本文選題：反傾邊坡 + 傾倒變形�。� 參考：《中國地質大學》2015年博士論文

【摘要】：反傾邊坡是指巖層走向與坡面走向近一致、巖層傾向與坡面傾向相反的一類邊坡,般認為此類邊坡穩(wěn)定性較好,不易發(fā)生失穩(wěn),因此對其變形特征及穩(wěn)定性研究成果較少,然而隨著人類工程活動的日益頻繁及范圍擴大,此類邊坡的安全穩(wěn)定性問題開始廣泛存在于礦山、水利水電、公路與鐵路邊坡等方面。在工程實踐中,由于對此類邊坡的變形特征、演化機制認識不足,往往不能正確判別其變形發(fā)展趨勢,進而對其穩(wěn)定性做出錯誤的判斷�；诖�,系統(tǒng)地開展反傾邊坡變形破壞特征與演化規(guī)律研究,揭示其演化機制、機理,將有助于推進反傾邊坡防災減災理論研究,具有較大的工程應用價值。對反傾邊坡的研究首先要認清其變形特征,傾倒變形特征包括地表變形與深部變形兩部分,地表變形特征受深部變形控制,深部變形特征通過地表變形得以表征。地表變形受空間位置、地質環(huán)境條件差異而在空間上呈現(xiàn)不同變形破壞特征,深部變形特征主要包括傾倒變形深度及變形深度范圍內巖層傾角變化規(guī)律兩部分,因此系統(tǒng)綜合分析地表變形與深部變形才能正確揭示傾倒變形特征。目前對反傾邊坡變形演化特征的研究內容較少,以往研究成果主要基于單個工程實例進行簡單的某一階段變形特征描述分析,沒有將其視為一個動態(tài)演化系統(tǒng)。對反傾邊坡而言,傾倒變形隨時間呈現(xiàn)不同變化特征,不同傾倒變形演化階段對應不同變形特征,因此需要將傾倒變形視為動態(tài)演化過程,某一階段變形特征不能反映其整體變形發(fā)展狀況。通過多種特征值演化信息獲取綜合分析而劃分傾倒變形演化階段,并建立各演化階段與變形特征的對應關系,才能對其變形發(fā)展趨勢做出正確預測。論文針對反傾邊坡,以工程地質學、巖石力學為指導,結合地質調查、室內外試驗、三維激光掃描、ArcGIS、數(shù)值模擬等技術方法,主要進行了如下四方面的研究工作：一、傾倒變形影響因子敏感性及易傾倒幾何模型研究(1)分別選取最大水平位移、變形面積、總位移三種評價指標,對比分析了基于三種指標所得傾倒變形影響因子敏感性計算結果差異,并得出基于總位移評價指標的分析結果能彌補另外兩種評價指標的不足,且結果最符合實際；(2)傾倒變形敏感性計算結果表明一級影響因子中幾何特征因素對傾倒變形影響最大,二級影響因子中坡角、巖層厚度、密度、泊松比為高敏感因子；巖層傾角、巖體內摩擦角、層理內摩擦角為次敏感因子；彈性模量、巖體粘聚力、抗拉強度、層理剛度比、層理粘聚力為低敏感因子；(3)幾何特征因子作用下響應規(guī)律分析結果表明,傾倒變形隨坡度、巖層傾角增加而增加,隨巖層厚度增加,傾倒變形總位移先增大后減小,并在0.2m處變形最大；(4)利用支持向量機建立了傾倒變形總位移預測模型,得出反傾邊坡易傾倒幾何模型為以坡度80°、巖層傾角80°、巖層厚度0.19m為圓心的四分之一橢球體,橢球長赤道半徑長31°(巖層傾角軸向)、短赤道半徑長21°(坡度軸向)、極半徑0.075m(巖層厚度軸向),該橢球體長赤道半徑：短赤道半徑：極半徑為2.48：1.68：1。二、傾倒變形破壞與時空演化特征分析(1)硝洞槽-鄭家大溝岸坡實質為一彎曲傾倒變形體岸坡,依據(jù)地表變形空間分布特征,將岸坡地表變形共分為七個變形區(qū),岸坡地表變形明顯區(qū)主要分布在岸坡前部與后部,宏觀表現(xiàn)為地表拉裂縫、崩坡積體滑移以及巖層彎曲折斷；(2)物探、波速、平硐、探井等勘測分析結果表明傾倒變形影響深度為50m-110m,岸坡前部傾倒變形深度較淺、后部傾倒變形深部較深；(3)岸坡前部三維激光掃描與岸坡后部鉆孔成像解譯分析結果表明,岸坡前部巖層傾角變化不明顯,岸坡巖體以剪切變形為主；岸坡后部巖層傾角隨深度整體逐漸變陡,其中0-40m深度內巖層傾角以20°左右緩傾角為主,變化平緩,40m-85m深度內巖層傾角逐漸變陡并趨于正常,傾倒變形主要發(fā)生在40-85m深度范圍內；(4)地表位移監(jiān)測結果表明岸坡前部以水平變形為主,岸坡后部以垂直變形為主；深部位移監(jiān)測結果表明岸坡900m高程以上呈傾倒變形破壞模式,其變形速率較慢、變形強度較弱,岸坡900m高程以下區(qū)域呈剪切破壞模式,其變形速率較快、變形強度較強；(5)岸坡傾倒變形演化周期為12個月,前四個月岸坡中部變形優(yōu)勢明顯,并從右側向左側擴展呈帶狀,后八個月岸坡中部變形優(yōu)勢逐漸減弱,并從左側向右側消退呈點狀,岸坡中部條帶區(qū)域變形控制著整個岸坡變形演化規(guī)律,岸坡整體變形滯后于岸坡中部變形,中部條帶狀變形區(qū)位移的增加會誘發(fā)后期岸坡整體位移的增加,推斷該帶狀區(qū)為傾倒變形鎖骨段；(6)岸坡水平強變形最大面積區(qū)為中等坡度、低高程、北坡向區(qū),占該區(qū)總面積的79.24%,岸坡垂直強變形最大面積區(qū)為低坡度、高高程、西北坡向區(qū),占該區(qū)總面積的87.9%,岸坡傾倒變形整體以水平變形為主、垂直變形為輔。三、傾倒變形穩(wěn)定性及演化機制研究(1)單剪試驗不需事先假定剪切破壞面,所需剪應力小、剪應變大,對試樣剪切破壞更徹底,試樣破壞裂紋沿對角線呈45°線性分布,試樣裂紋貫加載側對角線,直剪試驗裂紋近似呈直線貫通指定剪切破壞面,并發(fā)育近45°絮狀次級裂紋,數(shù)值試驗模擬結果表明單剪、直剪試驗粘聚力之比為1.0：1.66,摩擦角度之比為1.0：1.08,力學參數(shù)差異主要表現(xiàn)在粘聚力上,單剪、直剪試驗差異原因主要為二者試驗過程中伺服器做功所轉換的應變能、摩擦能比值差異顯著；(2) Sarma法、WGB法、剛體極限平衡法三種穩(wěn)定性系數(shù)計算方法所得岸坡穩(wěn)定性變化趨勢一致,WGB法由于考慮了滑動面的連通率與條塊側面剪應力而使穩(wěn)定性系數(shù)計算結果偏高；剛體極限平衡法由于未考慮滑面連通率、條塊側面剪應力,因此其穩(wěn)定性系數(shù)計算結果偏低；Srama法考慮了條塊側面剪應力,但未考慮滑面連通率而使穩(wěn)定性系數(shù)計算結果居中；層狀反傾巖質邊坡變形受巖體結構面控制,巖體沿層面發(fā)生剪切變形,因此考慮條塊側面剪應力的WGB法和Srama法較剛體極限平衡法更適合反傾邊坡；此外,WGB法和Sarma法均按實際巖層面劃分條塊,比鉛直劃分條塊的剛體極限平衡法更能真實反映層狀反傾巖質邊坡的實際破壞情況；(3)庫水作用前,岸坡700m高程以下為穩(wěn)定區(qū),岸坡巖體受上部傾倒變形下滑力作用而發(fā)生剪切變形并提供抗滑力,岸坡700-900m高程區(qū)域為較穩(wěn)定區(qū),為岸坡滑移、傾倒兩種破壞混合區(qū),巖層條塊存在兩種不同破壞模式,岸坡900m高程以上為基本穩(wěn)定區(qū),巖體發(fā)生傾倒變形提供下滑力；庫水作用后,岸坡700m高程以下區(qū)域由于受庫水作用,巖體弱化、強度降低而發(fā)生局部剪切變形破壞,由穩(wěn)定區(qū)變?yōu)椴环�(wěn)定區(qū),坡表變形以水平滑移變形為主；岸坡700-900m高程區(qū)域受下部滑移變形牽引及上部傾倒變形推壓共同作用,由較穩(wěn)定區(qū)變?yōu)榍贩�(wěn)定區(qū)；岸