基于响应面试验设计的深基坑降水开挖地表沉降特性

程昊; 陈辉; 张抒; 贾瀚英

doi:10.19509/j.cnki.dzkq.tb20230294

基于响应面试验设计的深基坑降水开挖地表沉降特性

doi: 10.19509/j.cnki.dzkq.tb20230294

程昊^{1, 2,},
陈辉³,
张抒^1, ,,
贾瀚英⁴

1.
中国地质大学(武汉) 湖北巴东地质灾害国家野外科学观测研究站, 武汉 430074
2.
中交第二航务工程勘察设计院有限公司, 武汉 430071
3.
四川省第七地质大队, 四川乐山 614000
4.
中国能源建设集团湖南省电力设计院有限公司, 长沙 410007

基金项目:

国家自然科学基金项目 U2340230

湖北省自然科学基金项目 2023AFB933

中交第二航务工程勘察设计院有限公司重点科研课题 RP2024040998

湖北省重点研发项目 2023BCB117

详细信息

作者简介:
程昊, E-mail: 875549311@qq.com

通讯作者:
张抒, E-mail: szhang@cug.edu.cn

中图分类号: TU753
计量
- 文章访问数: 98
- PDF下载量: 8
- 被引次数: 0
出版历程
- 收稿日期: 2023-05-24
- 录用日期: 2023-07-05
- 修回日期: 2023-06-30

Investigations into ground surface settlement characteristics of excavation under dewatering and excavating conditions using the response surface experimental design method

CHENG Hao^{1, 2
,},
CHEN Hui³,
ZHANG Shu^{1
, ,},
JIA Hanying⁴

1.
Badong National Observation and Research Station of Geohazards, China University of Geosciences(Wuhan), Wuhan 430074, China
2.
CCCC Second Harbor Consultants Co., Ltd., Wuhan 430071, China
3.
The 7th Geological Brigade of Sichuan Province, Leshan Sichuan 614000, China
4.
Hunan Electric Power Design Institute Co., Ltd., China Energy Engineering Group, Changsha 410007, China

More Information

Author Bio:
CHENG Hao, E-mail: 875549311@qq.com

Corresponding author: ZHANG Shu, E-mail: szhang@cug.edu.cn

摘要

摘要:
受降水与开挖作用的共同影响, 基坑周边土体会持续发生地表沉降变形, 对基坑稳定以及周边环境都产生显著影响。为厘清基坑工程降水开挖过程中地表沉降的影响工况因素, 并在此基础上建立经验模型, 选取杭州地区典型江河阶地二元结构地层组合的深基坑为案例, 开展了系统研究。首先, 基于降水开挖作用下的土体变形机理, 结合变形实测数据, 提出了一种结合摩尔库伦(MC)与修正剑桥(MMC)本构关系开展基坑降水开挖沉降过程的数值分析方法。进一步采用响应面试验设计方法(RSM), 考虑多种工况因素及其交互作用, 建立了研究区内二元地质结构条件下基坑降水开挖地表沉降的经验模型, 并分析了地表沉降分区特征。结果表明, 地下水位降深(H_d)对地表沉降影响最为显著, 其次为地下连续墙深度(H_w)与开挖宽度(B), 其中B与H_d交互作用也较为显著。据此建立的回归模型可以较为准确地预测地表最大沉降量。本研究不仅为类似地层条件的基坑工程提供了经验模型, 也为基坑设计、施工和监测提供了实用框架, 对有效控制基坑及周边环境的沉降变形具有重要价值。
- 基坑地表沉降 /
- 降水开挖 /
- 响应面试验设计方法 /
- 沉降分区
Abstract:
The soil surrounding an excavation experiences continuous ground settlement due to the combined effects of dewatering and excavation, which significantly impacts both the stability of the excavation and its surrounding environment.
Objective
To elucidate the key factors governing ground settlement during the dewatering and excavation process, as well as to establish an empirical model based on these findings, this study systematically investigated a deep metro station excavation in Hangzhou, situated on a typical river terrace with a dual-layered geological structure.
Methods
Firstly, a numerical analysis method for settlement in braced excavations was proposed by incorporating a hybrid Mohr-Coulomb (MC)-Modified Cambridge (MMC) constitutive model, derived from the deformation mechanism of excavation soil and a comparison with actual monitoring data. Subsequently, the response surface method (RSM) was employed, to establish an empirical model for ground settlement caused by dewatering and excavation under dual-layer geological structure conditions in the study area, accounting for various operational factors and their interactions, and to analyze the zoning characteristics of ground settlement.
Results
The findings suggest that the drawdown of the groundwater table, H_d, exerts the most significant influence on the surface settlement, followed by the depth of the underground diaphragm wall, H_w, and excavation width, B. Additionally, there is a notable interaction between B and H_d. The regression model developed based on these factors demonstrates high accuracy in predicting maximum surface settlement, H_m.
Conclusion
This study not only presents an empirical model for excavation engineering under similar geological conditions but also provides a practical framework for excavation design, construction, and monitoring. These contributions are crucial for effectively managing settlement deformation in excavations and their surrounding environments.
- ground surface settlement of excavation /
- dewatering and excavating /
- response surface experimental design method(RSM) /
- settlement partition
注释:

