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Wood Beam <br />LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:FLOOR & DECK JOIST (12'-4") <br />Project File: 2002 Parton ST.ec6 <br />Project Title:2002 Parton St <br />Engineer: <br />Project 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 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.538 0.173 1.25 1.200 1.151.00 1.00 0.86 789.5 1,466.3 0.28 225.01.00 38.91.00 <br />1.00Length = 3.330 ft 2 0.538 0.173 1.25 1.200 1.151.00 1.00 0.86 789.5 1,466.3 0.28 225.01.00 38.91.00 <br />1.00+D+0.750Lr+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.667 0.250 1.25 1.200 1.151.00 1.00 1.07 978.5 1,466.3 0.41 225.01.00 56.31.00 <br />1.00Length = 3.330 ft 2 0.667 0.250 1.25 1.200 1.151.00 1.00 1.07 978.5 1,466.3 0.41 225.01.00 56.31.00 <br />1.00+D+0.750L 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.472 0.209 1.15 1.200 1.151.00 1.00 0.70 636.4 1,349.0 0.31 207.01.00 43.31.00 <br />1.00Length = 3.330 ft 2 0.472 0.209 1.15 1.200 1.151.00 1.00 0.70 636.4 1,349.0 0.30 207.01.00 43.31.00 <br />1.00+0.60D 1.200 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 9.0 ft 1 0.107 0.038 1.60 1.200 1.151.00 1.00 0.22 200.0 1,876.8 0.08 288.01.00 10.91.00 <br />1.00Length = 3.330 ft 2 0.107 0.038 1.60 1.200 1.151.00 1.00 0.22 200.0 1,876.8 0.08 288.01.00 10.91.00 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr+D+L 1 0.0721 3.721 -0.0852 5.682 <br />+D+Lr 2 0.2905 3.330 0.0000 5.682 <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 0.243 0.848 <br />Max Upward from Load Combinations 0.243 0.848 <br />Max Upward from Load Cases 0.190 0.554 <br />Max Downward from all Load Conditio -0.055 <br />Max Downward from Load Combinations -0.003 <br />Max Downward from Load Cases (Resis -0.055 <br />D Only 0.053 0.278 <br />+D+L 0.243 0.833 <br />+D+Lr -0.003 0.484 <br />+D+0.750Lr+0.750L 0.154 0.848 <br />+D+0.750L 0.196 0.694 <br />+0.60D 0.032 0.167 <br />Lr Only -0.055 0.206 <br />L Only 0.190 0.554