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GK Structural Engineering, LLC � <br />608 State St S, Suite 100-D <br />Kirkland, WA 98033 <br />(425) 238-9137 ph <br />425.250.2384 f <br />www.gkstructu ral.com <br />— -- - -------- <br />Wood Beam <br />�.��•. <br />DesCription : Check (E)Family Room Header (west) <br />CODE RE�ERENCF_S <br />Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br />Load Combination Set : 2012 IBC & ASCE 7-10 <br />Material Properties <br />Analysis Method : Allowable Stress Design <br />Load Combination 2012 IBC & ASCE 7 10 <br />Wood Species Douglas Fir - Larch <br />Wood Gratle No.1 <br />Beam Bracing Completely Unbraced <br />• <br />♦ <br />J <br />Project Title: Berry � Fire Repair <br />Engineer: JJG Project ID: YR6 14-G16 <br />Pro�ect Descr: <br />PrioLtl�31MAR201S. t�A3Fh�! <br />---- <br />File=C:1--GKS-1\—PRO-71 YR6--11YRA783-1\-CALCS-11STRUCT-1.EC5 ' <br />ENERCALC WC.19832014, Bui1d:6.14.125, Ver.6.14.1.25 <br />Fb - Tension <br />Fb - Compr <br />Fc - Prll <br />Fc - Perp <br />Fv <br />Ft <br />. �.� <br />�!^_.387 <br />♦ . — . ..♦ ... <br />2-2x8 <br />1.000.0 psi <br />1, 000.0 psi <br />1, 500.0 psi <br />625.0 psi <br />180.0 psi <br />675.0 psi <br />_.. _ . ____._I. <br />E : Modulus of Elasticity <br />Ebend- �c 1, 700.0 ksi <br />Eminbend - xx 620.0 ksi <br />Density 32.210 pcf <br />Span = 5250 fl <br />Applied L02ds Serwce loads entered. Load Factors will be applied for calculations. <br />__ _ <br />Beam self weight calculated and added to loads <br />Uniform Load : D= 0.0120, S= 0.0250 ksf. Tributary Width = 15.50 ft, (Roof DL + SL) <br />Uniform Load : D= 0.020 ksf, Tributary Widlh = 2.0 ft, (Wall DL) <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = ;:::. 1 Maximum Shear Stress Ratio <br />Section used for this span 2-2x8 Section used for this span <br />fb : Actual = 972.77psi fv : Actual <br />FB : Allowable = 1,372.91 psi Fv : Allowable <br />Load Combination +D+S+H Load Combination <br />Location of maximum on span = 2.625ft Location of maximum on span <br />Span # where maximum occurs = Span # 1 Span # where maximum occurs <br />iViaximum Deflection <br />Max Downward L+Lr+S Deflection 0.041 in Ratio = 1 i>;;1 <br />Max Upward �+Lr+S Deflection 0.000 in Ratio = �<480 <br />Max Downward Total Deflection 0.066 in Ratio = -� <br />Max Upward Total Deflection 0.000 in Ratio = <240 <br />Overall Maximum Deflections - Unfactored Loads <br />Load Combination Span Max. "" Defl Location in Span Load Combination <br />. - - __ _ -- --_ _ <br />D+S 1 0.0656 2.644 <br />Vertical Reactions • Unfactored Support notation : Far left is #1 <br />Load Combination Support 1 Support 2 <br />Overall MAXimum 1.623 1.623 <br />Overall MlNimum 0.606 0.606 <br />D Only 0.606 0.606 <br />S Only 1.017 1.017 <br />D+S 1.623 1.623 <br />�- � <br />- ?�;� . 1 <br />2-2x8 <br />= 86.61 psi <br />= 207 00 psi <br />FD+S+H <br />= 0.000 ft <br />= Span # 1 <br />Max. "+" Defl Loca6on in Span <br />_— -- <br />0.0000 0.000 <br />Values in KIPS <br />