本文選題：機場高填 + 方邊坡穩(wěn)定性��； 參考：《成都理工大學》2017年碩士論文

【摘要】：擬建機場位于貴州省威寧縣內(nèi),場區(qū)內(nèi)地層主要由第四系殘破積物(Q4el+dl)、二疊系下統(tǒng)梁山組(P1l)以及上石炭統(tǒng)馬坪群組(C3mp)組成,其中二疊系梁山組(P1l)巖性為中厚層砂巖夾層薄層狀的炭質(zhì)頁巖、泥巖,屬于硬巖夾軟巖的組合類型。受威寧背斜控制,區(qū)內(nèi)邊坡為順層結(jié)構(gòu),自然狀態(tài)下發(fā)育的主要地質(zhì)災害為滑坡。該擬建機場設(shè)計填方高度最高達66m,平均填方高度大于在30m,在此邊坡上進行填方,邊坡的穩(wěn)定性問題嚴重。因此,本文以高填方邊坡為研究對象,研究此類高填方邊坡的穩(wěn)定性,對該類型機場高填方邊坡的穩(wěn)定性分析具有重要的工程意義。為了研究該機場高填方邊坡的穩(wěn)定性,首先,在查明研究區(qū)自然邊坡的地質(zhì)條件、巖土體結(jié)構(gòu)和力學特征以及變形破壞特征的基礎(chǔ)上,分析自然邊坡的變形破壞機制。然后,利用自然邊坡的變形破壞機制,通過地質(zhì)分析,分析了高填方邊坡的穩(wěn)定性影響因素,進而探討了高填方邊坡的變形破壞模式。最后,考慮天然、暴雨和地震三種工況,應用FLAC-3D分析整個填方體邊坡的穩(wěn)定性,再采用極限平衡法分析三條典型剖面上不同填方邊坡的穩(wěn)定性,并在此基礎(chǔ)上,對該機場邊坡提出針對性的治理防治措施建議。通過上述內(nèi)容的研究得出以下結(jié)論:(1)自然狀態(tài)下區(qū)內(nèi)發(fā)育滑坡3處,不穩(wěn)定斜坡1處,規(guī)模為中小型。其發(fā)育受到地形地貌、地層巖性、地質(zhì)構(gòu)造、坡體結(jié)構(gòu)、降雨和地震等多種因素控制,空間分布相對集中,主要發(fā)育在I#溝流域,以及IV#溝左側(cè)順層斜坡中。其中斜坡自然坡度在14~27°,坡面呈現(xiàn)“陡—緩—陡”的形態(tài)特征,具有以泥巖和炭質(zhì)頁巖為主的軟弱夾層,在臨空條件較好的順層斜坡中極為發(fā)育。(2)研究區(qū)內(nèi)滑坡、不穩(wěn)定斜坡的坡體內(nèi)部巖層為中厚層砂巖夾薄層狀泥巖、炭質(zhì)頁巖,砂巖厚度0.3~0.5m,泥巖、炭質(zhì)頁巖層厚小于0.1m,為硬巖夾軟巖的組合類型,巖層傾角由陡變緩,軟弱夾層在坡體前緣并未剪出。砂巖和泥巖、炭質(zhì)頁巖間存在透水性的差異,雨水透過砂巖層入滲到泥巖等阻水層面,造軟弱巖層的軟化。其自然邊坡的變形破壞機制為滑移—彎曲。(3)結(jié)合自然邊坡的坡體結(jié)構(gòu)、地形地貌和變形破壞機制分析得出,影響高填方邊坡穩(wěn)定性的因數(shù)有四種:一是自然邊坡上植被的發(fā)育特征;二是第四系覆蓋層的分布特征;三是自然邊坡發(fā)育的地形地貌;四是邊坡的坡體結(jié)構(gòu)類型。結(jié)合影響因數(shù)分析高填方邊坡的主要破壞方式分為五種:一是沿自然邊坡坡體表面發(fā)生的變形破壞;二是沿著第四系覆蓋層內(nèi)的變形破壞;三是沿著基覆界面的變形破壞;四種是沿著原有滑面的破壞;五是沿著軟弱結(jié)構(gòu)面的深層次破壞。(4)對高填方邊坡的穩(wěn)定性進行FLAC-3D數(shù)值模擬分析:天然工況下,填方體的整體位移較小,主要位移區(qū)分布在I#溝上游右側(cè)不穩(wěn)定斜坡部位,填方體上分布有零星的塑性變形,天然工況下填方邊坡穩(wěn)定較好;暴雨工況下,填方體的位移增大,塑性破壞主要集中在軟弱結(jié)構(gòu)面的位置,雨水入滲至軟弱結(jié)構(gòu)面,造成軟弱結(jié)構(gòu)面軟化,從而造成填方邊坡的整體失穩(wěn);地震工況下,填方體位移數(shù)值變化和降雨工況下相差不大,塑性變形分布在整個填方體上,塑性破壞區(qū)集中在軟弱結(jié)構(gòu)面附近,地震作用下高填方邊坡出現(xiàn)變形破壞。(5)采用極限平衡法,分析了三條典型剖面上不同填方邊坡的穩(wěn)定性,其結(jié)果表明。高填方邊坡在自然狀態(tài)下穩(wěn)定性不同,剖面I-I’、剖面II-II’和剖面III-III’上填方邊坡穩(wěn)定性較好,高填方邊坡處于穩(wěn)定狀態(tài);在降雨和地震的作用下,受到軟弱結(jié)構(gòu)面和已有滑面的影響,三條剖面上的填方邊坡均處于基本穩(wěn)定~欠穩(wěn)定狀態(tài)。(6)結(jié)合邊坡穩(wěn)定性評價結(jié)果,對高填方邊坡提出了有針對性的治理措施建議:根據(jù)高填方邊坡的穩(wěn)定性情況進行工程治理處理,總體上從原地基的處理、填方體的處理及排水方法著手。通過對典型剖面的治理工程措施檢驗效果來看,在不清除坡表層覆蓋層的情況下,抗滑樁是最為有效的治理措施。
[Abstract]:The proposed airport is located in Weining County, Guizhou province. The interior layer of the field is mainly composed of the Quaternary broken deposits (Q4el+dl), the Permian lower Liangshan formation (P1l) and the upper Carboniferous Ma Ping group (C3mp), and the Permian Liangshan formation (P1l) lithology is a thin layer of thin layer of carbonaceous shale in the middle and thick layer sandstone, and the mudstone belongs to the combination type of hard rock soft rock. The Weining anticline is controlled by the slope of the area. The main geological hazard developed under natural condition is landslide. The height of the proposed airport design is up to 66m, the height of the average fill is greater than that of 30m. The slope is filled on the slope, and the stability of the slope is serious. Therefore, this paper takes the high fill slope as the research object and studies this kind of high grade. The stability of the fill slope is of great engineering significance to the stability analysis of the high fill slope of this type of airport. In order to study the stability of the high fill slope of the airport, first of all, on the basis of finding out the geological conditions of the natural slope in the study area, the structure and mechanical characteristics of the rock and soil, and the characteristics of the deformation failure, the change of the natural slope is analyzed. Then, using the deformation and failure mechanism of the natural slope, through the geological analysis, the influence factors of the stability of the high fill slope are analyzed, and the deformation and failure mode of the high fill slope is discussed. Finally, the stability of the whole fill slope is analyzed with the natural, rainstorm and earthquake, and FLAC-3D is used to analyze the stability of the whole fill slope, and then the limit is adopted. The equilibrium method is used to analyze the stability of the different fill slopes on three typical sections, and on this basis, some countermeasures are proposed for the prevention and control of the slope of the airport. Through the study of the above contents, the following conclusions are drawn: (1) 3 landslides are developed in the natural state and 1 of the unstable slopes, and the scale is medium and small. The appearance, lithology, geological