坡900m高程以上區(qū)域受庫水影響較小,但因受岸坡中前部變形牽引而穩(wěn)定性發(fā)生微弱變化,因此仍為基本穩(wěn)定區(qū),變形以垂直向傾倒變形為主；(4)岸坡傾倒變形、剪切變形分界面高程隨層理力學參數(shù)成正比,層理力學參數(shù)越好,變形分界面高程越高,岸坡傾倒變形區(qū)越小,分界面高程受層理內摩擦角影響大于內聚力；當內聚力小于50kPa,且內摩擦角小于30°時,岸坡大部分區(qū)域會發(fā)生傾倒變形,剪切變形區(qū)僅分布于530m-546m高程段；當內摩擦角大于35°時,岸坡大部分區(qū)域以剪切變形為主,傾倒變形僅分布于1000m高程以上區(qū)域；(5)岸坡前期變形方式主要以傾倒變形條塊數(shù)增加為主,岸坡傾倒偏轉角度較小,偏轉范圍在8°以內；岸坡后續(xù)傾倒變形將表現(xiàn)為傾倒變形條塊、傾倒變形角度同步陡增,在無外界因素影響下,岸坡將向傾倒條塊數(shù)140塊、傾倒角度30°附近區(qū)域演化；(6)庫水作用后岸坡穩(wěn)定性下降明顯,新演化路徑較原演化路徑向傾倒條塊坐標軸輕微偏移,庫水作用對岸坡傾倒演化路徑無明顯影響,只是通過降低坡腳巖土體力學參數(shù),使得岸坡前部抗剪強度降低,進而降低岸坡整體穩(wěn)定性系數(shù)。四、傾倒變形特征值及其岸坡演化機理研究(1)在岸坡巖塊微觀參數(shù)校核的基礎上,綜合Hoek-Brown準則與數(shù)值試驗確定了岸坡巖體力學強度參數(shù)；采用PFC軟件模擬了岸坡傾倒變形演化過程,獲取了岸坡傾倒變形過程中應力場、位移場、能量場多種特征值演化特征,岸坡前部在水平應力作用下發(fā)生剪切變形,岸坡中后部在垂直應力作用下發(fā)生傾倒變形；(2)應力場演化特征分析結果表明,岸坡在坡腳溝谷處呈高應力狀態(tài),岸坡淺層應力場以垂直應力為主,水平應力、垂直應力、剪應力沿深度整體上逐漸增加,演化過程中不同區(qū)域、不同演化時期應力場差異顯著；(3)位移場演化特征分析結果表明,地表以水平變形為主,水平位移在高程900-1050m區(qū)段位移數(shù)值及增速最大,并以此為中心向坡腳、坡頂方向逐漸遞減,坡頂水平位移值大于坡腳,地表垂直位移隨岸坡空間分布規(guī)律與水平位移相似,岸坡前部由于剪切變形而隆起；岸坡中部深部位移隨深度遞增,呈典型傾倒變形特征；(4)能量場演化特征分析結果表明,傾倒變形演化過程中應變能最大、摩擦能其次、動能最小,各能量均隨時步逐漸增加,能量陡升區(qū)間位于10萬-30萬時步；依據(jù)能量場演化特征曲線,將岸坡傾倒變形演化過程劃分為剪切變形階段、主傾倒折斷面貫通階段、次級傾倒折斷面發(fā)育階段等三階段；(5)剪切變形階段岸坡坡腳深部水平應力陡增,且越靠近坡腳谷底,水平應力值越大,高水平應力狀態(tài)造成岸坡剪切裂紋從坡腳谷底處向坡體深部逐漸擴展貫通形成剪切折斷面；受岸坡前部水平變形牽引,岸坡中部在自重作用下垂直應力增大并造成巖層傾角偏轉沿深部發(fā)生傾倒折斷,傾倒折斷面沿岸坡中部向坡頂延伸并貫通形成主折斷面；次折斷面發(fā)育階段,岸坡體變形主要受控于垂直應力,其中岸坡中部垂直應力波動大、前部次之、后部垂直應力變化平穩(wěn),岸坡前部次級折斷面近似平行主折斷面呈離散狀分布于岸坡體剪切變形區(qū),巖層傾角無偏轉；岸坡中部次級折斷面與主折斷面呈弧形向坡外發(fā)育,且愈靠近坡面次級折斷面傾角愈陡、巖層傾角愈平緩；岸坡后部次級折斷面發(fā)育規(guī)模小,且與主折斷面近似平行,巖層傾角偏轉較小。本文研究的創(chuàng)新點主要有：(1)對比基于最大水平位移、變形面積、總位移三種評價指標下傾倒變形影響因子敏感性分析結果差異,綜合確定傾倒變形影響因子敏感性大小,并通過對高敏感因子作用下傾倒變形響應規(guī)律研究得出傾倒變形易傾倒幾何模型；(2)基于三維激光掃描、鉆孔攝像等多種測量技術綜合分析了傾倒變形空間變化特征,并利用ArcGIS分析了傾倒變形時空演化特征,確定了傾倒變形剪切變形區(qū)與傾倒變形區(qū)分布范圍；(3)綜合位移場、應力場、能量場演化特征進行了傾倒變形演化階段劃分,并分析了傾倒變形演化機理。
[Abstract]:The anti dip slope refers to a kind of rock slope which is close to the slope direction and the rock strata tend to be opposite to the slope. It is considered that this kind of slope is more stable and not prone to instability. Therefore, the research results of its deformation characteristics and stability are less. However, with the increasing frequency and scope of human engineering activities, the safety of this kind of slope is safe. Stability problems begin to exist widely in mines, water conservancy and hydropower, highway and railway slope. In engineering practice, because of the lack of understanding of the deformation characteristics and evolution mechanism of this kind of slope, it often can not correctly distinguish its deformation development trend, and then make a wrong judgment on its stability. Based on this, the reverse slope change is systematically carried out. The study of the characteristics and evolution laws of the shape failure and the mechanism of its evolution will help to advance the theoretical study of the anti dip slope prevention and reduction theory. It is of great engineering application value. The study of the reverse slope should first recognize its deformation characteristics, and the characteristics of the toppling deformation include two parts of the surface deformation and the