Vulcraft Deck Catalog

2001VULCRAFT A Division of Nucor Corporation STEEL JOISTS AND JOIST GIRDERS, STEEL ROOF AND FLOOR DECK, COMPOSITE & NON COMPOSITE FLOOR JOISTS FOR MORE INFORMATION, CONTACT A VULCRAFT SALES OFFICE VULCRAFT MANUFACTURING LOCATIONS: P.O. Box 637 •Brigham City, UT 84302* •(435) 734-9433 Fax: (435) 723-5423 P.O. Box 100520 •Florence, SC 29501 •(843) 662-0381 Fax: (843) 662-3132 P.O. Box 680169 •Fort Payne, AL 35968 •(256) 845-2460 Fax: (256) 845-2823 P.O. Box 186 •Grapeland, TX 75844 •(936) 687-4665 Fax: (936) 687-4290 P.O. Box 59 •Norfolk, NE 68702 •(402) 644-8500 Fax: (402) 644-8528 P.O. Box 1000 •St. Joe, IN 46785 •(260) 337-1800 Fax: (260) 337-1801 P.O. Box 280 •Chemung, NY 14825 •(607) 529-9000 Fax: (607) 529-9001 *STEEL JOISTS, JOIST GIRDERS AND COMPOSITE JOISTS ONLY. Website Address: www.vulcraft.com The 65,000-seat multi-purpose Alamo Dome, San Antonio, Texas 408,800 ft 2 NA G90 Painted White. Architects: Marmon Barclay Souter Foster Hays and HOK Sports Facilities Group; Structural Engineer: W.E. Simpson Co. Inc.; Project Manager: Day & Zimmermann, Inc.; Structural Contractor: Lyda Incorporated; Steel Fabricators: Crown Steel Inc. and Industrial Mechanical Co.; Steel Erector: John F. Beasley Construction Co. The 29-story First Indiana Plaza in downtown Indianapolis used 439,440 square feet of Vulcraft 3” composite deck. Developer: Duke Associates; Architect: CSO Architects, Inc.; Design Architect: 3dI International; Constrction Manager: Duke Construction Management, Inc.; Structural Engineer: Walter P. Moore & Associates; Steel Fabricator: Ferguson Steel Company. TABLE OF CONTENTS FINISHES: Vulcraft offers a selection of three finishes: prime painted, galvanized and black (uncoated). Galvanized - Vulcraft galvanized decks are supplied from mill coated sheets conforming to ASTM-A653-94, Structural Quality, and Federal Spec. QQ-S-775, and they are offered in two zinc coated finishes. (1) G-90 - .9 ounce/sq.ft. (2) G-60 - .6 ounce/sq.ft. The information presented in this catalog has been prepared in accordance with recognized engineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by an engineer, architect or other licensed professional. NON-COMPOSITE FLOOR DECK TYPE (TYPE “C”) (CONFORM) Conform (Type C)..........................................................19 0.6C .........................................................................20, 21 1.0C .........................................................................22, 23 1.3C .........................................................................24, 25 1.5C .........................................................................26, 27 2C ..........................................................................28, 29 3C ..........................................................................30, 31 Specifications and Commentaries.....................32 thru 39 Floor-Ceiling Assemblies with Form Decks ...................40 Non-Composite & Composite Deck Details...................41 COMPOSITE FLOOR DECK (TYPE “VL”) 1.5 VL & 1.5 VLI ......................................................42, 43 1.5 VLR....................................................................44, 45 2 VLI ........................................................................46, 47 3 VLI ........................................................................48, 49 Specifications and Commentaries.....................50 thru 59 Floor-Ceiling Assemblies with Composite Deck ......60, 61 Maximum Cantilever Spans...........................................62 Web Crippling Data .......................................................63 SDI Pour Stop Selection Table......................................64 CODE OF RECOMMENDED STANDARD PRACTICE Code of Recommended Standard Practice .............65, 66 DIAPHRAGM SHEAR STRENGTH AND STIFFNESS Diaphragm Shear Strength and Stiffness ......................67 Typical Fastener Layout/ Example ................................68 1.5 B, F, A .........................................................69 thru 80 3N ....................................................................81 thru 84 Conform (Type “C”) Normal Wt. Concrete.....................85 Conform (Type “C”) Light Wt. Concrete.........................86 Conform (Type “C”) Type 1 Fill................................87, 88 Conform (Type “C”) Type 2 Fill................................89, 90 Composite Deck ......................................................91, 92 Publications ...................................................................96 FRONT COVER PICTURE: The University of Houston’s indoor practice facility can be configured for football, track, tennis, basketball and volleyball. Development Manager: Hines Interests; Design Architect: HOK Sports Facilities Group; Production Architect: Kendall/Heaton Associates; General Contractor: D.E. Harvey Builders; Steel Fabricator: Eagle Fab; Steel Erector: Postel-Smith, Inc. DIAPHRAGM VULCRAFT, a division of Nucor Corporation, has provided this catalog for use by engineers and architects, using Vulcraft steel decks. It includes all products available at the time of printing. We reserve the right to change, revise or withdraw any products or procedures without notice. 1.5B .................................................................................3 1.5F .................................................................................4 1.5A .................................................................................5 3N ..................................................................................6 1.0E .................................................................................7 Cellular Deck ...................................................................8 Specifications and Commentaries.......................9 thru 16 Fire Resistance Ratings ................................................17 Accessories ...................................................................18 COMPOSITE Prime painted - prior to applying a baked-on acrylic medium gray primer, the cold rolled sheet is chemically cleaned and pre-treated. An off-white primer is available at an additional cost. ROOF DECK (TYPE “B”, “F”, “A”, “N”, AND “E”) NON-COMPOSITE Steel roof and floor decks have long been recognized for their economy because of their light weight and high strength-to-weight ratio. They provide a durable and attractive roof or floor system for fast all-weather construction. Steel decks also provide excellent lateral diaphragm action thus reducing the necessity for structural bracing and their incombustible nature assures architects, engineers and owners of excellent fire ratings. Typical Dimensions .........................................................2 ROOF VULCRAFT, a leader in the steel joist and joist girder industry offers a complete range of steel decking at the five strategically located deck manufacturing facilities. The deck is accurately roll formed in varying configurations on the most modern high-speed roll forming equipment available. 75 3.13 2.75 36 6.50 P 36 36 36 36 36 36 NA 24 22 21 20 19 18 16 3.00 1.50 36 All 36 6.5B.67 0.00 5.50 36 36 36 36 6.75 3.88 24 8.25 1.00 1.00 4. 4.00 All 36 6. 1.13 1.TECHNICAL PRODUCT INFORMATION Approximate Dimensions in Inches Nebraska South Carolina Indiana Deck Type 1.75 4.75 3.38 NA 1. 3NI*.50 1.50 36 6.5BI.50 36 6.5VLI COMPOSITE 1. Cellular deck (not shown) is available only from Nebraska.75 3.38 1.3CSV 1.00 1.13 1.63 All 36 4.5BA.57 1.38 36 6.50 0.00 1.62 0.00 0.0 1.0C and 1.00 1.75 36 6.75 36 12.75 2.67 1.50 6.00 0.0 3.00 5.00 1.50 0.00 4.90 0.0 4.00 1.62 3.00 36 12.50 1.00 All 30 6.0 4..00 T B C P T 1.00 5.00 5.75 3.90 0.00 4.50 36 6.00 36 - 32 4.50 0.00 5.00 3.75 4.50 36 12.13 32 4.00 5.75 30 36 36 36 36 36 36 6.62 0.00 5.06 1.90 33 3.88 24 8.75 0.00 36 12.00 1.6CSV** 30 36 36 36 30 30 30 30 30 35 35 35 2.50 1.0 5.00 0. 1.75 36 6.25 0.13 1.50 1.00 5.75 36 12.88 3.0 5. Only Indiana offers 16 gauge for 1.75 3.0 5.00 5.0 4.50 B C 1.75 36 12.0 5.0 5.0 5.75 4.88 24 8.25 0.0CSV* 4.00 5.75 4.75 T B P T B 6.00 1.00 5.50 36 6.0 5. 5.5F ROOF C 6.13 32 4.00 3.5C 30 36 36 36 36 36 36 36 - - 30 36 36 36 - - - 6.75 4.75 4.38 1.5VL and 1.75 36 6.67 0.5VLR 2VLI 3VLI NOTES: 2 1. ** This profile is not available from Nebraska.50 All 36 12.0 4.6C and 0.62 30 30 30 30 3.75 0.0 4. Gauge thickness of 21 gauge is not recommended . No profile in 16 gauge is available from Alabama.75 6. 3N.50 Alabama / New York Texas - - - 1.00 5.00 3. 1.01 33 All NA - - - NA - - - NA 24 22 20 18 36 36 36 36 6.0E 0.00 1.00 4.00 36 12. 3NIA* 1.0 5.00 5.00 36 12.00 All 36 12.75 4.75 36 12.00 5.00 5.00 36 12.75 2C 3C 1.00 0.67 1.0 4.75 36 36 36 36 36 36 36 6.00 5.75 36 36 36 36 36 36 36 6.00 3.13 1.50 36 All 36 12.00 1.75 3.00 4.25 33 28 26 24 22 NA 30 30 NA 2.0 4.38 All 36 4.00 1.00 36 12.0 4.00 4.5A - - - 3N.50 1.00 1. 6.75 3.50 1.5B.75 NON-COMPOSITE 1.75 36 36 36 36 36 36 36 3.75 36 12.0 5.00 5.0 5.25 0.50 36 6.38 1.50 36 6. and 3NA profiles.04 0.50 6.00 1. 3.00 3.06 NA 6.38 1.88 24 8.00 1.50 0.00 5.75 3.75 3.00 1.5BIA Gage C P T B C P 1.75 3.25 0.75 4.25 0. * This profile is not available from Indiana.63 0.75 All 36 6.00 3.00 5.50 36 6. 2.0 4.75 1.3C and 1.38 36 6. 3NA.50 1.00 1.75 4.01 1.75 36 12.38 All 24 8.75 36 12.00 36 4.50 36 12.0 4.00 36 12.90 33 3.13 1.00 All 36 12. 221 0.36 * Source: Riverbank Acoustical Laboratories — RAL™ A94–185. Loads shown in the shaded areas are governed by the live load deflection not in excess of 1/240 of the span.82 3.192 0.120 0.5B No.318 0.5BA. Acoustical deck (Type BA.5BIA 125 .212 0.AM.14 2. and 3Y1A6.49 2.192 0. 0.63 1.97 2. schools. BIA ROOF Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 Factory Mutual Approved (No.5 inches of 1.54 I in4/ft 0. to C.04 2.46 1.0329 0. and theatres where sound control is desirable.20 .0239 0.408 in3/ft 0. Span 4’-8 5’-7 6’-0 6’-5 7’-1 7’-8 8’-8 5’-10 6’-11 7’-4 7’-9 8’-5 9’-1 10’-3 5’-10 6’-11 7’-4 7’-9 8’-5 9’-1 10’-3 5’-0 66 91 104 115 139 162 206 126 102 118 132 154 174 219 130 128 147 165 193 218 274 5’-6 52 71 81 89 107 124 157 104 85 97 109 127 144 181 100 106 122 136 159 180 226 6’-0 42 57 64 71 85 98 123 87 71 82 91 107 121 152 79 89 102 114 134 151 190 Allowable Total (Dead + Live) Uniform Load (PSF) Span (ft.-in.66 4000 .3415) SECTION PROPERTIES Deck Design Weight (PSF) Type B24 B22 B21 B20 B19 B18 B16 Thick. Batts are field installed and may require separation.04 . A dead load of 10 PSF has been included.253 0.411 KSI 60 33 33 33 33 33 33 ACOUSTICAL INFORMATION Deck Type 1.AM) ** ICBO Approved (No.213 0.131 0. Noise Reduction Coefficient* .0358 0.186 0. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute (SDI) Design Manual. of Spans 1 2 3 Deck Type B 24 B 22 B 21 B 20 B 19 B 18 B 16 B 24 B 22 B 21 B 20 B 19 B 18 B 16 B 24 B 22 B 21 B 20 B 19 B 18 B 16 Max. and its nestable design eliminates the need for dieset ends.44 Galv. 0C847. 1" or more rigid insulation is required for Type B deck.87 2.234 0.373 Sp Sn Fy in3/ft 0.247 0. 1.0418 0.289 0. 3 ** Acoustical Deck is not covered under Factory Mutual 3 .36 1. 0G1A4. of Support 6’-6 7’-0 7’-6 8’-0 8’-6 36 30 27 24 21 47 40 34 30 27 53 44 38 33 29 58 48 41 36 31 69 57 48 41 36 79 65 55 47 41 99 81 68 58 50 74 64 55 47 41 61 52 46 40 35 70 60 52 46 41 78 67 59 51 46 91 79 69 60 53 103 89 78 68 60 130 112 97 86 76 65 54 45 39 34 76 65 57 50 44 87 75 65 56 49 97 84 72 61 53 114 98 84 71 61 129 111 96 81 69 162 140 119 100 85 9’-0 20 24 26 28 32 36 44 36 32 36 41 48 54 68 31 39 42 46 53 60 73 9’-6 22 24 25 29 32 39 32 28 33 36 43 48 61 27 34 38 41 47 52 64 10’-0 20 22 23 26 29 34 29 26 29 33 39 44 55 25 31 34 36 41 46 56 Notes: 1.39 2.121 0.68 1.1. BA. VERTICAL LOADS FOR TYPE 1. Test was conducted with 1. Acoustic perforations are located in the vertical webs where the load carrying properties are negligibly affected (less than 5%).169 0.65 pcf fiberglass insulation on 3 inch EPS Plaza deck for the SDI.AM.0295 0.) C. 2. Inert. 1. non-organic glass fiber sound absorbing batts are placed in the rib openings to absorb up to 65% of the sound striking the deck.277 0.0598 Ptd.327 0.65 Type B (wide rib) deck provides excellent structural load carrying capacity per pound of steel utilized. 1. BI.11 Absorption Coefficient 250 500 1000 2000 . SDI Const.72 3.78 1.0474 0.5 B. BIA) is particularly suitable in structures such as auditoriums.292 0. The rib openings permit fast and easy installation. 2.42 2.0418 0.180 0.121 0.0474 Weight (PSF) Ptd. to C.137 0.139 0.127 0. of Spans 1 2 3 Notes: 4 Deck Type F22 F21 F20 F19 F18 F22 F21 F20 F19 F18 F22 F21 F20 F19 F18 Max.5F No. 0.99 2.1.151 0.63 1.190 in3/ft 0.166 0. 1.121 0. Span 4’-9 5’-1 5’-5 6’-0 6’-5 5’-10 6’-2 6’-6 7’-1 7’-8 5’-10 6’-2 6’-6 7’-1 7’-8 4’-0 93 106 116 138 158 101 113 123 143 163 126 141 154 179 203 4’-6 74 84 92 109 125 80 89 97 113 128 100 111 122 142 160 5’-0 60 68 74 89 101 65 72 79 92 104 81 90 99 115 130 Allowable Total (Dead + Live) Uniform Load (PSF) Span (ft.92 2.AM) ICBO Approved (No.112 0. 1" rigid insulation is recommended for Type F deck.73 1.09 2.195 KSI 33 33 33 33 33 Type F (intermediate rib) deck is designed to provide the most economical combination of structural load carrying capacity and insulation materials. VERTICAL LOADS FOR TYPE 1.82 1. of Support 5’-6 6’-0 6’-6 7’-0 7’-6 49 41 35 30 27 56 47 40 35 30 61 51 44 38 33 73 61 52 44 38 84 70 59 49 42 53 45 38 33 29 60 50 43 37 32 65 55 47 40 35 76 64 54 47 41 86 72 62 53 46 67 56 48 41 36 74 63 53 46 40 82 69 58 50 44 95 80 68 59 51 107 90 77 66 58 1. Loads shown in the shaded areas are governed by the live load deflection not in excess of 1/240 of the span.172 0.135 0.64 Galv. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute (SDI) Design Manual.74 I Sp Sn Fy in4/ft 0.0358 0.3415) SECTION PROPERTIES Deck Design Type F22 F21 F20 F19 F18 Thick. 0C847.) C.-in.0329 0. A dead load of 10 PSF has been included.207 in3/ft 0.0295 0. SDI Const. 1. 8’-0 23 26 29 33 36 25 28 31 36 41 32 35 39 45 51 8’-6 21 23 25 29 32 22 25 27 32 36 28 31 34 40 45 9’-0 21 23 26 29 20 22 24 28 32 25 28 30 35 40 .5 F ROOF Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 Factory Mutual Approved (No. and the nestable design eliminates the need for die-set ends.32 2.148 0. VERTICAL LOADS FOR TYPE 1.1. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute (SDI) Design Manual.0295 0.0474 Ptd. 0.) C. 1/2” rigid insulation may be used with Type A deck. of Support 5’-6 6’-0 6’-6 7’-0 7’-6 43 36 31 27 23 49 41 35 30 26 54 45 39 33 29 64 54 46 39 34 74 62 53 45 40 47 39 33 29 25 52 44 38 32 28 57 48 41 35 31 67 56 48 41 36 76 64 54 47 41 58 49 42 36 31 66 55 47 40 35 72 60 51 44 39 84 70 60 52 45 95 80 68 59 51 8’-0 20 23 25 30 34 22 25 27 32 36 28 31 34 40 45 8’-6 9’-0 20 23 27 30 20 22 24 28 32 24 27 30 35 40 18 20 24 27 20 21 25 28 22 24 27 31 35 Notes: 1.74 in4/ft 0.172 KSI 33 33 33 33 33 Galv. A dead load of 10 PSF has been included.5A No. and its nestable quality eliminates the need for die-set ends.AM) ICBO Approved (No.122 0. of Spans 1 2 3 Deck Type A22 A21 A20 A19 A18 A22 A21 A20 A19 A18 A22 A21 A20 A19 A18 Max.152 0.84 Type A (narrow rib) deck provides an economical roof system when utilized with thinner insulation materials. 2.5 A Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 Factory Mutual Approved (No.-in. SDI Const.80 1.106 0.167 0.3415) ROOF SECTION PROPERTIES Deck Design Weight (PSF) I Sp Sn Fy Type A22 A21 A20 A19 A18 Thick. 5 . 0C8A7.098 0.41 2. Loads shown in the shaded areas are governed by the live load deflection not in excess of 1/240 of the span.0358 0.167 in3/ft 0.70 1. 1.0329 0.99 2.111 0. to C.0417 0.16 2.89 2.51 2.192 in3/ft 0.127 0.112 0.130 0.145 0. 1.140 0. It also allows the maximum area for adhesive contact.119 0. Span 4’-2 4’-9 5’-2 5’-9 6’-2 5’-2 5’-11 6’-3 6’-10 7’-4 5’-2 5’-11 6’-3 6’-10 7’-4 4’-0 82 93 102 121 139 88 99 108 127 143 110 124 135 158 179 4’-6 65 73 80 95 110 70 78 86 100 113 87 98 107 125 142 5’-0 52 59 65 77 89 57 63 69 81 92 71 79 87 101 115 Allowable Total (Dead + Live) Uniform Load (PSF) Span (ft.06 2. 34 Noise Reduction Coefficient* .0598 Ptd.26 2.0358 0. 0.16 2.944 KSI 33 33 33 33 33 33 Galv. 2. Acoutstic perforations are located in the vertical webs where the load carrying properties are negligibly affected (less than 5%). * Source: Riverbank Acoustical Laboratories — RAL™ A95–21.05 3.14 Acoustical deck (Type 3 NA. NIA are not covered under Factory Mutual. non-organic glass fiber sound absorbing batts are placed in the rib openings to absorb up to 70% of the sound striking the deck. NIA) is paticularly suitable in structures such as auditoriums. NA. 14’-0 26 28 30 35 40 50 29 34 38 45 51 64 37 42 47 56 64 80 14’-6 24 26 28 32 37 46 27 32 35 42 47 60 15’-0 23 25 26 30 34 43 26 29 33 39 44 56 .15 3.36 . Absorption Coefficient 250 500 1000 2000 .0295 0. NIA ROOF Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 ICBO Approved (No. schools and theaters where sound control is desirable.688 0. Loads shown in the shaded areas are governed by the live load deflection not in excess of 1/240 of the span. SDI Const.40 2.745 in3/ft 0. Span 11’-7 12’-5 13’-2 14’-7 15’-11 18’-6 14’-9 15’-9 16’-6 18’-1 19’-5 22’-3 14’-9 15’-9 16’-6 18’-1 19’-5 22’-3 10’-0 51 59 66 79 91 119 58 66 74 88 100 126 70 83 92 110 125 157 10’-6 46 53 58 69 80 105 52 60 67 80 91 114 65 75 83 100 113 143 11’-0 42 47 52 61 71 93 48 55 61 73 83 104 60 68 76 91 103 130 Allowable Total (Dead + Live) Uniform Load (PSF) Span (ft. of Support 11’-6 12’-0 12’-6 13’-0 13’-6 38 35 32 30 28 43 39 36 33 30 47 42 38 35 33 55 50 45 41 38 63 57 52 47 43 83 74 66 60 55 44 40 37 34 32 50 46 42 39 36 56 51 47 44 40 66 61 56 52 48 76 69 64 59 55 95 87 81 74 69 55 50 46 43 40 63 58 53 49 45 70 64 59 54 50 83 76 70 65 60 94 87 80 74 68 119 109 101 93 86 1.65 pcf fiberglass insulation on 3 inch EPS Plaza deck for the SDI.876 0.552 0.0329 0.53 4000 .-in.3415) SECTION PROPERTIES Deck Design Weight (PSF) I Sp Sn Fy Type N22 N21 N20 N19 N18 N16 Thick.501 0.46 Inert.597 0.3 N.56 4.95 .964 1.36 in4/ft 0. NI. 2. 3N.497 0. NI. Test was conducted with 3 inches of 1. 3NIA 125 .445 0.334 1.0474 0.749 0.46 4. NA. A dead load of 10 PSF has been included.659 0. to C. ACOUSTICAL INFORMATION Deck Type 3NA.893 in3/ft 0.) C.61 3.70 Batts are field installed and may require separation.382 0.71 3. VERTICAL LOADS FOR TYPE 3N No. 2. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute (SDI) Design Manual. 3.0418 0.89 .772 0. of Spans 1 2 3 Notes: 6 Deck Type N22 N21 N20 N19 N18 N16 N22 N21 N20 N19 N18 N16 N22 N21 N20 N19 N18 N16 Max.153 1.433 0.50 2. to C. 0.01 Sp in3/ft Sn in3/ft 0.28 1.0295 0. Loads shown in the shaded areas are governed by the live load deflection not in excess of 1/240 of the span.-in.058 0. SDI Const.) C.165 Fy KSI 60 60 60 60 Type E deck provides a very economical roof deck for use on shorter spans.06 1.1.088 Galv.041 0. Span 2’-10 3’-5 3’-10 4’-2 3’-4 4’-0 4’-6 5’-0 3’-4 4’-0 4’-6 5’-0 2’-6 178 249 316 379 273 396 515 634 310 469 588 707 3’-0 107 148 187 224 189 275 357 440 198 276 344 413 3’-6 71 97 122 145 139 202 263 323 128 177 221 264 Allowable Total (Dead + Live) Uniform Load (PSF) Span (ft.134 0.098 0.67 2.103 0.167 0. This deck also lends itself for use as a building siding.0E No.0 E Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 ROOF SECTION PROPERTIES Deck Design Weight (PSF) I Type E26 E24 E22 E20 Thick.57 1. VERTICAL LOADS FOR TYPE 1.073 0.0239 0.0179 0. of Spans 1 2 3 Notes: Deck Type E26 E24 E22 E20 E26 E24 E22 E20 E26 E24 E22 E20 Max. 2.0358 Ptd. A dead load of 10 PSF has been included.91 in4/ft 0.067 0. 7 .38 1. Load tables are calculated using sectional properties based on the steel design thickness shown in the Steel Deck Institute (SDI) Design Manual. of Support 4’-0 4’-6 5’-0 5’-6 6’-0 51 39 31 26 22 68 51 40 32 27 85 63 48 39 32 100 73 56 45 37 107 81 62 49 40 153 111 83 65 52 190 137 102 79 63 227 162 121 94 74 89 66 51 40 33 122 89 67 53 43 151 109 82 64 52 180 129 97 75 60 6’-6 20 24 27 31 34 43 52 61 28 36 43 50 7’-0 18 21 24 27 29 37 44 51 25 31 36 42 7’-6 16 19 21 24 25 32 37 43 22 27 31 36 1. 1” or more rigid insulation should be used with Type E deck. Installation of rigid insulation should be with mechanical fasteners.130 0. 1. 0.071 0.96 1. 0358 .0598 .88 1.09 4. SECTION PROPERTIES Deck Hat/Pan Type Gage 20/20 20/18 18/20 18/18 18/16 16/18 16/16 20/20 20/18 18/20 18/18 18/16 16/18 16/16 20/20 20/18 18/20 18/18 18/16 16/18 16/16 20/20 20/18 18/20 18/18 18/16 16/18 16/16 1.56 5.17 0.413 .685 .527 .92 0. .458 .0474 .0474 .L.0474 .11 0.0474 .0474 .365 2.650 .14 0.0474 .18 0.594 1.0358 .07 0.16 0.38 0.75 4.465 1.595 .301 .0598 .59 4.49 0.0474 .16 4. A85-154 A85-156 A86-317 A86-319 A86-321 A85-155 A85-157 A86-318 A86-320 A86-322 W/Insulation indicates rigid insulation in the cells.18 6.556 .0598 .83 3.567 .5VLPA 2VLPA 3VLPA 1.128 .15 W/O Insulation 0.657 .0474 .63 0.589 .662 .75 W/ Insulation 4000 0.094 1.19 0.0358 .979 2.0598 .0358 .0474 .08 5.31 0.31 0.0474 .5BPA 3NPA 1.883 .11 0.0598 .030 0.98 0.47 5.09 0.57 Noise Reduction Coefficient 0.83 4.388 .0474 .09 0.913 .0474 .417 .0598 I SP SN in4/ft .308 2.904 .94 0.0358 .922 .484 1.103 2.083 1.0598 .0598 .34 0.48 0. for use as Electrical Raceways.70 W/ Insulation 0.0474 .30 W/O Insulation 0.0598 .68 6.36 4.709 .976 1.01 0.54 0.722 .58 0.5BP 2VLP 3VLP 3NP Note: 8 Design Thickness Wt Hat .45 6.754 .681 .668 .585 .43 5.0358 .153 1.357 . NOTE: Insulation not installed by Vulcraft.99 0.28 0.152 2.310 .10 4.017 1.0474 .33 0.0474 .980 2.38 0.0598 .0358 .17 0.510 .426 .0358 .54 6.44 0.910 1.36 0.14 0.40 0.933 1.74 0.30 4.146 1.22 5.24 0.0358 .517 1.67 5.CELLULAR DECK ROOF Galvanized Only For: Electrified Raceways — Canopies — Long Spans Heavy Forms — Flat Acoustical Ceilings Vulcraft Cellular Units are approved by U.25 0.0358 .5VLPA 2VLPA 3VLPA 125 0.610 .631 .657 .78 2000 .26 4.0358 .446 .554 .80 W/ Insulation 0.0358 .0358 .483 .166 .841 .285 in3/ft .840 1.28 5.0598 .367 1.0598 PSF 3.315 1.532 .21 0.42 0.017 0.35 RAL™ Test No.583 1.98 0.0598 .22 0.83 5.425 .40 250 0.41 0.0474 .98 Pan .664 .0598 .27 0. Source: Riverbank Acoustical Laboratories.0474 . ACOUSTICAL DATA Deck Type 1.20 0.936 1.266 1.69 0.626 1.61 6.5BPA 3NPA 1.70 W/ Insulation 0.56 0.14 .257 1.0358 .741 .30 W/O Insulation 0.5VLP and 1.61 0.624 .731 .750 2.0474 .0474 .24 3.682 These Deck Types are only manufactured at the Nebraska Plant.36 4.00 5.0474 .07 0.441 .65 W/ Insulation 0.853 .960 1.20 W/O Insulation 0.892 .56 Absorption Coefficients 500 1000 0.0598 .0358 .0358 .0474 .394 .0474 .0474 .726 .606 .572 .15 W/O Insulation 0.88 5.902 .47 0.675 .0474 .12 0.468 .14 0.962 in3/ft .0598 .56 0.72 0. If the published product literature does not show the uncoated steel thickness in decimal inches (or millimeters) but lists gage or type numbers.0295 0. then the thickness of steel before coating with paint or metal shall be in conformance with the following table: Type No. (1986) of the American Iron and Steel Institute. ROOF 1.50 Minimum Thickness In. or other utilities shall not be supported by the steel deck.85 1. tolerances reflect the fabrication processes for steel deck products. Deflection coefficients shall be . 1986 edition and Addenda. mm.045 0. At the building perimeter.70 0. ducts.013 for simple spans. 22 20 18 16 Design Thickness In. Commentary: Arbitrarily assumed effective compression flange widths shall not be allowed. occasional concentrated loading of the roof deck could result in temporary differences in deflection between the roof deck and the adjacent stationary building component. 0. 3. design live loads and SDI construction loads shown on page 10.45 3.1 Steel Roof Deck: The steel roof deck units shall be fabricated from steel conforming to Section A3 of the latest edition. handling. The steel roof deck shall be manufactured from steel conforming to ASTM Designation A611.1 Stress: The maximum working stress shall not exceed 20 ksi (140 MPa).057 0. Variation in cover width tolerances may vary due to trucking.0598 0. Grades C. 9 . Commentary: The adequacy of deck edge support details should be reviewed. light fixtures. D or E or from A653-94 Structural Quality grade 33 or higher. 0. mm. storage.65 for specific design uniform loads. Commentary: Suspended ceilings. 2. 2. 0. Panel camber and/or sweep: 1/4 inch in 10 foot length (6 mm in 3 meters). All spans are to be considered center-tocenter of supports. Panel cover width: Minus 3/8 inch (10 mm). Scope Commentary: The above 3. 3.0358 0. Thickness: Shall not be less than 95% of the design thickness. The steel used shall have a minimum yield strength of 33 ksi (230 MPa). Panel end out of square: 1/8 inch per foot (3 mm in 300 mm) of panel width.034 0.90 1. Supplemental support such as a perimeter angle may be warranted. Design 3.75 0. Testing shall not be used in lieu of the above in determination of vertical load carrying capacity of steel deck.028 0. Specifications for the Design of Cold-Formed Steel Structural Members. The unit design stress shall be increased 33% for temporary concentrated loads provided the deck thus required is no less than that required for the specific design uniform loads.0054 for double spans and 0.3 Moment and Deflection Coefficients: A moment coefficient of 1/8 shall be used for simple and dual equal spans and a moment coefficient of 1/10 shall be used for 3 or more equal spans.2 Tolerances: Panel length: Plus or minus 1/2 inch (13 mm). The unit design stress shall in no case exceed the minimum yield strength of the steel divided by 1.2 Section Properties: Structural properties of roof deck sections shall be computed in accordance with the American Iron and Steel Institute (AISI) Specification for the Design of Cold-Formed Steel Structural Members.SDI Specifications and Commentary FOR STEEL ROOF DECK The requirements of this section shall govern only ribbed steel roof deck construction of varying configurations used for the support of roofing materials.0474 0.0069 for triple spans.4 Maximum Deflections: Deflection of the deck shall not exceed L/240 under the uniformly distributed design live load.15 1. Materials 2. or any other deck termination or direction change. plus 3/4 inch (20 mm).20 1. ROOF SDI Specifications and Commentary Recommended Maximum Spans for Construction and Maintenance Loads Standard for 11/2 Inch and 3 Inch Roof Type Narrow Rib Deck Intermediate Rib Deck Wide Rib Deck Deep Rib Deck NR22 NR22 NR20 NR20 NR18 NR18 IR22 IR22 lR20 IR20 WR22 WR22 WR20 WR20 WR18 WR18 3DR22 3DR22 3DR20 3DR20 3DR18 3DR18 Span Condition 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more 1 2 or more Max. Recommended Spans Span Roof Deck Cantilever Ft.-In. Meters Ft.-In. Meters 3'-10" 4'-9" 4'-10" 5'-11" 5'-11" 6'-11" 4'-6" 5'-6" 5'-3" 6'-3" 5'-6" 6'-6" 6'-3" 7'-5" 7'-6" 8'-10" 11'-0" 13'-0" 12'-6" 14'-8" 15'-0" 17'-8" Construction and maintenance loads: SPANS are governed by a maximum stress of 26 ksi (180 MPa) and a maximum deflection of L/240 with a 200 pound (0.89 kN) concentrated load at midspan on a 1'-0" (300 mm) wide section of deck. If the designer contemplates loads of greater magnitude, spans shall be decreased or the thickness of the steel deck increased as required. All loads shall be distributed by appropriate means to prevent damage to the completed assembly during construction. 10 1.15 m 1.45 m 1.45 m 1.80 m 1.80 m 2.10m 1.35 m 1.65 m 1.60 m 1.90 m 1.65 m 1.75 m 1.90 m 2.25 m 2.30 m 2.70m 3.35 m 3.95 m 3.80 m 4.45 m 4.55 m 5.40 m 1'-0" .30 m 1'-2" .35 m 1'-7" .45 m 1'-2" .35m 1'-5" .40m 1'-11" .55 m 2'-4" .70 m 2'-10" .85m 3'-5" 1.05 m 3'-11" 1.20 m 4'-9" 1.45 m Cantilever loads: Construction phase load of 10 psf (0.48 kPa) on adjacent span and cantilever, plus 200 pound load (0.89 kN) at end of cantilever with a stress limit of 26 ksi (180 MPa). Service load of 45 psf (2.15 kPa) on adjacent span and cantilever, plus 100 pound load (0.44 kN) at end of cantilever with a stress limit of 20 ksi (140 MPa). Deflection limited to L/240 of adjacent span for interior span and deflection at end of cantilever to L/240 of overhang. Notes: 1. Adjacent span: Limited to those spans shown in Section 3.4 of Roof Deck Specifications. In those instances where the adjacent span is less than 3 times the cantilever span, the individual manufacturer should be consulted for the appropriate cantilever span. 2. Sidelaps must be attached at end of cantilever and at a maximum of 12 inches (300 mm) on center from end. 3. No permanent suspended loads are to be supported by the steel deck. 4. The deck must be completely attached to the supports and at the sidelaps before any load is applied to the cantilever. 4. Installation & Site Storage 4.1 Site Storage: Steel deck shall be stored off the ground with one end elevated to provide drainage, and shall be protected from the elements with a waterproof covering, ventilated to avoid condensation. SDI Specifications and Commentary FOR STEEL ROOF DECK deck unit on supporting structural frame. Adjust to final position with accurately aligned side laps and ends bearing on supporting members. On joist framing, be sure the appropriate end lap occurs over a top chord angle for proper anchorage. Commentary: Staggering roof deck end laps is not a recommended practice. The deck capacity is not increased by staggering the end laps, yet layout and erection costs are increased. 4.3 Lapped or Butted Ends: Deck Ends may be either butted or lapped over supports. Standard tolerance for ordered length is plus or minus 1/2 inch (13 mm). 4.4 Anchorage: Roof deck units shall be anchored to supporting members including perimeter support steel and/or bearing walls by either welding or mechanical fasteners, to provide lateral stability to the top flange of the supporting structural members and to resist the following minimum gross uplifts; 45 pounds per square foot (2.15 kPa) for eave overhang; 30 pounds per square foot (1.44 kPa) for all other roof areas. The dead load of the roof deck construction shall be deducted from the above forces. The location and number of fasteners required for satisfactory attachment of deck to supporting structural members are as follows: All side laps plus a sufficient number of interior ribs to limit the spacing between adjacent points of attachment to 18 inches (500 mm). Deck units with spans greater than 5 feet (1.5 m) shall have side laps and perimeter edges (at perimeter Commentary: The deck should be anchored to act as a working platform and to prevent blow off. The designer should check the appropriate codes for the required uplift loading and show the required anchorage connections on the plans. If no information is shown on the plans, the uplift loads shown in paragraph 4.4 will be assumed. Sidelap fasteners can be welds, screws, crimps (button punching), or other methods approved by the designer. Welding sidelaps on thicknesses 0.028 inches (.7 mm) or less may cause large burn holes and is not recommended. The objective of side lap fastening is to prevent differential sheet deflection. The five foot (1.5 m) limit on side lap spacing is based on experience. The deck erector should not leave unattached deck at the end of the day as the wind may displace the sheets and cause injury to persons or property. In the past, 11/2 inches (38 mm) of end bearing was the minimum; this is still a good "rule of thumb" that will, in general prevent slip off. If less than 11/2 inches (38 mm) of end bearing is available, or if high support reactions are expected, the design engineer should ask the deck manufacturer to check the deck web stress. In any case, the deck must be adequately attached to the structure to prevent slip off. The SDI Diaphragm Design Manual, Second Edition, should be used to determine fastening requirements if the deck is to be designed to resist horizontal loads. The most stringent requirements, of either section 4.4 or, if applicable, the SDI Diaphragm Design Manual, should be used. 4.4a Welding: All field welding of deck shall be in strict accordance with ANSI/AWS D1.3 Structural Welding Code-Sheet Steel. Each welder must demonstrate an ability to produce satisfactory welds using a procedure such as shown in the Steel Deck Institute Manual of Construction with Steel Deck or as described in ANSI/AWS D1.3. A minimum visible 5/8 inch (15 mm) diameter puddle weld or an elongated weld with an equal perimeter is required. Fillet welds, when used, shall be at least 1 inch (25 mm) long. Weld metal shall penetrate all layers of deck material at end laps and shall have good fusion to the supporting members. Welding washers shall be used on all deck units with a metal thickness less than 0.028 inches (0.7 mm). Welding washers shall be a minimum thickness of 0.056 inches (1.5 mm), 16 gage, and have a nominal 3/8 inch (10 mm) diameter hole. Care shall be exercised in the selection of electrodes and amperage to provide a positive weld and prevent high amperage blow holes. Commentary: The obligation is placed on the contractor to prepare welding procedure specifications and to qualify them before production use. These procedure specifications must include classification of the filler metal, its size, and for each type of weld, its melting rate or any other suitable means of current control indicative of melting rate, as applicable. The welder qualification test requires each welder to prove their ability to produce satisfactory welds using these qualified procedures. The fact that the welder may have been successfully qualified on plate or pipe under the provisions of ANSI/AWS D1.1 Structural 11 ROOF 4.2 Deck Placement: Place each support steel) fastened at midspan or 36 inches (1 m) intervals, whichever distance is smaller. ROOF SDI Specifications and Commentary Welding Code-Steel, for structural welding, or on plate or pipe under the provisions of other codes governing the welding of specific products, does not qualify the welder for welding sheet steel. The selections of welding rod and amperage are left to the individual welder. Welds are made from the top side of the deck, with the welder immediately following the placement crew. In general, stronger welds are obtained on 0.028 inches (.70 mm) or thicker deck without weld washers. Welds on deck less than 0.028 inches (.70 mm) are stronger with washers. 4.4b Mechanical Fasteners: Mechanical fasteners (powderactuated, screws, pneumatically driven fasteners, etc.) are recognized as viable anchoring methods, provided the type and spacing of the fasteners satisfy the design criteria. Documentation in the form of test data, design calculations, or design charts should be submitted by the fastener manufacturer as the basis for obtaining approval. The deck manufacturer may recommend additional fasteners to stabilize the given profile against sideslip of any unfastened ribs. Commentary: The allowable load value per fastener used to determine the maximum fastener spacing is based on a minimum structural support thickness of not less than 1/8 inch (3 mm) and on the fastener providing a 5/16 inch (8 mm) diameter minimum bearing surface (fastener head size). 5. Protective Coatings 5.1 Finishes: All steel to be used for roof deck shall be galvanized, aluminized or prime painted. 12 The roof deck shall be free of grease and dirt prior to the coating. The primer coat is intended to protect the steel for only a short period of exposure in ordinary atmospheric conditions and shall be considered an impermanent and provisional coating. lengths to accommodate the opening. Openings less than 25 square feet (2.3m2) can be located and shown on the erection drawings and be decked over; the deck erector is to cut these openings as well as provide any skew cutting shown. It is extreme/y important that deck cantilevers and decked over areas are not overloaded. Openings in the deck and building edges must be protected by using OSHA approved methods. Commentary: Field painting of prime painted deck is recommended especially where the deck is exposed. In corrosive or high moisture atmospheres, a galvanized finish is desirable in a G-60 (Z180) or G-90 (Z275) coating. In highly corrosive or chemical atmosspheres or where reactive materials could be in contact with the steel deck, special care in specifying the finish should be used. In this case, individual manufacturers should be contacted. See important information Section 4.1 Insulation, page 66. Openings not shown on the erection drawings, such as those required for stacks, conduits, plumbing, vents, etc. are to be cut, and reinforced if necessary, by the trades requiring the openings. Refer to the SDI Manual of Construction With Steel Deck for a reinforcing schedule. 7 . Insulation Insulation board shall be of sufficient strength and thickness to permit unsupported spans and edges over the deck's rib openings. Cementitious insulating fills shall be poured only over galvanized deck and shall be adequately vented. In all cases, the recommendations of the insulation manufacturer shall be followed. 5.2 Fireproofing: The metal deck manufacturer shall not be responsible for the cleaning of the underside of metal deck to ensure bond of fireproofing. Adherence of fireproofing materials is dependent on many variables; the deck manufacturer (supplier) is not responsible for the adhesion or adhesive ability of the fireproofing. 