基于拟静力法和强度折减法,采用极限分析上限定理,推导了含隧道边坡在地震作用下的水平屈服加速度系数的上限解,该上限解考虑了隧道对边坡的影响。分别计算了边坡设计参数、岩土体的抗剪强度、浅埋偏压隧道设计参数等因素影响下边坡的水平屈服加速度系数极限值。根据正交试验法,给出了地震作用下含隧道边坡水平屈服加速度系数对各因素的敏感性大小。研究表明:边坡高度、坡角、岩土体粘聚力以及强度折减系数对水平屈服加速度系数的敏感性和影响程度均较大,而隧道距坡脚距离、隧道半径以及水平和竖向地震力比例系数的敏感性和影响程度则较小。
Abstract
According to the fundamental theory of upper bound theorem of limit analysis based on pseudo-static method and strength reduction technique, the upper bound solution of the horizontal yield acceleration coefficient of slope with tunnel was deduced rigorously after taking the influence of tunnel on slope into consideration. The limit values of yield acceleration coefficient of slope with tunnel under the influences of the design parameters of the slope, the shear strength of the rock and soil, and the design parameters of the shallow-embedded bias tunnel were calculated. The influence factors sensitivity of horizontal yield acceleration coefficient of slope with tunnel were given using the orthogonal experiment method. The results indicate that the four factors such as the height of slope, the slope angle, the cohesion, and the strength reduction factor are the key factors that having greater sensitivities and influences on the horizontal yield acceleration coefficient, but the sensitivities and influences of the distance between the tunnel and the slope foot, the tunnel radius and the coefficient of seismic force are relatively small.
关键词
含隧道边坡 /
屈服加速度 /
极限分析上限定理 /
敏感性分析 /
拟静力法
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Key words
slope with tunnel /
yield acceleration /
upper bound theorem of limit analysis /
orthogonal experiment /
pseudo-static method
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参考文献
[1] 王飞飞,江学良,杨慧,等. 浅埋偏压小净距隧道加速度响应规律试验与数值模拟研究[J]. 振动与冲击,2017,36(17):238-247.
WANG Feifei, JIANG Xueliang, YANG Hui, et al. Tests and Numerical Simulation for Acceleration Response Laws of A Shallow Buried Small Spacing Tunnel with Asymmetrical Pressure[J]. Journal of Vibration and Rock, 2017, 36(17): 238-247.
[2] LU L, WANG Z J, SONG M L, et al. Stability Analysis of Slopes with Ground Water During Earthquakes[J]. Engineering Geology, 2015, 193: 288-296.
[3] LI X P, WU Y, HE S M. Seismic Stability Analysis of Gravity Retaining Walls[J]. Soil Dynamics and Earthquake Engineering, 2010, 30(10): 875-878.
[4] LI X P, HE S M, WU Y. Seismic Displacement of Slopes Reinforced with Piles[J]. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2010, 136(6): 880-884.
[5] 文畅平. 多级支护边坡屈服加速度及因素敏感性分析[J]. 岩土力学,2013,34(10):2889-2897.
WEN Changping. Study of Yield Acceleration of Slope Stabilized by Multistage Retaining Earth Structures and Sensitivity Analysis of Influence Factors[J]. Rock and Soil Mechanics, 2013, 34(10): 2889-2897.
[6] 王桂林,赵飞,张永兴. 重力式挡土墙地震旋转位移下的屈服加速度[J]. 岩土力学,2013,34(6):1579-1585.
WANG Guilin, ZHAO Fei, ZHANG Yongxing. Earthquake Yield Acceleration of Seismic Rotational Displacement of Gravity Retaining Wall[J]. Rock and Soil Mechanics, 2013, 34(6): 1579-1585.
[7] 罗渝,许强,何思明,等. 重力式挡墙加固边坡的动力稳定性分析[J]. 工程力学,2013,30(9):132-138.
LUO Yu, XU Qiang, HE Siming, et al. Stability Analysis of Slopes Reinforced with Gravity Walls under the Earthquake Loading[J]. Engineering Mechanics, 2013, 30(9): 132-138.
[8] 肖世国,祝光岑. 悬臂式抗滑桩加固黏土边坡地震永久位移算法[J]. 岩土力学,2013,34(5):1345-1359.
