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General Beam Analysis LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 DESCRIPTION:N/S Diaphragm Project File: Cypress_Gravity.ec6 Project Title: Engineer: Project ID: Project Descr: General Beam Properties Elastic Modulus ksi29,000.0 100.0Span #1 in^4Area =in^2 Moment of Inertia =Span Length =10.07.10 ft 100.0Span #2 in^4Area =in^2 Moment of Inertia =Span Length =10.07.50 ft 100.0Span #3 in^4Area =in^2 Moment of Inertia =Span Length =10.032.830 ft 100.0Span #4 in^4Area =in^2 Moment of Inertia =Span Length =10.041.20 ft .Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) Load for Span Number 2 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) Load for Span Number 3 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) Load for Span Number 4 Uniform Load : E = 0.210 k/ft, Tributary Width = 1.0 ft, (EQ (19k / 90.58')) .DESIGN SUMMARY Maximum Bending = Load Combination E Only * 0.70 Span # where maximum occurs Span # 3 Location of maximum on span 32.830 ft 3.631 k Span # where maximum occurs Location of maximum on span Span # 3 Load Combination E Only * 0.70 Maximum Shear = 32.830 ft 24.842 k-ft Maximum Deflection Max Downward Transient Deflection 2.523 in 195 Max Upward Transient Deflection -0.150 in 2621 Max Downward Total Deflection 1.766 in 279 Max Upward Total Deflection -0.105 in 3745 . Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.4653.8191.868 9.461 Overall MINimum E Only * 0.70 2.4252.6731.308 6.622 E Only * 0.5250 1.8192.0050.981 4.967 E Only 3.4653.8191.868 9.461 90 GL-B GL-B.4 GL-D GL-F