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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 ks t ru ct u ra I. co m <br />' 1�/OOC� B@c�t11 __ <br />DeSCription : Check (E)Living Room Heatler <br />CODE REFERENCES <br />Caiculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 <br />Load Combination Set : 2012 IBC & ASCE 7-10 <br />Material Properties <br />Analysis Methotl : Allowable Stress Design <br />Load Combination 2012 IBC & ASCE 7-10 <br />Wood Species : Douglas Fir - Larch <br />Wood Grade No.1 <br />Beam Bracing : Completely Unbraced <br />Project Title: Berry � Fire Repair <br />Engineer: JJG Project ID: YR6-14-016 <br />Project Descr: <br />i=i e : �1 �9F.�2C1? 1�q�PF,� <br />__-- -. ._— _-- ---� --.. . _. <br />File = C:4—GKS-1\—PRO-1I-YRG-1tYRA783-11-CALCS-t1STRUCT-LEG6 <br />ENERCALC, INC.19832014, Build:6.14.t.25. Ver:6.14.1.25 <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 />E : Modulus of Elas[icity <br />Ebend- �c 1,700A ksi <br />Eminbend - xx 620.0 ksi <br />Density 32.210pcf <br />� � � r . <br />��,-;�iJ.t86) S,n 2:;;:�i�� <br />1 1 � I 1 <br />_ - --- <br />2-2x12 <br />Span = 8250 R <br />Applied Loads Service loads entered. Load Factors wiil be applied for calculations. <br />_ _ <br />Beam self weight calculated and adtled to loads <br />Uniform Load : D= 0.0120, S= 0.0250 ksf, Tribu[ary b'Vidth = 15.50 ft, (Roof DL + SL) <br />Uniform Load : D= 0.020 ksf, Tributary VVidth = 2.0 ft, (Wall DL) <br />DESIGN SUMMARY ' ' ' • <br />Maximum Bending Stress Ratio = O.L�% : 1 Maximum Shear Stress Ratio = O.G "' : 1 <br />Section used for this span 2-2x12 Section used for this span 2-2x12 <br />fb : Actual = 1,001.96psi fv : Actual = 88.10 psi <br />FB : Allowable = 1,136.75 psi Fv : Allowable = 207.00 psi <br />Load Combination +D+S+H Load Combination +D+S+H <br />Location of maximum on span = 4.125ft Location of maximum on span = 0.000 ft <br />Span # where maximum occurs = Span � 1 Span # where maximum occurs = Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.067 in Ratio = - <br />Max Upward L+Lr+S Deflection 0.000 in Ratio = <480 <br />Max Downward Total Deflection 0.108 in Ratio = <br />Max Upward Total Deflection 0.000 in Ratio = Q40 <br />Overall Maximum Deflections - Unfactored Loads <br />Load Combination Span Max. "" Defl Location in Span Load Combina6on <br />_ _ __ __ _ . _ <br />D+S 1 0.1076 4.155 <br />Vertical Reactions - Unfactored Support notation : Far left is #1 <br />Load Combination Support 1 Support 2 <br />Overall MAXimum 2.562 2.562 <br />Overall MlNimum 0.963 0.963 <br />D Only 0.963 0.963 <br />S Only 1.598 1.598 <br />D+S 2.562 2.562 <br />Max. "+ Defl Loca6on in Span <br />_ _ _ ___ _ <br />0.0000 0.000 <br />Values in KIPS <br />