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Wood Beam LIC# : KW-06019549, Build:20.25.04.16 SHEHZAD KHALIQ STRUCTURAL ENGINEER (c) ENERCALC, LLC 1982-2025 DESCRIPTION:B4 Project File: santa ana portola.ec6 Project Title: Engineer: Maximum Forces & Stresses for Load Combinations Span #C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 13.0 ft 1 0.306 0.082 1.60 1.000 1.001.00 1.00 3.37 489.0 1,600.0 0.82 288.023.61.00 1.00Length = 4.50 ft 2 0.306 0.082 1.60 1.000 1.001.00 1.00 3.37 489.0 1,600.0 0.82 288.023.61.00 1.00+D+0.750L+0.5250S+0.450W+H, LL Comb Run (*L)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+D+0.750L+0.5250S+0.450W+H, LL Comb Run (L*)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+D+0.750L+0.5250S+0.450W+H, LL Comb Run (LL)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+0.60D+0.60W+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.098 0.026 1.60 1.000 1.001.00 1.00 1.08 156.1 1,600.0 0.26 288.07.51.00 1.00Length = 4.50 ft 2 0.098 0.026 1.60 1.000 1.001.00 1.00 1.08 156.1 1,600.0 0.26 288.07.51.00 1.00+D+0.70E+H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+D+0.750L+0.10S+0.5250E+H, LL Comb Run (*L)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+D+0.750L+0.10S+0.5250E+H, LL Comb Run (L*)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+D+0.750L+0.10S+0.5250E+H, LL Comb Run (LL)1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00Length = 4.50 ft 2 0.163 0.044 1.60 1.000 1.001.00 1.00 1.79 260.1 1,600.0 0.44 288.012.51.00 1.00+0.60D+0.70E+0.60H 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 13.0 ft 1 0.098 0.026 1.60 1.000 1.001.00 1.00 1.08 156.1 1,600.0 0.26 288.07.51.00 1.00Length = 4.50 ft 2 0.098 0.026 1.60 1.000 1.001.00 1.00 1.08 156.1 1,600.0 0.26 288.07.51.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+Lr+H, LL Comb Run (*L)1 0.000 -0.0858 7.844 2 4.500 0.0000 7.844 . 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 0.226 1.656 Max Upward from Load Combinations 0.226 1.656 Max Upward from Load Cases 0.195 0.892 Max Downward from all Load Conditions (Resisting Uplift)-0.162 Max Downward from Load Combinations (Resisting Uplift)-0.131 Max Downward from Load Cases (Resisting Uplift)-0.162 +D+H 0.031 0.764 +D+L+H, LL Comb Run (*L)0.031 0.764 +D+L+H, LL Comb Run (L*)0.031 0.764 +D+L+H, LL Comb Run (LL)0.031 0.764 +D+Lr+H, LL Comb Run (*L)-0.131 1.461 +D+Lr+H, LL Comb Run (L*)0.226 0.959 +D+Lr+H, LL Comb Run (LL)0.064 1.656 +D+0.70S+H 0.031 0.764 pg017