Laserfiche WebLink
Date: 18-Jan-21 <br /> STARK A� <br /> W Foundation Underpinning Designed by:NDS <br /> FOUNOAT1ONS O 5504 5th Street <br /> 0 Zephyhills,Florida <br /> a <br /> Helical Pier Design-Worst Case Project No.:21.O1O.LRE <br /> Vertical Design Loads: <br /> Tributary Widths: <br /> Roof= :,� 20,X+It -------> 300 plf <br /> Third Floor=- 0 °:ft ---- > 0 p(f <br /> Second Floor= 0 It > 0 plf <br /> First Floor= 4 ft —-----> 60 plf <br /> Walls=- S It ------> 64 pif <br /> Foundation Wall(height)= 2:- It -------> 200 pif <br /> Soil(height)__ i " ,It -------> 110 pif <br /> EDL= 734 Of <br /> Live: <br /> Roof(snow)= 20 ft -------> 0 plf <br /> Third Floor= 0 ft -------> 0 pif <br /> Second Floor= 0 ft —-----> 0 pif <br /> First Floor= 4 It -------> 160 plf <br /> fLL= 160 plf <br /> Max Pier Spacing or Trib= It <br /> Pier Working Loads: <br /> Ppt,= 4404 Ibs <br /> 0.75*PLC= 720 Ibs <br /> Working Load,Pn.= 6000 Ibs <br /> Ultimate Load,PUNT= 12000 lbs <br /> Pier Design: <br /> Pier Type:Helical Pier <br /> Bracket: FS2888L . Bracket Cap= 25300 Ibs Therefore ok Reference]CC report(attached) <br /> Shaft Diameter:2.875" <br /> Installation Torque,T- <br /> Quit=2 Quit=K,(T) where Kt=helix torque factor(ft-1)according Shaft Dia Kt <br /> 120 <br /> 12400 Ibs to the following table: 2.375 10 <br /> 2.875 9 <br /> 3.5 7 <br /> Therefore,T=Quit J Kt Allowable TsHAFr= 8200 ft-lbs Therefore ok 4.5 6 <br /> 1333 ft-Ibs <br />