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111 <br /> 5FA Design Group, LLC PROJECT NO. SHEET NO. <br /> STRUCTURAL 1 GEOTECHNICAL I SPECIAL INSPECTIONS MFR22-191 <br /> PROJECT DATE <br /> Evans 1/26/2023 <br /> SUBJECT BY <br /> Foundation Supportworks 2.375"in 0 Pin Pile System JAM <br /> Design Input REACTION <br /> F Pin Pile System Designation= X-Strong, Sch 80 I (E) <br /> PILE (E)sTELwALL AND FOOTING <br /> Vertical Load to Pier, PTL= 5.838 kips 7=- . cRnoE <br /> Minimum Installation Depth, L= 10.000 ft �CMI . I._— _F _. <br /> Unbraced Length, I= 0.500 ft YeAVATION -_- <br /> _, '. <br /> Eccentricity,e= 4.250 in p 0.: _ <br /> a ; <br /> Friction Factor of Safety, FS= 2 =-- r <br /> Design Load(Vertical), Poi_= 5.838 kips o <br /> -11 <br /> Design Moment, Moment <br /> PleroL= 24.812 kip-in —� <br /> Pier Property Input 1 '1 T-FCANDATION BRACKET <br /> Design Tube OD= 2.319 in ,________1 I Nl, <br /> i z PNEUMATICALY DRIVEN <br /> Design Wall Thickness= 0.190 in PILE&EXTERNAL <br /> k= 2.10 s I SLEEVE <br /> r= 0.756 in I :I <br /> Note: Design thickness of pier and sleeve = 1.160 inZ <br /> c <br /> based on 93%of nominal thickness per AISC = 1. 60 in <br /> and the ICC-ES AC358 based on a corrosion S= 0.627 in' <br /> loss rate of 50 years for zinc-coated steel Z= 0.865 in' REACNON AT LOAD <br /> = 0.727 in4 BEARING STRATUM <br /> E= 29000 ksi Note:Section above is a general representation of pin pile system, <br /> Fy= 60 ksi refer to plan for layout and project specific details. <br /> Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force <br /> kl/r= 16.67 OK,<200 §E2 <br /> Note: Flexural design capacity Fe= 1029.434 ksi §(E3-4) <br /> based on combined plastic section 4.71`(E/Fy)5= 103.55 §E3 <br /> modulous of pier and sleeve Fcr= 58.554 ksi §(E3-2&E3-3) <br /> Pn= 74.5 kips §(E3-1) <br /> Safety Factor for Compression, 0,= 1.67 <br /> Allowable Axial Compressive Strength, Pn/O,= 44.6 kips §E1 <br /> Actual Axial Compressive Demand,Pr= 5.838 kips <br /> D/tp,„= 12.2 OK,<.45E/Fy §F8 <br /> Mn= 51.9 kip-in §(F8-1) <br /> Safety Factor for Flexure, 0b= 1.67 <br /> Allowable Flexural Strength,Mn/Qb= 31.1 kip-in §F1 <br /> Actual Flexural Demand,Mr= 24.8 kip-in <br /> Combined Axial&Flexure Check= 0.86 OK §(H1-la& 1b) <br /> Results <br /> Max Load To Pier= Design Load=5838 lb <br /> 2.375" Diameter Pipe Pier with 0.154"Thick Wall <br /> Minimum 10'-0"Installation Depth And Minimum 1800 psi Installation Pressure <br /> Drive Until Less Than 1"Movement Is Observed In a 1 min Time Span With <br /> a 110LB(Or 140LB)Pneumatic Hammer <br />