软土地区基坑工程变形控制方法及工程应用

    郑刚

    郑刚. 软土地区基坑工程变形控制方法及工程应用[J]. 岩土工程学报, 2022, 44(1): 1-36. DOI: 10.11779/CJGE202201001
    引用本文: 郑刚. 软土地区基坑工程变形控制方法及工程应用[J]. 岩土工程学报, 2022, 44(1): 1-36. DOI: 10.11779/CJGE202201001
    ZHENG Gang. Method and application of deformation control of excavations in soft ground[J]. Chinese Journal of Geotechnical Engineering, 2022, 44(1): 1-36. DOI: 10.11779/CJGE202201001
    Citation: ZHENG Gang. Method and application of deformation control of excavations in soft ground[J]. Chinese Journal of Geotechnical Engineering, 2022, 44(1): 1-36. DOI: 10.11779/CJGE202201001

    软土地区基坑工程变形控制方法及工程应用  English Version

    基金项目: 

    国家自然科学基金重点项目 41630641

    详细信息
      作者简介:

      郑刚(1967—),男,博士,教授,博士生导师,主要从事城市岩土工程的教学与科研工作。E-mail: zhenggang1967@163.com

    • 中图分类号: TU470

    Method and application of deformation control of excavations in soft ground

    • 摘要: 基坑变形控制是软土地区基坑工程的核心内容,不仅与自身工程安全密切相关,更涉及到对周边环境的影响。随着城市地上、地下各类建(构)筑物越来越密集,基坑工程施工产生的变形对环境影响的控制愈加成为基坑工程的焦点问题。首先,从基坑施工全过程控制的视角,分析了基坑施工全过程各阶段的变形特征、机理以及对环境的影响。进而,将基坑变形及其对环境影响的控制划分为“基于基坑支护体系的变形控制”和“基于邻近基坑保护对象的变形控制”两类方法。针对基于邻近基坑保护对象的变形控制,提出了不是基于对基坑支护体系,而是直接着眼于保护对象的变形主动控制理论,通过对关键区域土体的应力和变形的控制,实现对保护对象的测控一体化靶向控制。此外,提出了基坑无支撑支护理论并发展了一系列软弱土地区基坑绿色无支撑支护技术,实现了在较大的深度条件下也可进行坑无支撑支护设计。通过“基坑施工全过程控制”“基坑变形主动控制理论”“基坑无支撑支护控制体系”的变形控制理论及工程应用,努力推动基坑工程变形控制向“高效、智能、绿色、低碳”方向发展。
      Abstract: The main task of excavations in soft ground is the deformation control, which is closely rated to their safety and environmental impact. With the increase of the buildings and structures in the urban areas, the construction-induced deformation has become the focus of the excavations. The characteristics, mechanism and environmental impact of the deformation caused by each excavation phase are analyzed in a view of the whole-process control. Furthermore, the control methods for the deformation and environmental impact of the excavations are classified into two types, i.e., the control based on the retaining system of the excavations and that based on the protected objects adjacent to them. For the latter type, the active control theory is proposed focusing on the deformation of the protected objects instead of the retaining system. This active targeting technology integrated with the measurement and control for the protected objects is realized by controlling the stress and deformation of the key zone. Finally, the strut-free retaining theory is proposed and a series of strut-free retaining technologies are developed for the excavations in soft ground. The design of strut-free retaining for the excavations with relatively large depth can be realized using these technologies. The theories and applications of the whole-process control, the active control and the strut-free retaining system promote the deformation control of the excavations towards the efficient, intelligent, green and low-carbon aim.
    • 致谢: 感谢土力学和岩土工程界各位同行的信任,让笔者有幸成为今年黄文熙讲座的主讲人。笔者自1989年师从于顾晓鲁教授,开始了基坑工程领域的学习,建立了对岩土工程浓厚的兴趣,并持续至今,积累了一些粗浅的认识和工程经验。感谢团队刁钰副教授、程雪松副教授、周海祚副教授、张天奇副研究员、雷华阳教授、刘畅副教授,以及笔者的学生杜一鸣博士、李志伟博士、曾超峰副教授、魏少伟博士、刘景锦博士等对本文提供的巨大帮助!感谢笔者的博士生苏奕铭、黄建友、栗晴瀚、何晓佩、焦陈磊、甘伟等,他们对本文也提供了很多具体帮助。感谢深圳市工勘岩土集团有限公司雷斌先生为本文提供了三级支护工程图片。
    • 图  1   基坑支护结构及周边地层变形

