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4- 1 Axial Engineering Group, Inc. <br />rr21 7251 Owensmouth Avenue <br />gj Suite 4 <br />818.902.0200 <br />W54 f: 818.902.0232 <br />Title : CATALINA Job # 212-013 <br />Engineer: LQ <br />Project Desc.: PROPOSED NEW OFFICE BUILDING <br />2-...3 email: info@aeq-inc.net. <br />@W668..Beam-· 5:·'t:t'·'"i·ti..:".f.·t ...·9?.11*(66..:f : -. : ..' <br />; I Y¥ 1,11 ' <br />Printed: 25 OCT 2012, 1:45PM <br />file: X:12012-PReJE¢TS\212-013 Caialina\Calcs\Cathlina.:ecg- <br />ENERCALC,INC. 1983-2012:.Build.:6:12.9.26,.Ver.6.12:9.2;6 i: <br />Description :BM#5-HEADER <br />fCODEREFERENCES <br />Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set : 2007 CBC & ASCE 7-05 <br />Material Properties <br />Analysis Method : Allowable Stress Design Fb - Tension <br />Load Combination 2007 CBC & ASCE 7-05 Fb - Compr <br />Fc - Prll <br />Wood Species : iLevel Truss Joist Fc - Perp <br />Wood Grade :Parallam PSL 2.OE Fv <br />Ft <br />Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br />2,900.0 psi E : Modulus of Elasticity <br />2,900.0 psi Ebend- xx 2,000.Oksi <br />2,900.0 psi Eminbend - xx 1,016.54 ksi <br />750.0 psi <br />290.0 psi <br />2,025.0 psi Density 32.210pcf <br />D(3.47) Lr(1.6)D(0.1) <br />+ D(b.4) Lr(O.34)0 + <br />+ <br />2 25.25x16.0 <br />Span = 18.0 ft <br />f ·*0ied-I.66ds i : Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D= 0.020, Lr = 0.0170 ksf, Extent = 2.0 -->> 18.0 ft, Tributary Width = 20.0 ft, (Roof) <br />Uniforni Load : D = 0.10, Tributary Width=1.Oft, (wall) <br />Point Load :D= 3.470, Lr = 1·.60 k@ 2.0 ft, (F©<N GT#2) <br />PERIGN SUMMABY *£·: ii De'sig¢015. ''97 ... <br />Maximum Bending Stress Ratio =0.725 1 Maximum Shear Stress,Ratio = 0.658 : 1 <br />Section used b this span 5.25x16.0 Section used for this span 5.25x16.0 <br />fb : Actual =2,102.43psi fv : Actual = 190.75 psi <br />FB : Allowable = 2,900.00 psi Fv : Allowable ' 290.00 psi <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />+D+Lr+H <br />8.409ft <br />Span # 1 <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.250 in Ratio =864 <br />Max Upward L+Lr+S Deflection 0.000 in . Ratio =0 <360 <br />Max Downward Total Deflection 0.653 in Ratio =330 <br />Max Upward Total Deflection 0.000 in Ratio =0 <240 <br />Maximum #6rces & Stre5ses for Load Combinations <br />Load Combination Max Stress Ratios · Moment Values Shear Values <br />Segment Length Span # M V- Cd CFN Ci Cr 'Cm Ct CL M · fb F'b V N F'v <br />+D+Ir-+H 0.00 0.00 0.00 0.00 <br />Length = 18.0 ft 1 .0.725 0.658 1.00 1.00 1.00 1.00 1.00 1.00 1.00 39.25 2,102.43 2900.00 10.68 190.75 290.00. <br />Overall Maximum Defiections . Unia-Etoredloads <br />Load Combination Span .Max. "-" Dell·Location in Span Load Combination ·Max. 0+" Dell · Location in-Span · <br />D+Lr ·1. ,0.6532 8.869 0.0000 ·0.000 <br />FU=