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Title : CATALINA.Job # 212-013 <br />Engineer: LQ <br />Project Desc.:PROPOSED NEW OFFICE BUILDING ' <br />Printed. 25 OCT 2012, 1·45PM <br />1.- .f 2.6.-·.. i ...F:' · .2 ... · .:f n ..7 -0.-t- . :. ' .1-'1........7,34....··. f:'11.1.- ... : 'File: ·X:\?012-1?ROJECT.S\212-013 Catalina\Calcs\tatalin--3-: ·. ·-. - :;C. 1. . ·. ·:·-·:r UN.J.-·. -·F' ··1 - ENERCAL.C,)NE·.1983:2012:.Build:6329.'24-Veh61; <br />IZIZEZZIEZZIZEZZLIZZLIZZLIZZLIZZLEuzz <br />Axial Engineering Group, Inc <br />j7251 Owensmouth Avenue <br />j Suite 4 <br />4 P: 818.902.0200 <br />4 f: 818.902.0232 <br />I email: info@aeq-inc.net <br />Wood Beam : <br />Eic.4#1';IKWA060.05747,4-.',",'..,,.'i· f qefs Liddrilee <br />Description : BM#7-HEADER <br />i"'CODENEFERENCES-.·11: - *· ;T <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 Fc - Perp 625.0 psi <br />Wood Grade :No.1 Fv 170.0 psi <br />Ft 675.0 psi Density 32.210 pcf <br />Beam Bracing : Completely Unbraced <br />D(0.1) Lr(0.1) <br />6x12 <br />Span = 18.0 ft <br />R <br />%.A#Alied Loads, i <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 />DESIGNSUMMARY i <br />Service loads entered. Load Factors will be applied for calculations. <br />C .3:23> 3.-Deign.4KtifF>%43 <br />Maximum Bending Stress Ratio =0.518 1 Maximum Shear Stress Ratio = 0.193 : 1 <br />Section used for this span 6x12 Section used for this span 6*12 <br />fb : Actual = 858.50psi fv: Actual - 41.04 psi <br />FB : Allowable = 1,667.28psi Fv : Allowable = 212.50 psi <br />Load Combination +D+Lr+H Load Combination +D+Lr+H <br />Location of maximum on span = · 9.000ft Location of maximum on span = 17.080 ft <br />Span # where maximum occurs = · Span # 1 Span # where maximum occurs =Span # 1 <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection 0.213 in Ratio =1014 <br />Max Upward L+Lr+S Deflection 0.000 in Ratio =0 <360 <br />Max Downward Total Deflection 0.456 in Ratio =473 <br />Max Upward Total Deflection 0.000 in Ratio =0 <240 <br />--I -Mazimum Forces-ittresses for Gad tombinaho?151 <br />Load Combination Max Stress Ratios Moment Values Shear Values <br />Segment Length Span# M v Cd' C FN C i Cr .Cm ' C t C L M fb F'b V fv F'v <br />+D+LAH · - 0.00.0.00 ·0.00 0.00 <br />Length = 18.0 ft 1 . 0.515 0.193 1.25 1.00 1.00 1.00 1.00 1.00 0.99 8.67 858.50 1667.28 ·1.73 41.04 212.50 <br />11Overall Maximum Defledtions - Unfactored Loads <br />Load Combination Span Max. '-' Dell Location in Span Load Combination .Max. Y Dell Location in Span <br />DAr * 1 0.4562 9.066 - 0.0000 0.000 <br />..1Vertical'R,actions -Unfactorid , Support notation:Farleftis#1 Values in KIPS <br />Load Combination .Support 1 Support 2 <br />Overall MAXimum 1.927 1.927 <br />. D Only 1.027 1.027 <br />1 <br />1