1022 S Hickory St - Plan - Laserfiche WebLink

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Wood Beam LIC# : KW-06019339, Build:20.23.08.30 SPS Engineering (c) ENERCALC INC 1983-2023 DESCRIPTION:RR1 SPS Engineering 15445 Ventura Blvd #63 Sherman Oaks CA, 91403 818 747 7269 Project File: HICKORY ST.ec6 Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 1.0 ft 2 0.008 0.039 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 11.21.00 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.154 0.067 1.60 1.100 1.151.00 1.00 0.47 264.6 1,720.4 0.18 288.01.00 19.31.00 1.00Length = 1.0 ft 2 0.004 0.067 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 19.31.00 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.152 0.067 1.60 1.100 1.151.00 1.00 0.47 261.8 1,720.4 0.18 288.01.00 19.41.00 1.00Length = 1.0 ft 2 0.008 0.067 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 19.41.00 1.00+0.60D+0.60W+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.052 0.023 1.60 1.100 1.151.00 1.00 0.16 89.8 1,720.4 0.06 288.01.00 6.71.00 1.00Length = 1.0 ft 2 0.003 0.023 1.60 1.100 1.151.00 1.00 0.01 4.5 1,720.4 0.00 288.01.00 6.71.00 1.00+D+0.70E+0.60H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.087 0.039 1.60 1.100 1.151.00 1.00 0.27 149.6 1,720.4 0.10 288.01.00 11.11.00 1.00Length = 1.0 ft 2 0.004 0.039 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 11.11.00 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.085 0.039 1.60 1.100 1.151.00 1.00 0.26 146.8 1,720.4 0.10 288.01.00 11.21.00 1.00Length = 1.0 ft 2 0.008 0.039 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 11.21.00 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.154 0.067 1.60 1.100 1.151.00 1.00 0.47 264.6 1,720.4 0.18 288.01.00 19.31.00 1.00Length = 1.0 ft 2 0.004 0.067 1.60 1.100 1.151.00 1.00 0.01 7.6 1,720.4 0.01 288.01.00 19.31.00 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.152 0.067 1.60 1.100 1.151.00 1.00 0.47 261.8 1,720.4 0.18 288.01.00 19.41.00 1.00Length = 1.0 ft 2 0.008 0.067 1.60 1.100 1.151.00 1.00 0.02 13.3 1,720.4 0.01 288.01.00 19.41.00 1.00+0.60D+0.70E+H 1.100 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.052 0.023 1.60 1.100 1.151.00 1.00 0.16 89.8 1,720.4 0.06 288.01.00 6.71.00 1.00Length = 1.0 ft 2 0.003 0.023 1.60 1.100 1.151.00 1.00 0.01 4.5 1,720.4 0.00 288.01.00 6.71.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H, LL Comb Run (L*)1 0.0667 4.525 0.0000 0.000 +D+L+H, LL Comb Run (L*)2 0.0000 4.525 -0.0232 1.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.242 0.300 Max Upward from Load Combinations 0.242 0.300 Max Upward from Load Cases 0.122 0.150 Max Downward from all Load Conditio -0.002 Max Downward from Load Cases (Resis -0.002 +D+H 0.120 0.150 +D+L+H, LL Comb Run (*L)0.119 0.178 +D+L+H, LL Comb Run (L*)0.242 0.271 +D+L+H, LL Comb Run (LL)0.240 0.300 +D+Lr+H, LL Comb Run (*L)0.120 0.150 +D+Lr+H, LL Comb Run (L*)0.120 0.150 +D+Lr+H, LL Comb Run (LL)0.120 0.150 +D+S+H 0.120 0.150 +D+0.750Lr+0.750L+H, LL Comb Run (*0.119 0.171 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.211 0.241 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.210 0.262 +D+0.750L+0.750S+H, LL Comb Run (*L 0.119 0.171 +D+0.750L+0.750S+H, LL Comb Run (L*0.211 0.241 +D+0.750L+0.750S+H, LL Comb Run (LL 0.210 0.262 +D+0.60W+H 0.120 0.150 1022 S Hickory St 1/9/2025