本文關(guān)鍵詞：露天礦邊坡采動(dòng)破壞過(guò)程中的應(yīng)變局部化特征分析　出處：《青島理工大學(xué)》2016年碩士論文　論文類型：學(xué)位論文

  更多相關(guān)文章： 邊坡監(jiān)測(cè) 數(shù)據(jù)分析 變形局部化 強(qiáng)度折減法

【摘要】：我國(guó)深受礦山滑坡災(zāi)害的影響,目前礦山高邊坡滑坡坍塌是造成我國(guó)礦山事故的主要原因之一。礦山滑坡事故具有突發(fā)性、瞬時(shí)性、巨大破壞性的特征,是國(guó)內(nèi)外科研工作者把礦山邊坡災(zāi)害防治工作作為研究對(duì)象。在改革開放之后,我國(guó)經(jīng)濟(jì)快速發(fā)展,對(duì)于能源的需求量迅速增加,而我國(guó)有著豐富的礦產(chǎn)資源,因此為了追求高更好的經(jīng)濟(jì)效益,對(duì)于礦山的開采也是日益增加。隨著礦山不斷開采,形成深凹形高陡邊坡,這些邊坡受到降水、爆破震動(dòng)、施工開采擾動(dòng)等不確定因素,形成了安全隱患,威脅著礦區(qū)現(xiàn)場(chǎng)施工人員的安全,同時(shí)也造成了巨大了經(jīng)濟(jì)損失。論文以金川露天露天石英石礦邊坡監(jiān)測(cè)項(xiàng)目為背景,通過(guò)分析監(jiān)測(cè)到的位移累計(jì)值,結(jié)合現(xiàn)場(chǎng)邊坡局部破壞現(xiàn)象,分析了其周圍2-C臺(tái)階和與滑坡體處于剖面相鄰的3-C、4-C、5-C臺(tái)階邊坡位移變化曲線。通過(guò)對(duì)監(jiān)測(cè)數(shù)據(jù)的分析,變形局部化發(fā)生部位發(fā)生應(yīng)力釋放、轉(zhuǎn)移和重新調(diào)整,應(yīng)力場(chǎng)重新構(gòu)建,部分應(yīng)力轉(zhuǎn)移到鄰近區(qū)域巖體,距離破壞區(qū)域越近的區(qū)域巖體應(yīng)力轉(zhuǎn)移的越多,產(chǎn)生的位移變化越明顯,邊坡破壞程度也就越大。應(yīng)力主要向上部臺(tái)階邊坡巖體轉(zhuǎn)移,對(duì)上部巖體影響較大。同時(shí)發(fā)現(xiàn)在3-C監(jiān)測(cè)點(diǎn)處位移出現(xiàn)了潛在的滑動(dòng)面,另外由于現(xiàn)場(chǎng)開挖擾動(dòng)及自然因素的耦合作用,4-C、5-C監(jiān)測(cè)點(diǎn)7.2m深度測(cè)斜儀的水平位移累積值出現(xiàn)了不同程度的波動(dòng)�；赗FPA強(qiáng)度折減法,建立與實(shí)地相結(jié)合的邊坡數(shù)值模型,真實(shí)地重現(xiàn)了1768平臺(tái)在施工過(guò)程中的典型剖面中的多臺(tái)階局部巖土體漸進(jìn)性失穩(wěn)過(guò)程,分析了邊坡失穩(wěn)破壞過(guò)程中應(yīng)變局部化現(xiàn)象;并從應(yīng)力場(chǎng)、聲發(fā)射、彈性模量變化的角度,分析邊坡破壞過(guò)程中的應(yīng)力應(yīng)變變化規(guī)律,即多級(jí)邊坡在破壞的過(guò)程中,起始損傷、損傷積累主要由張拉應(yīng)力破壞引起,損傷的擴(kuò)展和貫通主要由壓剪應(yīng)力引起,邊坡靠近懸空面的巖體主要產(chǎn)生拉張剪切破壞;靠近懸空面巖體在發(fā)生張拉剪切破壞的過(guò)程中逐步向上部并向遠(yuǎn)離懸空面巖體擴(kuò)展;當(dāng)上部巖體的損傷點(diǎn)擴(kuò)展成損傷區(qū)域并與下部巖體的損傷區(qū)域連通形成更大的損傷區(qū)域時(shí),會(huì)引起巖體內(nèi)部應(yīng)力進(jìn)一步橋越,進(jìn)而引起更大范圍巖體內(nèi)部應(yīng)力變化。
[Abstract]:At present, the landslide collapse of high slope is one of the main causes of mine accidents in China. Mine landslide accidents have the characteristics of sudden, instantaneous and huge destructive. Since the reform and opening up, China's economy has developed rapidly, the demand for energy has increased rapidly, and China has rich mineral resources. Therefore, in order to pursue higher and better economic benefits, mining is also increasing. With the continuous mining, the formation of deep concave high steep slope, these slopes are subject to precipitation, blasting vibration. The uncertain factors such as the disturbance of construction mining have formed the hidden danger of safety and threatened the safety of the construction personnel in the mining area. At the same time, it also caused huge economic losses. Based on the monitoring project of open-pit quartzite mine slope in Jinchuan, this paper analyzed the accumulated displacement value and combined with the local failure phenomenon of the site slope. The displacement variation curves of 2-C step and 3-C4-C4-C5-C step slope adjacent to the landslide are analyzed. The monitoring data are analyzed. Stress release, transfer and readjustment, stress field reconstruction, partial stress transfer to adjacent regional rock mass, the closer to the damage area, the more the regional rock mass stress transfer. The more obvious the displacement changes, the greater the failure degree of the slope. The stress is mainly transferred to the upper step slope rock mass. At the same time, it is found that there is a potential sliding surface at the monitoring point 3-C, in addition, because of the excavation disturbance and the coupling of natural factors. The cumulative value of horizontal displacement of 7.2m depth inclinometer at 5-C monitoring point fluctuates in varying degrees. Based on the RFPA strength reduction method, a slope numerical model combined with the field is established. The gradual instability process of multi-step local rock and soil in typical section of 1768 platform during construction is reproduced, and the strain localization phenomenon in the process of slope failure is analyzed. And from the stress field, acoustic emission, elastic modulus change angle, analysis of the slope failure process of the stress-strain variation law, that is, the multi-stage slope in the process of failure, initial damage. The damage accumulation is mainly caused by tensile stress failure, the extension and penetration of damage is mainly caused by compressive shear stress, and the tensile shear failure occurs mainly in the rock mass near the suspension plane. In the process of tensile shear failure, the rock mass near the suspended plane extends gradually to the upper part and to the rock mass far from the suspended plane. When the damage point of the upper rock expands into a damage area and is connected with the damage area of the lower rock mass to form a larger damage area, it will cause the internal stress of the rock mass to bridge further. And then cause the change of internal stress in a larger range of rock mass.
【學(xué)位授予單位】：青島理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2016
【分類號(hào)】：TD873.3

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