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Axial Engineering Group, Inc. <br />7251 Owensmouth Avenue <br />Suite 4 <br />Title : CATALINA Job # 212-013 <br />Engineer:LQ <br />Project Desc.: PROPOSED NEW OFFICE BUILDING <br />818.902.0200 <br />14 f: 818.902.0232 <br />email: info@aeq-inc.net . . pdnted: 25 OCT 2012, 1:45PM <br />Nood:Beam * - ·RK H L File: X:\2012-PROJECTS\21·2-013 Cdtailbi\Calc&\(DitaliA-&27 <br />; · ·C--0»- 1-'4 0.-' r- 1 · ->'' ':·. ' N . ...·-'· -·':' 42....., - .· ..' ENERCALC,-INC'.1983-2012,·Build:612936;yeF:6?12;9'26 ;-] <br />0.11 ,1. 1 6 6 :k <br />Description :BM#8-HEADER <br />CODEREFERENCES ' '' z. <br />Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set : 2009 IBC & ASCE 7-05 <br />Material Properties <br />Analysis Method : Allowable Stress Design Fb - Tension 1 350.0 psi E : Modulus of Elasticity <br />Load Combination 2009 IBC & ASCE 7-05 Fb-Compr 1 350.0 psi Ebend- xx 1,600.Oksi <br />Fc - Prll 925.0 psi Eminbend - xx 580.Oksi <br />Wood Species : Douglas Fir - Larch 170.0 psi <br />Fc - Perp 625.0 psi <br />Wood Grade :No.1 Fv <br />Ft 675.0 psi Density 32.210 pcf <br />Beam Bracing : Completely Unbraced <br />D(0.1) Lr(0.1) <br />0 + <br />1 ,#-li, 1 - - I. 1 <br />6x8 <br />Span = 13.0 ft <br />1 Applied Loads --.1 <br />Beam self weight calculated and added to loads <br />Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (Roof) <br />Service loads entered. Load Factors will be applied for calculations. <br />EDESIGNISUMMARY <br />Maximum Bending Strass Ratio <br />Section used for this span <br />fb : Actual <br />FB : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />1 - ..1 <br />= 0.613 1 <br />6x8 <br />= 1,028.64 psi <br />= 1,678.93 psi <br />+D+Cr+H <br />= · 6.500ft <br />- Span # 1 <br />j i ·:4 1[!e.signjOK.:'i i. <br />Maximum Shear Stress Ratio = 0.211 : 1 <br />Section used for this span 6x8 <br />fv : Actual = 44.76 psi <br />Fv : Allowable . = 212.50 psi <br />Load Combination .+D+Lr+H <br />Location of maximum on span. =12.383 ft <br />Span # where maximum occurs =Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.209 in Ratio =746 <br />Max Upward L+Lr+S .Deflection 0.000 in Ratio =0 <360 <br />Max Downward Total Deflection 0.437 in Ratio =356 <br />Max Upward Total Deflection 0.000 in Ratio =0 <240 <br />("Mitihiuih FI5PER£*res*slf«Loidgpmbinlioni <br />Load Combination Max Stress Ratios Moment-Values Shear Values <br />Segment Length Span# M VCd CRV Ci Cr Cm Ct CL M fb F'b V fv F'v <br />+D+Lriti - O.00 0.00 0.00 0.00 <br />Length = 13.0 fl 10.613 0.211 1.25 1.00 1.00 1.00 1.00 1.00 0.99 4.42 1,028.64 *1678.93 1.23 . 44.76 212.50 <br />,Overall Maximum Deflections - Unfactored Loads ''' i i, <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />D-,0 1 0.4371 6.547 · · 0.0000 0.000 <br />Vertical Reaction's Unfactored , .Support notation : Far left is #1 .Values in KIPS <br />Load Combination. .Support 1 Support 2 <br />Overall MAXimum 1.360 1.360 <br />D Only 0.710 0.710