6. Erection Deck sheets will be placed in accordance with approved erection layout drawing supplied by the deck manufacturer and in conformance with the deck manufacturer's standards. End joints of sheets shall occur over supports. Commentary: Openings greater than 25 square feet (2.3 m 2) are generally located and shown on the detailed erection drawings, and deck will be provided to the job in 8. CAUTION Steel roof deck may be used in a variety of ways, some of which do not lend themselves to a standard "steel deck" analysis for span and loading. There are, in these cases, other criteria which must be considered besides that given by the Steel Deck Institute. Make sure that this investigation starts with a review of the applicable Codes and that any special conditions are included in the design. 2 Select deck types that equal or exceed the 6'-0" span required. Refer to Maximum Spans for Construction and Maintenance Loads on pages 3. 2" total insulation with built up roof. B.5F22 = 56 psf capacity 1.1 E. Live load = 30 psf C.5F20 = 6'-6" span 1. Refer to Roof Deck Specifications. 13 .5B22 = 6'-11" span 1. From Table: 1.DESIGN EXAMPLE 1. page 12. 4 and 5. ROOF Given: A.5B22 = 89 psf capacity Notes: 1. Also refer to insulation manufacturers' recommendations for maximum allowable rib opening. refer to Steel Deck Institute Diaphragm Design Manual First Edition (DDM01) and Second Edition (DDM02). From Table: 1. 2. the 50 psf required. total load = 50 psf D.1 Enter 50 psf total load at 6'-0" span. If the steel deck is required to act as a diaphragm. to c. Joist spacing 6'-0" c. Steel deck diaphragm not required. 1. Select deck types that equal or exceed. 2. 3-span condition. Refer to Standard Load Tables on pages 3.5B22 fulfills requirements most efficiently.5A20 = 60 psf capacity 1.5A20 = 6'-3" span 1. publications of the Steel Deck Institute. 4 and 5. Section 7–Insulation. 14 deformation. the deck bundles must be stored off the ground. section according to the conditions of the contract and Division 1 Specification Section. 1. This section shall include all materials. 3. if applicable. Welder certification signed by contractor certifying that welders comply with requirements specified under "Quality Assurance". sliding. gutters. Product Data: Submit manufacturers' specifications/installation instructions for each steel roof deck type and specified accessories. B. cut openings and accessories. Storage and Handling A. Deck bundles placed on the building frame must always be placed near a main supporting beam at a column or wall.ROOF SDI Short Form Specifications FOR STEEL ROOF DECK PART 1—GENERAL 1. Requirements for structural deck supports.1 Related Documents A. The structural frame must be properly braced to receive the bundles. rolling. 1. downspouts. B. including General and Supplementary Conditions and General Requirements.4 Quality Assurance A. . Bundles must be protected against condensation with a ventilated waterproof covering. insulation and other miscellaneous items are specified elsewhere. roof sumps. American Iron and Steel Institute (AISI) Specification for Design of Cold Formed Steel Structural Members. If ground storage is needed. has undergone recertification.5 Delivery. General: Submit each item in this A. D. fireproofing. Related work specified elsewhere. field painting. Bundles must be stacked so there is no danger of tipping. and other damage during delivery. General provisions of the Contract. collars. or if mechanical fasteners are used. latest edition. sump pans. and. with one end elevated to provide drainage. Codes and Standards—Comply with provisions of the following unless otherwise indicated. Steel Deck Institute (SDI) Design Manual. C. drains. equipment and labor necessary for the installation of steel roof deck in accordance with this specification and design drawings. Bundles must be periodically checked for tightness and retightened as necessary (so wind cannot loosen sheets) to prevent damage caused by the wind. B. Submittals 1. Protect steel deck from corrosion. certification from the manufacturer evidencing compliance of mechanical fasteners with design requirements based upon comprehensive testing. storage and handling. American Welding Society (AWS) D1. 1. latest edition.3. In no case are the bundles to be placed on unbolted frames or on unattached and unbridged joists. Certify that each welder has satisfactorily passed AWS qualification test for the welding process involved. 1. flashings. 1.2 Summary A. C. B. shifting or material damage. 2. apply to work of this section. anchorage details.3 Structural Welding Code/Sheet Metal. Shop Drawings: Submit roof deck placement drawings showing layout for each type of deck. and shall be designed in accordance with and comply with the standard load tables of the Roof Deck Specifications of the SDI.2 Materials furnish ridge and valley plates. The deck manufacturer shall PART 2—PRODUCTS 2. Arc spot puddle welds shall be 5/8 inch (15 mm) minimum visible diameter with the attachment pattern shown on placement drawings. B. 3.4 Attachment A. A. Anchor deck units to steel supporting members by arc spot puddle welds or approved mechanical fasteners. B. Sheet steel for galvanized roof deck and accessories shall conform to ASTM A653-94 Structural Quality grade 33 (230 MPa) or higher.2 Preparation A. Steel roof deck shall be (narrow rib) 3. as shown on plans to provide a finished surface for the application of roof insulation and roof covering. and in accordance with the placement plans.. C. 2.S. Trades that subsequently cut unscheduled openings through the roof deck are responsible for reinforcing those openings in accordance with the requirements of the Engineer of Record. field conditions for compliance with requirements and installation tolerances and other conditions affecting performance of work of this section.1 Examine support framing and (intermediate rib) (wide rib) (deep rib) (long span) configuration _________in depth with a design thickness of _________ . provided product data has been submitted and approved. Cut and neatly fit deck and accessories at skew conditions. 1. Locate deck bundles to prevent overloading of support members.1 A manufacturer offering steel roof deck products to be incorporated into the work must be a member of the Steel Deck Institute. Place deck in accordance with approved placement plans.3 Installation—General C. either powder actuated.H. 15 ROOF 2. State and Local rules for erection must be followed.3 Accessories . pneumatically driven.A. 1. around openings and other work projecting through or adjacent to the decking. or self drilling screws may be used in lieu of welding. All O. Install deck panels and accessories according to SDI Specifications. Steel deck shall have a coat of manufacturers standard shop primer paint. and requirements of this section. 1.SDI Short Form Specifications FOR STEEL ROOF DECK A. Attach the deck panels firmly to the supports immediately after placement in order to form a safe working platform. Mechanical fasteners. 3. Place deck panels on structural supports and adjust to final position with ends lapped or butted over structural supports with a minimum end bearing of 1.5 inches (40 mm). B. flat plates at change of deck direction and sump pans. SDI Manual of Construction with Steel Deck. PART 3—EXECUTION A. 2. Sheet steel for primer painted roof deck and/or accessories shall conform to ASTM A611 with a minimum yield strength of 33 ksi (230 MPa). Galvanizing shall conform to ASTM A924-94 with a minimum coating class of G60 (Z180) as defined in A653-94. 3. Mechanical fasteners. the deck shall be inspected for tears.6 Construction Guidelines A. Crimp or button punching. Anchor accessories to supporting members by arc spot welds or self drilling screws at 12 inches (13 mm) maximum intervals or as shown on design drawings. B. Before placement of roof insulation and roof covering. Side lap attachment: Fasten side laps of deck units with spans greater than 5 feet (1. 3. 16 C. pneumatically driven or self drilling screws may be used in lieu of welding.ROOF SDI Short Form Specifications FOR STEEL ROOF DECK B. Arc spot puddle welds 5/8 inch (15 mm) minimum visible diameter or 1 inch (25 mm) long arc seam or fillet weld. Perimeter Edge Attachment: Fasten perimeter edges of deck units at minimum 36 inches (1 m) intervals or as shown on design drawings using one of the following methods: 1. 3. provided product data has been submitted and approved. or as shown on design drawings using one of the following methods: 1. Arc spot puddle welds 5/8 inch (15 mm) minimum visible diameter or 1 inch (25 mm) long arc seam or fillet weld. Construction loads must not exceed load carrying capacity of deck. either powder actuated. Do not use deck units as a working platform or storage area until units are permanently attached in position. #10 self drilling screws. 3. D.5 Repairs A. .5 m) at mid span or 36" (1 m) intervals. dents or other damage that may prevent the deck from acting as a structural roof base. 2. whichever distance is smaller. 2. The need for repair of the damaged deck shall be determined by the Architect or Engineer of Record. N.1.2 Hr.2 Hr. N.5. N.3C.2 Hr. BI.2 Hr.1. 1.5. NI B. 1. This is a special type of paint and is compatible with the spray-applied fire protection and is U.3C. NI B. NI B. N. F.1. F.5. N. BI. 1 Hr. BI.5.2 Hr. Deck finish shall be galvanized or painted. N. 1. 1. BI. F.5C 1. 0. 1. F. N. NI B. 1. 1.3C.1. 1. BI. 1.2 Hr. F. N.1. B. BI B. A B. N. F. BI.6CSV. 1. BI.5. 1. 1. NI B.3CSV.1. 0.5. 1. BI.2 Hr. 1. 1.1.1.5. N.1. A B.0CSV. NI B.0CSV. ROOF Rigid Insulation U.5.5. F. F.3C.6C. 1. 1. A B.6CSV.0CSV. NI B. F. N. A 1. BI. NI B. BI. F.2 Hr. BI. BI. BI. NI B. NI B.6C.5.5.5C 0.3C.0C. F.5C 1.1. 0.0C. N. 1. F.2 Hr.5C 1. F.5 Hr. N.5. N. NI B.3C.5 Hr. 1. 1. NI B.1. N. NI B. 1.6C. N.0C. 1.3C.5. 0.5C 0.2 Hr.5. N. F. 1. 1.3C.5.0CSV. 1. N. 1. 1. BI. 1.5. N.0C.1.3C. 1. 1. 1. F.2 Hr. BI.Series designs.2 Hr. 1.1. 1. NI B. 1. 1. N. N. 1. NI B. 1. F.3C.3CSV. NI B. BI. 1. A.ROOF DECK FIRE RESISTANCE RATINGS Restrained Assembly Rating Type of Protection Type of Insulation Exposed Grid Insulating Fill Gypsum Board 1 Hr. 1. BI. N. A B. 1. 1. N.2 Hr. N. F. N. 1.3C.5.5.5C 0.1. "Fire Resistance Directory" for the necessary construction details.6C. 1.5.0CSV.1.5C 0.1. 1.2 Hr. 1.2 Hr.1. A B. BI.2 Hr.6C. 1. Deck finish shall be galvanized or painted. 1 Hr.L. 1.5.5C 0.L. BI.2 Hr. N. 1. BI.5C 0. 1. N.3C.5C 0.& P8-. BI.5C Unrestrained Beam Rating 1 Hr. NI B. 1.6C. 1.2 Hr.1.1. 1. 1 Hr. 1. NI B. N. 1.6CSV.5C 1. F. NI B. 1.5 Hr.3C.5C 0.6CSV. 0.3CSV.5C 0. 1.5 Hr.1. N. F. 1. 1.0C. BI.3C. N.2 Hr. N. F.3C. 1. 1.1. BI. A. N. 1. 1. NI B.3CSV. 1. NI B. F. 1. 1. 1.5. BI. 1.1. BI.0CSV.5 Hr.3CSV. N.5.5C 0. 17 . + Deck finish is not critical for fire resistance when used in P2--. N. P4--. 0. 1. Refer to the U. 1.5. NI B.0CSV. A 1.1.5. NI B.1. NI B.3C.5C 0.2 Hr.5. (1.1. 1. 1. * Denotes deck finish is critical for fire resistance.5 Hr.2 Hr. 1. BI. BI.3C.5.5.2 Hr.2 Hr. A B.0C. approved for use in the denoted P7-. N.2 Hr. N.0CSV.3C. BI.1.0C.2 Hr.1.1.1.1. 1. 1. A.2 Hr. BI. 1.1. 1.0C. F.0C. NI B.1. F. A.2 Hr.3C. 1.0C. Deck finish shall be galvanized unless noted otherwise. N. NI B. BI.5. 1. 1. NI B. 1.5C 1. NI B. BI.1. 1. BI. N. F.2 Hr.3CSV. BI. NI B. 1.6C. 1.5. BI.2 Hr.1.5.2 Hr.6C. 1. 1.0C. F. BI. NI B. 1.6C.3CSV. 1. 1.5. 1. 1. BI. A.3CSV.5C 0. 1.0CSV. N.5. 1.3C. BI.5C B. NI B.3CSV. N. BI. BI.1. 1 Hr. 1. A B.3C.0C. A. 1. NI B.3C. NI 1 Hr. BI.2 Hr.2 Hr. BI. 1.1. N.1. 1.3CSV. NI B.1.3C. Design No. NI B.5. 1. A 1.3CSV.3C. F. BI.5. BI. F. BI. A.5.5C B. 1. 1.3CSV.0CSV. 1. 1. 1. F.6C. 2. F. 1.2 Hr. A.5.6CSV. F.2 Hr. F.1.0CSV. 1.0C. BI. N. 1. A. NI B.2 Hr. BI.5. NI B. 1. F.2 Hr.5.1. 1. N. 1. N.0C. BI.6C. 1. F.2 Hr.2 Hr. BI.5.5.2 Hr.0CSV. 1. 1. NI B. 2 Hr.5C 0. N. 1.5C 1. BI. 1.6C. 1. F. 1.3CSV.3C. 1. 1. 1. F.3CSV. N. NI B. 1. BI.5.5C 1. NI B. 1. 1.1. 1.1. 1 Hr. 0. 1.3C.0C.2 Hr. 1.5. 1. NI B. A.5. 1.5.2 Hr.1. A B. 1. 1. 1. 3 Hr. 1.3C.3C. 1.3CSV.1.5.2 Hr. N.2) 1 Hr. NOTES: 1.0C.0C. 1. BI.5. 1.6C. NI B.0CSV.3CSV.1.0CSV. 1.5 Hr. NI B.6C. F. & P5-.2 Hr. A. N. 1.6C. N. BI. BI.2 Hr.2 Hr. 1.2 Hr.2 Hr. NI B.0C. N. NI B.0C. NI B.0C. A 0.0C.5. BI.3C. 1. 1.5C 0. N. 1.Series designs. 1. NI B.5C 1.6C.5.1.0C.6C. BI. N.1. 1. BI.2 Hr.1. 1. NI B. 1. 1. 1.6CSV.0C. 1. NI B.1. 1.5C 0. 1. BI. BI. 1.0C.2 Hr.5C 0.0CSV.1.5.2 Hr.1.2 Hr.5. BI.6C. 1.5C 0. Unprotected Deck Insulating Fill Exposed Grid Metal Lath Gypsum Board Rigid Insulation Insulating Fill Rigid Insulation Rigid Insulation Cementitious Rigid Insulation Sprayed Fiber Rigid Insulation Unprotected Deck Insulating Fill Metal Lath Insulating Fill P211+ P214+ P224+ P225+ P227+ P230+ P232+ P235+ P214+ P231+ P246+ P251+ P255+ P510+ P509+ P701* P711* P715* P717* P801* P813 P815* P816* P817* P818* P819* P902 P907 P908 P919 P920 P921 P922 P923 P225+ P227+ P230+ P231+ P251+ P404+ P510+ P701* P711* P715* P717* P801* P813 P815* P816* P817* P818* P819* P902 P907 P908 P919 P920 P921 P922 P923 P237+ P251+ P404+ P514+ P701 P711* P715* P717* P801 P815* P816* P817* P818* P819* P902 P907 P908 P920 P921 P922 P923 Classified Deck Type Form Deck Roof Deck B. F. 1.5 Hr.1. 2 Hr. Cementitious Sprayed Fiber Unprotected Deck Rigid Insulation Insulating Fill Rigid Insulation Rigid Insulation Insulating Fill Rigid Insulation Exposed Grid Insulating Fill Metal Lath Gypsum Board Rigid Insulation Rigid Insulation Cementitious Rigid Insulation Sprayed Fiber Rigid Insulation 1 1/2 Hr.0C. 1. 1. NI B.0C. NI B.5C 0. BI. 1. NI B.2 Hr.5.5. A B. 1. A B. 1. 1. BI. 1. 1. A B. N. N. 1.6CSV.1. A.5. 1.1. 1. 1.6CSV. NI B. F.1.5C 0. BI.1. F.6C.6C.1. BI. BI.3C.1. 1. 0.1. BI. BI.0C. 1. NI B.5.0C. 1.0C.1.2 Hr.3C.1. 1. F.0CSV. BI B.3CSV.3CSV. 1.0CSV. 1. F. F.5C B.2 Hr. F. BI. BI.0CSV. 1. N. 1.1.0C. F. F. BI. 1. A B. 1.3CSV. 1. BI. BI.1. 1. A. NI B.L. A. 1. 1. 1.1. ) 10'-0" LENGTHS GALVANIZED ONLY WELDING WASHER 16 GAUGE 3/8=HOLE FILLER SHEET (20 GA.) 10'-0" LENGTHS GALVANIZED ONLY RES LOSU E C R E D RUBB UNDERSI & TOP REINFORCING CHANNEL 18 .) 10'-0" LENGTHS GALVANIZED ONLY RIDGE DETAIL DETAIL WHERE DECK CHANGES DIRECTION 14 GA.ROOF ACCESSORIES VALLEY DETAIL RIDGE OR VALLEY PLATE (20 GA. GALVANIZED ONLY SUMP PANS FLAT PLATE (20 GA.) 10'-0" LENGTHS GALVANIZED ONLY CANT STRIP (20 GA.) 10'-0" LENGTHS GALVANIZED ONLY INSIDE OR OUTSIDE CLOSURE (20 GA. Check with plant for availability of deck types.3CSV) 19 .90 p = As/bd .6CSV. the live loads were calculated with the mesh halfway between the top of the slab and the top of the deck.C.D.I.000 psi T = Asfy a = T/0. 1.M = 1/10W L (L>10 ft.000 psi E = 29. 3.7 fy = 60. 2.3) was used for spans over 10 foot. For the loads shown in light print. 5. "ALLOWABLE UNIFORM LOADS" These tables list the uniform allowable load the deck alone will carry.3) for spans 10 feet or less. criteria as is outlined on the previous four pages.3. This is considered "undraped". 1.85 f' cb . The loads shown in bold print were calculated using the mesh near the top of the slab as negative reinforcement at the supports and near the bottom of the slab as positive reinforcement between supports. 318-83 (Sec. "REINFORCED CONRETE SLAB ALLOWABLE LOADS" This table shows the load carrying capacity the concrete slab will develop when it is reinforced with welded wire fabric (mesh).C.0C & 1. 0.) Use weld patterns A or C from page 36. 318-83 (Sec. Yield stress of material is 60.3CSV are the types of deck that should be specified if slot vents in the bottom flute are required. NON-COMPOSITE UNDRAPED DRAPED DESIGN NOTES FOR REINFORCED CONCRETE SLABS 1. Uncoated decks are not considered as a permanent and the weight of the slab should be deducted from the slab allowable load. See illustration below.6C.000 psi.000 psi φ = 0. Other conditions may require further analysis.0CSV. 8.3C do not include slot vents in the bottom flute. 4.6CSV.CONFORM (TYPE "C") INDIVIDUAL DECK TABLES "MAXIMUM CONSTRUCTION CLEAR SPANS" These tables list the maximum construction clear span based on the S. 8. Check with plant for availability of sidelap vents. SLOT VENTS Length ≈ 5/8" (Type 0. 1. It's structural life would be similar to that of painted roof deck.500. . Allowable Slab Loads—These tables are based on a three span condition using a moment coefficient of 1/12 as allowed by A.3) and for one span to 1/8. 318-83 (Sec.3. In high moisture atmospheres. For a two span condition this coefficient should be increased to 1/9 per A.3.Mc = T (d-na)/12 2 ML = φMc/1. This is called "draped". Finish—Vulcraft painted floor decks can be considered as a permanent form for use in normal building environments. f'c = 3.I. 8.M = 1/12W L2 (L<10 ft.000 psi b = 12 in + M = 1/16W L2 + Mc = T (d-a/2)/12 fs = 30. Designers will want to use one of the four categories of load carrying capacities depending on the application. & 1.I. Slabs that are temporarily shored must have the slab weight deducted from the allowable live load regardless of the type of finish. A moment coefficient of 1/10 per A.C.0CSV & 1. a galvanized finish is recommended.) .I. D.6C24 0.3 4.10 3.120 0.6C24 0.0 Weight PSF 17 18 18 18 22 22 22 23 27 27 27 27 31 31 32 32 36 36 36 36 40 40 41 41 45 45 45 46 1 Span 2.6C22 0. criteria and normal weight concrete.4 4.5 3.9 4X4-W4. CSV CONFORM MAXIMUM CONSTRUCTION CLEAR SPANS (S.6C26 0.4XW1.1 4.058 0.1 2.6C26 0.0 4.11 3. 5.0 3.087* 0.6 3.6C24 0.10 3.5 3.9 4X4-W4.042* 0.1 6X6-W2.7 3.10 3.2 4.6 3.9 6X6-W2.7 2.6C26 0.8 3.9 2.0 3.8 3.028* 0.W.058* 0.11 4. criterion for temperature and shrinkage.6C22 0.-in.0 NW Concrete N=9 145 PCF 2 Span 3 Span 2.6 2.8 3.7 2.6C28 0.8 3.3 3.10 2.3 LW Concrete N=14 110 PCF 2 Span 3 Span 3.6C22 4.4 5.5 4.0 3.10 3.9XW2.6C28 Superimposed Uniform Load (psf) — 3 Span Condition Clear Span (ft.7 5.2 3.10 2. 4.6C24 0.8 2.11 3.8 3.1 2.5 2.6 4.058* 0.4 6X6-W2.1 3.6 2.0XW4.9 2.4 2.087 0.10 2.2 4.042* 0.6 4.7 2.11 3.9XW2.6C24 0.8 2.6C22 Weight PSF 23 23 23 23 29 29 29 29 35 35 35 36 41 41 41 42 47 47 47 48 53 53 53 54 59 59 59 60 1 Span 2.6 C.6C22 0.10 2.10 2.9 3.6C24 0.6 2.7 3.F.11 3.6C26 0.9XW2.8 4.I.11 4.4XW1.042* 0.1 3.10 4.0 6X6-W2.8 4.11 2.8 3.1 6X6-W2.6C26 0.9 2.0 3.0 2.3 4.1 2.1 3.7 4.0 2.7 3.9 6X6-W2.5 3.6 2.028* 0.6C22 0.0 .6C26 0.9 3.) 2.1 6X6-W2.7 2.9 4.058* 0. Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications.3 2.028* 0.9 3.11 2.4 1.6C24 0.5 2.6 4.9XW2.1 5.10 4.9 2.9 6X6-W1.7 4.1 1.9 3.6 53 78 106 68 100 137 5.1 2.I.5 2.6C28 0. See page 19.10 4.4 2.8 2.7 2.6 3.9 6X6-W1.9 4X4-W2.1 2.2 3.1 4.6 3.10 2.2 2.6 3.1 3.1XW2.9XW2.9 4X4-W2.6C28 0.8 3.0 3. 6.087 0.2 2.3 2.9 6X6-W2.6 3.4 3.6 2.5 4. deduct the weight of the slab from the allowable superimposed uniform loads. 3.9 3.4 5.0 5.5 3.11 2.0 67 99 134 86 127 173 155 211 310 181 246 358 275 400 400 303 400 400 * As does not meet A.058 0.3 2. If uncoated form deck is used.6C28 0.0 3.2 1. 4.3 194 153 285 225 384 304 268 212 396 313 400 400 342 271 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 0.6C26 0.I. Superimposed loads are based upon three span conditions and A.4 4. moment coefficients.1 6X6-W2.5 2.6 4.2 3.7 2.11 4.9 2.0XW4.6C26 0. As 0.4 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Slab Depth 2” (t=1 1/2”) 2 1/2” (t=2”) 3” (t=2 1/2”) 3 1/2” (t=3”) 4” (t=3 1/2”) 4 1/2” (t=4”) 5” (t=4 1/2”) NOTES: 20 Reinforcement W.4 5.1 4. See page 19.3 4.4 6X6-W2.4 3.11 3.C.0 3. CRITERIA) Total Slab Depth 2” (t=1 1/2”) NON-COMPOSITE 2 1/2” (t=2”) 3” (t=2 1/2”) 3 1/2” (t=3”) 4” (t=3 1/2”) 4 1/2” (t=4”) 5” (t=4 1/2”) Deck Type 0.1XW2.9 4.0.087 0.120 2.5 4.3 3.3 4.9XW2.4 2.6C28 0.2 3.2 4.3 3.8 3.058 0.6C24 0. 6X6-W1.0 4.5 2.9 3.2 2.I.5 3.6C22 0.9XW2.5 2.9 124 103 86 74 63 183 151 127 108 93 246 203 171 146 125 172 142 119 102 88 76 254 210 176 150 129 113 344 284 239 204 176 153 219 181 152 130 112 97 325 268 226 192 166 144 400 366 307 262 226 197 396 327 275 234 202 176 400 400 375 320 276 240 400 400 400 400 400 353 400 384 322 275 237 206 400 400 400 372 321 280 400 400 400 400 400 400 400 400 400 400 359 313 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 396 345 400 400 400 400 400 400 400 400 400 400 400 400 0.1 6X6-W2.3 2.10 2.058* 0. Superimposed load values in bold type require that mesh be draped.0 3.1XW2.10 3.2 2.9XW2.0 3.042 0.4 3.9XW2. Load values for single span and double spans are to be reduced.9 4X4-W2.6C22 0.4 2. 2.042 0.1 2.6C28 0.4 6X6-W2.4XW1.9XW2.10 2.9XW2.4 4.0 2.2 3.9 4X4-W2.10 3.6C28 0.2 2.7 4.1XW2. Recommended conform types are based upon S.D.2 3.1XW2.3 2.7 3.4 1.C.11 2.0 1. 76 0. = l/240 DEFL. = l/180 W11 Fb = 36.) 3.057 0.000 DEFL. = l/180 W11 Fb = 36.000 DEFL.000 DEFL. = l/240 DEFL.0149 0. = l/180 W11 Fb = 36. = l/240 DEFL.91 1.035 0.6C24 2 3 1 0.0 23 4 5 71 44 59 61 36 48 54 30 39 43 21 28 35 15 20 29 11 15 24 9 12 88 35 46 77 28 38 68 23 31 53 16 22 43 12 16 36 9 12 30 7 9 84 23 31 73 19 25 65 15 20 51 11 14 41 8 10 34 6 8 29 5 6 84 55 74 19 105 43 58 21 112 29 39 17 112 70 93 55 140 55 73 57 137 37 49 34 137 88 118 88 171 69 92 91 73 45 60 11 92 35 47 12 97 24 31 12 97 57 76 42 122 45 59 44 119 30 40 26 119 72 96 71 149 56 75 74 65 37 49 5 81 29 39 6 86 19 26 7 86 47 63 32 107 37 49 34 105 25 33 20 105 59 79 57 131 46 62 60 51 26 35 41 19 25 34 14 19 29 11 15 64 20 27 52 15 20 43 11 15 36 9 11 68 14 18 55 10 13 45 7 10 38 6 8 68 33 44 17 84 26 34 19 83 17 23 11 83 42 55 38 104 33 43 39 55 24 32 8 68 19 25 9 67 13 17 5 67 30 40 24 84 24 32 26 45 18 24 38 14 19 57 14 19 48 11 15 56 9 13 47 7 10 56 23 30 15 69 18 24 16 47 18 23 8 58 14 18 9 W1 is the maximum weight of concrete and deck (W1 in Figures 1 and 2 of the SDI Loading Diagrams).0 93 29 39 114 91 114 29 143 71 95 32 136 47 63 18 136 114 136 62 171 89 119 65 181 60 80 48 181 144 181 120 226 113 151 124 222 76 101 75 222 182 222 174 278 143 190 179 96 70 94 16 120 55 73 18 115 36 49 10 115 88 115 44 143 69 92 46 152 46 62 35 152 111 148 92 190 87 116 96 187 58 78 58 187 140 187 137 233 110 147 142 3. of Spans 0.0239 0.043 0. = l/240 DEFL.000 DEFL.3 166 69 92 22 171 166 171 75 213 130 174 79 204 86 115 47 204 204 204 124 255 163 217 129 270 109 146 91 270 263 270 211 338 206 275 217 332 138 184 132 332 332 332 291 415 261 348 299 2.6 69 18 24 Clear Span (ft.9 4.019 0.000 DEFL. = l/180 W11 . = l/180 W11 Fb = 36. 0.000 DEFL.000 DEFL.015 0.6C22 Thick.6C28 2 3 1 0. = l/240 DEFL. = l/180 W11 Fb = 36.0298 PSF 0. = l/240 DEFL.000 DEFL. = l/240 DEFL.6 134 50 67 10 138 121 138 48 173 95 127 51 165 63 84 30 165 152 165 88 206 119 158 92 219 80 106 66 219 192 219 158 274 150 201 163 269 101 134 99 269 243 269 223 336 190 253 230 2. 21 NON-COMPOSITE 1 Design Criteria Fb = 36. = l/180 W11 Fb = 36.024 in3/ft 0. = l/180 W11 Fb = 36. = l/240 DEFL.6C22 2 3 1 2.SECTION PROPERTIES Deck Design Weight Type 0.000 DEFL.000 DEFL. = l/180 W11 Fb = 36.6 41 9 12 5.6C28 0.070 ksi 60 60 60 60 ALLOWABLE UNIFORM LOAD (PSF) Deck Type No.3 80 23 31 82 55 74 6 102 43 58 8 98 29 38 4 98 69 92 30 122 54 72 32 130 36 48 25 130 87 117 71 162 68 91 74 159 46 61 44 159 110 147 110 199 86 115 113 3.015 0.0 60 53 15 12 20 16 4.036 0.6C24 0.000 DEFL.6 28 5 6 6.012 0. = l/240 DEFL.070 Sn Fy in3/ft 0.000 DEFL. = l/180 W11 Fb = 36.0 34 6 8 5.6C26 2 3 1 0.019 0.0 210 98 131 40 216 216 216 115 270 186 247 120 258 123 164 72 258 258 258 177 323 232 309 184 342 156 208 128 342 342 342 287 428 294 392 295 420 197 262 180 420 420 420 388 525 371 495 399 2.057 0. = l/240 DEFL.012 0.043 0. = l/240 DEFL.9 111 38 50 3.49 Ip in4/ft 0.-in.0179 0. = l/180 W11 Fb = 36.024 In Sp in4/ft 0. = l/240 DEFL.6C26 0. = l/180 W11 Fb = 36.21 1. 11 8.6 3.6 7.0 0.7 6.9 0.2 4.9XW2.042 6X6-W2.C.6 9.5 8.0 4.1 0.1 4.7 4.0C22 1.087 6X6-W2. 4.9XW2.0C20 1.9 0.10 5.4 4.6 5.1 0. See page 19.0 5.9 0.058* 4X4-W2.11 7.8 3.11 5.3 7.058* 4X4-W2.3 7.9 0.0C24 1.0C22 6.3 7.0 6.058* 4X4-W2.1 4.10 4.0C20 1.9 5.5 6.087 6X6-W2.0C20 1.0 7. 3.9XW2.4 0.9 0.9 4.0C24 1. If uncoated form deck is used.2 7.7 7.4 5.2 4.10 6.0 6.0C24 1.0C20 1.0 5.9 6.1 0.6 6.11 6.2 6.1 0.1 6.3 5.3 6.6 5.0C26 1.11 6.0C26 1.9XW2.10 3.7 4. Recommended conform types are based upon S.8 4.W.0C26 1.0 6.0C20 1.8 6.8 6.5 6.5 6.6 5.11 3.9XW2.0XW4.0C22 1.028* 6X6-W2. moment coefficients.0C24 1.7 6.4 5.9 0.1XW2.9 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Slab Depth 2 1/2” (t=1 1/2”) 3” (t=2”) 3 1/2” (t=2 1/2”) 4” (t=3”) 4 1/2” (t=3 1/2”) 5” (t=4”) 5 1/2” (t=4 1/2”) NOTES: 22 Reinforcement W.6 81 70 119 103 161 139 109 94 82 72 57 161 139 121 107 84 219 189 165 145 114 204 176 153 134 106 86 71 277 239 208 183 145 117 97 400 350 305 268 212 172 142 246 212 185 162 128 153 126 336 289 252 222 175 205 169 400 400 371 326 257 298 247 288 248 216 190 150 180 148 394 340 296 260 205 241 199 400 400 400 383 303 354 292 400 390 339 298 236 278 230 400 400 400 400 348 400 338 400 400 400 400 400 400 400 400 400 383 337 266 315 260 400 400 400 400 394 400 384 400 400 400 400 400 400 400 1.D. criteria and normal weight concrete.10 5.1 5.9 0.120 6X6-W2.0 .058 6X6-W2.0C26 1. 3.0C24 1.9 6. Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications.1 5.0 4.5 5.3 3.-in.I.11 8.1XW2.3 3.058* 4X4-W2.0C22 1.1 4.9 5.042 6X6-W2.0 C.9XW2.F.3 5.9 0.0C26 1.3 4.11 4. As 6X6-W1.6 7.0C20 1.I. Superimposed loads are based upon three span conditions and A.10 4.7 6.0 5.3 5. CRITERIA) Total Slab Depth 2 1/2” (t=1 1/2”) NON-COMPOSITE 3” (t=2) 3 1/2” (t=2 1/2”) 4” (t=3”) 4 1/2” (t=3 1/2”) 5” (t=4”) 5 1/2” (t=4 1/2”) Deck Type 1.5 4.3 7.2 6.2 5.0C24 1.4 0.9 4.4 4.087 6X6-W2.042* 6X6-W2.7 5.058 4X4-W2.D.7 5.1 7.9XW2.9 0.4 6.8 4.7 3.11 3.1XW2.1 4.8 3.0 4.0 9.2 2.7 5.11 6.5 5.7 6.5 LW Concrete N=14 110 PCF 2 Span 3 Span 5.0C26 1.10 7.9XW2.3 7.4XW1. 6.028* 6X6-W2.11 4.087 4X4-W4.9 0.1 7.5 3. deduct the weight of the slab from the allowable superimposed uniform loads.1 0.0C24 1.5 8.1 3.) 3.5 5.3 6.10 6.042* 6X6-W2.2 6.3 3.9 5.7 7.5 4.8 5.0 4.0 0.2 5.042* 6X6-W2.9 0.11 7.9XW2.0 95 140 189 128 190 257 239 326 400 288 394 400 338 400 400 400 400 400 400 400 400 Superimposed Uniform Load (psf) — 3 Span Condition Clear Span (ft.5 4.0C22 1.10 3.0 7.4 2.11 4.6 4.087* 4X4-W4. See page 19.2 4.10 6.10 6.I.10 7.11 6.7 4.6 4.0 106 142 207 125 168 246 193 284 378 219 322 400 1.2 Weight PSF 19 19 20 20 24 24 24 25 28 29 29 29 33 33 33 34 37 38 38 38 42 42 43 43 47 47 47 47 1 Span 3.1XW2.7 7.10 7.0C20 Weight PSF 25 25 25 26 31 31 31 32 37 37 37 38 43 43 43 44 49 49 50 50 55 55 56 56 61 61 62 62 1 Span 3.0C22 1.11 6.0 5.5 5.0 NW Concrete N=9 145 PCF 2 Span 3 Span 4.4 5.5 3.7 5.6 6.058 6X6-W1.0C22 1.5 7.9 0.3 4.0C22 1.3 4.11 5.4 6.4XW1.10 6. 6.2 5.8 7.8 3.3 4.9XW2.10 3.1XW2.0XW4.6 6.1 5.0 5.120 1. CSV CONFORM * Check availability with plant MAXIMUM CONSTRUCTION CLEAR SPANS (S.1.2 6.0 4.10 8. 2.C.3 6.10 3.0C26 1.0C26 1. 5.9XW2. Superimposed load values in bold type require that mesh be draped.4 4.5 6.6 7.10 4. criterion for temperature and shrinkage.9XW2.0C24 1.10 4.4 6.3 5.10 6.3 8.10 5. Load values for single span and double spans are to be reduced.0C20 * As does not meet A.8 4.I.6 91 121 177 106 143 209 7.10 6.9 6.8 4. 165 ksi 60 60 60 60 ALLOWABLE UNIFORM LOAD (PSF) Deck Type No.0179 0. = l/180 W11 Fb = 36.6 131 61 82 30 139 139 139 80 174 118 158 83 192 87 116 71 202 202 202 159 252 167 223 164 255 112 149 113 263 263 263 241 328 211 281 248 327 135 179 161 323 323 323 303 404 254 339 325 3. = l/180 W11 Fb = 36.0298 0. = l/240 DEFL.000 DEFL. = l/240 DEFL.91 Ip in4/ft 0.0C22 2 3 1 1.28 1. = l/180 W11 Fb = 36.040 0. = l/240 DEFL.098 0.134 0.0 101 41 55 17 107 101 107 52 133 79 106 54 147 58 78 48 155 143 155 112 193 112 149 116 195 75 100 80 201 180 201 175 251 141 188 180 251 90 120 117 248 217 248 228 309 170 227 227 4.000 DEFL. 23 .000 DEFL.000 DEFL. = l/240 DEFL.96 1.088 in3/ft 0. = l/240 DEFL. = l/240 DEFL.000 DEFL. of Spans 1.SECTION PROPERTIES Deck Design Weight Type 1.073 0. = l/240 DEFL.000 DEFL.088 In Sp Sn Fy in4/ft 0.0 179 97 129 52 189 189 189 127 237 188 237 131 261 138 185 108 275 275 275 235 343 266 343 241 347 177 236 164 357 357 357 337 447 334 446 355 445 214 285 230 440 440 440 420 550 403 538 450 3.0 64 21 28 3 68 52 68 20 85 41 54 22 94 30 40 23 99 73 98 59 124 57 77 61 125 38 51 43 129 92 123 99 161 72 96 96 160 46 62 62 158 111 148 138 198 87 116 116 Clear Span (ft. = l/180 W11 Fb = 36.3 152 76 102 40 161 161 161 101 202 148 197 104 223 109 145 87 234 234 234 192 293 209 279 198 295 139 186 135 304 304 304 284 381 263 351 295 379 168 224 191 375 375 375 355 469 317 423 381 3.167 in3/ft 0. = l/240 DEFL.000 DEFL.071 0.0C22 1.0C24 1. = l/180 W11 W1 is the maximum weight of concrete and deck (W1 in Figures 1 and 2 of the SDI Loading Diagrams).000 DEFL.6 38 10 13 7.103 0. = l/240 DEFL.000 DEFL.0358 PSF 0.0C20 2 3 1 3. = l/240 DEFL.6 79 29 38 8 84 71 84 33 105 56 74 35 116 41 55 33 122 101 122 81 153 79 105 84 154 53 70 58 159 127 159 130 199 99 132 132 198 63 84 85 196 152 196 176 244 119 159 159 5.6 6.) 5.042 0.059 0.0 53 45 16 12 21 16 56 39 52 12 70 30 41 13 78 22 30 15 82 55 73 44 102 43 58 45 103 29 38 32 106 69 92 77 133 54 72 72 132 35 46 46 131 84 111 111 164 65 87 87 47 30 40 5 59 23 31 6 65 17 23 10 69 42 57 32 86 33 44 34 87 22 30 24 89 53 71 60 112 42 56 56 111 27 36 36 110 64 86 86 138 50 67 67 6. = l/180 W11 Fb = 36. = l/180 W11 Fb = 36.9 114 50 66 23 121 121 121 64 151 96 128 67 167 71 94 58 176 174 176 133 220 136 181 137 222 91 121 95 229 219 229 204 286 171 228 210 285 109 146 137 282 264 282 262 352 206 275 275 4.57 1.057 0.-in.000 DEFL.0 33 8 10 7. = l/180 W11 Fb = 36.0 25 5 7 40 24 31 35 19 25 30 15 20 27 13 17 50 18 25 43 15 20 38 12 16 33 10 13 56 14 18 6 59 33 44 24 73 26 35 25 74 17 23 18 76 42 56 47 95 33 44 44 95 21 28 28 94 51 67 68 117 40 53 53 48 11 15 3 50 27 36 17 63 21 28 18 64 14 19 14 66 34 45 38 82 26 35 35 82 17 22 22 81 41 54 54 101 32 42 42 42 9 12 37 7 10 44 22 29 12 55 17 23 13 55 11 15 10 57 27 36 30 71 21 29 29 71 14 18 18 70 33 44 44 88 26 34 34 39 18 24 8 48 14 19 9 49 9 12 8 50 23 30 24 63 18 24 24 63 11 15 15 62 27 36 36 77 21 28 28 NON-COMPOSITE 1 Design Criteria Fb = 36.000 DEFL.000 DEFL.0C20 Thick. = l/180 W11 Fb = 36.130 0. = l/180 W11 Fb = 36. = l/180 W11 Fb = 36.067 0.073 0. = l/240 DEFL. = l/180 W11 Fb = 36. 0.0C26 1.0239 0.6 29 6 8 8. = l/240 DEFL.0C24 2 3 1 1.0C26 2 3 1 1. 6 7.9XW2.087 (t=4”) 4X4-W4.4 8.1 7.0 7.3C22 1.8 5.8” (t=2 1/2”) 4.7 7. Load values for single span and double spans are to be reduced.0 4.3” (t=2”) NON-COMPOSITE 3.3C26 1.5 7.9 0.3” 6X6-W2.087* (t=4 1/2”) 4X4-W4.0 9.5 5.7 5.5 6.7 6.1XW2.0 9.2 6.2 7.3C24 1.5 6.0 6.8” 6X6-W2.9 0.4 0.5 NW Concrete N=9 145 PCF 2 Span 3 Span 5.042 (t=2”) 6X6-W2.4 4.1 9.3C20 1.9XW2.3 4.9XW2.9 0.6 6.3C22 1.3C24 1.8 6.120 6X6-W2.1XW2.0 0.9XW2.1XW2.6 6.0 5.3 5.11 6.3C20 Weight PSF 33 34 34 34 39 40 40 40 45 46 46 46 51 52 52 52 57 58 58 58 63 64 64 64 69 70 70 70 1 Span 4.8 5.6 6.9 0.10 7.8 8.0 5.5 7.3” (t=3”) 4.8” 4X4-W2.9 0.11 7.0XW4.-in.058* 5.0XW4.0 LW Concrete N=14 110 PCF 2 Span 3 Span 6.10 5.0 6.6 6.11 8.087 6X6-W2.6 9. See page 19.4 4.3C22 1.058 (t=2 1/2”) 4X4-W2.2 6.3C26 1.11 7. 3.0 6.8” 6X6-W2.2 8.11 6.I.2 8. deduct the weight of the slab from the allowable superimposed uniform loads.3C24 1.D.3” 6X6-W2.9 4.9 5.6 6.5 7.1XW2.9XW2.0 6.9XW2. 4.6 85 116 169 156 209 309 191 258 383 299 400 400 336 400 400 373 400 400 70 96 140 129 173 255 158 213 316 247 364 400 278 400 400 308 400 400 1.1 0. Superimposed loads are based upon three span conditions and A.9 4.3C26 1.11 6.3C24 1.6 7.9 5.6 8.058* (t=3 1/2”) 4X4-W2.1 5.10 8.9 0.0 7.5 8.6 6.0 6.1 7.3 6.9 5. 2.9XW2.3 7.0 7.5 6.I.8 5.120 NOTES: 24 1.4 5.2 7.3C22 1.4 6.3” (t=4”) 5.9XW2.8 6.8 7.7 7.I.8 7.087* (t=5”) 4X4-W4.6 56 83 113 105 143 209 127 173 255 149 204 300 234 346 400 264 391 400 295 400 400 Superimposed Uniform Load (psf) — 3 Span Condition Clear Span (ft.1XW2.W.0 5.3” 6X6-W2.11 Weight PSF 25 26 26 26 30 30 31 31 35 35 35 36 39 40 40 40 44 44 44 45 48 49 49 49 53 53 54 54 1 Span 4.10 7.7 5. CRITERIA) Total Slab Depth 3.F.058 (t=3”) 4X4-W2.8 7.6 7.) 5.4 7.4 6.0 7.3C22 1.3C20 1.11 7.028* 3.5 7.4 6.2 5.9 4.3” 4X4-W2. moment coefficients.C.6 4.9 0.10 4.0 0.3” (t=5”) Deck Type 1.0 .9 6.3C22 1.9 6.3C22 1.6 6.10 6.1 7.1 7.3C24 1.1.0XW4.3 C.3 6.9XW2.7 7.9 0. As 6X6-W1. 6.6 5.C.042* 3.3C26 1.8 4.5 5.0 5.9 0.8” (t=3 1/2”) 5.6 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Slab Depth Reinforcement W.4 5.I.10 7.9 8.9 7.11 4. 5. If uncoated form deck is used.6 6.9 4.2 5.058* 6.10 6.0 5.1 0.0 8.11 7.3C20 1.5 5.4XW1.9 0. 8.9XW2.3C20 1.9XW2.3 3.042* 4.3C26 1.9 0.1 0.3C24 1.3 5.9XW2.058* 5.10 8.2 7.10 5. See page 19.120 6X6-W2.7 4. Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications.3C20 1.3 7.4 8.7 3.7 9.3C20 1.1 4.1 4.4 6.2 5.9 5.3C26 1.10 4.10 3.3C26 1.0 4.6 7.1 3.3C24 1.1 0.8 5.5 5.4 7. criteria and normal weight concrete. Recommended conform types are based upon S.6 9.10 5. criterion for temperature and shrinkage.1 6.0 85 115 170 1. CONFORM MAXIMUM CONSTRUCTION CLEAR SPANS (S.3 8.1 7.3 8.11 5.3C24 108 145 215 133 179 266 208 306 400 233 344 400 259 382 400 92 124 183 113 153 226 177 260 347 199 293 392 221 326 400 1.8 8.4 7.1 4.058 6X6-W2.9 5.1 0. 4.11 6.0 9.3C26 4.11 5.6 8.9 0.1 6.7 5.11 5.0 71 105 142 133 181 265 161 219 322 188 258 380 296 400 400 334 400 400 373 400 400 1.042* 4.3 5.1 5.087 6X6-W2.0 0.8” (t=4 1/2”) 6.5 4.D.2 6.3C22 79 107 158 98 132 195 153 225 299 172 253 338 8.8 6.4 8.8 6.3 7.3C20 * As does not meet A.2 6.087 6X6-W2.4 3.3 7.9 7.5 7. Superimposed load values in bold type require that mesh be draped. = l/240 DEFL.SECTION PROPERTIES Deck Design Weight Type 1.163 0.000 DEFL.000 DEFL.6 115 50 67 32 116 116 116 79 145 94 126 82 156 67 89 60 156 156 156 133 196 126 168 137 193 83 110 84 192 192 192 172 240 156 208 185 233 101 134 111 233 233 233 213 292 190 253 229 5.000 DEFL. = l/240 DEFL.000 DEFL. = l/180 W11 Fb = 36.093 0. = l/240 DEFL.115 0.) 7. = l/180 W11 Fb = 36. = l/240 DEFL.6 55 17 22 6 56 40 53 23 70 31 42 24 75 22 30 19 75 53 71 49 94 42 56 51 93 27 37 31 92 66 88 72 115 52 69 69 112 33 45 44 112 81 107 92 140 63 84 84 7.132 0.3C22 2 3 1 1.3C24 2 3 1 1.069 0.-in.0298 0.000 DEFL. = l/180 W11 Fb = 36.6 26 5 7 10. 0.0239 0. = l/240 DEFL.097 0. = l/180 W11 Fb = 36.000 DEFL.197 ksi 60 60 60 60 Deck Type No.0 48 13 18 3 48 32 43 17 60 25 33 18 65 18 24 15 65 43 57 39 81 34 45 40 80 22 29 25 79 53 71 59 99 41 55 55 96 27 36 36 96 64 86 76 121 50 67 67 Clear Span (ft.140 in3/ft 0.070 0. 25 NON-COMPOSITE ALLOWABLE UNIFORM LOAD (PSF) .3C26 2 3 1 1. = l/240 DEFL.115 0.162 0. = l/180 W11 Fb = 36.6 32 7 10 33 18 24 5 41 14 19 5 44 10 13 6 44 24 32 20 55 19 25 21 54 12 16 13 54 30 39 33 67 23 31 31 65 15 20 20 65 36 48 45 82 28 38 38 9.0 23 5 6 29 15 20 26 13 17 24 11 15 36 12 16 3 39 8 11 4 39 20 27 16 49 16 21 17 48 10 14 10 48 25 33 28 60 20 26 26 58 13 17 17 58 30 40 38 73 24 32 32 33 10 13 29 9 11 35 7 9 32 6 8 35 17 23 12 44 13 18 13 43 9 12 8 43 21 28 23 54 17 22 22 52 11 14 14 52 26 34 32 65 20 27 27 32 15 20 10 40 12 15 10 39 8 10 6 39 18 24 19 49 14 19 19 47 9 12 12 47 22 29 27 59 17 23 23 W1 is the maximum weight of concrete and deck (W1 in Figure 1 and 2 of the SDI Loading Diagrams).99 1. = l/240 DEFL.0 65 21 28 10 65 51 65 31 82 40 53 33 88 28 38 25 88 68 88 62 110 53 71 64 109 35 47 39 108 84 108 88 135 66 88 88 131 42 57 54 131 102 131 111 164 80 107 107 6. = l/240 DEFL.0179 0. = l/240 DEFL.3C20 Thick. = l/180 W11 Fb = 36.62 1.000 DEFL.098 0.33 1.0 93 37 49 22 94 88 94 58 118 69 92 60 127 49 65 44 127 117 127 102 158 92 123 105 156 60 80 64 156 145 156 136 194 114 152 144 189 73 98 86 189 177 189 169 236 139 185 182 5.6 77 28 37 15 78 66 78 43 97 52 69 44 105 37 49 33 105 88 105 79 131 69 92 81 129 45 60 50 129 109 129 109 161 86 114 114 156 55 74 68 156 133 156 136 195 104 139 139 6. = l/240 DEFL. = l/180 W11 4.3C20 2 3 1 Design Criteria Fb = 36.000 DEFL.3C24 1. = l/180 W11 Fb = 36. = l/240 DEFL.000 DEFL.0358 PSF 0.0 146 72 96 47 147 147 147 110 184 134 179 114 198 95 127 82 198 198 198 178 248 180 240 184 245 118 157 113 243 243 243 223 304 222 296 240 296 143 191 147 296 296 296 276 369 271 361 296 4. = l/240 DEFL.000 DEFL.0 29 6 8 9.3C26 1. = l/180 W11 Fb = 36.6 8.000 DEFL. = l/180 W11 Fb = 36.132 0.140 In Sp in4/ft 0.197 Sn Fy in3/ft 0.000 DEFL. = l/180 W11 Fb = 36.3C22 1. of Spans 1 1.0 41 36 11 9 15 12 42 26 35 12 52 20 27 12 56 14 19 11 56 35 46 31 70 27 36 32 70 18 24 20 69 43 57 48 86 34 45 45 84 22 29 29 84 52 70 64 105 41 55 55 37 21 29 8 46 17 22 8 50 12 16 8 50 29 38 25 62 22 30 26 61 15 20 16 61 35 47 40 76 28 37 37 74 18 24 24 74 43 58 54 92 34 45 45 8.093 0. = l/180 W11 Fb = 36.97 Ip in4/ft 0. 1.5 C CONFORM MAXIMUM CONSTRUCTION CLEAR SPANS (S.D.I. CRITERIA) Total Slab Depth 3 1/2” (t=2”) NON-COMPOSITE 4” (t=2 1/2”) 4 1/2” (t=3”) 5” (t=3 1/2”) 5 1/2” (t=4”) 6” (t=4 1/2”) 6 1/2” (t=5”) Deck Type 1.5C24 1.5C22 1.5C20 1.5C18 1.5C24 1.5C22 1.5C20 1.5C18 1.5C24 1.5C22 1.5C20 1.5C18 1.5C24 1.5C22 1.5C20 1.5C18 1.5C24 1.5C22 1.5C20 1.5C18 1.5C24 1.5C22 1.5C20 1.5C18 1.5C24 1.5C22 1.5C20 1.5C18 Weight PSF 37 37 38 38 43 43 44 44 49 49 50 50 55 55 56 56 61 61 62 63 67 68 68 69 73 74 74 75 1 Span 5- 4 4- 7 5- 5 6- 6 5- 1 4- 5 5- 2 6- 2 4- 10 4- 2 4- 11 5- 10 4- 8 4- 0 4- 9 5- 7 4- 6 3- 11 4- 7 5- 5 4- 4 3- 9 4- 5 5- 3 4- 2 3- 8 4- 3 5- 1 NW Concrete N=9 145 PCF 2 Span 3 Span 7- 1 7- 2 6- 1 6- 2 7- 3 7- 4 8- 6 8- 10 6- 9 6- 10 5- 10 5- 11 6- 11 7- 0 8- 1 8- 5 6- 5 6- 7 5- 7 5- 8 6- 8 6- 8 7- 9 8- 0 6- 2 6- 4 5- 5 5- 6 6- 4 6- 5 7- 5 7- 8 5- 11 6- 1 5- 3 5- 3 6- 2 6- 3 7- 2 7- 5 5- 9 5- 11 5- 1 5- 1 5- 11 6- 0 6- 11 7- 2 5- 7 5- 9 4- 11 5- 0 5- 9 5- 10 6- 8 6- 11 Weight PSF 28 29 29 30 33 33 34 34 38 38 38 39 42 42 43 43 47 47 47 48 51 52 52 53 56 56 57 57 1 Span 5- 9 5- 0 5- 11 7- 1 5- 6 4- 9 5- 8 6- 9 5- 3 4- 7 5- 5 6- 5 5- 1 4- 5 5- 2 6- 2 4- 11 4- 3 5- 0 6- 0 4- 9 4- 2 4- 10 5- 9 4- 7 4- 0 4- 8 5- 7 LW Concrete N=14 110 PCF 2 Span 3 Span 7- 8 7- 9 6- 7 6- 8 7- 10 7- 11 9- 3 9- 7 7- 4 7- 5 6- 4 6- 5 7- 6 7- 7 8- 10 9- 2 7- 1 7- 2 6- 1 6- 2 7- 3 7- 4 8- 6 8- 9 6- 10 6- 11 5- 11 5- 11 7- 0 7- 1 8- 2 8- 5 6- 7 6- 8 5- 8 5- 9 6- 9 6- 10 7- 11 8- 2 6- 4 6- 6 5- 6 5- 7 6- 6 6- 7 7- 8 7- 11 6- 2 6- 3 5- 5 5- 5 6- 4 6- 5 7- 5 7- 8 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Slab Depth 3 1/2” (t=2)” 4” (t=2 1/2”) 4 1/2” (t=3”) 5” (t=3 1/2”) 5 1/2” (t=4”) 6” (t=4 1/2”) 6 1/2” (t=5”) NOTES: 26 Reinforcement W.W.F. As 6X6-W2.1XW2.1 0.042* 6X6-W2.9XW2.9 0.058 4X4-W2.9XW2.9 0.087 6X6-W2.1XW2.1 0.042* 6X6-W2.9XW2.9 0.058 4X4-W2.9XW2.9 0.087 6X6-W2.1XW2.1 0.042* 6X6-W2.9XW2.9 0.058* 4X4-W2.9XW2.9 0.087 6X6-W2.9XW2.9 0.058* 4X4-W2.9XW2.9 0.087 4X4-W4.0XW4.0 0.120 6X6-W2.9XW2.9 0.058* 4X4-W2.9XW2.9 0.087 4X4-W4.0XW4.0 0.120 6X6-W2.9XW2.9 0.058* 4X4-W2.9XW2.9 0.087* 4X4-W4.0XW4.0 0.120 4X4-W2.9XW2.9 0.087* 4X4-W4.0XW4.0 0.120 4X4-W5.0XW5.0 0.150 1. 