营盘山单线铁路隧道爆破参数优化研究
发布时间：2018-08-03 20:14
【摘要】：钻爆法是我国修建交通隧道时最常用的方法,隧道掘进爆破是钻爆法最为关键的一个环节。然而目前关于岩体在炸药爆炸作用下的破碎过程和效果的研究较少。隧道爆破基本按工程经验和工程类比来进行设计,主观性太强。本文针对隧道爆破工程不同类型的炮孔做了系统性的研究,取得以下成果:(1)在掌握国内外岩石爆破理论和数值模拟软件LS-DYNA计算原理的基础上,选定了岩体破坏准则。以营盘山单线铁路隧道爆破工程为依托工程,通过在软件中定义单元失效准则的方式实现岩体破碎过程的可视化。(2)建立单孔柱状装药爆破数值模型,分析炮孔不同的不耦合系数下岩体的破碎过程和效果。得出岩体的压碎区、裂隙区半径随不耦合系数增大而减小,炸药在不耦合系数为1.5时的利用率最高等结论。(3)首先从理论上分析了掏槽眼爆破的特点,然后根据依托工程掏槽眼设计参数建立了掏槽眼爆破数值模型,分析不同掏槽眼夹角的爆破效果,计算后发现参数不合理。接着减小了掏槽眼孔底距离,增大了装药系数,重新分析不同掏槽眼夹角的爆破效果。计算结果表明,掏槽眼夹角越大,掏槽区域岩体越破碎。建议掏槽眼夹角设置为55°～65°,装药系数在0.85左右,孔底距离在70cm以内。(4)首先从理论上分析了辅助眼爆破的特点,然后根据依托工程辅助眼设计参数,建立了辅助眼爆破数值模型,根据炮孔间距和炮孔排距的不同设置了 6个工况。根据各工况岩体的破碎情况,建议辅助眼炮孔间距设置为100cm、排距设置为70cm,内圈眼炮孔间距设置为80cm,炮孔排距设置为60cm～70cm。(5)建立光面爆破数值模型,计算后发现会出现超挖,平均线性超挖大约为22cm。通过调整最小抵抗线(光爆层厚度)和周边眼与轮廓线的距离,重新建立模型进行计算分析。光爆层厚度的增加无法减少超挖,只是会使得光爆层岩体破碎程度迅速下降。增大炮孔到设计开挖轮廓线上的距离可以有效控制超挖。建议依托工程光面爆破的炮孔向设计开挖轮廓线内移动20cm,最小抵抗线改为70cm。
[Abstract]:Drilling and blasting method is the most commonly used method in the construction of traffic tunnel in our country. Tunneling blasting is the most important link of drilling and blasting method. However, there are few researches on the fragmentation process and effect of rock mass under explosive explosion. Tunnel blasting is designed according to engineering experience and engineering analogy, which is too subjective. In this paper, systematic research on different types of blasting holes in tunnel blasting engineering has been done, and the following results have been obtained: (1) on the basis of mastering the theory of rock blasting at home and abroad and the calculation principle of numerical simulation software LS-DYNA, rock mass failure criteria have been selected. Based on the blasting engineering of Yingpanshan single track railway tunnel, the fracture process of rock mass is visualized by defining the failure criterion of unit in the software. (2) the numerical model of single hole cylindrical charge blasting is established. The fracture process and effect of rock mass with different decoupling coefficients of the bore are analyzed. It is concluded that the radius of fracture region decreases with the increase of uncoupling coefficient in the crushing area of rock mass, and the highest utilization ratio of explosive is obtained when the uncoupling coefficient is 1.5. (3) the characteristics of cutting hole blasting are analyzed theoretically. Then, according to the design parameters of cutting hole, the numerical model of cutting hole blasting is established, and the blasting effect of different cut hole angle is analyzed. The calculation results show that the parameters are unreasonable. Then, the distance between the hole bottom of the cut hole is reduced, the charge coefficient is increased, and the blasting effect of different cut hole angle is analyzed again. The results show that the larger the angle of the cut hole, the more broken the rock mass in the cutting area. It is suggested that the angle of cut hole is 55 掳/ 65 掳, the charge coefficient is about 0. 85, and the distance between hole and bottom is within 70cm. (4) the characteristics of auxiliary hole blasting are analyzed theoretically, and then according to the parameters of supporting eye design, the characteristics of auxiliary hole blasting are analyzed theoretically. A numerical model of auxiliary hole blasting was established and six conditions were set up according to the distance between the holes and the distance between the holes. According to the breakage of rock mass under various working conditions, it is suggested that the hole spacing of auxiliary eye should be set at 100 cm, the distance between the holes of the inner ring and the inner ring should be set at 80 cm, and the distance between the holes should be set up to be 60 cm / 70 cm. (5) the numerical model of smooth blasting is established, and it is found that overdigging will occur after calculation. The average linear overcut is about 22 cm. By adjusting the minimum resistance line (the thickness of the photoexplosive layer) and the distance between the peripheral eye and the contour line, the model is re-established for calculation and analysis. The increase of the thickness of the photoexplosive layer can not reduce the over-excavation, but it will make the rock mass breakage decrease rapidly. Overdigging can be effectively controlled by increasing the distance from the hole to the outline of the design excavation. It is suggested that the hole of smooth blasting should move 20 cm into the outline of design excavation, and the minimum resistance line should be changed to 70 cm.
