济宁三号煤矿7.0Mta新井设计含5张CAD图-采矿工程.zip
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英文原文Deformation characteristics of surrounding rock of broken and soft rock roadwayWANG Jin-xi1, LIN Ming-yue1, TIAN Duan-xin2, ZHAO Cun-liang11Key Laboratory of Resource Survey and Research of Hebei Province, Hebei University of Engineering,Handan, Hebei 056038, China2The Bureau of Land and Resources of Wuan City, Wuan, Hebei 056300, ChinaAbstract:Asimilar material model and a numerical simulation were constructed and are described herein.The deformation and failure of surrounding rock of broken and soft roadway are studied by using these models. The deformation of the roof and floor,the relative deformation of the two sides and the deformation of the deep surrounding rock are predicted using the model.Measurements in a working mine are compared to the results of the models. The results show that the surrounding rock shows clear rheological features under high stress conditions. Deformation is unequally distributed across the whole section. The surrounding rock exhibited three deformation stages: displacement caused by stress concentration, rheological displacement after the digging effects had stabilized and displacement caused by supporting pressure of the roadway. Floor heave was serious, accounting for 65% of the total deformation of the roof and floor. Floor heave is the main reason for failure of the surrounding rock. The reasons for deformation of the surrounding rock are discussed based on the similar material and numerical simulations.Keywords: soft rock roadway; broken surrounding rock; similarity simulation; numerical simulation; deformation characteristics1 IntroductionAs the depth of underground mining and railway tunnel construction increases failure problems in the soft rock get increasing attention from departments of scientific research and construction1. In the 1970s, Salamon M D et al. proposed the energy supporting theory. They thought that the supporting structure and surrounding rock of a roadway interact with each other and deformed together. The supporting structure absorbs part of the energy that the surrounding rock releases in the deformation stage. However, the total energy does not change. Yu X F et al. proposed that the failure of surrounding rock of roadway was the result of stresses exceeding the strength limits of the rock. Landslide changes the axis ratio of the roadway, which leads to stress redistribution, i.e. a reduction in high stress and an increase in low stress to reach a stable balance. The roadway would be steady when the stress is equally distributed: Its final shape is elliptic. Dong F T et al. proposed the theory of the broken rock zone around roadway. His basic viewpoint was that the broken rock zone of a bare roadway is close to zero. Although elasto-plastic deformation of surrounding rock of the roadway occurs, the rock needs no supporting. Deformation increases with an increase in the broken rock zone. And the bigger the deformation is the more difficult support is. Therefore, the purpose of support is to prevent harmful deforma- tion in the broken rock zone around roadway1. The distribution of the plastic zone and an asymmetrical control mechanism of the surrounding roadway rock using weak structures were discussed in Reference 9. Meanwhile, the stability of surrounding rocks of roadways was studied from various points of view. Owing to the lack of research related to soft rock engineering or large deformations in soft rock, most soft rock roadways are currently maintained just after being dug. They are difficult to support, which is a disadvantage for safe production in the mine. This seriously influences the economic benefits of the enterprise. Therefore, the deformation and support of soft rock roadway is one of the key problems of coal mining. Developing safe production requires better information2. The deformation of a broken soft rock roadway is simulated by a similar-material experi- ment and by a numerical model