本文選題：深井 + 層狀圍巖�。� 參考：《中國礦業(yè)大學》2015年碩士論文

【摘要】：針對深井層狀圍巖撓曲褶皺性底鼓的重大技術(shù)難題,應(yīng)用理論分析、數(shù)值模擬和工程驗證等綜合手段,研究了巷道底板巖層變形破壞的撓曲方程、巖層內(nèi)彎曲應(yīng)力以及底板巖層的極限承載力,分析了底板分區(qū)滑移破壞及巖層運移規(guī)律,提出了反底拱錨固梁和U型鋼封閉支架兩種控制技術(shù),得出的主要結(jié)論如下：(1)應(yīng)用彈塑性板殼理論,建立了巷道層狀底板的彈性薄板力學模型,基于矩形薄板小撓度理論,得出了底板巖層的撓曲變形方程的解析解,根據(jù)底板巖層發(fā)生撓曲褶皺性底鼓的臨界破斷條件,分析了層狀底板巖層的彎曲應(yīng)力,推導并求解出底板關(guān)鍵巖層的極限承載力下限值的表達式。(2)根據(jù)底板巖層失穩(wěn)的滑移線場模型,可將底板層狀圍巖劃分為主動破壞區(qū)、擠壓過渡區(qū)和擠壓被動區(qū)三種破壞區(qū)域,其中底板主動區(qū)(幫部塑性區(qū)下方的底板巖層)與地平線分別成方向做整體移動,擠壓過渡區(qū)巖層分別繞底角兩點與徑向正交做整體移動,而擠壓被動區(qū)則是在擠壓被動區(qū)的帶動下向巷道臨空方向變形,位移方向為垂直向上運動。(3)研究了U型鋼反拱梁控制底鼓的失穩(wěn)破壞過程,建立了兩鉸反拱受力模型,采用ANSYS軟件分析得出了U25、U29和U36等型鋼反拱梁臨界屈曲載荷與極限承載力的關(guān)系,反拱圓心角為70。(即反拱拱高為0.8m)時屈曲載荷最達,承載系統(tǒng)較為穩(wěn)定；通過建立反底拱錨固梁結(jié)構(gòu)力學模型,分析錨固梁協(xié)同承載,推導了反底拱錨固梁的支護強度力學表達式,提出了設(shè)計方法和校對準則；通過求解直墻半圓拱U型鋼封閉支架的內(nèi)力彎矩,利用強度校核法求得支架承受的的最大均布載荷q,并通過疊加原理可計算出封閉支架的承載力,形成了封閉支架控底的設(shè)計思路。(4)結(jié)合淮南潘一東礦-848西翼膠帶機大巷三聯(lián)巷以及大屯孔莊礦-1015水平馬頭門底鼓治理工程,進行了U型鋼全封閉支架和反底拱錨固梁工業(yè)性試驗,兩處巷道維護周期均已達3a左右,底鼓變形量控制在安全使用范圍內(nèi),尤其是孔莊礦-1015水平馬頭門底鼓量小于10mm,驗證技術(shù)方案的可靠和有效,為深井層狀圍巖巷道撓曲褶皺性底鼓的一條行之有效的技術(shù)途徑。
[Abstract]:In view of the major technical problems of deep well bedded wall rock flexural folded floor heave, the deflection equation of roadway floor rock is studied by means of theoretical analysis, numerical simulation and engineering verification. The bending stress in rock layer and the ultimate bearing capacity of bottom rock layer are analyzed. The law of subdivision slip failure and rock layer migration are analyzed. Two control techniques, Anchorage beam with reverse bottom arch and closed support with U-shaped steel, are put forward. The main conclusions are as follows: (1) based on the theory of elastic-plastic plate and shell, the elastic thin plate mechanics model of layered floor of roadway is established. Based on the theory of small deflection of rectangular thin plate, the analytical solution of deflection equation of floor rock is obtained. According to the critical breaking condition of flexural folded floor bulge in bottom rock, the bending stress of layered bottom rock is analyzed. The expression of the lower limit value of the ultimate bearing capacity of the key rock layer of the bottom plate is derived and solved. (2) according to the slip line field model of the instability of the rock layer of the bottom plate, the layered surrounding rock of the bottom plate can be divided into three kinds of failure areas: active failure zone, extrusion transition zone and squeeze passive zone. Among them, the active zone of the bottom plate (the rock layer below the plastic zone of the help part) and the horizon move in the direction of the whole respectively, and the strata of the extrusion transition zone move around the bottom angle two points and the radial direction respectively. While the extrusion passive zone is driven by the extrusion passive zone and the direction of displacement is vertical upward. (3) the unstable failure process of the U-shaped steel reverse arch beam controlled by the bottom drum is studied, and the stress model of the two-hinged reverse arch is established. The relationship between critical buckling load and ultimate bearing capacity of U25U29 and U36 steel invert arch beams is obtained by ANSYS software. The center angle of reverse arch is 70. When the height of the reverse arch is 0.8m, the buckling load is the best and the bearing system is more stable. By establishing the structural mechanics model of the Anchorage beam of the reverse bottom arch, the mechanical expression of the supporting strength of the Anchorage beam is deduced by analyzing the synergistic bearing capacity of the Anchorage beam. The design method and proofreading criterion are put forward, by solving the internal force bending moment of the U-shaped steel closed support of the straight wall semi-circular arch, the maximum uniform load Q of the support is obtained by using the strength check method, and the bearing capacity of the closed support can be calculated by the superposition principle. The design idea of controlling bottom of closed support is formed. (4) combined with Sanlian roadway of belt machine in West Wing of Panyidong Mine in Huainan, and horizontal Horsehead Gate bottom Drum treatment Project in Kongzhuang Coal Mine of Datun, The industrial tests of U-shaped steel fully closed support and reverse bottom arch Anchorage beam are carried out. The maintenance period of both roadways has reached about 3 years, and the deformation of bottom heave is controlled within the safe application range. Especially in Kongzhuang Mine -1015 horizontal Horsehead Gate floor bulging is less than 10mm, which verifies the reliability and effectiveness of the technical scheme, and is an effective technical way for flexural folded bottom heave in deep well surrounding rock roadway.
【學位授予單位】：中國礦業(yè)大學
【學位級別】：碩士
【學位授予年份】：2015
【分類號】：TD353

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本文編號：2065158