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KREBS DRAFTING AND DESiGN R(CHARD KREBS 15 Apr 2010 12:29 am <br /> 1291 DIAMOND CT , SHAKOPEE, MN. 55379- (952}445-5787 <br /> FASTBeam�Engineering Analysis 01996-2009 Georgia-Pacific Corporation Version: 10.1 ` <br /> Project : PLAN 10-6.FBD KEVIN SHULTZ ^ <br /> Mark# : Beam - Roof111 PORCH END WALL HDR <br /> Usage : Beam (Roof) Spacing (in.) : 0.0 <br /> Max Defl : LL= U240 TL= U180 Slope : 0/12 <br /> �-- <br /> �3� psi 3.0", 625 psi <br /> LOADS Project Desrgn Loads:Roof.�Live=40 psf,Dead=15 psf,� <br /> Live+Dead Ld(T) �ive Ld(L) LDF Location" <br /> # Shape @Start @End @Start(a�End Span# Starts Ends Additional Info <br /> 1 Uniform(pl� 20 0 100% 0 0'0" 8'8 1/4" GABLE WALL <br /> 2 Concentrated(Ibs) 2758 2006 115% 0 1'10" RIDGE BEAM <br /> Uniform(pi� 4 0 0 0 8'8 1/4" Self Weight <br /> `Dimensions measured from left end when span#is 0,otherwise,from left end of the spec�ed span. <br /> SUPPORTS(lbs) <br /> 1 2 <br /> Max R'n 2282 688 <br /> Max115% 1583 423 <br /> Min R'n 70� 265 <br /> Min 115% 1583 423 <br /> DL R'n 700 265 <br /> Min Brg(in.) 2.09 1.50 [Based on bearing stress below] <br /> Brg Str(psi) 625 625 <br /> DESIGN <br /> Value Span X Group Atlow LDF Ratio <br /> V(Ibs) 2260 1 0'2" 31 3633 115% 0.62 <br /> M(ft-Ibs) 4143 1 1'10" 31 7507 115°� 0.55 <br /> LtRn(Ibs) 2282 0 0'0" 31 3281 0.70 See Note#4 <br /> RtRn(Ibs) 688 0 8'8" 31 3281 0.21 See Note#4 <br /> LLDefl(in.) 0.13 1 4'4" 31 0.43 U831 <br /> TLDefl(in.) 0.19 1 4'4" 31 0.58 U558 <br /> USE: GPWM 2.OE 1.75x 9.50"1 Plv Grade selected bv user <br /> GP LAM tm Georgia-Pacific Wood Products, LLC <br /> NOTES : <br /> 1.Designed in accordance with National Design Specifications for Wood Constraction and applicabie Approvals or Research Reports. <br /> 2.Provide ful!depth latera!support at al!bear+ng/ocations.Aflowab/e positive moment is calcufated based on tnp edge with continuous <br /> lateral support. <br /> 3.Loads have been input by the user and have not been ve�ed by Georgia-Pacific Wood Producfs LLC. <br /> 4. This reaction is based on the combination of/oads 8 duration iactors that produces t/Te highest stress ratio and may be less than <br /> maximum react/on, therefore,when reaction values are requlred,use Max R`n from Supports'section above. <br /> 5.Bearing/ength(Min Brg(in.))based on a/lowab/e stress of support material(Brg Str(psi));support materia/capacity shall be veriiled <br /> (by others). <br /> 6.Roof Usage:lnstall with minimum 1/4:12 slope for adequate drainage. <br /> 7.When r+equired by the building code,a registered design professiona!or building o�cia!shou/d verify the input loads and product <br /> app/ication. <br /> 8.Max/Min reactians are based on the applicab/e/oad combfnations outlined in the nofes.Summation of maadmin reactions for various <br /> DOL may not match tofa/max/min reaction. <br /> 9.Analysis valid for dry-use on/y(less than 16%moJsture content). <br /> 10.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. <br /> 11.Load Combinations:10=D,20=D+100%,30=D+115%,40=D+125%,50=D+133%,60=D+OJ5(100%+115%),70=D+0.75'(100%+125%), <br /> 80=D+D.75(100i6+115%+l33%),90=D+0.75(100%+125%+133%), 100=0.60+133%, 110=D+Commercial Ld(100%), 120=D+0.75(100'/+133%) <br /> 12.Group=Load Combination Number+Load Pattem number.(For simple span,load pattem=i for LL,0 for DL).. __ _______ <br />