1605 EDGEMOOR LN 2025-04-25 - Laserfiche WebLink

Project Title: Engineer: Project ID: SDA#9684A-6' DECK Project Descr: Wood Beam Project File:9684A.ec6 LIC#:KW-06014008,Build:20.23.10.02 Structural Design Associates (c)ENERCALC INC 1983-2023 DESCRIPTION: GULAM BEAM Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM C t CLx Cy Cfu C i Cr M fb F'b V fv F'v Length=21.80 ft 1 0.208 0.092 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 10.65 619.6 2,971.9 1.88 34.2 371.0 Length=3.50 ft 2 0.028 0.092 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 1.16 67.3 2,368.0 0.43 34.2 371.0 +D+0.750L+0.750S+0.450W+I 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.114 0.056 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 5.81 338.2 2,971.9 1.14 20.6 371.0 Length=3.50 ft 2 0.037 0.056 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 1.50 87.4 2,368.0 0.56 20.6 371.0 +D+0.750L+0.750S+0.450W+I 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.279 0.118 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 14.23 827.7 2,971.9 2.40 43.7 371.0 Length=3.50 ft 2 0.017 0.118 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.67 39.2 2,368.0 0.25 43.7 371.0 +D+0.750L+0.750S+0.450W+I 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.271 0.120 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 13.82 804.1 2,971.9 2.44 44.4 371.0 Length=3.50 ft 2 0.037 0.120 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 1.50 87.4 2,368.0 0.56 44.4 371.0 +D+0.750L+0.7505+0.5250E+ 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.114 0.056 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 5.81 338.2 2,971.9 1.14 20.6 371.0 Length=3.50 ft 2 0.037 0.056 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 1.50 87.4 2,368.0 0.56 20.6 371.0 +D+0.750L+0.750S+0.5250E+ 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.279 0.118 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 14.23 827.7 2,971.9 2.40 43.7 371.0 Length=3.50 ft 2 0.017 0.118 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.67 39.2 2,368.0 0.25 43.7 371.0 +D+0.750L+0.750S+0.5250E+ 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.271 0.120 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 13.82 804.1 2,971.9 2.44 44.4 371.0 Length=3.50 ft 2 0.037 0.120 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 1.50 87.4 2,368.0 0.56 44.4 371.0 +0.60D+0.60W+0.60H 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.036 0.016 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 1.82 106.0 2,971.9 0.32 5.9 371.0 Length=3.50 ft 2 0.005 0.016 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.20 11.5 2,368.0 0.07 5.9 371.0 +0.60D+0.70E+0.60H 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=21.80 ft 1 0.036 0.016 1.60 0.80 1.00 1.00 0.967 1.00 1.00 1.00 1.82 106.0 2,971.9 0.32 5.9 371.0 Length=3.50 ft 2 0.005 0.016 1.60 0.80 1.00 1.00 1.000 1.00 1.00 1.00 0.20 11.5 2,368.0 0.07 5.9 371.0 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H,L 1 0.5546 10.961 0.0000 0.000 2 0.0000 10.961 +D+0.750L+0.7505+0.5250E+H,L -0.2754 3.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 2.641 3.599 Max Upward from Load Combinations 2.641 3.599 Max Upward from Load Cases 1.962 2.643 Max Downward from all Load Conditio -0.051 Max Downward from Load Cases(Resis -0.051 +D+H 0.572 0.791 +D+L+H,LL Comb Run(*L) 0.522 1.472 +D+L+H,LL Comb Run(L*) 2.534 2.753 +D+L+H,LL Comb Run(LL) 2.484 3.434 +D+Lr+H,LL Comb Run(*L) 0.572 0.791 +D+Lr+H,LL Comb Run(L*) 0.572 0.791 +D+Lr+H,LL Comb Run(LL) 0.572 0.791 +D+S+H 1.369 1.892 +D+0.750Lr+0.750L+H,LL Comb Run(* 0.534 1.301 +D+0.750Lr+0.750L+H,LL Comb Run(L 2.044 2.263 +D+0.750Lr+0.750L+H,LL Comb Run(L 2.006 2.773 +D+0.750L+0.750S+H,LL Comb Run(*L 1.132 2.127 +D+0.750L+0.750S+H,LL Comb Run(L* 2.641 3.088 +D+0.750L+0.750S+H,LL Comb Run(LL 2.603 3.599