based on geological conditions and supporting parameters of a refit roadway. The results are described in this paper. The deformation and failure characteristics of a broken soft rock roadway were analyzed based on the measured results.2 Analysis of engineering conditions2.1 Geological conditionsThe roadway studied is at a level of 600 m. The ground elevation is +160 m so the total depth of the roadway is 760 m. The roof of the roadway is 26 m below Coal 2 and the floor of the roadway is 14 m above Coal 3. The surrounding rocks of the roadway are mostly grey and black sandy mudstone. The mine-field structure is complex. The ground stress is high: the maximum principal stress is 2530 MPa at an azimuth of 270o275o. The cleavage fractures are well developed in the surrounding rock and there is serious broken deformation. Normal work was affected by large rapid deformations in many of the roadways. The effect is particularly obvious when the roadway is being dug and coal is being mined. Shrinkage of the roadway cross section is generally 30% and can sometimes reach 60%, which seriously affects safety during production. A geologic histog- ram of the roadway is shown in Fig. 1. The section of the original design is a straight wall with an arch at the top. The original cross section as designed was 4.53.85 m2. A combined support of U36 steel together with bolting and shotcrete with wire mesh was applied. The row distance of the steel was 600 mm; the length of the bolts was 2.0 m; the diameter of the bolts was 20 mm. A bolt was anchored with two resin cartridges. The row distance of the bolts was also 600 mm. The thickness of the shotcrete with C20 was 150 mm. The original cross-sectional area of the roadway was 15.1m2.2.2 On-the-spot observation of the deformation of the surrounding rockThree stations are set in the north second cart way for observing convergent deformation of the surroun- ding rock. The deformation of the roof, floor and sidewalls was observed and measured. In addition, multiple point displacement meters are set in the roof to measure movement in the deep surrounding rock. The convergent deformation of three cross sections is shown in Table 1. The embedded displacement curve is shown in Fig. 2. Table 1 shows that the convergent deformation of the sidewalls is the most serious and that the roof has the smallest amount of deformation. Floor heave is 65% of the total deformation of the roof and floor.This can be explained as follows. The roof and sidewalls of the roadway have been supported, which inhibits deformation of the surrounding rock and adjusts the stress in them. The floor becomes the weakest free face and, therefore, the stress and deformation move toward the floor resulting in severe deformation of the floor35. The roof and floor rock is mostly a sandy mudstone within the coal strata so the strength of the rock is low and cleavage fractures are well developed. That is to say, the rock has a low load carrying capacity.3 Simulation studies3.1 Similar material simulationsSimilar material simulation theory was used to construct a model of the geological conditions surrounding the roadway. The deformation and failure of the roadway as studied with similar materials are reported in this paper. Because the roof and floor rock of the roadway is brittle this rock is simulated by sand, calcium carbonate and gypsum. Sand is the aggregate and calcium carbonate/gypsum is used as the cementing material. Coal layers are simulated by mixing proportions of fly ash into similar materials. Cleavage rock is simulated by mica. The similarity parameters are shown in Table 2.The moving peak stress method is used for imulating dynamic pressure mining. The size of the odel is 2.0 m2.0 m0.1 m. The load is applied by n iron mass and a jack. The circumferential displace ment of the roadway, which includes displacements of the roof, floor and the two sidewalls, is measured throughout loading. The relationship between the deformation of the surrounding rocks and