本文選題：孫家埡滑坡 + 變形特征��； 參考：《成都理工大學(xué)》2017年碩士論文

【摘要】：本文研究對(duì)象為孫家埡滑坡,該滑坡位于四川省廣元市旺蒼縣普濟(jì)鎮(zhèn),通過(guò)對(duì)滑坡的現(xiàn)場(chǎng)地質(zhì)調(diào)查,較全面地研究了該滑坡工程地質(zhì)條件、坡體結(jié)構(gòu)特征、巖土體結(jié)構(gòu)特征以及滑坡變形特征等。運(yùn)用極限平衡方法對(duì)該滑坡各變形體在不同工況下的穩(wěn)定性進(jìn)行了分析評(píng)價(jià);在深入研究滑坡穩(wěn)定性的基礎(chǔ)上,根據(jù)現(xiàn)場(chǎng)實(shí)測(cè)剖面,運(yùn)用ANSYS軟件建立了滑坡的三維概念模型,再運(yùn)用FLAC3D程序?qū)μ岢龅母拍钅Ｐ瓦M(jìn)行數(shù)值模擬分析計(jì)算。根據(jù)對(duì)滑坡的詳細(xì)調(diào)查和分析其具體成因、地質(zhì)情況和現(xiàn)場(chǎng)變形特征,提出了相應(yīng)的防治措施。得出了以下主要研究成果:(l)通過(guò)現(xiàn)場(chǎng)勘查和鉆探,查明了孫家埡滑坡屬于構(gòu)造侵蝕剝蝕中山地貌,巖層產(chǎn)狀為200°∠16°,滑坡坡向?yàn)?10°,為一順層緩傾滑坡;查明了滑坡的基本特征、地層和物質(zhì)組成,從而將滑坡劃分為三個(gè)變形區(qū):牽引變形區(qū)(A區(qū))、強(qiáng)變形區(qū)(B區(qū))、滑覆區(qū)(C區(qū))。(2)滑坡體內(nèi)安裝了位移監(jiān)測(cè)系統(tǒng),可以監(jiān)測(cè)滑坡在x、y兩個(gè)方向上的位移變化,得到了7月到8月的累計(jì)位移—孔深曲線(xiàn)和在累積位移—孔深曲線(xiàn)數(shù)據(jù)中提取的各鉆孔分別在孔深1m、2m、3m、4m、8m和16m時(shí)的累計(jì)位移隨累計(jì)時(shí)間的變化數(shù)據(jù);ZK02和ZK03安裝的監(jiān)測(cè)系統(tǒng)被當(dāng)?shù)鼐用衿茐?因此未得到真實(shí)有用的數(shù)據(jù);ZK01和ZK04數(shù)據(jù)較為正常,能夠較清晰的觀測(cè)到滑坡的位移波動(dòng)段,確定滑坡的滑動(dòng)面,得出結(jié)論為滑坡為淺表層土質(zhì)滑坡,滑坡A區(qū)穩(wěn)定性比B區(qū)穩(wěn)定性好。(3)野外現(xiàn)場(chǎng)進(jìn)行雙環(huán)注水試驗(yàn),滑坡滑坡表層覆蓋物為粉質(zhì)黏土夾少量碎石和粉質(zhì)粘土,其滲透系數(shù)分別為1.9×10-3cm/s、1.7×10-3cm/s,透水性一般。而下伏基巖為弱透水性的砂巖和泥巖,隔水能力相對(duì)較好,這有利于地下水在滑體內(nèi)富集,對(duì)滑坡穩(wěn)定性不利。(4)根據(jù)降雨對(duì)滑坡強(qiáng)變形區(qū)內(nèi)拉槽的影響過(guò)程,可將該拉槽的形成過(guò)程劃分為五個(gè)階段:裂縫充水張開(kāi)階段—初期短距離拉裂縫啟動(dòng)階段—裂縫擴(kuò)張形成拉槽階段—拉槽進(jìn)一步蠕變變形階段—后期拉槽劇烈變形,導(dǎo)致新裂縫產(chǎn)生階段。(5)用極限平衡性法,計(jì)算了孫家埡滑坡在天然、降雨、地震工況下的穩(wěn)定性系數(shù),結(jié)果表明:天然工況下,滑坡是穩(wěn)定的,降雨工況下滑坡是欠穩(wěn)定—基本穩(wěn)定的,地震工況下,滑坡是欠穩(wěn)定的。(6)根據(jù)滑坡體變形特征以及變形的影響因素分析,采用FLAC3D數(shù)值模擬對(duì)孫家埡滑坡在天然、降雨和地震工況下的變形機(jī)制進(jìn)行了數(shù)值分析。計(jì)算分析結(jié)果表明:①在天然工況下,滑坡穩(wěn)定系數(shù)為1.25,最大滑動(dòng)距離約為4.8cm,變形跡象不明顯,處于穩(wěn)定狀態(tài)。②在降雨工況下,滑坡穩(wěn)定性系數(shù)為1.09,最大位移約為13cm,局部形成了貫通的塑性變形區(qū),未形成剪應(yīng)變?cè)隽控炌◣?局部可能發(fā)生變形破壞,說(shuō)明滑坡處于基本穩(wěn)定狀態(tài)。③在地震工況下,滑坡滑坡的穩(wěn)定性系數(shù)為1.01,最大位移約為19cm,形成了幾乎貫通的位移變化區(qū),說(shuō)明了滑坡在地震作用時(shí)表層土體受地震力作用變得松動(dòng),滑動(dòng)的可能性較大,說(shuō)明滑坡是欠穩(wěn)定的。(7)根據(jù)滑坡的地理位置、地形地貌、變形特征和穩(wěn)定性狀況,對(duì)滑坡防治提出了幾點(diǎn)措施建議:(1)削方減載和拉槽回填;(2)地表開(kāi)挖導(dǎo)槽排水;(3)修建擋土墻支擋。
[Abstract]:The object of this study is the Sun Jia Ya landslide, which is located in Puji Town, Wangcang County, Guangyuan, Sichuan. Through the field geological investigation of the landslide, the engineering geological conditions of the landslide, the structure characteristics of the slope, the characteristics of the rock and soil structure and the characteristics of the landslide deformation are thoroughly studied. The stability of the same working condition is analyzed and evaluated. On the basis of studying the stability of the landslide, the three-dimensional conceptual model of the landslide is established by using the ANSYS software, and the FLAC3D program is used to simulate and analyze the proposed conceptual model. The detailed investigation and analysis of the landslides is based on the detailed investigation and analysis of the causes. The following main research results are obtained: (L) through field exploration and drilling, it is found that the Sun Jia Ya landslide belongs to the tectonic erosion and erosion of Zhongshan geomorphology, the rock formation is 200 degrees 16 degrees, the landslide slope is 210 degrees, and it is a gentle dip slide landslide, and the basic characteristics of the landslide are found out. The layer and the material composition are divided into three deformation zones: the traction deformation zone (A area), the strong deformation zone (B region) and the slip zone (C area). (2) the displacement monitoring system is installed in the landslide body, which can monitor the displacement changes in the two directions of the landslide in the X and Y directions, and the cumulative displacement hole depth curve