【学位授予单位】：西南交通大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：U455.6
本文编号：2162881
[Abstract]:Drilling and blasting method is the most commonly used method in the construction of traffic tunnel in our country. Tunneling blasting is the most important link of drilling and blasting method. However, there are few researches on the fragmentation process and effect of rock mass under explosive explosion. Tunnel blasting is designed according to engineering experience and engineering analogy, which is too subjective. In this paper, systematic research on different types of blasting holes in tunnel blasting engineering has been done, and the following results have been obtained: (1) on the basis of mastering the theory of rock blasting at home and abroad and the calculation principle of numerical simulation software LS-DYNA, rock mass failure criteria have been selected. Based on the blasting engineering of Yingpanshan single track railway tunnel, the fracture process of rock mass is visualized by defining the failure criterion of unit in the software. (2) the numerical model of single hole cylindrical charge blasting is established. The fracture process and effect of rock mass with different decoupling coefficients of the bore are analyzed. It is concluded that the radius of fracture region decreases with the increase of uncoupling coefficient in the crushing area of rock mass, and the highest utilization ratio of explosive is obtained when the uncoupling coefficient is 1.5. (3) the characteristics of cutting hole blasting are analyzed theoretically. Then, according to the design parameters of cutting hole, the numerical model of cutting hole blasting is established, and the blasting effect of different cut hole angle is analyzed. The calculation results show that the parameters are unreasonable. Then, the distance between the hole bottom of the cut hole is reduced, the charge coefficient is increased, and the blasting effect of different cut hole angle is analyzed again. The results show that the larger the angle of the cut hole, the more broken the rock mass in the cutting area. It is suggested that the angle of cut hole is 55 掳/ 65 掳, the charge coefficient is about 0. 85, and the distance between hole and bottom is within 70cm. (4) the characteristics of auxiliary hole blasting are analyzed theoretically, and then according to the parameters of supporting eye design, the characteristics of auxiliary hole blasting are analyzed theoretically. A numerical model of auxiliary hole blasting was established and six conditions were set up according to the distance between the holes and the distance between the holes. According to the breakage of rock mass under various working conditions, it is suggested that the hole spacing of auxiliary eye should be set at 100 cm, the distance between the holes of the inner ring and the inner ring should be set at 80 cm, and the distance between the holes should be set up to be 60 cm / 70 cm. (5) the numerical model of smooth blasting is established, and it is found that overdigging will occur after calculation. The average linear overcut is about 22 cm. By adjusting the minimum resistance line (the thickness of the photoexplosive layer) and the distance between the peripheral eye and the contour line, the model is re-established for calculation and analysis. The increase of the thickness of the photoexplosive layer can not reduce the over-excavation, but it will make the rock mass breakage decrease rapidly. Overdigging can be effectively controlled by increasing the distance from the hole to the outline of the design excavation. It is suggested that the hole of smooth blasting should move 20 cm into the outline of design excavation, and the minimum resistance line should be changed to 70 cm.
【学位授予单位】：西南交通大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：U455.6
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