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A ` <br />v� �/ I �/ ��l�ti I,� �,u�� ,�I�� <br />Roof Beam� 2000Intemational Buildinq Code (97 NOSi j Ver: 6.00.Bt <br />Bv: Jack Hicks , Shelterform Inc on: 09-19-2005 : 11:14�28 AM <br />Proiect: karpenco - Location: (Bt-a) Main rooi ndge <br />Summary: <br />5.25 IN x 11.875 IN z 20 0 FT / 2.OE Parallam - Trus Jnisl-MacMillan <br />Section Adequate By: 8.3% Controlling Fador: Momenl ot Inertia / Depth Required 11.561n <br />Deflections: <br />Dead Load: DLD= <br />Live Load: LLD= <br />Total Load: TLD= <br />Reaclions (Each End): Ll-Rxn= <br />Live Load: <br />Dead Load: Di-Rxn= <br />Total Load: TL-Rxn= <br />Bearing Length Required (Beam only, support capacity not cF�ecked): BL= <br />Beam Data: <br />Sparr �= <br />Maximum Unbraced Span: Lu= <br />PitGi Of RooL �P= <br />Live Load Deflecl. Cntena: V <br />iotal Load Defled. Criteria: U <br />Rool Loadinq <br />Roof Live Loed-Side One LL1= <br />Rooi Dead Load-Side One: DL1= <br />Tributary 1Nidth-Side One: �1= <br />Roof Live Load-Side Two: ��� <br />Rool Dead Lo�d-Side iwo: ��_ <br />Tributary Widih-Side Two: �z= <br />Roof Dura�ion Factor. Cd= <br />Beam Self WeiqhC ASW= <br />Slope/Pitch Adlusted ! enqths and Loads: <br />Adlusted Beam Lenqth: Ladi= <br />Beam Uniform Live Load W�= <br />Beam Unifortn Dead Load: wD_adi= <br />Total Unifortn Load: WT= <br />PropeAies For: 2.OE Parallam- Trus Joisl-A1acMillan <br />Bendinq Slress� Fb= <br />Shear Stress: F�= <br />NAodulus of ElasticilV: E_ <br />Stress Perpendicular to Grain: Fc�erp= <br />Adjusted PropeAies <br />Fb' (Tensionl: Fb'= <br />Adjustmeid Fadors: Cd=1.15 CF1.00 <br />Fv': F`�= <br />Adiustmenl Factors� Cd=t.15 <br />Desiqn Repuirements. <br />Controllinq Moment: <br />10.0 fl hom lefl support <br />Crilical moment created by combining all dead and live loads. <br />Con�rolfnq Shear <br />A1 a distance d trom suppoA. <br />Cnlical shear created bV �mbining all dead and live loads. <br />Compansons With Reauired Sedions. <br />Seclion Modulus (Moment): <br />Area (Shear)� <br />Moment of Inertia (DeOecUon;. <br />M= <br />V= <br />Cc�S � 1-�c�3 <br />0 62 IN <br />0.81 IN � U391 <br />1.23 IN = J195 <br />25G(i LB <br />2514 LB <br />5�14 LB <br />1.27 IN <br />20.0 FT <br />0.0 FT <br />4 12 <br />240 <br />180 <br />25A PSF <br />22 0 PSF <br />5 0 FT <br />2G.0 PSF <br />22.0 PSF <br />5.0 FT <br />1.f5 <br />10 PLF <br />20.0 FT <br />250 PLF <br />251 PLF <br />501 PLF <br />2900 PSI <br />290 PSI <br />2000000 PSI <br />750 PSi <br />3339 PSI <br />334 PSI <br />25089 FT-LB <br />4fi19 LB <br />Srea= 90.10 IN3 <br />S= 123.39 IN3 <br />Areq= 20.75 IN2 <br />A= 62.34 IN2 <br />Ireq= 676.76 IN4 <br />1= 732.62 IN4 <br />