Laserfiche WebLink
Wood Beam <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C.J. <br />Project File: Design Check.ec6 <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 />1.00+D+Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.88Length = 3.932 ft 1 0.325 0.102 1.25 1.100 1.151.00 1.00 0.73 408.9 1,258.9 0.21 225.01.00 23.01.00 <br />0.88Length = 4.007 ft 1 0.498 0.102 1.25 1.100 1.151.00 1.00 1.11 623.9 1,251.8 0.14 225.01.00 23.01.00 <br />0.88Length = 4.007 ft 1 0.523 0.102 1.25 1.100 1.151.00 1.00 1.17 655.3 1,251.8 0.05 225.01.00 23.01.00 <br />0.88Length = 4.007 ft 1 0.507 0.102 1.25 1.100 1.151.00 1.00 1.13 635.2 1,251.8 0.13 225.01.00 23.01.00 <br />0.88Length = 4.007 ft 1 0.354 0.102 1.25 1.100 1.151.00 1.00 0.79 442.9 1,251.8 0.21 225.01.00 23.01.00 <br />1.00Length = 0.3710 ft 1 0.033 0.102 1.25 1.100 1.151.00 1.00 0.08 47.0 1,417.2 0.21 225.01.00 23.01.00 <br />1.00+D+0.750Lr 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.88Length = 3.932 ft 1 0.277 0.087 1.25 1.100 1.151.00 1.00 0.62 348.8 1,258.9 0.18 225.01.00 19.61.00 <br />0.88Length = 4.007 ft 1 0.425 0.087 1.25 1.100 1.151.00 1.00 0.95 532.1 1,251.8 0.12 225.01.00 19.61.00 <br />0.88Length = 4.007 ft 1 0.446 0.087 1.25 1.100 1.151.00 1.00 1.00 558.9 1,251.8 0.04 225.01.00 19.61.00 <br />0.88Length = 4.007 ft 1 0.433 0.087 1.25 1.100 1.151.00 1.00 0.97 541.8 1,251.8 0.11 225.01.00 19.61.00 <br />0.88Length = 4.007 ft 1 0.302 0.087 1.25 1.100 1.151.00 1.00 0.67 377.8 1,251.8 0.18 225.01.00 19.61.00 <br />1.00Length = 0.3710 ft 1 0.028 0.087 1.25 1.100 1.151.00 1.00 0.07 40.1 1,417.2 0.18 225.01.00 19.61.00 <br />1.00+0.60D 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.80Length = 3.932 ft 1 0.069 0.020 1.60 1.100 1.151.00 1.00 0.18 101.0 1,454.0 0.05 288.01.00 5.71.00 <br />0.79Length = 4.007 ft 1 0.107 0.020 1.60 1.100 1.151.00 1.00 0.27 154.1 1,438.9 0.03 288.01.00 5.71.00 <br />0.79Length = 4.007 ft 1 0.113 0.020 1.60 1.100 1.151.00 1.00 0.29 161.9 1,438.9 0.01 288.01.00 5.71.00 <br />0.79Length = 4.007 ft 1 0.109 0.020 1.60 1.100 1.151.00 1.00 0.28 156.9 1,438.9 0.03 288.01.00 5.71.00 <br />0.79Length = 4.007 ft 1 0.076 0.020 1.60 1.100 1.151.00 1.00 0.20 109.4 1,438.9 0.05 288.01.00 5.71.00 <br />0.99Length = 0.3710 ft 1 0.006 0.020 1.60 1.100 1.151.00 1.00 0.02 11.6 1,811.7 0.05 288.01.00 5.71.00 <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.5522 10.239 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 0.230 0.230 <br />Max Upward from Load Combinations 0.230 0.230 <br />Max Upward from Load Cases 0.135 0.135 <br />D Only 0.095 0.095 <br />+D+Lr 0.230 0.230 <br />+D+0.750Lr 0.196 0.196 <br />+0.60D 0.057 0.057 <br />Lr Only 0.135 0.135 <br />Pa e 7 of 54