本文選題：地質(zhì)力學(xué)模型 + 鎖固效應(yīng)�。� 參考：《北京科技大學(xué)》2015年博士論文

【摘要】：高陡巖質(zhì)邊坡體內(nèi)軟弱結(jié)構(gòu)面的分布、發(fā)育程度以及所處的應(yīng)力場控制著邊坡的變形和穩(wěn)定性。大量高陡巖質(zhì)邊坡的滑動帶內(nèi)都存在著強(qiáng)度相對較高的巖橋段,這一巖橋段對邊坡的穩(wěn)定性起著關(guān)鍵的鎖固作用,此類邊坡稱之為鎖固型邊坡。目前,在采礦和巖土工程領(lǐng)域,鎖固型巖質(zhì)高陡邊坡分布廣泛,數(shù)量眾多,且其破壞演化過程又呈現(xiàn)出很強(qiáng)的漸進(jìn)性和突發(fā)性,這使得開展此類邊坡的穩(wěn)定性評價和防災(zāi)減災(zāi)的研究工作具有非常重要的意義。本文以馬鋼(股份)南山礦業(yè)公司凹山采場邊坡為研究背景,在構(gòu)建采場邊坡工程地質(zhì)力學(xué)模型的基礎(chǔ)上,結(jié)合室內(nèi)試驗(yàn)、理論分析和數(shù)值分析等手段揭示了巖質(zhì)邊坡鎖固段的鎖固機(jī)理,從能量角度定量分析了鎖固型邊坡“滑動-鎖固-劇動”的突發(fā)性破壞演化過程,并提出了一種鎖固型邊坡安全系數(shù)求解方法,在此基礎(chǔ)上對凹山采場殘礦回收過程中的邊坡應(yīng)力場、巖體損傷演化、穩(wěn)定性分析以及預(yù)警模型的建立等問題開展了深入的研究,得到如下研究成果：(1)通過現(xiàn)場勘查、地應(yīng)力場擬合和三維節(jié)理網(wǎng)絡(luò)模擬技術(shù),構(gòu)建了凹山采場邊坡工程地質(zhì)力學(xué)模型,通過研究發(fā)現(xiàn)：采場邊坡“上軟下硬,上散下整”的特點(diǎn)具備儲存邊坡巖體殘余峰降能量的巖體結(jié)構(gòu)；F1斷層貫穿南幫邊坡,造成此坡體內(nèi)出現(xiàn)明顯的應(yīng)力回轉(zhuǎn)和卸荷區(qū)域,邊坡應(yīng)力集中效應(yīng)明顯,凹山采場屬于典型的下部鎖固型邊坡。(2)自制類巖石材料試件并開展室內(nèi)直剪實(shí)驗(yàn),分別對不同貫通率、不同法向應(yīng)力、不同巖橋排列方式、不同節(jié)理角度的鎖固型試件的抗剪強(qiáng)度和擴(kuò)展模式進(jìn)行了研究,通過研究表明：鎖固型試件的抗剪強(qiáng)度和擴(kuò)展模式受節(jié)理和巖橋產(chǎn)狀以及應(yīng)力場的影響較為明顯,其破壞演化過程呈現(xiàn)出很強(qiáng)的階段性,巖橋核狀區(qū)域裂隙的貫通標(biāo)志著試件強(qiáng)度的喪失；試件產(chǎn)生殘降應(yīng)力差的同時,能量順著剪切方向瞬間釋放成為鎖固型巖體突發(fā)性破壞的機(jī)理。(3)建立了鎖固型邊坡概化模型,根據(jù)系統(tǒng)能量積聚與釋放過程建立了鎖固型邊坡動力失穩(wěn)判據(jù)和能量演化公式,對鎖固型邊坡“滑動-鎖固-劇動”的遞進(jìn)式動力失穩(wěn)過程進(jìn)行了定量描述,并提出了一種鎖固型邊坡安全系數(shù)求解方法,對鎖固型邊坡穩(wěn)定性的影響因素進(jìn)行了分析。(4)建立了節(jié)理巖體損傷演化分析模型及應(yīng)用程序,并依據(jù)Rosenblueth原理對凹山采場深部殘礦回收過程中不同階段的邊坡巖體三維隨機(jī)損傷場進(jìn)行了分析,揭示了節(jié)理型巖質(zhì)邊坡最終發(fā)展成為鎖固型邊坡的主要模式。(5)針對鎖固型邊坡的漸進(jìn)性和突發(fā)性的特點(diǎn)研發(fā)了一套新型深部多點(diǎn)位移計(jì),并結(jié)合MSR-300穩(wěn)定性監(jiān)測雷達(dá),基于3DEC軟件的二次開發(fā)和BP神經(jīng)網(wǎng)絡(luò)技術(shù),通過位移反演建立了鎖固型邊坡三維時空預(yù)警模型,對采場殘礦回收過程中的邊坡穩(wěn)定性進(jìn)行了判定,并對鎖固型邊坡的破壞演化模式進(jìn)行了預(yù)測分析。
[Abstract]:The distribution of the weak structural plane, the development degree and the stress field in the high steep rock slope control the deformation and stability of the slope. There are relatively high strength rock bridge sections in the sliding zone of a large number of high steep rock slopes. This rock bridge section has the locking effect on the stability of the slope, and this kind of slope is called the locking type. At present, in the field of mining and geotechnical engineering, the high and steep slope of locked rock is widely distributed and has a large number, and its failure and evolution process is very progressive and abrupt. This makes it very important to carry out the stability evaluation of this kind of slope and the research work on disaster prevention and reduction. On the basis of constructing the engineering geomechanics model of the mining slope, the locking mechanism of the locking section of the rock slope is revealed on the basis of the construction of the engineering geomechanics model of the slope of the stope slope, and the sudden destruction of the "sliding locking and the play movement" of the locked side slope is quantitatively analyzed from the energy point of view on the basis of the construction of the engineering geomechanics model of the slope of the stope slope. In this paper, a method for solving the safety factor of the lock type slope is put forward. On this basis, the stress field of the slope, the damage evolution of rock mass, the stability analysis and the establishment of the early warning model are studied. The following research results are obtained: (1) the in-situ stress field