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, � TiUe: I ��# E� � <br /> Dsgnr. <br /> Projed Dasc.: <br /> Project Notes: <br /> - F'uveE:91MY 20tl,B OSPM <br /> 5`�@e� BPam ENERiALC,IN:.t9&}T011,Ver.6200. N:13�30 <br /> Desaiption: GarageHeader <br /> Material Properties Calculations per AISC 360-05,IBC 2003,CBC 2010,ASCE 7-05 <br /> Analysis Method: Ailowah' S!ress Design Fy:Steel Yield: 50.0 ksi <br /> Beam Bracing: Beam i:"illy Braced againsl lateral•lorsion twckling E:Modulus: 29,000.0 ksi <br /> BendingAxis: MajorAxis6ending <br /> Load Comhination 2006 IBC&ASCE 7-05 <br /> .��@�ftp�77t1'GJ1e6)S(i o75) D(0 794)Lr(0�69) � <br /> � ♦ ♦ <br /> . . ,��.. _ 'f;" : <br /> �' � i 1 <br /> ' ' Span=l6.Oft ;�\ <br /> W6X20 <br /> Applled Loads Service loads entered.Load Fadors will be applied for calcWations. <br /> Beam sel(weipht calalaled and added lo loads <br /> Load(s)for Soan Number 1 <br /> Point Load: D=0.7740, Lr=0.860, S=1.075 k(a?4.50(t,(Girder Truss) <br /> Gniform Load: D=0.1940, Lr=0.2690 k/ft,Extent=4.50-»16A f6 Tnbutary Widih=1 A N,(Trusses) <br /> Varyina Unifcrm Load: D�S,E)=0.0->0.060 k/fl,Extenl=0.0-»4.50 ft, Trib Width=1.0 ft,(Mono Trusses) <br /> �• • <br /> DESIGN SUMMARY � <br /> Maxirt:um Bending Slress Ratio = 0.461: 1 Maximum Shear Stress Ratio= 0.727 : 1 <br /> Sadion used for this span W6X20 Sedion used for this span W6X20 <br /> M1Au:Applied 17.242 k-ft Vu:Applied 4.081 k <br /> Mn/Omega:Allowable 37.425 k-ft Vn/Omega:Allowable 32.240 k <br /> Load Combination +D+Lr+H Load Combins„�n 'fl�'� <br /> Location of mazim�m on span 7.520ft Localion of maximum on span 16.000 fl <br /> Span#where maximum occurs Span#1 Span q where maximum oa.urs Span#1 <br /> Maximum Defleclion <br /> Max Dotimward L+Lr+S DeFleclion 0.362 in Ralio= 529 <br /> Max Upward L+Lr+S Defledion 0.000 in Ratio= 0<360 <br /> Maz Downwanl Totai Deflodion 0.766 in Ratio= 250 <br /> Max UpwaM Total Defedion O.00Q in Ralio= 0<180 <br /> Mazimum Fo�ces&Stresses for Loa��^�ainations <br /> �oadCombination MaxStressRatbs SummaryofMomentValues SummaryotShearVnlues <br /> ScgmentLergth Span# M V Mmaz� Mmaz- Ma•Maz Mn: Mn�lOmega C6 Rm VaMarz Vnx Ynz/Omega <br /> Overall MAXimum Envebpe <br /> Ds�n.L= 16.00It 1 0.461 0.121 1724 9724 62.W 31.43 1.00 1.00 4.08 48.36 32.24 <br /> +D <br /> Dsgn.L= 16.00ft 1 0270 0.057 7.84 7.84 62.50 37.43 1.00 7.00 7.83 4R.36 3224 <br /> iDaLr�#1 <br /> Asgn.L= 16.00% 1 0.461 0.127 1724 77.24 62.50 37.43 1.00 1.00 4.06 48.36 32.24 <br /> +D+S�li <br /> Dsgn.L= 16.00 ft 1 0.284 0.014 10.65 10.65 62.50 31.4J 1.00 7.00 2.40 48.36 32.24 <br /> +U�0.750Ln0.750L+H <br /> Dsgn.L= 1fi.00ft 7 0.398 0.109 14.69 14.89 6:.50 37.-03 1.00 1.00 3.52 48.3G 32.24 <br /> +D+0.750Li0.7505+H <br /> l Dsgn.L= 16.00ft 7 0265 0.068 9.90 9.90 62.50 3T.43 1.00 1.00 2.21 48.36 32.24 <br />' aD+0.750Lr+U.750La0.750Wali <br /> Dsgn.L= 16.00ft 1 0.398 0.709 14.89 14.89 62.50 37.43 7.00 1.00 3.52 48.36 32.24 <br /> aD+0.750L�0.7505i0.750WaFi <br /> Dsgn.L= i6.00N 1 0265 0.068 9.90 9.90 62.50 37.43 7.00 1.L7 2.21 48.36 32.24 <br /> +D�O.750Ln0.750L+0.5250E+H <br /> Gsgn.L= 16.00 ft 1 0.398 0.109 14.B9 74.89 62.50 37.43 1.00 1.00 3.52 48.3fi J2.24 <br /> +DiU750L+0.7505+0.5250E+H <br /> Osgn.L= 16.00 ft 7 0.265 O.Of�B 9.90 9.90 62.50 37.43 1.00 1.110 2.27 48.36 32.2 � <br /> Overall Maximum Deflections-Unfactored Loads <br /> load Combination Span Mu.='Detl Laation in Span Load Canbinatbn Ma�c.'+'Dell Laatlon in Span <br /> n.i..e -- , n,uc� vo�n niwv+ mm� <br />