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Date: 19-Mar-18 <br /> STARK 8Foundation Underpinning Designed by: NDS <br /> FOUNDATIONS3212 16th Street,Everett,Washington <br /> a <br /> Job No.: 18.029.RFS <br /> Helical Pier Design-Worst Case <br /> Vertical Design Loads: <br /> Tributary Widths: <br /> Roof= 17 ft -----> 255 plf <br /> Third Floor= 0 ft > 0 plf <br /> Second Floor= 6 ft > 90 plf <br /> First Floor= 6 ft > 90 plf <br /> Walls= 16 ft > 128 plf <br /> Foundation Wall(height)= 8 ft > 800 plf <br /> FDL= 1363 plf <br /> Live: <br /> Roof(snow)= 17 ft > 425 plf <br /> Third Floor= 0 ft > 0 plf <br /> Second Floor= 6 ft — > 240 plf <br /> First Floor= 6 ft > 240 plf <br /> fLL= 905 plf <br /> Max Pier Spacing= 6 ft <br /> Pier Working Loads: <br /> PDL= 8178 lbs <br /> 0.75*Pu_= 4073 lbs <br /> PTL= 13000 lbs <br /> Ultimate Design Load,PuLT= 26000 lbs <br /> Pier Design: <br /> Pier Type: Helical Plert <br /> Bracket: 2.88NCB U Bracket Cap= 45000 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation <br /> Mechanical Ratings of Brackets(Appendix A) <br /> Shaft Diameter: 2.875" ul <br /> Installation Torque,T: <br /> Quit= 2(Pa) Quit= Kt(T) where Kt=helix torque factor(ft"t)according to Shaft Dia Kt <br /> 26000 lbs the following table: 2.375 10 <br /> 2.875 9 <br /> 3.5 7 <br /> Therefore,T= Quit/Kt Allowable TSHAFT= 8200 ft-lbs Therefore ok 4.5 6 <br /> 2889 ft-lbs <br />