2. 3. 4. 5. 6. 4- 0 108 147 214 136 185 272 164 224 329 262 387 400 301 400 400 339 400 400 400 400 400 4- 6 86 116 169 108 147 215 129 177 260 207 306 400 238 351 400 268 397 400 400 400 400 1.5C24 Superimposed Uniform Load (psf) — 3 Span Condition Clear Span (ft.-in.) 5- 0 5- 6 6- 0 6- 6 7- 0 87 119 174 160 215 318 264 392 400 313 400 400 358 400 400 400 400 400 72 98 144 132 177 263 218 324 400 259 385 400 296 400 400 400 400 400 111 149 221 183 272 363 217 323 400 249 370 400 400 400 400 95 127 188 156 232 310 185 275 370 212 315 400 348 400 400 82 110 162 135 200 267 160 237 319 183 272 366 7- 6 8- 0 117 174 233 1.5C18 * As does not meet A.C.I. criterion for temperature and shrinkage. Recommended conform types are based upon S.D.I. criteria and normal weight concrete. Superimposed loads are based upon three span conditions and A.C.I. moment coefficients. Load values for single span and double spans are to be reduced. Superimposed load values in bold type require that mesh be draped. See page 19. Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications. See page 19. If uncoated form deck is used, deduct the weight of the slab from the allowable superimposed uniform loads. 8- 6 9- 0 SECTION PROPERTIES Deck Design Weight Type 1.5C24 1.5C22 1.5C20 1.5C18 Thick. 0.0239 0.0295 0.0358 0.0474 PSF 1.44 1.68 2.04 2.72 Ip in4/ft 0.136 0.183 0.222 0.295 In Sp in4/ft 0.108 0.155 0.201 0.289 in3/ft 0.132 0.192 0.247 0.327 Sn Fy in3/ft 0.120 0.186 0.234 0.318 ksi 60 33 33 33 ALLOWABLE UNIFORM LOAD (PSF) No. of Spans 1 1.5C24 2 3 1 1.5C22 2 3 1 1.5C20 2 3 1 1.5C18 2 3 1 Design Criteria Fb = 36,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 36,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 36,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20,000 DEFL. = l/240 DEFL. = l/180 W11 4- 0 198 139 186 82 180 180 180 160 225 225 225 172 160 160 160 57 155 155 155 129 194 194 194 133 206 206 206 87 195 195 195 175 244 244 244 188 273 273 273 132 265 265 265 245 331 331 331 263 Clear Span (ft.-in.) 4- 6 5- 0 156 127 98 71 130 95 60 44 142 115 142 115 142 115 122 95 178 144 166 121 178 144 132 103 126 102 126 96 126 102 40 28 122 99 122 99 122 99 94 70 153 124 153 124 153 124 97 72 163 132 160 116 163 132 64 48 154 125 154 125 154 125 134 105 193 156 193 156 193 156 145 111 215 174 212 155 215 174 99 76 209 170 209 170 209 170 189 150 262 212 262 212 262 212 204 161 5- 6 105 54 71 33 95 95 95 75 119 91 119 81 85 72 85 20 82 82 82 53 102 102 102 55 109 87 109 36 103 103 103 83 129 129 129 87 144 116 144 60 140 140 140 120 175 175 175 130 6- 0 88 41 55 25 80 80 80 60 100 70 93 64 71 56 71 14 69 69 69 40 86 86 86 41 91 67 90 28 87 87 87 66 108 108 108 68 121 90 119 47 118 118 118 98 147 147 147 106 6- 6 75 32 43 19 68 68 68 48 85 55 73 51 61 44 58 10 59 59 59 30 73 73 73 31 78 53 71 21 74 74 74 53 92 92 92 55 103 70 94 38 100 100 100 80 125 125 125 87 7- 0 65 26 35 15 59 56 59 39 73 44 59 40 52 35 47 6 51 51 51 23 63 61 63 24 67 42 57 16 64 64 64 42 80 76 80 44 89 56 75 31 87 87 87 67 108 105 108 72 7- 6 56 21 28 11 51 46 51 31 64 36 48 32 46 28 38 4 44 44 44 17 55 50 55 18 59 34 46 12 55 55 55 34 69 62 69 35 78 46 61 25 75 75 75 55 94 86 94 61 8- 0 50 17 23 8 45 38 45 25 56 29 39 26 40 23 31 8- 6 44 15 19 6 40 31 40 20 50 25 33 21 35 20 26 9- 0 39 12 16 4 36 26 35 16 44 21 28 17 32 16 22 9- 6 35 10 14 10- 0 32 9 12 32 22 30 12 40 18 23 13 28 14 19 29 19 26 9 36 15 20 10 26 12 16 39 39 39 12 48 41 48 13 51 28 38 9 49 49 49 27 61 51 61 29 68 38 50 20 66 66 66 46 83 71 83 51 34 34 34 9 43 34 43 10 46 24 32 7 43 43 43 22 54 43 54 23 60 31 42 17 59 59 59 39 73 59 73 43 31 31 31 6 38 29 38 7 41 20 27 5 39 39 39 18 48 36 48 19 54 27 35 14 52 52 52 32 65 50 65 36 27 27 27 4 34 24 33 4 36 17 23 3 35 35 35 14 43 31 41 15 48 23 30 11 47 47 47 27 59 42 56 30 25 25 25 31 21 28 33 15 19 31 31 31 11 39 26 35 12 44 19 26 9 42 42 42 22 53 36 48 25 W1 is the maximum weight of concrete and deck (W1 in Figure 1 of the SDI Loading Diagrams). Minimum exterior bearing length required is 1.5 inches. Minimum interior bearing length required is 3 inches. 27 NON-COMPOSITE Deck Type 2 C CONFORM MAXIMUM CONSTRUCTION CLEAR SPANS (S.D.I. CRITERIA) Total Slab Depth NON-COMPOSITE 4 1/2” (t=2 1/2”) 5” (t=3”) 5 1/2” (t=3 1/2”) 6” (t=4”) 6 1/2” (t=4 1/2”) 7” (t=5”) Deck Type 2C22 2C20 2C18 2C16 2C22 2C20 2C18 2C16 2C22 2C20 2C18 2C16 2C22 2C20 2C18 2C16 2C22 2C20 2C18 2C16 2C22 2C20 2C18 2C16 Weight PSF 44 45 45 46 50 51 51 52 56 57 57 58 62 63 63 64 68 69 69 70 74 75 75 76 NW Concrete N=9 145 PCF 1 Span 2 Span 3 Span 5- 7 7- 4 7- 8 6- 7 8- 9 9- 0 8- 2 10- 4 10- 8 9- 3 11- 6 11- 11 5- 4 6- 9 7- 1 6- 3 8- 5 8- 7 7- 9 9- 10 10- 2 8- 10 11- 0 11- 4 5- 2 6- 2 6- 6 6- 0 8- 1 8- 3 7- 5 9- 6 9- 9 8- 5 10- 7 10- 11 4- 10 5- 9 6- 1 5- 9 7- 9 7- 11 7- 1 9- 1 9- 5 8- 1 10- 2 10- 6 4- 6 5- 4 5- 8 5- 7 7- 6 7- 8 6- 10 8- 10 9- 1 7- 9 9- 10 10- 2 4- 3 5- 0 5- 3 5- 5 7- 2 7- 2 6- 7 8- 6 8- 10 7- 6 9- 6 9- 10 Weight PSF 34 34 35 36 39 39 40 40 43 43 44 45 48 48 49 49 52 53 53 54 57 57 58 59 LW Concrete N=14 110 PCF 1 Span 2 Span 3 Span 6- 2 8- 3 8- 4 7- 3 9- 7 9- 11 9- 0 11- 3 11- 7 10- 3 12- 6 12- 11 5- 11 7- 11 8- 0 6- 11 9- 2 9- 6 8- 7 10- 9 11- 2 9- 9 12- 0 12- 5 5- 8 7- 6 7- 8 6- 8 8- 10 9- 1 8- 3 10- 5 10- 9 9- 4 11- 7 12- 0 5- 6 7- 0 7- 4 6- 5 8- 7 8- 9 7- 11 10- 1 10- 5 9- 0 11- 2 11- 7 5- 3 6- 7 6- 11 6- 2 8- 3 8- 6 7- 7 9- 9 10- 1 8- 8 10- 10 11- 3 5- 1 6- 2 6- 6 6- 0 8- 0 8- 3 7- 4 9- 5 9- 9 8- 5 10- 6 10- 11 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Slab Depth Reinforcement W.W.F. 6X6-W2.1XW2.1 4 1/2” 6X6-W2.9XW2.9 (t=2 1/2”) 4X4-W2.9XW2.9 6X6-W2.1XW2.1 5” 6X6-W2.9XW2.9 (t=3”) 4X4-W2.9XW2.9 6X6-W2.9XW2.9 5 1/2” 4X4-W2.9XW2.9 (t=3 1/2”) 4X4-W4.0XW4.0 6X6-W2.9XW2.9 6” 4X4-W2.9XW2.9 (t=4”) 4X4-W4.0XW4.0 6X6-W2.9XW2.9 6 1/2” 4X4-W2.9XW2.9 (t=4 1/2”) 4X4-W4.0XW4.0 4X4-W2.9XW2.9 7” 4X4-W4.0XW4.0 (t=5”) 4X4-W5.0XW5.0 NOTES: 28 1. 2. 3. 4. 5. 6. As 0.042* 0.058 0.087 0.042* 0.058* 0.087 0.058* 0.087 0.120 0.058* 0.087 0.120 0.058* 0.087* 0.120 0.087* 0.120 0.150 5- 0 84 114 167 153 206 305 255 378 400 304 400 400 353 400 400 400 400 400 2C22 5- 6 69 94 138 127 170 252 211 313 400 251 374 400 292 400 400 400 400 400 Superimposed Uniform Load (psf) — 3 Span Condition Clear Span (ft.-in.) 6- 0 6- 6 7- 0 7- 6 8- 0 8- 6 9- 0 107 143 212 177 263 351 211 314 400 245 365 400 400 400 400 94 140 187 109 162 219 185 250 307 91 122 180 151 224 299 180 267 359 209 311 400 355 400 400 2C20 78 105 155 130 193 258 155 231 309 180 268 361 306 400 400 113 168 224 135 201 270 157 234 315 266 360 400 100 148 197 119 177 237 138 205 277 234 316 389 2C18 105 156 210 122 182 245 207 280 344 * As does not meet A.C.I. criterion for temperature and shrinkage. Recommended conform types are based upon S.D.I. criteria and normal weight concrete. Superimposed loads are based upon three span conditions and A.C.I. moment coefficients. Load values for single span and double spans are to be reduced. Superimposed load values in bold type require that mesh be draped. See page 19. Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications. See page 19. If uncoated form deck is used, deduct the weight of the slab from the allowable superimposed uniform loads. 9- 6 98 146 196 166 224 276 2C16 10- 0 88 131 177 150 202 249 000 DEFL.000 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20. = l/180 W11 Fb = 20. = l/240 DEFL.6 52 36 48 11 53 53 53 31 66 66 66 32 68 45 60 22 69 69 69 49 86 85 86 53 96 59 79 40 96 96 96 76 120 112 120 83 121 75 100 57 121 121 121 101 151 142 151 109 9. = l/180 W11 Fb = 20. = l/180 W11 Fb = 20.0 151 151 151 60 153 153 153 75 191 191 191 80 196 196 196 89 199 199 199 118 249 249 249 116 277 277 277 145 277 277 277 211 347 347 347 229 348 348 348 192 348 348 348 328 435 435 435 352 Clear Span (ft.520 0. 0.287 0.97 2.000 DEFL.283 0. = l/180 W11 5.423 0.367 0.6 42 26 34 7 42 42 42 21 53 49 53 22 54 32 43 15 55 55 55 35 69 61 69 39 77 43 57 30 77 77 77 57 96 80 96 62 96 54 72 43 96 96 96 76 121 102 121 83 10.338 0. = l/240 DEFL. = l/180 W11 Fb = 20.0358 0.62 1.000 DEFL.0474 0.29 Ip in4/ft 0. Minimum interior bearing length required is 4.704 In in4/ft 0.0295 0. = l/240 DEFL.6 34 19 26 4 35 35 35 14 43 36 43 15 44 24 32 11 45 45 45 25 56 45 56 28 63 32 42 23 63 63 63 43 79 60 79 47 79 40 53 34 79 79 79 59 99 75 99 64 11. = l/240 DEFL.420 0. Minimum exterior bearing length required is 2.0598 PSF 1.000 DEFL.6 67 53 67 18 68 68 68 43 85 85 85 46 87 66 87 31 88 88 88 68 111 111 111 71 123 87 115 56 123 123 123 103 154 154 154 112 155 109 146 77 155 155 155 135 193 193 193 145 8.-in.0 77 65 77 23 78 78 78 48 98 98 98 51 100 81 100 38 101 101 101 78 127 127 127 77 141 106 141 66 141 141 141 121 177 177 177 131 178 135 178 90 178 178 178 158 222 222 222 170 7.0 38 22 30 5 38 38 38 17 48 42 48 18 49 28 37 13 50 50 50 30 62 52 62 33 69 37 49 26 69 69 69 49 87 69 87 54 87 46 62 38 87 87 87 67 109 87 109 73 10.653 ksi 33 33 33 33 ALLOWABLE UNIFORM LOAD (PSF) No. 29 .557 0.0 inches.000 DEFL.000 DEFL.557 0.000 DEFL.373 0.61 3. = l/240 DEFL.000 DEFL.520 0. = l/240 DEFL. = l/240 DEFL. = l/180 W11 Fb = 20. = l/240 DEFL.6 6.653 Sn Fy in3/ft 0. = l/180 W11 Fb = 20.000 DEFL.6 89 81 89 29 91 91 91 53 113 113 113 57 116 101 116 46 118 118 118 86 147 147 147 85 164 133 164 79 164 164 164 144 205 205 205 155 206 168 206 107 206 206 206 186 258 258 258 200 7. of Spans 1 2C22 2 3 1 2C20 2 3 1 2C18 2 3 1 2C16 2 3 1 Design Criteria Fb = 20.0 59 43 58 14 60 60 60 37 75 75 75 39 76 54 72 26 78 78 78 58 97 97 97 62 108 71 95 47 108 108 108 88 135 135 135 96 136 90 120 66 136 136 136 116 170 170 170 125 8. = l/240 DEFL.0 47 30 41 9 47 47 47 25 59 57 59 26 60 38 51 18 61 61 61 41 77 72 77 45 86 50 67 35 86 86 86 66 107 95 107 71 107 63 84 49 107 107 107 87 134 119 134 95 9.SECTION PROPERTIES Deck Design Weight Type 2C22 2C20 2C18 2C16 Thick. = l/180 W11 Fb = 20. = l/240 DEFL. = l/180 W11 Fb = 20.) 5.0 31 17 22 3 32 32 32 12 40 31 40 12 40 21 28 9 41 41 41 21 51 39 51 24 57 27 37 20 57 57 57 37 72 52 69 41 72 35 46 30 72 72 72 52 90 65 87 57 NON-COMPOSITE Deck Type W1 is the maximum weight of concrete and deck (W1 in Figure 1 of the SDI Loading Diagrams).0 125 105 125 103 125 105 47 37 127 106 127 106 127 106 66 59 158 133 158 133 158 133 71 63 162 136 162 128 162 136 71 57 164 138 164 138 164 138 105 95 206 173 206 173 206 173 104 93 229 193 219 169 229 193 116 95 229 193 229 193 229 193 190 173 287 241 287 241 287 241 206 186 288 242 277 214 288 242 156 128 288 242 288 242 288 242 268 222 360 302 360 302 360 302 288 238 6.000 DEFL.000 DEFL. = l/180 W11 Fb = 20. = l/180 W11 Fb = 20.0 inches.336 0.704 Sp in3/ft 0. = l/240 DEFL. C.0 4X4-W2.8 9.6 12.058* 0. 5.6 126 115 170 155 209 191 3C16 .2 8.0 6X6-W2.3 4.058* 0.0 11.6 125 185 246 154 229 306 183 273 366 316 400 400 360 400 400 7.6 10.9XW2.I. Superimposed loads are based upon three span conditions and A.9 6” 4X4-W2.8 8. criteria and normal weight concrete. moment coefficients. deduct the weight of the slab from the allowable superimposed uniform loads. Recommended conform types are based upon S.4 8.-in.9 13.10 12.9 (t=3”) 4X4-W4.11 6.8 11.6 8.5 12.10 5.087* 0.9 9.1 11.0 9.10 13.8 9.9 10.10 8.0XW5. If uncoated form deck is used.1 9.9XW2. Load values for single span and double spans are to be reduced.1 4.7 11.6 LW Concrete N=14 110 PCF 2 Span 3 Span 8.0 (t=4 1/2”) 4X4-W5.5 10.4 5.3 9.11 14.11 7.0XW4.6 12.120 0.4 7.3 12.F.11 8.2 11.7 11.6 10.4 8.150 0.0 116 172 230 138 205 275 238 320 392 270 365 400 102 151 202 121 180 242 209 281 345 238 321 395 107 159 214 185 249 306 210 284 350 3C18 96 142 191 165 222 273 188 254 312 148 200 245 168 228 280 134 180 221 152 205 253 10.6 10.W.0XW4.9XW2. 2.5 8.8 12.9 7 1/2” 4X4-W4.1 9. 6. 3.0 11.0 NOTES: 30 1.8 6.1 6.0 9.5 7. 6X6-W2.2 REINFORCED CONCRETE SLAB ALLOWABLE LOADS Total Slab Depth Reinforcement W.I.9XW2.7 5.9 12.6 8.0 8.3 6. As 0.087 0. criterion for temperature and shrinkage.4 5.7 9.0 4X4-W2.4 8.7 6.058* 0.150 6.3 10.11 13.087 0.5 14.0 6X6-W2.0 7.11 13.0XW4.6 9.8 4. CRITERIA) Total Slab Depth NON-COMPOSITE 6” (t=3”) 6 1/2” (t=3 1/2”) 7” (t=4”) 7 1/2” (t=4 1/2”) 8” (t=5”) Deck Type 3C22 3C20 3C18 3C16 3C22 3C20 3C18 3C16 3C22 3C20 3C18 3C16 3C22 3C20 3C18 3C16 3C22 3C20 3C18 3C16 Weight PSF 56 57 57 58 62 63 63 64 68 69 69 70 74 75 75 76 80 81 81 82 NW Concrete N=9 145 PCF 1 Span 2 Span 3 Span 5.0 7.9 10.I. See page 19.7 11.5 11.9XW2.9 (t=4”) 4X4-W4.6 121 163 200 138 186 229 * As does not meet A.10 11.D.0 7.4 10.0 10.7 6.6 6.2 6.11 Weight PSF 43 43 44 45 48 48 49 49 52 53 53 54 57 57 58 59 61 62 62 63 1 Span 6.2 13.2 11.120 0. Superimposed load values in bold type require that mesh be draped.5 5.9 6 1/2” 4X4-W2.087* 0.5 14.6 13.9XW2.10 11.2 12.0XW5. 11.C.6 14.1 9.4 11.) 7.3 11.087 0.10 7.2 13.8 13.1 12.1 6.2 7.7 5.11 7. See page 19.0 8. 4.3 10.6 10.3 C CONFORM MAXIMUM CONSTRUCTION CLEAR SPANS (S.4 7.9 7” 4X4-W2.0 108 160 212 133 198 264 158 235 316 273 368 400 310 400 400 3C20 Superimposed Uniform Load (psf) — 3 Span Condition Clear Span (ft.9 8” 4X4-W4.120 0.9XW2.I.0 12.6 11. Vulcraft’s painted or galvanized form deck can be considered as permanent support in most building applications.9 (t=3 1/2”) 4X4-W4.11 9.9 10.4 11.7 11.10 12.11 8.8 5.7 7.3 7.8 7.120 0.1 13.5 7.8 9.11 8.9 6.11 12.D.120 0.8 9.8 9.9 12.2 5.2 10.9 7.0 (t=5”) 4X4-W5.0XW4.9XW2.2 10.3 10.0XW4. = l/180 W11 Fb = 20.442 0.000 DEFL. = l/240 DEFL.-in. = l/240 DEFL.805 1.0 41 29 38 11 42 42 42 22 53 53 53 25 53 36 48 19 55 55 55 35 68 68 68 38 75 47 63 33 75 75 75 55 93 90 93 60 94 60 80 46 94 94 94 74 117 113 117 80 12.6 45 33 44 12 46 46 46 26 58 58 58 27 57 41 54 21 59 59 59 39 74 74 74 44 81 54 72 37 81 81 81 61 101 101 101 67 102 68 91 51 102 102 102 82 128 128 128 89 12.0358 0. 0. = l/240 DEFL.000 DEFL.000 DEFL.945 1.013 ksi 33 33 33 33 ALLOWABLE UNIFORM LOAD (PSF) No. = l/180 W11 Fb = 20. = l/180 W11 Fb = 20. Minimum interior bearing length required is 5 inches. = l/240 DEFL.000 DEFL. = l/240 DEFL.5 inches.) 7. Minimum exterior bearing length required is 2.0 73 68 73 26 75 75 75 39 94 94 94 40 94 85 94 40 97 97 97 67 121 121 121 62 133 112 133 66 133 133 133 113 166 166 166 122 167 142 167 89 167 167 167 147 208 208 208 158 9.570 0.948 1.590 0.457 0.251 1.580 In in4/ft 0. = l/240 DEFL.760 0.6 139 139 139 47 144 144 144 62 180 180 180 64 180 180 180 71 186 186 186 100 233 233 233 94 254 254 254 139 254 254 254 180 318 318 318 181 320 320 320 182 320 320 320 282 400 400 400 322 Clear Span (ft.6 38 26 34 9 39 39 39 19 49 48 49 22 49 32 42 16 50 50 50 30 63 60 63 34 69 42 56 30 69 69 69 49 86 79 86 53 86 53 71 42 86 86 86 66 108 100 108 72 1 W1 is the maximum weight of concrete and deck (W1 in Figure 1 of the SDI Loading Diagrams). = l/180 W11 Fb = 20. 31 NON-COMPOSITE Deck Type .580 Sp in3/ft 0.58 Ip in4/ft 0.0 49 37 49 14 50 50 50 29 63 63 63 29 63 47 62 24 65 65 65 45 81 81 81 47 89 62 82 41 89 89 89 69 111 111 111 75 112 78 104 56 112 112 112 92 140 140 140 99 11. = l/180 W11 Fb = 20.805 1.000 DEFL.0598 PSF 1. of Spans 1 3C22 2 3 1 3C20 2 3 1 3C18 2 3 1 3C16 2 3 Design Criteria Fb = 20.000 DEFL.84 3. = l/180 W11 Fb = 20.251 1. = l/180 W11 Fb = 20.0 59 50 59 19 61 61 61 34 76 76 76 34 76 62 76 31 79 79 79 58 98 98 98 54 107 82 107 52 107 107 107 87 134 134 134 95 135 104 135 70 135 135 135 115 169 169 169 124 10.0 92 92 92 34 95 95 95 47 119 119 119 48 119 119 119 54 123 123 123 77 154 154 154 72 168 160 168 87 168 168 168 143 210 210 210 143 211 202 211 116 211 211 211 191 264 264 264 205 8.14 2.6 53 43 53 17 55 55 55 31 69 69 69 32 69 54 69 27 71 71 71 51 89 89 89 50 97 71 94 46 97 97 97 77 122 122 122 84 123 89 119 63 123 123 123 103 153 153 153 111 11.0 7.6 82 81 82 31 84 84 84 43 105 105 105 44 105 101 105 47 109 109 109 72 136 136 136 67 149 134 149 76 149 149 149 129 186 186 186 134 187 169 187 101 187 187 187 167 234 234 234 180 9.000 DEFL. = l/240 DEFL. = l/240 DEFL.SECTION PROPERTIES Deck Design Weight Type 3C22 3C20 3C18 3C16 Thick. = l/180 W11 Fb = 20. = l/180 W11 Fb = 20.000 DEFL. = l/180 W11 6.013 Sn Fy in3/ft 0. = l/240 DEFL.000 DEFL. = l/180 W11 Fb = 20.77 2. = l/240 DEFL.6 65 58 65 22 68 68 68 36 84 84 84 37 84 72 84 35 87 87 87 62 109 109 109 58 119 96 119 58 119 119 119 99 149 149 149 107 150 121 150 79 150 150 150 130 187 187 187 140 10.758 0. = l/240 DEFL.0474 0.000 DEFL. = l/180 W11 Fb = 20.0295 0. = l/240 DEFL.6 120 105 120 105 120 105 42 38 124 108 124 108 124 108 56 51 155 135 155 135 155 135 58 52 155 135 155 135 155 135 65 59 161 140 161 140 161 140 91 84 201 175 201 175 201 175 86 79 219 191 219 191 219 191 117 101 219 191 219 191 219 191 166 154 274 239 274 239 274 239 167 154 276 240 276 240 276 240 155 133 276 240 276 240 276 240 256 220 345 300 345 300 345 300 274 237 8.000 DEFL.000 DEFL. with a maximum of 36 ksi (250 MPa).91 1. 2 Uncoated (Black). mm. In.52 0. When unshored galvanized material is used to support a reinforced concrete slab. siding applications. or A653-94 Structural Quality with a minimum yield strength of 33 ksi (230 MPa). the slab load is considered to be permanently carried by the deck. Panel camber and/or sweep: 1/4 inch in 10 foot lengfh (6mm in 3m). storage. 3.0358 0.38 0.014 0.057 0.45 0. 0.2 kN per m).1 The section properties of the steel deck unit shall be computed in accordance with American Iron and Steel Institute. 3. the use of the word "black" does not refer to paint color on the product. Panels end out of square: 1/8 inch per foot of panel width (10 mm per m). G60 (2180) is recommended. Scope NON-COMPOSITE This specification and commentary pertains to the use of noncomposite steel deck as a form for reinforced concrete slabs.045 0.0238 0. The unit design stress shall not exceed the yield strength multiplied by 0.20 1. See Figure 1.43 0.35 0. When uncoated or painted deck is used to support a reinforced concrete slab.2 Deck used as a form for structural (reinforced) concrete slab: 28 26 24 22 20 18 16 Commentary: Most of the "centering" materials are offered in A653-94 grade 80 steel (galvanized) or ASTM A611 grade E (uncoated). D. nor exceed 36 ksi (250 MPa) under the combined loads of wet concrete. most of the steel decking used in the manner that this specification covers. Panel cover width: Minus 3/8 inch (10 mm).0149 0. Materials 2. mm.0179 0. Thickness: Shall not be less than 95% of the design thickness.60 times the yield strength.71 0. deck. 30 ksi (210 MPa) design stress was used for grade E material. this steel has a minimum yield strength of 80 ksi (550 MPa) and is generally over 90 ksi (620 MPa). a minimum galvanized coating conforming to ASTM A653-94.028 0.0598 0.0295 0. The specification is intended to also include these applications. or exposed roofs.034 0. by custom. 3 Painted with a shop coat of primer paint (one or both sides).86 1.023 0. or handling. Specification for the Design of Cold-Formed Steel Structural Members. Design reflect fabrication practices for steel deck products. . Type (gage) 3. various roof deck units have successfully been used as non-composite forms. In the past.57 0. In the past. Commentary: The above tolerances manufactured from steel conforming to ASTM designation A611 Grades C.60. 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. was referred to as "centering: however.0474 0. or E. however. 2.SDI Specifications and Commentary FOR NON-COMPOSITE STEEL FLOOR DECK 1. the AISI specifications now allow a design stress of 36 ksi (250 MPa).2a Stress shall not exceed 0.44 Finishes available are: 1 Galvanized (Conforming to ASTM A924-94 and or ASTM A653-94). The uncoated finish is. plus 3/4 inch (20 mm).2 Tolerances: Panel length: Plus or minus 1/2 inch (12 mm). referred to as "black" by some users and manufacturers. Commentary: This specification is not intended to cover highway bridges (where AASHTO specifications may govern). 2.017 0. Cover width tolerances may vary due to trucking.75 0.60 0. 1986 edition with addenda (AISI Specifications). and the following construction live loads: 20 pounds per square foot (1kPa) uniform load or 150 pound concentrated load on a 1'-0" wide section of deck (2.14 1. 32 3.1 Non-Composite Steel Form Deck: The steel deck units shall be Centering materials are usually available galvanized or uncoated. Design Thickness Minimum Thickness In. 2d Design of the concrete slabs shall be done in accordance with the ACI 318 Building Code. a 1. the reinforcing mesh may be considered to be at the center of the concrete above the deck. the designer should ask the deck manufacturer to check the deck web crippling capacity.5 factor has been applied to the concrete load to cover this condition. 3. If uncoated or painted deck is used as the form. The minimum bearing lengths shall be determined in accordance with the AISI Specification. The concrete cover over the top of the deck shall not be less than 11/2 inches (40 mm). For single span deck applications. and do. If galvanized form is used. On joist framing. If less than 11/2 inches (40 mm) is available for any form deck.SDI Specifications and Commentary Commentary: Form decks made of loading is intended to simulate the sequence of concrete placement. the uniform loading case of wet concrete plus deck plus 20 pounds per square foot (1kPa) construction load shall be used. 3. 3. Randomly distributed fibers or fibrous add mixes shall not be substituted for welded wire fabric tensile reinforcement. Installation & Site Storage 4. 4. Experience has shown that 11/2 inches (40 mm) of bearing is sufficient for these decks. The concrete placement contractor must be made aware of this loading criteria and take care not to exceed them. If temporary shoring is used. whichever is smaller.2 Deck Placement: Place each deck unit on the supporting structural frame. the deck must be adequately attached to the structure to prevent slip off. Commentary: Staggering deck ends is not a recommended practice.2b Calculated form deflection shall be based on the load of the wet concrete (as determined by the design slab thickness) and the steel deck. be sure the appropriate end joint occurs over a top chord angle for proper anchorage. See Figure 3. and shall be limited to L/180 or 3/4 inch (20 mm). the load of the concrete slab must be deducted from the calculated capacity of the reinforced concrete slab. the deck should not be assumed to act compositely with the concrete even though strong chemical bonds can. Commentary: In following the ACI 318 requirements for temperature reinforcement. Adjust to final position with accurately aligned side laps and ends bearing on supporting members and attach immediately. Except for some diaphragm values. ventilated to avoid condensation.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. Minimum bearing shall be 11/2 inches (40 mm) unless otherwise shown. For slabs with total depth of 3 inches (75 mm) or less. In any case. the designer may eliminate the concrete area that is displaced by the deck ribs. yet layout and erection costs are increased. The deck capacity as a form and the load capacity of the noncomposite deck/slab system are not increased by staggering the end joints. develop. 33 NON-COMPOSITE Commentary: The construction .2c. 4. Architectural or other considerations may influence the designer to use a more stringent limit. the load of the slab is considered to be permanently carried by the deck and need not be deducted from the live load. uniformly loaded on all spans. the ability to control the concrete placement may be restricted. the load of the slab must be deducted from the calculated capacity of the reinforced slab regardless of the deck finish. Commentary: The deflection limits of L/180 and 3/4 inches (20 mm) are intended to be minimum requirements. or if high support reactions are expected. See Figure 2. grade E steel may have a radius to thickness ratio not covered by the AISI Specification. Deflection shall be relative to supporting members. Second Edition should be used. Side lap fasteners can be welds.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.1. The five foot (1. but may not be qualified for welding sheet steel.028 inches (0. 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. and is not recommended. Commentary: Gaps are acceptable at butted ends.50 mm) and have a nominal 3/8 inch (12 mm) diameter hole. .SDI Specifications and Commentary FOR NON-COMPOSITE STEEL FLOOR DECK 4.4a Welding: All welding of deck shall be in strict accordance with ANSI/AWS D1.028 inches (0.4 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. it is not the responsibility of the deck manufacturer. or under the provisions of other codes governing the welding of specific products. or other methods approved by the designer. screws. 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. The objective of side lap fastening is to prevent differential sheet deflection during concrete loading. Structural Welding Code-Sheet Steel.0598 inches (16 gage. Weld metal shall penetrate all layers of deck material at end laps and shall have good fusion to the supporting members. In no case should fasteners to the supports be spaced greater than 36 inches (1 m) on center. or as described in ANSI/AWS D1.4 ARE MINIMUM REQUIREMENTS.7 mm).5 m) limit on side lap spacing is based on experience. if applicable. If studs are being welded to the top flange of the beams. the stud welds can be used to replace the puddle welds. If taping of butted ends is requested.7 mm) are stronger with washers.028 inches (0. 1. Welding washers shall be used on all deck units with metal thickness less than 0. Structural Welding Code-Steel. Commentary: This anchorage may be required to provide lateral stability to the top flange of the supporting structural members. Where welding washers are not used. a minimum visible 5/8 inch (15 mm) diameter arc puddle weld shall be used.3 Lapped or Butted Ends: Deck NON-COMPOSITE ends may be either butted or lapped over supports. Welding side laps on thickness less than 0. This shall be done immediately after alignment. of this specification or. fillet welds shall be at least 1 inch (25 mm) long. 34 The deck should be anchored to act as a working platform and to prevent blow off. The most stringent fastening requirements. The SDI Diaphragm Design Manual. Welds on deck less than 0. numbering or sizing of shear connectors is not the responsibility of the deck manufacturer. Commentary: The welder may be qualified under ANSI/AWS D1. therefore preventing side joints from opening. The layout. 4. crimps (button punching). the SDI Diaphragm Design Manual.028 inches (0.7 mm) may cause large burn holes. 4.3. Second Edition. deck sheets should be butted over the supports. If studs are being applied through the deck onto structural steel.3. In general. The frame fastening shown in figure 4 and the side lap fastening of 4. design. Welding washers shall be a minimum thickness of 0. When used. should be used to determine fastening requirements when the deck is designed to resist horizontal loads. stronger welds are obtained on 0. Deck units with spans greater than five feet (1.7 mm) or thicker deck without weld washers. shall be adequately protected by planking or other approved means to avoid overloading and/or damage. design calculations. The cost of repairing. debris. impact loads. if required. 35 . etc. The deck manufacturer may recommend additional fasteners to stabilize the given profile against sideslip of any unfastened ribs. or shoring of damaged units shall be the liability of the trade contractor responsible for the damage. NON-COMPOSITE Mechanical fasteners (powderactuated. the steel deck shall be free of soil. 4. 4.7 Fireproofing: The metal deck manufacturer shall not be responsible for ensuring the bonding of fireproofing. over the supporting structure and spread toward the center of the deck span.5a All deck sheets shall have adequate bearing and fastening to all supports so as not to lose support during construction. or shored to the satisfaction of the designer before placing concrete. pneumatically driven fasteners.4 kPa) without further investigation. or design charts should be submitted by the fastener manufacturer as the basis for obtaining approval. runways shall be planked and the buggies shall only operate on planking. etc.5d Care must be exercised when placing concrete so the deck will not be subjected to any impact that exceeds the design capacity of the deck. Deck areas subject to heavy or repeated traffic. it shall be designed and installed in accordance with the applicable AU code and shall be left in place until the slab attains 75% of its specified compressive strength. 4. Commentary: For temporary construction loads prior to concrete placement. provided the type and spacing of the fasteners satisfy the design criteria. In these cases there are other criteria which must be considered besides those given by the Steel Deck Institute. 4. some of which do not lend themselves to a standard "steel deck" analysis for span and loading.5b The need for temporary shoring shall be investigated and. diaphragm design information and reinforced concrete slab capacities are available from most SDI form deck manufacturers. Damaged deck (sheets containing distortions or deformations caused by construction practices) shall be repaired. standing water. loose mill scale and all other foreign matter.SDI Specifications and Commentary 4. Make sure that this investigation starts with a review of the applicable codes and that any special conditions are included in the design. Adherence of fireproofing materials is dependent on many variables. Planks shall be of adequate stiffness to transfer loads to the steel deck without damaging the deck.6 Information: Commentary: Fire ratings. 4. screws. it should be safe to assume that the deck will support a minimum uniform load of 50 psf (2. Concrete shall be placed from a low level to avoid impact. 4. Deck damage caused by roll bars or careless placement must be avoided. replaced.5 Construction Practice 4. concentrated loads.4b Mechanical Fasteners: Commentary: The allowable load value per fastener used to deter-mine the maximum fastener spacing is based on a minimum structural support thickness of not less than 1/8 inch (3 mm) and on the fastener providing a 5/16 inch (8 mm) diameter minimum bearing surface (fastener head size). in a uniform manner. Documentation in the form of test data. Steel form deck may be used in a variety of ways.5c Prior to concrete placement. replacing. If buggies are used to place the concrete. wheel loads. the deck manufacturer (supplier) is not responsible for the adhesion or adhesive ability of the fireproofing.) are recognized as viable anchoring methods. See Section 4. Fastener pattern C is for deck spans from 4'6" to 8'0". If spans exceed 8'0".4 Anchorage non-composite steel form deck.SDI Specifications and Commentary FIGURE 2 FIGURE 4 Loading Diagrams and Deflections Minimum Fastening Patterns NON-COMPOSITE FIGURE 1 Loading Diagrams and Bending Moments FIGURE 3 Form Deck Typical Slabs Intermediate side lap attachments not shown. Note: Fastener patterns A and B are for deck spans up to 4'6". fastener should be placed so that the average spacing (at supports) is not more than 12”. 36 . 75)2] 12 + M = 2855 in.094 x 45 x (4.20 x 150 x 4. consult manufacturer's catalog).3 37 . + M = [0.000 psi 1. Positive Bending NON-COMPOSITE 1. 5.000 = 0. All sheets of deck can span three or more supports.75 + 0.2375 in.75)2 (12) —M = 2059 in.20 Pl+ .117(W1+W2) l2(12)= . Structural Quality.1 Concrete slab is 4" total thickness-150 pcf concrete. Construction Loads (to find concrete weight. fy= 80.c.4 7. ∆ = 0. Section Moduli —S (required) = 2059/36. tbs. 6. 2.000 psi f = 36. 1.75 ft.039 in.75)4 1728 29.). Deck is to be used as a permanent form for a reinforced concrete slab. grade E steel conforming to ASTM-A653.0069W1 l4(1728) El Ι = .5 x 106 x .057 in.117 (45 + 20) (4. 4 . Ibs. Specify the form section properties based on the following conditions: 1.75 x 12/240 = 0.4 For architectural considerations.2 Deck to be used is nominal 1 3/8" deep.2375 Ι (required) = 0. ∆ = l/240 = 4. Designer should specify deck based on these properties or specify the performance requirements. with 3" flange width (clear span = 4. Negative Bending —M=.3 + S (required) = 2855/36. Concrete weight (typical) 43 psf Deck weight (estimated) 2 psf Total wet load (W1) 45 psf 3. Summary.079 in. Calculate Required Ι.SDI Non-Composite Steel Form Deck Design Example DESIGN EXAMPLE 1.3 Joists at 5'-0" o.000 = 0.0069 (45) (4. the wet load deflection is to be limited to L/240 of the span.094 W1l2] 12 + M = [0. If ground storage is needed. Bundles must be protected against condensation with a ventilated waterproof covering. C. profiles. B. B. 1. Product Data for each type of decking specified. 1. Related Sections a. 2.3 Submittals A. deformation. and.] A. This section pertains to noncomposite steel form deck. Protect steel deck from corrosion. the deck bundles must be stored off the ground. Sheet steel for deck and accessories shall conform to ASTM A653-94 Structural Quality.1 A manufacturer offering deck products to be incorporated into the work must be a member of the Steel Deck Institute. qualification tests for welding processes involved. Welder Certificates signed by Contractor. with one end elevated to provide drainage. The deck shall be _________ with a minimum metal thickness of ______. or if mechanical fasteners are used. are the bundles to be placed on unbolted frames or on unattached and/or unbridged joist. certifying that welders comply with requirements specified under "Quality Assurance" Article. anchorage details. 2. 2. PART 2-PRODUCTS 2. or D. 3. certifying the supplied products comply with specified requirements. American Iron and Steel Institute (AISI). has undergone recertification. sliding. Codes and Standards: Comply with applicable provisions of the following specifications: 1. B. Deck bundles placed on the building frame must be placed near a main supporting beam at a column or wall. apply to this section.3 Structural Welding Code/Sheet Steel). Certify that each welder has satisfactorily passed A. General: Submit each item in this Article according to the conditions of the Contract and Division 1 Specification Sections. Steel Deck institute (SDI). 3. Sheet steel for deck and accessories shall conform to ASTM A611 with a minimum yield strength of 33 ksi (230 MPa). if applicable.S. and other damage during delivery.4 Quality Assurance A. C . American Welding Society (ANSI/AWS D1.2 Summary B. or . Division 3 Section "Cast In Place Concrete" for concrete fill and reinforcing steel. and finishes. or B.SDI Short Form Specifications FOR NON-COMPOSITE FORM DECK PART l-GENERAL NON-COMPOSITE 1. rolling. Drawings and General Provisions of the Contract.W. storage and handling. 1. Division 5 Section "Structural Steel" for structural steel supporting the deck. shifting or material damage.1 Related Documents A. D. Product Certificates (if required) signed by the manufacturer of the steel deck. The deck type and thickness shall be as shown on the plans. b. In no case. Storage. C. minimum yield strength of 33 ksi(230 MPa). 1. The structural frame must be properly braced to receive the bundles. Shop Drawings showing location of deck units. and Handling A. including dimensions of individual components. including General and Supplementary Conditions and Division 1 Specification Sections. Bundles must be periodically checked for tightness and retightened as necessary so wind cannot loosen sheets. Galvanizing shall conform to ASTM A924-94 with a minimum coating class of G60 (Z180) as defined in A653-94.5 Delivery. and other information required for a thorough review. test reports from a qualified independent testing agency evidencing compliance of mechanical fasteners with requirements based on comprehensive testing. 1. 38 E.2 Materials [The specifier must choose the appropriate section(s) and eliminate those not applicable. Bundles must be stacked so there is no danger of tipping. Division 7 section "Insulating Fill". Related Sections 1. F. if required.3 Accessories A. Place deck panels on structural supports and adjust to final position with ends aligned. Trades that subsequently cut unscheduled openings through the deck are responsible for reinforcing the openings. Attach firmly to the supports immediately after placement in order to form a safe working platform. and Z closures to deck to provide tight fitting closures at open ends of ribs and sides of decking.S.7 mm) weld deck through manufacturer's standard welding washers with the weld pattern shown on the design drawings. or screws may be used in lieu of welding to fasten deck to supporting framing. General a. 3. 3. 4.5 inches (40 mm).EXECUTION 3. rules for erection must be followed.H. before placing deck panels. PART 3 . cover plates.2 Preparation A.028 inches (22 gage. crimp or button punch. 2. Pour stops. 