      Figure  1.   Deformations of excavation retaining structures and soils

      图  2   地下连续墙成槽引起土体水平位移

      Figure  2.   Horizontal displacements of soils due to trenching

      图  3   某工程中群孔效应引发的周边建筑物沉降

      Figure  3.   Settlements of adjacent buildings induced by group borehole effects

      图  4   单孔和群孔成孔效应离心机试验

      Figure  4.   Centrifuge tests on single and group borehole effects

      图  5   单孔和群孔成孔引起地表沉降

      Figure  5.   Ground surface settlements induced by single and group borehole

      图  6   多孔合并前后地表曲线对比

      Figure  6.   Comparison of ground surface settlements with and without simplification of group borehole

      图  7   群孔效应多孔合并模拟简化方法示意

      Figure  7.   Simplified simulation of group borehole effects

      图  8   多孔合并示意图

      Figure  8.   Simplified simulation of group borehole effects

      图  9   监测点沉降模拟值和实测值对比

      Figure  9.   Comparison of measured and predicted settlements

      图  10   部分空孔回填控制群孔效应影响

      Figure  10.   Filling of partial boreholes to control group borehole effects

      图  11   基坑平面图

      Figure  11.   Plan of excavations

      图  12   基坑预降水引起地下连续墙变形

      Figure  12.   Wall deflections induced by pre-dewatering of excavations

      图  13   基坑预降水引起地下连续墙变形和建筑物沉降

      Figure  13.   Wall deflections induced by pre-dewatering of excavations

      图  14   某大面积基坑降水井及监测点平面布置

      Figure  14.   Plan of dewatering wells and field monitoring paints

      图  15   某大面积基坑预降水过程中围护结构变形情况

      Figure  15.   Wall deflections induced by pre-dewatering of excavations

      图  16   考虑预降水4个效应的变形计算模型

      Figure  16.   Deformation prediction model considering 4 effects of pre-excavation dewatering

      图  17   承压层抽水引发土体变形发展规律

      Figure  17.   Prediction model for deformation considering 4 effects of pre-dewatering of excavations

      图  18   基坑水平支撑平面和支护桩侧移变形监测点

      Figure  18.   Plan of structs and monitoring points of lateral displacements of retaining piles

      图  19   某基坑工程围护结构变形实测

      Figure  19.   Measured lateral deformations of retaining wall

      图  20   不同变形模式下坑外地表土体位移对比

      Figure  20.   Comparison of ground surface deformations under different lateral deformation modes of retaining wall

      图  21   围护结构不同变形模式下坑外深层土体沉降对比

      Figure  21.   Comparison of ground deformations behind retaining wall under different lateral deformation models of retaining wall

      图  22   某地铁车站基坑周边建筑情况

      Figure  22.   Plan view of surround buildings of metro station

      图  23   建筑物的三维沉降分布图

      Figure  23.   3D settlement distribution of building

      图  24   纵墙墙体拉应变最大值变化曲线

      Figure  24.   Variation of maximum tensile strain of longitudinal wall

      图  25   纵墙墙体拉应变最大值随角度变化曲线

      Figure  25.   Relationship between maximum tensile strain of longitudinal wall and arbitrary angle

      图  26   围护结构为内凸型模式时坑外不同位置处隧道变形

      Figure  26.   Deformations of tunnels at different locations caused by convex deformation of retaining structures

      图  27   围护结构不同变形模式下隧道变形影响区

      Figure  27.   Influenced zones determined by different profiles of deflection of retaining structures

