發(fā)布時間：2018-04-11 17:59

  本文選題：穩(wěn)定性分析 + 點安全系數(shù)��； 參考：《西南交通大學(xué)》2015年碩士論文

【摘要】：邊坡工程的穩(wěn)定性分析是國內(nèi)外巖土工程領(lǐng)域的一個研究熱點。本文以基于位移等值面的點安全系數(shù)法為理論依據(jù),借助于FLAC3d三維有限差分軟件以及Tecplot數(shù)據(jù)可視化軟件對邊坡進(jìn)行穩(wěn)定性分析,計算邊坡不同的位移等值面相對應(yīng)的點安全系數(shù)和整體安全系數(shù),以整體安全系數(shù)作為基準(zhǔn),最小整體安全系數(shù)相對應(yīng)的位移等值面為該邊坡的潛在滑動面,同時進(jìn)行該邊坡潛在滑動面的滑動機理分析,找出潛在滑動面上點安全系數(shù)與邊坡滑動機理之間的關(guān)系。本文將這個理論方法運用到丹巴500KV變電站進(jìn)站公路附近黃土坎滑坡工程中,選取邊坡穩(wěn)定性分析的典型剖面,建立三維分析模型,通過現(xiàn)場勘查以及室內(nèi)實驗,確定模型的計算參數(shù),對典型剖面的三維模型進(jìn)行穩(wěn)定性分析,獲得的主要成果如下：(1)強變形區(qū)Ⅰ區(qū)：39mm位移等值面上整體安全系數(shù)最小,為1.0866,該位移等值面為邊坡的潛在滑動面,強變形區(qū)Ⅰ區(qū)為推動式滑動機理。(2)弱變形區(qū)Ⅱ-1區(qū)：39mm位移等值面上整體安全系數(shù)最小,為1.1269,該位移等值面為邊坡的潛在滑動面,弱變形區(qū)Ⅱ-1區(qū)為推動式滑動機理。(3)弱變形區(qū)Ⅱ-2區(qū)：15mm位移等值面上整體安全系數(shù)最小,為1.1081,該位移等值面為邊坡的潛在滑動面,弱變形區(qū)Ⅱ-2區(qū)為推動式滑動機理。應(yīng)用極限平衡理論中的Bishop條分法對邊坡的典型剖面進(jìn)行穩(wěn)定性分析,計算其安全系數(shù),計算結(jié)果分別為1.022,1.055,1.076。綜合點安全系數(shù)法和極限平衡法的計算結(jié)果,分析邊坡的穩(wěn)定性。在邊坡穩(wěn)定性的基礎(chǔ)上,依據(jù)各變形區(qū)的滑動機理,確定抗滑樁的初步位置,根據(jù)地勘資料、地形地貌情況,確定抗滑樁的最終位置,并進(jìn)行抗滑樁的設(shè)計驗算。
[Abstract]:The stability analysis of slope engineering is a research hotspot in the field of geotechnical engineering at home and abroad.Based on the point safety factor method based on displacement isosurface, the stability of slope is analyzed by means of FLAC3d 3D finite difference software and Tecplot data visualization software.The point safety factor and the overall safety factor corresponding to different displacement equivalent surface of slope are calculated. The displacement equivalent surface corresponding to the minimum overall safety factor is regarded as the potential sliding surface of the slope.At the same time, the slip mechanism of the potential sliding surface of the slope is analyzed, and the relationship between the safety factor of the point on the potential sliding surface and the sliding mechanism of the slope is found out.In this paper, the theory method is applied to the loess landslide project near the entry highway of Danba 500KV substation. The typical section of slope stability analysis is selected, and a three-dimensional analysis model is established.The calculation parameters of the model are determined and the stability of the 3D model of typical section is analyzed. The main results obtained are as follows: 1) the overall safety factor is the smallest on the displacement iso-surface of 10: 39mm in the strong deformation zone.The whole safety factor of the displacement isosurface of area 鈪，

本文編號：1737066