基于熵值法的砂卵石地层深基坑开挖安全可拓评价

王伟; 刘丹娜; 彭第

doi:10.3969/j.issn.0258-2724.20200333

基于熵值法的砂卵石地层深基坑开挖安全可拓评价

doi: 10.3969/j.issn.0258-2724.20200333

基金项目: 吉林省教育厅“十三五”科研规划（JJKH20191243KJ）

详细信息

作者简介:
王伟（1982—），男，高级实验师，博士，研究方向为地铁深基坑结构力学性质与稳定性评价，E-mail：16695496@qq.com

中图分类号: TU42
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-02
- 修回日期: 2020-07-18
- 网络出版日期: 2020-08-24
- 刊出日期: 2021-08-15

Extension Evaluation on Excavation Safety of Deep Foundation Pit in Sandy Cobble Stratum Based on Entropy Method

摘要

摘要: 为客观评价富水砂卵石地层中深基坑开挖的安全稳定性，根据结构变形、受力、地下水以及周边环境等因素选取地面沉降、建筑物沉降、地下水位等8个评价指标进行开挖安全性评价，以成都某地铁车站深基坑工程为例，根据基坑开挖4个月内的实测数据，采用熵值法对所选评价指标进行赋权，基于物元理论与可拓集合的关联函数，建立深基坑开挖安全可拓评价模型，并将评价结果与模糊综合评判结果进行比较. 研究结果表明：熵值赋权计算中，混凝土支撑轴力、桩顶沉降和支护结构水平位移是本案例中最重要的三项指标，对安全评价影响最大；对地面沉降与管线沉降的可拓评价结果比模糊综合评判结果高一个等级，与实际监测数据的评判结果相符，有利于施工过程中对潜在风险的防控；基于熵值赋权的可拓评价模型能够对基坑开挖安全性进行单因素分析与综合分析，所构建的可拓评价模型可以在成都地区富水砂卵石地层基坑工程安全评价中推广使用.
- 砂卵石地层 /
- 熵值法 /
- 地铁深基坑 /
- 开挖稳定性 /
- 可拓评价
Abstract: In order to objectively evaluate the safety and stability of deep foundation pit excavation in watery sandy pebble stratum, eight evaluation indexes, such as ground settlement, building settlement and groundwater level, are selected to evaluate the excavation safety according to the structural deformation, stress, groundwater and surrounding environment. A deep foundation pit project of a metro station in Chengdu is used as an example, and according to the measured data within the four months of foundation pit excavation, the entropy method is employed to assign the selected evaluation indexes. Based on the correlation function between the matterelement theory and extension set, the extension evaluation model of excavation safety for the deep foundation pitis established. Comparing the evaluation results with those of fuzzy comprehensive evaluation, it is concludedthat the axial force of concrete support, pile top settlement and the horizontal displacement of support structure are the most important three indexes in the entropy weight calculation of this case, which have the greatest impact on the safety evaluation. For the safety evaluation of ground settlement and pipeline settlement, the extension evaluation result is one grade higher than the fuzzy comprehensive evaluation result, which is consistent with actual monitoring data and is conducive to the prevention and control of potential risks in the construction process. The extension evaluation model based on entropy weight can accurately improve the safety of the foundation pit excavation through single factor analysis and comprehensive analysis, and the extension evaluation model can be applied in the safety evaluation of foundation pits in watery sandy cobble strata in Chengdu.
- sand cobblestratum /
- entropy method /
- deep foundation pit of metro /
- excavation stability /
- extension evaluation

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表 1 凤溪站深基坑监测数据

Table 1. Monitoring data of deep foundation pit at Fengxi station

序号	开挖深度/m	c₁/mm	c₂/mm	c₃/m	c₄/mm	c₅/mm	c₆/kN	c₇/mm	c₈/mm
1	1	−2.69	−2.62	13.00	3.9	−1.03	29.84	−4.12	−0.62
2	6	−4.02	−2.31	15.00	3.0	−0.81	48.06	−7.24	−6.98
3	9	−6.65	−2.43	19.40	3.8	−1.79	152.90	−10.33	−7.62
4	14	−8.27	−3.17	21.00	5.8	−2.88	181.39	−13.10	−10.34
5	18	−6.81	−6.39	23.10	6.9	−3.68	646.69	−12.28	−12.10
6	22	−8.31	−8.04	25.40	7.6	−4.73	200.69	−12.46	−12.58
7	26	−10.51	−5.40	27.78	8.9	−5.75	212.55	−14.08	−12.94
8	30	−13.15	−7.29	32.00	8.4	−5.70	222.25	−13.65	−14.50
9	32	−12.37	−6.91	33.55	4.3	−6.24	264.09	−12.84	−14.61

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表 2 熵值赋权计算结果

Table 2. Results of the entropy weighting method

项目	e_j	g_j	w_j
c₁	0.958 873	0.041 127	0.100 230
c₂	0.953 535	0.046 465	0.113 240
c₃	0.980 939	0.019 061	0.046 453
c₄	0.970 981	0.029 019	0.070 722
c₅	0.923 029	0.076 971	0.187 586
c₆	0.879 137	0.120 863	0.294 555
c₇	0.978 304	0.021 696	0.052 875
c₈	0.944 878	0.055 122	0.134 338

