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, � <br />GK Structurai 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 kst ru ct u ra I. co m <br />, 1IV��d Beam <br />• Project Title: Berry • Fire Repair <br />En�ineer: JJG Project ID: YR6-14-016 <br />Pro�ect Descr: <br />Pi ea 3�1 4.�AR � 0". I i�2^_At�'�. <br />____--___. . ...._ _— __. ._—-__._ . . __—____ _._ <br />File = c:\--GKS-1\ PRO�i1-YRG-11YRA7$3-14CAlCS-1\STRUCT-LEC6 � <br />ENERCALC. INC.198�2014. Build:6.14.125, Ver.6.14.125 <br />Description : (N)Roof Rafters <br />CODE REFERENCES <br />–_ <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 Fb - Tension <br />Load Combination 2012 IBC & ASCE 7-10 Fb-Compr <br />Fc - Prll <br />Wood Species : Hem Fir Fc - Perp <br />Wood Grade No.2 Fv <br />Ft <br />Beam Bracing : Beam bracing is defined as a set spacing over all spans <br />Unbraced Lengths <br />_ --- <br />First Brace starts at ft from Left-Most support <br />Regular spacing of lateral supports on length of beam = 2.0 ft <br />850 psi <br />850 psi <br />1300 psi <br />405 psi <br />150 psi <br />525 psi <br />E : Modulus of Elasticity <br />Ebend- �c 1300 ksi <br />Eminbend - xx 470ksi <br />Density 27.7 pcf <br />Repetitive Member Stress Increase <br />D(0.014) S(0.05) <br />♦ ♦ ♦ ♦ ♦ <br />2x8 <br />Span = 12.50 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Uniform Load : D= 0.0070, S= 0.0250 ksf, Tributary Width = 2.0 ft, (Roof DL + SL) <br />DESIGN SUMMARY ' ' ° ' <br />Maximum Bending Stress Ratio = ;;�56: 1 Maximum Shear Stress Ratio = 0.23� : 1 <br />Section used for this span 2x8 Section used for this span 2x8 <br />fb : Actual = 1,141.50 psi fv : Actual = 49.94 psi <br />FB : Allowable = 1,333.95psi Fv : Allowable = 172.50 psi <br />Load Combination +D+S+H Load Combination +D+S+H <br />Location of maximum on span = 6.250ft Location of maximum on span = 11.907 ft <br />Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.446 in Ratio = ,,.,, <br />Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 Q40 <br />Max Downward Total Deflection 0.571 in Ratio = �6? <br />Max Upward Total Deflection 0.000 in Ratio = <180 <br />Overall Maximum Deflections - Unfactored Loads <br />---- --- — - - _ __ <br />Load CombinaUon Span Max. "' Defl Location in Span Load Combination <br />- _ - __ <br />D+S 1 0.5710 6.296 <br />Vertical Reactions - Unfactored Support notation : Far left is #1 <br />Load Combination Support 1 Support 2 <br />Overall MAXimum 0.400 0.400 <br />Overall MlNimum 0.088 0.088 <br />D Only 0.088 0.088 <br />S Only 0.313 0.313 <br />D+S 0.400 0.400 <br />Max. "+" Defl Location in Span <br />0.0000 0.000 <br />Values in KIPS <br />