【摘要】：硬性接觸的粗糙起伏型巖體結(jié)構(gòu)面廣泛發(fā)育于硬質(zhì)巖體斜/邊坡中，其剪切力學(xué)性質(zhì)對(duì)邊坡穩(wěn)定性具有重要影響。由于巖體結(jié)構(gòu)面現(xiàn)場(chǎng)直剪試驗(yàn)及取樣比較困難，很難開(kāi)展大尺寸巖體結(jié)構(gòu)面剪切試驗(yàn)。論文依托國(guó)家自然科學(xué)基金面上項(xiàng)目（No.41172243）的資助，基于巖體結(jié)構(gòu)面野外調(diào)查測(cè)量及室內(nèi)加卸荷試驗(yàn)巖石試件主破裂面的高精度三維激光掃描研究了硬性接觸型巖體結(jié)構(gòu)面表面的宏-細(xì)觀起伏形態(tài)特征，進(jìn)而利用二維顆粒流(PFC2D)程序從細(xì)觀角度模擬研究了起伏角及法向應(yīng)力對(duì)貫通型鋸齒狀巖體結(jié)構(gòu)面以及臺(tái)階高長(zhǎng)比對(duì)貫通型單臺(tái)階狀巖體結(jié)構(gòu)面的剪切變形及強(qiáng)度影響規(guī)律，并將研究得到的經(jīng)驗(yàn)強(qiáng)度公式應(yīng)用于邊坡穩(wěn)定性的極限平衡法計(jì)算。研究成果不僅豐富了巖體結(jié)構(gòu)面剪切力學(xué)性質(zhì)及參數(shù)取值的巖體力學(xué)理論，也可為鋸齒狀和臺(tái)階狀巖體結(jié)構(gòu)面所控制的邊坡穩(wěn)定性評(píng)價(jià)提供有益參考。主要研究成果如下： ①巖體結(jié)構(gòu)面表面起伏形態(tài)可概化為平直狀、臺(tái)階狀、鋸齒狀和波浪狀四類(lèi)。其粗糙度具有方差自相似性，可以用結(jié)構(gòu)面剖面垂直方向的方差σ2D來(lái)描述結(jié)構(gòu)面二維粗糙度系數(shù)，用整個(gè)結(jié)構(gòu)面粗糙高度的方差σ3D來(lái)描述結(jié)構(gòu)面三維的粗糙起伏。大理巖卸荷破裂面粗糙高度分布近似符合高斯函數(shù)分布規(guī)律，粗糙高度分布的偏度sk大多小于0，向右邊偏斜較大。 ②鋸齒狀結(jié)構(gòu)面的剪切變形模式可分為爬坡、爬坡啃斷和啃斷3種基本類(lèi)型，隨著鋸齒起伏角和法向應(yīng)力的增大，逐漸由爬坡、爬坡啃斷向啃斷模式演變，且這種遞變隨起伏角和法向應(yīng)力具有近對(duì)稱(chēng)矩陣分布特征。鋸齒狀巖體結(jié)構(gòu)面的剪切強(qiáng)度隨法向應(yīng)力及起伏角的增大均近線性增加，建立了同時(shí)考慮鋸齒狀結(jié)構(gòu)面爬坡和啃斷效應(yīng)的剪切強(qiáng)度經(jīng)驗(yàn)公式。 ③臺(tái)階狀結(jié)構(gòu)面的損傷破壞模式可分為壓切破壞和張剪破壞兩種類(lèi)型，隨著臺(tái)階高長(zhǎng)比H/L的增大，結(jié)構(gòu)面剪切過(guò)程中彎矩作用比例逐漸增大張性破壞成分逐漸增多，變形模式逐漸由壓切破壞模式轉(zhuǎn)換為張剪破壞模式。結(jié)構(gòu)面最先在臺(tái)階角點(diǎn)處產(chǎn)生宏觀裂紋，隨著裂紋擴(kuò)展方向的不同而逐漸轉(zhuǎn)化為兩種不同的損傷破壞模式。針對(duì)實(shí)際巖體結(jié)構(gòu)面臺(tái)階高長(zhǎng)比H/L常較�。▔呵心Ｊ剑�，，建立了同時(shí)考慮結(jié)構(gòu)面摩擦角增大和啃斷效應(yīng)的剪切強(qiáng)度經(jīng)驗(yàn)公式。 ④將建立的鋸齒狀和臺(tái)階狀結(jié)構(gòu)面剪切強(qiáng)度經(jīng)驗(yàn)公式運(yùn)用于邊坡穩(wěn)定性極限平衡法計(jì)算的參數(shù)取值�；贔LAC數(shù)值模擬及強(qiáng)度折減法理論，研究了外傾貫通型鋸齒狀與臺(tái)階狀巖體結(jié)構(gòu)面控制的邊坡滑移破壞的模擬及安全系數(shù)；對(duì)比強(qiáng)度折減法和極限平衡法安全系數(shù)計(jì)算結(jié)果，驗(yàn)證了剪切強(qiáng)度經(jīng)驗(yàn)公式的正確性。
[Abstract]:The hard contact rough undulating rock mass structure plane is widely developed in the hard rock mass slope / slope, and its shear mechanical properties have an important effect on the slope stability. Due to the difficulty of direct shear test and sampling of rock mass structure plane, it is difficult to carry out shear test of large scale rock mass structure plane. The thesis is supported by the National Natural Science Foundation of China (No.41172243). Based on the field survey of rock mass structural plane and the high precision 3D laser scanning of the main fracture surface of rock specimen under loading and unloading test, the macroscopic and meso-fluctuation characteristics of hard contact rock mass surface are studied. Furthermore, the effects of fluctuation angle and normal stress on the shear deformation and strength of the structural plane of the perforated sawtooth rock mass and the height ratio of the step to height are studied by using the two-dimensional particle flow (PFC2D) program from a mesoscopic point of view. The empirical strength formula is applied to the calculation of slope stability by limit equilibrium method. The research results not only enrich the rock mechanics theory of shear mechanical properties and parameter values of rock mass structure plane, but also provide a useful reference for the evaluation of slope stability controlled