本文選題：滑坡成因　切入點(diǎn)：滑坡穩(wěn)定性　出處：《蘭州大學(xué)》2017年碩士論文

【摘要】：碧口鎮(zhèn)是甘肅文縣東南部的一個(gè)邊陲古鎮(zhèn),坐落于白龍江的河流階地之上,被群山環(huán)繞,同甘肅省其他許多城鎮(zhèn)一樣,發(fā)育有滑坡災(zāi)害。自2008年至2013年,碧口鎮(zhèn)碧峰村先后發(fā)育H1滑坡及其上次級(jí)滑坡群H1-1、H1-2、H1-3,H2滑坡和其上次級(jí)滑坡H2-1,以及X1滑坡�；伦冃涡纬傻牧芽p和溜滑,給當(dāng)?shù)厝嗣駧?lái)巨大心理壓力,嚴(yán)重威脅著人民的生命財(cái)產(chǎn)安全。本文以碧峰村滑坡為研究對(duì)象,通過(guò)實(shí)地調(diào)查和查閱資料,探索了滑坡的成因;采用GEO5軟件,利用極限平衡法對(duì)滑坡進(jìn)行了三種工況下的穩(wěn)定性計(jì)算;針對(duì)滑坡的發(fā)育背景和已有工程狀況,提出了滑坡防治方法;計(jì)算不同抗滑樁方案的受力性能和資金投入,對(duì)比獲得最優(yōu)抗滑樁尺寸。通過(guò)研究,本文取得以下成果:(1)滑坡組成土體的結(jié)構(gòu)差、物理力學(xué)性質(zhì)不穩(wěn)定是滑坡發(fā)育最重要的條件,除H1滑坡變形因地震誘發(fā),其余滑坡變形均由降雨誘發(fā)。(2)在自重工況下,H1滑坡和H2滑坡穩(wěn)定,H2-1滑坡欠穩(wěn)定,其余滑坡基本穩(wěn)定;在自重+暴雨工況下,H2滑坡穩(wěn)定,H1滑坡基本穩(wěn)定,H1-2滑坡欠穩(wěn)定,其余滑坡不穩(wěn)定;在自重+地震工況下,H2滑坡處于穩(wěn)定狀態(tài),H1滑坡基本穩(wěn)定,H1-1、H1-2滑坡欠穩(wěn)定,其余滑坡不穩(wěn)定。(3)對(duì)于H1滑坡,采用抗滑樁+擋土板+截、排水渠的治理方案;對(duì)于H2滑坡,采用錨桿格構(gòu)+擋土板+截、排水渠的治理方案;對(duì)于X1滑坡,采用錨桿格構(gòu)+截、排水渠的治理方案。(4)在滿足安全的前提下,截面尺寸為2.4×1.8m,樁長(zhǎng)29m,樁間距6m的抗滑樁方案相比其他抗滑樁方案更經(jīng)濟(jì)。
[Abstract]:Bikou Town is an ancient frontier town in the southeast of Wenxian County Gansu Province. It is located on the river terrace of Bailong River surrounded by mountains and has landslide disaster like many other towns in Gansu Province.From 2008 to 2013, Bifengcun, Bikou town, successively developed H1 landslide and its last landslide group H1-1H1-2H1-3H1-3H2-1 and its upper secondary landslide H2-1, as well as X1 landslide.The cracks and slippage caused by landslide deformation bring great psychological pressure to local people and threaten the safety of people's life and property.This paper takes Bifengcun landslide as the research object, through field investigation and reference data, explores the cause of the landslide, uses GEO5 software, using limit equilibrium method to calculate the stability of landslide under three working conditions.According to the development background of landslide and the existing engineering situation, this paper puts forward the landslide prevention method, calculates the mechanical performance and capital investment of different anti-slide pile schemes, and obtains the optimal size of anti-slide pile by comparison.In this paper, the following results are obtained: (1) the structure of the landslide is poor, and the instability of physical and mechanical properties is the most important condition for the landslide development, except that the deformation of the H1 landslide is induced by earthquake.The deformation of other landslides is induced by rainfall. (2) under deadweight conditions, the H _ 1 landslide and H _ 2 landslide are unstable, while the other landslides are basically stable, while the H _ 2 landslide is basically stable under the condition of heavy rainfall, and the H _ 1 landslide is basically stable under the condition of heavy rainfall.The other landslides are unstable, the H _ 2 landslide is in a stable state under the condition of deadweight earthquake, and the H1-1H _ 1 landslide is not stable, and the other landslide is not stable. (3) for the H _ 1 landslide, the anti-slide pile retaining plate is adopted and the drainage channel is treated.For the H _ 2 landslide, the treatment scheme for the H _ 2 landslide is to adopt the anchor latticed retaining plate and drainage canal; for the X _ 1 landslide, the anchor bar lattice section is adopted, and the drainage canal treatment scheme is used. (4) on the premise of satisfying the safety,The anti-slide pile with a cross section of 2.4 脳 1.8 m, a length of 29 m and a distance of 6 m is more economical than other anti-slide pile schemes.
【學(xué)位授予單位】：蘭州大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類(lèi)號(hào)】：P642.22

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