi (14010 foot(ASD). 20 inch in MPa) length (6 mm in 3 m). Panel end limited to L/240 of Deflection out of square: 1/8 inch per foot of panel span and adjacent span for interior width (10 mm per m). of cantilever to deflection at end L/120 of overhang.

11'-0" 3.35 m 3'-5" 1.05 m 13'-0" Load and Resistance Factor 3.95 m Factor 3.2b: 12'-6" 3.80 load 1.20 for Design (LRFD):m The3'-11" factors m 14'-8" 4.45 m the construction shown in Figure 1 15'-0" 4.55 m and the resistance factors for1.45 m 4'-9" 17'-8" 5.40 m bending, shear, and interior bearing

Notes: continued on next 1. Adjacent span: Limited to those spans page 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. continued on next page

trucking, storage or handling.

STEEL DECK The finish on the 2.1b Finish: EXAMPLECANTILEVER steel EXAMPLE: WR22 : composite deck shall be as specified BEAM SPAN DECK by the designer and be suitable for (WR22) the environment of the structure.

JOIST JOIST JOIST

shall be as required in the 1996 AISI Specification.

Commentary: Since the composite A deck is the positive bending reinforcement for the slab,BEAM it must be designed to last the life of the structure; PARTIAL ROOF PLAN a minimum of (WR22) recommended finish is a galvanized coating as defined in ASTM A653-00, G30 (Z090). 1-11 MAX

CANTILEVER

BEAM

SDI SPECS, COMPOSITE FLOOR DECK

SECTION A

DECK DESIGN GUIDE

25 9

207

SDI Specifications and Commentary

FOR COMPOSITE STEEL FLOOR DECK continued

Commentary: The loading shown in Figure 1 is representative of the sequential loading of wet concrete on the form. The 150 pound load (per foot of width) is the result of distributing a 300 pound man over a 2 foot width. Experience has shown this to be a conservative distribution and, if welded wire reinforcing is present the distribution is greater than 2 feet. The metric equivalent of the 150 pound load is 2.2 kN per meter of width. For single span deck conditions, the ability to control the concrete placement may be restricted and a factor of 1.5 is applied to the concrete load to address this condition; however, in order to keep this 50% load increase within a reasonable limit, the increase is not to exceed 30 psf (1.44 kPa). 3.3 Calculated theoretical deflections of the deck, as a form, shall be based on the load of the wet 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.

10

The design professional is urged to check the deflection of the total system especially if composite beams and girders are being used. If the designer wants to include additional concrete loading on the deck because of frame deflection, the additional load should be shown on the design drawings or stated in the deck section of the job specifications. The deck supplier is not responsible for frame deflection, nor for any cambering. 3.4: Minimum interior bearing lengths shall be determined in accordance with the 1996 AISI Specification; a uniform loading case of wet concrete, plus deck, plus 20 psf (1 kPa) construction load shall be used. See Figure 3. Commentary: In the past, 1-1/2 inches (40 mm) of end bearing was the minimum; this is still a good "rule of thumb" that will, in general, prevent slip off. The deck must be adequately attached to the structure to prevent slip off.

composite deck/slab system are not increased by staggering the ends, yet layout and erection costs are increased. 4.3 Butted Ends: Deck sheets shall be butted over supports. [Standard tolerance for ordered length is plus or minus 1/2 inch (12 mm), - See section 2.1a] 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 lapped 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 shall be anchored to supporting members including perimeter support steel and/or bearing walls by either welding or by mechanical fastening. This shall be done immediately after alignment. The minimum recommended attachments are defined in Section 4.4a. Do not walk or stand on deck until these minimum attachments are provided at the structural support. 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. Side lap attachment shall progress from the support to midspan. Commentary: This anchorage may be required to provide lateral stability to the top flange of the supporting structural members. The

4.Installation & Site Storage

4.1 Site Storage: Steel deck shall be stored off the ground with one end elevated to provide drainage and shall be protected from the elements with a waterproof covering, ventilated to avoid condensation. 4.2 Deck Placement: Place each deck unit on the supporting structural frame. Adjust to final position with accurately aligned side laps and ends bearing on supporting members. Commentary: Staggering floor deck end joints is not a recommended practice. The deck capacity as a form and the load capacity of the

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deck could result in temporary minimum attachment is to prevent differences in deflection between slip rooffrom supports and to provide the off deck and the adjacent stability to building component. stationary the deck system. The deck must be anchored to act as a Supplemental support such as a working platformmay be warranted. perimeter angle 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)building deck edge cause or less may or interior termination condition large burn holes, and is not recommended. The objective of side lap fastening is and Maintenance loads: Constructionto prevent differential sheet deflection during concrete SPANS are governed by a maximum placingof 26 thereforeMPa) and a stress and ksi (180 prevent side joints fromdeflection TheL/240foot a maximum opening. of five with (1.5 m) limit on side lap spacing is 200-pound (0.89 kN) concentrated based on experience. 1'-0" deck mm) load at midspan on a The (300 erector must of deck. Ifunattached wide section not leave the designer deck at the end of the day, as the contemplates loads of greater wind may displaceshall sheets and magnitude, spans the be decause injury to thickness of the steel creased or the persons or property. The SDI Diaphragm Design Manual, deck increased as required. Second Edition, should be used to determine fastening requirements if All loads shall be distributed by the deck willmeans to prevent appropriate be designed to resist horizontal loads. The most stringent damage to the completed assembly requirements, of either section 4.4 during construction. or, if applicable, the SDI Diaphragm Design Manual, Second Edition, Cantilever loads: should be used. Construction phase load of 10 psf (0.48 kPa) on adjacent span and 4.4a Welding: 200weldingloaddeck cantilever, plus All pound of (0.89 shallat end strict accordance with kN) be in of cantilever with a stress ANSI/AWSksi (180 MPa) (ASD). limit of 26 D1.3 Structural Welding Code - Sheet Steel. Each welder must demonstrate psf ability kPa) on Service load of 45 an (2.15 to produce satisfactory welds using a adjacent span and cantilever, plus procedure such as shown at the SDI 100 pound load (0.44 kN) in end of Manual of with a stress with Steel cantilever Construction limit of Deck or as described in ANSI/AWS 20 ksi (140 MPa) (ASD). D1.3. A minimum visible 5/8 inch (15 mm) diameterto L/240weld or Deflection limited puddle of equivalent is required at all edge adjacent span for interior span and ribs, plus aat end of cantileverof deflection sufficient number to interior ribs to provide a maximum L/120 of overhang. average spacing of 12 inches

RECOMMENDED MAXIMUM charts should be AND submitted (300 mm). The maximum spacing SPANS FOR CONSTRUCTIONROOF DECK by the MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCH fastener manufacturer as the basis between adjacent points of attachMAX. SPAN for obtaining approval.RECOMMENDED SPANS The CANTILEVER ment shall not exceed 18 inches ROOF DECK deck SPAN manufacturer may recommend (460 mm). Fillet welds, whenCONDITION used, TYPE FT.-IN. METERS FT.-IN. METERS additional 1.15 m to stabilize the fasteners shall be at least 1NR22 (25 mm) 1 inch 3'-10" 1'0" .30 given profile against sideslip of m long. Weld metal shall penetrate all NR22 2 or more 4'-9" 1.45 m unfastened ribs. layers of deck material at end laps NR20 1 4'-10" 1.45 m NARROW 1'2" .35 m and shall have good fusion to 2 or more the RIB DECK NR20 5'-11" 1.80 m supporting members. Welding 1 Commentary: When the fasteners NR18 5'-11" 1.80 m .45 m are powder actuated 1'7"pneumatior washers shall be used on all deckmore NR18 2 or 6'-11" 2.10 m cally driven, the load value per units with a metalIR22 thickness less 1 4'-6" 1.35 m 1'2" .35 fastener used to determine the m than 0.028 inches IR22 mm, 2 or more (0.7 5'-6" 1.65 m INTERMEDIATE maximum 1.60 m spacing is based fastener 22gage). Welding IR20 washers shall be a RIB DECK 1 5'-3" 1'5" .40 m on a minimum m minimum thickness of 0.05672inches IR20 or more 6'-3" 1.90 structural support thickness 1.65 m less than 1/8 inch of not (1.5 mm, 16 gage) and have a 1 WR22 5'-6" 1'11" .55 m (3mm) and on m fastener providing nominal 3/8 inch (10 mm) 2 or more WR22 6'-6" 1.75 the a 6'-3" inch (8mm) diameter bearing 5/16 1.90 m diameter hole. WR20 1 WIDE 2'4" .70 m RIB DECK surface (fastener head size). When WR20 2 or more 7'-5" 2.25 m the structural support thickness is Commentary: The welder may be WR18 1 7'-6" 2.30 m 2'-10" .85 m less than 1/8 inch (3mm), powder qualified on plate WR18 under or more or pipe 2 8'-10" 2.70 m actuated or pneumatically driven ANSI/AWS D1.1,3DR22 Structural Welding 1 11'-0" 3.35 m 3'-5" 1.05 fasteners shallm be used, but m Code - Steel, or under the provisions 3DR22 2 or more 13'-0" 3.95 not 3DR20 1 12'-6" 3.80 m screws are acceptable. of other codes governing the DEEP 3'-11" 1.20 m RIB DECK 3DR20 14'-8" 4.45 m welding of specific products, 2 or more but 3DR18 15'-0" 4.55 may not be qualified for welding 1 5. Design Deckmand 4'-9" 1.45 m Concrete 3DR18 2 17'-8"Composite Unit 5.40 m sheet steel. The layout, design or more As A numbering or sizing of shear connec5.1 General: The composite slab tors is not the responsibility of the shall be designed as a reinforced Notes: STEEL DECK If studs deck manufacturer.CANTILEVERare concrete slab Limited to steel deck EXAMPLE: 1. Adjacent span: with the those spans EXAMPLE : WR22 being applied through the deck onto BEAM shown in Section positive Deck Specificaacting as the 3.4 of Roof reinforcestructural steel, the studSPAN welds can DECK tions. In those instances where the adjacent ment. Slabs shall be designed as (WR22) span is less be used to replace the puddle welds. simple or than 3 times thespansbe span, continuous cantilever under the individual manufacturer should In general, stronger welds are uniform for the appropriate cantilever span. loads. consulted obtained on 0.028 inches (0.7 mm, A 22 gage) or thicker deck without 2. Sidelaps must High concentrated Commentary: be attached at end of diaphragm loads, etc. require weld washers. Welds on deck less loads,cantilever and at a maximum of 12 BEAM inches (300 mm) on center from end. than 0.028 PARTIAL ROOF PLAN 22 inches (0.7 mm, additional analysis. Horizontal load (WR22) gage) are stronger with washers. capacities can be checked by 3. No permanent suspended loads are to be supported by the steel referring to the SDI Diaphragmdeck. Fasteners: 4.4b Mechanical Fasteners: 1-11 MAX Design Manual, Second Edition. 4. The deck must be completely attached to CANTILEVER Mechanical fasteners (powder Concentrated at the sidelapsbe analyzed loads may before any the supports and SECTION A actuated, screws, pneumatically by the methods shown in the load is applied to the cantilever. driven fasteners, etc.) are recogSDI Composite Deck Design next page continued on nized as viable anchoring methods, Handbook, 1997. provided the type and spacing of the continued on next page fastener satisfies the design criteria. Documentation in the form of test data, design calculations, or design