deep deformation, and the surface deformation characteristics are deeply affected by the depth. The deformation characteristics of deep deformation are characterized by surface deformation. The surface deformation is affected by the spatial position, the geological environment is different, and the deformation and failure characteristics are presented in the space. The deep deformation features mainly include the two parts of the dip angle change law in the range of the toppling deformation depth and the depth of the deformation, so the system analyses the surface change synthetically. The shape and deep deformation can correctly reveal the characteristics of the toppling deformation. At present, the research content of the deformation and evolution characteristics of the reverse slope is less. The previous research results are mainly based on a single engineering example to describe the deformation characteristics of a simple stage, and do not consider it as a dynamic modeling system. The evolvement stage of different toppling deformation corresponds to different deformation characteristics. Therefore, the toppling deformation should be considered as a dynamic evolution process, and the deformation characteristics of one stage can not reflect the development of its whole deformation. The corresponding relationship between the phase and the deformation characteristics can be used to predict the development trend of the deformation. In this paper, the research work on the reverse slope, with the guidance of engineering geology and rock mechanics, combined with geological survey, indoor and outdoor tests, three-dimensional laser scanning, ArcGIS, numerical simulation and other technical methods, mainly carried out the following four aspects of research work: 1. The sensitivity of the influence factor of the inverted deformation and the study of the easy dumping geometry model (1) select the three evaluation indexes of the maximum horizontal displacement, the deformation area and the total displacement respectively, and compare and analyze the difference of the sensitivity calculation results of the influence factors of the dumping deformation based on the three indexes, and get the other two kinds of analysis results based on the total displacement evaluation index. The evaluation index is not enough, and the results are most consistent with the actual results. (2) the results of the deformation sensitivity calculation show that the geometric characteristics of the first order influence factor have the greatest influence on the toppling deformation. The slope angle, the thickness of the rock layer, the density, the Poisson's ratio are Gao Mingan factor, the dip angle of the rock layer, the friction angle of the rock mass and the internal friction angle of the bedding are sub sensitive. Factors such as modulus of elasticity, cohesive force of rock mass, tensile strength, bedding stiffness ratio, and cohesive force are low sensitive factors. (3) analysis of response laws under the action of geometric characteristics indicates that the toppling deformation increases with the slope and rock dip