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Dibble Engineers, Inc. Project Title: <br /> 1029 Market Street Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> (425)828-4200 Project Descr: <br /> DEI <br /> Wood Beam Project File:23-079 Charter Club.ec6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: HDR2.1 <br /> CODE REFERENCES <br /> Calculations per ND9 2018,.IBC 2021,CBC 2022,ASCE T16 <br /> Load Combination Set : IBC 2021 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Flo+ 750.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 750.0 psi Ebend-xx 1,300.Oksi <br /> Fe-Prll 700.0 psi Eminbend-xx 470.Oksi <br /> Wood Species Douglas Fir-Larch Fe-Perp 625.0 psi <br /> Wood Grade No.2 Fv 170.0 psi <br /> Ft 475.0 psi Density 31.210pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.195)Lr(0.26)S(0.325) <br /> ) 4) <br /> 410 <br /> 1 I Span=7.0ft <br /> 1 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Uniform Load : D = 0.0150, Lr= 0.020, S = 0.0250 ksf, Tributary Width = 13.0 ft, (Upper+ Lower Roof) <br /> DESIGN SUMMARY - • <br /> (Maximum Bending Stress Ratio = O.Y5Q 1 Maximum Shear Stress Ratio - 0.341 : 1 I <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 776.09psi fv:Actual = 66.75 psi <br /> F'b = 1,035.00psi F'v = 195.50 psi <br /> Load Combination - +D+S Load Combination - +D+S <br /> Location of maximum on span - 3.500ft Location of maximum on span 6.234ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.059 in Ratio= 1427>=360 Span: 1 :S Only <br /> ! Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> 1 Max Downward Total Deflection 0.095 in Ratio= 880-240 Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 n/a <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx CIF Cfu C I Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=7.0 ft 1 0.367 0.167 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.24 297.5 810.0 0.55 25.6 153.0 <br /> +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=7.0 ft 1 0.605 0.275 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.83 680.4 1,125.0 1.26 58.5 212.5 <br /> +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=7.0 ft 1 0,750 0.341 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.23 776.1 1,035.0 1.44 66.7 195.5 <br /> +D+0,750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length =7.0 ft 1 0.520 0.237 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.43 584.7 1,125.0 1.09 50.3 212.5 <br /> +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=7.0 ft 1 0.634 0.289 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.73 656.4 1,035.0 1.22 56.5 195.5 <br />