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galvanized, therefore tested galvanized load capacities may be used for rusted decking. 5.3 Concrete: Concrete shall be in accordance with the applicable sections of Chapters 3, 4 and 5 of the ACI 318 Building Code Requirements for Reinforced Concrete. Minimum compressive strength (f' c) shall be 3 ksi (20 MPa) or as required for fire ratings or durability. Admixtures containing chloride salts shall not be used. Commentary: Load tables are generally calculated by using a concrete strength of 3 ksi (20 MPa). Composite slab capacities are not greatly affected by variations in concrete strength; but, if the strength falls below 3 ksi (20 MPa), it would be advisable to check shear stud strengths. Fire rating requirements may dictate the minimum concrete strength. The use of admixtures containing chloride salts is not allowed because the salts will corrode the steel deck which has been designed as the slab reinforcement. 5.3a Minimum Cover: The minimum concrete above the top of the floor deck shall be 2 inches (50 mm). When additional (negative bending) reinforcement is placed in the slab, the minimum cover of concrete above the reinforcing shall be 3/4 inch (20 mm). 5.4 Deflection: Deflection of the composite slab shall not exceed L/360 under the superimposed load. Commentary: Live load deflections are seldom a design factor. The

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. Care should be used during the placement of loads on all types of hanger tabs for the support of ceilings so that an approximate uniform loading is maintained. The individual manufacturer should be consulted for allowable loading on single hanger tabs. Improper use of hanger tabs could result in the overstressing of tabs and/or the overloading of the composite deck slab. Testing: 5.2 Testing: The deck manufacturer shall have performed, under the supervision of a professional engineer, a sufficient number of tests on the composite deck slab system to have verified composite behavior; or, the deck manufacturer shall have participated in the Steel Deck Institute research program used to establish the design criteria as shown in the SDI Composite Deck Design Handbook, 1992 or 1997; or, the deck manufacturer shall have submitted deck drawings and samples to the Steel Deck Institute for certification as composite deck.

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5.2a Load Determination: Using standard reinforced concrete design procedures, the allowable superimposed load shall be found by using appropriate load resistance design factors and applicable reduction factors based on the presence, absence, or spacing of shear studs on beams perpendicular to the deck as shown in the SDI Composite Deck Design Handbook, 1997. Commentary: By using the referenced analysis techniques or test results, the deck manufacturer determines the live loads that can be applied to the composite deck slab combination. The results are usually published as uniform load tables. The manufacturer may instead publish loads based on the results of 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

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deck could result in temporary deflection of the slab/deck combinadifferences in deflection between tion roof deck be predicted by using the can best and the adjacent the average of the component. stationary building cracked and uncracked moments ofsuch as as Supplemental support inertia a determined by the transformed perimeter angle may be warranted. section method of analysis. Temperature Shrinkage 5.5 Temperature and Shrinkage Reinforcement: Temperature and Shrinkage reinforcement, consisting of welded wire fabric or reinforcing building deck edge or interior bars, shall have termination condition of a minimum area 0.00075 times the area of concrete above the deck (per foot or per Construction and Maintenance loads: meter of width), but shall not be SPANS are governed by a maximum less than 26 ksi (180 MPa) and a stress of the area provided by 6 x 6 - W1.4 x W1.4 of L/240wire a maximum deflection welded with fabric. For those products so 200-pound (0.89 kN) concentrated manufactured, shear transfer wires load at midspan on a 1'-0" (300 mm) welded to theof deck.thethe designer wide section top of If deck may be considered loads of greater contemplates to act as shrinkage or temperaturespans shall be demagnitude, reinforcement. creased or the thickness of the steel Commentary: Welded wire fabric deck increased as required. with a steel area given by the above formula will generally not be suffiAll loads shall be distributed by cient as the total negative reinforceappropriate means to prevent ment; however,completedhas damage to the the mesh assembly shown construction. good job of during that it does a crack control especially if kept near the top of loads: Cantileverthe slab (3/4 inch to 1 inch cover, 20 to 25 mm).10 psf Construction phase load of (0.48 kPa) on adjacent span and All deck sheets 200 pound adequate cantilever, plus shall have load (0.89 bearing and fastening towith a stress kN) at end of cantilever all supports to prevent ksi (180during construclimit of 26 slip off MPa) (ASD). tion. Deck areas subject to heavy or repeated traffic,45 psf (2.15 kPa) on Service load of concentrated loads, impact loads, wheel loads, etc. shall adjacent span and cantilever, plus be adequately protected by planking 100 pound load (0.44 kN) at end of or other approvedstress limit avoid cantilever with a means to of overloading MPa) (ASD). 20 ksi (140 and/or damage. Damaged deck (sheets containing Deflection limited to L/240 of distortions or deformations caused adjacent span for interior span and by construction practices) shall be deflection at end of cantilever to repaired, overhang. or shored to the L/120 of replaced, satisfaction of the design profes-

RECOMMENDED MAXIMUM sional before placing concrete. The SPANS FOR CONSTRUCTIONROOFInformation 7.Commentary AND MAINTENANCE LOADS STANDARD FOR 1½ INCH AND 3 INCHand DECK cost of repairing, replacing, or Parking Composite 7.1 Parking Garages:RECOMMENDED SPANS MAX. SPAN shoring of damaged units shall be ROOF DECK CANTILEVER floor deck has been used successSPAN the liability of the trade contractor fully in many parkingFT.-IN. METERS structures TYPE CONDITION FT.-IN. METERS responsible for the damage. around the country; however, the NR22 1 3'-10" 1.15 m following precautions1'0" should .30 m NR22 2 or more 4'-9" 1.45 m Commentary: Deck must be be observed: m NR20 1 4'-10" 1.45 NARROW 1'2" .35 selected to support a minimumor more 1. Slabs should be designed as m RIB DECK NR20 2 5'-11" 1.80 m uniform load of 50 psf (2.4kPa) 1 continuous spans with negative NR18 5'-11" 1.80 m 1'7" .45 bending reinforcing over the sup- m NR18 2 or more 6'-11" 2.10 m 6.Construction Practice ports; IR22 1 4'-6" 1.35 m 1'2" .35 m 2.5'-6" 6.1 Temporary Shoring: If tempoAdditional reinforcing should be Temporary IR22 2 or more 1.65 m INTERMEDIATE RIB DECK included to deter cracking caused by rary shoring is required to attain the IR20 1 5'-3" 1.60 m 1'5" large temperature differences.40 mto and minimum uniform IR20 of 50 psf more load 2 or 6'-3" 1.90 m provide load distribution; and, (2.4 kpa), the shoring must be 1 WR22 5'-6" 1.65 m 1'11" In either securely in place before the floor more 3.6'-6" areas where salt water; .55 m WR22 2 or 1.75 m WR20 6'-3" 1.90 m brought into the structure by cars in deckWIDE erection begins. The shoring1 2'4" .70 m RIB DECK 2 in 7'-5" 2.25 m winter or carried by the wind in shall be designedWR20installed or more and WR18 1 7'-6" 2.30 may coastal areas, m deteriorate the accordance with the applicable ACI 2'-10" .85 m or more 8'-10" 2.70 m deck, protective measures must be code and shall beWR18 place2until left in 3DR22 1 11'-0" taken. The3.35 m top surface of the 1.05 m slab the slab attains 75% of its specified 3'-5" 3DR22 2 or more 13'-0"be effectively sealed so that 3.95 m must compressive strength. 3DR20 1 12'-6" 3.80 cannot migrate DEEP the salt water m 3'-11" 1.20 m RIB DECK concrete placement, more 3DR20 2 or 14'-8" the slab to the steel deck. 4.45 m through 6.2: Prior to 3DR18 1 15'-0" 4.55 m A minimum G90 (Z275) galvanizing the steel deck shall be free of soil, 4'-9" 1.45 m 3DR18 17'-8" 5.40 m is recommended, and, the exposed debris, standing water, loose 2 or more mill bottom surface of the deck should scale and all other foreign matter. be protected with a durable paint. Notes: The protective measures must be must be CANTILEVER 6.3: CareSTEEL DECK exercised when EXAMPLE: 1. Adjacent span: Limited to those spans EXAMPLE : WR22 maintained for3.4 of Roofof the buildplacing concrete so that the deck BEAM shown in Section the life Deck SpecificaDECK tions. In those instances where the adjacent ing. If the protective measures will not be subjected to SPAN impact any span is less assured, the steel deck cannot bethan 3 times thecantilever span, that exceeds the(WR22) capacity of design the manufacturer canindividual theas a stayshould be form be used appropriatein place span. the deck. Concrete shall be placed consulted for cantilever and the concrete can be reinforced from a low level to avoid impact,A with mesh or bars as required. and in a uniform manner over the 2. Sidelaps must be attached at end of cantilever and at a maximum of 12 supporting structure and spread BEAM inches (300 mm) on center from end. 7.2 Cantilevers: When cantilevered toward the PARTIAL ROOFthe deck span. center of PLAN slabs are encountered, If buggies are (WR22) to place the used 3. No permanent suspended the deck acts only are to permanent by the steel deck. concrete, runways shall be planked loads as a be supported form; top reinforcing steel must be proporand the buggies shall only MAX operate 1-11 4. The deck must designer. attached to CANTILEVER tioned by the be completely on planking. Planks shall be of the supports and at the sidelaps before any SECTION A adequate stiffness to transfer loads load is applied to the cantilever. on next page continued to the steel deck without damaging continued on next page the deck. Deck damage caused by roll bars or careless placement must be avoided.

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7.3 Composite Beam and Girders: Most composite floor deck sections are suitable for use with composite beams. The AISC Specification specifically provides for the use of deck in this type of construction. 7.4 Fire Ratings: Many fire rated assemblies that use composite floor decks are available. Consult a SDI member manufacturer for a list of ratings. In the Underwriters Laboratories Fire Resistance Directory, the composite deck constructions show hourly ratings for restrained and unrestrained assemblies. ASTM E119 provides information in appendix X3 called Guide for Determining Conditions of Restraint for Floor and Roof Assemblies and for Individual Beams. After a careful review of this guide, the Steel Deck Institute determined that all interior and exterior spans of multispan deck properly attached to bearing walls are restrained. In fact, there is almost no realistic condition that a composite deck-slab could not be considered to be restrained except perhaps a single span deck system which is unattached to framing or a wall in order to provide a removable slab. 7.5 Fireproofing: The steel deck manufacturer shall not be responsible for ensuring the bonding of fireproofing. The adherence of fireproofing materials is dependent on many variables; the deck manufacturer (supplier) is not responsible for the adhesion or adhesive ability of the fireproofing.

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7.6 Concentrated Loads: Concentrated loads can be analyzed and distributed with the methods shown in the SDI Composite Deck Design Handbook, 1997. 7.7 Conduits: Conduits are permitted in deck slabs subject to local code requirements and fire rating considerations. When conduit sizes are 1" (25.4 mm) or less in diameter, or less than 1/3 the concrete cover, and no crossovers occur, and conduit is spaced at least 18" apart with ¾" (19 mm) minimum cover, conduit may be permitted in the slab unless further restricted by the design documents. 7.8 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.

