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Wood Beam <br />LIC# : KW-06019842, Build:20.23.08.30 Structural Engineering Consultants (c) ENERCALC INC 1983-202 <br />DESCRIPTION:C.J. <br />Project File: Design Check.ec <br />Project Title: <br />Engineer: <br />Pro ect 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 />0.91Length = 4.016 ft 1 0.567 0.115 1.25 1.200 1.151.00 1.00 0.88 804.7 1,419.3 0.11 225.01.00 25.91.00 <br />0.91Length = 4.016 ft 1 0.573 0.115 1.25 1.200 1.151.00 1.00 0.89 813.2 1,419.3 0.07 225.01.00 25.91.00 <br />0.92Length = 3.952 ft 1 0.501 0.115 1.25 1.200 1.151.00 1.00 0.78 713.3 1,423.8 0.16 225.01.00 25.91.00 <br />0.98Length = 1.814 ft 1 0.197 0.115 1.25 1.200 1.151.00 1.00 0.33 298.4 1,517.6 0.19 225.01.00 25.91.00 <br />0.98+D+0.750Lr 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.92Length = 3.952 ft 1 0.337 0.098 1.25 1.200 1.151.00 1.00 0.53 480.1 1,423.8 0.16 225.01.00 22.11.00 <br />0.91Length = 4.016 ft 1 0.484 0.098 1.25 1.200 1.151.00 1.00 0.75 686.3 1,419.3 0.09 225.01.00 22.11.00 <br />0.91Length = 4.016 ft 1 0.489 0.098 1.25 1.200 1.151.00 1.00 0.76 693.6 1,419.3 0.06 225.01.00 22.11.00 <br />0.92Length = 3.952 ft 1 0.427 0.098 1.25 1.200 1.151.00 1.00 0.67 608.4 1,423.8 0.14 225.01.00 22.11.00 <br />0.98Length = 1.814 ft 1 0.168 0.098 1.25 1.200 1.151.00 1.00 0.28 254.5 1,517.6 0.16 225.01.00 22.11.00 <br />0.98+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.86Length = 3.952 ft 1 0.082 0.022 1.60 1.200 1.151.00 1.00 0.15 139.1 1,702.4 0.05 288.01.00 6.41.00 <br />0.85Length = 4.016 ft 1 0.118 0.022 1.60 1.200 1.151.00 1.00 0.22 198.8 1,691.6 0.03 288.01.00 6.41.00 <br />0.85Length = 4.016 ft 1 0.119 0.022 1.60 1.200 1.151.00 1.00 0.22 200.9 1,691.6 0.02 288.01.00 6.41.00 <br />0.86Length = 3.952 ft 1 0.104 0.022 1.60 1.200 1.151.00 1.00 0.19 176.2 1,702.4 0.04 288.01.00 6.41.00 <br />0.97Length = 1.814 ft 1 0.038 0.022 1.60 1.200 1.151.00 1.00 0.08 73.7 1,923.3 0.05 288.01.00 6.41.00 <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.6664 8.940 0.0000 0.000 <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 0.201 0.201 <br />Max Upward from Load Combinations 0.201 0.201 <br />Max Upward from Load Cases 0.118 0.118 <br />D Only 0.083 0.083 <br />+D+Lr 0.201 0.201 <br />+D+0.750Lr 0.171 0.171 <br />+0.60D 0.050 0.050 <br />Lr Only 0.118 0.118 <br />Pa e - 0 <br />2010 W Alco Ave Unit <br />#24/22/2025