11625 AIRPORT RD SONRISE CHRISTIAN CENTER 2025-04-11

Note: A comparative analysis was performed of the existing members before and after loads from the Project Title: Engineer: lighting and audio rigs were applied. The new Project ID: equipment will not exceed a 5% increase the shear, Project Descr: moment or reaction demands over the original design. Wood 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: Purlin (E-1) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,500.0 psi E:Modulus of Elasticity Load Combination:ASCE 7-16 Fb- 1,500.0 psi Ebend-xx 1,700.0 ksi Fc-Pill 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(°.081 S(0.2) ry 4.0 X 16.0 Span=24.50 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.010, S=0.0250 ksf, Tributary Width=8.0 ft,(ROOF) DESIGN SUMMARY -. , Design Maximum Bending Stress Ratio = 0.89g 1 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 4.0 X 16.0 Section used for this span 4.0 X 16.0 fb:Actual = 1,550.34psi fv:Actual = 84.37 psi F'b = 1,725.00 psi F'v = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.209ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.702 in Ratio= 418>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 1.032 in Ratio= 284>=240 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=24.50 ft 1 0.367 0.166 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.04 495.2 1,350.0 1.15 27.0 162.0 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=24.50 ft 1 0.899 0.408 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 22.05 1,550.3 1,725.0 3.60 84.4 207.0 +D+0.7505 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=24.50 ft 1 0.746 0.338 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 18.30 1,286.6 1,725.0 2.99 70.0 207.0 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=24.50 ft 1 0.124 0.056 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.23 297.1 2,400.0 0.69 16.2 288.0 +1.140D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length=24.50 ft 1 0.235 0.107 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.03 564.6 2,400.0 1.31 30.7 288.0 '1jyq