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Pitzer 3 Associates <br />2722 Colby Ave <br />Suib 722 <br />Ewr�tf, WA 88Y07 <br />Description Computer Sheet 01 <br />Iniormation <br />Titla : SWffenheg{ saidence Job f 07-308 <br />Dspnr. TJP Dab: B:40AM, 22 OCT 07 <br />Dsscrlptlon : <br />Scop�: <br />Timber Column Design <br />1 <br />Code Ref: 2007 NDS, 2D03 IBC, 2003 NFPA 5000. Basa al�owabbs are user defined. <br />RecLnpular Column Lood Duration Factor 7.00 <br />Column Depth 5.50 in Fc 1,300.00 psi <br />Width 1.50in Fb 850.00 psi <br />Savm E- Elastic Modulus 1,300 bi <br />Hem Fir, No.2 <br />Unbraced bnpth tor yy" u�is aidewaya detbdion 12.00 R <br />Unbnced knpth tor "x-�f' azia sidaways deNection 0.50 R <br />LuJO(for Bendinp 72.00 R <br />Lwd�- s --- -- - - - � <br />De�d Load LNa Load Short Tertn Laad <br />AxUI Lwd 352.00Iba 5B6.00 Ibs 0.00 Iba <br />Ecantricity O.00Oin <br />ApplNd Moment 0.00 fn� 0.00 in# <br />Mau. Design Moment O.00in# O.00in4 <br />ummary <br />Using : 2x6, Width= 1.50in, Depth= 5.50in, Total Column Ht= 12.00ft <br />DL+LL DL+LL+ST <br />k: Compression 113.70 psi 113.70 psi <br />Fe: Allowable 571.Bfi psi 511.86 psl <br />Poz : Fbzural <br />Fbx : Allowable <br />Intaraction Value <br />0.00 psi <br />783.61 psi <br />0.2I21 <br />201.69 pai <br />783.61 psf <br />0.317! <br />1,548.00 inal <br />1,6�l.00 In�N <br />Column OK <br />DL + ST <br />42.67 psl <br />511.86 pai <br />201.�9 pai <br />783.61 paf <br />0.26l6 <br />�Stross Details � <br />Fc : X-X 1,412.62 psi For B�ndlnp Stn�s Glp... <br />Fc : Y-Y 511.86 psi Max k'Lu / d 50.00 <br />F'c : Allowable 511.86 psi Le : Bending �.pg R <br />Fc:Allow • Load Dur Fador 511.86 psi (Lu•xx • NDS Teble 3.3.3 /acfor� <br />F'bx 783.61 pai Rb :(Le d/ b^2) ^.5 25.450 <br />F'bz • Load Duration Factor 783.61 psi Min. Allow k•Lu / d 11.00 <br />Cf:Bending 7.300 <br />For I1xid Strosa Calw... <br />Ct : Azial 1.100 <br />Azia� X•X k Lu / d 1.00 <br />Axial Y•Y k Lu / d 26.18 <br />O <br />