煤矿开采中的软岩优化工程毕业论文外文翻译

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1、168Optimization of soft rock engineering with particular reference to coal miningAbstract Soft rock engineering is a difficult topic which has received much attention in the field of rock mechanics and engineering. Research and practical work have been carried out, but much of the work has been limi

2、ted to solving problems from the surface. For overcoming the difficulties of large deformations, long duration time-dependent effects, and difficulties in stabilizing the soft rock, the problem should be tackled more radically, leading to a more effective method of achieving optimization of the engi

3、neering system in soft rock. A summary of the optimization procedure is made based on engineering practice. 1. Introduction There are many soft rock engineering problems around the world, involving engineering for mines, highways, railways, bridges, tunnels, civil subways, buildings, etc. Engineerin

4、g losses have occurred because of volumetric expansion, loss of stability of the soft rock, etc. This has been an important question to which much attention has been paid in engineering circles, and in the field of academic rock mechanics. Since the 1970s, considerable research and practical efforts

5、 have been made in the field of soft rock engineering in various countries, but the major efforts were concentrated on such aspects as the method of construction, the design and reinforcing of the supporting structures, measurement and analysis of the rocks physical and mechanical properties, its co

6、nstitutive relations and engineering measurement. It has been found that the soft rock engineering problem involves complex systematic engineering including such subsystems as classification of soft rocks, judgement concerning the properties of soft rock, project design and construction. Only by con

7、sidering the integral optimization of the system can we obtain an improved solution to the problem. Hopefully, a radical approach can lead to engineering feasibility, lower costs and engineering stability in order to achieve the engineering objectives. 1.1. Mechanical properties of soft rock and ass

8、ociated engineering Soft rock is an uneven and discontinuous medium. Its strength is low, with a uniaxial compressive strength usually lower than 30 MPa. Some soft rocks expand when they are wet. Cracks in some soft rocks will propagate easily which makes them exhibit volumetric expansion. Large def

9、ormation and creep can occur in soft rocks. Many soft rocks are compound ones which have composite properties formed from two or more sets of constituent properties. Soft rock can be graded into divisions according to its properties. After engineering has occurred, soft rock can deform rapidly and b

10、y time-dependent deformation, owing to its low strength and sensitivity to the stress field. With the effect of water, the expansive minerals in soft rocks volumetrically expand, which causes large convergent deformations, which leads to damage of the surrounding rock. The mechanical properties of s

11、oft rocks appear so various and different that it is difficult to express them with mathematical formula, which is the technological challenge for soft rock engineering. 1.2. Engineering in soft rock and its optimization Because soft rock engineering can induce large deformations, the maintenance of

12、 the engineering can be difficult. Moreover, volumetric expansion and loss of stabilization of the surrounding rock often causes damage to supporting structures. If we use strong supports to control the deformation of the surrounding rock, the engineering cost will be high, and the construction time

13、 will be increased by repeated installation of support, sometimes the support itself has to be repaired. In order to obtain the benefits of easier construction and lower cost, the integral optimization of the system must be carried out and managed in a systematic and comprehensive way. Design and co

14、nstruction are the two important steps in soft rock engineering. These must begin by understanding the physical and mechanical properties of soft rock, in the context of the stress field, hydrogeology and engineering geology. The engineering design plan is conceived as a whole according to the theor

15、y of rock mechanics and combining practical data from adjacent or similar projects, including integrating the many factors. The establishment of the correct soft rock engineering system should come from practice, basing on a full mastery of the factors. The scheme is shown in Fig. 1. Fig. 1. Enginee

16、ring system for soft rock. Optimization of soft rock engineering is achieved by making the surrounding rock interface with the supporting structure such that the engineering will be stable. The key technological strategy is to avoid a high stress field and enhance the supporting ability of the surro

17、unding rock. Feasible measures are as follows: reducing the external load; optimizing the engineering structures size and shape, improving planar and cubic layouts of engineering; choosing better strata, and structure orientation, etc., as shown in Fig. 2. Fig. 2. The principle of the optimization p

18、rocess. According to these ideas, take the development of a coal mine in soft rock as an example. Integrated optimization of the development system of the mine should take the relevant factors into account: existing information; an overall arrangement for optimal development and production; eliminat

19、e adverse factors; and deal with the problems of soft rock by a simple construction method. The content of the first part of the optimization includes: choosing the mine development method; deciding on the mining level; and determining layers in which the main roadways are to be located. Also import

20、ant is arranging a reasonable layout of the pit bottom and chamber groups and seeking to reduce the deviator stress caused by mutual interference of the openings. Openings perpendicular to the direction of horizontal principal stress should be avoided when choosing the driving direction of roadways.

