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KREBS DRAFTING AND DESIGN RICHARD KREBS 15 Apr 2010 12:21 am <br /> 1291 DIAMOND CT , SHAKOPEE, MN. 55379- (952�45-5787 <br /> FASTBeamO Enqineering Analysis__�7996-2009 Georgia-Pacifrc Corporation _ Version: 10.1 _ <br /> Project : PLAN 10-6.FBD KEVIN SHULTZ <br /> Mark# : Beam -Roof11 PORCH RIDGE BEAM <br /> Usage : Beam (Roo� Spacing {in.) : 0.0 <br /> Max Defl : LL= U240 TL= U180 Slope : OH 2 <br /> I I <br /> ����i � 3.0", 625 psi <br /> LOADS Project Design Loads:Roof.�Live=40 psf,Dead=15 psf,� <br /> Live+Dead Ld(T) �ive Ld(L) LDF l.ocation* <br /> # Shape @Start @End @Start�End Span# Starts Ends Additional Info <br /> 1 Uniform(pl� 385 280 115% 0 0'0" 14'0" ROOF <br /> Uniform(plfl 9 0 0 0 14'0" Self Weight <br /> 'Dimensions measUred from left end when span#is 0,otherwise,from Ieft end of the spec�ed span. <br /> SUPPORTS(IbsJ <br /> 1 2 <br /> Max R'n 2758 2758 <br /> Max 115°� 1960 1960 <br /> Min R'n 798 798 <br /> Min 115°!0 1960 1960 <br /> DL R'n 798 798 <br /> Min Brg(in.} 1.50 1.50 [Based on bearing stress below] <br /> Brg Str(psi) 625 625 <br /> DES/GN <br /> Value Span X Group Aibw LDF Ratio <br /> V(Ibs) 2397 1 0'2" 31 7266 115% 0.33 <br /> M�ft-tbs) 9653 1 7'0" 31 15014 115% 0.64 <br /> LtRn�lbs) 2758 0 0'0" 31 6562 0.42 See Note#4 <br /> RtRn(Ibs) - 2758 0 14'0" 31 6562 0.42 See Note#4 <br /> LLDefl(in.) 0.51 1 7'0" 31 0.70 L/331 <br /> TLDefI(in� 0.71 1 7'0" 31 0.93 LJ235 <br /> USE: GPLAM 2.OE 1.75x 9.50"2 Plies Grade selected bv user <br /> GP LAM tm Georgia-Pacific Wood Products, LLC <br /> NOTES: <br /> 1.Designed in accordance with Nationa/Design Spec�cations for Wood Construction and applicable Approvals or Research Reports. <br /> 2.Provide fu/l depth latera/support at a/l bearing/ceations.Allowab/e posifive moment is calculated based on top edge wfth continuous <br /> lateral support. <br /> 3.Loads have been input by the user and have not been ve�ed by Georgia-Pacific Wood Products LLC. <br /> 4. This reaction is based on the combination oi loads&duration factors that produces the highest stress ratio and may be less than <br /> maximum reaction. Therefo�,when reaction va/ues are required,use Max R'n from Supports'section above. <br /> 5.Bearing/ength(Min Brg(in.)J based on allowable stress of support material(Brg Str(psi));support material capacity sha!!be ve�ed <br /> (by others). <br /> 6.Roof Usage:Install with minimum t/4:1Y s/ope for adequate drainage. <br /> 7. When required by the building code,a registered design professiona/or building official should verify the lnput loads and product <br /> application. <br /> 8.For beams with loads applied equally to both plies,either top or side loaded,nall plies together with 2 rr�ws of 16d nails @ 92" <br /> o%(one row 2"from top,one row 2"from bottom). <br /> 9.For beams with/oads not applied equally to all plies,refer to Fasteni�g Recommendations for Side-Loaded,Multiple�Piece Members <br /> in the GP Eegineered Lumbe�Residentia/F/oor 8 Roof Systems P�oduct Guide. <br /> 10.Max/Min reactions are based on the applfcable load combinations outlined in the notes.Summation of max/min reactions ior various <br /> DOL may not match tota/maadmin reaction. <br /> 11.Analysis vatid for dry-use onty(less than 1 B%moisture contentJ. <br /> 12.Company,product or brand names referenced are trademarks or regfstered trademarks of tf►eir respecffve owners. <br /> 13.Load Combinations:1�=D,20=D+100'/,30=D+115%,40=D+125%,5�D+133%,60=D+0.75(100%+i 15%), 70=D+0.75*(100'/+125'/), <br /> 80=D+0.75(100'/+f)5%+133�),90=D+0.75(100'/+925%+133%), f 00=0.6D+133%,110=D+�mmercia!Ld(100'/), 120=D+0.75(100%+t 33%) <br /> 14.Group=Load Comb/nation Number+Load Pattern number.(For simple span,Load pattem=1 for LL,0 for DLJ. <br />