0. b. E. B. Form Deck A. Mechanical fasteners. Whenever possible.7 mm) use 5/8 inch (15 mm) minimum visible diameter welds with the weld pattern shown on the design drawings. Fasten column closures. Fasten side laps and perimeter edges of units between supports at intervals not exceeding 36 inches (1 m) on center. B. 1. either powder actuated or pneumatically driven. Locate deck bundles to prevent overloading of support members. Fasten cell closures at changes of direction of deck units unless otherwise directed. end closures. Cut and neatly fit deck units and accessories around openings and other work projecting through or adjacent to the decking. C.A. Before concrete placement. dents. Install deck ends over supports with a minimum end bearing of 1. Install temporary shoring. The deck shall be selected to 2. Do not place deck panels on concrete support structure until concrete has cured and is dry. arc puddle welds—5/8 inch (15 mm) minimum visible diameter or 1 inch (25 mm) long fillet welds. or fillet welds of equal strength. Mechanical fasteners or welds are acceptable for accessory attachments. 0. A. Anchor deck units to steel supporting members by arc spot puddle welds of the following diameter and spacing. Place deck in accordance with approved placement plans. B. Fasten pour stops and girder fillers to supporting structure according to the manufacturers recommendations. C. and girder fillers shall be the type required by the Steel Deck Institute. Install deck panels and accessories according to Steel Deck Institute specifications and recommendations.028 inches (22 gage. using one of the following methods: NON-COMPOSITE provide the load capacities shown on the drawings and as determined using the Steel Deck Institute construction loading criteria. c. column closures. 3. the deck shall be inspected for tears. the deck shall be multi-span and not require shoring during the concrete placement procedure. and in accordance with the placement plans. and requirements of this Section. B. C. 3.3 Installation. #10 self drilling screws.5 Repairs A. D. For deck units with metal thickness less than 0. cell closures.4 Installation. The need for the repair or temporary shoring of the damaged deck shall be determined. 39 . provided they have been specifically approved. or other damage that may prevent the deck from acting as a tight and substantial form.1 Examine support framing and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance of work of this section. 3. For deck units with metal thickness equal to or greater than 0.SDI Short Form Specifications FOR NON-COMPOSITE FORM DECK E. All O. D. 1.6C. 1. NOTES: 1.5C 0.5C 0.1. 1. 1. 1.5C 0.0C. 1.0C. 1.5.3 Hr. 1. 1.5.2.5C 0.5C 0. 1.6C.3C.6C. 1.6C. 1. 1.1.3C. 1. 1.6C. 1.6C.5.5C Cementitious NON-COMPOSITE 1 Hr.5C 0.1. 2 Hr.5C 0. 1. 1. 3 Hr.5C 0.0C.5C 0. 1.2.2 Hr.5. 1. 1.5.5C 0.0C. 1.3C.6C.5.5C 0.5.3C. 3.3C. 1.6C.6C. 1. Cementitious 2 1/2" NW&LW 2 3/4" NW&LW Sprayed Fiber 2 1/2" NW&LW 2 3/4" NW&LW Concealed Grid 2 1/2" NW Exposed Grid 2 1/2" NW Gypsum Board 3" NW 2" NW 2 1/2" NW&LW 2 Hr.5C 0.5C 0.0C.3C. 1.0C. 1.0C. 1. 1. 1. 1. 1. Deck finish shall be galvanized or painted. 1.5C 0.5C 0.3C.0C.3C. 1. 1.5. 1. 1.0C. 1. 1.5C 0.2 Hr. 1.0C.1.5.3C.3C. 1.6C. 1.5C 0.0C.6C.5C 0. 1.0C.5C 0.3C.0C. 1.1. 1. 1.3 Hr. 1. 1. 1. 3 Hr. 1.5C 0.1. 1.1.5C 0.3C. 2.3C.5C 0. 1.0C.0C. 1. 1.2 Hr.5. 1.6C. 1. 1. 1.& G5-. 1.5.2. 1.3C.1.2.0C.6C.1.1.5.6C.2 Hr.3C.6C. + Denotes deck finish is not critical when used in G0--.6C. 1.5C 0.2 Hr. 1.5.6C.0C. 1.2 Hr.5.5.FLOOR-CEILING ASSEMBLIES WITH FORM DECKS Restrained Assembly Rating Type of Protection Concrete Thickness & Type (1) U.1.0C.6C. 1.5C 0. 1.6C.3 Hr. 1.2 Hr.5.3C. 1.2 Hr.5C 0. 1. 2 1/2" NW Cementitious 2 1/2" NW&LW 2 3/4" NW&LW Sprayed Fiber Concealed Grid 2 1/2" NW&LW 2 3/4" NW&LW 3 1/4" NW 3 1/2" NW 3 1/4" NW Exposed Grid 3 1/2" NW Gypsum Board 3 1/4" NW&LW Cementitious 2 3/4" NW&LW Sprayed Fiber 2 3/4" NW&LW 3 Hr. 1.0C. 1.1. 1. in. 1.5. 1. 1. 1. 1. 1.3 Hr. 1. 1.3C.3 Hr. 40 Unrestrained Beam Rating 1. 1.1. 1.6C.5C 0. 1.3 Hr. Concrete thickness is thickness of slab above deck.3C. 1.6C. 1.2 Hr. 1.5.6C. 2 Hr.3C.0C.3C. 1.2 Hr. 1.3C.2.5C 0.5C 0. 1.3C.6C.0C. 1.6C. 1. 1. 1.2. 1.3C. 1.6C. 1.6C.0C. 1. 1. 1.0C. 1.2 Hr.5.0C.5.3C.1. 1. 1.5C 0.3C.3C. 1. Deck finish shall be galvanized unless noted otherwise. 1. 1. 1. 1. 1.1. 1.6C. 1.0C.0C.1. 1. 1.3C.5C 0.5.0C.3 Hr.5. 1. 1. 1. 1.0C. 1. 1.3 Hr.6C. 1. 1.6C.0C.3C.3C.6C. G2-.3C.3C.5C 0.5C 0.5C 0.2.3C. 1.6C.0C. 3 Hr. 1.5.3C.5C 0. 1.1.2 Hr.6C. 1. 1.0C. 1.0C. 1. 1. 1. 1.0C.L.3C.3C. 1.6C. 1.6C. 1.6C.0C.6C. 1. 3 Hr.2 Hr. 1.2. 3 Hr.2 Hr. 1.1.3C. 1. Design No.5C 0. 1.0C. 1.5C 0.5C 0.2 Hr.2 Hr.0C.2 Hr.0C.3C. 1. 1. . 1. 1. 1.3C.5C 0.5C 0.5.5. 1.3C.3C.0C. 1.5C 0. 1. 2 1/2" NW&LW 2 3/4" NW&LW Sprayed Fiber 2 1/2" NW&LW 2 3/4" NW&LW 2" NW Exposed Grid 2 1/2" NW Gypsum Board 3" NW 2" NW&LW 11/2 Hr.2 Hr.3C. 1.0C. 1.3 Hr. 1.6C.3 Hr. 1. (2.5C 0. 1. 3 Hr. 3 Hr.3 Hr. 1.1.2 Hr. 1.6C.5.3C.2.3C. 1. 2. 1.2 Hr.Series designs.5.2. 1. 1.6C.5. 1. 1. 1.2 Hr.6C.0C.0C. 1. 1. 1.6C.0C.5C 0.5.6C.3 Hr.5C 0. 1. 1.0C. 1.1. 1.0C.3C.6C.3 Hr.2.6C.2.L.5C 0.3C.2. 1. "Fire Resistance Directory" for the necessary construction details. 1. 1. 1. 1.0C.3 Hr. Refer to the U.6C.5C 0.3) Type of Form Deck Exposed Grid 2 1/2" NW G256 + G701 G705 G702 G801 G804 G802 G229 + G228 + G243 + G213 + G502 + G701 G705 G702 G801 G804 G802 G023 + G031 + G036 + G227 + G228 + G229 + G243 + G256 + G213 + G505 + G529 + G514 + G523 + G701 G705 G702 G801 G804 G802 G036 + G033 + G229 + G213 + G256 + G529 + G701 G705 G801 0. 1.6C.5.5.0C.3C. NON-COMPOSITE & COMPOSITE DECK DETAILS Hanger Tab Max. Load 60 lbs. per Tab #12 Wire Minimum COMPOSITE 41 . ) 8’-0 8’-6 9’-0 9’-6 10’-0 154 141 130 120 111 163 150 138 127 118 171 157 144 133 124 186 171 157 145 134 199 182 168 156 142 221 183 169 157 145 221 205 169 156 145 179 164 151 139 129 190 174 160 148 137 198 182 167 155 143 215 197 182 168 156 229 211 194 180 167 230 211 195 180 168 255 211 194 180 167 205 188 173 159 147 217 199 183 169 157 227 208 192 177 164 246 226 208 193 179 262 241 222 206 191 263 241 223 206 191 262 240 222 205 190 232 213 195 180 167 246 225 207 191 177 257 236 217 200 186 278 255 235 218 202 297 272 251 233 216 297 273 251 233 216 295 271 250 232 215 260 238 219 202 187 275 252 232 214 198 287 263 243 224 208 311 286 263 243 226 332 305 281 260 241 332 305 281 260 242 330 303 279 259 240 288 263 242 223 207 304 279 257 237 220 318 292 269 248 230 344 316 291 270 250 367 337 311 288 267 367 337 311 288 267 365 335 309 286 266 Notes: 1.5VL16 Thick.288 0.335 0.49 2.5VL22 6” 1.5VL21 1.5VL21 1. Minimum exterior bearing length required is 1.5VL21 1.5VL16 1.5VL16 SDI Max.5VL21 1.5VL22 5” 1. Such loads often result from concentrated. 2. 3.5VL19 1.5VL22 4 1/2” 1.0538 0.5VL18 33 PSF 1.215 0.0295 0.209 0.54 Ip in4/Ft In in4/Ft Fy= 40 KSI Sp Sn in3/Ft in3/Ft 0.174 0.5VL20 (t=2 1/2”) 1.178 0. should be evaluated.295 0.5VL16 1.5VL18 51 PSF 1.274 0.373 0.5VL20 (t=3 1/2”) 1.327 0.5VL19 1.315 0.282 0.5VL22 5 1/2” 1.1.331 0.182 0.5VL17 1.-in.371 0. dynamic. concrete creep.19 3.0418 0. Inquire about material availability of 17. All fire rated assemblies are subject to an upper live load limit of 250 psf.5VL20 1.411 (N=9) NORMAL WEIGHT CONCRETE (145 PCF) COMPOSITE Total Slab Depth Deck Type 1.5VL20 (t=2”) 1.5VL18 45 PSF 1.5VL21 1.5VL21 1.5VL19 1.5VL16 1.5VL19 1.14 2.373 0.5VL17 1.5VL17 1.5VL17 1.5VL20 (t=3”) 1.5VL19 1. VLI VL STEEL SECTION PROPERTIES VLI Deck Design Weight Type 1.5VL17 1.97 2.404 0.195 0.5VL16 1. PSF Clear Span (ft.0 inches. 19 & 21 gage.5VL18 63 PSF 1.5 inches.186 0.5VL18 39 PSF 1.5 VL.361 0.82 3. Unshored Clear Span 1 Span 2 Span 3 Span 5’-2 6’-11 7’-0 5’-9 7’-8 7’-9 6’-2 8’-3 8’-4 6’-10 9’-2 9’-4 7’-6 9’-11 10’-2 8’-2 10’-6 10’-10 8’-8 11’-0 11’-5 4’-11 6’-6 6’-7 5’-5 7’-3 7’-4 5’-10 7’-9 7’-11 6’-6 8’-8 8’-10 7’-1 9’-5 9’-7 7’-8 10’-0 10’-4 8’-2 10’-6 10’-10 4’-8 6’-3 6’-4 5’-2 6’-11 7’-0 5’-6 7’-5 7’-6 6’-2 8’-3 8’-4 6’-8 8’-11 9’-2 7’-3 9’-6 9’-10 7’-9 10’-0 10’-4 4’-6 6’-0 6’-1 4’-11 6’-8 6’-9 5’-3 7’-1 7’-2 5’-10 7’-11 8’-0 6’-4 8’-7 8’-9 6’-11 9’-1 9’-5 7’-4 9’-7 9’-10 4’-4 5’-9 5’-10 4’-9 6’-5 6’-6 5’-1 6’-10 6’-11 5’-7 7’-7 7’-8 6’-1 8’-3 8’-4 6’-7 8’-9 9’-0 7’-1 9’-2 9’-6 4’-2 5’-7 5’-8 4’-7 6’-2 6’-3 4’-10 6’-7 6’-8 5’-5 7’-4 7’-5 5’-10 7’-11 8’-1 6’-4 8’-5 8’-8 6’-9 8’-10 9’-2 5’-0 314 331 345 372 395 397 397 342 385 400 400 400 400 400 392 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 5’-6 259 294 306 330 351 353 353 301 318 356 383 400 400 400 345 364 400 400 400 400 400 391 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6’-0 230 243 275 296 315 316 316 267 283 295 344 365 366 365 307 324 338 393 400 400 400 347 366 382 400 400 400 400 388 400 400 400 400 400 400 400 400 400 400 400 400 400 6’-6 206 218 228 268 285 286 286 240 253 264 311 330 331 330 275 290 303 328 378 378 377 311 328 343 370 394 400 400 348 367 383 400 400 400 400 385 400 400 400 400 400 400 7’-0 186 197 206 223 260 261 261 216 229 239 259 301 302 301 248 262 274 296 315 345 344 280 297 310 335 356 357 388 314 332 346 374 399 399 400 347 367 383 400 400 400 400 7’-6 169 179 187 203 238 239 239 196 208 217 235 251 277 276 225 238 249 269 287 287 315 254 269 281 304 324 325 323 285 301 315 340 363 363 361 315 334 348 377 400 400 399 Superimposed Live Load. etc.260 0. 0. Always contact Vulcraft when using loads in excess of 200 psf.205 0.5VL22 4” 1.0358 0.0329 0. 42 10’-6 100 104 108 116 123 131 135 119 127 133 145 156 156 155 137 145 152 166 178 178 177 155 164 172 188 201 201 200 173 184 193 210 225 225 224 191 204 214 233 249 249 248 11’-0 87 91 94 101 107 114 119 111 118 124 135 145 146 145 127 135 142 155 166 166 165 143 153 160 175 187 188 187 160 171 179 196 210 210 209 178 189 199 217 232 232 231 11’-6 76 80 82 88 94 99 105 103 110 116 126 136 136 136 118 126 132 145 155 155 155 133 142 150 163 175 176 175 149 159 167 183 196 196 195 165 176 185 202 217 217 216 12’-0 67 70 73 78 82 87 92 96 102 108 115 122 128 127 110 117 123 135 145 146 145 124 133 140 153 164 164 164 139 148 156 171 183 184 183 154 164 173 189 203 204 202 .5VL21 1.5VL22 1.5VL19 1.5VL16 1.222 0.5VL18 1.78 1.5VL17 1.5VL17 1.5VL18 57 PSF 1. If these minimum lengths are not provided.0598 PSF 1.0474 0. 4.239 0.150 0.5VL19 1.5VL20 (t=4 1/2”) 1.240 0.5VL20 (t=4”) 1. or long term load cases for which reductions due to bond breakage. web crippling must be checked.5VL22 3 1/2” 1.231 0. Minimum interior bearing length required is 3. 5VL18 1.5 inches.5VL21 1.1xW2. Always contact Vulcraft when using loads in excess of 200 psf.5VL21 1.5VL17 1.4xW1.314 4 3/4" 5" 1. concrete creep.377 1. or long term load cases for which reductions due to bond breakage.5VL16 1.5VL17 1. Concrete Volume Slab Yds./ Cu. PSF Clear Span (ft.5VL19 1.5VL21 1. 3. web crippling must be checked.) 8’-6 9’-0 9’-6 10’-0 124 105 89 76 130 110 93 80 135 114 97 83 145 122 104 89 153 129 110 94 163 137 116 100 171 144 122 105 148 136 126 113 157 145 134 119 164 151 140 123 178 164 152 131 189 175 162 139 190 175 163 147 209 195 162 151 170 156 145 134 180 166 153 142 188 173 160 149 203 188 174 162 217 200 186 173 217 200 186 173 239 199 185 172 181 167 154 143 191 177 163 152 200 185 171 159 216 200 185 172 231 213 198 184 231 213 198 184 230 212 197 183 192 177 164 152 203 188 174 161 212 196 181 168 230 212 197 183 245 226 210 195 245 226 210 195 244 225 209 194 227 209 193 179 240 221 205 190 250 231 214 199 271 250 232 215 289 267 247 230 289 267 247 230 287 265 246 229 10’-6 66 69 72 77 81 86 91 98 102 106 113 120 127 134 125 132 139 151 161 161 160 133 141 148 160 171 171 171 141 150 157 170 182 182 181 166 177 185 201 214 214 213 11’-0 57 60 62 67 71 75 79 85 89 92 99 104 111 116 116 123 129 140 147 151 150 124 132 138 150 160 160 159 131 140 146 159 170 170 169 155 165 172 187 200 200 199 11’-6 50 53 54 58 62 66 69 75 78 81 86 91 97 102 106 111 114 122 129 137 140 116 123 129 140 150 150 149 123 131 137 149 159 159 159 145 154 161 175 188 188 187 12’-0 44 46 48 51 54 58 61 66 69 71 76 80 85 90 93 97 101 107 114 120 126 108 114 118 126 133 141 140 115 122 128 140 150 150 149 135 144 151 165 176 176 175 Notes: 1.5VL20 1.-in.5VL18 1.SLAB INFORMATION Total Theo.5VL17 1. Unshored Clear Span 1 Span 2 Span 3 Span 5’-7 7’-5 7’-6 6’-3 8’-3 8’-5 6’-8 8’-11 9’-0 7’-6 10’-0 10’-1 8’-2 10’-8 11’-0 8’-11 11’-4 11’-8 9’-6 11’-10 12’-3 5’-4 7’-1 7’-2 5’-11 7’-11 8’-0 6’-4 8’-5 8’-7 7’-1 9’-6 9’-7 7’-9 10’-2 10’-6 8’-5 10’-10 11’-2 9’-0 11’-4 11’-9 5’-1 6’-9 6’-10 5’-8 7’-7 7’-8 6’-0 8’-1 8’-2 6’-9 9’-0 9’-2 7’-4 9’-9 10’-0 8’-0 10’-4 10’-8 8’-6 10’-10 11’-3 5’-0 6’-8 6’-9 5’-6 7’-5 7’-6 5’-11 7’-11 8’-0 6’-7 8’-10 8’-11 7’-2 9’-7 9’-9 7’-9 10’-2 10’-6 8’-4 10’-8 11’-0 4’-11 6’-6 6’-7 5’-5 7’-3 7’-4 5’-9 7’-9 7’-10 6’-5 8’-8 8’-9 7’-0 9’-4 9’-7 7’-7 9’-11 10’-3 8’-2 10’-5 10’-9 4’-7 6’-2 6’-3 5’-2 6’-11 7’-0 5’-6 7’-4 7’-5 6’-1 8’-2 8’-4 6’-7 8’-10 9’-1 7’-2 9’-5 9’-9 7’-8 9’-11 10’-3 5’-0 278 293 305 329 350 352 352 324 341 355 382 400 400 400 372 391 400 400 400 400 400 396 400 400 400 400 400 400 397 400 400 400 400 400 400 400 400 400 400 400 400 400 5’-6 247 260 271 292 311 312 312 269 303 315 339 360 361 360 309 347 361 388 400 400 400 329 370 385 400 400 400 400 350 369 400 400 400 400 400 400 400 400 400 400 400 400 6’-0 206 233 243 262 279 280 280 239 253 283 304 323 324 323 275 290 324 348 369 370 369 293 309 322 371 393 394 392 311 328 342 394 400 400 400 367 387 400 400 400 400 400 6’-6 185 195 220 237 252 253 253 215 227 237 275 292 293 292 246 260 272 315 334 335 334 263 277 289 336 356 356 355 279 295 307 332 378 378 377 329 347 362 391 400 400 400 7’-0 167 177 185 216 230 231 231 194 205 214 251 266 267 266 223 235 246 265 305 305 304 237 251 262 283 324 325 324 252 266 278 300 344 345 343 297 314 327 354 376 400 400 7’-6 152 161 168 198 211 212 212 177 187 195 211 244 245 244 202 214 223 242 257 280 279 216 228 238 257 274 298 297 229 242 253 273 291 316 315 270 286 298 322 343 343 371 8’-0 139 147 154 167 184 195 195 161 171 178 193 206 226 225 185 196 204 221 236 258 257 197 208 218 235 251 251 274 209 221 231 250 266 266 291 247 261 272 295 314 314 312 Superimposed Live Load. Minimum exterior bearing length required is 1. should be evaluated.4xW1.1xW2.1xW2.5VL20 1.4 6x6-W2.5VL22 1.5VL17 1.16 0.5VL22 1. etc.5VL20 1.5VL16 .5VL18 1.5VL17 1.210 4" 0. Sq.47 0.5VL19 1.78 0.5VL19 1.5VL20 1. Ft.335 51/ 2" 1. 2. dynamic.40 0. Ft. Inquire about material availability of 17.5VL21 1.5VL16 1.5VL18 1.5VL20 1. 31/ 2 " 0.5VL17 1.5VL22 1.55 0.418 Recommended Welded Wire Fabric 6x6-W1. Minimum interior bearing length required is 3.5VL22 1.1 (N=14) LIGHTWEIGHT CONCRETE (110 PCF) Total Slab Depth 3 1/2” (t=2”) 26 PSF 4” 30 PSF 4 1/2” (t=3”) 35 PSF 4 3/4” (t=3 1/4”) 37 PSF 5” (t=3 1/2”) 39 PSF 5 3/4” (t=4 1/4”) 46 PSF SDI Max. Such loads often result from concentrated. All fire rated assemblies are subject to an upper live load limit of 250 psf./ Depth 100 Sq. 4.09 0.5VL21 1.4xW1.5VL16 1.24 0.4xW1. 19 & 21 gage.5VL18 1.1 6x6-W2.5VL16 1. 43 COMPOSITE (t=2 1/2”) Deck Type 1. If these minimum lengths are not provided.294 1.4 6x6-W1. Ft.5VL20 1.0 inches.5VL22 1.398 5 3/4" 6" 1.5VL22 1.4 6x6-W1.93 0.5VL19 1.5VL18 1.5VL21 1.1xW2.5VL19 1.5VL19 1.1 6x6-W2.252 41/ 2" 1.4 6x6-W1.1 6x6-W2.5VL16 1. 5VLR21 1.5VLR19 1.239 0. dynamic.49 2.5VLR22 5 1/2” 1.5VLR22 5” 1.5VLR20 (t=4 1/2”) 1.5VLR16 1.371 0.5VLR16 1.5VLR21 1.5VLR17 1.5VLR20 1.5VLR21 1.222 0.5VLR22 1. Minimum exterior bearing length required is 1.231 0.0538 0.0418 0.327 0. Always contact Vulcraft when using loads in excess of 200 psf.282 0.5 inches.5VLR19 1.240 0.-in. etc.215 0.404 (N=9) NORMAL WEIGHT CONCRETE (145 PCF) COMPOSITE Total Slab Depth Deck Type 1.54 Ip in4/Ft In in4/Ft Fy= 40 KSI Sp Sn in3/Ft in3/Ft 0. 44 10’-6 100 104 108 116 123 131 132 116 124 130 142 152 153 152 133 142 149 163 174 175 174 151 161 169 184 198 198 197 170 181 190 207 221 221 220 188 201 210 229 245 246 244 11’-0 87 91 94 101 107 114 119 108 115 121 132 142 142 142 124 132 139 151 162 163 162 140 150 157 172 184 184 183 157 168 176 192 206 206 205 175 186 196 213 229 229 228 11’-6 76 80 82 88 94 99 105 100 107 112 123 132 133 132 115 123 129 141 152 152 151 130 139 146 160 172 172 171 146 156 164 179 193 193 192 162 173 182 199 214 214 213 12’-0 67 70 73 78 82 87 92 92 99 105 115 122 124 124 107 114 120 132 142 142 141 121 130 136 149 161 161 160 136 145 153 168 180 180 179 151 161 170 186 200 200 199 .5VLR18 1.5VLR22 6” 1.) 8’-6 9’-0 9’-6 10’-0 138 127 117 108 147 135 124 115 154 141 130 120 167 154 142 132 179 165 152 141 180 166 153 142 180 165 153 142 161 148 136 125 171 157 144 134 179 164 151 140 194 179 165 153 207 191 177 164 208 192 177 164 207 191 176 163 185 170 156 144 196 180 166 153 205 188 174 161 223 205 189 175 238 219 202 188 238 219 203 188 237 218 202 187 209 192 177 164 222 204 188 174 232 214 197 182 252 232 214 199 269 248 229 212 269 248 229 213 268 247 228 212 235 216 199 183 249 229 211 195 260 239 221 204 282 260 240 222 301 278 257 238 301 278 257 238 300 276 255 237 260 239 220 204 276 254 234 216 289 265 245 227 313 288 266 247 334 308 285 264 334 308 285 264 332 306 283 262 Notes: 1.373 0.195 0.5VLR17 1.315 0.274 0.14 2.5VLR22 4 1/2” 1.5VLR21 1.5VLR20 (t=4”) 1. should be evaluated. concrete creep.0329 0.0358 0.5VLR17 1.5VLR20 (t=2”) 1.182 0.0598 PSF 1.178 0. 4.5VLR18 44 PSF 1. 19 & 21 gage.335 0.174 0. PSF Clear Span (ft. Such loads often result from concentrated.5VLR17 1.19 3.260 0.5VLR19 1.5VLR16 1 Span 5’-1 5’-7 6’-0 6’-9 7’-3 7’-10 8’-4 4’-10 5’-4 5’-8 6’-5 6’-11 7’-5 7’-11 4’-8 5’-1 5’-5 6’-1 6’-7 7’-1 7’-6 4’-5 4’-10 5’-3 5’-10 6’-3 6’-9 7’-2 4’-3 4’-8 5’-0 5’-7 6’-0 6’-6 6’-11 4’-2 4’-6 4’-10 5’-5 5’-10 6’-3 6’-8 SDI Max.5VLR20 (t=2 1/2”) 1.5VLR17 1.0474 0.5 VLR Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 STEEL SECTION PROPERTIES Deck Design Weight Type 1.5VLR21 1.411 0. If these minimum lengths are not provided. or long term load cases for which reductions due to bond breakage.5VLR20 (t=3”) 1.5VLR18 38 PSF 1.0295 0. Minimum interior bearing length required is 3.150 0. 3.5VLR19 1. All fire rated assemblies are subject to an upper live load limit of 250 psf.82 3.78 1. web crippling must be checked.205 0. Inquire about material availability of 17.5VLR19 1. 0.5VLR18 68 PSF 1. 2.5VLR18 56 PSF 1.5VLR16 1.5VLR21 1.361 0.5VLR16 Thick.5VLR18 50 PSF 1.331 0.5VLR17 1.5VLR16 1.5VLR18 62 PSF 1.5VLR17 1.5VLR19 1.1.5VLR20 (t=3 1/2”) 1.5VLR19 1.5VLR22 3 1/2” 1.209 0.373 0.0 inches.186 0.288 0.97 2.5VLR22 4” 1.5VLR16 1.295 0.5VLR21 1. Unshored Clear Span 2 Span 3 Span 6’-9 6’-10 7’-6 7’-7 8’-0 8’-2 8’-8 9’-0 9’-3 9’-7 9’-11 10’-3 10’-5 10’-10 6’-6 6’-7 7’-2 7’-3 7’-7 7’-9 8’-3 8’-7 8’-10 9’-2 9’-5 9’-9 9’-11 10’-3 6’-2 6’-3 6’-10 6’-11 7’-3 7’-5 7’-11 8’-2 8’-5 8’-9 9’-0 9’-4 9’-6 9’-10 6’-0 6’-1 6’-7 6’-8 7’-0 7’-1 7’-7 7’-10 8’-1 8’-5 8’-8 8’-11 9’-2 9’-5 5’-9 5’-10 6’-4 6’-5 6’-9 6’-10 7’-4 7’-7 7’-10 8’-1 8’-4 8’-7 8’-10 9’-1 5’-7 5’-8 6’-1 6’-2 6’-6 6’-8 7’-1 7’-3 7’-6 7’-10 8’-1 8’-4 8’-6 8’-9 5’-0 314 331 345 372 395 397 397 339 385 400 400 400 400 400 389 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 5’-6 255 294 306 330 351 353 353 298 315 356 383 400 400 400 342 361 377 400 400 400 400 387 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6’-0 227 240 275 296 315 316 316 264 279 292 344 365 366 365 303 321 335 393 400 400 400 344 363 379 400 400 400 400 385 400 400 400 400 400 400 400 400 400 400 400 400 400 6’-6 203 215 225 268 285 286 286 236 250 261 283 330 331 330 271 287 300 324 378 378 377 308 325 339 367 391 400 400 344 364 380 400 400 400 400 382 400 400 400 400 400 400 7’-0 183 194 203 220 260 261 261 213 225 236 255 272 302 301 245 259 270 293 312 345 344 277 293 306 331 353 353 388 310 328 343 371 395 395 393 344 364 380 400 400 400 400 7’-6 166 176 184 200 214 239 239 193 204 214 232 248 248 276 222 235 245 266 284 284 315 251 266 278 301 321 321 320 281 298 311 337 359 359 357 312 330 345 374 398 398 396 8’-0 151 160 168 182 195 196 221 176 186 195 212 226 227 226 202 214 224 243 259 259 258 229 243 253 275 293 293 292 256 272 284 308 328 328 327 284 301 315 341 364 364 362 Superimposed Live Load. 5VLR22 1.5VLR17 1. dynamic.30 0. etc.5VLR17 1.4 6x6-W1.91 0.5 inches.5VLR20 1.350 4 3/4" 5" 1. Sq.5VLR16 1. 45 COMPOSITE 4” Deck Type 1. PSF Clear Span (ft.5VLR22 1.1 6x6-W2.5VLR20 1.5VLR16 1.5VLR21 1.-in.454 Recommended Welded Wire Fabric 6x6-W1.1xW2.5VLR20 1.5VLR21 1.1xW2.4xW1.5VLR17 1. Ft. 31/2 " 0.5VLR18 1. web crippling must be checked. 4.1 (N=14) LIGHTWEIGHT CONCRETE (110 PCF) Total Slab Depth 3 1/2” (t=2”) 29 PSF (t=2 1/2”) 34 PSF 4 1/2” (t=3”) 38 PSF 4 3/4” (t=3 1/4”) 41 PSF 5” (t=3 1/2”) 43 PSF 5 3/4” (t=4 1/4”) 50 PSF SDI Max.412 1.5VLR22 1. If these minimum lengths are not provided.) 7’-6 8’-0 8’-6 9’-0 9’-6 149 136 124 105 89 158 144 130 110 93 165 151 135 114 97 180 164 145 122 104 211 184 153 129 110 212 195 163 137 116 212 195 171 144 122 174 159 146 134 124 184 168 154 142 131 192 176 161 149 137 208 191 175 161 149 244 203 187 172 160 245 226 187 173 160 244 225 209 172 159 200 183 167 154 142 212 193 177 163 151 221 202 185 171 158 239 219 201 185 171 255 233 214 198 183 280 233 214 198 183 279 257 213 197 182 213 195 178 164 152 226 206 189 174 161 235 215 198 182 168 255 233 214 197 183 271 248 228 211 195 298 248 228 211 195 297 274 227 210 194 227 207 190 175 161 240 219 201 185 171 250 229 210 193 179 271 247 227 210 194 288 264 242 224 207 316 264 243 224 207 315 263 241 223 206 268 244 224 206 191 283 259 237 219 202 295 270 248 229 211 319 292 268 248 229 340 311 286 264 245 340 311 286 264 245 371 309 284 263 243 10’-0 76 80 83 89 94 100 105 113 119 123 131 139 147 148 132 140 146 159 170 170 169 141 149 156 170 181 181 180 149 159 166 180 192 193 192 177 187 196 213 227 227 226 10’-6 66 69 72 77 81 86 91 98 102 106 113 120 127 134 122 130 136 148 158 159 158 130 139 145 158 169 169 168 139 147 154 168 179 179 178 164 174 182 198 212 212 211 11’-0 57 60 62 67 71 75 79 85 89 92 99 104 111 116 114 121 127 138 147 148 147 121 129 135 147 158 158 157 129 137 144 157 167 168 167 153 162 170 185 198 198 197 11’-6 50 53 54 58 62 66 69 75 78 81 86 91 97 102 106 111 114 122 129 137 138 113 120 126 138 147 148 147 120 128 134 146 157 157 156 142 152 159 173 185 185 184 12’-0 44 46 48 51 54 58 61 66 69 71 76 80 85 90 93 97 101 107 114 120 126 106 113 118 126 133 138 138 112 120 126 137 147 147 146 133 142 149 162 174 174 173 Notes: 1. Inquire about material availability of 17.433 5 3/4" 6" 1.5VLR19 1. Ft.5VLR20 1. All fire rated assemblies are subject to an upper live load limit of 250 psf.5VLR21 1. Minimum interior bearing length required is 3.5VLR17 1.5VLR20 1. concrete creep.5VLR22 1.5VLR21 1.4xW1.5VLR19 1.SLAB INFORMATION Total Theo.4 6x6-W2.5VLR16 .5VLR19 1.0 inches. Such loads often result from concentrated./ Depth 100 Sq.4 6x6-W1.5VLR19 1.1xW2. or long term load cases for which reductions due to bond breakage.5VLR19 1. Minimum exterior bearing length required is 1. 19 & 21 gage. should be evaluated.4 6x6-W1.60 0.06 0.5VLR17 1.5VLR16 1.5VLR17 1. 2.287 41/2" 1./ Cu.1xW2.5VLR20 1.4xW1. 3. Ft.4xW1. Always contact Vulcraft when using loads in excess of 200 psf.5VLR18 1.5VLR19 1.371 51/2" 1.5VLR21 1.1 6x6-W2.5VLR18 1.22 0.5VLR18 1. Concrete Volume Slab Yds.5VLR16 1.37 0.329 1.5VLR22 1.246 4" 1.5VLR16 1.68 0.5VLR18 1.5VLR22 1.5VLR21 1.1 6x6-W2.53 0. Unshored Clear Span 1 Span 2 Span 3 Span 5’-6 7’-4 7’-5 6’-1 8’-1 8’-3 6’-7 8’-8 8’-10 7’-4 9’-5 9’-9 8’-0 10’-1 10’-5 8’-7 10’-9 11’-1 9’-2 11’-4 11’-8 5’-3 7’-0 7’-1 5’-10 7’-9 7’-10 6’-3 8’-3 8’-5 7’-0 9’-0 9’-4 7’-7 9’-7 9’-11 8’-2 10’-3 10’-7 8’-8 10’-10 11’-2 5’-1 6’-9 6’-10 5’-7 7’-5 7’-6 6’-0 8’-0 8’-1 6’-8 8’-8 8’-11 7’-3 9’-3 9’-7 7’-10 9’-10 10’-2 8’-3 10’-5 10’-9 5’-0 6’-8 6’-9 5’-5 7’-4 7’-5 5’-10 7’-10 7’-11 6’-7 8’-6 8’-9 7’-1 9’-1 9’-4 7’-8 9’-8 10’-0 8’-1 10’-2 10’-7 4’-10 6’-6 6’-7 5’-4 7’-2 7’-3 5’-9 7’-8 7’-10 6’-5 8’-4 8’-7 6’-11 8’-11 9’-2 7’-6 9’-6 9’-10 7’-11 10’-0 10’-4 4’-8 6’-3 6’-3 5’-1 6’-10 6’-11 5’-5 7’-3 7’-5 6’-1 7’-11 8’-2 6’-7 8’-5 8’-9 7’-1 9’-0 9’-4 7’-6 9’-6 9’-10 5’-0 278 293 305 329 350 352 352 324 341 355 382 400 400 400 372 391 400 400 400 400 400 396 400 400 400 400 400 400 394 400 400 400 400 400 400 400 400 400 400 400 400 400 5’-6 247 260 271 292 311 312 312 267 303 315 339 360 361 360 306 347 361 388 400 400 400 327 345 385 400 400 400 400 347 366 400 400 400 400 400 400 400 400 400 400 400 400 6’-0 203 233 243 262 279 280 280 237 250 283 304 323 324 323 272 288 324 348 369 370 369 290 306 320 371 393 394 392 308 326 340 394 400 400 400 364 384 400 400 400 400 400 6’-6 182 193 220 237 252 253 253 212 225 234 275 292 293 292 244 258 269 315 334 335 334 260 275 287 336 356 356 355 276 292 305 329 378 378 377 326 345 360 388 400 400 400 7’-0 164 174 182 216 230 231 231 192 203 212 251 266 267 266 220 233 243 263 305 305 304 235 248 259 280 324 325 324 250 264 275 298 317 345 343 295 311 325 351 374 400 400 Superimposed Live Load.5VLR18 1. 633 0.0358 0.557 0. If these minimum lengths are not provided.415 0.30 2.557 0.0474 0.0418 0.518 0. Minimum exterior bearing length required is 2.378 0.704 0.97 2.443 0.360 0.0598 PSF 1.0 inches.0329 0. 0.96 3.653 (N=9) NORMAL WEIGHT CONCRETE (145 PCF) COMPOSITE Total Slab Depth Deck Type 2VLI22 4” 2VLI21 2VLI20 (t=2”) 2VLI19 2VLI18 39 PSF 2VLI17 2VLI16 2VLI22 4 1/2” 2VLI21 2VLI20 (t=2 1/2”) 2VLI19 2VLI18 45 PSF 2VLI17 2VLI16 2VLI22 5” 2VLI21 2VLI20 (t=3”) 2VLI19 2VLI18 51 PSF 2VLI17 2VLI16 2VLI22 5 1/2” 2VLI21 2VLI20 (t=3 1/2”) 2VLI19 2VLI18 57 PSF 2VLI17 2VLI16 2VLI22 6” 2VLI21 2VLI20 (t=4”) 2VLI19 2VLI18 63 PSF 2VLI17 2VLI16 2VLI22 6 1/2” 2VLI21 2VLI20 (t=4 1/2”) 2VLI19 2VLI18 69 PSF 2VLI17 2VLI16 1 Span 6’-6 7’-2 7’-8 8’-8 9’-6 10’-4 10’-11 6’-2 6’-9 7’-3 8’-2 9’-0 9’-9 10’-4 5’-11 6’-5 6’-11 7’-9 8’-7 9’-3 9’-10 5’-8 6’-2 6’-7 7’-5 8’-2 8’-10 9’-4 5’-5 5’-11 6’-4 7’-2 7’-10 8’-6 9’-0 5’-1 5’-9 6’-1 6’-10 7’-7 8’-2 8’-8 SDI Max. Inquire about material availability of 17.493 0. dynamic.321 0. 19 & 21 gage.329 0. 2. web crippling must be checked.633 0.-in.62 1. All fire rated assemblies are subject to an upper live load limit of 250 psf.0295 0. Such loads often result from concentrated.274 0.2 VLI Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 ICBO Approved (No. concrete creep. Always contact Vulcraft when using loads in excess of 200 psf.355 0.0 inches.375 0. Minimum interior bearing length required is 4.418 0.) 9’-0 9’-6 10’-0 10’-6 104 94 85 78 111 100 91 83 117 106 96 87 130 117 106 97 172 159 122 112 184 170 157 120 195 180 166 154 121 109 99 90 129 117 106 97 136 123 112 102 151 136 124 113 200 156 142 130 214 197 153 140 227 209 193 150 138 125 113 103 147 133 121 110 156 141 128 116 172 156 141 128 195 178 162 148 244 192 175 160 259 238 187 171 155 140 127 116 166 150 136 124 175 158 143 131 193 175 159 144 219 199 182 167 237 215 196 180 290 230 210 192 172 156 141 129 184 166 151 137 194 175 159 145 215 194 176 160 243 221 202 185 263 239 218 199 322 255 233 213 189 171 155 141 202 183 166 151 213 193 175 159 236 213 193 176 268 243 222 203 289 262 239 219 309 280 256 234 Notes: 1.653 0. or long term load cases for which reductions due to bond breakage.61 2.704 0. 46 11’-0 71 76 80 88 103 111 118 83 88 93 103 119 129 137 94 101 106 117 136 147 157 106 113 119 132 153 165 176 118 126 132 146 170 183 195 129 138 145 161 187 201 215 11’-6 65 69 73 81 95 102 109 76 81 85 94 110 118 126 86 92 97 107 126 135 144 97 104 109 121 141 152 162 108 115 121 134 157 169 180 118 126 133 147 172 185 198 12’-0 59 64 67 74 87 94 100 69 74 78 86 102 109 117 79 84 89 99 116 125 133 89 95 100 111 130 140 150 99 105 111 123 145 156 166 108 116 122 135 159 171 183 12’-6 54 58 62 68 81 87 93 63 68 72 79 94 101 108 72 78 82 91 107 116 123 81 87 92 102 121 130 138 90 97 102 113 134 144 154 99 106 112 124 147 158 169 .435 0. Unshored Clear Span 2 Span 3 Span 8’-9 8’-10 9’-5 9’-8 9’-11 10’-3 11’-0 11’-4 11’-10 12’-3 12’-7 13’-0 13’-2 13’-5 8’-4 8’-5 8’-11 9’-3 9’-5 9’-9 10’-5 10’-10 11’-3 11’-8 12’-0 12’-5 12’-7 13’-0 7’-9 8’-0 8’-6 8’-10 9’-0 9’-4 10’-0 10’-4 10’-9 11’-2 11’-6 11’-10 12’-1 12’-5 7’-2 7’-4 8’-2 8’-5 8’-8 8’-11 9’-7 9’-11 10’-4 10’-8 11’-0 11’-5 11’-7 12’-0 6’-8 6’-10 7’-11 8’-1 8’-4 8’-7 9’-3 9’-7 10’-0 10’-4 10’-7 11’-0 11’-2 11’-6 6’-2 6’-4 7’-6 7’-6 8’-1 8’-4 8’-11 9’-3 9’-8 9’-11 10’-3 10’-7 10’-9 11’-2 5’-6 274 294 310 344 373 400 400 319 341 361 400 400 400 400 364 389 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 400 6’-0 239 255 269 298 324 351 376 278 297 313 346 376 400 400 285 338 356 394 400 400 400 320 379 400 400 400 400 400 355 381 400 400 400 400 400 390 400 400 400 400 400 400 6’-6 211 224 236 261 285 308 330 217 261 275 303 331 358 383 247 266 313 345 377 400 400 278 298 351 388 400 400 400 308 331 350 400 400 400 400 339 363 385 400 400 400 400 7’-0 164 200 210 231 253 273 292 190 204 244 268 295 318 339 217 233 246 306 336 362 386 244 261 276 343 377 400 400 270 290 306 381 400 400 400 297 318 337 375 400 400 400 7’-6 145 155 188 207 228 245 261 168 180 190 240 264 284 303 192 206 217 273 301 324 346 216 231 244 271 338 364 388 239 256 271 301 375 400 400 263 281 297 330 400 400 400 8’-0 129 138 146 186 206 221 235 150 160 169 216 239 257 274 171 183 193 214 273 293 312 192 205 217 241 306 329 350 213 228 241 267 299 364 388 234 250 264 293 329 400 400 8’-6 115 123 130 169 188 201 214 134 144 152 168 218 234 248 153 164 173 192 249 266 283 172 184 194 215 243 299 318 191 204 215 239 269 331 352 210 224 237 262 296 320 387 Superimposed Live Load. should be evaluated.589 0. PSF Clear Span (ft.512 0. etc. 4.332 0.29 Ip in4/ft In in4/ft Fy= 40 KSI Sp Sn in3/ft in3/ft 0.317 0. 3415) STEEL SECTION PROPERTIES Deck Design Weight Type 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 Thick.0538 0.81 1.589 0. 3.492 0.277 0. SLAB INFORMATION Total Theo. dynamic.4 6x6-W1. Ft. Ft.4xW1.1xW2.71 0. Minimum exterior bearing length required is 2.1 6x6-W2.40 0. should be evaluated.94 0.1xW2.253 41/2" 1. web crippling must be checked.1xW2. Sq.419 61/4" 1.-in. Unshored Clear Span 2 Span 3 Span 9’-6 9’-8 10’-2 10’-6 10’-9 11’-1 11’-11 12’-4 12’-10 13’-3 13’-8 14’-0 14’-4 14’-4 9’-1 9’-3 9’-9 10’-1 10’-4 10’-8 11’-5 11’-9 12’-3 12’-8 13’-1 13’-6 13’-8 13’-10 8’-8 8’-10 9’-4 9’-8 9’-11 10’-3 10’-11 11’-4 11’-10 12’-2 12’-7 13’-0 13’-2 13’-5 8’-6 8’-8 9’-2 9’-6 9’-8 10’-0 10’-9 11’-1 11’-7 12’-0 12’-4 12’-9 12’-11 13’-3 8’-5 8’-6 9’-0 9’-4 9’-6 9’-10 10’-6 10’-11 11’-4 11’-9 12’-1 12’-6 12’-8 13’-1 7’-10 8’-0 8’-7 8’-10 9’-1 9’-4 10’-0 10’-4 10’-10 11’-2 11’-6 11’-11 12’-1 12’-6 6’-0 238 254 268 297 324 352 377 276 295 312 346 376 400 400 315 337 355 394 400 400 400 334 357 377 400 400 400 400 353 378 399 400 400 400 400 380 400 400 400 400 400 400 6’-6 209 223 235 260 285 308 330 243 259 273 302 331 358 384 277 296 312 345 377 400 400 268 314 331 366 400 400 400 284 332 350 387 400 400 400 331 355 400 400 400 400 400 7’-0 186 198 209 230 253 273 292 195 231 243 268 294 318 340 222 263 276 305 335 362 387 236 279 293 324 355 384 400 250 268 310 342 376 400 400 291 312 329 398 400 400 400 7’-6 149 178 187 206 227 245 261 173 185 217 239 264 284 303 197 211 248 272 300 324 346 209 224 263 289 319 344 367 222 237 250 306 337 363 388 258 276 292 356 392 400 400 8’-0 133 142 169 185 205 221 235 155 165 196 215 238 256 273 176 189 199 245 272 292 311 187 200 211 260 288 310 330 198 212 223 275 305 328 350 231 247 260 288 355 381 400 8’-6 120 128 135 168 187 201 214 139 149 157 195 217 233 248 159 169 179 223 247 266 283 168 180 190 210 263 282 300 178 190 201 222 278 298 317 208 222 234 259 323 347 369 9’-0 108 115 122 153 171 184 195 126 134 141 178 199 213 227 144 153 161 178 227 243 258 152 163 171 189 241 258 274 161 172 181 200 254 273 290 188 200 211 233 264 317 337 Superimposed Live Load.24 0.09 0.1xW2./ Cu.357 51/2" 1.1 6x6-W2.63 0.55 0. Such loads often result from concentrated.4 6x6-W1. All fire rated assemblies are subject to an upper live load limit of 250 psf.4 6x6-W1. 4.1 6x6-W2.) 9’-6 10’-0 10’-6 11’-0 98 90 82 75 105 96 87 80 110 101 92 84 141 111 101 93 158 146 136 107 169 156 145 135 179 165 153 143 114 104 96 88 122 111 102 93 128 117 107 98 142 129 118 108 183 170 136 125 196 181 168 134 208 192 178 166 130 119 109 100 139 127 116 107 146 133 122 112 162 147 135 124 209 168 155 143 223 207 166 153 237 219 203 163 138 126 116 106 148 135 123 113 155 142 130 119 172 156 143 131 195 179 164 151 237 219 177 163 252 232 215 173 147 134 122 113 156 142 130 120 165 150 137 126 182 165 151 139 206 189 174 160 251 204 187 172 266 246 199 184 171 156 143 131 182 166 152 140 192 175 160 147 212 193 176 162 240 220 202 187 259 237 218 201 310 253 232 214 11’-6 69 74 78 86 99 107 133 81 86 90 100 116 124 132 92 98 103 114 132 142 151 98 104 110 121 140 151 160 104 110 116 128 148 159 170 121 129 135 149 173 186 198 12’-0 64 68 72 79 92 99 118 75 79 84 92 107 115 123 85 91 95 105 122 131 140 90 96 101 111 130 140 148 96 102 107 118 138 148 157 112 119 125 137 160 172 183 12’-6 59 63 66 73 86 92 98 69 73 77 85 100 107 114 79 84 88 97 114 122 130 84 89 94 103 121 130 138 89 94 99 109 128 137 146 103 110 115 127 149 160 170 13’-0 55 58 61 68 80 86 91 64 68 72 79 93 100 106 73 78 82 90 106 114 121 78 83 87 95 113 121 128 82 87 92 101 119 128 136 96 102 107 118 139 149 158 Notes: 1. concrete creep. Ft.1 (N=14) LIGHTWEIGHT CONCRETE (110 PCF) Total Slab Depth 4” (t=2”) 30 PSF (t=2 1/2”) 35 PSF 5” (t=3”) 40 PSF 5 1/4” (t=3 1/4”) 42 PSF 5 1/2” (t=3 1/2”) 44 PSF 6 1/4” (t=4 1/4”) 51 PSF 1 Span 7’-2 7’-10 8’-5 9’-6 10’-6 11’-5 12’-1 6’-9 7’-5 8’-0 9’-0 10’-0 10’-10 11’-5 6’-6 7’-1 7’-7 8’-7 9’-6 10’-3 10’-11 6’-4 7’-0 7’-6 8’-5 9’-3 10’-1 10’-8 6’-3 6’-10 7’-4 8’-3 9’-1 9’-10 10’-5 5’-11 6’-5 6’-11 7’-10 8’-7 9’-3 9’-10 SDI Max.461 Recommended Welded Wire Fabric 6x6-W1. Concrete Volume Slab Yds.32 0.378 6" 1.4 6x6-W2.0 inches.336 51/4" 1. 4" 0. Always contact Vulcraft when using loads in excess of 200 psf. Minimum interior bearing length required is 4. 47 COMPOSITE 4 1/2” Deck Type 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 2VLI22 2VLI21 2VLI20 2VLI19 2VLI18 2VLI17 2VLI16 . Inquire about material availability of 17.440 61/2" 1. PSF Clear Span (ft.0 inches. If these minimum lengths are not provided.4xW1.4xW1./ Depth 100 Sq. or long term load cases for which reductions due to bond breakage. 3. 2.4xW1. 19 & 21 gage.294 5" 1. etc. 848 0. web crippling must be checked. If these minimum lengths are not provided.0329 0. or long term load cases for which reductions due to bond breakage.0358 0.97 2.442 0. Such loads often result from concentrated. 2.251 1.3 VLI Maximum Sheet Length 42'-0 Extra Charge for Lengths Under 6'-0 ICBO Approved (No. etc.795 0.013 0. PSF Clear Span (ft.58 Ip in4/Ft In in4/Ft Fy= 40 KSI Sp Sn in3/Ft in3/Ft 0. Always contact Vulcraft when using loads in excess of 200 psf.421 1.-in.0418 0.22 3.580 0. should be evaluated.746 0.495 0. Minimum interior bearing length required is 5. All fire rated assemblies are subject to an upper live load limit of 250 psf. Inquire about material availability of 17.421 1. dynamic.0 inches.429 0. 4.511 0.937 1. Unshored Clear Span 2 Span 3 Span 9’-7 9’-7 11’-3 11’-4 11’-11 12’-4 13’-2 13’-7 14’-1 14’-6 14’-11 15’-5 15’-8 15’-11 8’-9 8’-9 10’-4 10’-4 11’-5 11’-9 12’-7 13’-0 13’-5 13’-11 14’-3 14’-9 15’-0 15’-5 8’-1 8’-1 9’-7 9’-7 10’-11 10’-11 12’-1 12’-6 12’-11 13’-4 13’-9 14’-2 14’-5 14’-11 7’-5 7’-5 8’-10 8’-10 10’-1 10’-1 11’-7 12’-0 12’-5 12’-10 13’-3 13’-8 13’-11 14’-4 6’-11 6’-11 8’-3 8’-3 9’-5 9’-5 11’-3 11’-7 12’-0 12’-5 12’-9 13’-2 13’-5 13’-10 6’-6 6’-6 7’-9 7’-9 8’-10 8’-10 10’-10 11’-2 11’-7 12’-0 12’-4 12’-9 13’-0 13’-5 7’-0 216 230 241 265 289 309 327 247 262 275 302 330 352 373 242 294 309 339 370 395 400 268 326 343 377 400 400 400 295 316 377 400 400 400 400 321 344 400 400 400 400 400 7’-6 195 206 216 237 261 278 294 190 235 247 270 298 317 335 214 264 277 304 334 356 376 237 254 307 337 371 395 400 261 279 338 370 400 400 400 285 304 321 400 400 400 400 8’-0 149 187 196 214 238 253 267 170 213 223 244 271 288 304 191 204 250 274 304 323 341 212 226 278 304 338 359 378 233 249 262 334 371 394 400 254 271 286 364 400 400 400 8’-6 133 170 178 194 218 231 243 152 162 203 222 248 263 277 171 183 228 249 279 296 311 190 203 214 276 309 328 345 209 223 235 303 340 360 379 228 243 256 331 370 393 400 9’-0 120 128 163 178 201 212 223 137 146 186 203 229 242 255 154 165 173 227 257 272 286 171 183 192 252 285 302 317 188 201 212 234 313 331 348 205 219 231 255 341 361 380 9’-6 109 116 150 163 186 196 206 124 133 140 186 212 224 235 140 149 157 209 238 251 264 155 165 174 192 264 279 293 171 182 192 211 290 306 322 186 198 209 231 269 334 351 10’-0 99 106 111 151 173 182 191 113 120 127 172 197 208 218 127 135 143 157 221 233 245 141 150 158 175 246 259 272 155 165 174 192 226 285 298 169 180 190 209 246 310 325 Superimposed Live Load.14 2.77 1.700 0. Minimum exterior bearing length required is 2.) 10’-6 11’-0 11’-6 12’-0 90 83 76 70 96 88 81 74 101 93 85 78 140 102 94 86 161 151 142 106 170 159 150 141 178 167 156 147 103 94 87 80 110 101 92 85 116 106 97 89 128 117 107 98 184 173 130 121 194 182 171 128 203 190 178 168 116 106 97 89 124 113 104 95 130 119 109 100 143 131 120 110 207 158 146 136 218 204 155 144 228 213 200 189 129 118 108 99 137 126 115 106 144 132 121 111 159 146 134 123 189 175 162 151 242 186 172 160 253 237 222 169 142 130 119 109 151 138 127 116 159 145 133 122 175 160 147 135 208 192 178 166 265 204 189 176 278 260 200 185 154 141 130 119 164 150 138 127 173 158 145 134 191 175 160 147 227 210 195 181 241 223 206 192 303 235 218 202 Notes: 1.0538 0.013 (N=9) NORMAL WEIGHT CONCRETE (145 PCF) COMPOSITE Total Slab Depth Deck Type 3VLI22 5” 3VLI21 3VLI20 (t=2”) 3VLI19 3VLI18 44 PSF 3VLI17 3VLI16 3VLI22 5 1/2” 3VLI21 3VLI20 (t=2 1/2”) 3VLI19 3VLI18 50 PSF 3VLI17 3VLI16 3VLI22 6” 3VLI21 3VLI20 (t=3”) 3VLI19 3VLI18 57 PSF 3VLI17 3VLI16 3VLI22 6 1/2” 3VLI21 3VLI20 (t=3 1/2”) 3VLI19 3VLI18 63 PSF 3VLI17 3VLI16 3VLI22 7” 3VLI21 3VLI20 (t=4”) 3VLI19 3VLI18 69 PSF 3VLI17 3VLI16 3VLI22 7 1/2” 3VLI21 3VLI20 (t=4 1/2”) 3VLI19 3VLI18 75 PSF 3VLI17 3VLI16 1 Span 7’-8 8’-11 9’-6 10’-8 11’-8 12’-7 13’-4 7’-0 8’-4 9’-0 10’-1 11’-1 11’-11 12’-8 6’-5 7’-8 8’-7 9’-8 10’-7 11’-5 12’-0 6’-0 7’-1 8’-1 9’-3 10’-1 10’-11 11’-6 5’-7 6’-7 7’-6 8’-11 9’-9 10’-6 11’-1 5’-2 6’-2 7’-1 8’-7 9’-4 10’-1 10’-8 SDI Max.103 1.553 0. 