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deck could result in temporary deflection of the slab/deck combinadifferences FIGURE 1 between in deflection tion roof deck be predicted by using the can best and the adjacent Loading Diagrams the average of the component. stationary building cracked and and Bending Moments as uncracked moments ofsuch as a Supplemental support inertia determined by the transformed perimeter angle may be warranted. section methodP of W1 analysis. Simple Reinforcement: Temperature and W2 Shrinkage reinforcement, consisting W11 l building deck edge or interior of welded wire fabric or reinforcing bars, shall have termination1 + W2)l 2 of +M =a minimum area .125 (W1 condition 0.00075 times the area of concrete above the deckP(per foot or per Construction and Maintenance loads: meter are governed by a maximum Double of width), but shall not be W1 SPANS Span than 26 ksi (180 MPa) and a less of the area provided by l l stress Condition- W1.4 x = .203Pl + .096W1l 2 6x6 +M W1.4 welded with maximum deflection of L/240wire a fabric. For those products so W2 200-pound (0.89 kN) concentrated W1 manufactured, shear transfer wires load at midspan on a 1'-0" (300 mm) ltop ofl welded to theof deck.thethe designer wide section If deck may +M to .096 (W1 + W2)l = act as shrinkage be considered loads of greater2 or contemplates W2 temperaturespans shall be demagnitude, reinforcement. W1 creased or thel thickness of the steel l Commentary: Welded wire fabric deck increased as required. l 2 - M = .125 (W1 + W2) with a steel area given by the above formula will generally not be suffiAll loads shall be distributed by P cient as the total negative reinforceappropriate means to prevent Triple W1 ment; however,completedlhas mesh assembly damage to the the l Span l shown that it does a good job Condition construction.l + .094W1l 2 of during +M = .20P crack control especially if kept near the top of loads: W2 (3/4 Cantileverthe slabW1 inch to 1 inch cover, 20 to 25 mm).10 psf l l Construction phase load ofl +M = .094 (W1 + W2)l 2 (0.48 kPa) on adjacent span and All deck sheets 200 pound adequate cantilever, plus shall have load (0.89 W2 bearing and fastening towith a stress all kN) at end of cantilever W1 supports l l to prevent ksi l off during construcslip(180 MPa) (ASD). limit of 26 - M = subject W2)l 2 tion. Deck areas .117 (W1 +to heavy or repeated traffic,45 psf (2.15 kPa) on Service load of concentrated loads, impact loads, wheel loads, etc. shall adjacent span and cantilever, plus be adequately protected by planking 100 pound load (0.44 kN) at end of or other approvedstress limit avoid cantilever with a means to of overloading MPa) (ASD). 20 ksi (140 and/or damage. Damaged deck (sheets containing Deflection limited to L/240 of distortions or deformations caused adjacent span for interior span and by construction practices) shall be deflection at end of cantilever to repaired, overhang. or shored to the L/120 of replaced, satisfaction of the design profesSpan l Condition emperature and0.125W1 lage Temperature l + Shrink 2 Shrinkage 5.5 T +M = .25P

1 1

RECOMMENDED MAXIMUM AND sional before placing concrete. The SPANS FOR CONSTRUCTIONROOFInformation 7.Commentary and 3 FIGURE LOADS STANDARD FOR 1½ INCH AND 3 FIGURE DECK MAINTENANCE 2 INCH cost of repairing, replacing, or Parking Composite 7.1 Parking Garages:RECOMMENDED SPANS MAX. Loading DiagramsCANTILEVER SPAN shoringLoading Diagrams be of damaged units shall SPAN ROOF DECK floor deck has been used successand the trade contractor the liability of Deflections CONDITION fully and Support Reactions in METERS structures TYPE FT.-IN. many parkingFT.-IN. METERS responsible for the damage. around the country; however, the NR22 1 3'-10" 1.15 m .30 m following precautions1'0" Simple W1 NR22 2 or more Simple 4'-9" 1.45 m W2 should Commentary: lDeck must be be Span NARROW Span observed: m W1 NR20 1 4'-10" 1.45 1'2" .35 ConditionDECK support a minimumor more Condition should be designed as m selected to 1. Slabs 1.80lm .0130W1 l 4 RIB NR20 (1728) 2 5'-11" = Pext Pext uniform load of 50 E I (2.4kPa) 1 psf continuous spans with negative NR18 5'-11" 1.80 m 1'7" .45 Pext = .5 (W1 + W2)l bending reinforcing over the sup- m NR18 2 or more 6'-11" 2.10 m 6.Construction Practice ports; IR22 1 4'-6" 1.35 m 1'2" .35 m 2.5'-6" 6.1 Temporary Shoring: If tempoAdditional reinforcing should be Temporary IR22 2 or more 1.65 m INTERMEDIATE W2 Double shoring is required to attain the Double RIB included to deter cracking caused by rary DECK l IR20 W1 1 5'-3" 1.60 m l Span Span 1'5"W1 and large minimum uniform IR20 of 50 psf more Conditiontemperature differences.40 mto load 4 2 or 6'-3" 1.90 lm l Condition .0054W1 l shoring must be provide loadext m Pint Pextand, (2.4 kpa), the= WR22 (1728) 1 P distribution; 5'-6" 1.65 EI 1'11" In securely in place before the floor more 3.6'-6" areas Pwhere salt water; .55 m WR22 2 or 1.75= 1.375 (W1 + W2)l either m ext P m WR20 6'-3" 1.90= structure by brought into intthe1.25 (W1 + W2)l cars in deckWIDE erection begins. The shoring1 2'4" .70 m RIB DECK 2 in 7'-5" 2.25 m winter or carried by the wind in shall be designedWR20installed or more and WR18 1 7'-6" 2.30 may coastal areas, m deteriorate the accordance with the applicable ACI 2'-10" .85 m W2 Triple and shall beWR18 place2until or more Triple protective measures must be 8'-10" 2.70 m deck, code left in W1 W1 l 3DR22 Span slab attains 75%l of its lspecified Span 1 11'-0" The3.35 lm taken. top surface of the 1.05 m the l 3'-5" l slab Condition Condition 4 .0069W1 13'-0" 3.95 m P must be effectively sealed so Pthat compressive strength. l (1728) 2 or more = 3DR22 Pext Pint int ext EI 3DR20 1 12'-6" water m DEEP the salt 3.80=cannot + W2)l 1.20 m migrate Pext 1.4 (W1 3'-11" RIB DECK 3DR20 2 or 14'-8" 4.45 m to the W2)l through thePint = 1.1 (W1 + steel deck. slab 6.2: Prior to concrete placement, more 3DR18 1 15'-0" 4.55 m A minimum G90 (Z275) galvanizing the steel deck shall be free of soil, 4'-9" 1.45 m 3DR18 17'-8" 5.40 m is recommended, and, the exposed debris, standing water, loose 2 or more mill bottom surface of the deck should scale and all other foreign matter. be protected with a durable paint. Notes: The protective measures must be must be CANTILEVER 6.3: CareSTEEL DECK exercised when EXAMPLE: 1. Adjacent span: Limited to those spans EXAMPLE : WR22 maintained for3.4 of Roofof the buildplacing concrete so that the deck BEAM shown in Section the life Deck SpecificaNotes for DECK Figures 1, 2, and 3 tions. In those instances where the adjacent ing. If the protective measures will not be subjected to SPAN impact any span is less assured, the steel deck that exceeds= 150 - poundcapacity of load cannot bethan 3 times thecantilever span, the(WR22) design concentrated P the manufacturer canindividual theas a stayshould be form be used appropriatein place span. the deck. Concrete shall be placed consulted for cantilever I = In4/ft. - deck moment of inertia and the concrete can be reinforced from a low level to avoid impact,A W1 = slab weight + deck weight, psf with mesh or bars as required. and in a uniform manner over the 2. Sidelaps must be attached at W2 = 20 pounds spread end of cantilever and at a maximum of 12 supporting structure andper square foot construction load BEAM inches (300 mm) on center from end. E PARTIAL ROOFthe deck span. = 29.5of 106 psi x PLAN 7.2 Cantilevers: When cantilevered toward the center = clear span length (ft.) slabs are encountered, If buggiesl are (WR22) to place the used 3. No permanent suspended the deck acts only are to permanent weight top concrete,W11 = 1.5 xshallweight + deck weight slab weight + 30 + deck by the steel deck. runways slab be planked loads as a be supported form; reinforcing steel must be proporand the buggies shall only MAX operate 1-11 4. The deck must designer. Dimensional shall be of CANTILEVER tioned by the be completely on planking. Planks check shows the need for the 1728 factor when calculating attached to the supports and at the sidelaps before any deflections using pound inch units. SECTION A adequate stiffness to transfer loads load is applied to the cantilever. on next page continued to the steel deck without damaging continued on next page the deck. Deck damage caused by roll bars or careless placement must be avoided.

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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 ¼" lightweight E . Composite beam construction. F. Temporary shoring not desired.

Review deck manufacturer 's manufacturer's literature or SDI Composite Deck Design Handbook for available deck types. In shoring tables, choose deck that will not require temporary shoring during construction. Check the allowable superimposed load tables for the required loading.

1

Review deck manufacturer 's manufacturer's literature or SDI Composite Deck Design Handbook for combinations that meet requirements. 13'0" Beam Spacing Embossed Deck: Formed and reinforced with 3" x 0.0474" design thickness composite steel deck. Determine required shrinkage and temperature reinforcement. 8'8" Beam Spacing 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 1 1/2" x 0.0295" design thickness composite steel deck. Determine required shrinkage and temperature reinforcement.

2

Factors that should be in selecting composite deck systems:

3

considered floor

SDI SPECS, COMPOSITE FLOOR DECK

· Compatibility of deck to total structure. · Hanging requirements. · Rib width-to-height ratio to determine stud values. · Electrical requirements. · Future flexibility. · Deck material and erection costs. (Obtain from Steel Deck Institute member companies.) · Overall floor depth. · Cost of temporary shoring, if shored forming is selected. · Deck fireproofing cost, if protected deck is selected. · Concrete availability and cost: (lightweight) (semi-lightweight) (regular weight). · Concrete volume required. · Various beam spacings. · Total material cost. · Steel erection cost. · Steel fireproofing cost.

REVIEW OF COMPOSITE DECK DESIGN HANDBOOK SHOWS THAT 8'-8" BEAM SPACING MEETS REQUIREMENTS MOST EFFICIENTLY.

NOTE: For all the above, no spray-applied fireproofing of the deck is required for a 2-hour fire rating.

DECK DESIGN GUIDE

214

TYPICAL FASTENER LAYOUT TYPICAL FASTENER LAYOUT

B, BA, BV, 1.5 CD Deck

36" Coverage 36/3 Pattern 36/4 Pattern 36/5 Pattern 36/7 Pattern 35/2 Pattern 35/3 Pattern 35/4 Pattern

.6 FD, .6 FDV Deck

35" Coverage

1.0 FD, 1.0 FDV Deck N, NA Deck

36/2 Pattern 24" Coverage 36/3 Pattern 36/4 Pattern 36" Coverage

24/4 Pattern

1.5 FD Deck 2.0 FD, 3.0 FD, 2.0 CD, 3.0 CD Deck

36" Coverage 36/4 Pattern 36/2 Pattern 36/3 Pattern 36/4 Pattern 36/6 Pattern = Location of attachments to supports, either by puddle welds or TEK screws 36" Coverage

DIAPHRAGM SHEAR STRENGTH ANDand STIFFNESS DESIGN EXAMPLE DIAPHRAGM SHEAR STRENGTH STIFFNESS DESIGN EXAMPLE

From the roof plan shown, calculate the deflection of the diaphragm at the center line and check the shear strength: Joist spacing 6' - 0" Deck size: B 20 ga., 18' panels ( 3 span condition ) using a 36/4 fastener pattern Fasteners: at supports - #12 TEK screws at side laps - 2 #10 TEK screws From diaphragm shear tables: K1 = .459 DB = 643 K2 = 1056 Span = 6'

W = 225 plf

B = 45'

L = 80'

R O O F P L AN

G' =

K2 3.53 + ( 0.3 x DB ) / Span + 3 x K1 x Span WxL 8 x B x G' WxL 2 =

2

=

1056 3.53 + ( 0.3 x 643 ) / 6 + 3 x .459 x 6

= 24.03 K / in.

