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tI , KREBS DRAFTING AND DESIGN RICHARD KREBS ; ��'� i �� E 15 Apr 2010 4:15 am 1291 DIAMOND CT , SHAKOPEE, MN. 55379- (952�145-5787 `��w�� "� � FASTBeamO Engineering Analysis 01996-2009 Geor�-Pacific Corporation Version: 10.1 _ Project : PLAN 10-6.FBD � KEVIN SHU�T2 Mark#: Beam -Floor1 BILLIARDS WND Usage : Beam (Floor) Spacing (in.) : 0.0 Max Defl : LL= LI360 TL= LI240 . , psi 3.0", 625 psi LOADS Project Design Loads:Floor.Live=40 psf,Dead=10 psf,�Roof.�Live=40 psf,Dead=15 psf. Live+Dead Ld�T) Live Ld(L) LDF Location" # Shape @Start @End @Start @End Span# Starts Ends Additional lnfo 1 Uniform(plfl 600 480 100% 0 0'0" 7'4 1/8" FLOOR 2 Uniform(pl� 90 0 100% 0 0'0" 7'4 1/8" WALL 3 Partial(pl� 1045 760 115% 0 0'0" 2'5 13/16" ROOF 4 Partial(plfl 1045 760 115% 0 6'6 5/16" 7'4 1/8" ROOF 5 Concentrated(Ibs) 2090 1520 115% 0 2'S 1/16" KITCHEN WND 6 Concentrated(Ibs) 2090 1520 115% 0 6'7 1/16" KITCHEN WND Uniform(pl� 9 0 0 0 7'4 1/8" Self Weight *Dimensions measured from left end when span#is 0,otherwise, from!eft end of the specified span. SUPPORTS(lbs) � 2 Max R'n 5252 5244 Max 100% 1763 1763 ' Max 115°� 2778 2771 Min R'n 1846 1843 Min 100% 1763 1763 Min 115°/a 2778 2771 DL R'n 1846 1843 Min Brg(in.) 2.40 2.40 [Based on bearing stress belowj Brg Str(psi) 625 625 DES/GN Value Span X Group Allow LDF Ratio V(IbS) 3916 1 0'2" 61 7266 115% 0.54 M(ft-Ibs) 8514 1 2'5" 61 15014 115°/a 0.57 LtRn(Ibs) 5252 0 0'0" 61 6562 0.80 See Note#4 RtRn(tbs) 5244 0 7'4" 61 6562 0.8Q See Note#4 LLDefl(in.� 0.12 1 3'8" 61 024 U713 Tl.Defl(in.) 0.19 1 3'8" 61 0.37 U460 USE: GPLAM 2.OE 1.75x 9.50"2 Plies Grade selected bv user GP LAM tm Georgia-Paci�c Wood Products, LLC NOTES: 1.Des/gned in accordance with Nationa!Design Specifications for Wood Construction and applJcable Approva/s or Research Reports. 2.Provide full depth lateral support at a/l bearing/ocatlons.Allowable posifive momeni fs calcufated based on top edge with continuous lateral support. 3.Loads have been input by the user and have not been verffied by Georgia-Pac�c Wood Products LLC. 4. This reaction is based on the combination of/oads&duration factors thaf produces the highesf stress ratio and may be/ess than maximum reaction. Therefore,when reaction values are required,use Max R n from'Supports'section above. 5.Bearing length(M1n Br+y(in.))based on a/lowable stress of support material(Brg Str(psi));support materfal capacity shal/be verlfied (by others). 6. When required by the building code,a reglstered design professiona/or building official should verify fhe input loads and product application. 7. This engineered lumber product has been sized for residential use.A concentrated/oad check,per the buildfng code,must be performed for commercial uses. 8.For beams wiih loads applied equa/ly to boih plles,either top or side/oaded,nail plies together with 2 rows of 16d nails @!2" o%(one row 2"irom top,one�ow 2"from bottom). 9.For beams with loads not applied equally to al/plies,refer to Fastening Recommendations for Side-Loaded,Multiple-Piece Members in the GP Engineered Lumber Residendal Floor&Roof Systems Product Guide. 10.Max/Min reactions are based on the applicaWe load combinations outlined in the notes.Summation of ma�dmin reaciions far various DOt may not match tota!maxlmin reaciion. 11.Anatysis valid for dry-use onty(less than 16%mo�sture content). ?2.Company,product or brand names referenced are trademarks or registered tradernarks of their res�ective owners. 13.Load CombinaGons:10=D,20=D+100'/,30=D+115%,40=D+f25%,50=D+133%,60=D+0.75(f00%+115%),70=D+O.fS*(fOQ'�+12596), 80=D+0.75(f00'/+115%+133%),90=D+0.T5(100%+125%+133%), 100=0.6D+133%, 110=D+Commercial Ld(100'/),120=D+0.75(100'/+133%) !4.Group=Load Combination Number+Load Pattem number.(For slmp/e span,Load pattem=1 for LL,0 fo�DL).