Investigation of Seismic Behavior of Clay-Pile Using Nonlinear Kinematic Hardening Model

<div>Comparison of FE-computed <svg height="12.0653pt" id="M75" style="vertical-align:-3.4294pt" version="1.1" viewbox="-0.0498162 -8.6359 29.033 12.0653" width="29.033pt" xmlns="http://www.w3.org/2000/svg" xmlns:xlink="http://www.w3.org/1999/xlink"><g transform="matrix(.013,0,0,-0.013,0,0)"><path d="M673 297H417L411 270C517 261 522 258 506 183L487 92C476 38 428 19 360 19C207 19 123 132 123 287C123 472 243 631 441 631C557 631 617 583 617 469L647 472C650 545 655 604 658 632C625 643 554 666 467 666C201 666 23 502 23 278C23 90 156 -16 339 -16C410 -16 501 6 569 24C566 43 567 70 573 101L589 183C604 259 607 262 667 271L673 297Z"></path></g><g transform="matrix(.013,0,0,-0.013,11.798,0)"><path d="M535 230V280H52V230H535Z"></path></g><g transform="matrix(.013,0,0,-0.013,22.334,0)"><path d="M478 372C478 418 458 448 431 448C409 448 389 431 389 410C389 404 391 400 394 395C398 388 406 371 406 348C406 253 308 122 251 51H249C254 122 249 257 231 336C212 421 189 448 159 448C126 448 75 412 23 327L48 306C83 354 103 371 115 371C125 371 134 360 144 334C185 224 192 64 183 -19C146 -100 116 -202 110 -244L125 -261C154 -259 208 -234 222 -220C222 -194 225 -84 235 -23C247 -3 273 36 308 79C379 165 478 288 478 372Z"></path></g></svg> curve with the experimental curve of Ishibashi and Zhang [<a href="/journals/ace/2020/9617287/#B14">14</a>].</div>

Advances in Civil Engineering

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Figure 3

Figure 3: Investigation of Seismic Behavior of Clay-Pile Using Nonlinear Kinematic Hardening Model 