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Wood Beam <br />LIC# : KW-06017366, Build:20.25.08.20 B&J HBK, INC.(c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:RB-1 <br />Project File: Post Footings.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />1.00+D+0.750Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.245 0.080 1.25 0.983 1.001.00 1.00 12.46 871.6 3,563.4 1.40 356.31.00 28.51.00 <br />1.00+D+0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.237 0.079 1.60 0.983 1.001.00 1.00 15.45 1,080.9 4,561.2 1.76 456.01.00 35.91.00 <br />1.00+D-0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.079 0.025 1.60 0.983 1.001.00 1.00 5.13 359.2 4,561.2 0.56 456.01.00 11.41.00 <br />1.00+D+0.750Lr+0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.250 0.083 1.60 0.983 1.001.00 1.00 16.33 1,142.3 4,561.2 1.85 456.01.00 37.71.00 <br />1.00+D+0.750Lr-0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.132 0.042 1.60 0.983 1.001.00 1.00 8.59 600.8 4,561.2 0.95 456.01.00 19.31.00 <br />1.00+D+0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.217 0.072 1.60 0.983 1.001.00 1.00 14.16 990.7 4,561.2 1.61 456.01.00 32.81.00 <br />1.00+D-0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.098 0.032 1.60 0.983 1.001.00 1.00 6.42 449.1 4,561.2 0.71 456.01.00 14.51.00 <br />1.00+0.60D+0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.174 0.058 1.60 0.983 1.001.00 1.00 11.33 793.0 4,561.2 1.29 456.01.00 26.41.00 <br />1.00+0.60D-0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.017 0.007 1.60 0.983 1.001.00 1.00 1.09 75.9 4,561.2 0.17 456.01.00 3.41.00 <br />1.00+0.60D 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.095 0.031 1.60 0.983 1.001.00 1.00 6.17 431.9 4,561.2 0.69 456.01.00 14.21.00 <br />. <br />LocationLoad CombinationMax.LocationLoad CombinationSpan Max. <br />Overall Maximum Deflections <br />"-" Defl in Span in Span"+" Defl <br />+D+0.750Lr+0.450W1 1.4059 17.124 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 1.910 1.910 <br />Max Upward from Load Combinations 1.910 1.910 <br />Max Upward from Load Cases 1.205 1.205 <br />Max Downward from all Load Conditions (Resisting Uplift)-1.000 -1.000 <br />Max Downward from Load Combinations (Resisting Uplift)-1.000 -1.000 <br />D Only 1.205 1.205 <br />+D+Lr 1.545 1.545 <br />+D+0.750Lr 1.460 1.460 <br />+D+0.60W 1.805 1.805 <br />+D-0.60W 0.605 0.605 <br />+D+0.750Lr+0.450W 1.910 1.910 <br />+D+0.750Lr-0.450W 1.010 1.010 <br />+D+0.450W 1.655 1.655 <br />+D-0.450W 0.755 0.755 <br />+0.60D+0.60W 1.323 1.323 <br />+0.60D-0.60W 0.123 0.123 <br />+0.60D 0.723 0.723 <br />Lr Only 0.340 0.340 <br />W Only 1.000 1.000 <br />-W -1.000 -1.000