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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. g k st ru ct u ra I. co m <br />Wood Beam <br />i.�i:. <br />DeSCription : Check (E)Bedroom #2 M. Bedroom & Kitchen Headers <br />CODE REFERENCES <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 />Wootl Grade No.1 <br />Beam Bracing Compietely Unbraced <br />Project Title: Berry Fire Repair <br />En�ineer: JJG Project ID: YRG14-016 <br />Pro�ect Descr: <br />Printed _'� r,n aa�r.a <br />Fi�e=C:\--GKS–t\—PRO-71 YR6--1\YRA783�11-CALCS-11STRUCT-1.EC6 ' <br />ENERCALC. INC. 19832014, Build.6.14.125, Ver:6.14.125 <br />Fb - Tension <br />Fb - Compr <br />Fc - Prll <br />Fc - Perp <br />Fv <br />Ft <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 />. . ♦ . . <br />- � ,-4; �� ��� <br />� � • • • <br />E : Modulus of Elasticity <br />Ebend- xx 1, 700.0 ksi <br />Eminbentl - xx 620.0 ksi <br />Density 32.210pcf <br />Span = 3.250 fi <br />AppllOd LOads Service 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 �Vidth = 14 50 ft, (Roof DL + SL) <br />Uniform Loatl : D= 0.020 ksf, Tributary Witlth = 2.0 ft, (Wall DL) <br />DESIGNSUMMFlRY =< '� ' � <br />Maximum Bending Stress Ratio = t1.87Q 1 Maximum 5hear Stress Ratio = `.535 : 1 <br />Section used for this span 2-2x4 Section used for this span 2-2x4 <br />fb : Actual = 1,497.33psi fv : Actual = 110.84 psi <br />FB : Allowable = 1,721.87psi Fv : Ailowable = 207.00 psi <br />Load Combination +D+S+H Load Combination +D+S+H <br />Location of maximum on span = 1.625ft Location of maximum on span = 2.965ft <br />Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.050 in Ratio = <br />Max Upward L+Lr+S Deflection 0.000 in Ratio = <480 <br />Max Downward Total Deflection 0.080 in Ratio = <br />Max Upward Total Deflection 0.000 in Ratio = <240 <br />Overali Maximum Deflections - Unfactored Loads <br />___ __-- <br />Load Combina6on Span Max. "" Defl Location in Span �oad Combination <br />p+S 1 0.0802 1.637 <br />Vertical Reactions • Unfactored Support nota6on : Far left is #1 <br />Load Combina6on Support 1 Support 2 <br />Overall MAXimum 0.941 0.941 <br />Overall MlNimum 0.352 0.352 <br />D Only 0.352 0.352 <br />S Only 0.589 0.589 <br />D+S 0.941 0.941 <br />----_ — <br />Max. "+" Defl Location in Span <br />__ _ <br />0.0000 0.000 <br />Values in KIPS <br />