3415) STEEL SECTION PROPERTIES Deck Design Weight Type 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 Thick.0598 PSF 1.50 2.745 0.803 0.105 1. concrete creep.677 0. 48 12’-6 64 68 72 79 98 133 139 73 78 82 90 112 119 159 82 88 92 102 126 134 141 91 97 103 113 140 149 157 101 107 113 124 154 164 172 110 117 123 136 168 179 188 13’-0 59 63 66 73 92 97 132 67 72 76 83 105 111 117 76 81 85 94 118 125 132 84 90 95 104 131 139 146 93 99 104 115 144 153 161 101 108 114 125 157 167 175 13’-6 54 58 61 67 86 91 96 62 66 70 77 98 104 109 70 75 79 87 110 117 123 78 83 87 96 122 130 136 86 91 96 106 135 143 150 93 100 105 116 147 156 164 14’-0 50 54 57 62 80 85 89 57 61 65 71 92 97 102 65 69 73 80 103 109 115 72 77 81 89 115 121 128 79 84 89 98 126 134 140 86 92 97 107 138 146 153 . 19 & 21 gage.938 1.251 1.580 0.850 0.5 inches. 3.84 3.0295 0.913 1.572 0.0474 0.913 1. 0. Ft.23 0.5 inches.417 7" 1.4xW1.77 0.479 7 1/2" 1.4xW1./ Depth 100 Sq.SLAB INFORMATION Total Theo. Ft. web crippling must be checked. 3.375 6 1/4" 1.458 7 1/4" 1.1xW2.1 (N=14) LIGHTWEIGHT CONCRETE (110 PCF) Total Slab Depth 5” (t=2”) 34 PSF (t=2 1/2”) 39 PSF 6” (t=3”) 43 PSF 6 1/4” (t=3 1/4”) 46 PSF 6 1/2” (t=3 1/2”) 48 PSF 7 1/4” (t=4 1/4”) 55 PSF 1 Span 9’-1 9’-10 10’-6 11’-10 13’-0 14’-0 14’-5 8’-5 9’-5 10’-0 11’-3 12’-4 13’-4 14’-0 7’-9 9’-0 9’-7 10’-9 11’-9 12’-9 13’-5 7’-6 8’-10 9’-5 10’-6 11’-6 12’-5 13’-2 7’-3 8’-7 9’-2 10’-4 11’-4 12’-2 12’-11 6’-7 7’-10 8’-8 9’-9 10’-8 11’-6 12’-2 SDI Max.4 6x6-W2. dynamic. 2. 19 & 21 gage.4 6x6-W1.47 0.1 6x6-W2. Unshored Clear Span 2 Span 3 Span 11’-5 11’-5 12’-4 12’-9 13’-0 13’-5 14’-4 14’-10 15’-4 15’-10 16’-3 16’-6 16’-11 16’-11 10’-6 10’-6 11’-10 12’-2 12’-6 12’-11 13’-9 14’-3 14’-8 15’-2 15’-7 16’-0 16’-5 16’-5 9’-9 9’-9 11’-4 11’-6 12’-0 12’-5 13’-3 13’-8 14’-2 14’-8 15’-1 15’-7 15’-10 16’-0 9’-5 9’-5 11’-1 11’-1 11’-10 12’-2 13’-0 13’-6 13’-11 14’-5 14’-10 15’-3 15’-6 15’-10 9’-1 9’-1 10’-9 10’-9 11’-7 12’-0 12’-10 13’-3 13’-8 14’-2 14’-7 15’-0 15’-3 15’-7 8’-3 8’-3 9’-9 9’-9 11’-1 11’-2 12’-2 12’-7 13’-0 13’-6 13’-10 14’-4 14’-7 15’-1 8’-0 141 153 163 185 244 262 277 161 175 186 211 278 299 316 154 196 209 237 312 335 354 162 207 221 250 329 354 374 171 218 232 263 346 372 393 196 216 267 302 398 400 400 8’-6 127 138 147 166 222 238 254 121 157 167 189 253 272 289 136 176 188 212 284 305 325 143 186 198 224 300 322 343 150 196 209 236 316 338 360 173 190 240 271 362 388 400 9’-0 115 125 133 150 204 218 234 107 142 151 171 232 248 267 120 160 170 192 261 279 299 127 140 179 202 275 294 316 134 147 189 213 289 310 332 153 169 182 244 332 355 381 9’-6 83 113 121 136 188 201 217 95 105 138 155 214 229 247 107 118 155 174 240 257 277 113 125 134 184 253 271 293 119 131 141 193 267 285 308 137 151 163 222 306 327 353 10’-0 75 82 110 124 174 185 202 85 94 126 142 198 211 230 96 106 114 159 223 237 258 101 112 120 168 235 250 272 107 117 127 176 247 263 286 122 135 146 168 284 302 329 10’-6 67 74 102 114 162 172 189 77 84 91 130 184 196 215 86 95 103 146 207 221 241 91 100 108 154 218 233 254 96 106 114 131 230 245 268 110 121 131 151 264 281 307 11’-0 60 67 72 105 151 161 177 69 76 82 120 172 183 202 78 86 93 107 193 206 226 82 90 98 113 204 217 239 86 95 103 119 215 228 251 99 109 118 137 211 262 288 Superimposed Live Load.39 0.4 6x6-W1. concrete creep./ Cu.0 inches. Sq.500 Recommended Welded Wire Fabric 6x6-W1.85 0. Minimum exterior bearing length required is 2.1 6x6-W2.-in.08 0.1 6x6-W2. All fire rated assemblies are subject to an upper live load limit of 250 psf. should be evaluated.54 0. 49 . Inquire about material availability of 17. Ft.1xW2. Concrete Volume Slab Yds.) 11’-6 12’-0 12’-6 13’-0 54 49 45 40 60 54 49 45 65 59 54 49 97 68 62 57 142 133 126 119 150 141 133 126 166 157 149 141 62 56 51 46 69 62 56 51 74 67 61 56 86 78 71 65 161 152 118 110 171 161 152 143 190 179 170 161 70 63 57 52 77 70 64 58 84 76 69 63 97 88 80 73 181 142 133 124 192 181 170 132 213 201 190 181 74 67 60 55 82 74 67 61 88 80 73 66 102 93 84 77 191 150 140 131 203 191 150 140 225 212 201 190 78 70 64 58 86 78 71 64 93 84 77 70 108 98 89 81 170 158 147 138 214 201 158 147 236 223 211 169 89 81 73 66 99 90 81 74 107 97 88 80 124 112 102 93 196 182 169 158 245 195 181 169 271 256 207 194 13’-6 41 44 52 90 119 134 42 47 51 59 103 110 153 47 52 57 67 116 124 143 50 55 60 70 122 131 151 52 58 63 74 129 138 159 60 67 73 85 148 158 183 14’-0 14’-6 15’-0 40 47 85 113 127 43 79 85 99 75 80 94 42 49 91 97 114 45 85 91 107 42 46 54 97 103 146 43 48 52 61 109 116 135 45 50 55 64 115 122 143 47 53 58 68 121 129 150 55 61 66 78 139 148 173 43 47 56 102 109 128 41 46 50 59 108 115 135 43 48 53 62 113 121 142 49 55 61 71 130 139 163 COMPOSITE 5 1/2” Deck Type 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 43 51 96 102 121 42 46 54 101 108 128 44 48 57 107 114 134 45 50 55 65 123 131 154 Notes: 1.333 6" 1. Always contact Vulcraft when using loads in excess of 200 psf. Such loads often result from concentrated. PSF Clear Span (ft.292 5 1/2" 1. etc. Minimum interior bearing length required is 5.396 6 1/2" 1.4xW1.4 6x6-W1.4xW1. If these minimum lengths are not provided. or long term load cases for which reductions due to bond breakage.1xW2.70 0. 4. 5" 1.1xW2. and the following construction live loads: 20 pounds per square foot uniform load (1 kPa) or 150 pound concentrated load on a 1'0" wide section of deck (2.045 0. Admixtures containing chloride salts shall not be used. the steel deck and the concrete are interlocked by the shape of the deck. Grades C and D or from A653-94. Scope This specification pertains to composite steel floor deck. mechanical means. storage or handling. then the thickness of steel before coating with paint or metal shall be in conformance with the following table: accordance with the applicable sections of chapters 3. Thickness: Shall not be less than 95% of the design thickness.0538 0. but lists gage or type numbers. (AISI Specifications).6 times the yield strength with a maximum of 36 ksi (250 MPa) under the combined loads of wet concrete.051 0.0598 0. 50 . After the concrete hardens. inch in 10 foot length (6 mm in 3m).52 Minimum Thickness In mm 0.20 1.91 1. 2. G60 (Z180).1 Composite Steel Deck: Composite steel floor deck shall be fabricated from steel conforming to Section A3 of the latest edition (1986 and addenda).0474 0. The steel used shall have a minimum yield point of 33 ksi (230 MPa).0329 0.1a Tolerances: Panel length: Plus or minus Commentary: Since the composite Panel camber and/or Sweep: deck is the positive bending reinforcement for the slab. or by a combination of these means. COMPOSITE 2.44 3. Commentary: Most composite steel floor deck is manufactured from steel conforming to ASTM Designation A611. Panel cover width: minus 3/8 inch (10 mm). 3.1 The section properties for the steel floor deck (as a form in bending) shall be computed in accordance with the AISI Specifications. Specification for the Design of Cold-Formed Steel Structural Members. Structural Quality. Panel end out of square: 1/8 inch per foot of panel width (10 mm per m).2 kN per m). Design (Deck as a Form) 3. Minimum compressive strength (f'c) shall be 3 ksi (20 MPa) or as required for fire ratings or durability.14 1. Type No.057 0. 1/4 2.06 1. 2. Materials 2.2 Concrete: Concrete shall be in 1/2 inch (12 mm).034 0. the steel deck also acts as a working platform for the various trades. When suitably fastened. plus 3/4 inch (20 mm).040 0.84 0.0358 0.37 1.2 Bending stress in the deck shall not exceed 0.86 1. a minimum recommended finish is a galvanized coating as defined in ASTM A653-94.0418 0. Variation in cover width tolerances may vary due to trucking. it must be designed to last the life of the structure. 4 and 5 of the ACI 318 Building Code Requirements for Reinforced Concrete.75 0.30 1.1b Finish: The finish on the steel composite deck shall be as specified by the designer and be suitable for the environment of the structure. of the American Iron and Steel Institute. 22 21 20 19 18 17 16 Design Thickness In mm 0. See Figure 1.SDI Specifications and Commentary FOR COMPOSITE STEEL FLOOR DECK 1. Commentary: The use of admixtures containing chloride salts is not allowed because the salts may corrode the steel deck which has been designed as the slab reinforcement.0295 0.028 0.79 0. Composite steel floor deck is cold formed steel deck which acts as a permanent form and as the positive bending reinforcement for the structural concrete. If the published product literature does not show the uncoated steel thickness in decimal inches (or millimeters). deck.01 1.031 0. surface bond.71 0. The tolerances reflect fabrication processes for steel deck products. 3. The 150 pound load is the arithmetic result of 200 lb. 4. ventilated to avoid condensation. The philosophy here is to allow a 1/3 increase in stress due to the temporary nature of a man load. 4. 4. a uniform loading case of wet concrete. Installation & Site Storage 4. This shall be done immediately after alignment. whichever distance is smaller. it is not the responsibility of the deck manufacturer.3 Calculated theoretical deflections of the deck.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.2 kN over a meter of width. or other methods approved by the designer. this is still a good "rule of thumb" that will. Commentary: This anchorage may be required to provide lateral stability to the top flange of the supporting structural members. screws. or if high support reactions are expected. yet layout and erection costs are increased.3 Butted Ends: Deck sheets shall be butted over supports. The deck is designed to always be in the elastic range so removal of temporary loads should allow the deck to recover. The space between sheets can make welded attachments more difficult.7 mm) or less may cause Commentary: Staggering floor deck end joints is not a recommended practice. and shall be limited to L/180 or 3/4 inch (20 mm). plus 20 psf (1 kPa) construction load shall be used. Commentary: Lapping composite deck ends can be difficult because shear lugs (web embossment) or profile shape can prevent a tight metal to metal fit.028 inches (0. . For single span deck applications the ability to control the concrete placement may be restricted and a 1. In any case.1 Site Storage: Steel Deck shall be stored off the ground with one end elevated to provide drainage and shall be protected from the elements with a water-proof covering. as a form. plus deck. Also the 150 pound load is considered to be applied in a one foot width but experience has shown that a greater distribution really occurs.5 m) shall have side laps and perimeter edges (at perimeter support steel) fastened at midspan or 36 inch (1 m) intervals. 4. Decreasing the load by 25% is the mathematical equivalent of allowing a 33% increase in stress. shall be based on the load of the concrete (as determined by the design slab thickness) and the load from the steel deck. See Figure 2. Welding side laps on thicknesses 0. crimps (button punching). 11/2 inches (40 mm) of end bearing was the minimum. (man's weight) x 3/4.5 factor has been applied to the concrete load to cover this condition. Gaps are acceptable at butted ends. 51 COMPOSITE in Figure 1 is representative of the sequential loading of wet concrete on the form.2 Deck Placement: Place each deck unit on supporting structural frame. whichever is smaller. in general. Side lap fasteners can be welds. Adjust to final position with accurately aligned side laps and ends bearing on supporting members.4 Minimum bearing lengths shall be determined in accordance with the AISI Specification. The deck capacity as a form and the load capacity of the composite deck/slab system are not increased by staggering the ends. (The metric equivalent of the 150 pound load over a foot of width is 2. the deck must be adequately attached to the structure to prevent slip off. If less than 11/2 inches (40 mm) of end bearing is available. Deflections shall be relative to supporting members. The deck should be anchored to act as a working platform and to prevent blow off. prevent slip off. If taping of butted ends is requested. Deck units with spans greater than five feet (1. See Figure 3.) The designer is urged to check the deflection of the total system especially if composite beams and girders are being used.SDI Specifications and Commentary FOR COMPOSITE STEEL FLOOR DECK Commentary: The loading shown 3. Commentary: In the past. The structural steel also deflects under the loading of the wet concrete. Commentary: The deflection calculations do not take into account construction loads since these are considered as temporary loads. then the designer should ask the deck manufacturer to check the deck web crippling strength. uniformly loaded on all spans. Standard tolerance for ordered length is plus or minus 1/2 inch (12 mm). diaphragm loads. The deck is not considered to be compression reinforcing.5).3 Structural Welding Code-Sheet Steel. then negative reinforcing should be designed using conventional reinforced concrete design techniques. The maximum spacing between adjacent points of attachment shall not exceed 18 inches (460 mm). Structural Welding Code-Steel. 4. The SDI Diaphragm Design Manual. should be used to determine fastening requirements if the deck will be designed to resist horizontal loads. Second Edition. Welding washers shall be used on all deck units with a metal thickness less than 0.028 inches (0.7 mm) or thicker deck without weld washers. If the designer wants a continuous slab. Fillet welds.5 m) limit on side lap spacing is based on experience. if applicable. Horizontal load capacities can be checked by referring to the SDI Diaphragm Design Manual. A minimum visible 5/8 inch (15 mm) diameter puddle weld or equivalent is required at all edge ribs. of either section 4.) are recognized as viable anchoring methods. provided the type and spacing of the fasteners satisfies the design criteria. and is not recommended. The deck contractor should not leave unattached deck at the end of the day.1. Slabs shall be designed as simple or continuous spans under uniform loads.7 mm).SDI Specifications and Commentary COMPOSITE large burn holes.5 mm. Most published live load tables are based on simple span analysis of the composite system. In general. plus a sufficient number of interior ribs to provide a maximum average spacing of 12 inches (300 mm). Commentary: High concentrated loads. 5. chosen for temperature reinforcing (Section 5. Design Deck and Concrete As A Composite Unit 5.4b Mechanical Fasteners: Mechanical fasteners (powderactuated. 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. Documentation in the form of test data. The layout. 52 shall be at least 1 inch (25 mm) long. does not usually supply enough area for continuity. but may not be qualified for welding sheet steel. Welds on deck less than 0. The objective of side lap fastening is to prevent differential sheet deflection during concrete placing and therefore prevent side joints from opening. Commentary: The welder may be qualified on plate or pipe under ANSI/AWS Dl. Second Edition. If studs are being applied through the deck onto structural steel. pneumatically driven fasteners. require additional analysis.028 inches (0. the SDI Diaphragm Design Manual. stronger welds are obtained on 0. numbering or sizing of shear connectors is not the responsibility of the deck manufacturer. the slab is assumed to crack over each support. 16 gage) and have a nominal 3/8 inch (10 mm) diameter hole. The five foot (1.3. etc. that is. .4a Welding: All welding of deck shall be in strict accordance with ANSI/AWS D1. when used. Commentary: The allowable load value per fastener used to determine the maximum fastener spacing is based on a minimum structural support thickness of not less than 1/8 inch (3 mm) and on the fastener providing a 5/16 inch (8 mm) diameter minimum bearing surface (fastener head size). Welding washers shall be a minimum thickness of 0. Weld metal shall penetrate all layers of deck material at end laps and shall have good fusion to the supporting members. etc. screws.1 General: The composite slab shall be designed as a reinforced concrete slab with the steel deck acting as the positive reinforcement. The deck manufacturer may recommend additional fasteners to stabilize the given profile against sideslip of unfastened ribs. as the wind may displace the sheets and cause injury to persons or property.056 inches (1. The welded wire mesh. design calculations. 4.028 inches (0. The most stringent requirements. or design charts should be submitted by the fastener manufacturer as the basis for obtaining approval. or under the provisions of other codes governing the welding of specific products. should be used.4 or.7 mm) are stronger with washers. design. the stud welds can be used to replace the puddle welds. 2a Load Determination—Elastic Flexural Analysis. a=AsFy/(0. a sufficient number of tests on the composite deck slab system to have verified composite behavior. the live load capacity of the composite system is usually more than adequate for the superimposed (live) loads. the AISI provisions may require that compression zones in the deck be reduced to an "effective width:' but as tensile reinforcement. the tensile stress of the deck between 5. mm per m). Improper use of rolled-in hanger tabs could result in the overstressing of such tabs and/or the overloading of the composite deck slab. Either allowable stress design (ASD) or load resistance factor design (LRFD) may be used to determine the load capacities. (2) ultimate strength analysis. The manufacturer may instead publish loads based on the results of a "shear bond" testing program and these loads would also be appropriate. The tests shall have been performed on deck with a coating/ finish that is acceptable for the application and as supplied. The individual manufacturer should be consulted for allowable loading on single rolled-in hanger tabs. if tests on a particular deck profile have shown that the deck is capable of developing the full ultimate moment without shear studs. The results are usually published as uniform load tables. Using standard reinforced concrete design procedures the allowable superimposed load shall be found by using appropriate load resistance design (LRFD) factors to deduct the moment caused by the slab and deck weight from the calculated ultimate moment. therefore tested galvanized load capacities may be used for rusted decking. 415 MPa). the deck manufacturer determines the live loads that can be applied to the composite deck slab combination. Commentary: By using one (or both) of the appropriate analysis techniques.60 times the yield strength of the steel or 36 ksi (250 MPa). and b is 12 inches (or 1 meter). This method of load determination is to be used if there are shear studs on the beams perpendicular to the deck in sufficient quantity to meet the minimum requirements of the American Institute of Steel Construction (AISC) Specifications or.1 of these specifications). Mn=0. Under the combined stresses caused by the superimposed (live) load and locked in form load. Coatings other than those tested may be investigated. from the top of the slab to the centroid of the steel deck. For example. 5.2 Testing: The deck manufacturer shall have performed. d = the distance.2b Load Determination— Ultimate Strength Analysis. permanent supports shall not exceed 0. under the supervision of a professional engineer. or less than the minimum number of shear studs as required by the American Institute of Steel Construction (AISC) Specifications. it is well accepted that deck with light tight rust provides better shear bond than galvanized. and if there is evidence that their performance will be better than that of the tested product. 53 COMPOSITE 5. the total area of the cross section may be used.85f'cb). inches (mm). Additional load reduction factors may be required if the number of shear studs used in the actual construction is less than needed to develop the ultimate capacity of the deck/ slab. where As=steel deck area in square inches per foot of width (sq.SDI Specifications and Commentary FOR COMPOSITE STEEL FLOOR DECK Care should be used during the placement of loads on rolled-in hanger tabs for the support of ceilings so that approximate uniform loading is maintained. . This method of load determination is to be used if there are no shear studs. the deck thickness and profile is selected so that shoring is not required. Fy=the steel yield strength (not to exceed 60 ksi. on the beams perpendicular to the deck. Based on the test information the design load rationale shall be established by: (1) elastic flexural analysis. For most applications. the ultimate moment. additional testing may not be required. inches (mm). The allowable load so determined may be increased by 10% if temperature and shrinkage reinforcement conforming to Section 5. In calculating the section properties of the deck (under section 3.5 of this specification is included in the system.85 As Fy (d-a/2). 6.4 x W1. consisting of welded wire fabric or reinforcing bars. 6.5 Temperature and Shrinkage reinforcement. When additional (negative bending) reinforcement is placed in the slab. The deflection of the slab/deck combination can best be predicted by using the average of the cracked and untracked moments of inertia as determined by the transformed section method of analysis.1 The need for temporary shoring shall be investigated and.2 Prior to concrete placement. or shoring of damaged units shall be the liability of the trade contractor responsible for the damage. runways shall be planked and the buggies shall only operate on planking. For those products so manufactured. 54 5. but shall not be less than the area provided by 6 x 6-W1. 6. replaced. it shall be designed and installed in accordance with the applicable ACI code and shall be left in place until the slab attains 75% of it's specified compressive strength. loose mill scale and all other foreign matter. Commentary: For temporary construction loads prior to concrete placement. Concrete shall be placed from a low level to avoid impact. wheel loads. Fire rating requirements may dictate the minimum concrete strength. it will generally not be sufficient to be the total negative reinforcement. shall have a minimum area of 0. If buggies are used to place the concrete. if the strength falls below 3 ksi (20 MPa). the mesh has shown that it does a good job of crack control especially if kept near the top of the slab (3/4 inch to 1 inch cover. Commentary: Live load deflections are seldom a design factor. impact loads. replacing. Stresses in the concrete shall not exceed those allowed in ACI 318. the steel deck shall be free of soil. Deck damage caused by roll bars or careless placement must be avoided. then the compressive stress in the concrete shall not exceed 0. 6. etc. if allowable stress design (ASD) is used. but. and in a uniform manner over the supporting structure and spread toward the center of the deck span.3 Concrete: Concrete for composite slabs must be of structural quality as shown in ACI 318. standing water.3a Minimum Cover: The minimum concrete above the top of the floor deck shall be 2 inches (50 mm). Damaged deck (sheets containing distortions or deformations caused by construction practices) shall be repaired. . shall be adequately protected by planking or other approved means to avoid overloading and/or damage. concentrated loads. the minimum cover of concrete above the reinforcing shall be 3/4 inch (20 mm). however. 20 to 25 mm).4 MPa) without further investigation.45 f'c.4 welded wire fabric. Commentary: If welded wire mesh is used with a steel area given by the above formula. if required. However. COMPOSITE 5. The cost of repairing. debris. 5.4 Deflection: Deflection of the composite slab shall not exceed L/360 under the superimposed load.SDI Specifications and Commentary 5. Construction Practice All deck sheets shall have adequate bearing and fastening to all supports so as not to lose support during construction. Deck areas subject to heavy or repeated traffic. Planks shall be of adequate stiffness to transfer loads to the steel deck without damaging the deck.00075 times the area of concrete above the deck (per foot or per meter of width). Composite slab capacities are not greatly affected by variations in concrete strength. it should be safe to assume that the deck will support a minimum uniform load of 50 psf (2. Commentary: Load tables are generally calculated by using a concrete strength of 3 ksi (20 MPa).3 Care must be exercised when placing concrete so that the deck will not be subjected to any impact that exceeds the design capacity of the deck. it would be advisable to check shear stud strengths. or shored to the satisfaction of the designer before placing concrete. shear transfer wires welded to the top of the deck may be considered to act as shrinkage or temperature reinforcement. 3 Composite Beams and Girders: Most composite floor deck sections are suitable for use with composite beams.4 Fire Ratings: Many fire rated assemblies that use composite floor decks are available. slabs should be designed as continuous spans with negative bending reinforcing over the supports. 7. e.2 Cantilevers: When cantilevers are encountered.7 Other Criteria: Composite Steel floor deck may be used in a variety of ways.1 Parking Garages: Composite floor deck has been used successfully in many parking structures around the country.5 Fireproofing: The metal deck manufacturer shall not be responsible for ensuring the bonding of fireproofing. 7. some of which do not lend themselves to a standard "steel deck" analysis for span and loading. the exposed bottom surface of the deck should be protected with a durable paint. over a period of time. A minimum G90 (Z275) galvanizIng is recommended. the following precautions should be observed: 1. in areas where salt water. protective measures must be taken. The top surface of the slab must be effectively sealed so that the salt water cannot migrate through the slab to the steel deck. however. fork lifts. Make sure this investigation starts with a review of the applicable Codes and that any special conditions are included in the design. can. The protective measures must be maintained for the life of the building. Additional Information and Comments 7. COMPOSITE be included to deter cracking caused by large temperature differences and to provide load distribution. The adherence of fireproofing materials is dependent on many variables. either brought into the structure by cars in winter or carried by the wind in coastal areas. 55 . interfere with the mechanical bond between the concrete and deck which achieves its composite action via web indents. the deck acts only as a permanent form.6 Dynamic Loads: Dynamic loading. 7. 7. other criteria which must be considered besides that given by the Steel Deck Institute. the deck manufacturer (supplier) is not responsible for the adhesion or adhesive ability of the fireproofing.SDI Specifications and Commentary FOR COMPOSITE STEEL FLOOR DECK 7. There are. If the protective measures cannot be assured. 7. in these cases. 2. top reinforcing steel must be proportioned by the designer.g. 7. the steel deck can be used as a stay in place form and the concrete can be reinforced with mesh or bars as required. additional reinforcing should 3. and. Reinforcing steel running perpendicular to the deck span and placed on top of the deck ribs is often used with this type of loading to distribute concentrated loads. The AISC Specification specifically provides for the use of deck in this type of construction. and. Consult a SDI member manufacturer for a list of ratings.. may deteriorate the deck. COMPOSITE SDI Specifications and Commentary 56 FIGURE 1 FIGURE 2 FIGURE 3 Loading Diagrams and Bending Moments Loading Diagrams and Deflections Loading Diagrams and Support Reactions . 1 Review deck manufacturer’s literature for available deck types.0474" design thickness Deck material and erection costs.) composite steel deck. Embossed Deck: Formed and reinforced with 2"x 0. Temporary shoring not desired.0358" design thickness composite steel deck. Various beam spacings. 6’-6" Beam Spacing Embossed Deck: Formed and reinforced with 11/2"x 0. Steel erection cost. Overall floor depth. REVIEW OF PRODUCT LITERATURE SHOWS THAT 8’-8” BEAM SPACING MEETS REQUIREMENTS MOST EFFICIENTLY. (Obtain from Steel Deck Institute member companies. 3 Factors that should be considered in selecting composite floor deck systems: Compatibility of deck to total structure. Bay Size = 26’ x 26’ B. Total material cost. Concrete volume required.0295" design thickness composite steel deck. Fire rating required = 2 hour D. if shored forming is selected. F. Electrical requirements. Steel fireproofing cost. if protected deck is selected. Hanging requirements. Determine required shrinkage and temperature reinforcement. Note: For all the above. Multi-span sheets require no temporary shoring. Composite beam construction. Concrete availability and cost: (lightweight) (semi-lightweight) (regular weight). Embossed Deck: Formed and reinforced with 3"x 0. Determine required shrinkage and temperature reinforcement. Concrete cover required on deck = 3 1/4” lightweight E. Determine required shrinkage and temperature reinforce-ment. Cost of temporary shoring. no spray-applied fireproofing of the deck is required for a 2-hour rating. Check the allowable superimposed load tables for the required loading. Rib width-to-height ratio to determine stud values. 2 Review deck manufacturer's literature for combinations that meet requirements. choose deck that will not require temporary shoring during construction. Deck fireproofing cost. Compatibility of coating to stud welding. 13'-0" Beam Spacing Future flexibility. Superimposed loads = 155 psf C. 57 COMPOSITE 8’-8" Beam Spacing . In shoring tables.SDI Composite Steel Floor Deck DESIGN EXAMPLE Given: A. Shop Drawings showing location of deck units.2 Summary A. C.GENERAL 1. or if mechanical fasteners are used. Bundles must be periodically checked for tightness.S. Storage. Galvanizing shall conform to ASTM A924-94 with a minimum coating class of G60 (Z180) as defined in ASTM A653-94. 1.3 Structural Welding Code/Sheet Steel). In no case are the bundles to be placed on unbolted frames or on unattached and/or unbridged joists. test reports from a qualified independent testing agency evidencing compliance of mechanical fasteners with requirements based on comprehensive testing. including dimensions of individual components. The deck type and thickness shall 1. anchorage details. This section pertains to com- Comply with applicable provisions of the following specifications: 1. and retightened as necessary so wind cannot loosen sheets. Fire Resistance Assemblies: Provide steel deck units listed by Underwriters Laboratories (UL) in the "Fire Resistance Directory" for design number ________ . the deck bundles must be stored off the ground. or B.W.3 Submittals A. Certify that each welder has satisfactorily passed A. B. D.2 Materials [The specifier must choose the appropriate section(s) and eliminate those not applicable. has undergone recertification. with one end elevated to provide drainage. Bundles must be protected against condensation with a ventilated waterproof covering.SDI Short Form Specifications FOR COMPOSITE FLOOR DECK PART 1 . and other damage during delivery. 1.) 1. qualification tests for welding processes involved. E. mark. Sheet steel for deck and accessories shall conform to ASTM A611 with a minimum yield strength of 33 ksi (230 MPa). sliding. C. 2. posite steel floor deck. and other information required for a thorough review. rolling.1 Related Documents A. Identify steel deck bundles with labels bearing the U. Division 3 Section "Cast In Place Concrete" for concrete fill and reinforcing steel. Division 5 Section "Structural Steel" for structural steel supporting the deck. 3. Protect steel deck from corrosion. C. 2.L. 2. including General and Supplementary Conditions and Division 1 Specification Sections. Product Data for each type of deckIng specified. Drawings and General Provisions of the Contract. Codes and Standards: B. B. American Iron and Steel Institute (AISI). Sheet steel for deck and accessories shall conform to ASTM A653-94 Structural Quality with a minimum yield strength of 33 ksi (230 MPa). or D. storage and handling. Steel Deck Institute (SDI). deformation. profiles. 1. Bundles must be stacked so 58 there is no danger of tipping. B. COMPOSITE b.] A. be as shown on the plans. and finishes.5 Delivery. shifting or material damage. Related Sections a.4 Quality Assurance 1.1 A manufacturer offering deck products to be incorporated into the work must be a member of the Steel Deck Institute. C. American Welding Society (ANSI/AWS D1. Product Certificates (if required) signed by the manufacturer of the steel deck certifying that the supplied products comply with specified requirements. if applicable. The deck shall be _________ with a minimum metal thickness of ______. and Handling A. Deck bundles placed on the building frame must be placed near a main supporting beam at a column or wall. apply to this section. or . (If a fire rated assembly is required.PRODUCTS 2. PART 2 . The structural frame must be properly braced to receive the bundles. and. If ground storage is needed. Welder Certificates signed by Contractor certifying that welders comply with requirements specified under "Quality Assurance" Article. Related Sections 1. General: Submit each item in this Article according to the conditions of the Contract and Division 1 Specification Sections. 4 Installation. Mechanical fasteners or welds are acceptable for accessory attachments. crimp or button punch. A. cover plates.EXECUTION 3. Floor Deck A.S. The need for the repair or temporary shoring of the damaged deck shall be determined. 3.3 Installation. Anchor floor deck units to steel supporting members by arc spot puddle welds of the following diameter and spacing or fillet welds of equal strength. 3. column closures. E. Space additional welds an average of 12 inches (300 mm) apart but not more than 18 inches (460 mm). provided they have been specifically approved. All O. and requirements of this Section.2 Preparation A. 2. dents. b. Locate deck bundles to prevent overloading of support members. The deck shall be selected to provide the load capacities shown on the drawings and as determined using the Steel Deck Institute construction loading criteria. #10 self drilling screws. 2. rules for erection must be followed. C. B. Pour Stops and Girder Fillers: Fasten pour stops and girder fillers to supporting structure according to the manufacturers recommendations. Pour stops. C. 3. Install temporary shoring. The deck type provided shall be capable of supporting the superimposed live loads as shown on the plans. PART 3 . General . Mechanical fasteners. Fasten side laps and perimeter edges of units between supports at intervals not exceeding 36 inches (1 m) on center. Place deck in accordance with approved placement plans. cell closures. Whenever possible. 1. arc puddle welds 5/8 inch (15 mm) minimum visible diameter. using one of the following methods: a.5 inches (40 mm). B. D.H. or other damage that may prevent the deck from acting as a tight and substantial form. before placing deck panels.5 Repairs A. and girder fillers shall be the type required by the Steel Deck Institute. Weld diameter: minimum visible 5/8 inch (15 mm). Attach firmly to the supports immediately after placement in order to form a safe working platform. D. F. the deck shall be multi-span and not require shoring during the concrete placement procedure.A. end B. B. and Z closures to deck to provide tight fitting closures at open ends of ribs and sides of decking. Cut and neatly fit deck units and accessories around openings and other work projecting through or adjacent to the decking. Weld spacing: Weld edge ribs of panels at each support. 3. 3. End Bearing: Install deck ends over supports with a minimum end bearing of 1. Before concrete placement. Do not place deck panels on concrete support structure until concrete has cured and is dry. 59 COMPOSITE closures. Fasten cell closures at changes of direction of floor deck units unless otherwise directed.SDI Short Form Specifications FOR COMPOSITE FLOOR DECK E. or screws may be used in lieu of welding to fasten deck to supporting framing. c. either powder actuated or pneumatically driven.3 Accessories A. or 1 inch (25 mm) long fillet welds.1 Examine support framing and field conditions for compliance with requirements for installation tolerances and other conditions affecting performance of work of this section. Trades that subsequently cut unscheduled openings through the deck are responsible for reinforcing the openings. if required. Floor Deck Closures: Fasten column closures. 