所有作者声明不存在利益冲突。

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图 1 杭州某基坑典型地层结构、支护结构及监测工程布置图

a.典型地层结构及支护结构示意图；b.工程场地卫星视图；c.地表沉降监测工程布置图；DBC25-70为监测点编号

Figure 1. Typical stratigraphic structure, braced structure and monitoring layout of an excavation

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图 2 采用MC-MCC联合模型开展基坑降水开挖沉降数值分析示意图

H_w为地下连续墙深度，m；H_e为开挖深度，m; D_MC为MC本构关系作用范围，m；φ为地下连续墙所穿越土层的平均内摩擦角, (°)

Figure 2. Schematic diagram of numerical analysis of excavation settlement using the hybrid MC-MCC constitutive model

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图 3 采用MC-MCC联合模型开展基坑降水开挖沉降数值分析示意图(单位: m)

Figure 3. Schematic diagram of the finite element model for excavation using the hybrid MC-MCC constitutive model

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图 4 数值分析得到的沉降曲线与实测数据对比

Figure 4. Comparison of settlement curves obtained from numerical analysis with measured data

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图 5 基坑降水渗流场流速云图

Figure 5. Flow velocity contour diagram of the seepage field of the excavation

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图 6 MC-MCC联合本构关系数值计算得到的竖向位移云图

Figure 6. Vertical displacement contour diagram obtained by numerical calculation of the hybrid MC-MCC constitutive model

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图 7 RSM模型参数贡献值(代号含义同表 3)

Figure 7. RSM model parameter contribution values

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图 8 H_m预测值与模拟值

Figure 8. Comparison of the predicted and measured H_m values

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图 9 RSM模型充分性检验(a)和等方差检验(b)

Figure 9. Adequacy test(a) and equal variance test(b) of RSM model

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图 10 B×H_w对H_m影响的3D视图(a)和2D视图(b) (MN为曲线；K_mn为其切线)

b图中数字为a图Z轴的H_m值, m；下同

Figure 10. Interaction effect of B×H_w on H_m(3D view(a); 2D view(b))

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图 11 B×H_d对H_m影响的3D视图(a)和2D视图(b) (符号含义同图 10)

Figure 11. Interaction effect of B×H_d on H_m: 3D view(a); 2D view(b)

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图 12 H_w×H_d对H_m影响的3D视图(a)和2D视图(b) (符号含义同图 10)

Figure 12. Interaction effect of H_w×H_d on H_m: 3D view(a); (b) 2D view(b)