angle, and the total displacement of toppling deformation increases first and then decreases with the increase of the thickness of the rock layer, and is most deformed at 0.2m. (4) (4) the prediction model of the total displacement of dump deformation is established by support vector machine, and the easy toppling geometry model of the reverse slope is that the slope is 80 degrees, the dip angle of the rock layer is 80 degrees, the thickness of the rock layer is 1/4 ellipsoid of the center, the long equator radius of the ellipsoid is 31 degrees (the axis of the rock layer), the radius of the short equator is 21 degrees (the slope axis), and the polar radius is 0.075m ( The long equatorial radius of the rock layer: the long equatorial radius of the ellipsoid: the radius of the short equator: the polar radius is 2.48:1.68:1. two, the collapse deformation and the temporal and spatial evolution characteristics analysis (1) the nitre trough - Zhengjia ditu bank slope is essentially a curved slope deformed bank slope. According to the spatial distribution characteristics of the surface deformation, the surface deformation of the bank slope is divided into seven deformation zones. The obvious area of the surface deformation in the bank slope is mainly distributed in the front and back of the bank slope, and the macroscopic expression is the surface tensile crack, the slide of the landslide and the bending and fracture of the rock layer. (2) the results of geophysical prospecting, wave velocity, adit and exploration well show that the influence depth of the toppling deformation is 50m-110m, the depth of the dumping deformation in the front of the bank slope is shallow, and the deep toppling deformation in the rear is more than that of the slope. (3) the analysis of the three-dimensional laser scanning in front of the bank slope and the interpretation of the borehole imaging in the back of the bank slope shows that the rock slope angle in the front of the bank slope is not obvious, and the rock slope in the bank slope is mainly shear deformation, and the slope angle of the bank slope is gradually steepening with the depth, and the dip angle of the rock layer in the 0-40m depth is mainly about 20 degrees, the change is gentle, and the change is gentle. The dip angle of the rock layer gradually steepen and tends to normal in the depth of M, and the toppling deformation mainly occurs in the 40-85m depth range. (4) the surface displacement monitoring results show that the front part of the bank slope is mainly horizontal deformation, and the back of the bank slope is mainly vertical deformation, and the deep displacement monitoring results show that the slope 900m above the slope is a toppling deformation failure mode and its deformation rate. More slowly, the deformation strength is weak, the region below 900m elevation is shear failure mode, its deformation rate is faster, and the deformation strength is stronger. (5) the evolution period of bank slope collapse deformation is 12 months, the deformation advantage of the bank slope in the first four months is obvious, and it extends from the right to the