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Date:09-Nov-19 <br /> STARK W Foundation Underpinning Designed by:NDS <br /> FOUNDATIONS 0 111880thStSW <br /> 0 Everett,Washington <br /> ce <br /> Project No.: 19.151.RFS <br /> Helical Pier Design-Worst Case <br /> Vertical Design Loads: <br /> Tributary Widths: <br /> Roof= 7 ft > 105 plf <br /> Third Floor= 0 ` `ft > 0 plf <br /> Second Floor= 0 ft > 0 plf <br /> First Floor= 0 ft > 0 plf <br /> Walls= 8 ft > 64 plf <br /> Foundation Wall(height)= 2 ft > 200 plf <br /> Soil(height)= 1 ft > 110 plf <br /> EDL= 479 plf <br /> Live: <br /> Roof(snow)= 7 ft > 70 plf <br /> Third Floor= 0 ft > 0 plf <br /> Second Floor= 0 ft > 0 plf <br /> First Floor= 0 ft > 0 plf <br /> ELL= 70 plf <br /> Max Pier Spacing= 7 ;:'';ft <br /> Pier Working Loads: <br /> POL= 3353 lbs <br /> 0.75`PLL= 368 lbs <br /> Working Load,PTL= 4000 lbs <br /> Ultimate Load,PULT= 8000 lbs <br /> Pier Design: <br /> Pier Type:Helical Pier <br /> Bracket:2.88-TLB': Bracket Cap= 27900 lbs Therefore ok Reference ICC report(attached) <br /> Shaft Diameter:2.875" <br /> Installation Torque,T: <br /> Quit=2(PTL) Quit=Kt(T) Shaft Dia Kt <br /> 8000 lbs where Kt=helix torque factor(ft-1)according 2.375 10 <br /> to the following table: <br /> 2.875 9 <br /> 3.5 7 <br /> Therefore,T=Quit/Kt Allowable TSHAFT= 8200 ft-lbs Therefore ok 4.5 6 <br /> 889 ft-lbs <br /> i22 <br />