the load, as well as the relationship between deformation and displacement of the surrounding rock, was measured. Results from the model are shown in Fig. 3.Fig. 3 shows that under a low load (less than class 7) the roof sinking is rapid compared to the floor and sides. This is because the roof surface was exposed when the roadway was excavated. The roof surface and concrete shotcrete clearly deform toward the roadway space. The deformation of the floor was bigger than the convergent deformation of the sidewalls. Under high loads the speed of deformation of the floor and the sidewalls rapidly increased; these deformations exceeded the convergence of the roof. These deformations progressed from asymmetry to equality and then back to asymmetry again on the anchored segments of the sidewalls and roof, in the supporting model, when the roadway was loaded with an extremely high load. The anchored segments separate from deeper surrounding rock under this high load68. Floor heave occurred in the model but did not appear homogeneously at every deformation stage, although it was obvious under a high load.3.2 Numerical simulationsA section of rock 40 m long perpendicular to the strike and 40 m high were simulated. This model included a total of 12 strata in the model. The roadway is 5.0 m4.1 m in size and the pull-out length every time is 1 m. The material mechanical properties used in the model are shown in Table 3.The roadway is an underground roadway with broken surrounding rock. The Moore-Coulomb criterion9 was used for numerically simulating the linear broken surface corresponding to the shear failure:where 1= (1 + sin)(1-sin), 1is the maximum principal stress,3is the minimum principal stress,is the friction angle and c is cohesive force. The bottom of the model is fixed. The sides and the top of the model are force field boundaries with the values:The model is meshed into 38520 geological units, 41937 nodes and 2094 supporting units. The displace- ment and stress contours are drawn in Fig. 4. The surrounding rock of the roof and the shallow floor are a low stress region in the primary digging time; the stress is lower than that of the sidewalls. The regions at the base angles of the roadway and below the belt line of the sidewalls are in a concentrated stress region where the stress is 10 times that in the roof. The stress in the surrounding rock is complicated andthe deformation of the rock is large. The deformation of the sidewalls, the roof, and the floor is irregular. Deformation of the roof is mostly at the first deformation stage after excavation, but the broken areas of the sidewalls and the floor develop rapidly as the stress increases. The deformation of the floor is the most serious1011.4 ConclusionsThe deformation characteristics of surrounding rock of broken and soft roadway are complicated and related to lithology, buried depth, effects of the coal mining face and support methods12.1) The amount of deformation is large and the speed of deformation is rapid. Deformation causes constriction in the whole cross-section. The surroun- ding rock integrity is seriously damaged in the depth direction with the falling of the roof, spalling of the ribs and the formation of floor heave.2) The results show that the characteristic deformation of the broken soft surrounding rock is a visible rheological deformation and displacement under high stress. The deformation and displacement are irregular within the whole section. The deformation progresses through three stages: displacement caused by stress concentration, rheological displacement after digging effects tend to stabilize and displacement caused by supporting pressure.3) Floor heave is serious and accounts for 65% ofthe total deformation of the roof and floor. Floor heave is the main reason for surrounding rock failure. The type of floor heave is determined by the structure of the floor rock in the roadway; the amount of floor heave is determined by the strength of the floor rock, its thickness and its