西南山区某铁路隧道口高位落石三维运动特征分析

王栋; 王剑锋; 李天斌; 曾鹏; 马俊杰; 陈伟

doi:10.12090/j.issn.1006-6616.2021.27.01.010

西南山区某铁路隧道口高位落石三维运动特征分析

doi: 10.12090/j.issn.1006-6616.2021.27.01.010

王栋^1,,
王剑锋^{2, 3},
李天斌^{2, 3, ,},
曾鹏^{2, 3},
马俊杰^{2, 3},
陈伟^{2, 3}

1.
中铁二院工程集团有限责任公司, 四川成都 610031
2.
成都理工大学环境与土木工程学院, 四川成都 610059
3.
成都理工大学地质灾害防治与地质环境保护国家重点实验室, 四川成都 610059

基金项目:

四川省科技厅重点研发项目 2019YFG0460

中铁二院工程集团有限公司科研项目科2017-10

中国铁路总公司科技研究开发计划课题 2017G008-F

详细信息

作者简介:
王栋(1982-), 男, 高级工程师, 主要从事铁路工程地质工作。E-mail: 99927394@qq.com

通讯作者:
李天斌(1964-), 男, 博士, 教授, 主要从事地下工程、斜坡地质灾害领域的教学与研究工作。E-mail: ltb@cdut.cn

中图分类号: P642;TU457
计量
- 文章访问数: 513
- HTML全文浏览量: 309
- PDF下载量: 40
- 被引次数: 0
出版历程
- 收稿日期: 2019-10-13
- 修回日期: 2020-06-13
- 刊出日期: 2021-02-28

Analysis of three-dimensional movement characteristics of rockfall: A case study at a railway tunnel entrance in the southwestern mountainous area, China

WANG Dong^1
,,
WANG Jianfeng^{2, 3},
LI Tianbin^{2, 3
, ,},
ZENG Peng^{2, 3},
MA Junjie^{2, 3},
CHEN Wei^{2, 3}

1.
China Railway Er-yuan Engineering Group Co. Ltd, Chengdu 610031, Sichuan, China
2.
College of Environment and Civil Engineering, Chengdu University of Technology, Chengdu 610059, Sichuan, China
3.
State Key Laboratory of Geohazard Prevention and Geo-environment Protection, Chengdu University of Technology, Chengdu 610059, Sichuan, China

摘要

摘要: 西南山区某铁路隧道口上部广泛分布着高位危岩体，对下部隧道建（构）造物具有严重的威胁。采用Rockfall Analyst软件对该隧道上部五类不同尺寸的高位危岩体进行三维运动轨迹数值模拟，研究表明：研究区的高位危岩落石具有弹跳高度大、速度快、冲击能量高的特点；弹跳高度、运动速度与危岩落石的质量无关，冲击能量大小与落石质量成正比。分析表明：该地区高位危岩体的防护应避免单一防护措施，建议综合使用多种防护措施。
- 危岩 /
- 高位落石 /
- 运动特征 /
- 隧道口 /
- 防护
Abstract: High unstable rock masses are widely distributed in the upper part of a railway tunnel entrance in the southwestern mountainous area, which causes serious hazards to the construction of the lower tunnel. The Rockfall Analyst software was used to simulate the three-dimensional movement track of five kinds of high unstable rock masses in the upper part of the tunnel, and it shows that the rockfalls in the study area have the characteristics of high bounce height, fast speed and high impact energy. There is no relation between the bounce height, the movement speed and the mass of rockfall, while the impact energy is proportional to the mass of rockfall. The analysis shows that multiple and comprehensive protective measures should be recommended for the protection of unstable rock masses in this area instead of single protective measure.
- unstable rock mass /
- rockfall /
- movement characteristics /
- tunnel entrance /
- protection
注释:

责任编辑：范二平

HTML全文

图 1 落石自由飞落模型

(V_0x，V₀_y和V₀_z分别为沿x，y和z方向的初始运动速度)

Figure 1. Free falling model of rockfall

下载: 全尺寸图片幻灯片

图 2 研究点危岩体分布图

Figure 2. Distribution map of the unstable rock masses at the study site

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图 3 地表特征空间分布

Figure 3. Spatial distribution of the surface characteristics

下载: 全尺寸图片幻灯片

图 4 危岩落石三维轨迹

红色线条代表潜在危岩源，黄色线条代表运动轨迹，蓝色线条代表典型轨迹线

Figure 4. Three-dimensional trajectory of the rockfalls

下载: 全尺寸图片幻灯片

图 5 危险性区划分布图

Figure 5. Hazard zoning map

下载: 全尺寸图片幻灯片

图 6 运动轨迹特征曲线

Figure 6. Trajectory characteristics of the rockfalls

下载: 全尺寸图片幻灯片

图 7 最大运动特征值图

Figure 7. Chart showing the maximum motion eigenvalues

下载: 全尺寸图片幻灯片

图 8 存在拦挡结构危岩落石三维轨迹

红色线条代表潜在危岩源，黄色线条代表运动轨迹

Figure 8. Three-dimensional trajectory of the rockfalls with barrier

下载: 全尺寸图片幻灯片

图 9 存在拦挡结构危险性区划分布图

Figure 9. Hazard zoning map with barrier

下载: 全尺寸图片幻灯片

表 1 落石碰撞恢复系数及滚动摩擦系数(吕庆等，2003)

