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1-F <br />kk i Axial Engineering Group, Inc. <br />I,1 7251.Owensmouth Avenue <br />L,c: Suite 4 <br />818.902.0200 <br />E>| f: 818.902.0232 <br />0/ 5 email: info@aeg-inc.net <br />Title : CATALINA Job # 212-013 <br />Engineer: LQ <br />Project Desc.PROPOSED NEW OFFICE BUILDING <br />Printed: 25 OCT 2012, 1:45PM <br />1,4.3.-I:49.1.-1.....6 ,„ .F 3-fr.,S .:C ..i i :1··: f.7- .:· i f.Eile i:\2012-PR'OJECTS.\212413.Catalina\Calcs\Catalina,267i <br />...1.-:. . ..it 41.--1 ..924......;. :32).'. . 295· ENERCAL¢,INC: 198£2012, Build.6.-·12.9.26, Ver642-9-264.f <br />Description :BM#1- Center Beam (Steel Option) <br />"CODE REFERENCES::...: :. '·· ?i·P. .} i 3·: iJ"ill-J:.1 <br />Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 <br />Load Combination Set : 2009 IBC & ASCE 7-05 <br />( Mateiial Properties <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 2009 IBC & ASCE 7-05 <br />Fy: Steel Yield: <br />E: Modulus : <br />50.0 ksi <br />29,000.0 ksi <br />D(0.4) Lr(0.24) <br />6(d4)· Lr(0.24) <br />D(0.9) Lr(0.56) <br />[R@32¥0)[®lb*Lr-1.56) 0 0 + U(2.3/rd).19)08.24) <br />UU'•I'•.'ll <br />Span = 28.0 ft <br />W 18x76 <br />:-*plied'Lodds ./ 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 = 0.0120 ksf, Extent = 24.0 ->> 28.0 ft, Tributary Width = 20.0 ft, (Roof) <br />Uniform Load:: D = 0.90, Lr = 0.560 ksf, Extent = 11.0 -->> 24.0 ft, Tributary Width = 1.0 ft, (Roof) <br />Point Load : D = 3.470, .Lr = 1.60 k @ 9.0 ft, (From GT#4) <br />Point Load :D= 2.240, Lr = 1.130 k@ 9.0 ft, (From GT#7) <br />Point Load :D= 2.370, Lr = 1.560 k@ 11.0 ft, (From GT#2) <br />Point Load :D= 2.370, Lr = 1.560 k@ 24.0 ft, (From GT#2) <br />Uniform Load: D = 0.020, Lr = 0.0120 ksf, Extent = 9.0 -->> 11.0 ft, Tributary Width = 20.0 ft, (Roof) <br />Uniform Load : D= 0.020, Lr= 0.0120 ksf, Extent= 9.0 -->> 28.Oft, Tributary Width = 20.Oft, (RooD <br />E<pttiGN*SUMMAR 6 -- -' -J?:61*71.06,419#01<13· fi:* <br />Maximum Bending Stress Ratio = <br />Section used for this span <br />Ma : Applied <br />Mn / Omega : Allowable <br />Load Combination <br />Location of rriaximum 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 />0.557: 1 Maximum Shear Stress Ratio =0.203 : 1 <br />W18x76 Section used for this span W18x76 <br />226.711 k-ft Va : Applied 31.419 k <br />406.687 k-ft Vn/Omega : Allowable 154.70 k <br />+D+Lr+H ·Load Combination .+D+Lr+H <br />13.860ft Location of maximum on span 28.000 ft <br />Span # 1 Span # where maximum occurs Span # 1 <br />0.295 in Ratio =1,137 <br />O.000 in Ratio =0 <360 <br />0.821 in Ratio =409 <br />O.000 in Ratio =0 <180 <br />Maximum-foic--5-& Stress,e§ifqc·-Load-Cgnrblnations 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 />+D+Lr+H <br />Dsgn. L = 28.00 ft 1 0.557 0;203 · 226.71 226.71 679.17 <br />C Overall Maximum DefleEtins,· Uijfactored'Loads <br />Load Combination Span Max. '-" Defl Location in Span .Load Combination <br />D+Lr 1 0.8214 14.140 <br />Vertical Reactions - Urifactored 1 -- 1 Support notation : Far left is #1 <br />Load Combination Support 1 Support 2 <br />Overall MAXimum -21:986 31.419 <br />D Only 14.310 .19.966 <br />Lr Only 7.577 11.453 <br />D+Lr 21.986 31.419 <br />406.69 1.00 1.00 31.42 · 232.05 154.70 <br />Max. V Defl Location in Span <br />0.0000 0.000 <br />Values in KIPS <br />........ <br />..J <br />1 <br />i