MAXIMUM SUPERIMPOSED UNIFORM ASD LOADS, psf SINGLE SPAN DOUBLE SPAN TRIPLE SPAN GAGE
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1 F-DEK ROOF (ASD) 1-1/2" high x 6" pitch x 36" wide SECTION PROPERTIES GAGE Wd I D (DEFLECTION) fy = 40 ksi Sp Sn Rbe Rbi 2" 3" 4" 3" 4" Va 4719 Span 4'-0" 4'-6" D+L (Strength) * 94* 125* 157* 92* 112* 149* 188* 5'-0" D+L (Deflection) L (Deflection) D+L (Strength) * 81* 107* 134* 80* 97* 128* 161* 5'-6" D+L (Deflection) L (Deflection) D+L (Strength) * 71* 93* 116* 70* 85* 112* 140* 6'-0" D+L (Deflection) L (Deflection) D+L (Strength) * 60* 79* 100* 61* 75* 98* 123* 6'-6" D+L (Deflection) L (Deflection) D+L (Strength) * 51* 68* 86* 53* 65* 85* 108* 7'-0" D+L (Deflection) L (Deflection) D+L (Strength) * 45* 59* 74* 46* 56* 74* 93* 7'-6" D+L (Deflection) L (Deflection) D+L (Strength) * 39* 51* 65* 40* 49* 65* 82* 8'-0" D+L (Deflection) L (Deflection) D+L (Strength) * 34* 45* 57* 36* 43* 57* 72* 8'-6" D+L (Deflection) L (Deflection) D+L (Strength) * 30* 40* 51* 32* 38* 51* 64* 9'-0" D+L (Deflection) L (Deflection) D+L (Strength) * 27* 36* 45* 28* 34* 45* 57* 9'-6" D+L (Deflection) L (Deflection) D+L (Strength) * 24* 32* 40* 25* 31* 41* 51* 10'-0" D+L (Deflection) L (Deflection) '-6" ASD DESIGN Load Combinations MAXIMUM SUPERIMPOSED UNIFORM ASD LOADS, psf SINGLE SPAN DOUBLE SPAN TRIPLE SPAN GAGE D+L (Strength) * 133* 177* 223* 128* 158* 211* 267* D+L (Deflection) L (Deflection) D+L (Strength) * 111* 147* 185* 108* 132* 176* 222* D+L (Deflection) L (Deflection) D+L (Strength) * 22* 29* 36* 23* 28* 37* 46* D+L (Deflection) L (Deflection) '-0" D+L (Strength) D+L (Deflection) L (Deflection) Max. superimposed ASD dead + live load (psf) (governed by strength limitation) Max. superimposed ASD dead + live load (psf) (governed by deflection limitation) Max. superimposed ASD live load (psf) (governed by deflection limitation) Vertical load span (center to center spacing) Wd Weight of deck (uncoated), psf Rbe Allowable exterior web crippling value per foot of deck, plf I D Moment of inertia for deflection per foot of deck width (in 4 )/ft Rbi Allowable interior web crippling value per foot of deck, plf Sp Section modulus for positive bending per foot of deck width, (in 3 )/ft D Uniform dead load, psf Sn Section modulus for negative bending per foot of deck width, (in 3 )/ft L Uniform live load, psf Va Allowable shear value per foot of deck width, plf Notes: 1. Bending strength based on allowable flexural stress of 24 ksi. 2. Loads marked with asterisk (*) are governed by moment & shear, interior reactions (web crippling) or applied moment & reactions assuming 4" of interior bearing. 3. Deflection based on maximum dead + live load deflection of L/240 or 1 in. and on maximum live load deflection of L/360 or 1 in. 4. An upper limit of 400 psf has been applied to the loads. 5. Deck length over 45'-0" require inquiry and special accommodations. Please contact the Metal-Dek Group for further information. The section properties table is based on 2001 AISI's North American Specification for the Design of Cold-Formed Steel Structural Members (2004 Supplement).
