Laserfiche WebLink
COMPANY PROJECT <br />Design Build Services, Ina A arW S Construclion <br />28119 120th St SE 2102 Wetmore Ave, Everett <br />� �O O� Wo r k s� Monroe, WA 98272 Steve Findley <br />(380) 7939659 be.wM� <br />July 25, 2012 17:36 <br />SOFfWAREFOF WOOD DFSfGN <br />Design Check Calculation Sheet <br />WoodWorks Sizer 9.15 <br />Loads: <br />Load TypE DisCc;buCion Pa[- Loca[ion [f[] N.agnitude []nit <br />tei'n $Cdrt End StarC Enc <br />1�3 Dead Tr:an�:lar 0.7] 5.93 O.G 21."1 plf <br />2;3 Sr.ow Trianaular 0.2'1 5.93 C.0 35.6 Plf <br />3 j4 DeaC Triangular C.2'1 =_.53 G.0 2C.'] pl: <br />q_j5 Snow T[iangular 0.2'J 5.93 0.0 33.] p_�� <br />Self-wci .^,[ ➢ead Full [7DL 1.1 if <br />Maximum Reactions (Ibs) and Bearing Lengths (in) : ,� <br />� <br />-� <br />� _ �i <br />-- -- � <br />_ g'-8.8" _ - <br />__- � _ <br />_-- - - . _" �-� <br />_ _ <br />----- ��_�-� -____ <br />� __�"_ � __ � _� _ - __ <br />� -�� - <br />� . _ - _ --_ �_ -- _ _ <br />_- �� <br />_ -� <br />5'-7.9'• <br />Unfactored: <br />Dead 96 69 <br />S�ow 65 128 <br />:aC[ored: <br />Total 110 zl� <br />Bearing: <br />Length 3.50 3.50 <br />Min req'd 0.50' O.SOR <br />`Minimum bea n len t setti used: 1/2" for end su rts <br />b8 <br />Lumber n-ply, Hem-Fir, No.2, 2x4, 1-ply (1•1/2"x3-1/2") <br />Supports: All - Lumbersok Beam, D.Fir-L No2 <br />To[al length: 6'-8.8"; Pitch: 4.5/12; <br />Lateral suppod: top= (ull, bottom= at supporis; <br />Analysis vs. Allowable Stress (psi) and Deflection (in) uaing NOS 2005: <br />Cr:terion Nal s s value Des value Mal sis/nesi r <br />Shear = SO = 1'/2 fv/}l�' = C.29 <br />Be:d:ng(.1 fb = 5Zfi Fc' -_566 fb/Fb' - C.G3 <br />Dead llefl'n 0.09 = :./806 <br />Live Deti' 0.13 = L/56S C.2� : L/360 �.G4 <br />Total llCfl'n 0.26 = L/2'/5 0.3� = L/2A0 0.0"1 <br />Additional Data: <br />FACTORS: F/F.(p5i)CU CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN <br />Fv' 15C, 1.15 1.00 1.00 - - - 7.00 1.04 1.00 2 <br />Fb'- 8S0 1.]S 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 - i. <br />Fcp' 405 - 1.00 1.00 - - � - I.00 1.00 - - <br />E' 1.3 millio: i.00 ;.CO - - - - 1.00 ].00 <br />Emin' 0.47 millia.^. 1.00 1.00 - - - - 1.00 1.00 - � <br />CRITICAL LOAD COMBINATIONS�. <br />Shear : LC f!2 = D+S, V= 203, v dcsign = 1�3 lbs <br />Nen3ing(.): LC N7 = D+S, ht = a3� lbs-fc <br />�e'flectio�: LC N7. = D�S (live) <br />LC #Z = C.S (to�all <br />eearing: Allowable bearing ac an angle F�[heca calcula[ed for eact support <br />s per ND$ 3.70.3 <br />D=dead 1.=1ive S=snow W=wind I=imoac[ [.r=roof live Lc=concentra.cd s=earchauake <br />A'_1 LC's a e lisced i^. Che Malysis output <br />Load combina[ions: ASCE ']-OS / IBC 2009 <br />CALCUL4TIONS: <br />DeElec[ioa: EI = '1e06 lb-in2 <br />"Live" deflection = Deflection fiom all n n-dead loads �live, wind, s ow...� <br />Total Deflec[iOn = 1.50(Dead Load DefleCtion) + Live Load DeEleC[ion.n <br />Design Notes: <br />1. WoodWorks analysis arM design are in accordance with the ICC Intemational Building Code QBC 2009), the National Design Specification (NDS 2005), and NDS Design Supplement. <br />2. Please veri(y that the default deflec[ion limits are appropnate for yom application. <br />3. Sawn lumber beMirg members shall be laterally supported accordirg to the pmvisions o( NDS Clause 4 4.1. <br />4. SLOPED 8Fi1MS: level bearing is required for all sloped beams. <br />