is simulated through the field investigation. The engineering geomechanics model of the slope of the fovea stope is constructed by combining with the three dimensional joint network simulation technology. Through the study, it is found that the slope of the slope "soft under the soft, up and down" has the rock mass structure that stores the residual peak of the slope rock mass, and the F1 fault runs through the southern slope, resulting in the obvious stress rotation in the slope. The stress concentration effect is obvious in the unloading area, and the concave hill stope belongs to the typical lower locking slope. (2) the self-made rock material specimen and the indoor direct shear experiment are carried out, and the shear strength and expansion mode of the locking type specimens with different penetration rate, different normal stress, different rock bridge arrangement and different joints angle are studied respectively. The study shows that the shear strength and expansion mode of the locking type specimen are more obviously influenced by the joints and the rock bridge and the stress field, and the failure evolution process presents a very strong stage. The penetration of the fissure in the core area of the rock bridge marks the loss of the strength of the specimen; while the specimen produces the residual stress difference, the energy follows the shear. The instantaneous release of cutting direction becomes the mechanism of sudden failure of locked rock mass. (3) a model of locking slope generalizability is established. Based on the energy accumulation and release process of the system, the dynamic instability criterion and energy evolution formula of the lock type slope are established, and the progressive dynamic instability process of the lock solid slope "sliding locking to play" is quantified. A method of solving the safety factor of the locking slope is presented and the factors affecting the stability of the lock slope are analyzed. (4) the damage evolution model and application program of jointed rock mass are established, and the three dimensional random loss of the rock mass in the different stages of the residual ore recovery process in the deep mining area is analyzed according to the Rosenblueth principle. The injury field is analyzed, and the main mode of the joint rock slope to be finally developed into a locking slope is revealed. (5) a new type of deep multi point displacement meter is developed for the progressive and sudden characteristics of the lock type slope, and the MSR-300 stability monitoring radar is combined with the two development of the software and the BP neural network technology. A three-dimensional spatio-temporal early warning model of locked slope is established by over displacement inversion, and the stability of the slope in the recovery process of the stope is determined, and the failure evolution model of the lock type slope is predicted and analyzed.
【學(xué)位授予單位】：北京科技大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2015
【分類號】：TD854.6

【相似文獻(xiàn)】

相關(guān)期刊論文 前4條

1 王啟斌;密封鎖固技術(shù)在印刷企業(yè)中的應(yīng)用[J];印刷雜志;1999年03期

2 秦四清;薛雷;王媛媛;黃鑫;泮曉華;;對孕震斷層多鎖固段脆性破裂理論的進(jìn)一步驗(yàn)證及有關(guān)科學(xué)問題的討論[J];地球物理學(xué)進(jìn)展;2010年03期

3 宗艷;;螺紋鎖固厭氧膠在軌道車輛中的應(yīng)用[J];粘接;2013年12期

4 ;[J];;年期

相關(guān)博士學(xué)位論文 前1條

1 李正勝;鎖固型邊坡破壞演化機(jī)理及預(yù)警模型研究[D];北京科技大學(xué);2015年

相關(guān)碩士學(xué)位論文 前1條

1 毛朝亮;巖板模擬斷層鎖固剪切破壞過程磁感強(qiáng)度試驗(yàn)研究[D];東北大學(xué);2011年

，

本文編號：2113013