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表 3 凤溪站深基坑开挖安全性判别

Table 3. Excavating safety evaluation for deep foundation pit at Fengxi station

监测项目	安全性判别标准
监测项目	判别内容	Ⅰ级	Ⅱ级	Ⅲ级
结构变形	${F_1} = \dfrac{ { {\text{实测变形值} } } }{ { {\text{基坑开挖深度} } } }$	F₁ > 0.012 F₁ > 0.007	0.004 ≤ F₁ ≤ 0.012 0.002 ≤ F₁ ≤ 0.007	F₁ < 0.004 F₁ < 0.002
支撑轴力	${F_2} = \dfrac{ { {\text{容许轴力} } } }{ { {\text{实测轴力} } } }$	F₂ < 0.8	0.8 ≤ F₂ ≤ 1.0	F₂ > 1.0
基底隆起	${F_3} = \dfrac{ { {\text{实测变形值} } } }{ { {\text{基坑开挖深度} } } }$	F₃ > 1.0 × 10⁻² F₃ > 0.5 × 10⁻² F₃ > 0.2 × 10⁻²	0.4 × 10⁻² ≤ F₃ ≤ 1.0 × 10⁻² 0.2 × 10⁻² ≤ F₃ ≤ 0.5 × 10⁻² 0.4 × 10⁻³ ≤ F₃ ≤ 0.2 × 10⁻²	F₃ < 0.4 × 10⁻² F₃ < 0.2 × 10⁻² F₃ < 0.4 × 10⁻³
沉降值	${F_4} = \dfrac{ { {\text{实测沉降值} } } }{ { {\text{基坑开挖深度} } } }$	F₄ > 1.2 × 10⁻² F₄ > 0.7 × 10⁻² F₄ > 0.2 × 10⁻²	0.4 × 10⁻² ≤ F₄ ≤ 1.2 × 10⁻² 0.2 × 10⁻² ≤ F₄ ≤ 0.7 × 10⁻² 0.4 × 10⁻³ ≤ F₄ ≤ 0.2 × 10⁻²	F₄ < 0.4 × 10⁻² F₄ < 0.2 × 10⁻² F₄ < 0.4 × 10⁻³
地下水位	${F_5} = \dfrac{ { {\text{降水设计值} } } }{ { {\text{实测水位} } } }$	F₅ < 0.8	0.8 ≤ F₅ ≤ 1.2	F₅ > 1.2
注：1. F₁上行适用于基坑附近无建筑物或地下管线的情况，下行适用于基坑附近有建筑物或地下管线的情况； 2. F₃、F₄的上、中行与F₁同，下行适用于对变形有特别严格要求的情况.

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表 4 各监测指标关联函数值

Table 4. Correlation function values of monitoring indexes

Ⅰ级	Ⅱ级	Ⅲ级
K₁₁ = −0.7945	K₂₁ = 0.0137	K₃₁ = −0.0259
K₁₂ = −0.8744	K₂₂ = −0.3719	K₃₂ = 0.7438
K₁₃ = −0.1740	K₂₃ = 0.9329	K₃₃ = −0.1555
K₁₄ = −0.9603	K₂₄ = −0.8609	K₃₄ = 0.2781
K₁₅ = −0.9025	K₂₅ = −0.5125	K₃₅ = 0.9750
K₁₆ = −0.3958	K₂₆ = −0.3626	K₃₆ = 0.6598
K₁₇ = −0.7800	K₂₇ = 0.0500	K₃₇ = −0.0833
K₁₈ = −0.9348	K₂₈ = −0.7717	K₃₈ = 0.4566

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表 5 各特征指标安全等级

Table 5. Safety level of characteristic indexes

评价方法	c₁	c₂	c₃	c₄	c₅	c₆	c₇	c₈
基于熵值法的可拓评价	Ⅱ级	Ⅲ级	Ⅱ级	Ⅲ级	Ⅲ级	Ⅲ级	Ⅱ级	Ⅲ级
模糊综合评判方法	Ⅲ级	Ⅲ级	Ⅱ级	Ⅲ级	Ⅲ级	Ⅲ级	Ⅲ级	Ⅲ级

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表 6 监测指标预警值与监测值

Table 6. Warning values and monitoring values of monitoring indexes

项目	预警要求		最大监测值
项目	预警值/ mm	变化速率/ （mm•d⁻¹）	监测值/ mm	变化速率/ （mm•d⁻¹）
c₁	22.40	≥ 3.00	13.15	2.55
c₂	16.00	≥ 3.00	8.04	1.67
c₃	1600	≥ 500	1850	1052
c₄	22.40	≥ 3.00	8.90	1.60
c₅	22.40	≥ 3.00	6.24	1.35
c₇	20.00	≥ 4.00	14.08	2.43
c₈	22.40	≥ 3.00	14.61	1.39
注：变化速率通常取工况前3 d内的最大值.

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