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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />WOOCI B@a111 <br />Project Fite: 9617.ec6 <br />LICtt , KW-060'14008. Suild:20.23 10 02 <br />Structural <br />Desion <br />Associates <br />DESCRIPTION: CDJ <br />(c) <br />ENERCALC <br />INC 1983-2023 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Moment <br />Values <br />Shear Values <br />Segment Length Span # M V <br />CD <br />CM <br />Ct <br />CLx <br />CF <br />Cfu C i <br />C <br />M <br />fb <br />Pb <br />Length = 7.750 ft 2 0.972 0.328 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />r <br />1.15 <br />5.45 <br />885.6 <br />910.8 <br />V <br />1.24 <br />fv <br />47.3 <br />F'v <br />144.0 <br />+D+S <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />0.0 <br />0.00 <br />0.0 <br />0.0 <br />Length = 16.0 ft 1 0.629 0.212 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />4.05 <br />658.4 <br />1,047.4 <br />0.92 <br />35.2 <br />165.E <br />Length = 7.750 ft 2 0.629 0.212 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />4.05 <br />658.4 <br />1,047.4 <br />0.92 <br />35.2 <br />165.6 <br />+D+0.750L <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />0.0 <br />0.00 <br />0.0 <br />0.0 <br />Length = 16.0 ft 1 0.692 0.234 <br />1.25 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />4.85 <br />788.2 <br />1,138.5 <br />1.10 <br />42.1 <br />180.0 <br />Length = 7.750 ft 2 0.692 0.234 <br />1.25 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1 15 <br />4.85 <br />788.2 <br />1,138.5 <br />1.10 <br />42.1 <br />180.0 <br />+D+0.750L+0.750S <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />0.0 <br />0.00 <br />0.0 <br />Length = 16.0 ft 1 0.869 0.293 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />5.60 <br />910.0 <br />1,047.4 <br />1.28 <br />48.6 <br />0.0 <br />165.6 <br />Length = 7.750 ft 2 0.869 0.293 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />5.60 <br />910.0 <br />1,047.4 <br />1.28 <br />48.6 <br />165.6 <br />+0.60D <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />0.0 <br />0.00 <br />0.0 <br />0.0 <br />Length = 16.0 ft 1 0.204 0.069 <br />1.50 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />1.83 <br />297.7 <br />1,457.3 <br />0.42 <br />15.9 <br />230.4 <br />Length = 7,750 ft 2 0.204 0.069 <br />1.60 <br />1.00 <br />1.00 <br />1.00 <br />1.100 <br />1.00 0.80 <br />1.15 <br />1.83 <br />297.7 <br />1,457.3 <br />0.42 <br />15.9 <br />230.4 <br />Overall Maximum Deflections <br />L <br />oad Combination Span Max. '=" Defl Location in Span Load Combination <br />1 0.0000 0.000 +D+S <br />+D+0.750L+0.750S 2 0.6296 7 750 <br />Vertical Reactions <br />Load Combination <br />Max Upward from all Load Conditions <br />Max Upward from Load Combinations <br />Max Upward from Load Cases <br />Max Downward from all Load Conditio <br />Max Downward from Load Combinations <br />Max Downward from Load Cases (Resis <br />D Only <br />+D+L <br />+D+S <br />+D+0.750L <br />+D+0.750L+0.750S <br />+0.60D <br />L Only <br />S Only <br />Support notation : Far left is #1 <br />Support 1 Support 2 Support 3 <br />0.281 <br />2.368 <br />0.281 <br />2.368 <br />0.276 <br />1.194 <br />-0.062 <br />-0.057 <br />-0.062 <br />0.005 <br />1.174 <br />0.281 <br />2.368 <br />-0.057 <br />1.494 <br />0.212 <br />2.070 <br />0.165 <br />2.310 <br />0.003 <br />0.705 <br />0.276 <br />1.194 <br />-0.062 <br />0.320 <br />Max. 'Y' Defl Location in Span <br />-0.1281 9.832 <br />0.0000 9.832 <br />Values in KIPS <br />