| 太山龙泉寺舍利塔边坡地震稳定性研究 |
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| 引用本文： | 丁学文,李国珍,丁志平,李申,冯凯宇.太山龙泉寺舍利塔边坡地震稳定性研究[J].西北地震学报,2020,42(6):1632-1640,1722. |
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| 作者姓名： | 丁学文 李国珍 丁志平 李申 冯凯宇 |
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| 作者单位： | 山西省地震局, 山西 太原 030021;太原大陆裂谷动力学国家野外科学观测研究站, 山西 太原 030025;山西省水利水电勘测设计研究院, 山西 太原 030024;山西省勘察设计研究院, 山西 太原 030013 |
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| 摘 要： | 为了研究太原市太山龙泉寺拟建舍利塔边坡稳定性，对所在场地及外围地形地貌、地层、地质构造、水文条件进行了调查。结合7个探井，确定了塔址所在场地的土质边坡体可能失稳的模式，进行了边坡稳定性分析、计算。结果表明，场地在自然状态下边坡稳定系数为1.37，在烈度为Ⅷ、Ⅸ度地震影响下边坡稳定系数分别为1.24、1.15。根据《建筑边坡工程技术规范》（GB50330-2013），塔址所在边坡是稳定的，不必对边坡进行处理；其次结合3个探槽揭露，发现场地北侧基岩边坡曾发生过滑动，据其滑动面倾角、滑动量及错断地层特征，认为是一种特殊边坡变形破坏-岩体错落，为崩塌与滑坡之间的中间类型，从现存的地形地貌特征分析，现阶段错落体已趋于基本稳定状态，稳定性较好；最后给出了预防边坡滑动的建议和措施，研究结果可为其他类似边坡场地地震稳定性研究提供参考借鉴。
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| 关 键 词： | 边坡稳定性 错落 地震影响 探井 探槽 |
| 收稿时间： | 2019/4/16 0:00:00 |
Seismic Slope Stability of the Dagoba of Longquan Temple in Taishan, Taiyuan City |
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| DING Xuewen,LI Guozhen,DING Zhiping,LI Shen,FENG Kaiyu.Seismic Slope Stability of the Dagoba of Longquan Temple in Taishan, Taiyuan City[J].Northwestern Seismological Journal,2020,42(6):1632-1640,1722. |
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| Authors: | DING Xuewen LI Guozhen DING Zhiping LI Shen FENG Kaiyu |
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| Institution: | Shanxi Earthquake Agency, Taiyuan 030021, Shanxi, China;National Continental Rift Valley Dynamic Observatory of Taiyuan, Taiyuan 030025, Shanxi, China;Shanxi Survey and Design Institute of Water Conservancy and Hydropower, Taiyuan 030024, Shanxi, China;Shanxi Investigation Research and Design Institute, Taiyuan 030013, Shanxi, China |
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| Abstract: | To study the seismic slope stability of the proposed dagoba of Longquan Temple in Taishan, Taiyuan City, the landform, stratum, geological structure, and hydrological conditions of the site and its periphery were investigated. Firstly, combined with seven exploration wells, the possible instability mode of soil slope body at the tower site was determined, and the analysis and calculation of slope stability were performed. The results showed that the slope stability coefficient is 1.37 in natural state and 1.24 and 1.15 under the influence of 8 and 9 earthquake intensities, respectively. According to the Technical Code for Building Slope Engineering (GB 50330-2013), the slope at the tower site is stable and is not necessary to be treated. Secondly, combined with the exposure of three exploration trenches, the bedrock slope on the north side of the site was found to have experienced sliding. Based on the dip angle of sliding surface, the amount of sliding, and the characteristics of faulted strata, we considered that it is a special slope deformation and failure, i.e., a faulted rock mass, which is the intermediate type between collapse and landslide. According to the existing topography and geomorphology features, the faulted rock mass has been stable at this stage. Finally, we have provided suggestions and measures to prevent slope sliding, i.e., not to excavate the lower part of the slope but to drain the surface water to the main ditches on the east and west sides and to prevent the precipitation from infiltrating into the rock and soil layer, resulting in the loss of support at the lower part of slope and the instability of soil slope. Additionally, reinforcement should be applied to the loose rock mass of the upper slope to avoid the recurrence of collapse that will cause seismic and geological disasters to the proposed dagoba. The results of this study provide a scientific basis for the prevention of slope disaster and treatment of the proposed dagoba and reference for succeeding seismic stability research of other similar slope sites. |
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| Keywords: | slope stability sliding seismic effect exploratory well trench |
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