21、 Optimizing the layout of the mining roadways reduces the damage to support caused by moving loads introduced by mining. Further optimization is related to the geometry and size of the roadway sections, the supporting structure, and the method and technology of construction. Finally, by measuring an

22、d monitoring during construction, feedback information can be obtained to ensure that the engineering is running on the expected track and, if there is any deviation, corrective action can be implemented. The system is shown in Fig. 3. Fig. 3. Systematic optimization of coal mining in soft rock. 2.

23、Engineering examples 2.1. Mine No. 5 in Youjiang coal mine, China The mine is situated to the east of Baise Coalfield, in the West of Guangxi Zhuang Autonomous Region. It belongs to the new third Period. The mine area is located at the edge of the south synclinal basin. There are three coal layers;

24、the average thickness of each seam is 12m; above and below the coal layers are mudstone, whose colours are grey, greyish white, and green. There are minerals of mixed illite and montmorillonite in the rock, montmorillonite 58%, and illite 720%. The rocks uniaxial compressive strength is 45 MPa, the

25、average being 4.8 MPa. There are irregular joints in the rock, but distributed irregularly, and the rocks integral coefficient index is 0.55. Most of the cracks are discontinuous, without filling matter in them. The surrounding rock is a soft rock subject to swelling, with low strength, and is quite

26、 broken. The strike of the coalfield is NEE, the dip angle of the coal layers is 1015. The mine area is 6km long along the strike, and 1km long along its inclination, its area is 6km2, the recoverable reserves are 4,430,000 tons. In the adjacent mine No. 4, the maximum principal stress is NNESSW, ap

27、proximately along the seams inclined direction. A roadway perpendicular to this direction has convergence values of 70100mm, the damage of roadway supports is 51%. A roadway parallel to the direction of maximum principal stress has convergence values of 2040mm, the damage rate of supports is 12%, an

28、d the average damage rate of the mine is 40%. In the design of the mine, a pair of inclined shafts were included. The level of the shaft-top is +110m, the elevation of the main mining level is located at 120m. Strike longwall mining is planned, arranging with uphill and downhill stope areas, as show

29、n in Fig. 4. Fig. 4. Development plans for Mine No. 5 in Youjiang. The first optimization measure is to weaken the strain effect of the surrounding rock in the mine roadway caused by the stress field. Roadways are arranged as far as possible to be parallel with the maximum principal stress (that is,

30、 approximately along the inclined direction) so as to reduce the angle between them. The strike longwall mining is changed into inclined longwall mining, the mine is mined upward by using the downhill stope area, the main mining level is elevated by 20m, 1131m of roadways are saved and the cost of t

31、he roadway construction and facilities is saved 2,760,000 ($336,600). The new system is shown in Fig. 5. Fig. 5. Development system plans after optimization for Mine No. 5 in Youjiang. The second optimization measure is to change the layout of the pit bottom and openings to be parallel with the maxi

32、mum principal stress as far as possible. The total length of roadways initially designed was 1481m, and 30.11% of them were arranged to be perpendicular to the maximum principal stress. After amendment, the total length of roadways is 1191m, which is a decrease of 290m, and with only 24.69% of roadw

33、ays that are perpendicular to the principal horizontal stress, roadways are easier to maintain. As shown in Fig. 6 and Fig. 7. Fig. 6. Layout of the pit bottom and chamber initially designed for Mine No. 5 in Youjiang. Fig. 7. Layout of the pit bottom and chamber after the optimization for Mine No.

