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SFA Design Croup, LLC <br />STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS <br />Bankston Residence Und <br />12.375" in 0 Pin Pile System <br />0besign Input <br />Pin Pile System Designation = <br />X-Strong, Sch 80 <br />Vertical Load to Pier, PTL = <br />6.981 kips <br />Minimum Installation Depth, L = <br />10.000 ft <br />Unbraced Length, I = <br />0.500 ft <br />Eccentricity, e = <br />4.250 in <br />Friction Factor of Safety, FS = <br />2 <br />Design Load (Vertical), PDL = <br />6.981 kips <br />Design Moment, MomentPler_CL = <br />29._667 kip -in <br />Sleeve Property Input <br />_ <br />Sleeve Length = <br />36.000 In <br />EXCAVATION — <br />Design Sleeve OD = <br />2.822 in <br />Design Wall Thickness = <br />0.176 in <br />r = <br />0.937 in <br />I <br />A = <br />1.465 in <br />S= <br />0.912in' <br />L <br />Note: Sleeve reduces bending stress on main Z = <br />1.235 in' <br />pier from eccentricty I = <br />1.287 in <br />E = <br />29000 ksi <br />z <br />w <br />Z <br />PROJECT NO. (SHEET NO. <br />MFR23-236 <br />/2024 <br />Q�/PILE/ <br />REACTION <br />(E) STEMWALL AND FOOTING <br />I (E) GRADE <br />PILE CAP <br />III= <br />I I E <br />(I e <br />111= ° <br />FOUNDATION BRACKET <br />i —III III , I=1 <br />I =III—i -III = PNEUMATICALLY DRIVEN <br />Fy = 50 ksl - Z _ =1 I I_ I I —III : PILE & EXTERNAL <br />Pier Property Input -- I s o .i I I —I -III- SLEEVE <br />Design Tube OD = 2.319 in <br />Design Wall Thickness = 0.190 in I I <br />k= 2.10 �III�II1= <br />r = 0.756 in <br />A = 1.272 in <br />Note: Design thickness of pier and sleeve c = 1.160 in <br />based on 93% of nominal thickness perA1SC S = 0.627 in' <br />and the ICC-ES AC358 based on a corrosion Z = 0.865 in' I <br />loss rate of 50 years for zinc -coated steel REACTION LOAD <br />I = 0.727 in 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 boubly and Singly Symmetric Members Subject To Flexure and Axial Force I <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)'S = 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, nc = 1.67 <br />Allowable Axial Compressive Strength, Pn1Qc = 44.6 kips §E1 <br />Actual Axial Compressive Demand, Pr = 6.981 kips <br />D/t,le, = 12.2 OK, <.45E/Fy §F8 <br />Mn = 126.0 kip -in §(F8-1) <br />Safety Factor for Flexure, Ob = 1.67 <br />Allowable Flexural Strength, Mn/nb = 75.4 kip -in §F1 <br />Actual Flexural Demand, Mr = 29.7 kip -in <br />Combined Axial & Flexure Check = 0.47 OK §(H1-la & 11 <br />Max Load To Pin Pile = Design Load = 6981 lb <br />2.375" Diameter Pipe Pier with 0.154" Thick Wall <br />3.5" Diameterx36" Long Pipe Sleeve With 0.220" Thick Wall <br />Pin Piles Are To Be Driven W/ A 110 lb Pneumatic Hammer Until Less Than <br />One -Inch of Vertical Movement Is Observed In A One -Minute Time -Span <br />