發(fā)布時(shí)間：2018-03-07 04:10

  本文選題：小河溝2號(hào)滑坡　切入點(diǎn)：穩(wěn)定性　出處：《長(zhǎng)安大學(xué)》2015年碩士論文　論文類型：學(xué)位論文

【摘要】：本文以擬建銀川至百色高速公路為研究背景,選取小河溝2號(hào)滑坡為研究對(duì)象,通過前期的資料收集、野外實(shí)地調(diào)繪、鉆探以及室內(nèi)試驗(yàn)等手段,查明了滑坡的基本特征、產(chǎn)生原因及形成機(jī)理等,進(jìn)而對(duì)其進(jìn)行了穩(wěn)定性計(jì)算和評(píng)價(jià),并在此基礎(chǔ)上通過滑坡推力計(jì)算、抗滑樁設(shè)計(jì)計(jì)算并結(jié)合滑坡具體的工程地質(zhì)特征給出了具體的治理設(shè)計(jì)方案。在滑坡治理方案的基礎(chǔ)上,進(jìn)一步采用有限元數(shù)值模擬軟件Midas/GTS,選取典型斷面對(duì)不同工況布樁前后滑坡的穩(wěn)定性進(jìn)行了數(shù)值模擬,得出如下主要結(jié)論:(1)小河溝2號(hào)滑坡在平面上整體呈“M”形,由緊鄰的南北兩個(gè)大型黃土滑坡共同發(fā)育形成,其中南側(cè)滑坡在流水的沖刷作用下前部滑體發(fā)生過二次滑移。(2)通過傳遞系數(shù)法對(duì)小河溝2號(hào)滑坡在兩種工況下的穩(wěn)定性進(jìn)行評(píng)價(jià),主要得出以下結(jié)論:在正常工況下,北側(cè)滑坡穩(wěn)定系數(shù)為1.122,其整體處于穩(wěn)定狀態(tài),南側(cè)滑坡整體處于基本穩(wěn)定狀態(tài),但其前緣次級(jí)滑面的穩(wěn)定系數(shù)為1.036,處于欠穩(wěn)定狀態(tài);在非正常工況Ⅰ下,北側(cè)滑坡整體處于欠穩(wěn)定狀態(tài),南側(cè)滑坡整體處于不穩(wěn)定狀態(tài),前緣次級(jí)滑面的穩(wěn)定系數(shù)為0.677,其失穩(wěn)后可能導(dǎo)致后部土體的進(jìn)一步失穩(wěn)。(3)根據(jù)滑坡治理設(shè)計(jì)原則和滑坡推力計(jì)算結(jié)果并結(jié)合滑坡具體的工程地質(zhì)特征,南側(cè)滑坡選用抗滑樁支擋方案,北側(cè)滑坡采用填土反壓+抗滑樁支擋方案。(4)數(shù)值模擬典型斷面選用南側(cè)滑坡1-1′斷面,通過對(duì)數(shù)值模擬結(jié)果的分析對(duì)比主要得出以下結(jié)論:前部次級(jí)滑體對(duì)后部主滑體起到了非常大的阻滑作用;在暴雨或連續(xù)降雨的影響下次級(jí)滑體將會(huì)沿著次級(jí)滑面發(fā)生剪切破壞;在非正常工況Ⅰ下1-1′斷面前緣失穩(wěn)后,后部主滑體會(huì)產(chǎn)生較大的位移變形并會(huì)進(jìn)一步的失穩(wěn)破壞,在布樁后,在抗滑樁的支擋作用下主滑體由不穩(wěn)定狀態(tài)轉(zhuǎn)變?yōu)榉�(wěn)定狀態(tài),說明了抗滑樁在提高坡體穩(wěn)定性方面的重要作用,同時(shí),樁前土體對(duì)樁后土體有一定的抗滑作用,在對(duì)抗滑樁設(shè)計(jì)時(shí)應(yīng)充分考慮樁前土體對(duì)樁后土體的抗滑力。(5)綜合考慮滑坡治理設(shè)計(jì)方案和有限元數(shù)值模擬結(jié)果,對(duì)滑坡治理設(shè)計(jì)方案進(jìn)行了優(yōu)化。
[Abstract]:Based on the background of the proposed highway from Yinchuan to Baise, this paper selects Xiaohegou No. 2 landslide as the research object, and finds out the basic characteristics of the landslide by means of data collection, field mapping, drilling and laboratory tests. On the basis of the calculation and evaluation of the stability of the landslide, the cause and the formation mechanism of the landslide are calculated, and the landslide thrust is calculated on the basis of the calculation. The design and calculation of the anti-slide pile and the concrete engineering geological characteristics of the landslide are combined to give the concrete design scheme for the treatment of the landslide, and on the basis of the control scheme of the landslide, Further, using the finite element numerical simulation software Midas / GTS, the stability of landslide before and after distributing piles with typical fault face under different working conditions is numerically simulated. The main conclusions are as follows: 1) Xiaohegou No. 2 landslide is "M" shape on the plane as a whole. Formed by the co-development of two large loess landslides in the immediate vicinity of the North and the South, The south side landslide under income's scour action has had the secondary slip. 2) through the transfer coefficient method, the stability of Xiaohegou No. 2 landslide under two working conditions is evaluated. The main conclusions are as follows: under normal working condition, the stability of Xiaowegou No. 2 landslide is evaluated. The stability coefficient of the north side landslide is 1.122, its whole is in the stable state, the south side landslide is in the basic stable state, but the stability coefficient of the leading edge secondary slide surface is 1.036, which is in the unstable state. The whole landslide on the north side is in an unstable state, while the whole landslide in the south side is in an unstable state. The stability coefficient of the front secondary slip surface is 0.677, which may lead to further instability of the back soil mass after its instability.) according to the design principles of landslide control and the calculation results of landslide thrust, combined with the specific engineering geological characteristics of landslide, The anti-slide pile retaining scheme is selected for the south landslide, and the backpressure anti-slide pile retaining scheme for the north side is used to simulate the typical section of the south landslide by using 1-1 'section. Through the analysis and comparison of the numerical simulation results, the following conclusions are drawn: the front secondary sliding body plays a very important role in preventing the slip of the rear main slide body; Under the influence of torrential rain or continuous rainfall, shear failure will occur along the secondary slip surface, and after the front edge of 1-1 'section is unstable under abnormal working conditions I, the main slip in the rear part will produce large displacement deformation and further instability failure. After pile placement, the main sliding body changes from unstable state to stable state under the support of anti-slide pile, which shows that anti-slide pile plays an important role in improving the stability of slope body. At the same time, the soil in front of pile has certain anti-slide effect on soil body behind pile. In the design of the anti-slide pile, the anti-slide force of the soil in front of the pile to the soil behind the pile should be fully considered. (5) the design scheme of landslide treatment and the result of finite element numerical simulation should be considered synthetically, and the design scheme of landslide treatment should be optimized.
【學(xué)位授予單位】：長(zhǎng)安大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2015
【分類號(hào)】：P642.22

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