Single Piles in Liquefiable Ground: Seismic Response and by Rui Wang

By Rui Wang

This thesis specializes in the seismic reaction of piles in liquefiable floor. It describes the layout of a 3-dimensional, unified plasticity version for giant post-liquefaction shear deformation of sand, formulated and carried out for parallel computing. It additionally offers a third-dimensional, dynamic finite aspect research process for piles in liquefiable floor, built at the foundation of this model,. utilising a mix of case research, centrifuge shaking desk experiments and numerical simulations utilizing the proposed tools, it demonstrates the seismic reaction styles of unmarried piles in liquefiable floor. those comprise simple force-resistance mode, kinematic and inertial interplay coupling mechanism and significant effect components. It additionally discusses a beam at the nonlinear Winkler starting place (BNWF) resolution and a transformed impartial aircraft answer constructed and demonstrated utilizing centrifuge experiments for piles in consolidating and reconsolidating floor. finally, it reports axial pile strength and payment in the course of post-earthquake reconsolidation, displaying pile axial strength to be beside the point within the reconsolidation technique, whereas payment is procedure dependent.

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By Rui Wang

This thesis specializes in the seismic reaction of piles in liquefiable floor. It describes the layout of a 3-dimensional, unified plasticity version for giant post-liquefaction shear deformation of sand, formulated and carried out for parallel computing. It additionally offers a third-dimensional, dynamic finite aspect research process for piles in liquefiable floor, built at the foundation of this model,. utilising a mix of case research, centrifuge shaking desk experiments and numerical simulations utilizing the proposed tools, it demonstrates the seismic reaction styles of unmarried piles in liquefiable floor. those comprise simple force-resistance mode, kinematic and inertial interplay coupling mechanism and significant effect components. It additionally discusses a beam at the nonlinear Winkler starting place (BNWF) resolution and a transformed impartial aircraft answer constructed and demonstrated utilizing centrifuge experiments for piles in consolidating and reconsolidating floor. finally, it reports axial pile strength and payment in the course of post-earthquake reconsolidation, displaying pile axial strength to be beside the point within the reconsolidation technique, whereas payment is procedure dependent.

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J Geotech Eng Div. 1979;105(2):201–55. Seed HB, Lee KL. Liquefaction of saturated sands during cyclic loading. J Soil Mech Found Eng Div ASCE. 1966;92(SM6):105–34. Shamoto Y, Zhang JM. Mechanism of large post-liquefaction deformation in saturated sands. Soils Found. 1997;2(37):71–80. Soga K. Geotechnical aspects of Kobe earthquake. EEFIT Report on the Kobe Earthquake. London: Institution of Structural Engineers; 1997. Stewart JP, Brandenberg SJ. 2 El Mayor-Cucapah (Mexico) earthquake. Report of the National Science Foundation-Sponsored Geoengineering Extreme Events Reconnaissance (GEER) Team; 2010.

1175–86. 24 1 Introduction Tokimatsu K, Suzuki H, Sato M. Effects of inertial and kinematic interaction on seismic behaviour of pile with embedded foundation. Soil Dyn Earthquake Eng. 2005;25:753–62. Tokimatsu K, Tamura S, Suzuki H, Katsumata K. Building damage associated with geotechnical problems in the 2011 Tohoku Pacific Earthquake. Soils Found. 2012;52(5):956–74. Varun. A non-linear dynamic macroelement for soil structure interaction analyses of piles in liquefiable sites. D Thesis. Atlanta: Georgia Institute of Technology; 2010.

4 Model Implementation 37 Fig. 4 Schematic illustration of the cutting plane stress integration algorithm the cutting plane algorithm is to first make an elastic estimate of the stress increment and then bring the stress back to the solution through plastic correction by enforcing the consistency condition / ¼ 0 using the first order Taylor series expansion of the consistency condition during each iteration (Fig. 4). The main steps of the algorithm are as follows. 1. Initialize the local iteration number k, plastic strain increment and loading index k ¼ 0; ðkÞ ðkÞ ð_epv Þn þ 1 ¼ 0; ð_ep Þn þ 1 ¼ 0; L ¼ 0; ð2:39Þ 2.

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