C=

=

.225 x 80 8 x 45 x 24.03

2

= .17 in.

ROOF DECK DIAPHRAGM SHEAR

R=

225 x (80) 2

= 9000 lbs.

S=

9000 45

= 200 plf < 217 plf (from tables) OK

DECK DESIGN GUIDE

215

B, BA 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

160 202 228 245 256 263 268 272 275 277 279 191 248 291 322 345 362 375 385 392 398 403 250 310 358 397 428 452 471 487 499 509 518 283 355 419 475 524 566 602 633 659 682 701

3-6

143 185 214 233 246 255 262 267 270 273 275 169 223 266 299 325 344 359 371 380 388 394 220 276 324 364 397 423 445 463 478 490 501 246 311 371 425 473 515 553 586 614 640 662

4-0

129 171 201 222 237 247 255 261 266 269 272 150 201 244 278 305 326 343 357 368 377 384 196 249 295 334 368 396 420 440 457 471 483 214 276 332 383 429 471 509 542 573 599 623

4-6

117 158 188 210 227 239 248 255 260 265 268 132 183 224 258 286 309 328 343 355 365 374 175 226 270 308 342 371 396 417 436 451 465 189 248 299 347 392 432 470 503 534 562 587

5-0

105 146 177 200 217 231 241 249 255 260 264 118 168 207 241 269 293 312 329 342 354 363 156 206 248 285 319 348 374 396 415 432 447 169 223 273 317 360 399 435 468 499 527 553

5-6

136 166 190 208 223 234 242 249 255 259 155 192 225 253 277 298 315 330 342 352 189 229 265 298 327 353 376 396 413 429 202 250 292 332 369 404 437 467 496 522

6-0

127 156 180 199 214 226 236 244 250 255 141 179 211 239 263 284 302 317 330 341 173 213 247 279 308 333 357 377 396 412 184 229 270 308 344 377 409 439 467 493

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.098

0.665 0.477

148 171 191 207 219 230 238 245 250

140 163 183 199 212 223 232 239 245

132 156 175 192 205 217 226 234 241

126 149 168 185 199 211 220 229 236

120 142 161 178 192 204 215 223 231

114 136 155 172 186 199 209 218 226 125 144 160 175 187 198 208 212

0.372 0.305 0.258 0.224 0.198 0.177 0.160 0.146 0.824 0.554

36/3

DB = 1775

4 5 6 7 8 9 10 0 1 2 3

167 198 226 250 271 289 305 319 331

157 187 214 238 259 277 294 308 320

147 177 203 226 247 266 283 297 310

137 167 193 216 236 255 272 287 300

128 159 183 206 226 245 262 277 291

121 151 175 197 217 236 253 262 262 135 160 181 200 212 212 212 212

0.417 0.334 0.279 0.240 0.210 0.187 0.168 0.153 0.140 0.659 0.474

36/4

DB = 860

4 5 6 7 8 9 10 0 1 2 3

198 231 262 290 316 339 360 379 395

186 217 247 274 299 322 343 362 380

173 205 233 260 284 307 328 347 365

161 193 221 247 271 293 314 331 331

151 183 210 235 258 280 293 293 293

142 172 199 224 246 262 262 262 262 154 181 204 212 212 212 212 212

0.370 0.304 0.257 0.223 0.197 0.177 0.160 0.146 0.134 0.549 0.414

36/5

DB = 605

4 5 6 7 8 9 10 0 1 2 3

211 251 287 321 353 384 413 440 466

195 233 268 301 332 362 390 416 432

181 217 252 283 313 341 369 377 377

169 203 237 267 296 323 331 331 331

159 190 222 253 280 293 293 293 293

149 179 209 239 262 262 262 262 262 160 187 212 212 212 212 212 212

0.333 0.278 0.239 0.209 0.186 0.168 0.152 0.140 0.129

36/7

DB = 96

4 5 6 7 8 9 10

ROOF DECK DIAPHRAGM SHEAR

K2 = 870

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

DECK DESIGN GUIDE

216

B, BA 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #12 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

160 206 233 249 260 267 271 275 277 279 280 191 255 300 332 355 371 383 392 399 404 408 250 317 369 410 441 465 483 498 510 519 527 283 364 434 495 547 590 627 657 683 704 723

3-6

143 190 220 239 251 260 266 270 273 276 278 169 229 275 310 335 354 369 380 388 395 400 220 283 335 377 411 438 459 477 491 502 512 246 319 385 444 496 540 579 612 641 665 686

4-0

129 175 207 228 243 253 260 265 269 272 275 150 207 253 289 317 338 354 367 377 385 392 196 255 306 348 383 412 436 455 471 485 496 214 284 345 401 451 496 535 570 600 627 650

4-6

117 162 195 218 234 245 254 260 265 269 271 132 189 234 270 299 322 340 354 366 375 382 175 232 280 322 358 388 413 434 452 467 479 189 255 312 365 413 457 496 532 563 591 616

5-0

105 150 183 207 225 238 247 255 260 264 268 118 173 217 253 282 306 325 341 354 364 373 156 212 258 299 334 365 391 414 433 449 463 169 230 285 334 380 423 461 497 528 557 583

5-6

140 173 198 216 230 241 249 255 260 264 160 201 237 266 291 312 328 342 354 363 195 239 278 313 344 371 394 414 431 447 208 261 308 352 392 430 465 497 526 552

6-0

131 163 188 208 223 234 243 250 256 260 147 188 222 252 277 298 316 331 343 354 179 222 260 294 325 352 375 396 414 430 190 241 285 327 366 402 436 468 497 524

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.098

0.665 0.477

154 180 200 215 227 237 245 251 256

146 171 192 208 221 231 240 246 252

139 164 184 201 214 225 234 242 248

132 157 177 194 208 220 229 237 243

126 150 170 188 202 214 224 232 239

120 144 164 181 196 208 219 227 234 132 152 170 185 198 208 212 212

0.372 0.305 0.258 0.224 0.198 0.177 0.160 0.146 0.824 0.554

36/3

DB = 1775

4 5 6 7 8 9 10 0 1 2 3

176 209 239 264 285 304 319 333 344

165 198 226 252 273 292 308 322 334

156 187 215 240 262 281 298 312 325

146 177 205 229 251 271 288 302 315

137 169 195 220 241 261 278 293 293

128 161 187 210 232 251 262 262 262 145 171 194 212 212 212 212 212

0.417 0.334 0.279 0.240 0.210 0.187 0.168 0.153 0.140 0.659 0.474

36/4

DB = 860

4 5 6 7 8 9 10 0 1 2 3

207 244 277 307 334 358 379 398 415

194 229 261 291 318 342 363 382 400

182 216 247 276 302 326 348 368 377

170 204 234 262 288 312 331 331 331

159 194 223 250 275 293 293 293 293

150 184 212 239 262 262 262 262 262 164 193 212 212 212 212 212 212

0.370 0.304 0.257 0.223 0.197 0.177 0.160 0.146 0.134 0.549 0.414

36/5

DB = 605

4 5 6 7 8 9 10 0 1 2 3

221 265 305 342 377 411 441 470 497

205 248 285 321 355 387 417 432 432

190 231 268 303 335 366 377 377 377

178 216 253 286 317 331 331 331 331

167 203 239 271 293 293 293 293 293

157 191 225 257 262 262 262 262 262 171 201 212 212 212 212 212 212

0.333 0.278 0.239 0.209 0.186 0.168 0.152 0.140 0.129

36/7

DB = 96

4 5 6 7 8 9 10

K2 = 870

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

217

B, BA 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

234 273 303 325 343 356 367 375 381 387 391 280 331 375 412 443 468 490 507 522 535 546 366 419 466 508 545 577 605 629 650 669 685 413 476 535 591 642 689 733 772 809 842 873

3-6

209 248 279 304 324 339 351 361 370 376 382 247 295 338 375 407 434 458 478 495 510 522 322 372 417 458 495 528 558 584 607 628 646 359 416 470 522 570 615 658 697 734 769 800

4-0

189 226 258 284 305 322 336 348 357 365 372 219 265 306 342 375 403 428 449 468 484 499 286 333 376 415 452 485 515 542 567 589 609 313 369 418 466 511 554 595 633 670 704 736

4-6

171 208 239 265 287 306 321 334 344 354 361 193 240 279 314 346 374 400 422 442 460 475 255 301 341 379 414 447 477 504 530 553 574 276 327 376 420 462 503 541 578 613 647 679

5-0

153 191 222 248 271 290 306 320 332 342 350 172 218 256 290 321 349 374 397 418 436 453 228 274 312 348 382 413 443 470 496 519 541 247 293 339 382 421 459 496 531 565 597 628

5-6

177 207 233 255 275 292 307 319 330 340 197 236 268 298 326 351 374 395 414 431 248 287 321 353 384 413 440 465 488 510 265 307 349 387 422 457 490 523 554 584

6-0

164 193 219 241 261 279 294 307 319 329 179 218 249 278 305 330 353 374 393 411 226 265 298 329 358 386 412 437 460 482 242 280 319 357 391 423 455 486 516 544

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 0.971

0.617 0.452

181 206 228 248 266 281 295 307 318

170 195 216 236 254 270 284 296 308

159 184 206 225 243 259 273 286 298

148 175 196 215 232 248 263 276 288

138 165 186 205 223 238 253 266 278

130 155 178 196 213 229 244 257 262 138 161 180 197 212 212 212 212

0.356 0.294 0.251 0.218 0.193 0.173 0.157 0.144 0.729 0.509

36/3

DB = 1775

4 5 6 7 8 9 10 0 1 2 3

200 233 261 287 311 334 354 374 392

184 217 245 270 294 316 337 356 374

171 202 231 255 278 300 320 339 357

159 188 217 241 264 285 305 324 331

149 176 203 229 251 271 291 293 293

140 166 191 217 239 259 262 262 262 148 171 194 212 212 212 212 212

0.391 0.318 0.267 0.231 0.203 0.181 0.164 0.149 0.137 0.583 0.433

36/4

DB = 860

4 5 6 7 8 9 10 0 1 2 3

243 277 307 335 362 387 411 434 456

225 257 287 314 340 365 388 411 432

209 239 270 296 321 345 368 377 377

195 223 252 280 303 326 331 331 331

182 209 236 264 288 293 293 293 293

171 197 222 248 262 262 262 262 262 176 199 212 212 212 212 212 212

0.345 0.286 0.245 0.214 0.190 0.171 0.155 0.142 0.131 0.486 0.377

36/5

DB = 605

4 5 6 7 8 9 10 0 1 2 3

257 293 328 363 394 424 453 482 502

238 271 304 337 368 397 425 432 432

221 252 283 313 344 373 377 377 377

206 235 264 293 322 331 331 331 331

193 220 248 275 293 293 293 293 293

182 207 233 259 262 262 262 262 262 185 208 212 212 212 212 212 212

0.308 0.261 0.226 0.199 0.178 0.161 0.147 0.135 0.125

36/7

DB = 96

4 5 6 7 8 9 10

ROOF DECK DIAPHRAGM SHEAR

K2 = 870

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

DECK DESIGN GUIDE

218

B, BA 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: welded (NMBS does not recommend welded side laps for 22 ga.)

