Kinematical Limit Analysis for a Slope Reinforced with One Row of Stabilizing Piles

<div>Calculation results of the proposed method for the slope example in Figure <a href="../fig3/">3</a>. (a) Relationship between <svg height="11.8174pt" id="M86" style="vertical-align:-3.1815pt" version="1.1" viewbox="-0.0498162 -8.6359 15.4798 11.8174" width="15.4798pt" 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="M743 650H503L496 622L527 618C563 613 564 603 532 573C449 495 371 431 323 392C301 374 272 355 246 346L280 522C297 609 300 614 379 622L385 650H135L129 622C209 614 215 609 198 522L124 133C106 39 99 35 23 28L17 0H271L277 28C193 35 192 39 208 133L239 316C264 328 280 325 303 288C368 183 435 90 502 0H652L659 28C602 34 584 43 543 94C495 154 403 283 347 369L574 554C634 603 659 612 735 624L743 650Z" id="g113-76"></path><glyph.data ascent="3473" descent="-2876" horiz-adv-x="755" vert-adv-y="755"></glyph.data></g><g transform="matrix(.0091,0,0,-0.0091,9.23,3.132)"><path d="M606 650H137L129 618C217 609 221 609 203 518L129 129C115 46 106 40 26 32L18 0H300L307 32C210 40 203 45 218 129L249 305H358C454 305 455 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id="g113-89"></path><glyph.data ascent="3473" descent="-2876" horiz-adv-x="765" vert-adv-y="765"></glyph.data></g><g transform="matrix(.0091,0,0,-0.0091,9.88,3.132)"><path d="M606 650H137L129 618C217 609 221 609 203 518L129 129C115 46 106 40 26 32L18 0H300L307 32C210 40 203 45 218 129L249 305H358C454 305 455 296 457 219H491L531 425H497C465 353 463 350 366 350H259L300 569C306 605 310 611 346 611H444C522 611 535 598 541 578C550 557 553 519 552 485L588 489L606 650Z" id="g50-71"></path><glyph.data ascent="3443" descent="-2856" horiz-adv-x="630" vert-adv-y="630"></glyph.data></g><g transform="matrix(.013,0,0,-0.013,15.996,0)"><path d="M368 703H309L44 -163H104L368 703Z" id="g113-48"></path><glyph.data ascent="3473" descent="-2876" horiz-adv-x="412" vert-adv-y="412"></glyph.data></g><g transform="matrix(.013,0,0,-0.013,21.357,0)"><path d="M541 160L512 170C485 116 462 88 439 67C411 41 376 35 318 35C272 35 238 37 224 48C207 61 205 85 212 121L290 533C305 611 308 615 391 622L397 650H139L133 622C217 615 221 612 206 533L126 118C111 41 103 34 23 26L17 0H474C489 31 528 124 541 160Z" id="g113-77"></path><glyph.data ascent="3473" descent="-2876" horiz-adv-x="553" vert-adv-y="553"></glyph.data></g><g transform="matrix(.0091,0,0,-0.0091,29.651,3.132)"><path d="M782 650H541L536 618L564 614C597 609 604 600 584 574C535 508 486 451 437 395C394 473 361 533 343 575C331 605 335 610 375 615L400 618L407 650H156L147 618C222 612 230 608 267 537L375 330C277 214 186 117 163 96C108 43 97 38 27 32L18 0H265L274 32L251 35C204 41 202 47 224 80C264 138 327 213 397 293L504 80C520 48 516 42 472 36L440 32L433 0H707L716 32C627 38 622 43 581 121L455 361L629 548C685 606 696 610 775 618L782 650Z" id="g50-89"></path><glyph.data ascent="3443" descent="-2856" horiz-adv-x="800" vert-adv-y="800"></glyph.data></g></svg>; (b) relationship between <svg height="11.927pt" id="M88" style="vertical-align:-3.291101pt" version="1.1" viewbox="-0.0498162 -8.6359 14.676 11.927" width="14.676pt" 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vert-adv-y="765"></glyph.data></g><g transform="matrix(.0091,0,0,-0.0091,9.88,3.132)"><path d="M606 650H137L129 618C217 609 221 609 203 518L129 129C115 46 106 40 26 32L18 0H300L307 32C210 40 203 45 218 129L249 305H358C454 305 455 296 457 219H491L531 425H497C465 353 463 350 366 350H259L300 569C306 605 310 611 346 611H444C522 611 535 598 541 578C550 557 553 519 552 485L588 489L606 650Z" id="g50-71"></path><glyph.data ascent="3443" descent="-2856" horiz-adv-x="630" vert-adv-y="630"></glyph.data></g><g transform="matrix(.013,0,0,-0.013,15.996,0)"><path d="M368 703H309L44 -163H104L368 703Z" id="g113-48"></path><glyph.data ascent="3473" descent="-2876" horiz-adv-x="412" vert-adv-y="412"></glyph.data></g><g transform="matrix(.013,0,0,-0.013,21.357,0)"><path d="M541 160L512 170C485 116 462 88 439 67C411 41 376 35 318 35C272 35 238 37 224 48C207 61 205 85 212 121L290 533C305 611 308 615 391 622L397 650H139L133 622C217 615 221 612 206 533L126 118C111 41 103 34 23 26L17 0H474C489 31 528 124 541 160Z" id="g113-77"></path><glyph.data ascent="3473" descent="-2876" horiz-adv-x="553" vert-adv-y="553"></glyph.data></g><g transform="matrix(.0091,0,0,-0.0091,29.651,3.132)"><path d="M782 650H541L536 618L564 614C597 609 604 600 584 574C535 508 486 451 437 395C394 473 361 533 343 575C331 605 335 610 375 615L400 618L407 650H156L147 618C222 612 230 608 267 537L375 330C277 214 186 117 163 96C108 43 97 38 27 32L18 0H265L274 32L251 35C204 41 202 47 224 80C264 138 327 213 397 293L504 80C520 48 516 42 472 36L440 32L433 0H707L716 32C627 38 622 43 581 121L455 361L629 548C685 606 696 610 775 618L782 650Z" id="g50-89"></path><glyph.data ascent="3443" descent="-2856" horiz-adv-x="800" vert-adv-y="800"></glyph.data></g></svg>; (c) failure mode with the upslope soil surpassing the pile top when <svg height="12.4698pt" id="M90" style="vertical-align:-3.18147pt" version="1.1" viewbox="-0.0498162 -9.28833 80.3442 12.4698" width="80.3442pt" xmlns="http://www.w3.org/2000/svg" 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Mathematical Problems in Engineering

fig5

Figure 5

Figure 5: Kinematical Limit Analysis for a Slope Reinforced with One Row of Stabilizing Piles 