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5FA Design Croup, LLC PROJECT NO. SHEET NO. <br />STRUCTURA1. I GEOTECHNICAI I SPECIAL INSPECTIONS MFR22-280 <br />PROJECT DATE <br />Gale Residence Underpinning 2/24/2023 <br />SUBJECT By <br />2.875 in fd Push Pier System CAF <br />Design Input <br />V ER PI / <br />Vier-S-_ ystem Designation = <br />2.875 in 0 <br />REACTION <br />Pier Material = <br />Galvanized <br />1 <br />External Sleeve Material = <br />Galvanized <br />I (E) WALL FRAMING <br />Vertical Load to Pier, PTA = <br />10.447 kips <br />I (E) SLAB <br />Minimum Installation Depth, L = <br />10.000 ft <br />PIER CAP WITH <br />I ON GRADE <br />Unbraced Length, I = <br />1.000 ft <br />THREADED RODS <br />a <br />Eccentricity, e = <br />4.250 in <br />, ' •'' <br />Friction Factor of Safety, FS = <br />2 <br />I . •I <br />Normal Surface Force, Fn = <br />5.224 kips <br />11=I <br />Design Load (Vertical), PDL = <br />10.447 kips <br />I I=1 I I <br />Design Moment, MomentPierDL= <br />44.401 kip -in <br />BRACKET <br />P'A. 4..; <br />Sleeve Property Input4. <br />; <br />I I=1 I <br />Sleeve Length = <br />36.000 in <br />EXCAVATION <br />Design Sleeve OD = <br />3.444 In <br />Design Wall Thickness = <br />r= <br />0.192 in <br />1.152in <br />I I= <br />I III =III <br />A= <br />1.962 in2 <br />_ _ <br />I I I=111 <br />_ _III— _ <br />I I I = I I —I 11=1 I --I <br />S = <br />Note. Sleeve bending <br />1,512 in' <br />1=117-- <br />W. <br />I I-1=1 I <br />I I —III=1 I I —I I <br />reduces stress on main <br />pier from eccentricZ = <br />ry <br />2.034 in <br />I= <br />2.603 in' <br />I <br />E= <br />29000 ksi <br />I I I:g= <br />I=�_ <br />III —III —I I II <br />III I —III—III—I <br />Fy = <br />50 ksi <br />Pier Property Input <br />.. ,4 .. . n <br />Via_ <br />I I I <br />I I <br />—11 I L— <br />1�111=11 <br />_ . <br />Design Tube OD = <br />._. , <br />2.824 in <br />�: <br />—a <br />I <br />I I <br />Design Wall Thickness = <br />0.162 in <br />I I <br />f 11! I I (I I <br />k= <br />r = <br />2A0 <br />0.943 in <br />_ <br />11=III <br />III I—I11—II <br />I I=1 I I <br />II III- <br />A = <br />1.in2 <br />�I PIER <br />Note: Design thickness of pier and sleeve c = <br />1.412 in <br />I I III I I <br />based on 93% of nominal thickness per AISC <br />S = <br />0.852 in' <br />REACTION LOAD <br />and the ICC-ES AC358 based on a corrosion <br />loss 50 for Z = <br />1148 in <br />. <br />BEARING STRATUM <br />1 <br />rate of years zinc -coated steel <br />I = <br />1.203 in <br />Note: Section above is a general representation of piering system. refer <br />E = <br />29000 ksi <br />to plan for layout and project specific details. <br />Fy = <br />50 ksi <br />Hyrdraulic Ram Area = <br />9.620 in2 <br />Pier Output Per AISC 360-10 Doubly and Singty Symmetric Members Subject To Flexure and Axial Force w.,. <br />kl/r = <br />26.73 <br />OK, <200 §E2 <br />Note: Flexural design capacity Fe = <br />400.512 ksi <br />§(E3-4) <br />based on combined plastic section 4.71-(E/F0 5 = <br />113.43 <br />§E3 <br />modu/ous of pier and sleeve Fa = <br />47.454 ksi <br />§(E3-2 & E3-3) <br />Pn = <br />64.2 kips <br />§(E3-1) <br />Safety Factor for Compression, Q, = <br />1.67 <br />Allowable Axial Compressive Strength, Pn/fl, = <br />38.5 kips <br />§E1 <br />Actual Axial Compressive Demand, Pr = <br />10.447 kips <br />D/t„ef = <br />17.4 <br />OK, <.45E/Fy §F8 <br />Mn= <br />159.1 kip -in <br />§(F8-1) <br />Safety Factor for Flexure, ob = <br />1.67 <br />Allowable Flexural Strength, Mn/(), = <br />95.3 kip -in <br />§F1 <br />Actual Flexural Demand, Mr = <br />44.4 kip -in <br />Combined Axial & Flexure Check = <br />0.69 <br />OK §(H1-la & 1b) <br />Results <br />w.hm ....._ <br />Max Load To Pier= Design Load = 10447 lb <br />2.875" Diameter Pipe Pier with 0.165" Thick Wall <br />3.5"Diameterx36" Long Pipe Sleeve With 0.216"ThickWall <br />Minimum 10'-0" Installation Depth And Minimum 2200 psi Installation Pressure <br />Minimum'/<" Foundation Lift During Installation <br />