fracture hierarchical level.AcknowledgementsThis study was financially supported by the National Basic Research Program of China (No.40773040).References1 Cai M F, He M C, Liu D Y. Rock Mechanics and Engineering. Beijing: Science Press, 2002. (In Chinese)2 Wang J X. Study on Supporting Mechanism of Shell Bolting and Shotcrete in Soft Rock Roadway with High Stress Master dissertation. Handan: Hebei University of Engineering, 2007. (In Chinese)3 He M C, Xu N X, Yao A J, Wang J C. Theory of scstkp in soft rock roadway. Journal of China University of Mining &Technology, 2000, 10(2): 107111.4 Fu G B, Jiang Z F. Mining Pressure Control Around the Roadway in Deep Mine. Xuzhou: China University of Mining & Technology Press, 1996. (In Chinese)5 Bai J B, Hou C J. Control principle of surrounding rocks in deep roadway and its application. Journal of China University of Mining & Technology, 2006, 35(2): 145148. (In Chinese)6 Li J K, Wang J A, Cui S H. Study on pump excavation deformation and fracture with complex stress under deep mining and high pressure. Ground Pressure and Strata Control, 2005, 22(3): 1213. (In Chinese)7 Chen Y G, Lu S L. Strata Control Around Coal Mine Roadways in China. Xuzhou: China University of Mining and Technology Press, 1994. (In Chinese)8 Wang J X, Li J K, Cui S H, Wang Y, Hao B B, Zhu Y Z, Guo Y N. Test study on grouting pump with high rheological surrounding rock. Journal of Hebei Institute of Architectural Science and Technology, 2006 (3): 87 89. (In Chinese)9 Fan K G, Jiang J Q. Deformation failure and nonharmonious control mechanism of surrounding rocks of roadways with weak structures. Journal of China University of Mining & Technology, 2007, 36(1): 5459. (In Chinese)10 Lu S L, Fu G B, Tang L. Regularity of deformation of rocks around roadway under mining influence and change of rockbolt resistance. Journal of China University of Mining & Technology, 1999, 28(3): 201 203. (In Chinese)11 Gao Q C, He J M, Wang D H. Research on mechanism of rock burst generation and development for high stress rock tunnels. Journal of China University of Mining & Technology, 2001, 11(2): 163167.12 Qian M G, Shi P W. Mining Pressure and Strata Control. Xuzhou: China University of Mining and Technology Press, 2003. (In Chinese)中文译文破碎软岩巷道变形特征分析王金喜1，林明月1，田端心2，赵存良11河北省资源勘测研究重点实验室，河北工程大学，邯郸，056038，中国2武安市土地资源局，武安市，河北056300，中国摘要：构建相似材料模型和数值模拟，使用这些模型研究破碎软岩巷道的破坏和失效。利用该模型预测顶底板的变形量和两帮相对变形量和和深部围岩的变形量。矿山实际测量的结果和模拟结果进行比较表明围岩在高应力条件下显示清晰的流变特性。变形是不均匀分布在整个过程中。围岩变形表现出三个阶段：开挖过程中应力集中引起的变形、开挖后稳定变形阶段和支撑压力引起的位移。底鼓严重，占顶底板移近量得65%以上。底鼓是围岩破坏的主要原因。在相似材料模拟和数值模拟的基础上对围岩变形的原因进行了讨论。关键词：软岩巷道;破碎围岩;相似模拟；数值模拟；变形特征1 引言随着地下采矿和隧道工程的不断加深软岩巷道所遇到的问题日益引起了研究和建设部门的重视。在20世纪70年代，萨拉蒙医师等人提出了能量支撑理论。他们认为，支持结构和巷道围岩相互作用并且一起变形。支撑结构吸收了部分围岩变形阶段所释放的能量。然而，总能量不会改变。于学峰等认为巷道破坏是应力超过了岩石的强度极限的结果。开挖改变了原有结构从而导致应力重新分布，即在高应力区减少和在低应力区增加，最终达到重新平衡状态。巷道将处于稳定状态当应力分布均匀：其最终的形状为椭圆形。董方庭等提出了围岩松动圈理论。他的基本理论是一个光秃秃的巷道围岩破裂区接近于零。虽然围岩发生弹塑性变形，巷道并不需要支撑。随着围岩松动圈的增大巷道的支护越困难。因此，支持的目的是为了防止围岩松动圈的破坏。塑性区的分布及使用弱结构控制巷道围岩中非对称控制在参考文献9进行了讨论。同时，周边巷道围岩稳定性从不同的观点进行了研究。由于软岩有关的工程或软岩大变形研究的缺乏，许多软岩巷道再它开挖后就一直再不停的修复。软岩巷道难以支撑，这不利在煤矿安全生产，严重影响了企业的经济效益。因此，软岩巷道的变形和支护是煤炭开采中的关键问题之一。发展安全生产需要更好的信息2。利用类似的地质条件参数和巷道支护参数的相似材料模拟实验和数值模拟实验对软岩巷道进行变形分析，结果将在下文介绍。软岩巷道的变形和破坏特征是在测量结果基础上进行分析的。2工程地质条件分析2.1地质条件所研究巷道在-600米水平，地面标高为+160m，所以巷道总深度为760米。该巷道顶板距2号煤26m，巷道底板下距3号煤14m左右。巷道围岩大多是灰色和黑色砂质泥岩。煤层结构较复杂。地应力高，最大主应力为25-30 Mpa，方位角为27002755。围岩裂隙发育严重且有严重的破碎。许多巷道的正常工作受到快速变形的影响。在巷道开挖阶段和回采阶段变形尤为明显。巷道断面收缩率一般在30左右，有时可能会达到60，严重影响安全生产。巷道顶底板柱状图如图1所示。巷道的原设计断面为拱形，掘进断面4.5m3.85m，采用U36钢加锚网喷支护。U型钢的排距为600毫米;锚杆的长度为2.0米，直径为20毫米，2个树脂药卷锚固，锚杆距离也为600毫米。喷层采用C20混凝土,厚度150mm;巷道断面为15.1m2。2.2现场围岩变形的观测为了得到破碎软岩巷道的变形特点，在北二采区运输巷中设置了3个观测站。分别观测巷道两帮收缩量、顶板下沉量及底臌量。此外，顶板中设置多点位移计来分析深部围岩的移动变形。三个断面收敛变形值见表1。多点测位仪数据见图2。从表一可以看出，巷道两帮收敛变形是最严重，顶板变形量最小。其中底臌量占顶底板移近量的65%。这可以解释如下。顶板和两帮已得到有效支护，抑制了围岩变形和平衡了应力。底板成为最弱的自由面，因此，应力和变形向底板转移造成很严重的底鼓 3-5。顶底板岩石大多是砂质泥岩，在这样的煤系地层岩石强度低，裂缝发育程度高。这就是说，岩石具有低承载能力。3模拟模拟研究3.1相似材料模拟相似材料模拟理论用来构造一个围绕巷道的地质条件模型。本文将利用相似材料模拟来研究巷道的变形与破坏。巷道顶底板岩层主要呈脆性,故模型采用砂子为骨料,碳酸钙、石膏为胶结料作为相
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