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

234 304 344 368 383 392 399 403 407 409 411 280 377 446 493 526 549 565 578 587 594 600 366 469 549 609 655 689 716 737 753 766 776 413 539 647 740 817 881 934 978 1015 1046 1072

3-6

209 281 325 353 371 383 391 397 402 405 408 247 340 410 461 498 526 546 561 573 582 589 322 419 499 562 612 651 682 707 727 743 756 359 473 575 665 742 809 866 914 956 991 1021

4-0

189 260 307 338 359 373 383 391 396 400 404 219 308 378 431 472 502 526 544 558 569 578 286 378 456 520 572 615 649 677 700 718 734 313 421 516 601 677 744 803 854 898 937 971

4-6

171 240 289 323 347 363 375 384 390 395 399 193 281 349 404 446 479 505 526 542 555 565 255 343 418 482 535 579 616 647 672 694 711 276 379 467 548 621 687 746 798 845 886 922

5-0

153 223 273 309 334 353 366 376 384 390 394 172 258 324 378 422 457 485 508 526 541 553 228 314 385 448 501 547 585 618 645 669 688 247 342 426 502 572 637 695 747 795 837 848

5-6

208 258 295 322 342 357 368 377 384 389 238 301 355 399 436 466 490 510 526 539 289 357 417 470 516 556 590 619 644 666 309 391 463 530 592 649 700 700 700 700

6-0

195 244 281 310 331 348 360 370 378 384 220 281 334 378 416 447 472 493 511 526 267 332 390 442 488 528 563 589 589 589 282 361 429 493 552 589 589 589 589 589

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 0.971

0.408 0.258

231 269 298 321 338 352 363 372 379

219 257 287 311 329 344 356 365 373

208 246 276 301 320 336 348 359 367

198 235 266 291 311 328 331 331 331

189 225 256 282 293 293 293 293 293

180 216 247 262 262 262 262 262 262 200 212 212 212 212 212 212 212

0.189 0.149 0.123 0.105 0.091 0.081 0.072 0.066 0.729 0.358

36/3

DB = 1775

4 5 6 7 8 9 10 0 1 2 3

264 315 359 397 428 455 477 496 502

248 298 341 379 411 432 432 432 432

234 282 324 362 377 377 377 377 377

220 267 309 331 331 331 331 331 331

206 254 293 293 293 293 293 293 293

194 242 262 262 262 262 262 262 262 212 212 212 212 212 212 212 212

0.237 0.177 0.142 0.118 0.101 0.088 0.078 0.071 0.064 0.583 0.319

36/4

DB = 860

4 5 6 7 8 9 10 0 1 2 3

310 366 417 462 502 502 502 502 502

291 344 394 432 432 432 432 432 432

273 325 373 377 377 377 377 377 377

255 307 331 331 331 331 331 331 331

240 292 293 293 293 293 293 293 293

225 262 262 262 262 262 262 262 262 212 212 212 212 212 212 212 212

0.219 0.167 0.135 0.113 0.098 0.086 0.076 0.069 0.063 0.486 0.287

36/5

DB = 605

4 5 6 7 8 9 10 0 1 2 3

332 399 460 502 502 502 502 502 502

308 373 431 432 432 432 432 432 432

286 349 377 377 377 377 377 377 377

267 326 331 331 331 331 331 331 331

251 293 293 293 293 293 293 293 293

236 262 262 262 262 262 262 262 262 212 212 212 212 212 212 212 212

0.204 0.158 0.129 0.109 0.094 0.083 0.074 0.067 0.061

36/7

DB = 96

4 5 6 7 8 9 10

K2 = 870

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

219

B, BA 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

194 245 277 297 310 319 325 330 334 336 338 232 301 353 391 419 440 455 467 476 483 489 303 376 435 482 519 548 572 591 606 618 628 343 430 508 577 636 687 731 768 800 827 851

3-6

174 225 260 283 299 310 318 324 328 332 334 205 271 323 363 394 418 436 450 462 471 478 267 335 393 442 481 514 540 562 580 595 607 298 377 450 515 574 625 671 711 746 776 803

4-0

156 207 243 269 287 300 310 317 322 327 330 182 244 296 337 370 396 417 433 446 457 466 238 302 358 406 447 481 510 534 554 571 586 261 335 403 464 521 572 617 658 695 727 756

4-6

142 191 228 255 275 290 301 310 316 321 325 161 222 272 314 348 375 398 416 431 443 453 213 274 327 374 415 450 481 506 529 548 564 230 301 363 421 475 525 570 611 648 682 712

5-0

128 177 214 242 264 280 292 302 309 315 320 144 204 251 292 327 355 379 399 415 429 440 191 250 301 346 387 422 453 480 504 524 542 206 272 331 385 436 484 528 568 606 640 671

5-6

165 201 230 253 270 284 294 303 309 315 188 233 273 308 337 361 382 400 415 427 230 278 322 361 397 428 456 480 502 521 246 303 354 403 448 491 530 567 601 633

6-0

154 190 219 242 260 275 286 296 303 309 173 217 256 290 319 345 366 385 401 414 211 258 300 338 373 405 433 458 480 500 224 279 328 374 417 458 496 533 566 598

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.209

0.733 0.526

179 208 232 251 266 279 289 297 304

169 198 222 242 258 271 282 290 298

160 189 213 233 249 263 274 284 292

152 180 204 224 241 255 267 278 286

145 172 196 216 233 248 261 271 280

138 165 188 209 226 241 254 265 274 152 174 194 212 227 241 252 263

0.410 0.336 0.285 0.247 0.218 0.195 0.177 0.161 0.907 0.610

36/3

DB = 1328

4 5 6 7 8 9 10 0 1 2 3

203 241 274 303 329 351 370 387 401

191 227 259 288 314 337 356 374 389

179 214 246 274 300 323 343 361 376

168 203 234 262 287 310 330 348 364

157 193 222 250 275 298 318 336 353

148 183 212 239 264 286 306 325 342 164 194 219 243 265 281 281 281

0.459 0.368 0.307 0.264 0.231 0.206 0.185 0.168 0.154 0.725 0.522

36/4

DB = 643

4 5 6 7 8 9 10 0 1 2 3

241 281 318 352 383 411 437 459 480

225 264 300 333 363 391 417 440 461

211 248 283 315 345 373 398 421 443

197 235 268 299 328 356 381 404 425

184 222 254 285 313 340 365 388 390

174 210 242 271 299 325 348 348 348 188 220 248 274 281 281 281 281

0.408 0.334 0.283 0.246 0.217 0.195 0.176 0.161 0.148 0.605 0.456

36/5

DB = 453

4 5 6 7 8 9 10 0 1 2 3

257 305 348 389 429 466 501 534 566

238 284 326 365 403 439 473 505 536

221 265 306 343 380 414 447 479 500

206 247 288 324 359 392 424 440 440

194 232 271 307 340 372 390 390 390

182 219 255 291 323 348 348 348 348 196 228 261 281 281 281 281 281

0.366 0.306 0.263 0.230 0.205 0.185 0.168 0.154 0.142

36/7

DB = 72

4 5 6 7 8 9 10

ROOF DECK DIAPHRAGM SHEAR

K2 = 1056

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

220

DECK DESIGN GUIDE

B, BA 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #12 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

194 250 283 303 315 323 329 333 336 339 340 232 309 364 403 430 450 465 475 484 490 495 303 385 448 497 535 564 587 604 619 630 639 343 441 527 601 663 716 760 797 829 855 877

3-6

174 230 267 290 305 315 323 328 332 335 337 205 278 334 376 407 430 447 461 471 479 485 267 344 407 458 499 532 558 579 596 609 621 298 387 468 539 601 656 702 743 777 807 833

4-0

156 212 251 277 294 307 315 322 327 330 333 182 252 307 351 384 410 430 445 458 467 475 238 310 371 423 465 500 529 552 572 588 602 261 344 419 487 548 602 650 692 729 761 789

4-6

142 197 236 264 284 298 308 316 321 326 329 161 229 284 328 363 390 412 430 444 455 464 213 281 340 391 434 471 501 527 548 566 582 230 310 379 443 502 555 602 645 683 717 747

5-0

128 183 222 252 273 288 300 309 316 321 325 144 210 263 306 342 371 395 414 430 442 453 191 257 313 363 406 443 475 502 525 545 562 206 280 345 406 461 513 560 603 641 676 708

5-6

170 210 240 262 279 292 302 310 316 321 194 244 287 323 353 378 398 415 429 441 236 290 338 380 417 450 478 502 524 542 254 317 374 427 476 522 564 603 638 670

6-0

159 198 228 252 270 284 295 303 310 316 180 228 270 306 336 362 383 401 417 429 219 269 316 357 394 427 456 481 503 522 232 293 346 396 444 488 529 568 603 635

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.209

0.733 0.526

187 218 242 261 276 288 297 305 311

177 208 233 252 268 281 291 299 306

168 199 224 244 260 274 284 293 300

160 190 215 236 253 266 278 287 295

152 182 207 228 245 260 272 282 290

146 174 199 220 238 253 265 276 285 161 185 206 224 240 253 264 274

0.410 0.336 0.285 0.247 0.218 0.195 0.177 0.161 0.907 0.610

36/3

DB = 1328

4 5 6 7 8 9 10 0 1 2 3

213 254 290 320 346 369 388 404 417

200 240 275 305 332 355 374 391 406

189 227 261 291 318 341 361 379 394

178 215 249 278 305 328 349 367 383

167 205 237 266 293 316 337 356 372

157 195 226 255 281 305 326 344 348 177 207 235 260 281 281 281 281

0.459 0.368 0.307 0.264 0.231 0.206 0.185 0.168 0.154 0.725 0.522

36/4

DB = 643

4 5 6 7 8 9 10 0 1 2 3

251 296 336 373 405 434 460 483 503

236 278 317 353 385 415 441 464 485

221 262 300 335 367 396 422 446 467

207 248 285 318 350 379 405 429 440

194 235 270 303 334 362 389 390 390

183 223 257 289 319 347 348 348 348 201 235 265 281 281 281 281 281

0.408 0.334 0.283 0.246 0.217 0.195 0.176 0.161 0.148 0.605 0.456

36/5

DB = 453

4 5 6 7 8 9 10 0 1 2 3

270 322 370 415 458 498 536 571 603

250 301 346 390 431 470 507 541 573

232 282 326 367 407 444 480 500 500

217 263 307 347 385 421 440 440 440

204 247 290 328 365 390 390 390 390

192 233 274 312 347 348 348 348 348 208 245 281 281 281 281 281 281

0.366 0.306 0.263 0.230 0.205 0.185 0.168 0.154 0.142

36/7

DB = 72

4 5 6 7 8 9 10

K2 = 1056

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

221

B, BA 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

281 328 364 391 412 428 441 451 459 465 470 336 399 452 496 533 564 589 611 629 644 657 439 504 561 612 656 694 728 757 783 805 824 496 573 644 711 773 830 883 931 975 1015 1052

3-6

251 298 336 366 389 408 423 435 445 452 459 296 355 407 451 490 523 551 575 596 614 629 386 447 502 552 596 636 672 703 731 756 778 431 500 566 628 687 742 793 841 885 927 965

4-0

226 272 310 342 367 388 405 418 430 439 447 264 319 368 412 451 485 515 541 564 583 600 344 400 452 500 544 584 621 653 683 710 734 377 444 504 561 616 668 717 764 808 849 887

