岩溶地下工程地质环境影响区范围划定初步研究

吴晟堂; 蒋小珍; 马骁; 汤振

doi:10.11932/karst20220511

岩溶地下工程地质环境影响区范围划定初步研究——以深圳市龙岗区基坑降水为例

doi: 10.11932/karst20220511

吴晟堂^{1, 2,},
蒋小珍^1, ,,
马骁¹,
汤振¹

1.
中国地质科学院岩溶地质研究所/中国地质调查局岩溶塌陷防治重点实验室,广西桂林 541004
2.
中国地质大学(北京), 北京 100083

基金项目: 国家自然科学基金(42077273)；中国地质调查局项目（DD20190266）

详细信息

作者简介:
吴晟堂（1995－），男，硕士，主要从事岩溶地质灾害防治研究。E-mail：1047911305@qq.com

通讯作者:
蒋小珍（1970－），女，博士，研究员，博士研究生导师，主要从事岩溶地质灾害防治研究。E-mail： 511036641@qq.com

中图分类号: P642
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出版历程
- 收稿日期: 2022-01-10
- 刊出日期: 2022-12-02

Study on the delimitation of affected zone of geological environment for karst underground engineering：taking Longgang district, Shenzhen City as an example

WU Shengtang^{1, 2
,},
JIANG Xiaozhen^{1
, ,},
MA Xiao¹,
TANG Zhen¹

1.
Institute of Karst Geology, CAGS / Key Laboratory of Karst Collapse Prevention,CGS, Guilin, Guangxi 541004, China
2.
China University of Geosciences（Beijing）, Beijing 100083, China

摘要

摘要: 在大量建设城市地下轨道交通及城市更新工程的背景之下，我国城市岩溶地质灾害日趋严重。文章以深圳市3个岩溶地面塌陷事件为例，开展岩溶地下工程地质环境影响区的划定研究。首先运用高频岩溶地下水气压力监测技术对工程影响实际范围进行监测分析，然后结合工程施工参数、岩溶塌陷主要影响因素与水文地质试验参数，采用定性分析和量化计算的综合研究方法，推导出岩溶地下工程地质环境影响范围理论计算经验公式。结果表明：岩溶地下工程影响范围主要与渗透系数、工程深度成正比，与土层厚度成反比，推导的半定量理论公式适用于岩溶承压水条件下，可快速为缺乏地下水监测资料的岩溶地区地下工程安全建设及城市防灾减灾工作提供依据。
- 岩溶地下工程 /
- 岩溶地下水气压力监测 /
- 工程影响区 /
- 抽水试验 /
- 经验公式
Abstract: The construction of a large number of urban underground rail transit and urban renewal projects has intensified the urban karst geological disasters in our country. As one of the first demonstration areas of national urban construction, Shenzhen has developed rapidly in terms of underground rail transit and urban renewal projects over the years, hence leading to frequent karst collapse disasters due to its location in the karst area. Therefore, the summary of the experience and lessons from the development of karst underground space is of great significance for the engineering construction in karst areas. In this thesis, a preliminary study on the delimitation of the affected zone of geological environment for karst underground engineering is conducted based on three events of karst ground collapse in Shenzhen. The affected zone of geological environment for karst underground engineering refers to the area where disasters are likely to happen due to the disturbance and damage of the rock and soil around the construction site during the construction process. The delimitation of the affected zone is not only conducive to the safe and smooth engineering construction, but also to the clear division of responsibility. The monitoring range of underground engineering construction in karst area usually reaches only tens of meters at the current stage. But when a disaster happens, the actual range influenced by engineering will often exceed hundreds of meters. Therefore, the current construction specification about the affected zone of geological environment for karst underground engineering is unreasonable and uncertain in some degree, and the relevant provisions are greatly challenged. For instance, it is stipulated that the engineering monitoring should be conducted within the plane range that is only 3 times as deep as the foundation pit during construction , and the description of the expansion of the monitoring range in the karst development area is not detailed. Therefore, the further research on the affected zone of geological environment for karst underground engineering is very necessary, so the actual affected range of the project can be effectively judged, and then the corresponding prevention and control measures can be taken. On the basis of fully mastering the regional geological background and the geological conditions of site engineering, a preliminary study is conducted in this thesis. Firstly, the actual affected range of the project is monitored and analyzed by the high-frequency monitoring technology of karst groundwater pressure. The monitoring scheme should be formulated according to local conditions. The monitoring frequency should capture the disturbance changes of regional karst groundwater with more than 3-month monitoring cycle. The results of monitoring and data measurement of water levels indicate that the affected range of the project is closely connected with the karst groundwater drawdown funnel. The obvious anisotropy of karst aquifer medium at each site is indicated in the groundwater flow field, which is mainly controlled by karst development and structure. The maximum affected ranges of the three projects are 560 m, 820 m and 850 m respectively. Then, the analysis on the formation mechanism of karst collapse is conducted. Results indicate the collapse mechanism. The excavation and precipitation of foundation pit leads to the change of groundwater hydrodynamic internally caused of strong karst development, the change of hydrodynamic conditions disturbs karst groundwater or gas, and the force generated by karst water disturbance acts on the overburden floor through karst pipeline or crack. As a result, the overburden soil mass collapses and loses gradually, until the roof becomes unstable and damaged for the insufficient collapse resistance. Finally, the Gehart’s empirical formula of influence radius of confined water pumping hole is used for reference, combined with engineering construction parameters, main factors of karst collapse and hydrogeological test parameters. The mixed research method of qualitative analysis and quantitative calculation is adopted to theoretically deduce the empirical calculation formula of the affected zone of geological environment for karst underground engineering. Research results indicate that the affected range of karst underground engineering is mainly in direct proportion to the permeability coefficient and engineering depth. However, it is inversely proportional to the thickness of soil layer. The deduced semi-quantitative theoretical formula is suitable for the calculation of a relatively thick aquifer between the Quaternary and the karst aquifer. If the depth of foundation pit is greater than that of rock surface and of confined karst water in underground engineering, this fomular can be used to quickly provide the basis for safety construction of underground engineering as well as urban disaster prevention and reduction in the karst area lacking groundwater monitoring data.
- karst underground engineering /
- karst groundwater and gas pressure monitoring /
- affected zone for engineering /
- pumping test /
- empirical formula