left, and the deformation advantage of the bank slope is weakened gradually in the later eight months. The displacement of the left side to the right is a point shape. The deformation of the strip zone in the middle of the bank slope controls the deformation and evolution law of the whole bank slope, the whole deformation of the bank slope lag behind the deformation of the bank slope, and the increase of the displacement of the belt deformation zone in the central strip will induce the increase of the overall displacement of the bank slope in the later period, and deduce that the strip area is the clavicle section of the dumping deformation; (6) the horizontal deformation of the bank slope is strong. The maximum area is medium slope, low elevation and north slope area, which accounts for 79.24% of the total area of the area. The maximum area of vertical strong deformation is low gradient, high elevation, and northwest slope area, accounting for 87.9% of the total area of the area. The slope deformation is mainly horizontal deformation and vertical deformation is supplemented. Three, the stability and evolution mechanism of dumping deformation (1) The shear stress is small, the shear strain is large, the shear strain is larger, the shear failure is more thorough, the fracture crack is 45 degrees along the diagonal line, the specimen crack intersecting the diagonal line at the loading side, and the straight shear crack is approximately straight through the specified shear failure surface, and the 45 degree secondary crack is developed by the numerical test. The test results show that the ratio of cohesive force to single shear test is 1.0:1.66, the ratio of friction angle is 1.0:1.08, and the difference of mechanical parameters is mainly in cohesive force. The difference of single shear and direct shear test is mainly due to the strain energy converted by the server in the two experiments, and the difference of the ratio of friction energy is significant; (2) Sarma method, WGB method, rigid The stability variation trend of the bank slope is consistent with the three stability coefficient calculation methods of the body limit equilibrium method. The WGB method makes the calculation result of the stability coefficient higher because of the connection rate of the sliding surface and the lateral shear stress of the strip, and the stability coefficient of the rigid body limit equilibrium method is due to the failure of the slip surface connectivity and the side shear stress. The calculation results are low; the Srama method considers the shear stress of the strip side, but does not consider the connection rate of the sliding surface, which makes the calculation result of the stability coefficient in the middle. The deformation of the layered anti dip rock slope is controlled by the structure surface of the rock mass and the rock mass is shear deformation along the plane, so the WGB method and the Srama method considering the lateral shear stress of the strip are more than the rigid body limit equilibrium method. It is suitable for reverse slope slope; in addition, the WGB method and the Sarma method