4-6

206 250 288 319 346 368 386 402 415 425 435 233 289 336 379 417 451 482 509 533 554 573 308 362 411 457 499 539 575 608 638 666 692 333 395 453 506 557 606 653 698 740 780 819

5-0

186 230 267 299 326 349 369 385 399 411 422 208 264 308 349 386 420 451 479 504 526 546 276 329 376 419 460 498 534 567 598 626 652 298 354 410 460 508 554 598 641 682 721 758

5-6

213 249 280 308 331 352 369 385 398 409 239 284 323 359 393 423 451 476 499 520 300 346 387 426 463 498 530 560 589 615 321 371 422 466 509 551 592 631 668 705

6-0

198 233 264 291 315 336 354 370 384 396 217 263 301 336 368 398 426 451 474 496 274 320 359 396 431 465 497 527 555 581 292 339 386 431 471 511 549 586 622 657

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.070

0.679 0.498

218 248 275 299 321 339 356 370 383

205 234 261 285 306 325 342 357 371

193 222 248 271 293 312 329 345 359

180 211 236 259 280 299 317 333 347

168 200 225 248 268 288 305 321 336

158 189 215 237 258 277 294 310 325 168 196 218 238 256 274 281 281

0.393 0.324 0.276 0.240 0.213 0.191 0.173 0.158 0.803 0.561

36/3

DB = 1328

4 5 6 7 8 9 10 0 1 2 3

242 281 314 346 375 402 428 451 473

224 263 295 326 354 381 406 429 451

208 245 278 308 335 362 386 409 431

194 229 263 291 318 344 368 391 412

181 214 247 277 303 327 351 373 390

170 202 233 263 288 312 335 348 348 180 208 236 263 281 281 281 281

0.431 0.350 0.294 0.254 0.224 0.200 0.180 0.164 0.151 0.642 0.477

36/4

DB = 643

4 5 6 7 8 9 10 0 1 2 3

294 334 370 404 436 467 496 524 550

272 312 347 379 410 440 469 496 522

253 290 326 357 387 416 444 470 495

236 271 306 337 366 394 421 440 440

221 254 287 319 347 374 390 390 390

208 239 270 301 330 348 348 348 348 213 241 269 281 281 281 281 281

0.380 0.315 0.270 0.236 0.209 0.188 0.171 0.156 0.144 0.535 0.415

36/5

DB = 453

4 5 6 7 8 9 10 0 1 2 3

312 355 398 438 475 512 547 582 615

288 328 368 408 445 479 513 546 574

268 305 343 380 417 450 482 500 500

250 285 320 355 390 424 440 440 440

234 267 300 333 366 390 390 390 390

220 252 283 314 345 348 348 348 348 225 253 281 281 281 281 281 281

0.340 0.287 0.249 0.219 0.196 0.178 0.162 0.149 0.138

36/7

DB = 72

4 5 6 7 8 9 10

ROOF DECK DIAPHRAGM SHEAR

K2 = 1056

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

222

DECK DESIGN GUIDE

B, BA 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: welded

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

281 365 414 442 460 471 479 484 488 491 494 336 453 535 592 631 659 679 694 705 713 720 439 563 659 731 786 828 860 884 904 919 932 496 647 777 888 981 1058 1122 1175 1219 1256 1287

3-6

251 337 391 424 446 460 470 477 482 486 489 296 408 492 554 598 631 655 674 688 699 708 386 504 599 675 735 782 819 849 872 892 907 431 568 691 798 891 971 1040 1098 1148 1190 1226

4-0

226 312 369 406 431 448 460 469 476 481 485 264 370 454 518 567 603 631 653 670 683 694 344 454 547 624 687 738 779 813 840 863 881 377 506 619 722 813 894 964 1026 1079 1125 1165

4-6

206 289 348 388 416 436 450 461 469 475 479 233 337 419 485 536 576 607 631 651 666 679 308 412 502 578 642 696 740 777 807 833 854 333 455 561 658 746 825 896 959 1014 1063 1107

5-0

186 268 328 371 401 423 440 452 461 468 474 208 309 389 454 507 549 583 610 631 649 663 276 377 463 537 602 656 703 742 775 803 827 298 412 511 603 687 764 834 897 954 1005 1050

5-6

250 310 354 386 411 429 442 453 461 468 286 362 426 480 523 559 588 612 631 648 347 429 501 565 620 667 708 743 773 799 373 469 556 636 711 779 842 899 931 931

6-0

234 293 338 372 398 418 433 444 454 461 265 338 401 454 499 536 567 592 614 631 321 399 469 531 586 634 676 713 744 772 341 434 515 591 663 730 782 782 782 782

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.070

0.450 0.285

277 323 358 385 406 423 436 446 454

263 308 344 373 395 413 427 438 448

250 295 332 361 384 403 418 431 441

238 282 319 349 374 393 409 423 433

226 271 308 338 363 384 390 390 390

216 260 296 327 348 348 348 348 348 240 276 281 281 281 281 281 281

0.208 0.164 0.135 0.115 0.100 0.089 0.080 0.072 0.803 0.394

36/3

DB = 1328

4 5 6 7 8 9 10 0 1 2 3

317 378 431 476 514 546 573 596 615

298 357 409 455 493 526 554 574 574

281 338 390 434 473 500 500 500 500

265 321 371 416 440 440 440 440 440

250 305 354 390 390 390 390 390 390

235 291 338 348 348 348 348 348 348 265 281 281 281 281 281 281 281

0.261 0.195 0.156 0.130 0.111 0.097 0.086 0.078 0.071 0.642 0.351

36/4

DB = 643

4 5 6 7 8 9 10 0 1 2 3

372 439 500 555 603 646 666 666 666

349 413 473 526 574 574 574 574 574

328 390 447 500 500 500 500 500 500

308 369 424 440 440 440 440 440 440

289 350 390 390 390 390 390 390 390

272 333 348 348 348 348 348 348 348 281 281 281 281 281 281 281 281

0.242 0.184 0.149 0.125 0.108 0.094 0.084 0.076 0.069 0.535 0.317

36/5

DB = 453

4 5 6 7 8 9 10 0 1 2 3

401 479 552 621 666 666 666 666 666

371 448 518 574 574 574 574 574 574

345 421 487 500 500 500 500 500 500

323 394 440 440 440 440 440 440 440

303 370 390 390 390 390 390 390 390

285 348 348 348 348 348 348 348 348 281 281 281 281 281 281 281 281

0.225 0.174 0.142 0.120 0.104 0.092 0.082 0.074 0.068

36/7

DB = 72

4 5 6 7 8 9 10

K2 = 1056

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

223

B, BA 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75 DECK SPAN (FT. - IN.)

3-0

257 324 366 393 411 423 431 437 442 445 448 308 399 468 518 555 582 603 618 630 640 648 402 498 576 638 687 726 757 782 802 818 832 454 570 673 764 842 910 967 1017 1059 1096 1127

3-6

230 298 344 374 396 410 421 429 435 439 443 271 358 427 481 522 553 577 596 611 623 633 353 444 521 585 637 680 715 744 768 788 804 395 500 596 682 760 828 888 941 987 1028 1063

4-0

207 274 322 356 380 397 410 420 427 432 437 241 324 392 446 490 524 552 574 591 605 617 315 400 474 537 591 637 675 707 734 756 776 347 444 533 615 689 757 817 872 920 963 1001

4-6

188 253 302 338 365 384 399 410 418 425 431 215 294 360 415 460 497 526 551 571 587 600 283 362 433 495 550 596 636 671 700 725 747 307 399 481 558 629 695 754 809 858 903 943

5-0

172 235 284 321 349 371 387 400 410 418 424 193 270 333 387 433 471 502 528 550 568 583 254 331 398 459 512 559 600 636 667 694 718 275 362 438 510 578 641 699 753 802 847 888

5-6

218 267 305 335 358 376 390 401 410 417 248 309 362 407 446 479 506 530 549 566 304 368 426 478 525 567 603 636 664 689 328 402 469 533 593 650 702 751 796 838

6-0

204 251 290 320 345 364 379 391 401 410 230 288 339 384 423 456 485 510 531 549 281 342 397 448 494 536 573 606 636 662 299 371 434 495 552 606 657 705 750 791

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.392

0.843 0.605

237 275 307 332 352 369 382 393 402

224 262 294 320 341 358 373 385 394

212 250 282 308 330 348 363 376 387

202 239 270 297 319 338 354 367 379

192 228 259 286 309 329 345 359 371

183 218 249 276 299 319 336 351 363 201 231 257 281 301 319 334 348

0.472 0.387 0.327 0.284 0.251 0.224 0.203 0.186 1.044 0.702

36/3

DB = 871

4 5 6 7 8 9 10 0 1 2 3

269 319 363 401 435 465 490 512 532

252 300 343 382 416 446 472 495 515

238 284 326 363 397 427 454 478 498

224 269 309 346 380 410 437 461 483

210 255 295 331 364 394 421 445 467

197 243 281 316 349 379 406 430 452 220 257 290 322 351 378 402 425

0.529 0.424 0.354 0.304 0.266 0.237 0.213 0.194 0.178 0.835 0.601

36/4

DB = 422

4 5 6 7 8 9 10 0 1 2 3

319 372 421 466 507 544 578 608 635

298 349 397 441 481 518 552 582 610

280 329 375 417 457 493 527 558 586

262 311 355 396 435 471 504 535 563

246 294 337 377 415 450 483 513 542

232 280 320 359 396 430 463 493 521 251 292 328 363 395 427 438 438

0.469 0.385 0.326 0.283 0.250 0.224 0.203 0.185 0.170 0.696 0.525

36/5

DB = 297

4 5 6 7 8 9 10 0 1 2 3

342 404 461 516 568 617 664 708 749

316 377 431 483 533 581 626 669 710

294 352 405 455 503 548 592 634 674

275 329 382 429 475 519 561 602 641

258 309 360 406 450 492 533 573 606

243 291 340 385 427 468 508 541 541 261 304 348 388 426 438 438 438

0.422 0.352 0.303 0.265 0.236 0.212 0.193 0.177 0.164

36/7

DB = 47

4 5 6 7 8 9 10

ROOF DECK DIAPHRAGM SHEAR

K2 = 1398

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

224

DECK DESIGN GUIDE

B, BA 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #12 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

257 331 374 401 417 428 436 441 445 448 451 308 409 482 534 570 596 615 629 640 649 655 402 509 593 658 708 747 777 800 819 834 846 454 584 698 796 878 948 1007 1056 1097 1132 1161

3-6

230 305 353 384 404 418 427 434 439 443 446 271 368 443 498 539 569 592 610 624 634 643 353 455 539 606 661 704 738 766 789 807 822 395 513 619 714 796 868 930 983 1029 1069 1103

4-0

207 281 332 366 390 406 418 426 433 438 441 241 333 407 465 509 543 569 590 606 619 629 315 410 491 560 616 662 700 731 757 779 796 347 456 555 645 725 797 860 916 965 1008 1045

4-6

188 260 313 349 376 394 408 418 425 431 436 215 304 376 434 480 517 546 569 587 602 615 283 372 450 518 575 623 664 697 726 750 770 307 410 502 587 664 734 797 854 905 949 989

5-0

172 242 294 333 361 382 397 409 418 425 430 193 278 348 406 453 492 523 548 569 586 599 254 340 415 480 537 587 629 665 695 721 744 275 372 457 537 611 679 741 798 849 895 937