34、5 in Youjiang. The third optimization measure is to excavate the section of the roadway in a circular arch shape to reduce the stress concentrations. In order to increase the supporting ability of the surrounding rock itself, after the roadway has been excavated, rockbolts are installed as the first

35、 support. Considering the expansivity of the surrounding rock, guniting is not suitable. The secondary support is the use of precast concrete blocks. Between the support and the surrounding rock, the gaps should be filled with a pliable layer of mixed lime-powder with sand. This produces the effect

36、of distributing the stress and has a cushioning effect when the soft rock is deforming; also, it inhibits the soft rock from absorbing water and expanding. This scheme is shown in Fig. 8 Fig. 8. Optimization design for the supporting structure of the main roadway for Mine No. 5 in Youjiang. The four

37、th optimization measure is to simplify the chamber layout so as to reduce the number of roadways. For example, in order to decrease the stress concentrations by the roadway, the number of passageways in the pumproom and the sub-station can be reduced from three to one, and the roadway intersections

38、connecting at right-angles can be reduced from 14 to nine. The fifth optimization measure is in accordance with the different stratigraphical lithologies which the roadways pass through, and for harder rock regions to change the roadway section into a structure with straight-sided semicircular top a

39、rch and arc bottom arch, and another structure with a straight-sided horse-shoe arch, so that the investment of supporting structure can be saved when there are better rock masses with comparatively few fractures. In construction, waterproofing and draining off the water should be implemented, and t

40、he catchment in the roadway bottom should be strictly prevented because it may cause the bottom rock to expand. When the opening groups are excavated, the construction sequence must be considered, enough rock pillar must be reserved, and the construction method of short-digging and short-building mu

41、st not be used, so that the interactions can be avoided. By the optimization described above, after the roadways have been constructed, the serviceable roadway is 95.5% of the total, 55.5% more than that of the adjacent mine No. 4. The length of the roadway was reduced, and 3,700,000 ($450,000) save

42、d. In addition, 3,000,000 ($360,000) was saved in the maintenance costs of the roadways before the mine was put into production, so, the cost saving totals 6,700,000 ($810,000) in all. After the mine has been turned over to production, the main designed capacity was reached in that year, and added t

43、o the saved money for the maintenance cost of roadways in production, there was 8,700,000 ($1,050,000) saved. 2.2. The coal mine at Renziping, China The mine lies to the south of Qinzhou coalfield in Guangxi Zhuang Autonomous Region. It belongs to the new third Period and synclinal coal basin tecton

44、ics. There are two coal layers in it, the main seam thickness is 1215m. The roof and floor of the coal layers are arenaceousargillaceous rocks, whose colour is greyish white, and whose essential minerals are quartz and kaolinite. The uniaxial compressive strength of the rock is from 10 to 15 MPa. Ro

45、ck masses are quite integral with fractures only in it occasionally. It belongs to the class of soft rock that has weak expansion, lower strength, and is quite broken. There are faults around the coalfield basin which are 8km long and 1.5km or so wide. Slopes are inconsistent, the edge angles are 25

46、40, and the bottom of the coalfield is gentle. Affected by tectonic stress in the NWSE direction, there is an inverse fault in the south. After the mine had been developed and put into production, a main roadway at the 250m level was excavated along the strike, and the mine was mined by the uphill a

47、nd downhill stope area. Affected by the rock stress, many parts of the main roadway have ruptured, parts have been pressed out, and supports have been broken; the serviceable rate of roadway supports was less than 40%, which seriously affected the haulage and ventilation of the mine road. In the fol

48、lowing 10 years of production, the rated production output was not achieved and losses occurred leading to economic disbenefit. Through on-the-spot observations, it is apparent that the coalfield is affected by the tectonic stress field, that the deformation in the soft rock is serious, and is large

49、r than that caused only by the vertical stress component. The technological reformation measures for the mine are proposed as follows. The first measure is to extend the depth of the shaft and abandon the main roadway excavated along the strike, and transform it into a bottom panel stonedoor along t

50、he synclinal basin minor axis to make it parallel with the main principal horizontal stress. The mining face can be laid on top of it. The force endured by the stonedoor is quite small, and the stonedoor is easy to maintain, as shown in Fig. 9. Fig. 9. Contrasting layouts before and after optimizati

51、on at the coal mine in Renziping. The second measure is to select an improved stratum to lay out the stonedoor. If it is placed in the grey arenaceousargillaceous rock, its uniaxial compressive strength is 15 MPa and is easy to maintain, constructing in the normal excavation manner, and supported wi

52、th a granite block building body. After the mine was constructed, the maintenance of the stonedoor was in a better state, the serviceability rate of the roadway was raised to 85%, which is 45% more than that before the optimization. The haulage and ventilation of the mine were also improved, to enha

