尼泊尔上塔马克西水电站三维地应力测试分析

摘要
图/表
参考文献(13)
相关文章 (15)

全文: PDF (1095 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要采用三维水压致裂技术对尼泊尔上塔马克西水电站站址地应力进行细致的测试。与国外同期同一区域的测试数据对比，该测试结果更为准确，测试方法更有效。测点处最大主应力1 = 17.00 MPa，方向近NS向，倾角较小，近似水平作用；中间主应力2 =13.39 MPa，近EW向，倾角小，呈水平作用；最小主应力3 = 8.07 MPa，其作用趋势向下，体现出地壳应力和自重应力共同作用的结果。按照强度应力比评定标准可知，该工程区域为中等偏高应力状态；根据测试结果计算应力张量特征参数，结果显示该区域地应力场呈现压剪特征，且较大的剪切作用是该区域地质构造活动频繁的主要原因之一。测试工作有助于准确把握工程区域应力状态，同时也为研究喜马拉雅山脉南麓的地壳运动及断层活动性提供极为重要的科学依据。

	服务

	把本文推荐给朋友
	加入我的书架
	加入引用管理器
	E-mail Alert
	RSS
	作者相关文章
	王建新1
	高成玉2
	郭啟良1
	刘晓丽3
	杨野2

关键词 ：水利工程, 喜马拉雅山南麓, 三维水压致裂, 应力状态

Abstract：Geostress measurement was conducted in the south of Himalayas for the first time. 3D hydraulic fracturing method was adopted to measure the geostress at Upper Tamakoshi hydropower station in Nepal. The results are reliable in comparison with the related overseas study. The major principal stress 1 in this field is 17.00 MPa，approximately in NS direction，and small dip angle means its orientation of action is almost horizontal. The intermediate principal stress 2 is 13.39 MPa，approximately in EW direction. The minor principal stress 3 is 8.07 MPa，its azimuth and dip angle indicate that the trend of 3 points down. All of these results prove the combined action of crustal stress and rock gravity. The conclusion of medium-high stress state in this field was drawn according to the ratio of rock mass strength to stresses. The stress tensor characteristics parameter was calculated，which indicates that the geostress field has the characteristics of compression-shear. The larger shear action is one of the main factors that induce frequent tectonic movements. The work is helpful for full understanding of stress state in this field. Furthermore，all these data are greatly important for analysis of fault activity and crustal movement in south of Himalayas mountain.

Key words： hydraulic engineering south of Himalayas mountain 3D hydraulic fracturing stress state

引用本文:

王建新1，高成玉2，郭啟良1，刘晓丽3，杨野2. 尼泊尔上塔马克西水电站三维地应力测试分析[J]. 岩石力学与工程学报, 2012, 31(S1): 3339-3344.
WANG Jianxin1，GAO Chengyu2，GUO Qiliang1，LIU Xiaoli3，YANG Ye2. MEASUREMENT AND ANALYSIS OF 3D GEOSTRESS AT UPPER TAMAKOSHI HYDROPOWER STATION IN NEPAL. , 2012, 31(S1): 3339-3344.

链接本文:

https://rockmech.whrsm.ac.cn/CN/Y2012/V31/IS1/3339

[1] 钱七虎. 深部地下空间开发中的关键科学问题[C]// 第230次香山科学会议——深部地下空间开发中的基础研究关键技术问题. 北京：[s.n.]，2004：6–28.(QIAN Qihu. Key science problem for deep underground space excavation[C]// The Key Technical Problems of Base Research on Deep Underground Space Development—the 23rd Xiangshan Science Conference. Beijing：[s. n.]，2004：6–28.(in Chinese))

[2] 潘懋，李铁锋. 灾害地质学[M]. 北京：北京大学出版社，2002：6–9.(PAN Mao，LI Tiefeng. Catastrophic geology[M]. Beijing：Peking University Press，2002：6–9.(in Chinese))

[3] 康勇，李晓红，王青海，等. 隧道地应力测试及岩爆预测研究[J]. 岩土力学，2005，26(6)：959–963.(KANG Yong，LI Xiaohong，WANG Qinghai，et al. Research on in-situ stress measurement and rock burst forecast in tunnels[J]. Rock and Soil Mechanics，2005，26(6)：959–963.(in Chinese))

[4] Commission on Testing Methods，International Society for Rock Mechanics. Suggested methods for stress rock determination[J]. International Journal of Rock Mechanics and Mining Sciences and Geomechanics Abstracts，1987，24(1)：55–63.

[5] 刘允芳. 水压致裂法三维地应力测量[J]. 岩石力学与工程学报，1991，10(3)：246–256.(LIU Yunfang. In-situ 3-dimensional stress measurements by hydraulic fracturing technique[J]. Chinese Journal of Rock Mechanics and Engineering，1991，10(3)：246–256.(in Chinese))

[6]

[7] 侯砚和，孙炜锋，陈群策，等. 我国某地下油库预可行性研究地应力测量及其应用分析[J]. 地质力学学报，2006，12(2)：197–202. (HOU Yanhe，SUN Weifeng，CHEN Qunce，et a1. In-situ stress measurement and its application in the pre-feasibility study of an underground oil reservoir in China[J]. Journal of Geomechanics，2006，12(2)：197–202.(in Chinese))

[8] SINTEF Building and Infrastructure. Rock stress measurements at the Upper Tamakoshi hydropower project[R]. Oslo，Norway：SINTEF Building and Infrastructure，2011.

[9] 王成虎，郭啟良，丁立丰，等. 工程区高地应力判据研究及实例分析[J]. 岩土力学，2009，30(8)：2 359–2 364.(WANG Chenghu，GUO Qiliang，DING Lifeng，et al. High in-situ stress criterion for engineering area and a case analysis[J]. Rock and Soil Mechanics，2009，30(8)：2 359–2 364.(in Chinese))

[10] HOEK E，DIEDERICHS M S. Empirical estimation of rock mass modulus[J]. International Journal of Rock Mechanics and Mining Sciences，2006，43(2)：203–215.

[11] HOEK E，MARINOS P，BENISSI M. Applicability of the geological strength index(GSI) classification for very weak and sheared rock masses：the case of the thenshist formation[J]. Bulletin of Engineering Geology and Environment，1998，57(2)：151–160.

[12] HOEK E，CARRANZA-TORRES C，CORKUM B. Hoek-Brown failure criterion—2002 edition[C]// Proceedings of the NARMS-TAC Conference. [S.l.]：[s.n.]，2002：267–273.

[13] 景锋，盛谦，张勇慧，等. 中国大陆浅层地壳实测地应力分布规律研究[J]. 岩石力学与工程学报，2007，26(10)：2 056–2 062. (JING Feng，SHENG Qian，ZHANG Yonghui，et al. Research on distribution rule of shallow crustal geostress in China mainland[J]. Chinese Journal of Rock Mechanics and Engineering，2007，26(10)：2 056–2 062.(in Chinese))

[14] 郭启良，安其美，赵仕广. 水压致裂应力测量在广州抽水蓄能电站设计中的应用研究[J]. 岩石力学与工程学报，2002，21(6)：828–832.(GUO Qiliang，AN Qimei，ZHAO Shiguang. Application of hydraulic fracturing test in the design of Guangzhou pump storage project[J]. Chinese Journal of Rock Mechanics and Engineering，2002，21(6)：828–832.(in Chinese))