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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 - GLB <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 CCCMCV rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />1.00+D+0.750Lr 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.314 0.085 1.25 0.942 1.001.00 1.00 11.52 888.4 2,825.4 1.29 331.31.00 28.11.00 <br />1.00+D+0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.309 0.085 1.60 0.942 1.001.00 1.00 14.52 1,119.0 3,616.5 1.66 424.01.00 35.91.00 <br />1.00+D-0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.090 0.023 1.60 0.942 1.001.00 1.00 4.20 324.0 3,616.5 0.46 424.01.00 9.91.00 <br />1.00+D+0.750Lr+0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.328 0.089 1.60 0.942 1.001.00 1.00 15.39 1,186.7 3,616.5 1.74 424.01.00 37.81.00 <br />1.00+D+0.750Lr-0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.163 0.043 1.60 0.942 1.001.00 1.00 7.65 590.0 3,616.5 0.84 424.01.00 18.31.00 <br />1.00+D+0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.282 0.077 1.60 0.942 1.001.00 1.00 13.23 1,019.6 3,616.5 1.51 424.01.00 32.61.00 <br />1.00+D-0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.117 0.031 1.60 0.942 1.001.00 1.00 5.49 423.0 3,616.5 0.61 424.01.00 13.11.00 <br />1.00+0.60D+0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.230 0.063 1.60 0.942 1.001.00 1.00 10.77 830.5 3,616.5 1.23 424.01.00 26.71.00 <br />1.00+0.60D-0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.012 0.006 1.60 0.942 1.001.00 1.00 0.54 41.6 3,616.5 0.11 424.01.00 2.41.00 <br />1.00+0.60D 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 34.0 ft 1 0.120 0.032 1.60 0.942 1.001.00 1.00 5.61 432.8 3,616.5 0.63 424.01.00 13.71.00 <br />. <br />LocationLoad CombinationMax.LocationLoad CombinationSpan Max. <br />Overall Maximum Deflections <br />"-" Defl in Span in Span"+" Defl <br />+D+0.750Lr+0.450W1 1.6816 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 1.800 1.800 <br />Max Upward from Load Combinations 1.800 1.800 <br />Max Upward from Load Cases 1.095 1.095 <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 1.095 1.095 <br />+D+Lr 1.435 1.435 <br />+D+0.750Lr 1.350 1.350 <br />+D+0.60W 1.695 1.695 <br />+D-0.60W 0.495 0.495 <br />+D+0.750Lr+0.450W 1.800 1.800 <br />+D+0.750Lr-0.450W 0.900 0.900 <br />+D+0.450W 1.545 1.545 <br />+D-0.450W 0.645 0.645 <br />+0.60D+0.60W 1.257 1.257 <br />+0.60D-0.60W 0.057 0.057 <br />+0.60D 0.657 0.657 <br />Lr Only 0.340 0.340 <br />W Only 1.000 1.000 <br />-W -1.000 -1.000