2 SUPPORT CONNECTION: 1/2" Eff. Weld Diameter S = (lbs/foot) SIDELAP CONNECTION: 1-1/2" Seam Welds G' = Stiffness Factor (kips/in.) ATTACHMENT PATTERN: 36 / 4 6" S * 656* 531* 439* G' " S * 531* 439* G' " S * 439* 22 G' " 24" S * G' " S G' " S G' " S * 710* 587* G' " S * 587* G' " S * 20 G' " 24" S G' " S G' " S G' " S * 1080* 893* G' " S * 893* G' " S G' " 24" S G' " S G' " S G' " S * 1264* G' " S * G' " S G' " 24" S G' " S G' " S G' =.70 for LRFD and = 235f 2.35 for ASDf for welds. REV 5/10
3 SUPPORT CONNECTION: 1/2" Eff. Weld Diameter S = (lbs/foot) SIDELAP CONNECTION: 1-1/2" Seam Welds G' = Stiffness Factor (kips/in.) ATTACHMENT PATTERN: 36 / 7 6" S * 830* 656* 531* 439* G' " S * 656* 531* 439* G' " S * 531* 439* 22 G' " 24" S * 439* G' " S * G' " S G' " S * 1109* 876* 710* 587* G' " S * 876* 710* 587* G' " S * 710* 587* 20 G' " 24" S * G' " S G' " S G' " S * 1688* 1334* 1080* 893* G' " S * 1080* 893* G' " S * 893* 18 G' " 24" S G' " S G' " S G' " S * 1888* 1529* 1264* G' " S * 1264* G' " S * 16 G' " 24" S G' " S G' " S G' =.70 for LRFD and = 235f 2.35 for ASDf for welds. REV 5/10
4 SUPPORT CONNECTION: 1/2" Effective Weld Diameter S = (lbs/foot) ATTACHMENT PATTERN: 36 / 4 12" S G' " S G' " S G' " 24" S G' " S G' " S G' " S G' " S G' " S G' " 24" S G' " S G' " S G' " S G' " S G' " S G' " 24" S G' " S G' " S G' " S G' " S G' " S G' " 24" S G' " S G' " S G' =.70 for LRFD and = 2.35 for ASD for welds. REV 8/09
5 SUPPORT CONNECTION: 1/2" Effective Weld Diameter S = (lbs/foot) ATTACHMENT PATTERN: 36 / 7 12" S G' " S G' " S G' " 24" S G' " S G' " S G' " S G' " S G' " S G' " 24" S G' " S G' " S G' " S G' " S G' " S G' " 24" S G' " S G' " S G' " S G' " S G' " S G' " 24" S G' " S G' " S G' =.70 for LRFD and = 2.35 for ASD for welds. REV 8/09
6 SUPPORT CONNECTION: #12 Support Screws (Type 5) S = (lbs/foot) ATTACHMENT PATTERN: 36 / 4 6" S * 249* 206* G' " S * 206* G' " S G' " 24" S G' " S G' " S G' " S * 333* 275* G' " S * G' " S G' " 24" S G' " S G' " S G' " S * 419* G' " S G' " S G' " 24" S G' " S G' " S G' " S * 593* G' " S G' " S G' " 24" S G' " S G' " S G' S values have been divided by a Safety Factor of 2.5 to obtain (ASD) Diaphragm Shear values for seismic loading (worst case). Seismic: =.65 for LRFD and = 2.50 for ASD for screws. =.70 for LRFD and = 235f 2.35 for ASDf for screws. Other: =.65 for LRFD and = 2.50 for ASD for screws. Calculations are based on a ''TRIPLE SPAN CONDITION''. For ''Other Span Conditions'' contact the Metal Dek Group for additional information. REV 11/08
7 SUPPORT CONNECTION: #12 Support Screws (Type 5) S = (lbs/foot) ATTACHMENT PATTERN: 36 / 7 6" S * 389* 308* 249* 206* G' " S * 249* 206* G' " S * 22 G' " 24" S G' " S G' " S G' " S * 411* 333* 275* G' " S * 275* G' " S G' " 24" S G' " S G' " S G' " S * 625* 507* 419* G' " S * G' " S G' " 24" S G' " S G' " S G' " S * 717* 593* G' " S * G' " S G' " 24" S G' " S G' " S G' S values have been divided by a Safety Factor of 2.5 to obtain (ASD) Diaphragm Shear values for seismic loading (worst case). Seismic: =.65 for LRFD and = 2.50 for ASD for screws. =.70 for LRFD and = 235f 2.35 for ASDf for screws. Other: =.65 for LRFD and = 2.50 for ASD for screws. Calculations are based on a ''TRIPLE SPAN CONDITION''. For ''Other Span Conditions'' contact the Metal Dek Group for additional information. REV 11/08
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