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Stud Calc <br />Stud Height L =8.00 ft <br />Stud Spacing s =16.00 in <br />Height of Wall z =12.75 ft <br />Elevation Height zg =171 ft <br />Wind Speed V =95 mph <br />Wind Exposure C <br />Latera Load <br />Effective Area =28.4 ft2 <br />Wind Directionality Kd =0.85 <br />Topography Factor Kt =1.00 <br />Ground Elevation Factor Ke =0.99 <br />Velocity Pressure Exposure Coefficient Kz =0.85 <br />Velocity Pressure qz = 0.00256KzKztKdKeV2 =16.57 psf <br />Internal Pressure Coefficient (GCpi)=-0.18 <br />External Pressure GCp =-1.38 <br />Wind pressure =-25.8 psf <br />Axial Load D+0.75L+0.75Lr 1 <br />Dead Load PD =525 lbs <br />Roof Live Load PLr =349 lbs <br />Live Load PL =132 lbs <br />Snow Load Ps =0 lbs <br />Breadth b =1.5 in <br />Depth d =3.5 in <br />ASD Load Pa = 886 lbs <br />Actual Compressive Stress fc = Pa / (bd)=169 psi <br />Grade No. 2 <br />Compressive Stress Fc =1350 psi <br />Minimum Modulus of Elasticity Emin =580000 psi <br />Effective Length le =96 in <br />Buckling Coefficient k =1.0 <br />Slender Ratio le / d =27.4 < 50 OK <br />Size Factor CF =1 <br />Load Duration Factor CD =1.25 <br />Compression Stress Design Fc* = Fc bdCDCF =1688 psi <br />c =0.8 <br />=634 psi <br />Column Stability Factor =0.34 <br />Compressive Load Allowed F'c = Fc <br />* * CP =574 psi <br />Demand Capacity Ratio DCR = fc / F'c =0.294 <br />F 0.822E <br />l <br />d <br />C <br />1 F <br />F ∗ <br />2c <br />1 F <br />F ∗ <br />2c <br />F <br />F ∗ <br />c <br />A sL <br />3 <br />p q GC GC <br />1606 N Mabury St <br />4/28/2025