5-6

225 278 317 347 370 387 400 410 418 424 257 323 380 428 468 501 528 550 569 584 313 384 447 503 553 596 633 665 693 718 338 420 495 565 631 691 747 798 845 887

6-0

210 262 302 334 358 376 390 402 411 418 238 302 357 405 445 479 508 531 551 568 289 357 418 473 522 565 603 637 666 692 309 388 458 525 588 646 701 752 798 841

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1

1.392 0.843

248 288 321 346 365 381 393 403 411

235 275 308 334 355 372 385 396 405

223 263 296 323 345 362 376 388 398

212 252 285 312 334 353 368 380 391

202 241 274 302 325 344 360 373 384

193 231 264 292 315 335 351 365 377 213 245 273 297 317 335 350 363

0.605 0.472 0.387 0.327 0.284 0.251 0.224 0.203 0.186 1.044 0.702

36/3

DB = 871

4 5 6 7 8 9 10 0 1 2 3

282 336 384 424 459 488 513 535 553

265 318 364 404 439 470 496 518 537

250 301 346 386 421 452 479 502 522

236 285 329 369 404 435 462 486 507

223 271 314 353 388 419 446 471 492

210 258 300 338 372 403 431 456 478 235 275 311 345 375 403 428 438

0.529 0.424 0.354 0.304 0.266 0.237 0.213 0.194 0.178 0.835 0.601

36/4

DB = 422

4 5 6 7 8 9 10 0 1 2 3

333 392 445 493 537 575 609 640 667

312 368 420 467 510 549 584 615 642

293 347 397 443 486 524 559 591 619

276 328 377 422 463 501 536 568 597

259 311 358 402 442 480 515 546 575

244 296 341 383 423 460 494 526 541 268 311 351 388 424 438 438 438

0.469 0.385 0.326 0.283 0.250 0.224 0.203 0.185 0.170 0.696 0.525

36/5

DB = 297

4 5 6 7 8 9 10 0 1 2 3

359 426 490 550 607 660 709 756 799

333 398 459 516 571 622 671 716 759

310 374 431 486 539 588 636 680 722

289 351 407 459 510 558 604 647 684

272 329 385 435 483 530 574 606 606

256 310 365 413 459 504 541 541 541 278 327 375 418 438 438 438 438

0.422 0.352 0.303 0.265 0.236 0.212 0.193 0.177 0.164

36/7

DB = 47

4 5 6 7 8 9 10

K2 = 1398

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

225

B, BA 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

364 427 474 510 537 558 574 587 597 605 612 436 519 589 647 695 735 769 796 819 839 855 570 655 731 797 855 906 950 988 1021 1050 1075 644 745 840 928 1010 1085 1154 1217 1274 1326 1374

3-6

326 388 438 477 508 532 551 566 579 589 597 384 462 530 589 640 683 719 751 777 800 820 501 581 654 720 778 831 877 918 955 987 1016 560 651 738 820 897 970 1037 1100 1158 1212 1262

4-0

294 355 405 446 479 506 527 545 560 572 582 342 415 481 539 590 634 673 707 736 761 784 446 521 590 653 711 763 811 854 892 927 958 492 577 657 733 805 873 938 999 1057 1111 1161

4-6

267 325 375 417 451 480 504 524 541 554 566 306 376 438 494 545 590 630 665 696 724 748 402 471 536 596 652 704 751 795 835 871 904 435 518 591 661 728 793 855 913 969 1022 1072

5-0

244 300 348 390 426 456 481 503 521 537 550 273 343 402 456 505 550 590 626 658 687 713 361 429 490 547 601 652 698 742 782 819 853 390 464 536 601 664 725 783 839 893 944 993

5-6

278 325 366 402 433 460 482 502 519 533 314 371 422 470 514 554 590 623 653 680 394 451 505 557 605 651 694 734 771 805 420 488 551 610 667 722 775 827 876 924

6-0

258 304 344 380 412 439 463 483 501 517 286 344 393 439 482 521 557 590 621 648 359 417 469 518 565 609 651 690 727 761 384 445 507 563 617 669 720 769 816 862

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.231

0.782 0.573

285 325 360 391 419 444 465 484 500

268 307 341 373 401 425 448 467 484

253 290 324 355 383 408 431 451 469

238 275 309 339 367 392 415 435 454

223 262 294 324 352 377 400 420 439

210 249 281 310 337 362 385 406 425 224 257 285 311 336 359 380 399

0.452 0.373 0.318 0.277 0.245 0.220 0.199 0.182 0.923 0.645

36/3

DB = 871

4 5 6 7 8 9 10 0 1 2 3

320 367 411 453 491 527 560 591 619

296 344 387 427 464 499 532 563 591

275 324 365 403 440 474 506 536 565

256 303 345 382 417 451 482 512 540

240 284 327 362 397 429 460 490 517

226 267 308 345 378 410 440 469 496 238 275 312 345 375 404 431 438

0.496 0.403 0.339 0.293 0.257 0.230 0.207 0.189 0.174 0.738 0.549

36/4

DB = 422

4 5 6 7 8 9 10 0 1 2 3

387 437 484 528 571 612 650 687 721

358 409 453 496 537 577 614 650 684

333 382 426 467 507 545 581 616 650

311 357 402 442 480 516 552 586 618

292 335 379 418 455 490 525 558 589

274 316 357 397 432 467 500 532 541 282 319 356 393 425 438 438 438

0.437 0.363 0.310 0.271 0.241 0.216 0.196 0.180 0.166 0.615 0.478

36/5

DB = 297

4 5 6 7 8 9 10 0 1 2 3

410 467 523 574 623 671 718 763 807

379 432 485 536 582 628 673 716 758

353 402 451 501 547 590 633 674 715

329 376 422 468 515 556 597 636 675

309 352 396 440 483 526 565 603 606

291 332 373 414 455 497 536 541 541 297 334 371 408 438 438 438 438

0.391 0.330 0.286 0.253 0.226 0.204 0.187 0.172 0.159

36/7

DB = 47

4 5 6 7 8 9 10

ROOF DECK DIAPHRAGM SHEAR

K2 = 1398

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

226

DECK DESIGN GUIDE

B, BA 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: welded

No. of Fastener Pattern Side Lap Fasteners Per Span

0 1 2 3

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 3-0

364 474 537 574 597 611 622 629 634 638 641 436 588 695 768 819 855 881 900 915 926 935 570 731 855 949 1020 1074 1116 1148 1173 1193 1210 644 839 1009 1153 1273 1373 1456 1525 1582 1630 1670

3-6

326 438 507 551 579 597 610 619 626 631 635 384 530 639 719 777 819 851 874 893 907 918 501 654 778 876 954 1015 1063 1102 1132 1157 1178 560 738 896 1036 1157 1261 1349 1425 1489 1544 1591

4-0

294 405 478 527 560 582 598 609 618 624 629 342 480 589 672 735 783 819 847 869 886 900 446 589 710 810 892 958 1011 1055 1090 1120 1144 492 656 804 937 1056 1160 1252 1331 1400 1460 1513

4-6

267 375 451 504 540 566 584 598 608 616 622 306 438 544 629 696 747 788 819 845 865 881 402 535 652 751 834 903 961 1008 1048 1081 1109 435 590 728 854 968 1071 1163 1244 1316 1380 1436

5-0

244 348 426 481 521 549 571 586 598 607 615 273 402 505 590 658 713 756 791 819 842 861 361 490 601 698 781 852 912 963 1006 1042 1073 390 536 663 782 892 992 1083 1165 1238 1304 1363

5-6

325 402 459 502 533 556 574 588 598 607 371 470 553 623 679 726 763 794 820 841 450 556 650 733 804 866 919 965 1004 1037 487 609 721 826 922 1011 1092 1166 1233 1294

6-0

304 380 438 483 516 542 562 577 589 599 344 439 521 590 648 696 736 769 796 820 417 517 608 689 760 823 877 925 966 1002 445 563 668 768 861 947 1027 1100 1168 1216

6-6

7-0

7-6

8-0

8-6

9-0

10 - 0

K1 1.231

0.517 0.327

360 419 465 500 527 549 566 579 590

341 400 447 484 513 536 554 569 581

324 383 430 468 499 523 543 559 572

308 366 414 453 485 511 531 548 563

294 351 399 439 471 498 520 538 553

281 337 385 425 458 486 509 528 541 311 358 398 433 438 438 438 438

0.239 0.189 0.156 0.133 0.115 0.102 0.092 0.083 0.923 0.454

36/3

DB = 871

4 5 6 7 8 9 10 0 1 2 3

411 491 559 618 667 709 744 774 798

386 464 531 590 640 683 720 751 777

364 439 506 564 615 658 696 729 757

344 417 482 539 590 635 673 684 684

326 396 460 517 567 606 606 606 606

308 377 439 495 541 541 541 541 541 345 403 438 438 438 438 438 438

0.301 0.225 0.180 0.150 0.128 0.112 0.099 0.090 0.081 0.738 0.404

36/4

DB = 422

4 5 6 7 8 9 10 0 1 2 3

483 570 649 720 783 838 887 930 967

453 537 613 683 745 801 851 894 894

426 506 581 649 710 766 779 779 779

402 479 551 617 678 684 684 684 684

378 454 524 588 606 606 606 606 606

356 432 499 541 541 541 541 541 541 393 438 438 438 438 438 438 438

0.278 0.212 0.171 0.144 0.124 0.109 0.097 0.087 0.080 0.615 0.364

36/5

DB = 297

4 5 6 7 8 9 10 0 1 2 3

523 622 717 806 890 968 1037 1037 1037

484 582 672 757 838 894 894 894 894

451 546 632 713 779 779 779 779 779

421 514 596 674 684 684 684 684 684

396 483 564 606 606 606 606 606 606

373 455 535 541 541 541 541 541 541 407 438 438 438 438 438 438 438

0.259 0.200 0.164 0.138 0.120 0.106 0.094 0.085 0.078

36/7

DB = 47

4 5 6 7 8 9 10

K2 = 1398

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

G' =

K2 3.53 + (0.3 x DB) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

227

N, NA ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span 8-0

127 160 194 228 259 284 308 330 351 370 388 156 197 238 279 314 345 374 401 426 449 471 210 265 319 373 416 457 495 531 564 595 624

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 8-6

118 150 181 213 245 271 294 316 336 355 373 145 184 222 261 299 328 356 383 408 431 453 197 248 299 350 395 435 472 507 540 571 600

9-0

110 140 170 200 230 258 280 302 322 341 359 136 172 209 245 282 313 340 366 391 414 436 184 232 281 329 376 414 451 485 518 548 577

9-6

10 - 0

10 - 6

11 - 0

11 - 6

12 - 0

12 - 6

13 - 0

13 - 6

14 - 0

15 - 0

K1

0.625 0.502

22 Gage

2 3 4 5

132 160 189 217 245 268 289 309 328 346

124 151 178 205 232 257 277 297 315 333

117 143 169 194 220 246 267 286 304 321

111 135 160 184 209 234 256 275 293 310

105 129 152 176 199 222 246 265 283 299

100 122 145 167 190 212 235 256 273 289 117 138 160 181 203 225 246 264 280 111 132 153 174 194 215 236 255 271 106 126 146 166 186 206 226 246 263 102 121 140 160 179 198 218 237 255 94 112 130 148 166 184 202 220 238

