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-64*i)- 1 Axial Engineering Group, Inc, <br /> 7251 Owensmouth Avenue- : Suite 4 <br />' - .44 p: 818.902.0200 <br />3,01 f: 818.902.0232 <br />/ ! email: info@aeq-inc.net <br />Wbod:Ii*46? .32,V<-?fi?jDit f- <br />Title : CATALINA <br />Engineer: LQ <br />Project Desc.: 1 <br />933 '33<4»YG'nt.'211,192:<·a,Z'l»%·LA <br />Job# 212-013 <br />PROPOSED NEW OFFICE BUILDING <br />Printed: 25 OCT 2012, 1:45PM <br />>·I; 1 Eil¢'X:\2012-PROJECT.S\212-013.Catblifia\Calcs\(Dataltria- <br />.' 7.· 2 -f .'.;ENERCALQ ING. 1983-'2012,'Bujld:6.02:9.26,·Ver:6.12 <br />lit#*i21 :10 r. 101:1:1 m a€1[¢1 001 @ 1 01[ZIE <br />Description :BM#1- Center Beam <br />*ODEREFERENCES , F „ <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.2,400.0 psi E:Modulus of Elasticity <br />Load Combination 2009 IBC & ASCE 7-05 Fb-Compr 2,400.0 psi Ebend- ¤1,800.Oksi <br />Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi <br />Wood Species : DF/DF 265.0 psi Eminbend - yy 830.Oksi <br />Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi <br />Wood Grade. :24F - V8 Fv <br />Ft 1,100.0 psi Density 32.210 pcf <br />Beam Bracing : Beam is Fully Braced against lateral-torsion buckling <br />D(2.37) Lr(1.5%%210)W01£1 Lr(0.216) <br />D(0.4) (0.24) <br />+***+ <br />..'-Tt(Ii 4*£iiti,;k,4 Vi#-all. le--¥ 4*T 1-?*Fi, 444 54-_**#*4*·01'tff--0*0#*EAM*TA--t +0*t.*,+I*+* 4244*414*>2* it._A-- ' 90 - L .1, 4 61, 46 i 4- - '76 It ·+ 1 - t,4 4 14 -1 4.E.Ad - 4¢944 %6· E W' 51&8 <br />2 2 <br />6.75x21 <br />Span = 20.0 ft <br />- L --1fA'*liddloids 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 =-0.0120 ksf, Extent = 8.0 ->> 20.0 ft, Tributary Width = 20.0 ft, (Roof) <br />Uniform Load : D= 0.0250, Lr= 0.0120 ksf, Extent= 8.0 ->> 20.Oft, Tributary Width = 18.0 ft, (Roof) <br />Point Load : D= 3.470, Lr= 1.60 k@ 12.Oft, (From GT#4) <br />Point·Load : D= 2.240, Lr= 1.130 k@12.Oft, (From GT#7) <br />Point Load :.D= 2.370, Lr = 1.560 k@ 9.0 ft, (From GT#2) <br />i<DESIGN (SUMMARY - ,1,2 bio *AN)W#BAHM#it'( <br />Maximum Bending Stress Ratio =0.891: 1 Maximum Shear Stress Ratio =0.507 : 1 <br />Section used for this span 6.75x21 Section used for this span 6.75x21 <br />fb : Actual = . 2 ,470.09 psi fv : Actual = 167.98 psi <br />FB : Allowable = 2,773.16 psi Fv : Allowable = 331.25 psi <br />Load Combination +D+Lr+H Load Combination +D+LAH <br />Location of maximum on span = 11.971 ft .Location of maximum on span . =18.321 ft <br />Span # where maximum occurs = Span # 1 Span # where maximum·occurs =Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.243 in Ratio =987 <br />Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 <br />Max Downward Total Deflection 0.710 in Ratio =337 <br />Max Upward Total Deflection 0.000 in Ratio = 0 <240 <br />. Maximum Forces & Stresses 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 fv F'v <br />.+·D+Ir-41 0.00 0.00 0.00 0.00 <br />Length = 20.0 ft 1 0.891 0.507 1.25 0.92 1.00 1.00 1.00.1.00 1.00 102.12 2,470.09 2773.16 15.87 167.98 331.25 <br />4. 1 r. -1. lili - -1,'- Overill Maximum Deflections - Unfactored Loads <br />Load Combination Span Max. "-" Defl Location in Span Load Combination - - Max. "+" Defl Location in Span <br />D+Lr 1 0.7104 10.438 0.0000 0.000