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KREBS DRAFTING AND DESIGN RICHARD KREBS 14 Apr 2010 11:46 pm <br /> 1291 DIAMOND CT, SHAKOPEE, MN. 55379- (952}445-5787 <br /> FASTBeamO Engineering Analysis 01996-2009 Georgia-Pacific Corporation Version: 10.1 <br /> Project : PLAN 70-6.FBD KEVIN SHULTZ <br /> Mark# : Beam -Roof1 DNG RM PATIO DOOR <br /> Usage : B�am (Roof) Spacing (in.) : 0.0 <br /> Max Defl : LL= U240 TL= U180 Siope : 0112 <br /> 3.0",625 psi 3.0",625 psi <br /> 9,3„ <br /> LOADS Project Design Loads:Roof.•Live=40 psf,Dead=15 psf, <br /> Live+Dead Ld(T) live Ld�L) LDF Location* <br /> # 3hape @Start @End @Start @End 5pan# Starts Ends Additional Info <br /> 7 Uniform(pifl 935 680 115% 0 0'0" 9'3" ROOF <br /> 2 Concentrated(Ibs) 2695 1960 115% 0 4'7 1/2" PORCH RIDGE BEAM <br /> Uniform(pi� 11 0 0 0 9'3" Self Weight <br /> "Dimensions measured from left end when span#is 0,otherwise, from/eft end of the specified span. <br /> SUPPORTS(Ibs) <br /> 1 2 <br /> Max R'n 5724 5724 <br /> Max 115% 4125 4125 <br /> Min R'n 1599 1599 <br /> Min 115% 4125 4125 <br /> DL R'n 1599 1599 <br /> Min Brg(in.) 2.62 2.62 [Based on bearing stress below] <br /> Brg Str(psi) 625 625 <br /> DES/GN <br /> Vatue Span X Group Allow LDF Ratio <br /> V(Ibs) 4669 1 0'2" 31 9080 115% 0.51 <br /> M�ft-Ibs} 16353 1 4'8" 31 22887 115°� 0.71 <br /> LtRn�lbs) 5724 0 0'd" 31 6562 0.87 See Note#4 <br /> RtRn(Ibs) 5724 0 9'3" 31 6562 0.87 See Note#4 <br /> LLDefl(in.) 0.20 1 4'8" 31 0.46 U543 <br /> TLDefl�in.) 0.28 1 4'8" 31 0.62 U392 <br /> t1SE: GPLAM 2.OE 1.75x11.88"2 Plies Grade selected bv user <br /> GP LAM tm Georgia-Pacific Wood Products, LLC <br /> NOTES: <br /> 1.Designed in accordance with Natlona/Design Speciflcations for Wood Construction and appficabie Approvals or Research Reports. <br /> 2.Provide full depth/ateral support at al/bearing locations.Allowable positive moment is calcu/ated based on top ealge with contlnuous <br /> lateral suppon. <br /> 3.Loads have been input by the user and have not been ve�ed by Georgia-Pac�c Wood Products LLC. <br /> 4. This reactfon is based on ihe combination of/oads&duration factors fhat produces the hlghest stress ratio and may be less than <br /> maximum reaction. Therefore,when reaction va/ues are required,use Max R n from Supports'seciion above. <br /> 5.Bearing/ength(Min 8rg(in.)J based on allowable stress of support material(Brg Str(psi));support material capacity shall be ve�ed <br /> (6y others). <br /> 6.Roof Usage:install with minimum 1/4:12 s/ope for adequate drainage. <br /> 7. When required by the building code,a reglstered design professiona/or building o�cial shou/d verify the input loads and produc! <br /> app/ication. <br /> 8.For beams with loads applied equally to both plies,either top or side loaded,nail plies together with 2 rows of 16d nafls�12' <br /> o%(one row 2"from top,one row 2"fiom bottom). <br /> 9.For beams with loads not applied equally to all plies,refer to Fastening Recommendations for Side-Loaded,Multiple-Piece Members <br /> in the GP Engineered Lumber Residential Floor 6 Roof Systems Product Guide. <br /> 10.Max/Min reactions are based on the applicable load combinaHons ouUined in the notes.Summatlon of max/min reactions for various <br /> DOL may not match tota/ma�min reaction. <br /> 11.Analysis valid for dry-use on/y(/ess than 16%mo/sture content). <br /> 12.Company,product or brand names referenced are trademarks o�registered trademarks of their r�espective owners. <br /> 13.Load Combinations:10=D,20=D+100%,30=D;!15%,40=D+125%,50=D+133%,60=D+0.75(}DO%+115%),70=D+0.75"(?00'r6+125%), <br /> 80=D+OJS(100%+115%+133%),90=D+0.75(100ib+125%+133'/), 100=0.6D+133%, 110=D+Commercial Ld(f 00%), 120=D+0.75(100%+133%) <br /> 14.Group=Load Combination Number+Load Pattern number.(For slmple span,Load pattem=i ior LL,0 for DL). <br />