are all divided according to the actual rock layer, and the rigid body limit equilibrium method is more true to reflect the actual failure situation of the layered reverse rock slope. (3) before the reservoir water action, the slope of the bank slope is below the 700m elevation as the stable area, the slope rock mass is affected by the falling force action of the toppling deformation. The 700-900m elevation area of the bank slope is a more stable region, the slope slip and the toppling two kinds of damage mixing areas, and the rock layers have two different failure modes. The bank slope above the 900m elevation is the basic stable area, and the rock mass falls down to provide the sliding force; after the reservoir water action, the area under the 700m elevation below the bank slope is affected by the area due to the bank slope. With the function of reservoir water, the rock mass is weakened and the strength is reduced, the local shear deformation and deformation occur, from the stable area to the unstable region, the slope deformation is dominated by horizontal slip deformation, and the 700-900m elevation area of the bank slope is affected by the lower sliding deformation and the uptoppling deformation, which is changed from the stable area to the under stable zone, and the slope of the bank slope is above the 900m elevation area. The region is less affected by the reservoir water, but the stability of the slope in the front of the slope is slightly changed, so it is still the basic stable area, and the deformation is mainly vertical to the toppling deformation. (4) the slope deformation of the bank slope, the shear deformation interface height is proportional to the mechanical parameters of the bedding, the better the mechanics parameters of the bedding, the higher the height of the deformation interface, the bank slope. The smaller the toppling deformation area is, the influence of the interfacial elevation is greater than the cohesion by the inner friction angle of the bedding. When the cohesion is less than 50kPa and the internal friction angle is less than 30 degrees, the most area of the bank slope will have toppling deformation, and the shear deformation zone is only distributed in the 530m-546m elevation section. When the internal friction angle is greater than 35 degrees, the most area of the bank slope is mainly shear deformation. The toppling deformation is distributed only in the area above the 1000m elevation; (5) the early deformation mode of the bank slope is mainly increased by the number of toppling deformation strips, the slope of the bank slope is smaller and the deflection range is less than 8 degrees, and the subsequent slope deformation of the bank slope will be the dumping deformation strip, the angle of the dumping deformation is increasing synchronously, and the bank slope is under the influence of no external factors. There will be 140 pieces of dumping strip and the evolution of the area near the angle of 30 degrees. (6) the stability of the bank slope decreases obviously after the action of the reservoir water, the new evolution path is slightly offset by the