Table 1. Restitution coefficients and rolling friction coefficient of the rockfall collision(Lv et al., 2003)

坡面特征	法向恢复系数e_N	坡面特征	切向恢复系数e_T	坡面特征	滚动摩擦系数tanβ_γ
光滑而坚硬的表面和铺砌面，如人行道或光滑的基岩面	0.37~0.42	光滑而坚硬的表面和铺砌面，如人行道或光滑的基岩面	0.87~0.92	光滑岩面、混凝土表面	0.40~0.60
多数为基岩或砾岩区的斜面	0.33~0.37	多数为基岩和无植被覆盖的斜坡	0.83~0.87	块石堆积坡面	0.55~0.70
多数为基岩或砾岩区的斜面	0.33~0.37	多数为有少量植被的斜坡	0.82~0.85	块石堆积坡面	0.55~0.70
硬土边坡	0.30~0.33	植被覆盖的斜坡或有稀少植被覆盖的土质边坡	0.80~0.83	密实碎石堆积坡面、硬土坡面	0.55~0.85
软土边坡	0.28~0.3	灌木林覆盖的土质边坡	0.78~0.82	松散碎石坡面、软土坡面	0.50~0.85

下载: 导出CSV

表 2 危岩落石尺寸

Table 2. Sizes of the rockfalls

危岩编号	长L/m	宽B/m	厚H/m	不规则系数k	岩性	体积V/m³	密度ρ/(kg/m³)	质量m/kg
W1	0.18	0.19	0.10	0.90	花岗岩	0.0031	2850	约10
W2	0.46	0.23	0.22	0.75	花岗岩	0.0175	2850	约50
W3	1.30	1.00	0.37	0.65	花岗岩	0.3127	2850	约1000
W4	2.47	1.63	0.89	0.60	花岗岩	2.1499	2850	约6200
W5	3.82	3.89	3.10	0.70	花岗岩	32.2458	2850	约92000
注：①不规则系数k根据现场不规则程度决定；②V=L×B×H×k; ③m=ρ×V

下载: 导出CSV

表 3 坡面特征计算参数表

Table 3. Table of calculation parameters for the slope features

坡面特征	法向恢复系数e_N	切向恢复系数e_T	动摩擦角/(°)
硬岩+大量植被	0.37	0.85	13
风化岩石坡面	0.35	0.85	15
风化岩石坡面+少量植被覆盖	0.33	0.75	18
岩堆	0.30	0.82	20
岩土坡面	0.28	0.82	23
岩土坡面+少量植被	0.25	0.78	25
岩土坡面+大量植被	0.20	0.60	30
房屋	0.40	0.85	10
泥坡+植被	0.30	0.75	21
路基路面	0.40	0.90	10
水(遇水停止)	0.00	0.00	89
大棚	0.10	0.30	50

下载: 导出CSV

表 4 落石初始运动参数

Table 4. Initial motion parameters for the rockfalls

危岩编号	质量m/kg	初始水平速度V_p/(m/s)	初始竖向速度V_0z/(m/s)	初始弹跳高度h/m
W1	约10	0.30	0.30	0.05
W2	约50	0.30	0.30	0.05
W3	约1000	0.30	0.30	0.05
W4	约6 200	0.30	0.30	0.05
W5	约92 000	0.30	0.30	0.05
注：${V_{\rm{P}}} = \sqrt {V_{0x}^2 + V_{0y}^2} $(V₀_x和V₀_y为沿x和沿y向的初始水平速度)

下载: 导出CSV

表 5 不同落石尺寸的最大运动特征值

Table 5. Maximum motion eigenvalues of different sized rockfalls

危岩编号	质量m/kg	弹跳高度/m	速度/(m/s)	冲击能量/kJ
W1	约10	77.07	71.16	22.21
W2	约50	57.77	68.31	116.10
W3	约1000	45.90	61.33	2864.00
W4	约6200	45.92	61.06	11423.00
W5	约92000	43.00	61.00	170974.00

下载: 导出CSV

表 6 常见滚石防护结构选择的依据(何思明等，2015)

Table 6. Basis for choosing protective structures for common rockfalls(He et al., 2015)

主动防治			被动防治
清除危岩/m³	混凝土喷锚/m²	主动柔性防护/m²	被动柔性防护/m³	棚洞/kJ	落石槽/kJ	柔性挡石墙/kJ
0~500	300~1500	100~1000	200~1000	1000~3000	100~500	1000~5000

下载: 导出CSV

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