4. and in accordance with the placement plans. Install deck panels and accessories according to Steel Deck Institute specifications and recommendations. Place deck panels on structural supports and adjust to final position with ends aligned. the deck shall be inspected for tears. G. C. 2VLI.2VLI. 1.4 Hr.5VL.5.2VLI.3VLI 1.3VLI 1.1.5 Hr. 3VLP 2VLP.5.4 Hr.2VLI. 1.1. Design No.1.5VLI.2VLI. 3VLP 2VLP. 2 Hr.3 Hr. 2VLP.1.5VL.3 Hr. please contact the factory if your required design is not listed below.5.5VLI.3VLI 2VLI.3 Hr.5. 3VLP 2VLP.2.5.3 Hr.1.5. 2VLP.5VLI.5VLI 1.5VLI.4 Hr.3VLI 1. 1.1.3VLI 1.2VLI.4 Hr.3VLI 1.3VLI 1.3. 2VLP.5 Hr.1.3VLI 1.2 Hr.5 Hr.3 Hr. 1.5VL.5VL.3VLI 2VLI. 3VLP 1.3VLI 1. 2VLP. 3VLP 1.5VL.3VLI 3VLI 2VLI.5VLI.3VLI 3VLI 2VLI.5.5 Hr. 3VLP 1. 3VLP 3VLP 2VLP.3VLI 1.5.2VLI.1.1.5VLI. 3VLP 2VLP. 2VLP.2VLI. 2VLP. 3VLP 1.5 Hr.2.3VLI 2VLI.1. Sprayed Fiber 2 1/2" NW&LW 3" LW Unprotected Deck 4" NW Exposed Grid Gypsum Board 2 1/2" NW 2 1/2" NW 2" NW&LW 2 1/2" LW 2 Hr.2VLI. 1.3VLI 1.L.2VLI.1. 1. 3VLP 1. 1.5.2.3.5VLP.2VLI.5VLI. 2VLP.5.2VLI.3VLI 1.3VLI 2VLI.5 Hr.5VLI.1. 3VLP 3VLP 2VLP.5VLI.5. 1.2VLI.2.5VLP.5VLP. 1.5. 1.5.5VL.5 Hr.5VLI.1. 1.5.5.5VLP. 3VLP 2VLP.3 Hr. 1.1.3VLI 1.2VLI. 2VLP. 2 1/2" NW&LW 2 1/2" LW Unprotected Deck COMPOSITE 3 1/2" NW Gypsum Board Cementitious 2 1/2" NW 2" NW&LW 2 1/2" NW&LW 2" NW&LW 11/2 Hr.2.5VLP.5VL.5VL.1.1.L.5VLI. 2VLP.3 Hr.2VLI.5.5VLP.3VLI 1. 1.2. 1.2VLI.2VLI.5.3 Hr.5VLP.2VLI. 3VLP 1.3VLI Cellular Deck (5) 1.2VLI.5VL.5.3VLI 1. 3VLP 1. 1 Hr.3 Hr.3 Hr. Cementitious 2 1/2" NW&LW 2 1/2" NW 60 U. 2VLP.1.5VL.3 Hr.2. 1.2VLI.3VLI 2VLI. 2 Hr.2. 3VLP 1. 3VLP 1.5VLP.1.5VLI. 3VLP 1.5VLP.5 Hr.5VLI. Type of Protection Concrete Thickness & Type (1) Unprotected Deck 2 1/2" LW Exposed Grid 2 1/2" NW 2" NW&LW Cementitious 2 1/2" NW&LW 2" NW&LW Sprayed Fiber 1 Hr.1.4 Hr. 3VLP 1.5.3VLI 2VLI.5.5VLI.5VLP. 3VLP 1.5VLI.5 Hr.1. 1.3VLI 1.3VLI 2VLI.2. 1. 3VLP 3VLP 2VLP.1.3VLI 1. 3VLP 1.5.3VLI 1. 2VLP.1.3.3VLI 1. 2.3VLI 1.5VLI.5VLP. 3VLP 1.5VLP. The cellular decks listed comply with U.5.3 Hr.1.2 Hr.1.3VLI 1. 1. 2VLP.5 Hr. .3 Hr. 2VLP.1.2. 3VLP 2VLP.1.5VL. 3VLP 1. 1.5.2VLI.5.5VLI. 3VLP 1.5VLI.5VLP.2VLI.5 Hr. 1.1.5.5VLP.2VLI.5VLP.5VL. 3VLP 1.1.3VLI 1.5VL.5 Hr.1.2VLI.2VLI.2VLI. 2VLP. 1. 2VLP.1.5VL. 3VLP 1.3VLI 1.5VLP.1.2. 1.FLOOR-CEILING ASSEMBLIES WITH COMPOSITE DECK Vulcraft Decks have been tested by Underwriters Laboratories Inc.1.5VLP. 2VLP.2VLI.1. Hr.2.1.1.5VLI.3VLI 1. 1. 3VLP 1.5VLI.2VLI.2 Hr.1.3 Hr.2.1.3 Hr. 1.3 Hr.5. 1.2. 1.2.3VLI 1.1. 2VLP. 3VLP 1.5VLI.5VLP. 1.1.5VLP.1. 3VLP 1. 3VLP 2VLP. 1. 2VLP.5. 3VLP 1.3VLI 2VLI.5VLI. 2VLP.1. 1.1. 1.1.1.1.5VL. 2VLP.1.1.5VLP.3VLI 2VLI. In as much as new listings are continually being added. 1.5VLI. for their Fire Resistance Ratings. 2VLP. 2VLP.5VLI. 3VLP Unrestrained Beam Rating 1 Hr. (2.2VLI.1.5VLI. 1.1.3VLI 1.3VLI 1. 1.5VL.2.2 Hr. 2VLP.3VLI 1.1. 3VLP 2VLP.5VLP.1.1. 1.1. 1.3 Hr. 2VLP. 1.3VLI 2VLI.5VLP. 3VLP 2VLP.2.2VLI. 1.5VL. 1.3 Hr.3 Hr. 3VLP 1.1.5VL.1.1. 3VLP 2VLP. Hr.5VLI. 3VLP 2VLP.5VL. 1.5.5.3. 3VLP 3VLP 2VLP.3VLI 2VLI. 1. 3VLP 1.3VLI 1.5.1. 3VLP 1.5.1.3VLI 2VLI.5VL. 1. 1.2 Hr. 2VLP.3VLI 3VLI 1.5VLI.5 Hr.5.5VLI.5VL.1.4 Hr. Restrained Assembly Rating 3/4 Hr.3VLI 2VLI.2. 2VLP. 2VLP.2.3 Hr.5VL.2.5VLP.5VLI.2.2 Hr.1. 3VLP 1.3VLI 1. 1.3VLI 2VLI.2.5VLI.5 Hr.1.5VLP. 1.2 Hr.1.5VL.5 Hr. 2VLP. 2VLP.5VLP.2VLI.3 Hr.2VLI.4) D914 # D916 # D216 + D743 # D703 * D712 * D722 * D739 * D759 D859 * D832 * D847 * D858 * D871 * D902 # D914 # D916 # D918 # D919 # D902 # D916 # D918 # D919 # D502 * D743 * D703 * D712 * D722 * D739 * D759 D859 * D832 * D847 * D858 * D871 * D902 # D916 # D919 # D902 # D916 # D918 # D919 # D216 + D502 + D743 * D746 * D752 * D703 * D712 * D716 * D722 * D739 * D745 * D750 * D755 D759 D760 * D730 * D742 * Classified Deck Type Fluted Deck 1. 1.1. 3VLP 1.2VLI.5.3 Hr.5VL.3VLI 2VLI.5. 3VLP 3VLP 2VLP.5VLI.5VLP.5.1.2.2VLI.2.5VLP.3VLI 1.2.3VLI 1.3VLI 1.1.5VLI.5VLI. 3VLP 2VLP. 1. 1. 3VLP 1.5VLI.5VLP. 2VLP. 2. 1.1.2VLI.5VLP.5VLI.5VLP.2VLI.3VLI 1. 1.2VLI.1.5.2VLI.5VLI.2.3 Hr. 1.2 Hr. 3VLP 1.2.5VLI.1.3.5. 1.5VL. 1. 3VLP 2VLP.3VLI 1.5VLI. 3VLP 1. 209 for use as Electrical Raceways.5VLP.3VLI 1. 2VLP.3VLI 1. 2 Hr.1. 1.1.2VLI.1.1.3VLI 1. 3VLP 2VLP. 2VLP. 3VLP 3VLP 2VLP.Restrained Assembly Rating Type of Protection Concrete Thickness & Type (1) 2" NW&LW Sprayed Fiber 2 1/2" NW&LW 2 1/2" LW 2 1/2" NW 3 1/4" LW 2 Hr.5VLI.5. 3VLP 1.& D5-.2.5VLI. 3VLP 1.5VLI.3VLI 1. for use as electrical raceways under U.1.3 Hr.2. 3VLP 1.5.5VLP.3VLI 2VLI. 3VLP 1. Deck finish shall be galvanized or phosphatized/painted.5VLP.5VLI.4 Hr.5VLI.5VLI. 3VLP 1. 3VLP 1.1.5.4 Hr. 2VLP.3 Hr.3VLI 1.3VLI 2VLI. 1.5. 3VLP 3VLP 1. 3VLP Unrestrained Beam Rating 1.2.1.5VL.3VLI 2VLI. 1.1. + Denotes fluted deck finish is not critical when used in D2-.5VLI. 1.2 Hr.4 Hr. 2VLP.5 Hr. 1.5VLI. 2VLP. 1. 3VLP 1.1. 1.3VLI 1.5 Hr. 1. Sprayed Fiber 2 1/2" NW&LW 2 1/2" NW 3 1/4" LW 4 3/16" LW Unprotected Deck 5 1/4" NW Cementitious 2 1/2" NW&LW Sprayed Fiber 3 1/4" LW 2 1/2" NW&LW 3 1/4" LW 4 Hr.3VLI 1.3VLI 1. 2VLP. 3VLP 3VLP 1.L.3VLI 1.3VLI 12VLI.3VLI 1. 2.2.5VLP.5VL.3 Hr.4) .5 Hr. 2VLP.L.3 Hr.5VLP.5 Hr.2.5VLP.5VLI.5.1.5VLP. 2VLP.3VLI 1. 3VLP 1. 1.3.5 Hr. 1.5VLI.5VLI.2. 2VLP.3VLI 2VLI.2VLI.5VLP. 1.5VLI. 1.5VLI.5VLP.1. 1.5.1.3VLI 1.1.5VLI. 1 Hr. 3VLP 1. 1.5VLI.3VLI 1.2 Hr. Fluted deck finish shall be galvanized unless noted otherwise.1. 1.5VLP.1.1.5 Hr.5VL. 3VLP 1.2 Hr. 3VLP 2VLP.2VLI.5. NOTES: 1.3 Hr. 3.5VLP.2VLI.5VLI. 3VLP 2VLP.1. 5.3VLI 2VLI.L Standard 209. 1.5VLI.1.3.5VLI.3VLI 1.2. 1. 2VLP. 1.5VL.5VL. 1.1.5VL.5VLP.5VLI. 1.2 Hr.1.1.1. 1.5VL.5VLI. 1.5VL.5VLI.2VLI. in. 2VLP. 1. 3VLP 1.3 Hr.1.1.3VLI Cellular Deck (5) 2VLP. 3VLP 2VLP. Fluted deck finish shall be galvanized or phospatized/painted.5VLI.5 Hr. 1.Series designs.L. 2VLP.2 Hr.2VLI.2VLI.5VL.2VLI. 3VLP 1.5VLP. 2VLP.1. 3VLP 2VLP.2 Hr. 3VLP 1. 3VLP 2VLP. 3VLP 2VLP.5VL. (2.2.1.1.1. 2VLP.5. 2VLP. 3VLP 1.5. 1.5VLI.5VL.5VLI.5. 3VLP 1.5VLP.3VLI 1.1.5 Hr.3 Hr.5 Hr.4 Hr.2VLI. 1.5.5VLI.Series designs.2VLI.5VLI. 1 Hr. 3VLP 2VLP.2VLI.4 Hr.5 Hr.3 Hr.5VLI.5VLP.5VLP.1.5VLP.5 Hr.3 Hr. 1.1. 2VLP.1. 3VLP 1. 1.2VLI.2VLI.3VLI 1.2. Concrete thickness is thicness of slab above deck. 859 * 822 * 825 * 831 * 832 * 833 * 847 * 858 * 861 * 870 * 871 * 862 * 864 * 860 * 733 # 826 # 840 # 902 # 907 # 913 # 916 # 918 # 919 # 920 # 902 # 916 # 918 # 919 # 216 + 743 * 746 * 703 * 708 * 739 * 755 759 760 * 754 * 742 * 859 * 816 * 831 * 832 * 833 * 858 871 * 864 860 * 902 # 916 # 918 # 919 # 902 # 916 # 918 # 919 # 760 739 754 858 860 Classified Deck Type Fluted Deck 2VLI.5VLP.2VLI.1.3VLI 2VLI.3VLI 3VLI 2VLI.5.3VLI 1.1. 3VLP 1. "Fire Resistance Directory" for the necessary construction details. Vulcraft cellular deck units are approved by U.5.2. 2VLP.3VLI 2VLI.3VLI 1.1. 1.5.3VLI 1.1. Cellular deck finish shall be galvanized. 61 COMPOSITE Cementitious 3 1/4" NW 2" NW&LW 2 1/2" LW U.2.3VLI 1.5VL.2VLI. 1.5VLP. 3VLP 1.5VLP.5. 1.1.1.L. * Fluted deck finish is critical for fire resitance.5VLP. This paint is a special type of paint and is compatible with the spray-applied fire protection and is U.1. 2VLP.5VLI.1.1. 3VLP 1.5.5. 1. 2VLP. 1. 1. 3VLP 1.1. 1. 2VLP.2VLI. 1 Hr.2VLI.2VLI.3VLI 2VLI.3 Hr. 2VLP.5VLI.3VLI 1. 2VLP.3VLI 1. 3VLP 2VLP.5VLP.2VLI.3VLI 1.1.3VLI 1.5VLP.5VLI.5.3VLI 1.2VLI.1. Refer to the U.3.5 Hr.3VLI 1.3VLI 1. 2.5VLI. 2VLP. 3VLP 2VLP.2 Hr.1.2VLI. 2VLP.1.5.1.5VLP.3.3 Hr.2VLI. 2VLP. 1. 3VLP 2VLP. 3VLP 1. 1.5 Hr.5VLP.5VL.2.3VLI 1.2VLI.5VLI 1.2.2.3VLI 1.5VL. 1. 1.2VLI.2VLI.2VLI.3VLI 1.5VLI. 1.1.3.5VL.5.3VLI 1. 2VLP.3VLI 1.4 Hr.2VLI.5VL.2 Hr.1.5 Hr.1. 1.5VLP.5 Hr.5VLP. 2VLP.1.5.2VLI.3VLI 1.3VLI 1.2VLI. 1.2VLI.3VLI 1.4 Hr.5VL. approved for use in the denoted D7-.2VLI.2.5Hr.2 Hr.3VLI 1.5.2VLI.1. 1.5 Hr. Design No. Fluted deck finish shall be galvanized or phosphatized/painted.3VLI 2VLI. 3VLP 2VLP.3 Hr.1.5VL. 3VLP 1.3VLI 2VLI.2.1.3VLI 3VLI 2VLI.1.3VLI 2VLI. 1. 1. # Denotes fluted deck finish is not critical for fire resistance. 1.3VLI 2VLI.5. 3VLP 1.3 Hr.3VLI 1.2. 3VLP 1.3 Hr.5VLP.3VLI 2VLI.5.5VLI.2.5. 1.2 Hr.5 Hr.2 Hr.2VLI.1.2VLI. 1.5VL.1.5VL. 3VLP 1.1.2.5 Hr.5.1.5VLI.5VL.1.1. 3VLP 1.3VLI 2VLI. 1.1. 1.1.5VLI.5. 2VLP.5.5. 3VLP 1.1.3VLI 2VLI. 2VLP.5VL.1.2.5 Hr.2VLI.3 Hr. 2VLP. 3VLP 2VLP.1. 1.5VLP. 3VLP 2VLP.5VLP.5.5 Hr. 1.5VLI.2VLI. 1.3VLI 1.5 Hr.5VLI.3VLI 1. 2VLP. 1. 3VLP 2VLP. (continued) 3 1/4" LW Unprotected Deck 4 1/2" NW Exposed Grid 2 1/2" NW&LW 3 1/4" LW 3 1/4" NW 2" NW&LW 3 Hr. 1.5.3VLI 2VLI. 3VLP 1.2VLI.3VLI 1.2.1.5VL.5VLI.3 Hr.& D8-.2 Hr.3 Hr.1.1.5. 1. 4.2VLI.5.5VLP. 25 (w1+w2) l 830 < 1127 OK = = 0.50 COMPOSITE Deck W 33 39 45 51 57 63 38 44 50 56 62 68 39 45 51 57 63 69 44 50 57 63 69 75 Es=29500KSI 22 21 2'-0 2'-3 1'-11 2'-2 1'-11 2'-2 1'-10 2'-1 1'-10 2'-0 1'-9 2'-0 1'-10 2'-2 1'-10 2'-1 1'-9 2'-0 1'-9 2'-0 1'-8 1'-11 1'-8 1'-11 2'-8 3'-0 2'-7 2'-11 2'-6 2'-10 2'-6 2'-9 2'-5 2'-8 2'-4 2'-7 3'-9 4'-2 3'-7 4'-0 3'-6 3'-11 3'-5 3'-9 3'-4 3'-8 3'-3 3'-7 W=W+Wc. Single Span from page 56 figure 3 0.) CHECK: Web crippling for 2" bearing at wall and 5" intermediate bearing.Maximum Cantilever Spans For Vulcraft Composite Floor Decks Under Construction Loading t 2.50 2. joists at 8'-0" (C. normal weight concrete.6 Fy.50 4.50 3VLI 3. Any simple spans will have to have the bearing increased. Limited to l/120.50 1.50 2VLI 3.50 4.00 3. 4. Cantilever deflection is based on a fixed end cantilever.5VL & VLR 3" 2VL 4" 3VL 6" 3.00 3. Loading conditions: a) Conc.00 3. Concentrated Load.375 (w1+w2) l 249 < 296 OK = = 1.50 2.00 4.5 (w1+w2) l PEXT = = 0.00 4. + Deck + 20 PSF or b) Conc. the length of the bearing will have to be increased to 2 1/2". PSF 20 19 18 17 16 2'-6 2'-10 3'-2 3'-6 3'-9 2'-5 2'-9 3'-1 3'-4 3'-8 2'-4 2'-8 2'-11 3'-3 3'-6 2'-3 2'-7 2'-10 3'-2 3'-5 2'-2 2'-6 2'-9 3'-1 3'-3 2'-2 2'-6 2'-9 3'-0 3'-2 2'-4 2'-8 3'-0 3'-4 3'-7 2'-3 2'-7 2'-11 3'-2 3'-6 2'-2 2'-6 2'-10 3'-1 3'-4 2'-2 2'-5 2'-9 3'-0 3'-3 2'-1 2'-5 2'-8 2'-11 3'-2 2'-1 2'-4 2'-7 2'-10 3'-1 3'-4 3'-11 4'-4 4'-9 5'-1 3'-2 3'-9 4'-2 4'-7 4'-11 3'-1 3'-7 4'-0 4'-5 4'-9 3'-0 3'-6 3'-11 4'-3 4'-7 2'-11 3'-5 3'-9 4'-1 4'-5 2'-10 3'-4 3'-8 4'-0 4'-3 4'-6 5'-2 5'-8 6'-2 6'-8 4'-4 5'-0 5'-6 5'-11 6'-4 4'-2 4'-10 5'-3 5'-9 6'-1 4'-1 4'-8 5'-1 5'-6 5'-11 3'-11 4'-6 4'-11 5'-4 5'-9 3'-10 4'-5 4'-10 5'-2 5'-7 1. 62 .5VLR 3. All other conditions are adequate. 2. 5. Allowable bending stress of 0.5 (63+20) 8 = 332 >296 (from Web Crippling table) = N. to C.50 4.00 2. If cantilever span exceeds 1/3 of the adjacent span contact Vulcraft WEB CRIPPLING EXAMPLE GIVEN: 3VLI20 Deck carrying a 6 1/2" total depth slab.1 (w1+w2) l 730 < 1127 OK If there are any simple spans.G.00 2.00 4.50 2.00 3. Assumed bearing width for web crippling: 1. + Deck + 150 lbs.50 1.00 2.00 2.00 4.50 4.5VL 3. Double Span PEXT PINT Triple Span PEXT PINT = = 0.4 (w1+w2) l 266 < 296 OK = = 1. Type EXT. EXT. EXT. INT. INT. EXT.5VL20 1. INT. INT. INT. INT. INT. INT. INT. EXT.0 795 1498 922 1849 1035 2168 1283 2880 1700 3609 2298 4520 2906 5447 357 683 417 847 470 996 586 1329 780 1670 1058 2096 1341 2531 339 663 399 826 453 975 570 1309 763 1652 1040 2081 1323 2519 4. INT.5VL18 1. EXT.5 574 648 721 1124 1249 1373 673 756 839 1405 1553 1701 762 853 944 1663 1831 1999 955 1068 1175 2266 2459 2669 1314 1428 1564 2944 3110 3359 1844 1961 2123 3820 4008 4225 2405 2547 2689 4739 4954 5169 258 291 324 513 570 627 304 342 379 644 712 779 346 387 428 764 841 919 436 488 537 1046 1135 1232 603 655 717 1363 1439 1555 849 903 977 1772 1859 1960 1110 1175 1241 2202 2301 2401 245 277 308 497 553 608 292 327 363 628 694 760 333 373 413 748 824 900 424 474 522 1030 1118 1214 590 641 702 1348 1424 1538 835 888 961 1759 1846 1946 1095 1160 1225 2192 2291 2390 4.5VL21 1. EXT.5VL17 1. EXT.5 437 906 530 1169 615 1416 812 1999 1133 2627 1610 3445 2122 4310 196 413 239 535 279 651 371 922 519 1216 741 1598 979 2002 187 401 229 522 269 637 361 909 508 1203 729 1587 966 1993 2. EXT. EXT. INT.5VL16 2VLI22 2VLI21 2VLI19 2VLI18 2VLI17 2VLI16 3VLI22 3VLI21 3VLI20 3VLI19 3VLI18 3VLI17 3VLI16 1. EXT. EXT. INT. EXT. EXT.5VL19 1.5 847 1587 978 1951 1095 2279 1348 3008 1777 3750 2388 4670 3004 5603 390 740 454 915 511 1073 635 1426 842 1786 1138 2233 1439 2687 371 718 435 893 492 1051 617 1405 824 1767 1120 2217 1420 2675 5.0 3.WEB CRIPPLING VALUES Deck Type 1. EXT. EXT. INT. INT.0 847 1587 978 1951 1095 2279 1348 3008 1777 3750 2388 4670 3004 5603 489 911 567 1119 635 1305 782 1717 1029 2132 1381 2643 1733 3157 465 883 543 1091 612 1278 760 1691 1007 2109 1358 2624 1711 3143 63 COMPOSITE 2VLI20 React. INT. INT. EXT. INT. INT. INT. .5 3. INT. EXT. EXT. INT.0 500 1000 590 1257 676 1524 884 2132 1223 2786 1727 3633 2264 4525 225 456 267 576 307 700 404 984 561 1289 795 1685 1044 2102 214 442 256 562 296 685 393 969 549 1275 782 1673 1031 2093 Allowable Reactions (lbs/ft) Bearing Length (inches) 2.0 847 1587 978 1951 1095 2279 1348 3008 1777 3750 2388 4670 3004 5603 423 797 492 983 552 1151 684 1523 905 1901 1219 2370 1537 2844 402 773 471 959 532 1127 665 1500 885 1881 1199 2353 1517 2831 6. EXT. EXT.5VL22 1. deflection.SDI POUR STOP SELECTION TABLE OVERHANG (INCHES) 1 2 3 4 5 6 7 8 9 10 14 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 10 12 12 12 10 10 10 10 10 10 10 10 10 10 11 12 POUR STOP TYPES 20 20 20 20 20 18 18 18 18 18 16 16 16 16 14 14 14 14 12 12 12 12 12 12 12 12 12 10 10 10 10 10 10 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 20 18 18 18 18 16 16 16 16 14 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 18 18 18 16 16 16 16 14 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 18 16 16 16 16 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 10 16 16 16 14 14 14 14 12 12 12 12 12 12 12 12 10 10 10 10 10 10 10 1” FILLET WELDS @12” O. 2. or rotation of the pour stop support which may include both the supporting composite deck and/or the frame.50 10.00 7. Horizontal and vertical deflection is limited to 1/4” maximum for concrete dead load. COMPOSITE SLAB DEPTH (Inches) .0747 12 0.75 11.25 4.0358 18 0.75 12.50 9.50 5.50 7.00 6.0598 14 0. The above Selection Table is based on the following criteria: Normal weight concrete (150 PCF).25 5.0474 16 0. This selection is not meant to replace the judgement of experienced Structural Engineers and shall be considered as a reference only.75 7.75 10.50 4.75 6.00 0 1/ 2” M IN .25 6.25 9.00 9. 6. 3.50 6.25 10. 64 DEPTH 20 20 20 20 20 20 20 20 18 18 18 18 16 16 16 16 14 14 14 14 14 12 12 12 12 12 12 12 12 12 10 10 10 SLAB 4.C.75 9.25 11.00 8.75 5.75 8. Vertical leg return lip is recommended for type 16 and higher. 5. SDI reserves the right to change any information in this selection without notice. Pour Stop Selection Table does not consider the effect of the performance.1345 POUR STOP OVERHANG 2” MIN.00 10.25 7.25 8. 10 10 10 10 10 10 10 10 10 10 10 10 10 TYPES DESIGN THICKNESS 20 0. 4.00 4.00 11. SEE NOTE 5 NOTES: 1.1046 10 0. Design stress is limited to 20 KSI for concrete dead load temporaily increased by one-third for the construction live load of 20 PSF.50 8.50 11.00 5. 2 Incomplete Plans and Specifications: Incomplete plans and specifications shall be bid on the basis that the seller shall provide material in agreement with the provisions of this code.1. It is designed to assist in the preparation of the sales contract by providing contract details which can be adopted by reference. 1.3 Special Details: Any material required to support the steel deck shall not be included. There are. The seller shall also furnish as many prints as may be reasonably necessary. other criteria which must be considered besides that given by the Steel Deck Institute. may be used in a variety of ways. 2. Any deck sheets requiring lengths less than 6 feet (2. No other deck or accessories shall be included unless specified.2 Application: This code shall govern where building codes.2 Furnished by Seller: The seller shall furnish erection layouts clearly showing the location of all sheets. the structural plans shall be considered as a written notice of change of plans.1 Scope: This code is intended to promote safety and quality construction in accordance with good engineering practice. Make sure that this investigation starts with a review of the applicable Codes and that any special conditions are included in the design.4 Approval: The erection layouts shall be submitted to the buyer for approval unless the buyer instructs the seller to submit same directly to the architect or waives his right of approval. architects' and engineers' plans and specifications or contracts are not complete or clear. FORM DECK. The seller shall not start shop work prior to final approval of his drawings unless such approval is waived.0 m) or greater.3 Design: In the absence of ordinances or specifications to the contrary. structural steel drawings. Deck shall be furnished in sheet lengths of 6 feet (2. The buyer (or architect) shall return one copy marked with his approval or with such corrections as he may deem necessary. 3. in these cases.5 Responsibility for Design: When details of design are specified.1 Roof Deck: Base bids shall include roof deck as shown in plan on structural drawings. and purlin placing plans. it shall only supplement and amplify such laws. all correctly dimensioned.4 Plans and Specifications for Bidding: Plans and specifications shall clearly show details and shall be complete as to the extent of deck and accessories to be furnished by the seller.3 of this code.1. 3. The design of deck supports shall be the responsibility of the architect and/or engineer of record. Drawings and Specifications 3.1 Furnished by Buyer: The buyer shall furnish complete architectural plans and specifications. 3. General 1. 65 . Base bid shall also include ridge and valley plates and sump pans per architectural drawings and specifications. both composite and non-composite. some of which do not lend themselves to a standard "steel deck" analysis for span and loading. When details of design are not specified. 1. but the tracing shall remain the property of the seller. the seller shall assume no responsibility other than to furnish materials as specified. 1.1 Base Bids: 2.0 m) shall be field cut by others unless special arrangements are made with individual manufacturers. There shall be no conflict between this code and any legal building regulation. 2.SDI Code of Recommended Standard Practice FOR COMPOSITE DECK. 2. When structural steel or purlin placing plans do not agree with the architect's plans.3 Discrepancies: The architect's plans shall be assumed to be correct in the absence of written notice from the buyer to the contrary. 2. No other deck or accessories shall be included unless specified. Steel roof deck and floor deck.2 Composite Floor Deck and Non-Composite Form Deck: Base bids shall include deck as shown in plan and only those accessories specifically designated on the structural drawings and called for in the appropriate division of the specifications. 3. design shall be in accordance with the current Specifications of the Steel Deck Institute. Bidding 2. 1. the seller shall furnish all materials required in accordance with Section 1. AND ROOF DECK CONSTRUCTION 1. 4. 11. they shall be allowed to thoroughly dry without being compressed before installation. numbering or sizing of shear connectors is not the responsibility of the deck manufacturer. Erection drawings are made to show the deck products as an overlay on the structural or architectural plans and as such the drawings are trying to meet the job requirements set forth by the designer. with permission. copyright American Society for Testing and Materials. Construction Practice The Steel Deck Institute recommendations for site storage. sound absorbing acoustical glass fiber batts shall be installed in the field by the roofing contractor. As far as can be ascertained. An attempt will be made to develop a meaningful corrosion test and will be incorporated into the standard when it becomes available. If the deck manufacturer were to check and seal erection drawings.2 Acoustical Batts: When open rib acoustical deck is provided.3. 4. from the Annual Book of ASTM Standards. Insulation materials shall be protected from the elements at all times during their storage and installation.SDI Code of Recommended Standard Practice The deck manufacturer is not responsible for putting a professional seal or signature on erection drawings. Sheet Metal Work: All closures. Insulation shall be adequately attached to the steel roof deck by adhesives or mechanical fasteners. 3. the cost of such changes and extra materials shall be paid by the buyer at a price agreed upon between the buyer and seller. PA 19103. design. and construction practices are addressed specifically in the appropriate deck specifications in this design manual and are an integral part of this Code of Recommended Standard Practice.5 Field Painting: Any field painting or touch-up of abrasions or deterioration of the primer coat or other protective finishes shall be the responsibility of the buyer.. Collateral Material Although certain collateral materials are not supplied by the steel deck manufacturer.1 Insulation: All steel roof decks shall be covered with a material of sufficient insulating value to prevent condensation under normal occupancy conditions. When it is anticipated that the foam will be in direct contact with metal.6. The following paragraph 11. 66 4. it is the desire of the Steel Deck Institute to have certain principles followed in specifying and furnishing these collateral materials in order to provide a satisfactory deck assembly. the foam supplier shall provide the proper installation procedure. Phenolic Foams has been extracted. Philadelphia. 4. 4. 5. used in roof deck construction.3 Roof Coverings: A suitable roof covering shall be applied over the insulation. . etc. 4. 1916 Race Street. there are currently no directly applicable ASTM corrosion tests for phenolic foams.4. installation. Batts shall be shipped and stored at the jobsite in such a manner as to ensure protection until installation. flashing. it would subvert that important function.3 PHENOLIC FOAMS may contain some compounds which may promote corrosion in the presence of liquid water. Shear Connectors: The layout. but is intended to supplement and amplify specifications pertaining to their products. This code is not intended to encroach upon the standard practices of the related industries.5 Changes by Buyer After Approval: When any changes are made by the buyer after approval or when any extra materials are required. unless otherwise specified. If acoustical batts become wet. shall be detailed and furnished by the sheet metal contractor. 4. All values are for a three span condition. end laps may be staggered or on a continuous line without particular effect on the diaphragm strength. greater care must be exercised in making connections through multiple layers of deck at the panel corners on the end lap. The far end of the panel can be moved in the diaphragm plane by a workman until shear distress is noted in the weld. Care must be exercised in setting the driving force to obtain the proper depth of penetration. Once driven properly. As the thickness of the deck gets smaller and the spans get longer for shallow decks. 21/2 inches deep. but as an extension to it for our decks. and then making connections to the block. but not the backup data behind these calculations." Screws "Screws must be installed using properly calibrated tools to avoid overdriving which can strip the threads at sidelaps or sever the screw when it is placed into heavier substrata. If intermediate stitch fasteners have been required on sidelaps. For form deck it is taken as 80ksi." Power Driven Fasteners Split Panels "Finishing out a diaphragm at its edge may require a split panel at what usually is a higher shear zone in the structure.33 for shortterm or wind loading. Dr. The Steel Deck Institute recommends not welding the sidelaps if the thickness of the deck is 0. you will notice that as the spans get long the shear strength reaches some maximum value. Luttrell. In a large diaphragm area. similar intermediate stitch fasteners must exist at the edge." .. Both lightweight and normal weight structural concrete on composite and non-composite deck are presented here. P. then it will be one fastener per foot in the sidelap.75 when any of a bare diaphragm is welded. Such a partial panel should be connected in every valley at all supports regardless of adjacent fastener patterns. either use a 5/8" puddle weld or a 3/8" x 11/4" arc seam weld. Example: 36/7 means 36 inch wide deck with 7 fasteners per support. The number of intermediate sidelap stitch connectors is assumed to be the same as the number of extreme edge fasteners. P. The tables already have considered a stress increase of 1. Greater values are available for a 1 or 2 span condition since you will have more fasteners to count in the calculation of strength. 7. 5. "The quality of a diaphragm can be limited by inattention to detail particularly at end and edge terminations." Side Laps "The overlapping edges of panels should be in close contact to allow minimum eccentricity of fasteners in the lap. This catalog is not presented as an alternative to the use of the Second Edition of the Diaphragm Desing Manual (DDM02). We hope that you will contact the SDI about ordering your own copy of DDM02. For 22. if the line that is selected has 4 under the asterisk and the span is five feet. occasional shorter panels may be required." Longitudinal Edges "In applications where joists terminate on a shear wall. 2. Approximate checks on weld quality can be made by placing one end of a long panel over a support and attaching it only to that support with two welds six inches apart. The column with the asterisk above it contains the number of sidelap fasteners per span.25 for filled diaphragms. IL 60021-0025. 4. We have given you the shear strength and stiffness of our various decks. The values are not to be increased again.3 specifications. the Steel Deck Institute recommends using welding washers only on deck thicknesses less than 0. to match the joist elevation. The Steel deck Institute has done testing that allows prediction of deck-fill combinations. These tables were derived making the following assumptions. 20. 2. The Steel Deck Institute does not recognize button punched sidelaps. the weld should not shear across its contact plane on structural supports else the welding temperature may have been too low for adequate penetration. The values printed have the factor of safety applied. Lightweight fill (vermiculite) should be placed only on slot vented deck (type CSV). Luttrell has been involved in testing of diaphragms at West Virginia University since 1965. 3. The welds should be sufficient to cause local distortions in the panel around both the welds and should show good perimeter contact between welds and the panel. DDM02 does a good job of supplying that information. That is. In uplift test on sheet materials.D. panels must be sufficiently overlapped to provide adequate distances for the connector used. and 18 gage panels. These should be 16 gage with a 3/8" hole in them.35 when a bare diaphragm is mechanically fastened. 67 DIAPHRAGM "The fasteners must be installed following the manufacturer’s recommendations.4 Stability Checks of DDM02. However.E. the edge-most diaphragm panel may not contact the wall. has been shown to exhibit some greater strength than a bare diaphragm while Type II with a rigid insulation board imbedded with two or more inches of vermiculite concrete over the top has an even higher value. equivalent or superior fasteners should be used on the edgemost panel at the diaphragm perimeter. A minimum end distance for fasteners used should be one inch requiring an end lap not less than two inches. Ph. with vermiculite aggregate. For roof deck and composite floor deck the steel yield point is taken as 33ksi. the shear strength can be determined satisfactorily by using the typical three span panel length. Box 25. One in each flute. 6. Where welds are shown at the supports. 3.DIAPHRAGM SHEAR STRENGTH AND STIFFNESS The following information is based upon the Steel Deck Institute’s Second Edition of the Diaphragm Design Manual prepared by Larry D.0295" or less. If panels are butted at their ends rather than end lapped. This is caused from "plate-like shear buckling". The number of fasteners are the same at both end members and interior supports.028". Extra stitch connectors should be considered at the split panel sidelap." The following load tables are based upon Vulcraft’s various types of steel floor and roof deck. 8. 10." Welds "Welds should be made by qualified operators following AWS D1. these nail-like fasteners are very resistant to extraction by uplift forces. One combination is lightweight insulating fill. Formulas of this section may be used to evaluate this special case noting the partial panel width. Fox River Grove. These can be accomodated by installing a block-like spacer on the wall. 11. Where welded sidelaps are shown. Within the system. as a valid sidelap fastener for developing diaphragm shear strength. and 2. See Section 2. When stitch fasteners connect adjacent panels between supports." "When decks are installed with multiple spans. 1. Steel Deck Institute. Otherwise shear strength along the first interior sidelap may exceed that along the perimeter member and thus diminish the contribution of the stitch fasteners. as is common with floor decks.O. then each panel must be individually connected at its ends with the specified pattern. Type I fill. the usual mode of failure is one of tearing the seat around the head or washer leaving the fastener in place. 9." Load Tables End Laps "At interior positions. A minimum value for 21/2 inches of concrete over the top of the deck has been computed in the tables. On some of the light-gage shallow decks. with interlocking deck. Mixed Panel Lengths The following limiting conditions are taken from this book. buckling can result as the shear strength increases. 5B 22 (WR) in 15'-0" panels (3 span condition) Fasteners: Support – 36/3 pattern W/ 5/8" puddle welds Sidelap – 1 #10 TEK From strength tables K1 = 0.78 + 1 Span WL2 8xBxG' Strength Check 250 (60) R = WL/2 = 2 68 = = 7500 lbs 870 3.TYPICAL FASTENER LAYOUT DIAPHRAGM SHEAR STRENGTH AND STIFFNESS DESIGN EXAMPLE DIAPHRAGM For roof plan shown. calculate the deflection of diaphragm (∆ C center line).98 K/in 0.3D B + 3K Span 3.39 in 8 (48) (5.78 + 0.617 G' = ∆C= L K2 = 0. L Joist spacing = 5'-0" Deck: 1.250 (60)2 = 0.3(2209) + 3(0.617) (5) 5 = 5.98) S = 7500 48 = 156 plf < 191 plf (from strength tables) OK . 238 0.057 0.105 0.079 0.069 0.159 0.) 6’-0 6’-6 7’-0 246 226 208 325 404 371 344 477 443 411 543 478 412 561 478 412 561 478 412 561 478 412 561 478 412 561 478 412 561 478 412 561 478 412 K2 = 870 0 1 2 3 4 5 6 7 8 9 10 11 443 548 633 701 755 798 832 860 882 900 915 928 389 346 489 439 573 521 643 590 700 650 747 700 786 741 818 777 844 806 866 831 885 853 900 871 DB = 758 309 398 476 544 604 655 699 737 769 797 821 841 276 364 438 504 562 614 659 699 733 763 789 808 249 335 404 468 525 577 622 663 668 668 668 668 227 306 375 436 492 543 561 561 561 561 561 561 208 0 1 2 3 4 5 6 7 8 9 10 11 339 439 514 569 610 640 663 680 694 704 713 720 298 265 394 356 470 430 528 490 573 538 608 576 635 606 656 631 672 650 685 666 696 679 705 689 DB = 1072 233 324 396 456 505 546 579 605 627 645 660 673 208 296 366 425 475 517 552 580 604 624 641 655 188 273 339 397 447 490 526 556 582 604 622 638 0 1 2 3 4 5 6 7 8 9 10 11 283 356 403 432 452 465 474 481 486 490 493 495 253 228 327 301 378 354 412 391 435 418 451 437 463 451 472 462 478 470 483 476 487 481 490 485 DB = 2209 207 278 332 372 401 422 439 451 460 468 474 479 185 258 312 353 384 408 426 440 451 459 466 472 167 240 293 335 368 393 413 428 441 451 459 465 7’-6 193 8’-0 180 8’-6 168 9’-0 158 10’-0 140 319 359 359 359 359 359 359 359 359 359 298 316 316 316 316 316 316 316 316 316 280 280 280 280 280 280 280 280 280 280 249 249 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 178 166 155 145 129 350 327 408 383 462 412 478 412 478 412 478 412 478 412 478 412 478 412 478 412 K2 = 870 304 359 359 359 359 359 359 359 359 359 284 316 316 316 316 316 316 316 316 316 266 280 280 280 280 280 280 280 280 280 249 249 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 170 249 316 372 421 464 501 533 560 561 561 561 156 133 123 115 107 95 295 277 350 330 398 377 441 412 478 412 478 412 478 412 478 412 478 412 478 412 K2 = 870 259 311 357 359 359 359 359 359 359 359 242 295 316 316 316 316 316 316 316 316 226 280 280 280 280 280 280 280 280 280 213 249 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 151 224 276 318 352 379 400 417 430 441 450 458 138 117 109 101 95 83 233 275 309 338 359 359 359 359 359 359 222 262 297 316 316 316 316 316 316 316 211 250 280 280 280 280 280 280 280 280 200 240 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 T F A R C L T U O V N S D E N E S DO M P M A L O E C D E R SI .178 0.095 0. D A E G D L 2 2 E R W O F 192 143 127 260 246 303 288 337 323 365 351 387 375 405 394 420 410 432 412 442 412 450 412 K2 = 870 K1 0.149 0.486 0.129 0.086 0.109 0.073 0.5 (B.189 0.135 0.319 0.089 0. BI) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 3/4” puddle welds SIDELAP FASTENERS: welded1 Fastener Layout 36/7 36/5 36/4 3’-0 500 627 740 839 925 999 1063 1117 1164 1204 1239 1268 3’-6 4’-0 435 378 550 488 655 586 750 675 834 757 909 831 976 897 1034 957 1084 1010 1129 1058 1168 1100 1202 1138 DB = 129 4'-6 334 439 529 613 691 763 828 888 942 991 997 997 5’-0 299 394 481 560 634 703 767 808 808 808 808 808 5’-6 270 356 441 515 585 651 668 668 668 668 668 668 SPAN (FT.1.409 0.259 0.059 0.098 0.142 0.972 0.084 0.583 0.066 0.081 0. K2 G' = .5BI deck.062 0.359 0.101 0.-IN.3*D B SPAN + 3*K1* SPAN SPAN is in feet 69 .063 0.114 0.220 0.123 0.091 0.168 0.75 * = number of sidelap fasteners per span 1 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.068 0.064 0.075 0.071 0.077 0. Kips/inch 3.288 0.118 0.204 0.729 0.060 DIAPHRAGM 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2.058 0.78 + 0. 079 0.359 0.3*D X SPAN + 3*K1* SPAN Substitute DB.238 0.081 0.78 + SPAN is in feet 70 Factor of safety = 2.220 0.1.-IN.75 0.189 0.091 0. BI.319 0.105 0.095 0.129 0.086 0.168 0.142 0.729 0.059 0.062 0.135 0. or DA for DX K1 0.077 0.073 0. DF.288 0.159 0. K2 G' = .066 0.069 0. F.101 0.149 0.109 0.058 0.409 0.5BI deck.5 (B.118 0.089 0.084 0.583 0. Kips/inch 3. D A E G D L 2 2 E R W O F * = number of sidelap fasteners per span 1 A 3/8” x 1 1/4” arc seam weld shall be used with F deck or A deck 2 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.204 0.) 6’-0 6’-6 7’-0 7’-6 203 186 172 160 282 361 332 308 286 429 399 373 349 493 460 412 359 552 478 412 359 561 478 412 359 561 478 412 359 561 478 412 359 561 478 412 359 561 478 412 359 561 478 412 359 DA =356 K2 = 870 286 255 378 343 456 418 520 482 572 535 614 579 649 616 677 647 699 672 718 693 734 711 747 726 DB = 758 228 206 314 289 385 357 448 417 501 470 547 516 585 556 618 590 645 619 669 644 688 665 705 668 DF = 886 188 172 267 332 310 390 366 442 417 488 462 528 478 561 478 561 478 561 478 561 478 561 478 DA = 974 159 219 193 308 281 378 349 431 404 472 446 502 479 526 505 544 526 558 542 569 555 578 565 585 574 DB = 1072 172 155 258 238 324 301 378 355 422 399 457 436 485 465 508 490 526 509 540 526 552 539 562 551 DF =1216 189 171 260 240 307 289 338 323 359 347 373 363 383 375 391 384 396 390 400 395 404 399 406 402 DB = 2209 153 138 223 208 273 258 309 295 334 322 353 342 366 357 376 368 384 377 390 384 394 389 398 394 DF = 2428 8’-0 149 8’-6 139 9’-0 130 10’-0 116 267 316 316 316 316 316 316 316 316 316 251 280 280 280 280 280 280 280 280 280 236 249 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 147 137 128 120 106 291 273 344 325 394 359 412 359 412 359 412 359 412 359 412 359 412 359 412 359 K2 = 870 255 307 316 316 316 316 316 316 316 316 240 280 280 280 280 280 280 280 280 280 225 249 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 141 129 220 281 264 334 315 378 359 416 396 446 428 472 455 493 477 511 478 526 478 538 478 DA = 1282 119 110 102 95 89 78 248 234 297 282 341 324 379 359 411 359 412 359 412 359 412 359 412 359 412 359 K2 = 870 220 267 309 316 316 316 316 316 316 316 206 254 280 280 280 280 280 280 280 280 194 242 249 249 249 249 249 249 249 249 202 202 202 202 202 202 202 202 202 125 114 195 244 231 281 269 310 298 331 321 348 338 360 352 370 363 378 372 384 378 389 384 DA = 2442 105 97 90 84 78 69 219 208 257 246 287 276 311 301 329 320 344 336 356 348 365 359 373 359 379 359 K2 = 870 198 235 266 291 311 316 316 316 316 316 189 225 256 280 280 280 280 280 280 280 180 216 247 249 249 249 249 249 249 249 200 202 202 202 202 202 202 202 202 T F A R C L T U O V N S D E N E S DO M P M A L O E C D E R SI . A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds1 SIDELAP FASTENERS: welded2 Fastener Layout 36/7 36/5 DIAPHRAGM 36/4 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 3’-0 413 539 647 739 817 881 934 978 1015 1046 1072 1093 3’-6 359 473 575 665 742 809 866 914 956 991 1021 1047 0 1 2 3 4 5 6 7 8 9 10 11 366 469 548 609 654 689 716 736 753 766 776 785 322 419 499 562 612 651 682 707 727 743 756 766 0 1 2 3 4 5 6 7 8 9 10 11 280 377 446 493 525 549 565 578 587 594 600 604 247 340 410 461 498 526 546 561 573 582 589 595 0 1 2 3 4 5 6 7 8 9 10 11 234 304 344 368 383 392 399 403 407 409 411 413 209 281 325 353 371 383 391 397 402 405 408 410 4’-0 4'-6 313 276 421 379 516 467 601 548 677 621 744 687 803 746 854 798 898 844 937 885 970 921 1000 953 DB =129 5’-0 5’-6 247 223 342 309 426 391 502 463 572 530 636 592 695 649 747 668 794 668 808 668 808 668 808 668 DF = 226 SPAN (FT.064 0.123 0.060 .486 0.063 0.057 0.178 0.972 0.075 0.068 0.098 0.071 0.259 0.114 0. 