original evolution path to the tilting strip coordinate axis, and the effect of the reservoir water on the slope evolution path of the bank slope has no obvious effect, only by reducing the mechanical parameters of the slope soil and soil, making the bank slope before the slope. The shear strength of the section is reduced and the overall stability coefficient of the bank slope is reduced. Four, the characteristic value of the dumping deformation and the evolution mechanism of the bank slope (1) the mechanical strength parameters of the slope rock mass are determined by the comprehensive Hoek-Brown criterion and numerical test on the basis of the microscopic parameters of the bank rock block, and the evolution process of the slope deformation of the bank slope is simulated with the PFC software. A variety of characteristic values of stress field, displacement field and energy field are obtained, and the front part of the bank slope is subjected to shear deformation under horizontal stress, and the back part of the bank slope is inverted under vertical stress. (2) the analysis of the evolution characteristics of the stress field shows that the bank slope is in high stress state at the foot valley of the slope. The stress field in the shallow slope is mainly vertical stress, the horizontal stress, the vertical stress and the shear stress gradually increase along the depth, and the difference of stress field in different regions and different evolutional periods is significant. (3) the analysis of the evolution characteristics of the displacement field shows that the surface is mainly the horizontal deformation and the horizontal displacement is in the elevation 900-1050m section displacement value and The growth rate is the largest, and the direction of the slope is gradually decreasing. The horizontal displacement of the top is larger than the slope foot. The vertical displacement of the surface is similar to the horizontal displacement, and the front part of the bank rises because of the shear deformation; the deep displacement in the middle of the bank slope increases with the depth with the depth of the slope. (4) the evolution of the energy field. The characteristic analysis results show that the strain energy is maximum in the evolution process, the friction energy is second, the kinetic energy is minimum, the energy is gradually increased at any time, the energy steep rise interval is at 100 thousand -30 million step. According to the energy field evolution characteristic curve, the evolution process of the slope collapse deformation is divided into the shear deformation stage, the main toppling fracture surface is through the pass order. There are three stages of secondary collapse, fracture surface development and so on. (5) at the shear deformation stage, the horizontal stress in the deep slope of the bank slope increases sharply, and the closer to the slope is.
【學位授予單位】：中國地質大學
【學位級別】：博士
【學位授予年份】：2015
【分類號】：TU43

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1 柏永巖;;玄武巖斜坡傾倒變形破壞的工程地質研究[A];2010四川省水文、工程、環(huán)境地質學術交流會論文集[C];2010年

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