by zigzag and step rock structural joints. The main results are as follows: (1) the surface undulation of rock structure can be divided into four types: flat, step, jagged and wavy. The roughness has self-similarity of variance. The two-dimensional roughness coefficient of structural plane can be described by the variance 蟽 2D in the vertical direction of the section of the structure surface, and the roughness fluctuation of the structural plane can be described by the variance 蟽 3D of the rough height of the whole structure surface. The distribution of the rough height of the unloading fracture surface of marble approximately accords with the distribution of Gao Si function. The skewness of the distribution of rough height is mostly less than 0, and the deflection to the right is larger. 2 the shear deformation mode of the sawtooth structural plane can be divided into climbing slope. With the increase of sawtooth fluctuation angle and normal stress, the three basic types of climbing slope gnawing and gnawing are gradually evolving from climbing and slope gnawing to gnawing mode, and this gradual change has the characteristics of near symmetric matrix distribution with the fluctuation angle and normal stress. The shear strength of the structural plane of zigzag rock mass increases nearly linearly with the increase of normal stress and fluctuation angle. An empirical formula of shear strength considering the slope climbing and gnawing effect of the zigzag structural plane is established. 3 the damage failure modes of the stepped structural plane can be divided into two types: compression shear failure and tension-shear failure, with the increase of the height ratio of the step to the ratio of H / L. In the shear process of structure plane, the ratio of bending moment to bending moment increases gradually, and the component of tensile failure increases gradually, and the deformation mode is gradually changed from compression shear failure mode to tension-shear failure mode. The structural surface first produces macroscopic crack at the corner of the step, and gradually transforms into two different damage and failure modes with the different direction of crack propagation. In view of the fact that the height and length of the step of the structural plane of rock mass is usually smaller than that of H / L (pressure-shear model), an empirical formula of shear strength considering the increase of friction angle and gnawing effect of the structural plane is established. 4 the sawtooth and step shapes will be established. The empirical formula of shear strength of structural plane is applied to the parameter selection of slope stability limit equilibrium method. Based on FLAC numerical simulation and strength reduction theory, the simulation and safety factor of slope slip failure controlled by external penetrating sawtooth type and step rock structure plane are studied, and the results of safety factor calculation by strength reduction method and limit equilibrium method are compared. The empirical formula of shear strength is proved to be correct.
【學(xué)位授予單位】：重慶大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類(lèi)號(hào)】：TU457

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