structure, slope structure, rainfall and earthquake are controlled by many factors, and the spatial distribution is relatively concentrated, mainly developed in the I# gully basin and the left parcen slope of IV# gully. The slope natural slope is 14~27 degrees, and the slope surface presents "steep to steep" morphological characteristics, and has the weak clips mainly of mudstone and carbonaceous shale. The layer is developed very well in the bedding slope with better conditions. (2) the slope in the study area is the slope of the unstable slope. The inner rock of the unstable slope is a thin layer of thin sandstone with medium and thick sandstone, the thickness of the carbonaceous shale, the sandstone thickness 0.3~0.5m, the mudstone and the carbonaceous shale is less than 0.1M, which is a combination of hard rock and soft rock, the dip angle of the rock layer is slowed down and the soft intercalation is in the slope. The front edge of the body has not been cut out. There is a permeable difference between the sandstone and mudstone and the carbonaceous shale. The rain water through the sandstone layer infiltrates into the mudstone and other water resistance layers, and the soft rock is softened. The deformation and failure mechanism of the natural slope is slipping and bending. (3) the analysis of the slope structure of the natural slope, the topography and the deformation failure mechanism analysis, and the influence of the deformation and failure mechanism. There are four factors for the stability of high fill slope: one is the characteristics of vegetation development on the natural slope; two is the distribution characteristic of the Quaternary cover layer; three is the topography and geomorphology of the natural slope development; four is the slope structure type of the slope. In combination with the influence factor analysis, the main failure modes of the high fill slope are divided into five kinds: one is the natural slope slope. Deformation damage occurred on the surface of the body; two is deformation and failure along the Quaternary cover layer; three is the deformation and failure along the base cladding interface; the four is along the original sliding surface damage; five is along the weak structural surface deep damage. (4) the stability of the high fill slope FLAC-3D numerical simulation analysis: natural conditions, fill the whole body of the whole The displacement area is smaller and the main displacement area is distributed in the unstable slope part of the right side of the I# ditch. The plastic deformation is scattered on the fill body, the filling slope is stable under the natural condition, the displacement of the fill increases and the plastic damage is mainly concentrated on the weak structural plane under the heavy rain condition, and the rain is infiltrated into the weak structural surface and causes weakness. The structure surface is softened, which causes the overall instability of the fill slope; under the earthquake condition, the displacement of the filling position is not very different from the rainfall condition, the plastic deformation is distributed on the whole fill, the plastic failure area is concentrated near the weak structural surface, and the high fill side slope under the earthquake is deformed and destroyed. (5) the limit equilibrium method is used to analyze the deformation. The stability of different fill slopes on the three typical sections shows that the stability of the high fill slope in the natural state is different, the section I-I ', the section II-II' and the section III-III 'fill slope is stable, the high fill slope is in the stable state, and under the action of rainfall and ground earthquake, it is subjected to the weak structural surface and the existing sliding surface. The influence of the three sections of the fill slope is in the basic stable and unstable state. (6) combined with the stability evaluation results of slope, the high fill slope of the treatment measures proposed: according to the stability of high fill slope stability of engineering treatment, in general, from the original foundation treatment, fill the treatment and drainage square. According to the test results of the treatment measures of typical sections, the anti slide pile is the most effective control measure without removing the cover layer of the slope surface.
【學位授予單位】：成都理工大學
【學位級別】：碩士
【學位授予年份】：2017
【分類號】：V351.1;TU43

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