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图 13 基坑临近地表沉降影响性分区

Figure 13. Influence zones of excavation surface settlement

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图 14 不同连续墙深度下采用MC-MCC联合本构关系与MCC本构关系计算得到沉降曲线随降水深度的变化

a. 连续墙深度29 m; b. 连续墙深度35 m; c. 连续墙深度41 m; d. 地表最大沉降统计

Figure 14. Variation of settlement curves with precipitation depth obtained by using the hybrid MC-MCC constitutive relationship and MCC constitutive relationship under different diaphragm depths

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表 1 基坑各土层物理力学参数

Table 1. Physical and mechanical parameters of each soil layer of the excavation

土层	ρ/(kg·m^-3)	λ	κ	M	ν	K/(m·s^-1)	e	E/MPa	φ/(°)	c/kPa
粉土	1 550	0.035 1	0.003 51	0.857	0.30	1.82×10^-6	0.795	20	28	16
淤泥质粉质黏土	1 230	0.179 0	0.015 10	0.880	0.35	1.08×10^-8	1.218	40	16	18
粉质黏土	1 600	0.028 3	0.002 83	0.943	0.28	1.00×10^-8	0.731	20	24	21
圆砾	1 800	—	—	—	0.26	5.62×10^-5	0.650	150	—	—
注：ρ为密度；λ为压缩指数; κ为回弹指数；M为临界压力比；ν为泊松比；K为渗透系数；e为孔隙比; E为弹性模量；φ为内摩擦角；c为黏聚力

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表 2 CCD试验设计影响因素水平

Table 2. Factors and levels of CCD experimental design

水平	开挖宽度B/m	连续墙深度H_w/m	水位降深H_d/m
-a	13.6	24.9	0.0
-1	17.0	29.0	1.4
0	22.0	35.0	3.5
1	27.0	41.0	5.6
a	30.4	45.1	7.0
注：本文试验设计中a=1.681 79

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表 3 基坑降水开挖CCD试验设计与沉降指标响应

Table 3. Working conditions of CCD experimental design and corresponding obtained settlement indices

试验组编号	开挖宽度B/m	连续墙深度H_w/m	水位降深H_d/m	最大沉降量H_m/m	最大沉降点位置D_m/m
1	17.0	29.0	5.6	-0.043	14.583
2	22.0	35.0	3.5	-0.031	13.791
3	22.0	25.0	3.5	-0.035	13.791
4	27.0	29.0	5.6	-0.046	14.165
5	17.0	29.0	1.4	-0.021	12.631
6	17.0	41.0	1.4	-0.020	12.631
7	27.0	41.0	1.4	-0.024	12.413
8	22.0	35.0	7.0	-0.047	13.791
9	22.0	35.0	3.5	-0.031	13.791
10	17.0	41.0	5.6	-0.035	14.583
11	22.0	35.0	0.0	-0.017	11.959
12	22.0	35.0	3.5	-0.031	13.791
13	13.6	35.0	3.5	-0.027	12.698
14	27.0	41.0	5.6	-0.039	12.413
15	22.0	35.0	3.5	-0.031	13.791
16	27.0	29.0	1.4	-0.025	12.413
17	22.0	45.0	3.5	-0.028	11.959
18	22.0	35.0	3.5	-0.031	13.791
19	30.4	35.0	3.5	-0.027	14.298
20	22.0	35.0	3.5	-0.031	13.791

