4918 S 3RD AVE 2022-01-21 - Laserfiche WebLink

IIIII SFA Design Group, LIE PROJECT NO. SHEET NO. STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS MFR20-014 PROJECT DATE Orme Residence Underpinning 3/2/2020 SUBJECT BY 2.875 in 0 Push Pier System (Gridline 5) MEK VPIER Design Input REACTION/ Pier System Designation= 2.875 in 0 PIER CAP WITH I Pier Material= Galvanized THREADED RODS Ar (E) SFEMWALL External Sleeve Material= Galvanized °f AND FOOTING I Vertical Load to Pier,PTL= 11.721 kips PIER E GRADE Minimum Installation Depth, L= 10.000 ft EXTERNAL SLEEVE G • ( ) Unbraced Length,I= 0.500 ft 1 ' —111=11 Eccentricity,e= 4.250 in • - 1 I I=III= Friction Factor of Safety,FS= 2 BRACKET P . a. I I I I1 Normal Surface Force,Fn= 5.860 kips EXCAVATION .IIIII I II I II Design Load(Vertical),PDL 11.721 kips 7 rr� (1 11 I III 11I I I Design Moment,Moment = 49.814 kip-in =� 11=11 e III—III—I 'Sleeve Property Input =111=1 I I . r _—I) )��I(- Sleeve Length= 48.000 in =11 1I 1=1 - I T 11111 1I 111 111- Design Sleeve OD= 3.434 in I_I 11 11 -1 I I _ III—III—I 1 I=' Design Wall Thickness= 0.183 in I I 1 1- ' IIII I I—I I I—I 1 —111— I-11 �I I IIIII I r= 1.151 in F I� 1 111111=11TIII A= 1.871 in2 -111—z _ S= 1.444 ins I Z I I III 111=1 I I= Note: Sleeve reduces bending stress on main o' I 1 11-1 pier from eccentricty Z= 1.938 ins 11 - ' '111 I1 EXTERNAL I= 2.480 in4r SLEEVE I I—c I_I I I El I I—III- E= 29000 ksi =1 I 11 I til= 1 Fy= 50 ksi 'I—d'_II I-111=1L jPier Property Input =IIw I I 111111-1 Design Tube OD= 2.823 in I-I I r I I I 1 I1111 11 Design Wall Thickness= 0.136 in -I =I I 111= k= 2.10 1 I 11 11 I I I I PIER r= 0.951 in ',,_I 1 I I,_ Note: Design thickness of pier and sleeve A= 1.146 in2 REACTION AT LOAD c= 1.411 in based on 93%of nominal thickness per AISC g BEARING STRATUM and the ICC-ES AC358 based on a corrosion S= 0.734 in loss rate of 50 years for zinc-coated steel Z= 0.981 in' = 1.037 in4 Note:Section above is a general representation of piering system,refer E= 29000 ksi to plan for layout and project specific details. Fy= 50 ksi `Pier Output Per AISC 360-10 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force wi kl/r= 13.25 OK,<200 §E2 Note: Flexural design capacity Fe= 1630.291 ksi §(E3-4) based on combined plastic section 4.71*(E/Fy).5= 113.43 §E3 modulous of pier and sleeve Fcr= 49.362 ksi §(E3-2&E3-3) Pn= 56.6 kips §(E3-1) Safety Factor for Compression,0,= 1.67 Allowable Axial Compressive Strength,Pn/a,= 33.9 kips §E1 Actual Axial Compressive Demand,Pr= 11.721 kips D/tp,er= 20.8 OK,<.45E/Fy §F8 Mn= 146.0 kip-in §(F8-1) Safety Factor for Flexure,fib= 1.67 Allowable Flexural Strength,Mn/flb= 87.4 kip-in §F1 Actual Flexural Demand,Mr= 49.8 kip-in Combined Axial&Flexure Check= 0.85 OK §(H1-1 a& 1 b) !Results Max Load To Pier= Design Load=11721 lb 2.875"Diameter Pipe Pier with 0.165"Thick Wall 3.5"Diameterx48"Long Pipe Sleeve With 0.216"ThickWall Minimum 10'-0"Installation Depth And Minimum 2500 psi Installation Pressure Minimum'/4'Foundation Lift During Installation