HTML

图 1 研究区地理位置及灾害分布图

Figure 1. Geographical location and disaster distribution of the study area

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图 2 龙岗－荷坳盆地水文地质略图（资料来源惠阳幅1∶20万水文地质图）

Figure 2. Hydrogeological sketch map of Longgang-Heao basin (Data source from Huiyang 1∶200,000 hydrogeological scheme)

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图 3 数码城站岩溶水等测压水位线图（2020.10.24）

Figure 3. Diagram of isometric manometric karst water level at Digital City Station (2020.10.24)

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图 4 5#基坑岩溶水等测压水位线图（2020.04.27）

Figure 4. Diagram of isometric manometric karst water level in foundation pit 5# (2020.04.27)

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图 5 龙平站岩溶水等测压水位线图（2021.02.02）

Figure 5. Diagram of isometric manometric karst water level at Longping Station (2021.02.02)

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图 6 数码城站片区垂直岩溶发育分布图

Figure 6. Vertical karst development and distribution map of Digital City Station

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图 7 岩溶区深基坑诱发灾害示意图

Figure 7. Schematic diagram of the disaster induced by deep foundation pit in the karst area

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图 8 工程影响范围划定简化示意图

Figure 8. Simplified schematic diagram of delimitation of the affected zone for engineering

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表 1 工程参数及岩溶发育指标一览表

Table 1. Engineering parameters and karst development indicators

基坑工程	基坑长度/m	基坑宽度/m	地面原标高/m	工程深度/m	土层厚度/m	岩溶发育深度/m	钻孔 /个	见洞率/%	线岩溶率/%
数码城站	512	16~56	43.0	22.3	6~23	9~24	1876	42.9	24.8
5#地更新工程	200	150	35.0	19.8	7~25	10~25	1452	29.4	26.8
龙平站	191	28	35.8	27.0	7~24	9~22	1367	39.2	21.4
注：依《建筑地基基础设计规范》GB50007-2011表6.6.2划分标准，判定研究区岩溶强发育。

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表 2 工地监测信息统计表

Table 2. Statistical table of site monitoring information

工程场地	监测点数量/个	监测点平均间距/m	监测面积/ km²	监测频率/min	工程实际影响半径/m	地下水降落漏斗影响范围形成日期/年.月.日
数码城站基坑	19	200	0.52	2~5	850	2020.10.24
5#工地	74	100	0.85	2~5	560	2020.04.27
龙平站基坑	8	180	0.31	2~5	820	2021.02.02

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表 3 龙岗区塌陷点覆盖层厚度统计表

Table 3. Statistical table of overburden thickness on collapse point in Longgang area

塌陷编号	T01	T02	T03	T04	T05	T06	T07	T08	T09
覆盖层厚度/m	6	20.6	14	8	9.3	11.6	14.4	9.3	14.8

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表 4 场地抽水试验成果表

Table 4. Results of site pumping tests

试验场地	钻孔编号	试验段埋深/m	静止水位埋深(h)/m	水位降深 (s)/m	涌水量 (Q)/m³·d⁻¹	影响半径 (R)/m	平均渗透系数 $\bar {\rm{K}}$/ m·d⁻¹
数码城站	SMSW01	8.3~24.8	1.95	6.0	392.1	133.2	6.63
				4.0	336.5	98.8
				2.0	262.4	59.5
数码城站	SMSW02	4.0~28.0	1.90	6.0	442.5	502.3	67.87
				4.0	302.2	330.9
				2.0	156.8	161.3
数码城站	SMSW03	12.0~14.2	2.20	9.0	38.7	159.6	2.70
				6.0	23.9	99.3
				3.0	10.8	44.5
龙平站	LPSW01	4.0~29.5	4.51	6.6	527.2	167.8	6.33
				5.6	450.3	140.8
				4.7	375.6	115.9
龙平站	LPSW02	4.0~10.8	4.40	3.0	373.0	77.3	23.14
				2.0	262.4	48.6
				1.0	145.9	22.9
龙平站	LPSW03	15.0~20.0	4.00	10.2	5.3	32.6	0.09
				6.8	3.3	20.4
				3.4	1.5	8.8
龙平站	LPSW04	11.0~15.6	3.40	7.5	130.3	200.9	7.75
				5.0	98.0	138.9
				2.5	57.9	72.2
龙平站	LPSW05	13.6~17.0	3.10	10.5	590.9	510.4	28.30
				7.0	496.5	375.4
				3.5	302.2	199.6
5#地块	SW102	17.5~99.5	3.7.0	2.4	151.9	144.3	37.40

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表 5 经验系数α反演结果

Table 5. Inversion results of empirical coefficient α

区域	工程深度 H/m	初始水位埋深h/m	土层平均厚度d/m	区域渗透系数K/m·d⁻¹	实际影响半径R/m	理论影响半径R′/m	范围误差/%	经验系数（α）	平均经验系数（ $\bar \alpha$
数码城站	22.27	1.9	12.97	37.25	850	848	0.2	5.9	5.9
龙平站	27.0	3.1	13.31	25.72	820	806	1.7	6.0
5#地块	19.84	2.38	16.91	37.4	550	559	1.6	5.8

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