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表 4 H_m响应面回归模型方差分析

Table 4. ANOVA of H_m response surface regression model

方差来源	平方和	自由度	均方	F值	P值	显著性
模型	1.181×10^-3	9	1.312×10^-4	72.49	< 0.000 1	显著
B	1.574×10^-5	1	1.574×10^-5	8.70	0.014 6	显著
H_w	5.512×10^-5	1	5.512×10^-5	30.46	0.000 3	显著
H_d	1.064×10^-3	1	1.064×10^-3	587.79	< 0.000 1	显著
B-H_w	2.656×10^-7	1	2.656×10^-7	0.15	0.709 7	不显著
B-H_d	1.574×10^-7	1	1.574×10^-7	0.087	0.774 1	不显著
H_w-H_d	2.009×10^-5	1	2.009×10^-5	11.10	0.007 6	显著
B²	1.656×10^-5	1	1.656×10^-5	9.15	0.012 8	显著
H_w²	3.317×10^-6	1	3.317×10^-6	1.83	0.205 6	不显著
H_d²	3.148×10^-6	1	3.148×10^-6	1.74	0.216 6	不显著
残差	1.810×10^-5	10	1.810×10^-6
失拟项	1.810×10^-5	5	3.620×10^-6
纯误差	0.000	5	0.000
总和	1.199×10^-3	19
拟合系数R²	0.984 9		预测R²	0.885 4
调整R²	0.971 3		标准差	0.001 3

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表 5 D_m响应面回归模型方差分析

Table 5. ANOVA of D_m response surface regression model

方差来源	平方和	自由度	均方	F值	P值	显著性
模型	62.34	9	6.93	2.48	0.087 1	不显著
B	21.58	1	21.58	7.71	0.019 5	显著
H_w	1.71	1	1.71	0.61	0.452 5	不显著
H_d	5.59	1	5.59	2.00	0.187 9	不显著
B-H_w	0.38	1	0.38	0.14	0.718 9	不显著
B-H_d	0.58	1	0.58	0.21	0.658 8	不显著
H_w-H_d	0.38	1	0.38	0.14	0.718 9	不显著
B²	30.65	1	30.65	10.96	0.007 9	显著
H_w²	0.11	1	0.11	0.041	0.843 8	不显著
H_d²	0.11	1	0.11	0.041	0.843 8	不显著
残差	27.98	10	2.80
失拟项	27.98	5	5.60
纯误差	0.00	5	0.00
总和	90.32	19
拟合系数R²	0.650 7		预测R²	-1.504 9
调整R²	0.336 3		标准差	1.78

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表 6 调整后H_m响应面模型方差分析

Table 6. ANOVA of adjusted Hm response surface regression model

方差来源	平方和	自由度	均方	F值	P值	显著性
模型	1.174×10^-3	5	2.349×10^-4	134.76	< 0.000 1	显著
B	1.574×10^-5	1	1.574×10^-5	9.03	0.009 5	显著
H_w	5.512×10^-5	1	5.512×10^-5	31.63	< 0.000 1	显著
H_d	1.064×10^-3	1	1.064×10^-3	610.32	< 0.000 1	显著
H_w-H_d	2.009×10^-5	1	2.009×10^-5	11.53	0.004 4	显著
B²	1.966×10^-5	1	1.966×10^-5	11.28	0.004 7	显著
残差	2.440×10^-5	14	1.743×10^-5
失拟项	2.440×10^-5	9	2.711×10^-6
纯误差	0.000	5	0.000
总和	1.199×10^-3	19
拟合系数R²	0.979 6		预测R²	0.925 1
调整R²	0.972 4		标准差	0.001 3

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表 7 基坑地表沉降影响性分区

Table 7. Influence zones of excavation surface settlement

基坑工程影响区	范围
主要影响区(Ⅰ)	基坑周边0.7H_e或H_e·tan(45°-φ/2)范围
次要影响区(Ⅱ)	基坑周边0.7H_e~(2.0~3.0)H_e或H_e·tan(45°-φ/2)~(2.0~3.0)H_e范围
可能影响区(Ⅲ)	基坑周边(2.0~3.0)H_e外
注：H_e为基坑设计深度, m；φ为岩土体内摩擦角, (°)；基坑开挖范围内存在基岩时，H_e可为覆盖土层和基岩强风化层厚度之和；工程影响分区的划分界线取表中0.7H_e或H_e·tan(45°-φ/2)的较大值

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