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1111 5FA Design Group, u.cPROJECT NO. SHEET NO. <br /> STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR22-156 <br /> PROJECT DATE <br /> Kobuke Residence Underpinning 8/19/2022 <br /> SUBJECT BY <br /> 2.875 in 0 Push Pier System MEK <br /> VPIER/ <br /> Design Input REACTION <br /> Pier System Designation= 2.875 in O ,,,_ <br /> Pier Material= Galvanized /�tE) WALL FRAMING <br /> External Sleeve Material= Galvanized PIER CAP WITH j ON GRADE-� <br /> Vertical Load to Pier,PTL= 9.458 kips THREADED RODS <br /> Minimum Installation Depth,L= 10.000 ft j <br /> Unbraced Length,I= 1.000 ft j I I I <br /> Eccentricity,e= 4.250 in � III—II <br /> If I-I I I <br /> Vertical Component of Tieback,PTe= 0.000 kips i, ,i P. r11 I11II11 I <br /> Design Load(Vertical),PDL= 9.458 kips BRACKET <br /> Design Moment,Moment <br /> PierDL= 40.194 kip-in EXCAVATION . I I 1—I I I <br /> Sleeve Property Input I e I I-1I1=' <br /> p rtY P III— i✓ -a I I—III-1 <br /> Sleeve Length= 36.000 in —I 11— 1 F 11-1 I I—I 1 <br /> 1=L— IIIIT I <br /> Design Sleeve OD= 3.444 in 1—111= 1 :III=111=111—I(1 <br /> Design Wall Thickness= 0.192 in 1 I I-111 11 I =111-111-111—I <br /> 1-111 I I d11=111=111-11 <br /> r= 1.152 in 111==. 11 —111=111-111 <br /> A= 1.962 in2 111 Ys: — =111=111=111-1 <br /> 11=-_ 11 —111-111—III <br /> S= 1.512 in' flit":g: — :111-111-1 I <br /> Note: Sleeve reduces bending stress on main 1 � I I I 111—III-1 <br /> pier from eccentricty Z= 2.034 in Ilia.: j -1 I I—III=1 I <br /> l= 2.603 in° 1=` I =11 a 11= <br /> IL : 1= I :111E-WE 1 <br /> E= 29000 ksi _ =J I I-1 I I <br /> Fy= 50 ksi 11 J: — I III: -111-=1 I —III=1111 <br /> Pier Property Input 1= —T �11-111 <br /> Design Tube OD 2.824 in 111=III=11—111=1 <br /> g 111-11—11 -1 I PIER <br /> Design Wall Thickness= 0.162 in I 1-11 <br /> k= 2.10 REACTION AT LOAD <br /> r= 0.943 in ,BEARING STRATUM <br /> A= 1.354 in2 <br /> Note: Design thickness of pier and sleeve c= 1.412 in <br /> based on 93%of nominal thickness per AISC S= 0.852 in3 <br /> and the ICC-ES AC358 based on a corrosion <br /> loss rate of 50 years for zinc-coated steel Z- 1.148 in' <br /> I= 1.203 in4 Note:Section above is a general representation of piering system,refer <br /> E= 29000 ksi to plan for layout and project specific details. <br /> Fy= 50 ksi <br /> Hyrdraulic Ram Area= 9.620 in' <br /> (Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force <br /> kl/r= 26.73 OK,<200 §E2 <br /> Note: Flexural design capacity Fe= 400.512 ksi §(E3-4) <br /> based on combined plastic section 4.71*(E/F0'5= 113.43 §E3 <br /> modulous of pier and sleeve Fcr= 47.454 ksi §(E3-2&E3-3) <br /> Pn= 64.2 kips §(E3-1) <br /> Safety Factor for Compression,Oc= 1.67 <br /> Allowable Axial Compressive Strength,Pn/Cl,= 38.5 kips §E1 <br /> Actual Axial Compressive Demand,Pr= 9.458 kips <br /> ID/trier= 17.4 OK,<,45E/Fy §F8 <br /> Mn= 159.1 kip-in §(F8-1) <br /> Safety Factor for Flexure,al,= 1.67 <br /> Allowable Flexural Strength,Mn/ilb= 95.3 kip-in §F1 <br /> Actual Flexural Demand,Mr= 40.2 kip-in <br /> Combined Axial&Flexure Check= 0.62 OK §(HI-la&lb) <br /> 'Results <br /> Max Load To Pier= Design Load=9458 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 2000 psi Installation Pressure <br /> Minimum'/:'Foundation Lift During Installation <br />