汉阳陵K21号外藏坑裂隙调查及稳定性研究

秦立科; 王琦; 段晓彤; 郭斌; 庞磊; 白延

doi:10.16030/j.cnki.issn.1000-3665.202210024

汉阳陵K21号外藏坑裂隙调查及稳定性研究

doi: 10.16030/j.cnki.issn.1000-3665.202210024

秦立科^{1, 2,},
王琦^{1, 2},
段晓彤³,
郭斌^{1, 2},
庞磊⁴,
白延⁴

1.
西安科技大学建筑与土木工程学院，陕西西安　710054
2.
西安科技大学岩土文物与遗迹保护研究所，陕西西安　710054
3.
汉景帝阳陵博物院，陕西西安　712038
4.
西北有色勘测工程公司，陕西西安　710054

基金项目: 国家自然科学基金项目（42071100）；国家文物局重点科研基地开放课题（ZK2016001）

详细信息

作者简介:
秦立科（1982-），男，博士，副教授，硕士生导师，主要从事岩土文物保护研究及教学工作。E-mail：422576294@qq.com

中图分类号: K854.1；K878.8
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- 文章访问数: 190
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- 被引次数: 0
出版历程
- 收稿日期: 2022-10-12
- 录用日期: 2023-03-27
- 修回日期: 2023-03-14
- 网络出版日期: 2023-11-01
- 刊出日期: 2023-11-15

Investigation and stability analysis of cracks of the K21 external pit fissures in the Hanyang Mausoleum

QIN Like^{1, 2
,},
WANG Qi^{1, 2},
DUAN Xiaotong³,
GUO Bin^{1, 2},
PANG Lei⁴,
BAI Yan⁴

1.
School of Architecture and Civil Engineering, Xi’an University of Science and Technology, Xi’an, Shaanxi　710054, China
2.
Institute of Geotechnical Relics and Relics Protection, Xi’an University of Science and Technology, Xi’an, Shaanxi　710054, China
3.
Han Yangling Museum, Xi’an, Shaanxi　712038, China
4.
Northwest Nonferrous Survey Engineering Company, Xi’an, Shaanxi　710054, China

摘要

摘要: 汉阳陵博物馆位于陕西省咸阳市，是我国也是全世界首座全封闭地下博物馆，其外藏坑的裂隙病害发育，严重危及坑壁和坑底文物安全，迫切需要保护和加固。以往对露天和半封闭环境下遗址病害及防治研究居多，而对全封闭环境下的研究鲜有报道。以汉阳陵K21号外藏坑为研究对象，首先通过现场调查确定裂隙数量和分布特征，在此基础上研究裂隙产生的原因并进行分类，通过数值模拟方法对坑壁稳定性及影响因素进行分析。研究结果表明：K21号外藏坑共53条裂隙，主要分布于南、北侧地表和坑壁，地表纵向裂隙为卸荷裂隙，地表横向裂隙为干缩裂隙，坑壁裂隙主要为构造裂隙；纵向卸荷裂隙是坑壁稳定性降低的主要原因，无论是地震、人为荷载还是裂隙进一步发育都将导致坑壁发生失稳。建议采用锚杆对坑壁进行加固，通过施加预应力对卸荷裂隙进行复位和预紧。该研究对馆藏遗址裂隙病害调查与保护具有重要的指导意义。
- 汉阳陵 /
- 外藏坑 /
- 卸荷 /
- 干缩开裂 /
- 稳定性
Abstract: Located in the city of Xianyang in Shaanxi Province, the Hanyang Mausoleum is the first fully closed underground museum in China and in the world. The fissure disease of its outer pit is developing, which seriously endangers the safety of the pit wall and the pit bottom cultural relics, and it is urgent to protect and strengthen the pit. In the past, more was learned about the disease and prevention of the ruins in the open air and semi-closed environment, while the completely closed environment was seldom examined. This paper takes the outer pit K21 of the Hanyang Mausoleum as the research object. The number and distribution characteristics of cracks are determined through field investigation. On this basis, the causes of cracks are studied and classified. The stability of pit wall and its influencing factors are analyzed by numerical simulation methods. The research results show that there are 53 cracks in the K21 outer pit, mainly occurring on the south and north sides of the surface and the pit wall. The surface longitudinal cracks are unloading cracks, the surface transverse cracks are dry shrinkage cracks, and the pit wall cracks are mainly structural cracks. The longitudinal unloading crack is the main reason for the reduction of pit wall stability. The earthquake, artificial load or the further development of cracks will lead to the pit wall to be unstable. It is recommended to use anchor bolts to reinforce the pit wall, and reset and pre-tighten the unloading cracks by applying prestress. This study is of important guiding significance for the investigation and protection of the fissure disease in the museum sites.
- Hanyang Mausoleum /
- outer storage pit /
- unload the load /
- dry shrinkage cracking /
- stability

HTML全文

图 1 地表裂隙

Figure 1. Surface plane crack

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图 2 汉阳陵平面图

Figure 2. Plan of the Hanyang Mausoleum

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图 3 南、北侧地表平面裂隙分布图

Figure 3. Fissures distribution in the south and north surface plane

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图 4 北立面裂隙分布图

Figure 4. Distribution of fractures on the north facade

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图 5 南立面裂隙分布图

Figure 5. Distribution of fractures on the south facade

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图 6 东、西立面裂隙分布图

Figure 6. Fracture distribution of the east and west facades

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图 7 卸荷裂隙产生示意图

Figure 7. Schematic diagrams of the unloading crack

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图 8 应力莫尔圆

Figure 8. Mohr circle of stress

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图 9 干缩开裂形成和发育过程 (据文献[24])

Figure 9. Formation and development of dry shrinkage cracking (adapted from Ref. [24])

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图 10 坑壁土体裂隙示意图

Figure 10. Schematic diagram of pit wall soil cracking

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图 11 外藏坑计算模型

Figure 11. Calculation model of outer storage pit

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图 12 自然状态下剪应变

Figure 12. Shear strain under natural condition

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图 13 地震作用下剪应变

Figure 13. Shear strain under seismic action

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图 14 人为荷载下剪应变

Figure 14. Shear strain under live load

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图 15 失稳破坏模式

Figure 15. Failure mode of instability

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图 16 加固后的剪应变

Figure 16. Shear strain after reinforcement

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表 1 边坡稳定性系数及稳定性状态

Table 1. Slope stability coefficient and stability state

稳定性系数	F_s<1.00	1.00≤F_s<1.05	1.05≤F_s< F_st	F_st≤F_s
稳定性状态	不稳定	欠稳定	基本稳定	稳定

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表 2 不同情况下稳定性系数计算结果

Table 2. Influence of slope distance on safety factor

纵向卸荷裂隙状况	稳定系数
纵向卸荷裂隙状况	自然状态	地震作用	人为荷载
无纵向卸荷裂隙	1.99	1.03	1.05
有纵向卸荷裂隙	1.78	0.55	0.92

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表 3 扩展裂隙的长度对稳定性的影响

Table 3. Influence of length of extended crack on safety factor

工况	扩展裂隙长度/m
工况	0.00	0.172	0.344	0.516	0.688
自然状态	1.78	1.36	0.94	0.12	0.04
地震作用	0.55	0.12	0.03	—	—
人为荷载	0.92	0.58	0.12	0.01	—
注：裂隙尖端与坡脚处的直线距离为0.86 m。

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