53、nce the normal production. The coal production of the mine has surpassed the designed capacity, the loss has been reversed and the mine has been transformed to a profitable enterprise. 3. Conclusions Soft rock engineering for coal mining involves many complex factors. Unable to solve the problems co

54、mpletely by quantitative means, much of the engineering relies on feedback after observation on the spot. The technique described in the paper of systematic decomposition of the system into the component elements, individual optimization and then synthesis into overall optimization has achieved good

55、 results in practice, as illustrated by the three coal mine examples. In fact, the basis of the technique is the process of applying basic rock mechanics principles, such as orienting roadway tunnels to be parallel to the maximum horizontal principal stress and avoiding complex excavation shapes. Th

56、is involves major changes to coal mine layouts and thus represents a strategy of taking radical measures to solve soft rock engineering problems. If such radical measures are taken together with holding stopgap measures, the soft rock engineering can be optimized.煤矿开采中的软岩优化工程摘要软岩工程是一个已引起广泛关注的岩石力学与工程

57、领域中的困难课题。 研究和实际工作已经进行, 但是大部分的工作局限于解决表面的问题。 为克服大变形及长时效应, 必须解决软岩稳定性难题, 形成一个更有效的软岩优化工程系统。本文简要介绍了基于工程实践中的软岩优化程序。1. 前言在世界各地有不少软岩工程问题,涉及矿山,公路,铁路,桥梁,隧道, 建筑等。因为软岩体积膨胀,失去稳定性而引发的工程等方面的损失已经发生，这是一个岩石力学领域一直重视的问题。 70年代以来, 各个国家在软岩工程领域投入了大量的研究和实践，但主要精力都集中在设计和加固支撑结构，测量和分析岩石的物理力学性能指标，工程施工方法与岩石结构关系等方面。 在已经发现的软岩工程问题中,涉

58、及到复杂的系统工程包括软岩系统分类,软岩工程设计与施工。 只有考虑到整体系统的优化,才能取得更好的解决办法。一个优化的方式,可以降低工程成本，提高工程稳定性,以实现工程目标。 1.1. 软岩力学性质及相关工程软岩是一个不平衡的连续介质。 其强度低,单轴抗压强度通常低于30 MPa。 有些软岩湿度增加时体积扩大。在一些软岩中裂缝较发育,导致岩石体积膨胀， 发生大变形和蠕变。 许多软岩是由两种或多种不同岩性岩石组成的复合型软岩,可依据岩石性能划分等级。 由于软岩强度低, 应力场灵敏度高，矿物质遇水膨胀后，软岩体积扩大 ,能迅速产生大的收敛变形和时效变形, 导致围岩的破害。从软岩的力学性能来看,用数

59、学公式精确描述其众多性能参数的变化规律,是软岩工程技术上的极大的挑战。 1.2. 软岩工程及其优化 在软岩中进行施工,能促使岩体产生大变形,维修的工程也很困难。 此外,岩石体积膨胀, 往往造成岩体支撑结构损坏，围岩丧失稳定性。如果采用强力支撑,以控制变形的围岩, 将增加建造时间，提高工程成本, 有时支撑系统本身已经得到修复，而形成重复支撑。 为了简化施工,降低成本，从而获得最大效益,必须全面地、有系统地进行优化。 在软岩工程的设计与施工中必须了解软岩的物理和力学性能，及围岩应力场,水文地质与工程地质条件。 工程设计方案是根据相邻或相近岩石力学数据与实践相结合，整合多种因素，产生的一个整体的构想

60、。正确的软岩工程系统建立在实践中掌握的各种因素之上 。设计流程如图1 。 图 1 软岩工程系统软岩优化工程是通过支护结构改变围岩性质,使工程趋于稳定。 其关键技术,是避免高应力场和提高围岩的支撑能力。 可行的措施如下:减少外部荷载; 优化工程的结构大小和形状, 加强工程平面和立体布置; 选择具有更好结构和方向的地层,等,如图2 。 图2 优化原理 根据上述思路,以一个在软岩地质条件下的生产煤矿为例。对矿井进行发展系统的综合优化,应考虑相关的因素:实际情况;最佳的开发和生产计划; 消除不利因素; 用简单的方法处理软岩问题。设计第一部分的优化包括:选择矿山开拓方式; 划分开采水平; 并确定主要运输

