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5FA Design Group, LLC <br /> PROJECT NO. SHEET NO. <br /> S tRUCTURAL I GEO I ECHNICAL I SPECIAL INSPECT IONS MFR23-236 <br /> PROJECT DATE <br /> Bankston Residence Underpinning 3/1/2024 <br /> SUBJECT BY <br /> 2.375"in 0 Pin Pile System CAF <br /> Design Input r(E)FLOOR SHEATHING <br /> Pin Pile System Designation= X-Strong, Sch 80 <br /> Vertical Load to Pier, PTL= 6.981 kips <br /> Minimum Installation Depth, L= 10.000 ft <br /> Unbraced Length, I= 0.500 ft �_(E) FLOOR FRAMING <br /> Eccentricity,e= 0.500 in SlalP ABU W/5/a"c><r EMBED (PARALLEL AS OCCURS) <br /> ANCHOR TO CONC PILE CAP&(2) (E)POST <br /> Friction Factor of Safety, FS= 2 /2"0 THRU-BOLTS AT (E)POST PROV DE(3) }4 <br /> Design Load (Vertical), Poi_= 6.981 kips N REBAR EA WAY T&B <br /> Design Moment, Moment F <br /> PlerDL= 3.490 kip-inAr-, (E)GRADE INTERIOR <br /> �_ <br /> p y Input <br /> Pier Property <br /> Design Tube OD 2319in 3INTYP <br /> Design Wall Thickness= 0.190 in ",,-7' <br /> k= 2.10 .n NCB FOUNDATION <br /> r= 0.756 in BRACKET PER PLAN <br /> PER I � CONC PILE CAP PER <br /> A= 1.272 in2 PLAN I PLAN(fc=2500 PSI) <br /> Note: Design thickness of pier and sleeve c= 1.160 in PIN PILE PER PLAN <br /> COMPETENT NATIVE SOIL <br /> based on 93%of nominal thickness per A/SC S= 0.627 in' <br /> and the ICC-ES AC358 based on a corrosion <br /> loss rate of 50 years for zinc-coated steel Z= 0.865 in' 0, .4 <br /> I = 0.727 in4 <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 /> Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force <br /> Pier Output Pe —.: .:_- <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/F0).5= 103.55 §E3 <br /> modulous of pier and sleeve For= 58.554 ksi §(E3-2&E3-3) <br /> Pn= 74.5 kips §(E3-1) <br /> Safety Factor for Compression, De= 1.67 <br /> Allowable Axial Compressive Strength,Pn/(1,= 44.6 kips §E1 <br /> Actual Axial Compressive Demand, Pr= 6.981 kips <br /> D/tp,ef= 12.2 OK,<.45E/Fy §F8 <br /> Mn= 51.9 kip-in §(F8-1) <br /> Safety Factor for Flexure, Ob= 1.67 <br /> Allowable Flexural Strength, Mr,/C)b= 31.1 kip-in §F1 <br /> Actual Flexural Demand, Mr= 3.5 kip-in <br /> Combined Axial&Flexure Check= 0.19 OK §(H1-la&1b) <br /> Results <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 />