11625 AIRPORT RD SONRISE CHRISTIAN CENTER 2025-04-11

Project Title: , Engineer: Project ID: Project Descr: Steel Beam Project File:230803_enercalc trib_210208_s2306010.ec6 LIC#:KW-06017385,Build:20.23.08.30 SOUND STRUCTURAL SOLUTIONS (c)ENERCALC INC 1983-2023 DESCRIPTION: (1-1) Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn.L= 7.75 ft 1 0.024 0.042 -20.85 20.85 1,435.52 859.59 1.00 13.66 487.23 324.82 Dsgn.L= 21.00 ft 2 0.231 0.042 184.01 -20.85 184.01 1,327.42 794.86 1.46 1.00 13.66 487.23 324.82 Dsgn.L= 21.00 ft 2 0.184 0.027 158.89 158.89 1,440.55 862.61 1.58 1.00 8.86 487.23 324.82 +D+S Dsgn. L= 7.75 ft 1 0.025 0.105 -21.60 21.60 1,435.52 859.59 1.00 34.03 487.23 324.82 Dsgn.L= 21.00 ft 2 0.662 0.105 520.29 -21.60 520.29 1,312.83 786.12 1.44 1.00 34.03 487.23 324.82 Dsgn.L= 21.00 ft 2 0.510 0.069 440.23 440.23 1,441.67 863.27 1.62 1.00 22.51 487.23 324.82 +D+0.750S Dsgn.L= 7.75 ft 1 0.025 0.089 -21.41 21.41 1,435.52 859.59 1.00 28.93 487.23 324.82 Dsgn.L= 21.00 ft 2 0.554 0.089 436.22 -21.41 436.22 1,314.65 787.22 1.44 1.00 28.93 487.23 324.82 Dsgn.L= 21.00 ft 2 0.428 0.059 369.89 369.89 1,441.67 863.27 1.62 1.00 19.10 487.23 324.82 +0.60D Dsgn.L-= 7.75 ft 1 0.015 0.025 -12.51 12.51 1,435.52 859.59 1.00 8.19 487.23 324.82 Dsgn.L= 21.00 ft 2 0.139 0.025 110.40 -12.51 110.40 1,327.42 794.86 1.46 1.00 8.19 487.23 324.82 Dsgn.L= 21.00 ft 2 0.111 0.016 95.34 95.34 1,440.55 862.61 1.58 1.00 5.31 487.23 324.82 +1.140D Dsgn.L= 7.75 ft 1 0.028 0.048 -23.77 23.77 1,435.52 859.59 1.00 15.57 487.23 324.82 Dsgn.L= 21.00 ft 2 0.264 0.048 209.77 -23.77 209.77 1,327.42 794.86 1.46 1.00 15.57 487.23 324.82 Dsgn.L= 21.00 ft 2 0.210 0.031 181.14 181.14 1,440.55 862.61 1.58 1.00 10.10 487.23 324.82 +1.105D+0.750S Dsgn.L= 7.75 ft 1 0.027 0.093 -23.60 23.60 1,435.52 859.59 1.00 30.37 487.23 324.82 Dsgn.L= 21.00 ft 2 0.579 0.093 455.54 -23.60 455.54 1,314.65 787.22 1.44 1.00 30.37 487.23 324.82 Dsgn.L= 21.00 ft 2 0.448 0.062 386.58 386.58 1,441.67 863.27 1.62 1.00 20.03 487.23 324.82 +0.460D Dsgn.L= 7.75 ft 1 0.011 0.019 -9.59 9.59 1,435.52 859.59 1.00 6.28 487.23 324.82 Dsgn.L= 21.00 ft 2 0.106 0.019 84.64 -9.59 84.64 1,327.42 794.86 1.46 1.00 6.28 487.23 324.82 Dsgn.L= 21.00 ft 2 0.085 0.013 73.09 73.09 1,440.55 862.61 1.58 1.00 4.07 487.23 324.82 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span 1 0.0000 0.000 +D+S -0.5962 0.000 +D+S 2 1.0299 19.992 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 'Max Upward from all Load Conditions 37.698 22.515 Max Upward from Load Combinations 37.698 22.515 Max Upward from Load Cases 20.563 13.659 D Only 17.134 8.855 +D+S 37.698 22.515 +D+0.750S 32.557 19.100 +0.60D 10.281 5.313 S Only 20.563 13.659 10 Hot