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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

王伟, 刘丹娜, 彭第. 基于熵值法的砂卵石地层深基坑开挖安全可拓评价[J]. 西南交通大学学报, 2021, 56(4): 785-791, 838. doi: 10.3969/j.issn.0258-2724.20200333
引用本文: 王伟, 刘丹娜, 彭第. 基于熵值法的砂卵石地层深基坑开挖安全可拓评价[J]. 西南交通大学学报, 2021, 56(4): 785-791, 838. doi: 10.3969/j.issn.0258-2724.20200333
WANG Wei, LIU Danna, PENG Di. Extension Evaluation on Excavation Safety of Deep Foundation Pit in Sandy Cobble Stratum Based on Entropy Method[J]. Journal of Southwest Jiaotong University, 2021, 56(4): 785-791, 838. doi: 10.3969/j.issn.0258-2724.20200333
Citation: WANG Wei, LIU Danna, PENG Di. Extension Evaluation on Excavation Safety of Deep Foundation Pit in Sandy Cobble Stratum Based on Entropy Method[J]. Journal of Southwest Jiaotong University, 2021, 56(4): 785-791, 838. 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

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

  • 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.

     

  • 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/mc1/mmc2/mmc3/mc4/mmc5/mmc6/kNc7/mmc8/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
    下载: 导出CSV

    表  2  熵值赋权计算结果

    Table  2.   Results of the entropy weighting method

    项目ejgjwj
    c10.958 8730.041 1270.100 230
    c20.953 5350.046 4650.113 240
    c30.980 9390.019 0610.046 453
    c40.970 9810.029 0190.070 722
    c50.923 0290.076 9710.187 586
    c60.879 1370.120 8630.294 555
    c70.978 3040.021 6960.052 875
    c80.944 8780.055 1220.134 338
    下载: 导出CSV

    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
    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 < 0.80.8 ≤ F2 ≤ 1.0F2 > 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 × 10−2F3 ≤ 1.0 × 10−2
    0.2 × 10−2F3 ≤ 0.5 × 10−2
    0.4 × 10−3F3 ≤ 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 × 10−2F4 ≤ 1.2 × 10−2
    0.2 × 10−2F4 ≤ 0.7 × 10−2
    0.4 × 10−3F4 ≤ 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 < 0.80.8 ≤ F5 ≤ 1.2F5 > 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. F3F4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.
    下载: 导出CSV

    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
    下载: 导出CSV

    表  5  各特征指标安全等级

    Table  5.   Safety level of characteristic indexes

    评价方法c1c2c3c4c5c6c7c8
    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
    下载: 导出CSV

    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
    预警值/
    mm
    变化速率/
    (mm•d−1
    监测值/
    mm
    变化速率/
    (mm•d−1
    c122.40≥ 3.0013.152.55
    c216.00≥ 3.008.041.67
    c31600≥ 50018501052
    c422.40≥ 3.008.901.60
    c522.40≥ 3.006.241.35
    c720.00≥ 4.0014.082.43
    c822.40≥ 3.0014.611.39
    注:变化速率通常取工况前3 d内的最大值.
    下载: 导出CSV
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  • 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

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