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Roo�( Beami 20l2 Internalional Bwidin� Code 105 N•� Ver iO1 10 <br />6v Doug Engilson . Impression Design on 09-22-?009 129 42 Pt�1 �� <br />�roiect Rcydal 1�:f32 - I or,�hnn hdr A <br />Summary C� � ���- �CJ� <br />3; IN x 9 25 IN x 6 33 FT /#2 - Douqlas-Fir-Larch - Dry Use <br />Srct�on Adequale By 21.1 ;6 Controfling Factor, Section Modulus / Depth Reauired 8 41 In <br />DeFlections <br />Ucad Load <br />Live Load <br />-�c1ai Load: �� � ry� (S� a P C'� � <br />ReadionslEaeh End). � i � <br />I.�ve Load� <br />Dcad Load. <br />Total Load <br />Bcanng Length Required (Beam only, support capacity not checked). <br />Beam Da'a <br />S�an <br />t.laximum Unbreced Span: <br />Pr,ch Cf RaoL <br />Lr�e Load De(led Criteria <br />iotal Load Dellect Cnleria: <br />Rcof Loadinq� <br />Roof Live Load-Side One <br />Roo( Dead Load-Side One 902 <br />Tnbutary Widih-Side One ��/ � REGISTERED <br />Rcof Live Load-Side Two ARCNITECi <br />Roof Dead Load-Side Two� <br />Tnbutary Widlh�Side Two�. <br />Roo( Duration Factor: Douglas E. Engel;on <br />Beam Self Weiqht. { <br />S!opeiPdchAdiustedLenq(hsandLoads. S��,i[UF1iA�tii(11;jpiu' <br />Adws!ed �eam Lenqth- �� -¢1�i` <br />Beam Uniform Live Load� �i <br />Bcam Unifoim Dead Load <br />Total Unrform Load <br />Proper9es For. #2- Douqlas-Fir-Larch <br />BenJinp Stress� <br />Shear Stress <br />L1cdWus of Elasticitv <br />Adiusted Modulus of ElasUcitv: <br />Slress Perpendicular to Grain�. <br />Ad�usted Properties <br />Fb' (fension) <br />Ad�uslment Factors Cd=1 15 CI=0.99 CF=120 <br />Fv' <br />Adwstment Factors: Cd=1.15 <br />Design Reauuements: <br />Conlroilinq Moment- <br />3 765 R(rom le(t suDport <br />Cntical moment created by combming all dead and live loads <br />Controliino Shear. <br />At a distance d from support. <br />Crilical shear created by combining all dead and live loads <br />Comparuons Wdh Required Seclionc: <br />Sechon fdodulus (Momen�)�. <br />Area (Shear)� <br />tdornent of Inert�a (De11eCl�on). <br />DLD= 002 <br />LLD= OA6 <br />TLU= 0.08 <br />LL-Rxn= 1899 <br />DL Rxn= 763 <br />TL Rxn= 2662 <br />�L= 122 <br />L= <br />Lu= <br />RP= <br />L/ <br />v <br />! L1= <br />D!.1= <br />T!'J 1= <br />1.L2= <br />DL2= <br />TW2= <br />Cd= <br />BSW= <br />Ladi= <br />wL= <br />wD adi= <br />_��T- <br />F6= <br />Fv= <br />E_ <br />E-Min= <br />Fc_perp= <br />Fb'= <br />Fv'= <br />M= <br />V= <br />Sreq= <br />s= <br />Amq= <br />A= <br />heq= <br />6 3J <br />6 3`s <br />5 <br />360 <br />zao <br />zr n <br />50 <br />15 <br />25 0 <br />90 <br />22 5 <br />1 75 <br />7 <br />6 33 <br />600 <br />241 <br />847 <br />900 <br />tA0 <br />7600000 <br />580000 <br />625 <br />1227 <br />IN <br />IN = V7295 <br />�N - usza <br />LF, <br />LH <br />LE <br />i n� <br />F� <br />`T <br />12 <br />P>F <br />F'SF <br />FT <br />PtiF <br />PS� <br />11 <br />PLF <br />FT <br />Pl F <br />PL� <br />PLf- <br />P51 <br />PSI <br />PSI <br />PSI <br />pCl <br />F�Si <br />207 PSi <br />4212 FT-LR <br />2021 <br />qi?1 <br />as ��i <br />14 6G <br />32 38 <br />sn is <br />zan en <br />It� <br />irrs <br />IN3 <br />IN2 <br />IN2 <br />iNn <br />INA <br />