ESR-2408 - ASC Steel Deck, A Division of ASC Profiles Inc. - ladbs

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ESR-2408 | Most Widely Accepted and Trusted Page 40 of 42TOTALSLABDEPTH5 1 / 2”SLABWT.53PSFTOTALSLABDEPTH6”SLABWT.59PSFTOTALSLABDEPTH7 1 / 2”SLABWT.77PSFGAUGE 320/2020/1820/1618/2018/1818/1616/16GAUGE 320/2020/1820/1618/2018/1818/1616/16GAUGE 320/2020/1820/1618/2018/1818/1616/16TABLE 17—DIAPHRAGM SHEAR CAPACITY FOR ASC3 (24”)WITH CONCRETE FILL (plf) (145 PCF CONCRETE) 1,2,3,4SPAN8’-0” 8’-6” 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0” 14’-6” 15’-0”Q 1950 1920 1900 1880 1870 1850 1840 1820 1810 1800 1790 1780 1770 1770 1760F 0.89 0.90 0.91 0.92 0.92 0.93 0.94 0.95 0.95 0.96 0.96 0.97 0.97 0.98 0.98Q 2040 2010 1980 1960 1930 1910 1890 1870 1860 1840 1830 1820 1810 1800 1790F 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.79 0.80 0.81 0.81 0.82 0.82 0.83 0.83Q 2150 2110 2070 2040 2010 1990 1960 1940 1920 1900 1880 1870 1850 1840 1830F 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.68 0.69 0.70 0.70 0.71 0.72 0.72 0.73Q 1950 1920 1900 1880 1870 1850 1840 1820 1810 1800 1790 1780 1770 1770 1760F 0.89 0.90 0.91 0.92 0.92 0.93 0.94 0.95 0.95 0.96 0.96 0.97 0.97 0.98 0.98Q 2040 2010 1980 1960 1930 1910 1890 1870 1860 1840 1830 1820 1810 1800 1790F 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.79 0.80 0.81 0.81 0.82 0.82 0.83 0.83Q 2150 2110 2070 2040 2010 1990 1960 1940 1920 1900 1880 1870 1850 1840 1830F 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.68 0.69 0.70 0.70 0.71 0.72 0.72 0.73Q 2150 2110 2070 2040 2010 1990 1960 1940 1920 1900 1880 1870 1850 1840 1830F 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.68 0.69 0.70 0.70 0.71 0.72 0.72 0.73SPAN8’-0” 8’-6” 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0” 14’-6” 15’-0”Q 2190 2160 2140 2120 2110 2090 2080 2060 2050 2040 2030 2020 2010 2000 2000F 0.79 0.80 0.81 0.81 0.82 0.83 0.83 0.84 0.84 0.85 0.85 0.85 0.86 0.86 0.86Q 2280 2250 2220 2190 2170 2150 2130 2110 2100 2080 2070 2060 2050 2030 2020F 0.65 0.66 0.67 0.68 0.69 0.69 0.70 0.70 0.71 0.71 0.72 0.72 0.73 0.73 0.74Q 2390 2350 2310 2280 2250 2220 2200 2180 2160 2140 2120 2110 2090 2080 2070F 0.56 0.57 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.62 0.63 0.63 0.63 0.64 0.64Q 2190 2160 2140 2120 2110 2090 2080 2060 2050 2040 2030 2020 2010 2000 2000F 0.79 0.80 0.81 0.81 0.82 0.83 0.83 0.84 0.84 0.85 0.85 0.85 0.86 0.86 0.86Q 2280 2250 2220 2190 2170 2150 2130 2110 2100 2080 2070 2060 2050 2030 2020F 0.65 0.66 0.67 0.68 0.69 0.69 0.70 0.70 0.71 0.71 0.72 0.72 0.73 0.73 0.74Q 2390 2350 2310 2280 2250 2220 2200 2180 2160 2140 2120 2110 2090 2080 2070F 0.56 0.57 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.62 0.63 0.63 0.63 0.64 0.64Q 2390 2350 2310 2280 2250 2220 2200 2180 2160 2140 2120 2110 2090 2080 2070F 0.56 0.57 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.62 0.63 .063 0.63 0.64 0.64SPAN8’-0” 8’-6” 9’-0” 9’-6” 10’-0” 10’-6” 11’-0” 11’-6” 12’-0” 12’-6” 13’-0” 13’-6” 14’-0” 14’-6” 15’-0”Q 2910 2880 2860 2840 2820 2810 2790 2780 2770 2760 2750 2740 2730 2720 2710F 0.59 0.60 0.60 0.61 0.61 0.61 0.62 0.62 0.62 0.63 0.63 0.63 0.63 0.63 0.64Q 3000 2970 2940 2910 2890 2870 2850 