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•47fA-7 <br /> flirll <br /> ICOMPANY PROJECT <br /> // Design Build Services,Inc. Julie 8 Michael Larson, <br /> O O�, A /O 28119 onroe. A 9 SE Everett Remodel- <br /> Monroe.,Y/ Monroe,WA 9659 2523 State Street,Everett,WA 98201 <br /> PH:360-193-9659 Job#22-32315 <br /> SOFtWAREFOR WOOD VfSfCm. Nov.10,202212:25 j26.wwb <br /> Design Check Calculation Sheet <br /> Wood Works Sizer 2019(Update 4) <br /> Loads: <br /> Load Type Distribution Pat- Location [ftl Magnitude Unit <br /> LO adl tern Start End Start End <br /> Dead Full UDL 30.0 plf <br /> Load2 Snow Full UDL 50.0 plf <br /> Self-wci ht Dead Full UDL 1.2 plf <br /> Maximum Reactions(lbs)and Bearing Lengths(in): <br /> 5.35V <br /> r 5.042' <br /> Unfactored• <br /> Dead 83 <br /> Snow 117 83 <br /> Factored: 127 <br /> Total 210 <br /> Bearing: _ 210 <br /> 1-1 <br /> Length 0.50. <br /> Min req'd 0.50• 0.50- <br /> "Minimum bearing lenothl setting used:1/2"for end supports 0.50- <br /> j26 1 <br /> Lumber-soft,Hem-Fir,No.2,2x4(1-1/2"x3-1/2") <br /> Supports:All-Non-wood <br /> Roof joist spaced at 24.0"c/c;Total length:5.44':Clear span(horz):5.0`,Volume=0.2 tuft.:Pitch:4112 <br /> Lateral support top=at supports,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); <br /> This section PASSES the design code check. <br /> Analysis vs.Allowable Stress and Deflection using Nos 2018: <br /> Criterion Anal sis Value Desi n Value Unit Anal sis/DenO.29 <br /> Shear fv = 50 Fv' = 172 <br /> Bending(+) fb - 1030 psi fv f\r' =Fb' = 1600 psi fb/Fb' =Live Defl'n 0.12 - L/550 0.27 - L/240 in Total Defl'n 0.19 = L/332 0.35 = L/180 in <br /> Additional Data: <br /> FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC8 <br /> Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 <br /> . . 850 1.15 1.00 1.00 0.949 1.500 - 1.15 1.00 1.00 2 <br /> Fcp 405 - 1.00 1.00 - - - - 1.00 1.00 - p l <br /> E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 <br /> Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 <br /> CRITICAL LOAD COMBINATIONS: <br /> Shear LC 02 = D - S <br /> Bending(+): LC 82 = D + g <br /> Deflection: LC M2 = D + S (live) - <br /> LC 02 = D + S (total) <br /> D-dead S=snow _ <br /> Al LC's are listed in the Analysis output - i I;' !;ice - ¢ <br /> Load Patterns: 5=5/2, X-L+S or L+Lr, =no pattern load in this span <br /> Load combinations: ASO Basic from ASCE 7_16 2.4 / IBC 2018 1605.3.1 <br /> CALCULATIONS: <br /> V max = 198, V design - 175 lbs; M(+) - 263 lbs-ft <br /> EIy - 6.97 1-b-in'2 N <br /> "Live- deflection is due to all non-dead loads (live, wind, snow-) /r',,, <br /> Total deflection - 1.0 dead+ "live" �', / r /' L. U �� .✓- <br /> Bearing: Allowable bearing at an angle F'theta calculated for each support <br /> as per NDS 3.10.3 :•r f �1 ,{ <br /> Lateral stability(+): Lu - 5.31' Le = 9.75' RB = 13.5 �y,� <br /> Design Notes: ( l- f <br /> 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NOS 2018),using Allowable Stress Design(ASD).Design <br /> values are from the NOS Supplement <br /> 2_Please verify that the default deflection limits are appropriate for your application. <br /> 3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. <br /> 4.SLOPED BEAMS:level bearing is required for all sloped beams. <br />