711 91ST PL SE 2025-04-23 - Laserfiche WebLink

• and then using the"Printing& AWB Engineering,Inc. 206.650.6196 Wood Beam File=c:1Users1Wade1Desktop1AWB201-21TOMlie-11Calcslcalcs.ec6 ENERCALC,INC.1963-2013,Build:6.13.1.31,Ver.6.13.1.31 Lic.#:KW-06006706 Licensee:AWB ENGINEERING Description: Deck Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Ft V fv F'v +D+0.750Lr+0.750L+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.342 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 10.94 785.45 2296.75 1.49 30.10 265.00 Length=0.09854 ft 1 0.005 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.16 11.42 2296.75 1.49 30.10 265.00 +D+0.750L+0.750S+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.342 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 10.94 785.45 2296.75 1.49 30.10 265.00 Length=0.09854 ft 1 0.005 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.16 11.42 2296.75 1.49 30.10 265.00 +D+W+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.085 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.73 196.36 2296.75 0.37 7.52 265.00 Length=0.09854 ft 1 0.001 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.04 2.86 2296.75 0.37 7.52 265.00 +D+0.70E+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.085 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 2.73 196.36 2296.75 0.37 7.52 265.00 Length=0.09854 ft 1 0.001 0.028 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.04 2.86 2296.75 0.37 7.52 265.00 +D+0.750Lr+0.750L+0.750W+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.342 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 10.94 785.45 2296.75 1.49 30.10 265.00 Length=0.09854 ft 1 0.005 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.16 11.42 2296.75 1.49 30.10 265.00 +D+0.750L+0.750S+0.750W+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.342 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 10.94 785.45 2296.75 1.49 30.10 265.00 Length=0.09854 ft 1 0.005 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.16 11.42 2296.75 1.49 30.10 265.00 +D+0.750Lr+0.750L+0.5250E+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.342 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 10.94 785.45 2296.75 1.49 30.10 265.00 Length=0.09854 ft 1 0.005 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.16 11.42 2296.75 1.49 30.10 265.00 +D+0.750L+0.7505+0.5250E+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.342 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 10.94 785.45 2296.75 1.49 30.10 265.00 Length=0.09854 ft 1 0.005 0.114 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.16 11.42 2296.75 1.49 30.10 265.00 +0.60D+W+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.051 0.017 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.64 117.82 2296.75 0.22 4.51 265.00 Length=0.09854 ft 1 0.001 0.017 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.02 1.71 2296.75 0.22 4.51 265.00 +0.60D+0.70E+H 0.96 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=26.901 ft 1 0.051 0.017 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.64 117.82 2296.75 0.22 4.51 265.00 Length=0.09854 ft 1 0.001 0.017 1.00 0.96 1.00 1.00 1.00 1.00 1.00 0.02 1.71 2296.75 0.22 4.51 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.9356 13.599 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.025 2.025 D Only 0.405 0.405 L Only 1.620 1.620 D+L 2.025 2.025