XIAO Shiguo, ZHU Guangcen. Seismic Permanent Displacement of Clay Slopes Reinforced with Cantilever Stabilizing Piles [J]. Rock and Soil Mechanics, 2013, 34(5): 1345-1359.
[9] 年廷凯,刘凯,黄润秋,等. 地震作用下锚固土质边坡稳定性解析[J].岩土工程学报,2016,38(11):2009-2016.
NIAN Tingkai, LIU Kai, HUANG Runqiu, et al. Solutions for Stability of Anchored Earth Slopes Subjected to Seismic Loading [J]. Chinese Journal of Geotechnical Engineering, 2016, 38(11): 2009-2016.
[10] 陈春舒,夏元友. 基于极限分析的边坡实时动态Newmark滑块位移法[J]. 岩石力学与工程学报,2016,35(12):2507-2515.
CHEN Chunshu, XIA Yuanyou. A Real-time Dynamic Newmark Sliding Block Method for Slopes Based on Limit Analysis [J]. Chinese Journal of Rock Mechanics and Engineering, 2016, 35(12): 2507-2515.
[11] 赖杰,郑颖人,唐晓松,等. 岩土动力极限应变判据在边坡稳定分析中的应用[J]. 振动与冲击,2016,35(17):13-18.
LAI Jie, ZHENG Yingren, TANG Xiaosong, et al. Application of Rock and Soil’s Dynamic Limit Strain Criterion in Stability Analysis of Slope Engineering[J]. Journal of Vibration and Rock, 2016, 35(17): 13-18.
[12] 唐小富,吴卫,王亮. 隧道洞口边仰坡稳定性分析及防护[J]. 铁道科学与工程学报,2014,11(2):106-110.
TANG Xiaofu, WU Wei, WANG Liang. Slope Stability of Tunnel Entrance and Protection[J]. Journal of Railway Science and Engineering, 2014, 11(2): 106-110.
[13] 江学良,牛家永,连鹏远,等. 含小净距隧道岩石边坡地震动力特性的大型振动台试验研究[J]. 工程力学,2017,34(5):132-147.
JIANG Xueliang, NIU Jiayong, LIAN Pengyuan, et al. Large-scale Shaking Table Test Study on Seismic Response Characteristics of Rock Slope with Small Spacing Tunnel[J]. Engineering Mechanics, 2017, 34(5): 132-147.
[14] 叶红,陈燕平. 基于Mindlin解的地震作用下压力型锚索的拟静力分析[J]. 振动与冲击,2017,36(2),221-228.
YE Hong, CHEN Yanping. Pseudo-static Force Analysis of Pressure-type Cables Based on Mindlin Basic Solution under Earthquake[J]. Journal of Vibration and Rock, 2017, 36(2): 221-228.
[15] 柴红保,曹平,柴国武,等. 采空区对边坡稳定性的影响[J]. 中南大学学报(自然科学版),2010,41(4),1528-1534.
CHAI Hongbao, CAO Ping, CHAI Guowu, et al. Influence of Goaf on Slope Stability[J]. Journal of Central South University (Science and Technology), 2010, 41 (4), 1528-1534.
[16] YANG X L, YIN J H. Estimation of Seismic Passive Earth Pressure with Nonlinear Failure Criterion[J]. Engineering Structures, 2006, 28(3): 342-348.
[17] 陈惠发. 极限分析与土体塑性[M]. 詹世斌,译. 北京:人民交通出版社,1995.
CHEN Huifa, Limit Analysis and Soil Plasticity[M]. Translated by ZHAN Shi-bin. Beijing: China Communications Press, 1995.
[18] 宛良朋,许阳,李建林,等. 岩体参数敏感性分析对边坡稳定性评价影响研究——以大岗山坝肩边坡为例[J].岩土力学,2016,37(6):1737-1744.
WAN Liangpeng, XU Yang, LI Jianglin, et al. Sensitivity Analysis of the Effect of Rock Mass Parameters on Slope Stability Evaluation: A Case Study of Abutment Slope of Dagangshan[J]. Rock and Soil Mechanics, 2016, 37(6): 1737-1744.
[19] 文畅平. 多级锚固高边坡临界高度影响因素敏感性分析[J].中国公路学报,2014,27(2):35-44.
WEN Changping. Sensitivity Analysis of Critical Height and Its Influence Factors of Multistage Anchored High Slope[J]. China Journal of Highway and Transport, 2014, 27(2): 35-44.
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