and the cumulative displacement depth curve from July to August are obtained. The cumulative displacement of each borehole extracted from the data in the hole depth 1m, 2m, 3M, 4m, 8m and 16m changes with the cumulative time. The monitoring system installed by ZK02 and ZK03 is destroyed by the local residents, so the real useful data are not obtained; ZK01 and ZK04 are more normal, and can clearly observe the displacement fluctuation section of the landslide and determine the landslide. The sliding surface has concluded that the landslide is a shallow surface soil landslide, and the stability of the landslide A area is better than that in the B area. (3) the double ring water injection test in the field is carried out in the field. The surface cover of the landslide and landslide is a small amount of gravel and silty clay, the permeability coefficient is 1.9 x 10-3cm /s, 1.7 x 10-3cm/s, and the permeability is general, but the underlying bedrock is weak. Water permeable sandstone and mudstone have relatively good water isolation ability, which is beneficial to the accumulation of groundwater in the sliding body and is unfavorable to the stability of landslides. (4) according to the influence of rainfall on the internal pulling trough in the strong deformation zone of the landslide, the process of forming the trough can be divided into five stages: the opening stage of the crack filling water and the initial stage of the short distance tensile crack in the initial stage - The crack expansion is formed in the stage of the drawing slot - the further creep deformation stage of the pull trough - the later stage of the tensile trough, which leads to the new crack generation stage. (5) the stability coefficient of the Sun Jia Ya landslide is calculated under the natural, rainfall and earthquake conditions by the limit equilibrium method. The results show that the landslide is stable under the condition of sky natural condition, and the landslide is under the condition of rainfall. Stability basically stable, the landslide is less stable under the earthquake condition. (6) according to the analysis of the deformation characteristics of the landslide body and the influence factors of deformation, the numerical analysis of the deformation mechanism of the Sun Jia Ya landslide under natural, rainfall and earthquake conditions has been carried out by FLAC3D numerical simulation. The calculation and analysis results show that: (1) the landslide stability under natural conditions The coefficient is 1.25, the maximum sliding distance is about 4.8cm, and the deformation sign is not obvious. Under the condition of rainfall, the stability coefficient of the landslide is 1.09, the maximum displacement is about 13cm, the plastic deformation zone is formed in the local area, the shear strain increment perforation zone is not formed, and the local deformation and failure may occur in the local area, indicating that the landslide is in the basic stable shape. In the case of earthquake, the stability coefficient of landslide and landslide is 1.01, the maximum displacement is about 19cm, and the displacement change area which is almost through is formed. It shows that the surface soil of the landslide is loosened when the earthquake action is affected by the earthquake force, and the possibility of sliding is larger. (7) according to the geographical location of the landslide and the topography and geomorphology On the basis of the deformation characteristics and stability conditions, some suggestions are put forward for the prevention and control of landslide: (1) cutting and reducing slots and backfilling; (2) surface excavation guide groove drainage; (3) building retaining wall support.
【學(xué)位授予單位】：成都理工大學(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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