61、系统的位置。 同样重要的是合理的安排巷道和硐室的位置,设法减少工程之间造成的相互干扰。 水平主应力的开口垂直方向应避开运输路线。 回采巷道的布置应减少开采引起的移动荷载所造成的支持结构的损伤。 进一步优化因涉及到线路的几何形状、尺寸大小、支承结构及施工工艺和方法。 最后,通过测量和施工监控, 及时反馈信息,确保工程按预定的计划进行, 如果有任何偏差, 可及时采取纠正措施。系统显示如图 3 。 图3 软岩中的煤炭开采系统优化2 . 工程实例 2.1. 中国右江五号煤矿煤矿坐落于广西壮族自治区百色煤田东部。属于三叠纪。 矿区位于南向斜盆地的边缘。 有3层煤; 各煤层平均厚度1-2米; 煤层顶底板均

62、为泥岩,其颜色是灰色,灰白色,绿等。岩石中混合蒙脱石和伊利石,蒙脱石占5-8%,伊利石占7-20%。 岩石的单轴抗压强度是4-5 MPa,平均为4.8 MPa。岩石裂隙较发育,且不分布规则,。岩心质量指标是0.55 。 大部分的裂缝之间无胶结物填充。 围岩受流水侵蚀,强度降低,完全破碎。煤田走向延伸,倾角煤层是10-15 ， 矿区走向长6公里的, 倾向约1公里，面积为6平方公里,可采储量是4,430,000吨。 在相邻四号矿井,最大主应力为北北东-南南西,大致沿煤层的倾斜方向。 巷道垂直于这个方向的收敛值70-100毫米,巷道支护破坏程度是51% 。巷道平行于最大主应力的收敛值为20-40毫米

63、, 支护损坏程度是12% , 煤矿平均支护损坏程度为40%。在矿井的设计中,考虑一对斜井开拓。水平轴顶部是110米,主要开采水平设在-120米。走向长壁上下山开采,如图4 。图4 右江五号煤矿发展计划 第一优化措施是为了削弱巷道所受到的围岩应力应变的影响。 巷道尽可能平行与最大主应力(即 大致沿倾斜方向) ,减少夹角。走向长壁开采改为倾斜长壁开采, 煤矿开采是使用下山开采, 主采水平提高了20米,少掘巷道1131米,减少了掘进费用,以及设施费用,节省￥2,760,000 ( 33.66万美元)。新系统是见图5 。 图5 系统优化后右江5号煤矿发展计划 第二项优化措施,改变井底硐室布局方式，尽量

64、作到简洁，硐室的开口应平行于最大主应力方向。 最初设计总长度是1481米, 其中30.11 %垂直于最大主应力 。 修改后的巷道总长度是1191米,即减少了290米,只有24.69 %的巷道垂直于主水平应力,巷道容易维护。 如图6 , 如图 7 。 图6 右江第5矿井井底车场的初步设计 图7 优化后右江第5矿井井底车场第三优化措施是采用圆拱形状井筒断面,以减少应力集中。 井筒开凿后，为了提高围岩本身的支撑能力 ,采用锚杆及时支护。考虑围岩的膨胀性,喷射混凝土并不适合。二次支护采用浇注混凝土。混凝土和围岩之间采用石灰粉混合砂土填充。这就产生了分散压力的效果，围岩变形时起到缓冲作用, 同时,它抑制软岩吸水膨胀。计划见图 8 。 图8 右江5号煤矿主要巷道支撑结构的优化设计 第四优化措施,是为了简化井下硐室布置,以缩短线路 比如,为了减少硐室产生的应力集中,水泵房及变电所,可以从三个减少到一个,巷道交叉口的连接数,可以从14个下降到9个 。 第五优化措施,是按照巷道通过的不同地层的岩性, 在通过困难地区改变巷道断面形状改成一个结构简单的半圆拱形或另一种结构简单的马蹄型拱，可以减少巷道周围岩体相对折断, 从而节省对支撑设备的投资,。 在硐室及巷道, 应实施防水及排水措施, 严格禁止硐室以及巷道底部集水,因为它可能导致底部岩石膨胀变形。 当确定开凿的施工顺序后,