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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 />9/3 0: 818.902.0200 <br />@0504 f: 818.902.0232 <br />·v*- I email: info@aeq-inc.net Pmted: 25 OCT 2012. 1:45PM <br />.r. P." 9/·I · -''' '. ·. / 4..9 Fil6:.x:\2012-PROJECTS\212-013,Catallnattalcs\Calalina er,6 <br />.' . ..-' i ,J'. ..9 cO'>. ·:··{t::%44':?I::· · . 0...::,:'·.· ··..f-' · t·':',<. - .ENERCXEC, ING. 1983-2012'Buiidi6.12.9.26.Ver6 12.9.26-Stiar#·*920608i:t#i#flif'ty{*R,kiltkj¢i€6*14{44.4.#43#,,2- 961 *:t:11:4'' 1-6.,*1Gmtikeit¥¢i§6*4:34*1814@1,1GINEERJNG,GROWF <br />Description : BM#6-HEADER . <br />3CODE REFERENCES , <br />Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set: 2007 CBC & ASCE 7-05 <br />iFMWA a 1 P rdpirt iFs , <br />Analysis Method : Allowable Strength Design <br />Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br />Bending Axis : Major Axis Bending <br />Load Combination 2007 CBC & ASCE 7-05 <br />Fy: Steel Yield: <br />E: Modulus <br />50.0 ksi <br />29,000.0 ksi <br />0 + <br />D(20) b«219Go.l) <br />1. 0 <br />1 Span = 18.Oft <br />W 12x65 <br />Abplied Loads. , <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 />Point Load : D= 20.0, Lr = 11.50 k@ 8.0 ft, (F©<N GT#2) <br />iESIGN SUMMARY . "-*-- 7-7--- -' -3 <br />Service loads entered. Load Factors will be applied for calculations. <br />Maximum Bending Stress Ratio = <br />Section used for this span <br />Ma : Applied <br />Mn / Omega : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward L+Lr+S Deflection <br />Max Upward L+Lr+S Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />0.635: 1 Maximum Shear Stress Ratio = . 0.211 : 1· <br />W12x65 Section used for this span W12x65 <br />150.463 k-ft Va : Applied 19.885 k <br />237.004 left Vn/Omega·: Allowable 94.380 k <br />+b+Lr+H Load Combination +D+Lr+H <br />8.010ft Location of maximum on span 0.000 ft <br />Span # 1 Span # where maximum occurs Span # 1 <br />0.170 in Ratio = 1,268 <br />0.000 in Ratio =0 <360 <br />0.465 in Ratio =465 <br />0.000 in Ratio =0 <180 - <br />MENihim¥i206EE&35*7*5es -f--r-Load Combinations I <br />Load Combination Max Stress Ratios <br />Segment Length .Span # M V Mmax + <br />Summary of Moment Values . Summary of Shear Values <br />Mmax -Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega <br />+C)+Lr-*H <br />Dsgn. L = 18.00 ft 1 0.635 0.211 150.46 150.46 395.80 237.00 1.00 . 1.00 19.89 141.57 94.38 <br />1 1 1- -1 1 - - -1 - 1.1 11f- Overail Maximumbeflections - Unfactored Loads . ' i <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. Y Den Location in Span <br />D+Lr 1 0.4650 8.730 0.0000 0.000 <br />.Values in KIPSF Vertical Reactions · Unfactored · 4 Support notation : Far left is #1 <br />Load Combination Support 1 Support 2 <br />Overall MAXimum · 19.885 ·16.385 <br />D Only 12.596 10.374 <br />Lr Only 7.289 6.011 <br /> Dkr 19.885 16.385