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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA STRUCTURAL (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB3- 5.5X18 GLLM_R2 <br />Fa Structural Engineering <br />Email : atefg@fastructural.com <br />Address : 15041 Genoa Cir <br />Huntington Beach <br />CA 92647 <br />Phone :+1 714.519.5027 <br />Project File: R1.ec6 <br />Project Title: <br />Engineer: <br />Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCV rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />1.00Length = 4.0 ft 1 0.698 0.504 1.25 1.000 1.001.00 1.00 34.54 1,395.5 2,000.0 8.94 268.8135.5 <br />2 0.742 0.504 1.25 0.941 1.001.00 1.00 34.54 1,395.5 1,881.7 7.83 268.8135.5 <br />0.00.0 <br />1 0.220 0.158 1.60 1.000 1.001.00 1.00 13.91 562.1 2,560.0 3.58 344.054.2 <br />2 0.233 0.158 1.60 0.941 1.001.00 1.00 13.91 562.1 2,408.6 2.65 344.054.2 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />Lr Only10.0000 0.000 -0.1124 0.000 <br />2 0.6373 13.274 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 Support 3 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 20.984 6.809 <br />Max Upward from Load Combinations 20.984 6.809 <br />Max Upward from Load Cases 11.361 3.833 <br />D Only 11.361 2.975 <br />+D+Lr 20.984 6.809 <br />+D+0.750Lr 18.578 5.850 <br />+0.60D 6.817 1.785 <br />Lr Only 9.623 3.833 <br />Page 26 <br />800 N Tustin Ave Unit <br />#H5/1/2025