194 0.226 0.617 0.245 0.357 0.155 0.182 0.309 0.164 0.295 0.171 0.161 0.972 0.203 0.133 225 209 257 239 287 270 314 296 340 321 365 345 388 359 411 359 412 359 412 359 K2 = 870 184 171 217 202 245 231 270 255 294 278 316 300 336 320 356 339 374 357 390 359 K2 = 870 170 159 195 184 216 206 236 225 254 243 270 259 284 273 296 286 308 297 318 308 K2 = 870 195 223 252 280 303 316 316 316 316 316 159 188 217 241 264 285 305 316 316 316 148 175 196 215 232 248 263 276 288 298 182 209 236 264 280 280 280 280 280 280 149 176 203 229 251 271 280 280 280 280 138 165 186 205 222 238 253 266 278 280 171 197 222 248 249 249 249 249 249 249 140 166 191 217 239 249 249 249 249 249 130 155 178 196 213 229 244 249 249 249 DIAPHRAGM 36/3 SPAN (FT.392 0.137 0.142 0.261 0.509 0.149 0. A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds1 SIDELAP FASTENERS: #10 TEK screws Fastener Layout 36/7 36/5 36/4 3’-0 413 476 535 590 642 689 732 772 809 842 873 901 3’-6 359 416 470 521 570 615 658 697 734 768 800 830 4’-0 4'-6 313 276 369 327 418 376 466 420 511 462 554 503 595 541 633 578 669 613 704 647 736 678 766 708 DB =129 5’-0 5’-6 247 293 265 339 307 382 349 421 387 459 422 496 457 531 490 565 523 597 554 628 583 657 612 DF = 226 0 1 2 3 4 5 6 7 8 9 10 11 366 419 466 508 545 577 604 629 650 669 685 699 322 371 417 458 495 528 558 584 607 628 646 663 286 255 333 301 376 341 415 379 452 414 485 447 515 477 542 504 567 530 589 553 609 574 627 593 DB = 758 228 274 248 312 287 348 321 382 353 413 384 443 412 470 439 496 465 519 488 541 510 561 530 DF = 886 226 264 243 298 277 328 307 358 335 386 362 412 387 437 411 460 434 482 456 502 476 DA = 974 0 1 2 3 4 5 6 7 8 9 10 11 280 331 375 412 443 468 490 507 522 535 546 555 247 295 338 375 407 434 458 478 495 510 522 533 219 193 265 240 306 279 342 314 375 346 403 374 427 400 449 422 468 442 484 460 499 475 511 489 DB = 1072 172 218 197 256 236 290 268 321 298 349 326 374 351 397 374 418 395 436 414 453 431 468 447 DF =1216 179 218 200 249 233 278 261 305 287 330 311 353 333 374 354 393 374 411 392 427 408 DA = 1282 0 1 2 3 4 5 6 7 8 9 10 11 234 273 303 325 343 356 367 375 381 387 391 395 209 248 279 304 323 339 351 361 370 376 382 386 189 171 226 208 258 239 284 265 305 287 322 306 336 321 348 334 357 344 365 353 372 361 377 368 DB = 2209 153 191 177 222 207 248 233 271 255 290 275 306 292 320 307 332 319 342 330 350 339 358 348 DF = 2428 164 193 181 219 206 241 228 261 248 279 266 294 281 307 295 319 307 329 318 338 327 DA = 2442 242 280 257 319 293 357 328 391 363 423 394 455 424 486 453 515 478 544 478 561 478 DA =356 7’-6 8’-0 8’-6 9’-0 10’-0 238 221 271 252 304 282 337 313 368 344 397 359 412 359 412 359 412 359 412 359 K2 = 870 206 235 264 293 316 316 316 316 316 316 193 220 247 275 280 280 280 280 280 280 182 207 233 249 249 249 249 249 249 249 185 202 202 202 202 202 202 202 202 K1 0.219 0. or DA for DX 71 . Kips/inch 3.117 176 199 202 202 202 202 202 202 202 0.75 * = number of sidelap fasteners per span 1 A 3/8” x 1 1/4” arc seam weld shall be used with F deck or A deck K2 G' = .729 0.3*D X SPAN + 3*K1* SPAN Substitute DB.190 0.486 0.78 + SPAN is in feet 0.268 0.) 6’-0 6’-6 7’-0 * 0 1 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2.583 0.136 0. F.126 0.-IN.122 148 171 194 202 202 202 202 202 202 0.127 138 161 180 197 202 202 202 202 202 0.345 0.318 0.174 0.287 0.158 0.5 (B.1.452 0.231 0.131 0.199 0.144 0.178 0.147 0.251 0.434 0.214 0.377 0. DF. 479 0. F.187 0.177 0.551 0.667 0.224 0.555 0.827 0.177 0.416 0.35 7’-6 8’-0 8’-6 9’-0 10’-0 195 181 233 217 268 252 301 283 332 313 361 341 390 359 412 359 412 359 412 359 K2 = 870 169 203 236 267 296 316 316 316 316 316 158 190 222 253 280 280 280 280 280 280 149 179 209 239 249 249 249 249 249 249 160 187 202 202 202 202 202 202 202 K1 0.146 0.147 0.661 0.140 0.279 0. or DA for DX .153 0.334 0.102 0.240 0.259 0.418 0.168 0.210 0.140 0.161 0.78 + SPAN is in feet 72 0.306 0.-IN.198 0.160 0.135 0.187 0.239 0.168 0. A) 22 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout 36/7 36/5 DIAPHRAGM 36/4 36/3 SPAN (FT.135 186 172 217 205 247 233 274 260 299 284 322 307 343 328 362 347 380 359 395 359 K2 = 870 157 147 187 176 214 203 237 226 259 247 277 266 294 282 308 297 320 310 331 322 K2 = 870 140 132 163 156 183 175 199 192 212 205 223 217 232 226 239 234 245 241 250 246 K2 = 870 161 193 221 247 271 293 314 316 316 316 137 167 192 216 236 255 272 287 300 312 126 148 168 185 199 210 220 229 236 242 151 183 210 234 258 280 280 280 280 280 128 159 183 206 226 245 262 277 280 280 119 142 161 178 192 204 215 223 231 237 142 172 199 223 246 249 249 249 249 249 121 151 175 197 217 236 249 249 249 249 114 136 155 172 186 199 209 218 226 233 * = number of sidelap fasteners per span K2 G' = .280 0.198 0. DF. Kips/inch 3.3*D X SPAN + 3*K1* SPAN Substitute DB.1.210 0.304 0.120 154 181 202 202 202 202 202 202 202 0.130 125 144 160 175 187 198 202 202 202 1.153 0.476 0.371 0.125 135 160 181 200 202 202 202 202 202 0.5 (B.129 0.225 0.335 0.258 0.) 6’-0 6’-6 7’-0 * 0 1 2 3 4 5 6 7 8 9 10 11 3’-0 283 355 419 475 524 566 602 633 659 682 701 718 3’-6 246 311 371 425 473 515 553 586 614 639 661 681 4’-0 4'-6 214 189 276 248 332 299 383 347 429 392 471 432 509 469 542 503 572 534 599 562 623 587 644 609 DB =129 5’-0 5’-6 169 223 202 273 250 317 292 359 332 399 369 435 404 468 437 499 467 527 495 553 521 576 545 DF = 226 0 1 2 3 4 5 6 7 8 9 10 11 250 310 358 397 427 452 471 487 499 509 518 525 220 276 324 364 396 423 445 463 478 490 500 509 196 175 249 225 295 270 334 308 368 342 396 371 420 396 440 417 457 435 471 451 483 465 493 476 DB = 758 156 206 189 248 229 285 265 319 298 348 327 373 353 396 375 415 396 432 413 447 429 459 443 DF = 886 173 213 198 247 231 279 262 308 290 333 316 356 339 377 360 395 378 412 395 426 410 DA = 974 0 1 2 3 4 5 6 7 8 9 10 11 191 248 291 322 345 362 375 385 392 398 403 407 169 223 266 299 325 344 359 371 380 388 394 399 150 132 201 183 244 224 278 258 305 286 326 309 343 328 357 343 368 355 377 365 384 374 390 381 DB = 1072 118 168 155 207 192 241 225 269 253 293 277 312 298 329 315 342 329 353 342 363 352 371 361 DF =1216 141 179 167 211 198 239 226 263 250 284 271 302 289 317 305 330 319 341 331 351 341 DA = 1282 0 1 2 3 4 5 6 7 8 9 10 11 160 202 228 245 255 263 268 272 275 277 279 280 143 185 214 233 246 255 262 267 270 273 275 277 129 117 171 157 200 188 222 210 237 227 247 239 255 248 261 255 266 260 269 265 272 268 274 271 DB = 2209 105 146 136 176 166 200 190 217 208 231 223 241 234 249 242 255 249 260 255 264 259 267 263 DF = 2428 127 156 148 180 171 199 191 214 207 226 219 236 229 244 238 250 245 255 250 259 255 DA = 2442 184 229 210 270 251 308 287 343 321 377 353 409 384 439 413 467 440 492 466 517 478 DA =356 Factor of safety = 2.373 0. 097 0.071 0.092 0.1.068 0.78 + 0.5BI deck.174 0.) 6’-0 6’-6 7’-0 7’-6 298 273 252 234 393 488 449 415 386 573 533 496 462 652 608 566 493 728 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 K2 = 1056 0 1 2 3 4 5 6 7 8 9 10 11 532 659 761 843 908 960 1001 1034 1061 1083 1101 1116 468 587 689 773 842 899 945 984 1015 1042 1064 1082 417 374 528 479 626 572 710 654 781 726 841 787 891 840 934 886 970 925 1000 958 1025 987 1047 1011 DB = 567 334 438 526 606 676 738 792 840 881 917 948 975 302 402 486 562 631 693 748 796 839 877 910 916 275 370 451 524 591 652 707 756 770 770 770 770 252 233 421 491 556 615 656 656 656 656 656 656 0 1 2 3 4 5 6 7 8 9 10 11 408 528 618 685 733 770 797 818 834 847 857 865 359 474 565 635 689 731 763 788 808 824 837 848 320 283 428 389 517 476 590 548 647 608 693 656 729 696 758 728 782 754 800 776 816 794 829 809 DB = 802 252 356 440 511 571 621 663 698 727 751 771 788 228 328 408 477 537 589 632 669 699 726 748 767 207 302 380 447 507 558 602 640 673 701 725 745 0 1 2 3 4 5 6 7 8 9 10 11 340 429 484 520 543 559 570 579 585 589 593 596 304 394 454 495 523 543 557 567 575 581 586 590 274 249 362 335 426 399 471 447 503 482 526 508 542 527 555 542 565 554 572 563 578 570 583 576 DB = 1652 225 310 375 424 462 490 512 529 542 553 561 568 203 288 352 403 442 473 496 515 530 542 552 559 184 269 332 383 423 455 481 501 518 531 542 551 8’-0 218 8’-6 204 9’-0 192 10’-0 171 361 432 433 433 433 433 433 433 433 433 338 384 384 384 384 384 384 384 384 384 318 342 342 342 342 342 342 342 342 342 277 277 277 277 277 277 277 277 277 201 188 177 157 394 368 461 434 523 493 566 493 566 493 566 493 566 493 566 493 566 493 566 493 K2 = 1056 344 410 433 433 433 433 433 433 433 433 322 384 384 384 384 384 384 384 384 384 303 342 342 342 342 342 342 342 342 342 277 277 277 277 277 277 277 277 277 190 175 150 140 131 116 355 420 479 530 575 614 647 656 656 656 333 313 396 374 453 429 504 479 548 493 566 493 566 493 566 493 566 493 566 493 K2 = 1056 293 354 408 433 433 433 433 433 433 433 274 336 384 384 384 384 384 384 384 384 258 320 342 342 342 342 342 342 342 342 277 277 277 277 277 277 277 277 277 169 155 133 124 116 102 313 364 405 438 465 487 505 520 532 542 296 281 346 330 388 372 422 407 450 436 474 460 493 480 508 493 521 493 532 493 K2 = 1056 266 315 357 392 422 433 433 433 433 433 253 301 342 378 384 384 384 384 384 384 242 288 329 342 342 342 342 342 342 342 265 277 277 277 277 277 277 277 277 216 162 143 K1 0.142 0.094 0.149 0.080 0.5 (B.805 0.100 0.164 0.089 0.125 0.75 * = number of sidelap fasteners per span 1 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.195 0.082 0.184 0.537 0.063 0. K2 G' = .120 0.066 DIAPHRAGM 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2.104 0.225 0.074 0.108 0.086 0.115 0.352 0.395 0.076 0.450 0.130 0.062 0.-IN. Kips/inch 3.644 0.285 0.084 0.111 0.078 0.3*D B SPAN + 3*K1* SPAN SPAN is in feet 73 .261 0.065 1.242 0.317 0.072 0.135 0.074 0.069 0.208 0.156 0. BI) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 3/4” puddle welds SIDELAP FASTENERS: welded1 Fastener Layout 36/7 36/5 36/4 3’-0 601 754 889 1009 1112 1201 1278 1343 1400 1448 1489 1525 3’-6 523 661 787 901 1003 1093 1173 1243 1304 1357 1404 1446 4’-0 457 587 704 812 910 999 1079 1150 1214 1272 1322 1368 4'-6 404 528 636 737 830 917 995 1067 1133 1191 1245 1293 DB = 97 5’-0 362 475 579 673 762 845 922 993 1058 1109 1109 1109 5’-6 327 430 531 619 703 783 857 916 916 916 916 916 SPAN (FT. 065 1.149 0.130 0.063 0.082 0.537 0.066 .184 0.135 0.5BI deck.071 0.208 0.097 0.395 0.111 0.084 0.092 0.115 0.069 0.5 (B.100 0.195 0.068 0.261 0.089 0.076 0. or DA for DX K1 0.242 0.142 0.080 0. F.450 0. BI.120 0.104 0.074 0.094 0.78 + SPAN is in feet 74 Factor of safety = 2.317 0.3*D X SPAN + 3*K1* SPAN Substitute DB. 178 133 118 263 250 308 295 344 332 373 361 395 384 413 403 427 418 438 430 448 441 455 449 K2 = 1056 K2 G' = . Kips/inch 3.805 0.225 0.644 0.) 6’-0 6’-6 7’-0 7’-6 246 226 208 193 341 433 401 371 345 515 479 448 421 591 552 517 487 663 621 566 493 730 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 770 656 566 493 DA = 266 K2 = 1056 4'-6 333 455 560 658 746 825 896 959 1014 1063 1106 1145 DB = 97 5’-0 5’-6 298 270 412 373 511 469 603 556 687 636 764 711 834 779 897 842 954 899 1005 916 1050 916 1091 916 DF = 169 386 504 599 675 735 782 819 849 872 892 907 920 344 308 454 412 547 502 624 578 687 642 738 696 779 740 813 777 840 807 862 833 881 854 897 872 DB = 567 276 249 377 347 463 428 537 501 602 564 656 620 703 667 742 708 775 743 803 773 827 799 847 821 DF = 663 227 208 321 399 372 468 439 531 500 586 555 634 603 676 646 713 656 744 656 770 656 770 656 DA = 728 192 336 453 535 592 631 659 679 694 705 713 720 726 296 408 492 554 598 631 655 674 688 699 707 714 264 233 370 337 454 419 518 485 566 536 603 576 631 607 653 631 670 651 683 666 694 679 702 689 DB = 802 208 188 309 285 389 362 454 426 507 480 549 523 583 559 610 588 631 612 649 631 663 648 675 661 DF = 909 281 365 414 442 460 471 479 484 488 491 494 496 251 337 391 424 446 460 470 477 482 486 489 492 226 206 312 289 369 348 406 388 431 416 448 436 460 450 469 461 476 469 481 475 485 479 488 483 DB = 1652 186 167 268 250 328 310 371 354 401 386 423 411 440 429 452 442 461 453 468 461 474 468 478 473 DF = 1816 8’-0 180 8’-6 169 9’-0 158 10’-0 141 322 394 433 433 433 433 433 433 433 433 303 370 384 384 384 384 384 384 384 384 285 342 342 342 342 342 342 342 342 342 277 277 277 277 277 277 277 277 277 166 155 146 130 349 328 413 390 473 447 526 493 566 493 566 493 566 493 566 493 566 493 566 493 K2 = 1056 308 369 424 433 433 433 433 433 433 433 289 350 384 384 384 384 384 384 384 384 272 333 342 342 342 342 342 342 342 342 277 277 277 277 277 277 277 277 277 171 156 265 338 317 401 378 454 431 499 476 536 514 567 546 592 573 614 596 631 615 646 631 DA = 959 144 124 116 108 96 298 280 357 338 409 389 455 434 493 473 526 493 554 493 566 493 566 493 566 493 K2 = 1056 265 321 371 416 433 433 433 433 433 433 250 305 354 384 384 384 384 384 384 384 235 291 338 342 342 342 342 342 342 342 265 277 277 277 277 277 277 277 277 152 139 234 293 277 338 323 372 358 398 385 417 406 433 423 444 436 454 446 461 454 467 461 DA = 1827 128 110 102 96 85 237 282 319 349 374 393 409 423 433 433 226 271 307 338 363 384 384 384 384 384 216 260 296 327 342 342 342 342 342 342 240 276 277 277 277 277 277 277 277 * = number of sidelap fasteners per span 1 A 3/8” x 1 1/4” arc seam weld shall be used with F deck or A deck 2 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.164 0.174 0.072 0.-IN. A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds1 SIDELAP FASTENERS: welded2 Fastener Layout 36/7 36/5 DIAPHRAGM 36/4 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 3’-0 496 647 777 888 981 1058 1122 1175 1219 1256 1287 1313 3’-6 431 568 691 798 891 971 1040 1098 1147 1190 1226 1257 0 1 2 3 4 5 6 7 8 9 10 11 439 563 659 731 786 828 859 884 904 919 932 942 0 1 2 3 4 5 6 7 8 9 10 11 0 1 2 3 4 5 6 7 8 9 10 11 4’-0 377 505 619 722 813 894 964 1025 1079 1125 1165 1200 SPAN (FT.75 0.1.078 0.125 0.108 0.352 0. DF.086 0.062 0.156 0.285 0.074 0. 563 0.140 169 197 218 238 256 274 277 277 277 1.644 0.417 0.805 0.157 0.178 0.381 0.78 + SPAN is in feet 0.214 0.) 6’-0 6’-6 7’-0 4'-6 333 395 453 506 557 606 653 698 740 781 819 855 DB = 97 5’-0 5’-6 298 354 321 410 371 460 422 508 466 554 510 598 551 641 592 682 631 721 668 758 705 794 739 DF = 169 386 447 502 552 596 636 672 703 731 756 778 798 344 308 400 362 452 411 500 457 544 499 584 539 621 575 653 608 683 638 710 666 734 692 756 715 DB = 567 276 329 300 376 346 419 387 460 426 498 463 534 498 567 530 598 561 626 589 652 615 676 640 DF = 663 274 320 294 359 334 396 370 432 404 465 436 497 467 527 496 555 524 581 550 606 575 DA = 728 336 399 452 496 533 564 589 611 629 644 657 668 296 355 407 451 490 523 551 575 596 614 629 642 264 233 319 289 368 336 412 379 451 417 485 451 515 482 541 509 564 533 583 554 600 573 616 589 DB = 802 208 264 239 308 284 349 323 386 360 420 393 451 423 479 451 504 476 526 499 546 520 564 539 DF = 909 217 263 243 301 281 336 314 368 346 398 375 426 402 451 428 474 451 496 473 515 492 DA = 959 281 328 364 391 412 428 441 451 459 465 470 475 251 298 336 366 389 408 423 435 445 452 459 465 226 206 272 250 310 288 342 319 367 346 388 368 405 386 418 402 430 415 439 425 447 435 454 442 DB = 1652 186 230 213 267 249 299 280 326 308 349 331 369 352 385 369 399 385 411 398 422 409 431 419 DF = 1816 198 233 218 264 248 291 275 315 299 336 321 354 339 370 356 384 370 396 383 406 395 DA = 1827 292 339 312 386 355 431 398 471 438 511 476 549 512 586 547 622 582 657 615 691 648 DA = 266 7’-6 288 268 328 305 368 343 408 380 445 417 479 450 513 482 546 493 566 493 566 493 K2 = 1056 272 253 312 290 347 326 379 357 410 387 440 416 469 444 496 470 522 493 546 493 K2 = 1056 224 208 263 245 295 278 326 308 354 336 381 362 406 386 429 409 451 431 471 451 K2 = 1056 205 193 235 222 261 248 285 271 306 293 325 312 342 329 357 345 371 359 383 371 K2 = 1056 8’-0 8’-6 9’-0 10’-0 250 285 320 355 390 424 433 433 433 433 234 267 300 333 366 384 384 384 384 384 220 252 283 314 342 342 342 342 342 342 225 253 277 277 277 277 277 277 277 K1 0. DF.351 0.432 0.-IN.200 0.159 0.146 236 271 306 337 366 394 421 433 433 433 194 229 263 291 318 344 368 391 412 432 180 211 236 259 280 300 317 333 347 360 221 254 287 320 347 374 384 384 384 384 182 214 247 277 303 327 351 373 384 384 168 200 225 248 269 288 305 321 336 349 208 239 270 301 330 342 342 342 342 342 170 202 233 263 288 312 335 342 342 342 158 189 215 237 258 277 294 310 325 338 DIAPHRAGM 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2.277 0.150 0.255 0.5 (B.682 0.271 0.224 0. or DA for DX 75 .537 0.479 0.341 0.1. F.138 0.165 0.220 0.325 0.236 0.197 0.174 0.151 0.316 0.129 214 242 270 277 277 277 277 277 277 0.181 0.074 0.250 0.288 0.3*D X SPAN + 3*K1* SPAN Substitute DB.499 0. A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds1 SIDELAP FASTENERS: #10 TEK screws Fastener Layout 36/7 36/5 36/4 3’-0 496 573 644 711 773 830 883 931 975 1015 1052 1085 3’-6 431 500 566 628 687 742 793 841 885 927 965 1000 0 1 2 3 4 5 6 7 8 9 10 11 439 504 561 612 656 694 728 757 783 805 824 842 0 1 2 3 4 5 6 7 8 9 10 11 0 1 2 3 4 5 6 7 8 9 10 11 4’-0 377 443 504 561 616 668 717 764 808 849 887 924 SPAN (FT.192 0.75 * = number of sidelap fasteners per span 1 A 3/8” x 1 1/4” arc seam weld shall be used with F deck or A deck K2 G' = .241 0. Kips/inch 3.145 0.189 0.210 0.295 0.134 180 208 236 263 277 277 277 277 277 0.394 0.163 0.171 0. 231 0.177 0.155 0.186 0. A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout 36/7 36/5 DIAPHRAGM 36/4 36/3 SPAN (FT.5 (B.308 0.-IN.218 0.169 0.736 0.162 0.138 164 194 219 243 265 277 277 277 277 0.149 197 235 268 299 328 356 381 404 425 433 168 203 234 262 287 310 330 348 364 379 152 180 204 224 241 256 267 278 286 293 184 222 254 285 313 340 365 384 384 384 157 193 222 250 275 298 318 336 353 368 145 172 196 216 233 248 261 271 280 288 174 210 242 271 299 325 342 342 342 342 148 183 212 239 264 286 306 325 342 342 138 165 188 209 226 241 254 265 274 282 * = number of sidelap fasteners per span K2 G' = .265 0. Kips/inch 3.195 0.461 0.409 0.206 0.285 0.1.215 0.458 0. or DA for DX . F.607 0.177 0.206 0.3*D X SPAN + 3*K1* SPAN Substitute DB.161 0.368 0.196 0.78 + SPAN is in feet 76 0.185 0.247 0.370 0.143 0.284 0.35 8’-0 8’-6 9’-0 10’-0 206 247 288 324 359 392 424 433 433 433 194 232 271 307 340 372 384 384 384 384 182 219 255 291 323 342 342 342 342 342 196 228 261 277 277 277 277 277 277 K1 0.143 152 174 194 212 227 241 253 263 271 1.337 0.528 0.524 0.) 6’-0 6’-6 7’-0 * 0 1 2 3 4 5 6 7 8 9 10 11 3’-0 343 430 508 577 636 687 731 768 800 828 851 871 3’-6 298 377 450 515 574 625 671 711 746 776 803 826 4’-0 261 335 403 464 521 572 617 658 695 727 756 782 4'-6 230 301 363 422 475 525 570 611 648 682 712 740 DB = 97 5’-0 5’-6 206 272 246 331 303 385 354 436 403 484 448 528 491 569 531 606 567 640 601 671 633 700 662 DF = 169 0 1 2 3 4 5 6 7 8 9 10 11 303 376 435 482 519 548 572 591 606 618 628 637 267 335 394 442 481 514 540 562 580 595 607 618 238 213 302 274 358 327 406 374 447 415 481 450 510 481 534 506 554 529 571 548 586 564 598 578 DB = 567 191 250 230 301 278 346 322 387 361 422 397 453 428 480 456 504 480 524 502 542 521 558 537 DF = 663 211 258 241 300 281 339 318 373 352 405 383 433 411 458 437 480 459 500 480 518 498 DA = 728 0 1 2 3 4 5 6 7 8 9 10 11 232 301 353 391 419 440 455 467 476 483 489 494 205 271 323 363 394 418 436 450 462 471 478 484 182 161 244 222 296 272 337 314 370 348 396 375 417 398 433 416 446 431 457 443 466 453 473 462 DB = 802 144 204 188 251 233 292 273 327 308 355 337 379 362 399 382 415 400 429 415 440 427 450 438 DF = 909 173 217 203 256 241 290 274 319 303 345 329 366 351 385 370 401 387 414 402 426 414 DA = 959 0 1 2 3 4 5 6 7 8 9 10 11 194 245 277 297 310 319 325 330 334 336 338 340 174 225 260 283 299 310 318 324 328 332 334 336 156 142 207 191 243 228 269 255 287 275 300 290 310 301 317 310 322 316 327 321 330 325 333 329 DB = 1652 128 177 165 214 201 243 230 264 253 280 270 292 284 302 294 310 303 315 309 320 315 324 319 DF = 1816 154 190 179 219 208 242 232 260 251 275 266 286 279 296 289 303 297 309 304 314 309 DA = 1827 224 279 257 328 305 374 348 417 390 458 429 497 466 533 501 566 534 598 566 627 595 DA = 266 7’-6 238 221 284 265 326 306 365 344 403 380 439 414 473 447 505 479 536 493 565 493 K2 = 1056 225 211 264 248 300 283 333 315 363 345 391 373 417 398 440 421 461 443 480 462 K2 = 1056 191 179 227 214 259 246 288 274 314 300 337 323 356 343 374 361 389 376 402 390 K2 = 1056 169 161 198 189 222 213 242 233 258 249 271 263 282 274 290 284 298 292 304 299 K2 = 1056 Factor of safety = 2.264 0.911 0.248 0.133 188 220 248 274 277 277 277 277 277 0. DF.729 0.307 0.149 0.232 0.169 0.155 0.219 0.612 0.336 0.411 0. 102 0.155 0.105 0.096 0.138 0.108 0.5BI deck.277 0.083 0.073 0.3*D B SPAN + 3*K1* SPAN SPAN is in feet 77 .127 0.089 0.364 0.119 0.076 DIAPHRAGM 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2. Kips/inch 3.077 0.78 + 0.211 0.75 * = number of sidelap fasteners per span 1 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1. K2 G' = . BI) 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 3/4” puddle welds SIDELAP FASTENERS: welded1 Fastener Layout 36/7 36/5 36/4 3’-0 783 981 1158 1312 1447 1563 1663 1748 1821 1884 1938 1985 3’-6 681 860 1024 1172 1305 1422 1526 1617 1696 1766 1827 1881 4’-0 599 764 916 1056 1184 1299 1403 1497 1580 1654 1720 1779 4'-6 530 687 827 958 1080 1192 1295 1388 1473 1550 1619 1682 DB = 63 5’-0 474 622 753 876 991 1099 1199 1291 1376 1454 1525 1590 5’-6 429 564 690 806 915 1018 1114 1205 1288 1366 1434 1434 SPAN (FT.099 0.123 0.238 0.) 6’-0 6’-6 7’-0 7’-6 392 360 332 309 515 637 587 544 506 745 693 647 604 849 791 740 695 947 884 829 771 1040 973 885 771 1127 1027 885 771 1205 1027 885 771 1205 1027 885 771 1205 1027 885 771 1205 1027 885 771 K2 = 1398 0 1 2 3 4 5 6 7 8 9 10 11 693 858 991 1097 1182 1249 1303 1346 1381 1409 1433 1453 610 765 896 1005 1096 1170 1230 1280 1322 1356 1385 1409 543 489 688 624 815 745 924 851 1016 944 1094 1024 1160 1093 1215 1152 1262 1203 1301 1247 1335 1284 1363 1316 DB = 372 439 570 685 788 879 960 1031 1093 1146 1193 1234 1269 397 524 632 732 821 902 973 1036 1092 1141 1184 1223 362 484 587 682 769 848 920 983 1040 1091 1137 1177 0 1 2 3 4 5 6 7 8 9 10 11 531 687 804 891 955 1002 1038 1065 1086 1103 1116 1127 467 616 735 827 897 951 993 1026 1052 1073 1090 1104 416 372 557 507 673 619 767 713 842 791 902 854 949 905 987 947 1017 981 1042 1010 1062 1033 1079 1053 DB = 526 332 464 572 665 743 808 863 908 946 977 1003 1026 300 427 531 621 699 766 822 870 910 944 973 998 273 396 494 582 659 726 784 833 876 912 943 970 0 1 2 3 4 5 6 7 8 9 10 11 443 558 630 677 707 728 743 753 761 768 772 776 397 513 591 645 681 707 725 739 749 757 763 768 297 404 488 552 601 638 666 688 706 719 730 739 268 375 458 524 575 615 646 670 690 705 718 728 243 350 432 498 550 592 626 652 674 691 705 717 357 325 472 436 554 520 613 582 654 627 684 661 706 687 723 706 735 721 745 733 753 742 759 750 DB = 1084 8’-0 288 8’-6 270 9’-0 253 10’-0 226 473 565 655 678 678 678 678 678 678 678 444 531 600 600 600 600 600 600 600 600 418 500 536 536 536 536 536 536 536 536 434 434 434 434 434 434 434 434 434 266 249 234 208 513 482 599 565 681 643 756 716 825 771 885 771 885 771 885 771 885 771 885 771 K2 = 1398 450 533 609 678 678 678 678 678 678 678 423 505 578 600 600 600 600 600 600 600 398 480 536 536 536 536 536 536 536 536 430 434 434 434 434 434 434 434 434 250 231 199 186 174 155 462 547 622 689 747 798 842 880 914 942 434 408 515 487 589 558 655 623 713 681 765 733 810 771 850 771 884 771 885 771 K2 = 1398 384 461 531 594 652 678 678 678 678 678 360 437 505 567 600 600 600 600 600 600 339 416 482 536 536 536 536 536 536 536 376 434 434 434 434 434 434 434 434 223 205 177 165 155 137 407 473 527 571 606 634 657 676 692 705 385 365 450 429 505 484 549 529 586 567 616 599 641 625 662 647 679 665 693 681 K2 = 1398 347 410 464 510 549 581 609 632 651 668 330 391 445 491 531 564 593 600 600 600 314 375 428 474 514 536 536 536 536 536 344 396 434 434 434 434 434 434 434 332 547 638 723 800 870 934 992 1027 1027 1027 307 285 214 190 K1 0.143 0.071 0.618 0.079 0.132 0.516 0.258 0.1.179 0.149 0.094 0.170 0.111 0.081 0.163 0.5 (B.403 0.115 0.188 0.926 0.091 0.741 0.300 0.326 0.235 0.085 0.087 0.453 0.-IN.224 0.200 0.074 1. 238 0.149 0. Kips/inch 3.089 0.926 0.085 0.111 0.071 0.3*D X SPAN + 3*K1* SPAN Substitute DB.211 0.087 0.132 0.096 0.1.235 0.094 0.300 0.179 0.073 0.102 0.403 0.119 0. DF. BI.277 0.516 0.079 0.081 0.091 0.75 0.5BI deck.143 0.123 0.105 0.) 5’-6 6’-0 6’-6 7’-0 353 322 296 273 487 445 609 563 523 484 721 668 622 582 826 768 717 672 922 861 806 757 1011 947 890 838 1092 1027 968 885 1166 1100 1027 885 1233 1168 1027 885 1294 1205 1027 885 1349 1205 1027 885 DF = 111 DA = 175 * 0 1 2 3 4 5 6 7 8 9 10 11 3’-0 644 839 1009 1152 1273 1373 1456 1525 1582 1630 1670 1704 3’-6 560 737 896 1036 1157 1261 1349 1425 1489 1544 1591 1631 4’-0 492 656 804 937 1056 1160 1251 1331 1400 1460 1513 1558 0 1 2 3 4 5 6 7 8 9 10 11 570 731 855 949 1020 1074 1116 1148 1173 1193 1210 1223 501 654 778 876 954 1015 1063 1102 1132 1157 1178 1194 446 402 589 535 710 652 810 751 892 834 958 903 1011 960 1055 1008 1090 1048 1119 1081 1144 1108 1164 1132 DB = 372 361 326 489 450 601 556 698 650 781 733 852 804 912 866 963 919 1006 965 1042 1004 1073 1037 1099 1066 DF = 435 297 273 417 517 483 608 570 689 649 760 720 823 783 877 838 925 887 966 930 1002 967 1033 1000 DA = 478 252 0 1 2 3 4 5 6 7 8 9 10 11 436 588 695 768 819 855 881 900 915 926 935 942 384 530 639 719 777 819 851 874 893 907 918 927 342 306 480 438 589 544 672 629 735 695 783 747 819 788 847 819 869 845 886 865 900 881 911 894 DB = 526 273 247 402 371 505 470 589 553 658 623 712 679 756 725 791 763 819 794 842 819 861 840 877 858 DF = 597 0 1 2 3 4 5 6 7 8 9 10 11 364 474 537 574 597 611 621 629 634 638 641 643 326 438 507 551 578 597 610 619 626 631 635 638 294 267 404 375 478 451 527 504 560 540 582 566 598 584 609 598 617 608 624 616 629 622 633 627 DB = 1084 244 220 348 325 426 402 481 459 521 502 549 533 570 556 586 574 598 588 607 598 615 607 621 614 DF = 1192 8’-6 222 9’-0 208 10’-0 186 451 421 546 514 632 596 713 674 771 678 771 678 771 678 771 678 771 678 771 678 K2 = 1398 396 483 564 600 600 600 600 600 600 600 373 455 535 536 536 536 536 536 536 536 407 434 434 434 434 434 434 434 434 234 218 204 192 171 453 426 537 506 613 581 683 649 745 710 801 766 851 771 885 771 885 771 885 771 K2 = 1398 402 479 551 617 678 678 678 678 678 678 378 454 524 588 600 600 600 600 600 600 356 432 499 536 536 536 536 536 536 536 393 434 434 434 434 434 434 434 434 224 206 344 439 411 520 491 590 559 648 618 696 667 736 709 769 744 796 773 819 798 839 820 DA = 630 190 164 153 143 127 386 364 464 439 531 506 590 564 640 615 683 658 720 696 751 729 777 756 800 771 K2 = 1398 344 417 482 539 590 635 673 678 678 678 326 396 460 517 567 600 600 600 600 600 308 377 439 495 536 536 536 536 536 536 345 403 434 434 434 434 434 434 434 200 183 304 380 360 438 419 483 465 516 500 542 527 562 549 577 566 589 579 599 590 606 599 DA = 1199 169 145 136 127 113 308 366 414 453 485 511 531 548 562 574 294 351 399 439 471 498 520 538 553 566 281 337 385 425 458 486 509 528 536 536 311 358 398 433 434 434 434 434 434 = number of sidelap fasteners per span A 3/8” x 1 1/4” arc seam weld shall be used with F deck or A deck The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.083 0.453 0.163 0.074 1.099 0.258 0.618 0. or DA for DX K1 0.076 .364 0.224 0. F.155 0.326 0.-IN.5 (B.108 0.78 + SPAN is in feet 78 Factor of safety = 2.200 0. 7’-6 254 176 156 341 324 400 383 447 430 484 468 513 499 536 523 554 543 569 559 581 572 591 583 K2 = 1398 8’-0 237 K2 G' = .741 0.115 0.138 0.127 0.188 0.077 0.170 0. A) 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds1 SIDELAP FASTENERS: welded2 Fastener Layout 36/7 36/5 DIAPHRAGM 36/4 36/3 * 1 2 4'-6 435 590 728 854 968 1071 1163 1244 1316 1380 1436 1486 5’-0 390 536 663 782 892 992 1083 1165 1238 1304 1363 1416 DB = 63 SPAN (FT. 172 0.75 * = number of sidelap fasteners per span 1 A 3/8” x 1 1/4” arc seam weld shall be used with F deck or A deck K2 G' = .180 0. A) 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds1 SIDELAP FASTENERS: #10 TEK screws Fastener Layout 36/7 36/5 36/4 3’-0 644 745 840 928 1009 1085 1153 1216 1274 1326 1374 1417 3’-6 560 651 738 820 897 969 1037 1100 1158 1212 1262 1308 0 1 2 3 4 5 6 7 8 9 10 11 570 655 731 797 855 906 950 988 1021 1049 1075 1097 0 1 2 3 4 5 6 7 8 9 10 11 0 1 2 3 4 5 6 7 8 9 10 11 4’-0 492 577 657 732 805 873 938 999 1057 1111 1161 1209 SPAN (FT.217 0.205 0.5 (B .1. DF.78 + SPAN is in feet 0.245 0.3*D X SPAN + 3*K1* SPAN Substitute DB.574 0.235 0.161 224 257 285 311 336 359 379 399 417 1.258 0.331 0.200 0.154 238 275 312 345 375 404 431 434 434 0.926 0.374 0.189 0.F.174 0.148 282 319 356 393 425 434 434 434 434 0.618 0.784 0.293 0.) 6’-0 6’-6 7’-0 4'-6 435 518 590 661 728 793 855 913 969 1022 1072 1119 DB = 63 5’-0 5’-6 390 464 420 536 488 601 551 664 610 725 667 783 722 839 775 893 827 944 876 993 923 1040 969 DF = 111 501 581 654 719 778 830 877 918 955 987 1016 1041 446 402 521 471 590 536 653 596 711 652 763 704 811 751 854 795 892 835 927 871 958 904 986 934 DB = 372 361 429 394 490 451 547 505 601 557 651 605 698 651 742 694 782 733 819 771 853 805 884 837 DF = 435 359 417 387 469 437 518 484 564 528 609 571 650 612 690 650 727 686 761 721 794 753 DA = 478 436 519 589 647 695 735 769 796 819 839 855 869 384 462 530 589 640 683 719 751 777 800 820 836 342 306 415 376 480 438 538 494 589 545 634 590 673 630 707 665 736 696 761 723 783 748 803 769 DB = 526 273 343 314 402 371 456 422 505 470 550 514 590 554 626 590 658 623 687 653 713 680 736 704 DF = 597 286 344 320 393 367 439 411 482 453 521 491 557 527 590 560 621 591 648 619 674 644 DA = 630 364 427 474 510 537 558 574 587 597 605 612 617 326 388 438 477 507 532 551 566 579 589 597 604 294 267 355 325 405 375 446 417 479 451 506 480 527 504 545 524 560 541 572 554 582 566 591 576 DB = 1084 244 300 278 348 325 390 366 426 402 456 433 481 460 503 482 521 502 537 519 550 533 561 546 DF = 1192 258 304 285 344 324 380 360 411 391 439 419 463 444 483 465 501 484 517 500 530 515 DA = 1199 384 445 410 507 467 563 523 617 574 669 623 720 671 769 718 816 763 862 807 906 850 DA = 175 7’-6 379 352 432 402 485 451 536 501 582 547 628 590 673 632 716 674 758 714 799 754 K2 = 1398 358 333 409 382 453 426 496 467 537 507 577 545 614 581 650 616 684 649 716 681 K2 = 1398 296 275 344 324 387 364 427 403 464 440 499 474 532 506 562 536 591 565 617 591 K2 = 1398 268 253 306 290 341 324 373 355 401 383 425 408 447 431 467 451 484 469 500 485 K2 = 1398 8’-0 8’-6 9’-0 10’-0 329 376 422 468 515 556 597 636 675 678 309 352 396 440 483 526 565 600 600 600 291 332 373 414 455 496 536 536 536 536 297 334 371 408 434 434 434 434 434 K1 0.277 0.497 0.197 0.159 0.392 0. Kips/inch 3.438 0.166 0.287 0.220 0.340 0.226 0.208 0.741 0.647 0.230 0.253 0.272 0. or DA for DX 79 .551 0.168 311 357 402 442 480 516 552 586 618 649 256 303 345 382 417 451 482 512 540 566 238 275 309 339 367 392 415 435 454 470 292 335 379 418 455 490 524 557 589 600 274 316 357 397 432 467 500 532 536 536 240 284 327 362 397 429 460 490 517 543 226 267 308 345 378 410 440 469 496 522 223 262 294 324 352 377 400 420 439 456 209 249 281 310 337 362 385 406 425 443 DIAPHRAGM 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2.318 0.183 0.479 0.-IN.241 0.453 0.311 0.403 0.364 0.187 0. 303 0.3*D X SPAN + 3*K1* SPAN Substitute DB.328 0.204 0.171 0.699 0. F.186 0.527 0.) 6’-0 6’-6 7’-0 4'-6 307 399 481 558 629 695 755 809 858 903 943 979 DB = 63 5’-0 5’-6 275 362 328 438 402 510 469 578 533 641 593 699 650 753 702 802 751 847 796 889 838 926 876 DF = 111 353 444 521 585 637 680 715 744 768 788 804 818 315 283 400 362 474 433 537 496 591 550 637 596 675 636 707 671 734 700 756 725 776 747 792 765 DB = 372 254 331 304 398 368 459 426 512 478 559 525 600 567 636 603 667 636 694 664 718 689 738 711 DF = 435 281 342 319 397 372 448 421 494 466 536 507 573 544 606 578 636 608 662 635 685 660 DA = 478 308 399 468 518 555 582 603 618 630 640 648 654 271 358 427 481 522 553 577 596 611 623 633 641 241 215 324 295 392 360 446 415 490 460 524 497 552 527 574 551 591 571 605 587 617 600 627 612 DB = 526 193 270 248 333 309 387 362 433 407 471 446 502 479 528 506 550 530 568 549 583 566 596 580 DF = 597 230 288 269 339 319 384 363 423 402 456 435 485 465 510 490 531 512 549 532 564 548 DA = 630 257 324 366 393 411 423 431 437 442 445 448 450 230 298 344 375 396 410 421 429 435 439 443 446 207 188 274 253 322 302 356 338 380 365 397 384 410 399 420 410 427 419 433 425 437 431 441 435 DB = 1084 172 235 218 284 267 321 305 349 335 371 358 387 376 400 390 410 401 418 410 424 417 429 423 DF = 1192 204 251 237 290 276 320 307 345 332 364 352 379 369 392 382 402 393 410 402 416 410 DA = 1199 299 371 342 434 404 495 461 552 516 606 568 657 617 705 664 750 708 791 749 830 787 DA = 175 7’-6 316 295 377 352 431 405 483 455 533 503 581 548 626 592 669 634 710 674 748 711 K2 = 1398 298 280 349 329 397 375 441 417 481 457 518 494 552 527 582 558 610 586 635 612 K2 = 1398 252 238 300 284 343 326 382 363 416 397 446 427 472 454 495 478 515 498 532 517 K2 = 1398 224 213 262 250 294 282 320 308 341 330 358 348 373 363 385 376 394 387 403 396 K2 = 1398 Factor of safety = 2. A) 18 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout 36/7 36/5 DIAPHRAGM 36/4 36/3 * 0 1 2 3 4 5 6 7 8 9 10 11 3’-0 454 570 673 764 842 910 967 1017 1059 1096 1127 1154 3’-6 395 500 596 682 760 828 888 941 987 1028 1063 1094 0 1 2 3 4 5 6 7 8 9 10 11 402 498 576 638 687 726 757 782 802 819 832 843 0 1 2 3 4 5 6 7 8 9 10 11 0 1 2 3 4 5 6 7 8 9 10 11 4’-0 347 444 533 615 689 757 817 872 920 963 1001 1036 SPAN (FT.171 262 311 355 396 435 471 504 535 563 589 224 269 309 346 380 410 437 461 483 502 202 239 270 297 319 338 354 368 379 388 246 294 337 377 415 450 483 513 542 568 232 280 320 359 396 430 463 493 521 536 210 255 295 331 364 394 421 445 467 487 197 243 281 316 349 379 406 430 452 472 192 228 259 286 309 329 345 359 371 381 183 218 249 276 299 319 336 351 363 374 * = number of sidelap fasteners per span K2 G' = .164 0.158 220 257 290 322 351 378 402 425 434 1.78 + SPAN is in feet 80 0.5 (B.353 0.304 0. DF.251 0.387 0.267 0.285 0. or DA for DX .224 0.178 0.178 0.284 0.-IN.839 0.355 0.266 0.049 0.607 0.603 0.846 0.194 0.1. Kips/inch 3.236 0.164 201 231 257 281 301 319 334 348 359 1.398 0.152 251 292 328 363 396 427 434 434 434 0.194 0.225 0.423 0.327 0.213 0.251 0.35 8’-0 8’-6 9’-0 10’-0 275 329 382 429 475 519 561 602 641 678 258 309 360 406 450 492 533 573 600 600 243 291 340 385 427 468 508 536 536 536 261 304 348 388 426 434 434 434 434 K1 0.425 0.704 0.471 0.386 0.203 0.473 0.237 0.530 0.186 0.213 0. 392 0.152 0.097 0.195 0.449 0.251 0.121 0.215 0.125 DIAPHRAGM * 0 2 3 4 5 6 7 8 9 10 11 Factor of safety = 2.-IN.167 0.167 0. Kips/inch 4.150 0.555 0.097 1.130 0.267 0.133 0.75 * = number of sidelap fasteners per span 1 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 3NI deck.148 0.302 0.208 0.213 0.293 0.) 11’-0 11’-6 66 61 12’-0 57 12’-6 54 13’-0 50 13’-6 47 14’-0 44 15’-0 38 VULCRAFT DOES NOT RECOMMEND 206 251 297 342 387 432 469 503 535 195 238 281 325 368 411 451 484 516 185 226 268 309 350 391 433 467 498 176 215 205 255 243 294 281 334 319 373 357 413 395 450 433 481 464 K2 = 870 96 89 83 78 267 324 381 437 494 544 587 628 668 252 306 361 415 469 522 564 604 643 239 291 342 394 446 498 542 582 620 227 276 326 375 425 474 522 561 598 215 263 251 310 296 358 342 405 387 453 433 500 479 541 523 577 558 K2 = 1056 132 123 116 109 102 354 427 501 575 648 707 763 817 868 335 405 475 546 616 678 733 786 836 317 384 452 519 586 652 705 756 805 301 366 430 494 559 623 679 729 777 194 181 170 397 498 469 443 600 565 535 701 661 626 797 758 717 877 838 802 954 913 874 1027 984 944 1096 1051 1010 1161 1116 1073 D3N = 226 159 149 420 507 594 681 768 839 906 971 1033 398 481 564 647 730 806 872 935 996 196 232 269 305 342 378 415 449 187 222 258 293 328 363 398 433 179 213 247 281 315 349 383 416 165 197 228 260 291 323 355 385 64 60 57 50 240 283 327 371 415 459 502 540 229 271 314 356 398 440 482 523 220 260 301 342 382 423 464 504 202 240 278 316 354 392 430 468 91 86 81 73 287 349 333 410 392 472 451 533 510 595 569 654 628 703 679 750 725 K2 = 1398 318 375 432 489 546 603 657 702 305 359 414 469 524 579 633 680 292 345 398 451 503 556 609 659 270 319 368 418 467 516 565 615 141 133 119 112 107 96 379 458 538 617 696 775 839 901 961 361 437 418 513 491 589 564 665 637 741 710 809 781 869 840 928 897 K2 = 1764 400 470 540 610 680 751 812 867 383 450 518 586 653 721 785 840 367 433 498 563 628 693 759 814 340 400 461 522 583 644 705 765 WELDED SIDELAPS FOR 22 GA.117 0.137 0.378 0.133 0.167 0.191 0. NI) ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 3/4” puddle welds SIDELAP FASTENERS: welded1 Fastener Layout Type 22 24/4 Type 20 24/4 Type 18 24/4 Type 16 24/4 8’-0 105 223 282 342 401 456 501 543 582 619 653 8’-6 96 208 264 319 375 431 477 517 556 592 626 9’-0 9’-6 10’-0 89 82 76 194 247 232 218 300 282 266 352 332 313 405 382 361 454 432 408 494 473 453 532 509 489 567 544 523 601 578 556 D3N = 653 0 2 3 4 5 6 7 8 9 10 11 130 272 343 415 486 548 602 652 699 743 785 120 254 321 388 455 521 573 622 668 712 752 111 103 238 301 283 364 343 427 403 491 463 546 521 594 568 639 612 682 654 722 694 D3N = 488 0 2 3 4 5 6 7 8 9 10 11 176 361 453 546 638 713 782 848 909 967 1020 163 337 424 511 598 677 744 808 868 925 978 151 141 316 398 375 480 452 562 530 644 608 710 678 772 738 831 796 886 850 939 902 D3N = 321 0 2 3 4 5 6 7 8 9 10 11 225 453 567 681 791 881 967 1048 1124 1195 1261 208 423 530 638 745 837 920 999 1074 1144 1210 10’-6 71 SPAN (FT.106 0.390 0. K2 G' = .3*D 3N SPAN + 3*K1* SPAN SPAN is in feet 81 . 