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� �oQ• Craft Residence Shed _ <br /> � Mark A. Codispoti, P.E. ,oBNo 04-1, ___ <br /> 1T18 N 5th Street SHEET NO. �L3 oF_ 3 <br /> Tacom�, WA 98403 e,, _ Mac DATE May 2017 <br /> CHECKED DATE <br /> STUD BEARING WALL DESIGN <br /> FOR VERTICAL & OUT OF PLANE LATERAL LOADS <br /> Project:04.Craft <br /> Location:Bearing Wall Design-West Elevation <br /> Column <br /> [2015 International Building Code(2015 NDS)] <br /> (2)1.51Nx5.51Nx10.5FT@390.C. <br /> Stud-Hem-Fir-Dry Use <br /> Section Adequate By:16.2°/a <br /> StruCalc Version 10.0.1.1 5/1/2017 12:02:42 PM <br /> DEFLECTIONS LOADING DIAGRAM <br /> Deflection due to lateral loads only: Defl= 0.36 IN=L/354 <br /> Live Load Deflection Criteria: L/180 <br /> VERTICAL REACTIONS <br /> Live Load: Vert-LL-Rxn= 975 Ib <br /> Dead Load: Vert-DL-Rwi= 578 Ib B <br /> Total Load: Vert-TL-Rxn= 1553 Ib <br /> � <br /> �A <br /> HORIZONTAL REACTIONS r <br /> Total Reaction at Top of Column: TL-Fi�m-Top= 341 Ib ;.. <br /> Total Reaction at Bottom of Column: TL-Rxn-Bottom= 341 Ib <br /> COLUMN DATA <br /> Total Column Length: 10.5 ft .�,� <br /> Unbraced Length(X-A�cis)Lx: 10_5 ft �` <br /> Unbraced Length(Y-�is)Ly 0 ft �� �'� <br /> Column End Condition-K(e): 1 �-r <br /> A�tial Load Duration Factor 1.15 tos � �='�,� <br /> Lateral Load Duration Factor(WindlSeismic) 1.33 � <br /> ;r: <br /> STUD PROPERTIES � <br /> Stud-Hem-Fir $ 'E' <br /> Base Values Adiusted '�' <br /> Compressive Stress: Fc= 800 psi Fc'= 563 psi ��; <br /> Cd=1.33 Cp=0.53 ���� <br /> Bending Stress(X-X Aws): Fbx= 675 psi Fbx'= 898 psi `�' <br /> Cd=1.33 CF=1.00 �'r <br /> , ��., <br /> Bending Stress(Y-Y Axis): Fby= 675 psi Fby'= 898 psi ;��_: <br /> Cd=1.33 CF=1.00 --- �''"'''` <br /> Modulus of Elasticity: E= 1200 ksi E'= 1200 ksi - <br /> A <br /> Stud Section(X-X Axis): dx= 5.5 in <br /> Stud Section(Y-Y Axis): dy= 3 in A7(�AI-LOADING <br /> Area: A= 16.5 in2 Live Load: PL= 300 plf <br /> Section Modulus(X-X Axis): Sx= 15.13 in3 Dead Load: PD= 168 plf <br /> Section Modulus(Y-Y Axis): Sy= 4.13 in3 Column Self Weight: CSW= 32 plf <br /> Slendemess Ratio: Lex/dx= 22.91 Total Axiai Load: PT= 500 plf <br /> Ley/dy= 0 <br /> LATERAL LOADING (Dy Face) <br /> Stud Calculations(Controlling Case Only): Uniform Lateral Load: wL-Lat= 20 psf <br /> Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) <br /> Actual Compressive Stress: Fc= 35 psi <br /> Allowable Compressive Stress: Fc'= 563 psi <br /> Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib <br /> Eccentricity Mament(Y-Y Axis): My-ey= 0 ft-Ib <br /> Moment Due to Lateral Loads(X-X Axis): Mx= 896 ft-Ib <br /> Moment Due to Laterai Loads(Y-Y Axis): My= 0 ft-Ib <br /> Bending Stress Lateral Loads Only(X-X Axis): Fbx= 711 psi <br /> Allowable Bending Stress(X-X Axis): Fbx'= 898 psi <br /> Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi <br /> Allowable Bending Stress(Y-Y Axis): Fby'= 898 psi <br /> Combined Stress Factor: CSF= 0.84 <br /> 1 ";� <br /> �� 3,� <br />