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Wood Beam <br />LIC# : KW-06018875, Build:20.23.08.30 FA Trinity Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB3- 5.5X18 GLLM <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: 35-24.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 0.849 0.610 1.25 1.000 1.001.00 1.00 42.05 1,699.0 2,000.0 10.82 268.8163.9 <br />2 0.903 0.610 1.25 0.941 1.001.00 1.00 42.05 1,699.0 1,881.7 8.15 268.8163.9 <br />0.00.0 <br />1 0.277 0.197 1.60 1.000 1.001.00 1.00 17.54 708.5 2,560.0 4.48 344.067.9 <br />2 0.294 0.197 1.60 0.941 1.001.00 1.00 17.54 708.5 2,408.6 2.80 344.067.9 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />Lr OnlyD Only 1 0.1261 0.000 -0.0407 2.369 <br />2 0.5319 13.676 0.0000 2.369 <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 23.317 6.475 <br />Max Upward from Load Combinations 23.317 6.475 <br />Max Upward from Load Cases 13.123 3.752 <br />D Only 13.123 2.724 <br />+D+Lr 23.317 6.475 <br />+D+0.750Lr 20.769 5.537 <br />+0.60D 7.874 1.634 <br />Lr Only 10.194 3.752 <br />Page 24 <br />800 N Tustin Ave Unit <br />#H1/23/2025