0.419 0.359 0.315 0.280 0.252 0.229 0.210 0.194 0.180 0.689

24/4

DN = 653 K2 = 870

6 7 8 9 10 11 12

20 Gage

2 3 4 5

162 197 231 266 299 326 351 375 398 419

153 186 218 251 284 312 337 360 383 404

145 176 207 238 269 299 323 347 369 390

137 167 196 226 256 286 311 334 355 376

130 158 187 215 244 272 300 322 343 363

124 151 178 205 233 260 287 310 331 351 144 170 196 223 249 275 300 320 340 137 163 188 213 238 263 289 310 329 132 156 180 204 229 253 277 300 319 126 149 173 196 220 243 266 290 309 116 138 160 182 203 225 247 269 291

0.553 0.461 0.396 0.347 0.308 0.278 0.253 0.232 0.214 0.199 0.793

24/4

DN = 489 K2 = 1056

6 7 8 9 10 11 12

18 Gage

2 3 4 5

219 264 310 356 396 431 465 497 527 555

206 250 293 337 379 413 446 477 507 535

195 237 278 319 361 396 428 459 488 516

185 225 264 304 343 381 412 442 470 498

176 214 251 289 327 365 397 426 454 481

168 204 240 276 312 348 382 411 438 465 195 229 264 299 333 368 397 424 450 186 219 253 286 319 353 384 410 436 178 210 242 275 307 339 371 397 422 171 202 233 264 295 326 357 385 409 158 187 215 244 273 302 331 360 386

0.636 0.531 0.455 0.399 0.355 0.320 0.291 0.266 0.246 0.229

24/4

DN = 321 K2 = 1398

6 7 8 9 10 11 12

G' =

K2 4.36 + (0.3 x DN) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

228

DECK DESIGN GUIDE

ROOF DECK DIAPHRAGM SHEAR

N, NA ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: #12 TEK screws SIDE LAP FASTENERS: #12 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span 8-0

135 173 212 250 279 306 331 354 376 396 414 167 213 259 303 338 371 402 430 456 480 502 225 286 347 401 448 492 532 570 604 636 665

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 8-6

126 162 198 234 265 292 316 339 361 381 399 155 199 243 286 322 354 384 412 438 462 484 210 267 325 381 426 469 508 545 580 612 641

9-0

118 152 186 220 253 279 303 325 347 366 385 146 187 228 269 307 338 367 395 421 445 467 197 251 306 360 406 448 486 523 557 589 618

9-6

10 - 0

10 - 6

11 - 0

11 - 6

12 - 0

12 - 6

13 - 0

13 - 6

14 - 0

15 - 0

K1

0.625 0.502

22 Gage

2 3 4 5

143 175 207 239 266 290 312 333 353 371

135 165 196 226 255 278 300 321 340 358

127 156 185 214 243 267 289 309 328 346

120 148 176 204 231 257 278 298 317 335

114 141 167 194 220 247 268 288 306 324

109 134 160 185 210 236 259 278 296 314 128 152 177 201 225 250 269 287 304 122 146 169 193 216 239 260 278 295 117 139 162 185 207 230 252 269 286 112 134 156 177 199 221 243 261 278 103 123 144 164 184 205 225 245 262

0.419 0.359 0.315 0.280 0.252 0.229 0.210 0.194 0.180 0.689

24/4

DN = 653 K2 = 870

6 7 8 9 10 11 12

20 Gage

2 3 4 5

176 215 254 293 323 352 379 404 428 451

166 203 240 277 310 338 364 389 413 435

157 192 227 262 297 324 350 375 398 420

149 182 216 249 283 312 337 362 385 406

141 173 205 238 270 300 325 349 372 393

134 165 196 227 258 288 314 337 360 381 158 187 217 246 276 303 326 348 369 151 179 208 236 264 293 316 337 358 144 172 199 226 254 281 306 327 347 138 165 191 218 244 270 296 317 337 127 152 177 201 226 251 276 299 318

0.553 0.461 0.396 0.347 0.308 0.278 0.253 0.232 0.214 0.199 0.793

24/4

DN = 489 K2 = 1056

6 7 8 9 10 11 12

18 Gage

2 3 4 5

237 288 340 388 428 466 502 536 567 597

223 272 321 370 410 447 482 515 547 576

211 258 305 352 393 430 464 497 527 556

201 245 290 334 378 413 447 479 509 538

191 233 276 319 361 398 431 462 492 521

182 223 263 304 345 384 416 447 476 504 213 252 291 330 369 402 432 461 488 203 241 279 317 354 388 418 446 474 195 231 267 304 340 376 405 433 459 187 222 257 292 327 362 392 420 446 173 205 238 271 303 336 369 396 421

0.636 0.531 0.455 0.399 0.355 0.320 0.291 0.266 0.246 0.229

24/4

DN = 321 K2 = 1398

6 7 8 9 10 11 12

G' =

K2 4.36 + (0.3 x DN) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

229

N, NA ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: #10 TEK screws

No. of Fastener Pattern Side Lap Fasteners Per Span 8-0

144 173 202 231 259 288 317 346 373 416 437 177 212 247 282 317 352 387 422 451 503 528 237 284 330 376 423 469 515 556 592 661 693

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 8-6

134 161 188 215 242 269 297 324 351 396 416 165 198 231 264 296 329 362 395 428 479 503 221 265 308 352 396 439 483 526 562 629 661

9-0

125 150 176 202 227 253 278 304 330 378 397 154 185 216 247 278 309 340 371 403 456 480 207 248 289 330 372 413 454 495 535 600 631

9-6

10 - 0

10 - 6

11 - 0

11 - 6

12 - 0

12 - 6

13 - 0

13 - 6

14 - 0

15 - 0

K1

0.587 0.476

22 Gage

2 3 4 5

141 165 189 214 238 262 286 311 359 380

132 155 178 201 224 248 271 294 340 363

124 146 168 190 212 234 256 278 322 344

117 138 159 180 201 222 243 264 306 327

111 131 151 171 191 211 231 251 291 312

105 124 143 163 182 201 220 240 278 297 118 137 155 173 192 210 229 266 284 112 130 148 166 183 201 219 254 272 107 124 141 158 175 192 210 244 261 102 119 135 152 168 185 201 234 250 93 109 124 139 155 170 186 216 232

0.401 0.346 0.305 0.272 0.246 0.224 0.206 0.177 0.165 0.646

24/4

DN=653 K2=870

6 7 8 9 10 12 13

20 Gage

2 3 4 5

173 203 232 262 291 321 350 380 436 459

163 191 219 247 275 303 331 359 415 439

154 180 207 234 260 287 314 340 394 420

145 171 196 222 247 272 298 323 374 400

137 162 186 210 235 259 283 308 356 381

130 154 177 200 224 247 270 294 340 364 146 169 191 213 236 258 280 325 348 139 161 182 204 225 247 268 311 333 133 154 174 195 216 236 257 299 319 127 147 167 187 207 227 247 287 307 116 135 154 172 191 209 228 265 284

0.525 0.442 0.381 0.336 0.300 0.270 0.247 0.227 0.195 0.182 0.744

24/4

DN=489 K2=1056

6 7 8 9 10 12 13

18 Gage

2 3 4 5

233 272 311 350 389 428 467 506 573 603

219 257 294 331 368 405 442 479 549 578

207 243 278 313 348 384 419 454 525 554

196 230 263 297 331 365 398 432 499 532

186 218 250 283 315 347 379 412 476 508

177 207 238 269 300 331 362 393 455 485 198 227 257 287 316 346 376 435 465 189 217 246 274 303 331 360 417 445 180 208 235 263 290 317 345 400 427 172 199 225 252 278 305 331 384 411 158 183 208 233 257 282 307 356 381

0.604 0.508 0.439 0.386 0.345 0.311 0.284 0.261 0.224 0.210

24/4

DN=321 K2=1398

6 7 8 9 10 12 13

G' =

K2 4.36 + (0.3 x DN) / SPAN + 3 x K1 x SPAN

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

( Where SPAN is in feet, G' is in kips/inch.)

230

DECK DESIGN GUIDE

ROOF DECK DIAPHRAGM SHEAR

N, NA ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF)

SUPPORT FASTENERS: 5/8" puddle welds SIDE LAP FASTENERS: welded (NMBS does not recommend welded side laps for 22 ga.)

No. of Fastener Pattern Side Lap Fasteners Per Span 8-0

205 264 324 379 423 464 502 537 568 598 624 250 321 392 455 508 557 603 644 683 717 749 330 422 514 591 660 723 782 836 886 931 973

Factor of Safety = 2.75

DECK SPAN (FT. - IN.) 8-6

191 247 303 359 403 443 480 515 546 576 602 233 300 367 432 484 532 576 618 656 691 723 308 395 482 561 628 690 748 802 851 897 939

9-0

179 232 284 337 384 423 460 494 525 555 582 218 281 345 408 461 508 552 593 631 666 699 289 371 453 534 599 660 717 770 819 865 907

9-6

10 - 0

10 - 6

11 - 0

11 - 6

12 - 0

12 - 6

13 - 0

13 - 6

14 - 0

15 - 0

K1

0.356 0.266

22 Gage

2 3 4 5

218 268 318 367 405 441 475 506 535 562

205 253 300 348 388 423 456 487 516 543

194 239 284 330 373 407 439 470 499 526

184 227 270 313 356 392 423 454 482 509

175 216 257 298 340 377 409 438 466 493

166 206 245 285 324 364 395 424 451 477 196 234 272 310 348 381 410 437 458 187 224 260 297 333 369 397 424 424 179 214 250 285 320 355 385 393 393 172 206 240 273 307 341 365 365 365 158 190 222 253 285 316 318 318 318

0.213 0.177 0.152 0.133 0.118 0.106 0.096 0.088 0.081 0.392

24/4

DN = 653 K2 = 870

6 7 8 9 10 11 12

20 Gage

2 3 4 5

265 325 385 441 487 529 570 607 642 675

250 307 364 421 466 508 548 585 620 652

236 291 345 399 448 489 528 564 599 631

224 276 328 379 430 470 508 545 579 611

213 262 312 362 411 453 491 526 560 591

203 250 298 345 393 437 474 509 542 573 239 284 330 375 421 458 492 525 556 228 272 316 360 404 443 477 509 539 219 261 303 345 387 429 462 493 524 210 250 291 332 372 413 448 479 488 193 231 269 307 345 383 421 425 425

0.293 0.234 0.195 0.167 0.146 0.130 0.117 0.106 0.097 0.090 0.451

24/4

DN = 489 K2 = 1056

6 7 8 9 10 11 12

18 Gage

2 3 4 5

349 427 505 572 631 687 740 788 834 876

330 404 478 548 605 660 711 759 805 847

313 383 453 524 581 634 685 732 777 819

297 364 431 498 558 611 660 707 751 793

282 346 411 475 537 588 637 683 726 768

269 330 392 454 515 567 615 660 703 744 316 375 434 493 548 594 639 681 721 302 359 416 473 530 575 619 660 700 289 344 399 454 508 557 599 640 680 278 331 383 436 489 540 581 622 660 257 306 355 405 454 503 548 587 624

0.337 0.269 0.224 0.192 0.168 0.149 0.134 0.122 0.112 0.103

24/4

DN = 321 K2 = 1398

6 7 8 9 10 11 12

G' =

K2 4.36 + (0.3 x DN) / SPAN + 3 x K1 x SPAN

( Where SPAN is in feet, G' is in kips/inch.)

Diaphragm shear values were derived from the Steel Deck Institute Second Edition of the Diaphragm Design Manual.

ROOF DECK DIAPHRAGM SHEAR DECK DESIGN GUIDE

231

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Metal Decking Design Guide

63 pages

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