2830 2820 2800 2790 2770 2760 2750 2740F 0.50 0.50 0.51 0.51 0.52 0.52 0.52 0.53 0.53 0.53 0.53 0.54 0.54 0.54 0.54Q 3110 3070 3030 3000 2970 2940 2920 2900 2880 2860 2840 2830 2810 2800 2780F 0.43 0.43 0.44 0.44 0.45 0.45 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.48Q 2910 2880 2860 2840 2820 2810 2790 2780 2770 2760 2750 2740 2730 2720 2710F 0.59 0.60 0.60 0.61 0.61 0.61 0.62 0.62 0.62 0.63 0.63 0.63 0.63 0.63 0.64Q 3000 2970 2940 2910 2890 2870 2850 2830 2820 2800 2790 2770 2760 2750 2740F 0.50 0.50 0.51 0.51 0.52 0.52 0.52 0.53 0.53 0.53 0.53 0.54 0.54 0.54 0.54Q 3110 3070 3030 3000 2970 2940 2920 2900 2880 2860 2840 2830 2810 2800 2780F 0.43 0.43 0.44 0.44 0.45 0.45 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.48Q 3110 3070 3030 3000 2970 2940 2920 2900 2880 2860 2840 2830 2810 2800 2780F 0.43 0.43 0.44 0.44 0.45 0.45 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.48For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 plf = 14.594 N/m, 1 pcf =16.018 kg/m 3 , 1 psf = 47.88 Pa.1 “Q” is the allowable diaphragm shear capacity in pounds per lineal foot.2 “F” is the flexibility factor.3 The first number of the deck gauges is the gauge of the fluted top sheet. The second number is the gauge of the flat bottom sheet.See Table 1B for the required base metal thickness.4 See Table 19 for diaphragm flexibility limitations and definition of F.
ESR-2408 | Most Widely Accepted and Trusted Page 41 of 42CellularDECK GAUGECOMBINATIONNon-CellularTABLE 18—ALLOWABLE SHEAR AND FLEXIBILITY FACTORS ON DIAPHRAGMS USINGASC3 (24) ELECTRIC-DECK ® FLOOR SYSTEM WITH TRENCH HEADER 1,2,3,4,5BASE METAL THICKNESS (inches)ALLOWABLEDIAPHRAGM FLEXIBILITY FACTOR 5Cellular ASC3 (24) Non-CellularSHEAR (plf)Fluted Flat 3W36F C F T20/20 20 through 16 0.035 0.035 0.035 through 0.059 1670 0.42 0.8920/18 20 through 16 0.035 0.047 0.035 through 0.059 1670 0.42 0.8920/16 20 through 16 0.035 0.059 0.035 through 0.059 1670 0.42 0.8918/20 20 through 16 0.035 0.035 0.035 through 0.059 1670 0.42 0.8918/18 20 through 16 0.047 0.047 0.035 through 0.059 1670 0.42 0.8918/16 20 through 16 0.047 0.059 0.035 through 0.059 1670 0.42 0.8916/16 20 through 16 0.059 0.059 0.035 through 0.059 1670 0.42 0.89None 20 through 16 None None 0.035 through 0.059 1710 0.42 1.5For SI: 1 inch = 25.4 mm, 1 plf = 14.594 N/m, 1 psi = 6894 Pa.1 Maximum deck span shall be 12 feet.2 Maximum trench header width shall be 36 inches.3 See Figure 3 for deck to support weld patterns.4 Concrete fill shall be 2 1 / 2 inches minimum above top flange of deck panel. Concrete shall be normal-weight with a minimum compressivestrength of 3000 psi at 28 days and shall be reinforced with 6 x 6 W1.4 x W1.4 welded-wire fabric complying with ASTM A 185. The fabricshall be centered within the concrete fill.5 Flexibility factor value is the average micro inches a diaphragm web will deflect in a span of 1 foot under a shear of 1 pound per foot. SeeTable 34.F C = Flexibility factor for concrete.F T = Flexibility factor for trench.For decks with trench headers, ∆ w is equal to the calculated deflection of the trench header added to the deflection of the concrete outside ofthe trench.
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