73 69 96 125 K1 1.506 0.106 0.336 0.268 0.223 0.111 1.177 0.118 0.31 + 0.188 0.146 0.3 (N.088 1.234 0.357 0.093 0. 118 0. Kips/inch 4.-IN.137 0.097 0.75 13’-0 41 13’-6 39 14’-0 36 VULCRAFT DOES NOT RECOMMEND 194 239 284 330 373 407 439 470 499 184 227 270 313 356 392 423 453 482 174 216 257 298 339 377 408 438 466 166 205 196 245 234 284 272 324 310 364 348 394 381 423 410 451 437 K2 = 870 79 74 69 64 250 307 364 421 466 508 548 585 620 236 291 345 399 448 489 528 564 599 224 276 328 379 430 470 508 545 579 213 262 312 361 411 453 490 526 560 108 101 95 89 330 404 478 548 605 660 711 759 805 313 383 453 524 581 634 685 732 777 297 364 431 498 558 611 660 707 751 282 346 411 475 537 588 637 683 726 269 330 316 392 375 454 434 515 493 567 548 615 594 660 639 703 681 K2 = 1398 139 130 122 115 109 413 504 595 676 747 815 878 938 993 391 478 565 648 717 783 845 904 959 371 454 537 620 690 754 815 873 927 353 433 512 591 664 726 786 843 897 337 413 395 489 468 565 541 639 614 701 676 759 734 815 789 868 841 K2 = 1764 187 224 260 297 333 369 397 424 179 214 249 285 320 355 385 411 172 206 239 273 307 341 373 399 158 190 221 253 285 316 348 376 53 50 47 42 228 272 316 360 404 443 476 509 219 261 303 345 387 429 462 493 210 250 291 332 372 413 448 479 193 231 269 307 345 383 421 452 75 70 67 60 302 359 416 473 530 575 619 660 289 344 399 454 509 557 599 640 278 331 383 436 489 540 581 622 257 306 355 405 454 503 548 587 97 92 87 79 378 448 518 589 654 710 764 815 363 430 498 565 633 687 740 791 348 413 478 544 609 666 718 767 322 383 444 505 566 626 677 725 WELDED SIDELAPS FOR 22 GA.213 0.121 0.106 0.392 0.302 0.167 0.097 1.336 0.093 0.146 0. NI) ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds SIDELAP FASTENERS: welded1 Fastener Layout Type 22 24/4 Type 20 24/4 Type 18 24/4 Type 16 DIAPHRAGM 24/4 * 0 2 3 4 5 6 7 8 9 10 11 8’-0 86 205 264 324 379 423 464 502 537 568 597 8’-6 80 191 247 303 358 403 443 480 514 546 575 9’-0 9’-6 10’-0 73 68 63 179 231 218 205 284 268 253 337 318 300 384 367 348 423 405 388 460 441 423 494 474 456 525 506 487 555 535 516 D3N = 653 0 2 3 4 5 6 7 8 9 10 11 107 250 321 392 455 508 557 603 644 682 717 99 233 300 367 432 484 532 576 618 656 691 92 85 218 281 265 345 325 408 385 461 441 508 486 552 529 593 570 631 607 666 642 D3N = 488 0 2 3 4 5 6 7 8 9 10 11 145 330 422 514 591 660 723 782 836 886 931 134 308 395 482 561 628 690 748 802 851 897 125 116 289 371 349 453 427 534 505 599 572 660 631 717 687 770 739 819 788 865 834 D3N = 321 0 2 3 4 5 6 7 8 9 10 11 184 412 526 639 729 814 893 966 1033 1094 1150 171 385 493 600 693 775 852 924 990 1051 1107 159 148 362 463 437 564 533 660 629 739 706 815 780 885 849 950 913 1011 973 1067 1029 D3N = 226 10’-6 59 SPAN (FT.195 0.3*D 3N SPAN + 3*K1* SPAN SPAN is in feet 82 15’-0 32 K1 1.31 + 0.215 0.208 0.3 (N. K2 G' = .357 0.251 0.267 0.177 0.293 0.150 0.268 0.125 .130 0.188 0.378 0.133 0.506 0.) 11’-0 11’-6 12’-0 54 51 47 12’-6 44 Factor of safety = 2.555 0.390 0.088 1.234 0.167 0. 60 57 203 250 239 298 284 345 330 392 375 437 421 474 458 509 492 542 525 K2 = 1056 84 79 103 * = number of sidelap fasteners per span 1 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 3NI deck.223 0.167 0.152 0.106 0.117 0.449 0.191 0.111 1.148 0.133 0. 745 0.300 0.440 0.350 0.261 0.679 0.388 0.477 0.284 0.293 0.509 0.227 0.246 0.312 0.-IN.75 SPAN (FT.31 + 0.443 0.836 0.3*D 3N SPAN + 3*K1* SPAN SPAN is in feet 83 .572 0.526 0.382 0.271 0.210 158 183 208 233 257 282 307 331 0.402 0.3N ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 22 24/4 Type 20 24/4 Type 18 24/4 Type 16 24/4 * 2 3 4 5 6 7 8 9 10 11 8’-0 144 173 202 231 259 288 317 346 373 395 8’-6 134 161 188 215 242 269 297 324 351 375 9’-0 9’-6 10’-0 125 150 141 132 176 165 155 202 189 178 227 214 201 253 238 224 278 262 247 304 286 271 330 311 294 355 335 317 D3N = 653 2 3 4 5 6 7 8 9 10 11 177 212 247 282 317 352 387 422 451 477 165 198 231 264 297 329 362 395 428 454 154 185 173 216 203 247 232 278 262 309 291 340 321 372 350 403 380 432 409 D3N = 488 2 3 4 5 6 7 8 9 10 11 237 284 330 376 423 469 515 555 592 627 221 265 308 352 396 439 483 526 562 596 2 3 4 5 6 7 8 9 10 11 301 359 418 476 535 593 648 695 740 784 281 336 391 446 501 556 611 659 703 746 10’-6 Factor of safety = 2.319 0.494 0.648 0.605 0.) 11’-0 11’-6 12’-0 12’-6 13’-0 13’-6 14’-0 15’-0 112 130 148 166 183 201 219 236 107 124 141 158 175 192 209 227 102 119 135 152 168 184 201 217 93 109 124 139 155 170 185 201 K1 0.337 0.206 0.387 0.271 117 138 159 180 201 222 243 264 285 111 131 151 171 191 211 231 251 271 105 124 118 143 136 163 155 182 173 201 192 220 210 240 229 259 247 K2 = 870 163 191 219 247 275 303 331 359 387 154 180 207 234 260 287 314 340 367 145 171 196 222 247 272 298 323 349 137 162 186 210 235 259 284 308 332 130 154 146 177 169 200 191 224 213 247 236 270 258 294 281 317 303 K2 = 1056 207 248 233 289 272 330 311 372 350 413 389 454 428 495 467 535 506 568 542 D3N = 321 219 257 294 331 368 405 442 479 516 207 242 278 313 348 384 419 454 490 196 230 263 297 331 364 398 432 466 186 218 250 283 315 347 379 411 444 177 207 198 238 227 269 257 300 287 331 316 362 346 393 376 424 405 K2 = 1398 263 315 296 367 345 419 394 471 444 523 493 575 542 626 591 670 639 711 679 D3N = 226 279 326 373 419 466 513 560 606 649 264 308 353 397 442 487 531 576 620 250 292 335 377 420 463 505 548 590 237 278 319 359 400 441 481 522 563 226 265 252 304 290 343 327 382 365 421 402 459 439 498 477 537 514 K2 = 1764 139 161 182 204 225 247 268 290 189 217 246 274 303 331 360 388 241 277 313 349 385 421 457 493 133 154 174 195 216 237 257 278 180 208 235 263 290 317 345 372 231 265 300 335 369 404 438 473 127 147 167 187 207 227 247 267 172 199 225 252 278 305 331 358 221 254 288 321 355 388 421 455 DIAPHRAGM 124 146 168 190 212 234 256 278 300 * = number of sidelap fasteners per span K2 G' = .434 0. Kips/inch 4.242 203 235 266 297 328 359 390 422 0.345 0.247 0.272 0.587 0.347 0.224 0.191 116 135 154 172 191 210 228 247 0.305 0. 291 0.3N ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 22 24/4 Type 20 24/4 Type 18 24/4 Type 16 DIAPHRAGM 24/4 * 2 3 4 5 6 7 8 9 10 11 8’-0 127 160 194 228 259 284 308 330 351 370 8’-6 118 150 181 213 245 270 294 315 336 355 9’-0 9’-6 10’-0 110 140 132 124 170 160 151 200 188 178 230 217 205 258 245 232 280 268 257 302 289 277 322 309 297 341 328 315 D3N = 653 2 3 4 5 6 7 8 9 10 11 156 197 238 279 314 345 374 401 426 450 145 184 223 261 299 328 356 383 408 431 136 172 162 209 197 245 231 282 266 313 299 340 326 366 351 391 375 414 398 D3N = 488 2 3 4 5 6 7 8 9 10 11 211 265 319 373 416 457 495 531 564 595 197 248 299 350 395 435 472 507 540 571 2 3 4 5 6 7 8 9 10 11 269 338 406 471 525 576 624 670 712 751 252 316 380 445 499 548 595 640 681 720 10’-6 SPAN (FT.512 0.400 0.230 0.359 0.596 0.691 0.554 0.277 117 143 168 194 220 246 266 285 304 111 135 160 184 209 233 256 275 293 105 129 152 175 199 222 246 265 282 100 122 117 145 138 167 160 190 181 212 203 235 225 256 246 273 264 K2 = 870 153 186 218 251 284 312 337 360 383 145 176 207 238 269 299 324 347 369 137 167 196 226 256 286 311 334 355 130 158 187 215 244 272 300 322 343 124 151 144 178 170 206 196 233 223 260 249 287 275 310 300 331 320 K2 = 1056 184 232 219 281 264 329 310 376 356 414 396 451 431 485 465 518 497 548 527 D3N = 321 206 250 293 337 379 413 446 477 507 195 237 278 319 361 396 428 459 488 185 225 264 304 343 381 412 442 470 176 214 251 289 327 365 397 426 454 168 204 195 240 229 276 264 312 299 348 333 382 368 411 397 438 424 K2 = 1398 236 297 280 358 337 418 395 475 452 523 499 569 544 612 586 653 627 692 665 D3N = 226 264 319 374 428 478 521 563 602 639 250 302 354 407 458 500 540 579 616 237 287 337 387 436 480 520 557 594 226 273 321 369 416 462 500 537 573 215 261 249 306 293 352 337 398 380 443 424 482 466 519 501 553 535 K2 = 1764 138 163 188 213 238 264 289 310 186 219 253 286 319 353 384 410 238 281 323 365 407 449 484 518 132 156 180 204 229 253 277 300 178 210 242 275 307 339 371 397 228 269 310 350 391 431 469 501 126 149 173 196 220 243 266 290 171 202 233 264 295 326 357 385 219 258 297 337 376 415 454 486 * = number of sidelap fasteners per span K2 G' = .356 0.-IN.300 0.211 0.348 0.627 0.309 0.532 0.) 11’-0 11’-6 12’-0 Factor of safety = 2.890 0.232 0.795 0.35 12’-6 13’-0 13’-6 14’-0 15’-0 111 132 153 174 194 215 236 255 106 126 146 166 186 206 226 246 102 121 140 160 179 198 217 237 94 112 130 148 166 184 202 220 K1 0.360 0.253 0.638 0.463 0.714 0.327 0.457 0.195 116 138 160 182 203 225 247 269 0.399 0.3*D 3N SPAN + 3*K1* SPAN SPAN is in feet 84 .267 0.281 0.315 0.253 0.279 0.449 0.420 0.214 158 187 215 244 273 302 331 360 0.247 203 239 276 312 349 385 422 457 0. Kips/inch 4.397 0.31 + 0.320 0.503 0. 249 Wconc = 145 PCF f’c = 3000 PSI t=2.20 + 3*K1* SPAN SPAN is in feet 85 .0C 32/4 for 1.) 3’-6 4’-0 1665 1646 1693 1670 1721 1695 1750 1720 1778 1744 1806 1769 4’-6 1630 1652 1674 1696 1718 1740 5’-0 1618 1638 1658 1677 1697 1717 K3 = 2380 0 1 2 3 4 5 1981 2060 2139 2218 2297 2376 1863 1922 1981 2040 2100 2159 1792 1839 1887 1934 1982 2029 K2 = 530 1745 1784 1824 1863 1903 1942 1711 1745 1779 1813 1847 1880 1686 1716 1745 1775 1804 1834 1666 1693 1719 1745 1772 1798 1651 1674 1698 1722 1745 1769 K3 = 2380 1659 1681 1702 1724 1745 1647 1666 1686 1706 1726 0.517 0.6C 33/4 for 1.271 0.888 0.25 * 0 1 2 3 4 5 1’-6 1782 1847 1913 1979 2044 2110 2’-0 1713 1763 1812 1861 1910 1960 2’-6 1673 1712 1751 1791 1830 1870 K2 = 440 3’-0 1645 1678 1711 1744 1777 1809 SPAN (FT.6C.259 DIAPHRAGM 30/4 for 0.620 0.286 0. 1.0C Type 26 Type 24 30/4 for 0.6C 33/4 for 1.6C 33/4 for 1.297 0.3C Wconc = 145 PCF 30/4 for 0.450 0.476 0.6C 33/4 for 1.333 0.5” (min.0C 32/4 for 1.783 0.301 0.0C 32/4 for 1.261 0.-IN.474 0.250 0.597 0. Kips/inch 3.3C DECK WITH NORMAL WEIGHT CONCRETE ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: Welds with welding washers SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 30/4 for 0. & 1.228 0.25 5’-6 6’-0 1626 1644 1662 1680 1698 1617 1633 1649 1666 1682 K1 0.3C Type 24 30/4 for 0.6C 33/4 for 1. & 1.0C.3C DECK WITH NORMAL WEIGHT CONCRETE ALLOWABLE DIAPHRAGM SHEAR STRENGTH ( PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 f’c = 3000 PSI K2 G' = + K3.197 1’-6 1873 1939 2005 2070 2136 2202 2’-0 1782 1832 1881 1930 1979 2028 2’-6 1728 1767 1806 1846 1885 1925 K2 = 440 3’-0 1691 1724 1757 1790 1822 1855 SPAN (FT.357 0.5” (min.342 0.6C 33/4 for 1.216 0 1 2 3 4 5 2225 2330 2436 2541 2646 2752 2046 2125 2204 2283 2362 2441 1938 2002 2065 2128 2192 2255 K2 = 700 1867 1920 1972 2025 2078 2130 1816 1861 1906 1951 1997 2042 1777 1817 1856 1896 1936 1975 1748 1783 1818 1853 1888 1923 1724 1755 1787 1819 1850 1882 K3 = 2380 1733 1762 1790 1819 1848 1714 1741 1767 1793 1820 0.0.239 0.) Factor of safety = 3.365 0.) * 0 1 2 3 4 5 0.205 1607 1631 1654 1678 1702 1725 K3 = 2380 1620 1641 1663 1684 1706 1610 1630 1650 1670 1689 0.705 0.3C t=2.0C.768 0.389 0.681 0.288 0.312 0.0C 32/4 for 1.3C Factor of safety = 3.) 3’-6 4’-0 1626 1611 1654 1636 1682 1660 1710 1685 1738 1710 1767 1734 4’-6 1600 1622 1644 1666 1687 1709 5’-0 1591 1610 1630 1650 1670 1689 K3 = 2380 0 1 2 3 4 5 1835 1914 1993 2072 2151 2230 1754 1813 1872 1932 1991 2050 1705 1752 1800 1847 1894 1942 K2 = 530 1672 1712 1751 1791 1830 1870 1649 1683 1717 1750 1784 1818 1631 1661 1691 1720 1750 1779 1618 1644 1670 1697 1723 1749 0 1 2 3 4 5 1945 2050 2156 2261 2367 2472 1836 1915 1994 2073 2152 2231 1771 1834 1897 1960 2024 2087 K2 = 700 1727 1780 1832 1885 1938 1991 1696 1741 1786 1831 1877 1922 1672 1712 1752 1791 1831 1870 1654 1689 1725 1760 1795 1830 5’-6 6’-0 1601 1619 1637 1655 1673 1594 1610 1626 1643 1659 K1 0.0C Type 26 30/4 for 0.361 0.421 0.6C. 1.548 0.433 0.-IN.224 1640 1671 1703 1735 1766 1798 K3 = 2380 1657 1685 1714 1743 1772 1644 1671 1697 1723 1750 0. 239 0.6C.6C 33/4 for 1.357 0.0.3C DECK WITH LIGHTWEIGHT CONCRETE ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: Welds with welding washers SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 30/4 for 0.0C 32/4 for 1.3C Type 24 30/4 for 0.389 0.-IN.6C 33/4 for 1.-IN.0C 32/4 for 1.250 0.3C DECK WITH LIGHTWEIGHT CONCRETE ALLOWABLE DIAPHRAGM SHEAR STRENGTH ( PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 30/4 for 0.288 0.224 1128 1159 1191 1223 1254 1286 K3 = 2380 1145 1173 1202 1231 1260 1132 1159 1185 1211 1238 0.361 0.517 0.6C 33/4 for 1. Kips/inch 3.3C Type 24 30/4 for 0.548 0.) Factor of safety = 3.197 1139 1162 1186 1210 1233 1257 K3 = 2380 1147 1169 1190 1212 1233 1135 1154 1174 1194 1214 0.783 0.312 0.433 0.0C.365 0.) 3’-6 4’-0 1153 1134 1181 1158 1210 1183 1238 1208 1266 1232 1294 1257 4’-6 1119 1140 1162 1184 1206 1228 5’-0 1106 1126 1146 1165 1185 1205 K3 = 2380 0 1 2 3 4 5 1469 1548 1627 1706 1785 1864 1351 1410 1469 1529 1588 1647 1280 1327 1375 1422 1470 1517 K2 = 530 1233 1272 1312 1351 1391 1430 1199 1233 1267 1301 1335 1368 1174 1204 1233 1263 1292 1322 1154 1181 1207 1233 1260 1286 0 1 2 3 4 5 1713 1818 1924 2029 2135 2240 1534 1613 1692 1771 1850 1929 1427 1490 1553 1616 1680 1743 K2 = 700 1355 1408 1460 1513 1566 1619 1304 1349 1394 1439 1485 1530 1265 1305 1345 1384 1424 1463 1236 1271 1306 1341 1376 1411 0.6C 33/4 for 1. 1.333 0.5” (min.) Factor of safety = 3.768 0.620 0.261 0.228 0.6C 33/4 for 1. & 1.421 0.6C 33/4 for 1.216 1212 1243 1275 1307 1338 1370 K3 = 2380 1221 1250 1279 1307 1336 1202 1229 1255 1281 1308 0.474 0.25 * 0 1 2 3 4 5 1’-6 1361 1427 1493 1558 1624 1690 2’-0 1270 1320 1369 1418 1467 1517 2’-6 1216 1255 1294 1334 1373 1413 K2 = 440 3’-0 1179 1212 1245 1278 1311 1343 SPAN (FT.205 1095 1119 1142 1166 1190 1213 K3 = 2380 1108 1129 1151 1172 1194 1098 1118 1138 1158 1177 0.0C.301 0.0C DIAPHRAGM Type 26 30/4 for 0.6C.259 * = number of sidelap fasteners per span K2 G' = + K3.0C Type 26 30/4 for 0.681 0.0C 32/4 for 1.0C 32/4 for 1.3C 5’-6 6’-0 1114 1132 1150 1168 1186 1105 1121 1137 1154 1170 K1 0.) 3’-6 4’-0 1114 1099 1142 1124 1170 1149 1198 1173 1226 1198 1255 1222 4’-6 1088 1110 1132 1154 1175 1197 5’-0 1079 1099 1118 1138 1158 1177 K3 = 2380 0 1 2 3 4 5 1323 1402 1481 1560 1639 1718 1242 1301 1360 1420 1479 1538 1193 1240 1288 1335 1382 1430 K2 = 530 1160 1200 1239 1279 1318 1358 1137 1171 1205 1239 1272 1306 1119 1149 1179 1208 1238 1268 1106 1132 1159 1185 1211 1238 0 1 2 3 4 5 1433 1538 1644 1749 1855 1960 1324 1403 1482 1561 1640 1719 1259 1322 1385 1448 1512 1575 K2 = 700 1215 1268 1320 1373 1426 1479 1184 1229 1274 1319 1365 1410 1161 1200 1240 1279 1319 1358 1142 1178 1213 1248 1283 1318 5’-6 6’-0 1089 1107 1125 1143 1161 1082 1098 1114 1131 1147 K1 0.888 0.342 0.476 0.297 0.450 0.271 0.5” (min.249 Wconc = 110 PCF f’c = 3000 PSI t=2.286 0. & 1.25 * 0 1 2 3 4 5 1’-6 1270 1335 1401 1467 1532 1598 2’-0 1202 1251 1300 1349 1398 1448 2’-6 1161 1200 1239 1279 1318 1358 K2 = 440 3’-0 1133 1166 1199 1232 1265 1297 SPAN (FT.20 + 3*K1* SPAN SPAN is in feet 86 .705 0.3C Wconc = 110 PCF f’c = 3000 PSI t=2.597 0. 1. 425 0.293 0.277 0.263 0. Kips/inch 3.292 0.5” (min.6C 33/4 for 1.0.262 0.596 0.468 0.365 0.) 4’-0 274 299 323 348 373 397 Fastener Layout Type 26 weld washers 32/4 for 1.0C Type 26 weld washers 30/4 for 0.197 1.254 363 416 468 521 574 626 340 388 435 483 530 577 K3 = 260 365 408 451 494 537 346 386 425 465 504 0.6C & 1.421 0.783 0.6CSV 0.227 0.432 0.288 0.380 0.228 0.246 0.619 0.297 0.383 0.0CSV 0.252 f’c = 125 PSI t=2.546 0.875 0.3C Type 24 5’-0 247 267 286 306 326 345 K3 = 260 314 344 374 403 433 463 295 321 347 374 400 426 444 490 535 580 625 670 406 446 485 525 564 604 364 420 476 531 587 643 336 385 433 482 531 580 Type 22 5/8” spot welds 32/4 for 1.228 0.611 0.) * 0 1 2 3 4 5 1’-6 640 719 798 877 956 1035 2’-0 514 574 633 692 751 811 2’-6 439 486 534 581 629 676 K2 = 530 3’-0 389 428 468 507 547 586 3’-6 353 387 421 454 488 522 0 1 2 3 4 5 900 1005 1111 1216 1322 1427 709 788 868 947 1026 1105 595 658 722 785 848 911 K2 = 700 519 572 624 677 730 782 464 510 555 600 645 690 0 1 2 3 4 5 701 831 961 1091 1221 1351 560 657 755 852 950 1048 475 553 631 709 787 866 K2 = 870 419 484 549 614 679 744 0 1 2 3 4 5 814 971 1129 1287 1445 1603 645 763 881 1000 1118 1237 543 638 733 827 922 1017 K2 = 1056 476 555 634 712 791 870 SPAN (FT.-IN.342 0.) * 0 1 2 3 4 5 1’-6 502 568 633 699 765 830 2’-0 411 460 509 559 608 657 2’-6 356 396 435 474 514 553 K2 = 440 3’-0 320 353 385 418 451 484 3’-6 294 322 350 378 406 434 0 1 2 3 4 5 609 688 767 846 925 1004 491 551 610 669 728 788 421 468 515 563 610 658 K2 = 530 373 413 452 492 531 571 340 374 407 441 475 509 0 1 2 3 4 5 853 959 1064 1170 1275 1381 674 753 833 912 991 1070 567 630 694 757 820 883 K2 = 700 495 548 601 654 706 759 0 1 2 3 4 5 666 796 926 1056 1186 1316 534 632 729 827 924 1022 455 533 611 689 767 845 K2 = 870 402 467 532 597 662 727 SPAN (FT.321 0.0C Type 22 5/8” spot welds 30/4 for 0.6C 33/4 for 1.6C 33/4 for 1.6C 33/4 for 1.271 0.196 376 411 446 482 517 552 352 384 416 447 479 510 K3 = 260 362 390 419 448 477 0.347 0.489 0.198 366 398 430 461 493 524 K3 = 260 374 403 432 461 489 355 381 407 434 460 0.394 0.226 314 357 400 444 487 531 296 335 374 413 452 491 K3 = 260 317 353 388 424 459 0.3C DECK WITH TYPE I INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: Welds SIDELAP FASTENERS: #10 TEK screws Factor of safety = 3.) 4’-0 326 356 385 415 444 474 4’-6 305 331 358 384 410 437 5’-0 288 312 336 359 383 407 K3 = 260 423 463 503 542 582 621 392 427 462 497 532 567 379 435 490 546 602 658 349 397 446 495 544 593 427 495 563 630 698 766 391 450 510 569 628 687 * = number of sidelap fasteners per span 5’-6 Factor of safety = 3.249 0.20 + 3*K1* SPAN SPAN is in feet 87 .433 0.281 DIAPHRAGM weld washers 32/4 for 1.270 0.0C f’c = 125 PSI t=2.3C 255 273 291 309 326 0.311 0.424 0.324 0.563 0.498 0.228 325 369 412 455 499 542 306 346 385 424 463 502 K3 = 260 327 362 398 433 468 311 343 376 408 441 0.333 0.25 5’-6 6’-0 296 318 339 361 382 283 303 322 342 362 K1 0.548 0.795 0.476 0.332 0.3C K1 4’-6 259 281 303 325 347 368 1.846 0.330 0.556 0.383 0.620 0.179 279 303 326 350 374 398 K3 = 260 288 309 331 352 374 0.3C Type 20 5/8” spot welds 32/4 for 1.382 0.250 0.216 0.470 0.303 0.0C DECK WITH TYPE I INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: Welds SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 weld washers 30/4 for 0.-IN.765 0.427 0.270 0.25 K2 G' = + K3.603 0.685 0.5” (min.207 0.681 0.311 0.0C Type 24 weld washers 30/4 for 0.711 0.347 0. 402 0.672 0.265 369 422 475 527 580 633 346 394 441 488 536 583 K3 = 260 370 413 456 500 543 351 390 430 469 509 0.284 0.0CSV 0.361 0.237 0.641 0.808 0.868 0.0C Type 22 30/4 for 0.470 0.274 0.500 0.6C 33/4 for 1.0C Type 24 30/4 for 0.336 0.888 0.186 236 259 283 307 330 354 K3 = 260 248 270 291 313 334 0.5” (min.0C DECK WITH TYPE I INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 30/4 for 0.262 4’-6 228 250 272 294 316 338 5’-0 219 239 258 278 298 318 K3 = 260 260 290 319 349 378 408 246 273 299 325 352 378 324 370 415 460 505 550 301 341 380 420 459 499 368 424 480 535 591 647 339 388 437 486 534 583 1.6C 33/4 for 1.6C 33/4 for 1.597 0.705 0.3C Type 22 32/4 for 1.238 0.534 0.307 0.329 0.224 0.666 0.259 0.357 0.305 0.25 .235 317 360 404 447 490 534 299 338 377 416 455 494 K3 = 260 320 355 391 426 462 0.) 4’-0 239 264 289 313 338 363 Fastener Layout Type 26 32/4 for 1.777 0.456 0.0.) * 0 1 2 3 4 5 1’-6 409 475 541 606 672 738 2’-0 341 391 440 489 538 588 2’-6 301 340 379 419 458 498 K2 = 440 3’-0 273 306 339 372 405 438 3’-6 254 282 310 338 367 395 0 1 2 3 4 5 464 543 622 701 780 859 382 442 501 560 619 679 333 381 428 476 523 570 K2 = 530 301 340 380 419 459 498 277 311 345 379 413 447 0 1 2 3 4 5 573 679 784 890 995 1101 464 544 623 702 781 860 399 462 526 589 652 715 K2 = 700 356 408 461 514 566 619 0 1 2 3 4 5 676 806 936 1066 1196 1326 541 639 736 834 931 1029 460 538 616 694 772 851 K2 = 870 407 472 537 602 667 732 SPAN (FT.) 4’-0 268 298 327 357 386 416 4’-6 253 280 306 332 359 385 5’-0 242 266 289 313 337 360 K3 = 260 312 351 391 430 470 509 292 327 363 398 433 468 383 439 495 550 606 662 352 401 450 499 548 596 436 503 571 639 706 774 398 458 517 576 635 695 * = number of sidelap fasteners per span 5’-6 Factor of safety = 3.698 0.217 0.354 0.6C 33/4 for 1.366 0.205 1.956 0.596 0.6C & 1.-IN.237 329 372 415 459 502 545 309 349 388 427 466 505 K3 = 260 329 365 400 436 471 313 346 378 411 443 0.431 0.389 0.288 0.462 0.0C Type 26 30/4 for 0.407 0.543 0.3C 230 248 265 283 301 K1 0.606 0.) * 0 1 2 3 4 5 1’-6 485 564 643 722 801 880 2’-0 398 458 517 576 635 695 2’-6 346 394 441 488 536 583 K2 = 530 3’-0 311 351 390 430 469 509 3’-6 287 320 354 388 422 456 0 1 2 3 4 5 602 707 813 918 1024 1129 486 565 644 723 802 881 416 479 543 606 669 732 K2 = 700 370 422 475 528 581 633 337 382 427 472 517 562 0 1 2 3 4 5 711 841 971 1101 1231 1361 567 665 762 860 957 1055 481 559 637 715 794 872 K2 = 870 424 489 554 619 684 749 0 1 2 3 4 5 833 991 1149 1307 1465 1623 659 778 896 1015 1133 1251 555 650 744 839 934 1029 K2 = 1056 485 564 643 722 801 880 SPAN (FT.339 0.768 0.260 0.902 0.367 0.992 0.502 0.657 0.5” (min.312 0.3C Type 20 32/4 for 1.239 0.450 0.6CSV 0.205 277 308 340 372 403 435 K3 = 260 293 322 350 379 408 280 306 333 359 385 0. Kips/inch 3.474 0.301 0.25 5’-6 6’-0 254 276 297 319 340 244 264 284 303 323 K1 0.3C DECK WITH TYPE I INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws f’c = 125 PSI t=2.454 0.286 0.276 0.20 + 3*K1* SPAN SPAN is in feet 88 Factor of safety = 3.3C DIAPHRAGM Type 24 32/4 for 1.404 0.409 0.292 K2 G' = + K3.517 0.261 0.203 283 318 353 388 423 459 268 300 332 363 395 427 K3 = 260 285 314 343 371 400 0.284 0.328 0.324 0.-IN.0C f’c = 125 PSI t=2.352 0. 254 445 498 551 603 656 709 K3 = 260 423 470 518 565 612 660 448 491 534 577 620 429 468 508 547 587 0.3C Type 20 5/8” spot welds 32/4 for 1.5” (min.-IN.271 0.548 0.270 0.3C 1.227 459 494 529 564 599 435 467 498 530 561 K3 = 260 444 473 502 530 0.6C 33/4 for 1.) 4’-0 409 438 468 497 527 557 4’-6 388 414 440 467 493 519 5’-0 371 395 418 442 466 489 K3 = 260 506 546 585 625 664 704 474 509 545 580 615 650 461 480 573 629 684 740 431 451 529 578 626 675 510 578 645 713 781 848 474 533 592 651 711 770 * = number of sidelap fasteners per span 5’-6 Factor of safety = 3.270 0.207 362 385 409 433 456 K3 = 260 370 392 413 435 0.0C f’c = 125 PSI t=2.6CSV 0.875 0.347 0.3C Type 24 Type 22 1 5/8” spot welds 32/4 for 1.6C 33/4 for 1.263 0.) * 0 1 2 3 4 1’-6 585 650 716 781 847 2’-0 493 543 592 641 690 2’-6 439 478 518 557 596 K2 = 440 3’-0 402 435 468 501 534 3’-6 376 404 433 461 489 0 1 2 3 4 692 771 850 929 1008 574 633 692 752 811 503 551 598 645 693 K2 = 530 456 495 535 574 614 422 456 490 524 558 0 1 2 3 4 936 1041 1147 1252 1358 757 836 915 994 1073 650 713 776 839 903 K2 = 700 578 631 683 736 789 0 1 2 3 4 749 879 1009 1139 1269 617 714 812 909 1007 537 615 693 771 849 K2 = 870 484 549 614 680 745 SPAN (FT.795 0.311 0.681 0.0C Type 26 weld washers 30/4 for 0.563 0.330 0.846 0.332 0.711 0.228 4’-6 342 364 385 407 429 1.6C & 1.620 0.427 0.476 0.324 0.342 0.365 0.382 0.498 0.556 0.424 0.293 0.292 5’-0 329 349 369 389 408 K3 = 260 397 427 456 486 516 377 404 430 456 483 527 572 617 662 708 489 528 568 607 647 447 502 558 614 670 418 467 516 565 613 f’c = 125 PSI t=2.433 0.383 0.228 408 428 495 538 581 625 389 409 467 506 545 584 K3 = 260 393 445 480 516 551 0.421 0.0C Type 24 weld washers 30/4 for 0.6C 33/4 for 1.311 0.297 0.) * 0 1 2 3 4 5 1’-6 723 802 881 960 1038 1117 2’-0 597 656 715 775 834 893 2’-6 522 569 616 664 711 759 K2 = 530 3’-0 471 511 550 590 629 669 3’-6 435 469 503 537 571 605 0 1 2 3 4 5 983 1088 1193 1299 1404 1510 792 871 950 1029 1108 1187 678 741 804 867 931 994 K2 = 700 601 654 707 760 812 865 547 592 637 682 728 773 0 913 2 3 4 5 783 740 1043 1173 1303 1433 642 636 837 935 1033 1130 558 567 714 792 870 948 K2 = 870 502 517 632 697 762 827 0 1 2 3 4 5 896 1054 1212 1370 1528 1686 727 846 964 1082 1201 1319 K2 = 1056 626 720 815 910 1005 1100 558 637 716 795 874 953 SPAN (FT.25 5’-6 6’-0 379 400 422 443 465 366 385 405 425 444 K1 0.3C DECK WITH TYPE II INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH ( PLF) SUPPORT FASTENERS: Welds SIDELAP FASTENERS: #10 TEK screws Factor of safety = 3.228 0.619 0.281 DIAPHRAGM weld washers 32/4 for 1.198 449 481 512 544 575 607 K3 = 260 457 486 514 543 572 437 463 490 516 543 0.489 0.303 0.425 0.262 396 440 483 526 570 379 418 457 496 535 K3 = 260 400 435 471 506 0.432 0.288 0.468 0.5” (min.546 426 458 491 523 0.) 4’-0 357 381 406 431 455 Fastener Layout Type 26 weld washers 32/4 for 1.0CSV 0.3C 337 355 373 391 K1 0.0C DECK WITH TYPE II INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: Welds SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 weld washers 30/4 for 0.347 0.321 0.380 0.383 0.394 0.6C 33/4 for 1.783 0.333 0.0.603 0.246 0.0C Type 22 5/8” spot welds 30/4 for 0.765 K2 G' = + K3.-IN. Kips/inch 3.20 + 3*K1* SPAN SPAN is in feet 89 .470 0.685 0.611 0.596 0.250 0.25 0. 276 0.606 0.657 0.3C 312 330 348 366 K1 0.328 0.25 5’-6 Factor of safety = 3.402 0.284 0.329 0.-IN.286 0.238 0.312 0.596 0.502 0.672 0.407 0.868 0.) 4’-0 322 347 371 396 421 Fastener Layout Type 26 32/4 for 1.389 0.3C Type 20 32/4 for 1.6C 33/4 for 1.777 0.237 365 401 436 471 506 351 383 414 446 477 K3 = 260 368 397 425 454 0.808 0.0C Type 22 30/4 for 0.404 0. Kips/inch 3.6CSV 0.307 0.352 0.500 0.0.462 0.474 0.301 0.768 0.543 0.517 0.-IN.361 0.) 4’-0 351 380 410 439 469 499 4’-6 336 362 389 415 441 468 5’-0 324 348 372 396 419 443 394 434 473 513 552 592 375 410 445 480 515 551 359 391 423 454 486 518 466 521 577 633 689 744 435 484 533 581 630 679 411 455 498 541 585 628 392 431 470 509 548 587 518 586 654 721 789 857 481 540 599 659 718 777 452 505 557 610 663 715 429 476 524 571 618 666 * = number of sidelap fasteners per span K2 G' = + K3.354 0.470 0.0C DECK WITH TYPE II INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws Fastener Layout Type 28 30/4 for 0.431 0.3C Type 22 32/4 for 1.409 0.324 0.902 0.336 0.641 0.6C 33/4 for 1.0CSV 0.25 5’-6 6’-0 K1 0.450 0.20 + 3*K1* SPAN SPAN is in feet 90 Factor of safety = 3.698 0.534 0.305 4’-6 311 333 354 376 398 5’-0 302 321 341 361 380 K3 = 260 343 372 402 431 461 329 355 382 408 434 407 452 497 543 588 384 423 463 502 542 451 506 562 618 674 422 471 519 568 617 1.239 1.5”” (min.705 0.260 0.3C DIAPHRAGM Type 24 32/4 for 1.237 412 447 483 518 554 K3 = 260 396 428 461 493 526 0.888 0.6C 33/4 for 1.284 0.) SPAN 3’-6 369 403 437 471 505 538 K2 = 530 * 0 1 2 3 4 5 1’-6 568 647 726 805 884 963 2’-0 481 540 599 659 718 777 2’-6 429 476 524 571 618 666 3’-0 394 433 473 512 552 591 0 1 2 3 4 5 684 790 895 1001 1106 1212 568 647 726 806 885 964 499 562 625 688 752 815 452 505 558 610 663 716 K2 = 700 419 464 509 555 600 645 0 1 2 3 4 5 793 923 1053 1183 1313 1443 650 747 845 943 1040 1138 564 642 720 798 876 954 507 572 637 702 767 832 K2 = 870 0 1 2 3 4 5 916 1073 1231 1389 1547 1705 742 860 979 1097 1216 1334 637 732 827 922 1016 1111 568 647 726 805 884 963 K2 = 1056 (FT.265 453 496 539 582 625 K3 = 260 433 473 512 552 591 0.0C f’c = 125 PSI t=2.217 318 342 365 389 413 K3 = 260 331 352 374 395 0.6C & 1.367 0.5”” (min.3C DECK WITH TYPE II INSULATING FILL ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: #12 TEK screws SIDELAP FASTENERS: #10 TEK screws f’c = 125 PSI t=2.456 0.339 0.) * 0 1 2 3 4 1’-6 492 558 623 689 754 2’-0 424 473 522 572 621 2’-6 383 423 462 501 541 K2 = 440 3’-0 356 389 422 454 487 3’-6 337 365 393 421 449 0 1 2 3 4 547 626 705 783 862 465 524 583 643 702 416 463 511 558 606 K2 = 530 383 423 462 502 541 360 394 428 462 495 0 1 2 3 4 656 761 867 972 1078 547 626 705 784 863 482 545 608 671 735 K2 = 700 438 491 544 596 649 0 1 2 3 4 758 888 1018 1148 1278 624 721 819 916 1014 K2 = 870 543 621 699 777 855 489 554 619 684 749 SPAN (FT.0C Type 24 30/4 for 0.597 0.956 0.454 0.992 0.666 0.274 399 443 486 530 573 K3 = 260 382 421 460 499 538 402 438 473 509 0.261 0.292 .205 337 358 380 401 423 327 347 366 386 406 K3 = 260 376 404 433 462 491 K3 = 260 363 389 415 442 468 0.366 0.6C 33/4 for 1.357 0.0C Type 26 30/4 for 0. 195 0.149 0.5.079 0.111 0.101 0.100 0.453 0. Kips/inch 3. 15’-0 1562 K1 0.081 1.395 0.089 0.201 0.071 0.300 0.261 0.179 0.) 10’-0 11’-0 1588 1581 t=2.729 0.099 0.805 0.) Factor of safety = 3.252 0.224 0.178 0.089 0.5VLI.127 0.50 + 3*K1* SPAN SPAN is in feet 91 . & 3 COMPOSITE DECK WITH NORMAL WEIGHT CONCRETE ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8” puddle welds SIDELAP FASTENERS: Welded1 Fastener Layout Type 22 36/4 Type 20 36/4 Type 18 36/4 Type 16 36/4 6’-0 1641 1708 1775 1842 1909 1976 2042 2109 2176 2243 2310 0 1 2 3 4 5 6 7 8 9 10 1668 1748 1828 1909 1989 2069 2150 2230 2310 2390 2471 0 1 2 3 4 5 6 7 8 9 10 1715 1819 1923 2028 2132 2236 2340 2445 2549 2653 2757 0 1 2 3 4 5 6 7 8 9 10 1763 1892 2021 2149 2278 2407 2536 2664 2793 2922 3050 SPAN (FT.126 0.142 0.086 0.111 0.337 0.168 0.091 DIAPHRAGM *= 1 * 0 1 2 3 4 5 6 7 8 9 10 Wconc = 145 PCF f’c = 3000 PSI number of sidelap fasteners per span The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.359 0.078 0.118 0.-IN.036 0.144 0.509 0.25 12’-0 1575 14’-0 1566 7’-0 1622 8’-0 1608 9’-0 1597 13’-0 1570 1737 1708 1686 1909 1966 2024 2081 2138 2195 1859 1909 1959 2009 2059 2110 K2 = 870 1820 1865 1909 1954 1998 2043 1789 1829 1869 1909 1949 1990 1763 1800 1836 1873 1909 1946 1742 1776 1809 1843 1876 1909 1724 1755 1786 1817 1848 1879 K3 = 2380 1709 1738 1766 1795 1824 1852 1669 1696 1722 1749 1776 1803 1829 1645 1628 1615 1604 1596 1588 1582 1577 1572 1783 1852 1920 1989 2058 2127 2196 2265 2333 1748 1809 1869 1929 1989 2050 2110 2170 2230 K2 = 1056 1722 1775 1829 1882 1936 1990 2043 2097 2150 1749 1797 1845 1893 1941 1990 2038 2086 1727 1771 1815 1858 1902 1946 1990 2034 1709 1749 1789 1829 1869 1910 1950 1990 1731 1768 1805 1842 1879 1916 1953 K3 = 2380 1715 1749 1784 1818 1852 1887 1921 1701 1733 1765 1797 1829 1862 1894 1686 1663 1646 1633 1621 1612 1604 1597 1591 1864 1954 2043 2132 2222 2311 2400 2490 2579 1820 1898 1976 2054 2133 2211 2289 2367 2445 K2 = 1398 1785 1855 1924 1994 2063 2133 2202 2272 2341 1820 1883 1945 2008 2070 2133 2196 2258 1792 1849 1906 1963 2019 2076 2133 2190 1768 1820 1873 1925 1977 2029 2081 2133 1797 1845 1893 1941 1989 2037 2085 K3 = 2380 1776 1821 1865 1910 1955 1999 2044 1758 1800 1842 1883 1925 1967 2008 1727 1700 1679 1662 1648 1636 1626 1618 1611 1948 2058 2168 2279 2389 2499 2610 2720 2830 1893 1989 2086 2182 2279 2375 2472 2569 2665 K2 = 1764 1850 1936 2022 2108 2193 2279 2365 2451 2537 1893 1970 2048 2125 2202 2279 2357 2434 1858 1929 1999 2069 2139 2209 2280 2350 1829 1894 1958 2022 2087 2151 2215 2280 1864 1923 1983 2042 2102 2161 2220 K3 = 2380 1839 1894 1949 2004 2059 2114 2170 1817 1868 1920 1971 2023 2074 2126 1794 1759 1731 1709 1675 VULCRAFT DOES NOT1691 RECOMMEND 1852 1809 1775 1749 1727 1709 1693 1680 WELDED SIDELAPS FOR 22 GA. 2.064 0.156 0.1.112 0.926 0.5” (min.130 0. K2 G' = + K3.097 0.238 0. 2VLI and 3VLI.071 0. 101 0. 2VLI and 3VLI.178 0.112 0.224 0.100 0.126 0.) Factor of safety = 3.081 1.127 0.071 0.50 + 3*K1* SPAN SPAN is in feet 92 15’-0 1050 K1 0.111 0.149 0.201 0.926 0.079 0.337 0.064 0.179 0.5” (min.359 0.25 12’-0 1063 14’-0 1054 7’-0 1110 8’-0 1096 9’-0 1085 13’-0 1058 1225 1196 1174 1397 1454 1512 1569 1626 1684 1347 1397 1447 1497 1548 1598 K2 = 870 1308 1353 1397 1442 1486 1531 1277 1317 1357 1397 1437 1478 1252 1288 1324 1361 1397 1434 1230 1264 1297 1331 1364 1398 1212 1243 1274 1305 1336 1367 K3 = 2380 1197 1226 1254 1283 1312 1340 1157 1184 1210 1237 1264 1291 1317 1133 1116 1103 1092 1084 1076 1070 1065 1061 1271 1340 1408 1477 1546 1615 1684 1753 1821 1237 1297 1357 1417 1477 1538 1598 1658 1718 K2 = 1056 1210 1263 1317 1371 1424 1478 1531 1585 1638 1237 1285 1333 1381 1430 1478 1526 1574 1215 1259 1303 1346 1390 1434 1478 1522 1197 1237 1277 1317 1357 1398 1438 1478 1219 1256 1293 1330 1367 1404 1441 K3 = 2380 1203 1237 1272 1306 1340 1375 1409 1189 1221 1253 1285 1318 1350 1382 1174 1152 1134 1121 1109 1100 1092 1085 1079 1352 1442 1531 1620 1710 1799 1888 1978 2067 1308 1386 1464 1542 1621 1699 1777 1855 1933 K2 = 1398 1273 1343 1412 1482 1551 1621 1690 1760 1829 1308 1371 1433 1496 1559 1621 1684 1746 1280 1337 1394 1451 1507 1564 1621 1678 1256 1309 1361 1413 1465 1517 1569 1621 1285 1333 1381 1429 1477 1525 1573 K3 = 2380 1264 1309 1353 1398 1443 1487 1532 1246 1288 1330 1371 1413 1455 1496 1215 1188 1167 1150 1136 1124 1114 1106 1099 1436 1546 1656 1767 1877 1987 2098 2208 2318 1381 1477 1574 1670 1767 1864 1960 2057 2153 K2 = 1764 1338 1424 1510 1596 1681 1767 1853 1939 2025 1381 1459 1536 1613 1690 1767 1845 1922 1346 1417 1487 1557 1627 1697 1768 1838 1317 1382 1446 1510 1575 1639 1703 1768 1352 1411 1471 1530 1590 1649 1709 K3 = 2380 1327 1382 1437 1492 1547 1603 1658 1305 1356 1408 1459 1511 1562 1614 1282 1247 1219 1197 1163 VULCRAFT DOES NOT1179 RECOMMEND 1340 1297 1263 1237 1215 1197 1182 1168 WELDED SIDELAPS FOR 22 GA.089 0.1.086 0.156 0. number of sidelap fasteners per span The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button punched sidelaps with 1.071 0. Kips/inch 3.118 0.395 0.729 0.-IN. 2.5VLI.142 0.130 0.261 0. & 3 COMPOSITE DECK WITH LIGHTWEIGHT CONCRETE ALLOWABLE DIAPHRAGM SHEAR STRENGTH ( PLF) SUPPORT FASTENERS: 5/8” puddle welds SIDELAP FASTENERS: Welded1 Fastener Layout Type 22 36/4 Type 20 36/4 Type 18 36/4 Type 16 DIAPHRAGM 36/4 *= 1 * 0 1 2 3 4 5 6 7 8 9 10 6’-0 1129 1196 1263 1330 1397 1464 1530 1597 1664 1731 1798 0 1 2 3 4 5 6 7 8 9 10 1156 1236 1316 1397 1477 1557 1638 1718 1798 1878 1959 0 1 2 3 4 5 6 7 8 9 10 1203 1307 1412 1516 1620 1724 1829 1933 2037 2141 2246 0 1 2 3 4 5 6 7 8 9 10 1251 1380 1509 1637 1766 1895 2024 2152 2281 2410 2538 Wconc = 110 PCF f’c = 3000 PSI SPAN (FT.144 0.238 0.252 0.091 .5.097 0.509 0.036 0.089 0.300 0.195 0.805 0.168 0.111 0.453 0. K2 G' = + K3.078 0.) 10’-0 11’-0 1076 1069 t=2.099 0. NOTES 93 . NOTES 94 . NOTES 95 . FORM DECKS.org DESIGN MANUAL FOR COMPOSITE DECKS. Van de Pas. Fox River Grove.Uplift Loading TECHNICAL DIGEST #8 . joist girders and steel deck) STEEL DECK INSTITUTE– P.PUBLICATIONS & SOFTWARE VULCRAFT – (Refer to back cover for address and telephone number of division nearest you) VULCRAFT STEEL JOISTS AND JOIST GIRDERS 1995 VULCRAFT COMPOSITE AND NONCOMPOSITE FLOOR JOISTS 1996 DESIGNING WITH JOISTS.Welding of Open Web Steel Joists TECHNICAL DIGEST #9 . 29 DIAPHRAGM DESIGN MANUAL (Second Edition). Ph. Julius P. Box 25.. MOC1 LRFD DESIGN MANUAL for composite Beams and Girders with Steel Deck. P. North Mrytle Beach. No.0 (Used in Conjunction With Technical Digest #5) SJI VIDEO . ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL DISTRIBUTION. No.Ponding TECHNICAL DIGEST #5 . NO. No. CDD1 STANDARD PRACTICE DETAILS.steeljoist.O.Vibration TECHNICAL DIGEST #6 . No. SPD1 DIAPHRAGM DESIGN MANUAL (First Edition). AIA.E. 1. 1992 TECHNICAL DIGEST #3 .Introduction to Steel Joists 96 . P.E.D. SC 29577-6760 (843) 626-1995 Fax (843) 626-5565 www. IL 60021-0025 (847) 462-1930 Fax (847) 462-1940 • www. JOIST GIRDERS AND STEEL DECK James Fisher. DDMO1 BINDER FILE DECK DAMAGE & PENETRATIONS METAL DECK & CONCRETE QUANTITIES A RATIONAL APPROACH TO STEEL DECK CORROSION PROTECTION BRAND NEW FLOOR DESIGN SOFTWARE LRFDsoft STEEL JOIST INSTITUTE– 3127 10th Ave. (A 289 page book provided to engineers and architects for help in designing with steel joists. 40th Edition SIXTY YEAR MANUAL. No. No..E. DDMO2 MANUAL OF CONSTRUCTION WITH STEEL DECK.sdi. LRFD1 COMPOSITE DECK DESIGN HANDBOOK. Michael West..org STANDARD SPECIFICATIONS LOAD TABLES & WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS. P.Handling and Erection COMPUTER VIBRATION PROGRAM Ver. Utah 84302 (435) 734-9433 Fax: (435)723-5423 Joists . Indiana 46785 (260) 337-1800 Fax: (260) 337-1801 TEXAS Joists & Deck P. Box 100520. Brigham City. Fort Payne.O.O. Nebraska 68702 (402) 644-8500 Fax: (402) 644-8528 P.O. Alabama 35968 (256) 845-2460 Fax: (256) 845-2823 NEBRASKA Joists & Deck P. Norfolk. Florence.Box 186. Box 59. Joe. Texas 75844 (936) 687-4665 Fax: (936) 687-4290 Joists & Deck UTAH P.O.O.O. Box 1000. Grapeland. Box 680169.INDIANA Joists & Deck SOUTH CAROLINA Joists & Deck P. South Carolina 29501 (843) 662-0381 Fax: (843) 662-3132 ALABAMA P. St. Box 637. O. Indiana 46785 936/687-4665 260/337-1800 Fax: 936/687-4290 Fax: 260/337-1801 VULCRAFT OF NEW YORK P. Joe. Nebraska 68702 7205 Gault Avenue N. Box 680169 P.O. Indiana 46785 287 North Main Street Extension 6610 County Road 60 Grapeland. Box 637 Florence. Alabama 35967 Norfolk. Alabama 35968 Norfolk. Utah 84302 1501 West Darlington Street 1875 West Highway 13 South Florence. Joe. Box 280 Chemung.O.VULCRAFT VULCRAFT P. Texas 75844 St. Box 186 P. Box 59 Fort Payne. Utah 84302 843/662-0381 435/734-9433 Fax: 843/662-3132 Fax: 435/723-5423 . South Carolina 29501 Brigham City. South Carolina 29501 Brigham City. 1601 West Omaha Avenue Fort Payne. Nebraska 68701 256/845-2460 402/644-8500 Fax: 256/845-2823 Fax: 402/644-8528 VULCRAFT VULCRAFT P.O.O. New York 14825 5362 Railroad Street Chemung.O.O. New York 14825 607/529-9000 Fax: 607/529-9001 VULCRAFT MEMBER VULCRAFT P. Texas 75844 St. Box 100520 P. Box 1000 Grapeland.