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� <br />� <br />COMPANY PROJECT <br />Design Build Services, Inc. A and S Construction <br />28118120th St SE 2102 Wetmore Ave, Evereri <br />WOO�Works� Monroe,WA98272 SteveFindley <br />(360) 7939659 j7.w.W <br />July 25, 2012 17:37 <br />SOfiWAXFFORW000 DESlGN <br />Design Check Calculation Sheet <br />WoodWorks Sizer 9.15 <br />Loads: <br />Loaa :Ype Dis[i:buCicn Pa[- Lo<a[ion �EC] MagniCude Uni[ <br />Cern S[dr[ End S[arC End <br />Loa31 Dead Ful: GDL No 30.0 plf <br />LoaG'2 Snow Fuli ODi hc 50.0 plf <br />Self-wei h[ llead Full WL Nc 1.1 1f <br />Ma�cimum Reactions (Ibs) and Bearing Lengths (in) : __ <br />� <br />_ _ � _ - <br />--� �'-_�--� <br />_ _- _ 5'-9 1' _� 4. - - - _- <br />- __- ---�- <br />�- <br />-- = _- _ ._ ___-- i <br />-� _. _ _ __ _ _ <br />�- _ __ . <br />� 1L5-� - <br />�_ _ . ___ _-__. <br />�� <br />� � _�� --_. __- <br />- -- <br />-= <br />_�-- <br />� --- -� <br />0' 1' S <br />[lnfactored: <br />DEad 108 6� <br />Snow -- 96 <br />Factored: <br />iotal 263 i6' <br />Bea:ing: <br />Length 3.50 0.50` <br />Min req'd 0.50' 0.50' <br />"Minimum 6ea n len settin used�. 1/2" for end su rts <br />�7 <br />Lumber-soft, Hem-Fir, No.2, 2x4 (1-112"x3-1/2") <br />Supports' 1- Lumber-sofl Beam, D.Fir-L No.2; 2- Hargar, <br />Roof joist spaced at 24.0" Gc Total length: 5'-9.1"; Pitch: 6.0/12; <br />Lateral suppoA: top= full, boriom= at supports; Repeti[ive fador. applied wfiere permitted (refer to online help); <br />Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : <br />Cricerion anal s s value nesi n va]ue anal sis/nesi n <br />Shear = 38 P�' = 1'/2 fv/Fv' = 0.12 <br />Bendiny(+; fb = 589 Fb' = 1686 fb/FC' = 0.35 <br />Sendi�9(-) fb = 166 Fb' = 16�5 fb/Fb' = O.1C <br />neflection: <br />In[erior Dcad O.C3 = <L/999 <br />Live 0.05 =<L/999 0.22 = L/250 0.2� <br />Total 0.09 = L/598 0.30 = L/18U 0.30 <br />Can[il. Dead -0.02 = L/66� <br />L,ive -0.03 = L/461 0.11 = L/120 0.26 <br />TOL�I -0.06 = L/225 0.15 = L/90 0.90 <br />Additional Data: <br />FACTOKS: ��/EIFs:1C1; CN C[ CL CF C:u Cr :trC Ci Cn LCk <br />FV' "�SO 1.15 1.00 1.00 - - - - '_.00 1.00 1.00 2 <br />Fb't 8SC 1.15 1.00 1.00 -.000 1.SOC 1.00 1.15 1.00 1.00 - 2 <br />Fb'- BSC 1.15 1.00 1.00 �.993 1.500 1.00 1.15 1.00 1.00 - 2 <br />FCp' 905 - 1.00 1.00 - - - - 1.00 1.00 - - <br />E' 1.3 mi.11ion 1.00 1.00 � - - � 1.00 1.00 - 2 <br />Emin' 0.97 million 1.00 1.00 - - - - 1.00 1.00 - � <br />CRITICAL LOAD COMBINATIONS: <br />Shea: : LC q2 = n.S, V= 161, v design = 132 lbs <br />6er.di^a(��: LC ql = D�S, N= i99 lbs-ft <br />aer.diag(-;: LC p2 = D.S, K= a2 lbs-:[ <br />DefleC:io:.: LC #2 = D-5 (]:ve) <br />LC q2 = D+S (Cotai) <br />Bearino: Allowable beari-�a aL an angle F'Cheta Calculated for eacF supporC <br />s per NDS 3.70.3 <br />�=dead 1.=1ive S=snow W=wind I=impact Lr=roof live i.c=concentrated e=ear[hquake <br />All LC's aYe lisLed in Che Analysis ouCput <br />Load Combir.aiions: ASCE 7-OS / ZBC 2C09 <br />CALCULATIONS: <br />De`_lect:cn: " = 7e06 lb-in2 <br />"L:ve" deflection = Cefiectior. fxon a1=- - d loads (1_v i�d, ow._) <br />Totai Def]eCtior. _:.50(Dead Load DefleCtion)ed Live Loaa DefleC[io.:sn <br />Design Notes: <br />1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2008), the National Design Specification (NDS 2005), and NDS Design Supplement. <br />2. Please veri(y fhat the de(ault deflection limits are appmpriate for your application. <br />3. Continuous or Cantilevered Beams: NDS Clause 42.5.5 requires that normal gradirg provisions 6e extended lo the middle 2B o( 2 span beams and to the full lergth of cantilevere arW other spans. <br />4. Sawn lumber bending members shall be la�erally suppotled according to ihe provisions of NDS Clause 4.4.1. <br />5. SLOPED BEAMS: level bearing is required for all stoped beams. <br />6. The critical defleclion value has been determined using macimum back-span deFlection. Cantilever deflections do not govem design. <br />�+ <br />