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FBI <br /> SFA Design Group, LLC PROJECT NO. SHEET NO. <br /> STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR20-014 <br /> PROJECT DATE <br /> Orme 3/2/2020 <br /> SUBJECT BY <br /> Foundation Supportworks 2.375"in 0 Pin Pile System MEK <br /> G/PIER/ <br /> !Desin Input R;ACTON <br /> gn p PIER CAP WTH <br /> Pin Pile System Designation= Standard,Sch 40 THREADED RODS i -(M)DST-a C <br /> Vertical Load to Pier, PTL= 8.977 kips PIER I <br /> Minimum Installation Depth, L= 10.000 ft <br /> ri EXTERNAL SLEEVE I I ' (E)(GRAD.-- <br /> Unbraced Length, I= 0.500 ft BRACKET "P `. 1=— <br /> Eccentricity,e= 4.250 in EXCAVATION <br /> Friction Factor of Safety, FS= 2 III _ _ <br /> Design Load(Vertical), PDL= 8.977 kips FIIr Fili ,`1n—u,i1 <br /> 9 P III—IIIk�Ii <br /> Design Moment, Moment = 38.154 kip-in 11=11 itl III = <br /> 9 p I-11 I-11-11 CI I CI I CI C' <br /> Pier Property Input LII11�-II IIII II_I <br /> Design Tube OD= 2.318 in 111 ^r11�1 1 <br /> Design Wall Thickness= 0.126 in 'II— -11 rli ll i <br /> k= 2.10 SEE <br /> II I I�III mull <br /> r= 0.776 in _I I Cl l tI I CI <br /> A= 0.865 in2 l Im 1 III=111= <br /> E'S=I I I I�I I' <br /> Note: Design thickness of pier and sleeve 11 III=1I1- <br /> c= 1.159in =I1=11 II ' <br /> based on 93%of nominal thickness per AISC 3 '--1 1-1 III 11 PIER <br /> S= 0.450 in =III illl <br /> and the ICC-ES AC358 based on a corrosion Z= 0.604 in' RREACTION AT LOAD <br /> loss rate of 50 years for zinc-coated steel BEARING STRATUM <br /> = 0.521 in' 1 <br /> E= 29000 ksi Note:Section above is a general representation of piering 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= 16.23 OK,<200 §E2 <br /> Note: Flexural design capacity Fe= 1086.455 ksi §(E3-4) <br /> based on combined plastic section 4.71*(E/Fy).5= 103.55 §E3 <br /> modulous of pier and sleeve Fcr= 58.629 ksi §(E3-2&E3-3) <br /> Pn= 50.7 kips §(E3-1) <br /> Safety Factor for Compression, 0,= 1.67 <br /> Allowable Axial Compressive Strength, Pn/f2,= 30.4 kips §E1 <br /> Actual Axial Compressive Demand, Pr= 8.977 kips <br /> D/tP1ef= 18.5 OK,<.45E/Fy §F8 <br /> Mn= 113.1 kip-in §(F8-1) <br /> Safety Factor for Flexure, 0b= 1.67 <br /> Allowable Flexural Strength,Mn/fQb= 67.7 kip-in §F1 <br /> Actual Flexural Demand, Mr= 38.2 kip-in <br /> Combined Axial&Flexure Check= 0.80 OK §(H1-1 a& lb) <br /> [Results <br /> Max Load To Pier= Design Load=8977 lb <br /> 2.875" Diameter Pipe Pier with 0.165"Thick Wall <br /> 3.5" Diameterx48" Long Pipe Sleeve With 0.216"Thick Wall <br /> Minimum 10'-0" Installation Depth And Minimum 2800 psi Installation Pressure <br /> Minimum'/4'Foundation Lift During Installation <br /> (0J ) a <br />