4220 COLBY AVE B 2020-05-05 - Laserfiche WebLink

Project Title: Engineer: Project ID: Project Descr: Printed.2 JUN 2017,5:10PM Wood Beam File=ctuseriBRucEvw,1oneolivvrwwa2o,-,tEVEREr-Vacs ENERCALC,INC.1983-2017,Build:6.17.3.29,Ver.6.17.3.29 Lic.#:KW-06006706 Licensee:AWB ENGINEERING Description: Existing Roof Joist Reinforcement for over framing CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination i BC 2015 Fb-Compr 2600 psi Ebend-xx 1900 ksi Fc-Prll 2510 psi Eminbend-)ox 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04LU0.05) N ' t + if 13. a 2-1.75x11.25 Span=28.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.040, L=0.050, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.551: 1 Maximum Shear Stress Ratio = 0.157 : 1 Section used for this span 2-1.75x11.25 Section used for this span 2-1.75x11.25 113:Actual = 1,433.60 psi fv:Actual = 44.85 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 14.000ft Location of maximum on span = 27.080 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.881 in Ratio= 381>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.587 in Ratio= 211>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H :1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.272 0.078 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.92 637.16 2340.00 0.52 19.93 256.50 +1D4t+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.551 0.157 1.00 1.000 100 1.00 1.00 1.00 1.00 8.82 1,433,60 2600.00 1.18 44.85 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.196 0.056 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.92 637.16 3250.00 0.52 19.93 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.213 0.061 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.92 637.16 2990.00 0.52 19.93 327.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length=28.0 ft 1 0.380 0.108 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.60 1,234.49 3250.00 1.01 38.62 356.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.413 0.118 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.60 1,234.49 2990.00 1.01 38.62