      图  28   某实际工程隧道渗漏引发的沉降和错台

      Figure  28.   Settlements and dislocation of tunnel segments induced by leakage of water and soils

      图  29   隧道底部多点渗漏模拟试验

      Figure  29.   Model tests with multiple leakage points

      图  30   隧道底部两点渗漏模拟试验

      Figure  30.   Simulation test for two leakage points under tunnel

      图  31   隧道底部不同距离两点渗漏模拟试验

      Figure  31.   Results of two-leakage-point tests with different spacings

      图  32   不同砂土–黏土界面位置时隧道底部渗漏试验

      Figure  32.   Large-scale model tests considering position of sand-clay interface relative to tunnel

      图  33   漏水漏砂侵蚀大型模型试验结果

      Figure  33.   Erosion of sand due to inflow of sand and water

      图  34   悬臂式排桩桩顶位移比较

      Figure  34.   Comparison of displacements at cantilever pile top

      图  35   基坑与地铁平面图

      Figure  35.   Plan view of excavations and metro lines

      图  36   多种保护措施下左线隧道水平位移对比

      Figure  36.   Comparison of tunnel displacements with different types of protection measures

      图  37   基坑与地铁的平面图

      Figure  37.   Plan view of excavations and metro lines

      图  38   三期基坑分仓施工平面图

      Figure  38.   Plan of zoned excavation of 3rd stage excavation

      图  39   一期、二期基坑开挖时地铁结构Y4测点的水平位移

      Figure  39.   Horizontal displacements of metro structures at Y4 during 1st and 2nd stages of excavation

      图  40   主动控制的关键区域土体

      Figure  40.   Key soil zone to control deformation of structures to be protected

      图  41   袖阀管注浆对土体水平变形影响的试验布置图

      Figure  41.   Field tests on effect of TAM grouting on lateral displacement of soils

      图  42   注浆量及注浆距离对土体侧向变形的影响

      Figure  42.   Effects of grouting volume and distance on lateral displacement of soils

      图  43   超孔压及A点土体位移随时间发展曲线

      Figure  43.   Development of excess pore water pressure and horizontal displacement at point A with time

      图  44   袖阀管注浆对隧道位移控制现场试验

      Figure  44.   Field tests on effects of TAM grouting on control of deformation of tunnels

      图  45   隧道水平位移、水平收敛及随时间的变化规律

      Figure  45.   Development of horizontal displacement and convergence of tunnels with time due to TAM grouting

      图  46   注浆项目布置平面图及注浆孔

      Figure  46.   Plan view of grouting program and grouting holes

      图  47   注浆引起的隧道水平位移增量和水平收敛增量

      Figure  47.   Increments and convergence increments of horizontal displacement of tunnels caused by TAM grouting

      图  48   第一次注浆前后地铁隧道结构的水平位移

      Figure  48.   Horizontal displacements of metro structures before and after 1st TAM grouting

      图  49   工况4中4次注浆前后隧道的水平位移

      Figure  49.   Horizontal displacements of tunnel before and after 4 times of TAM grouting for case 4

      图  50   试验剖面布置图

      Figure  50.   Profile of field tests

      图  51   珠海成层土中袖阀管注浆引起土体水平位移

      Figure  51.   Horizontal displacements due to TAM grouting in stratified soils in Zhuhai

      图  52   试膨胀后的囊体

      Figure  52.   Expanded capsule after grouting

      图  53   珠海成层土中囊体扩张引起土体水平位移

      Figure  53.   Horizontal displacements due to capsule grouting in stratified soils in Zhuhai

      图  54   天津成层土中囊体扩张引起土体水平位移

      Figure  54.   Horizontal displacements due to capsule grouting in stratified soils in Tianjin

      图  55   囊体扩张对桩侧向变形控制现场试验

      Figure  55.   Field tests on lateral deformation of piles due to capsule expansion

      图  56   隧道与基坑关系及试验平、剖面布置图

      Figure  56.   Plan and profile of field test tunnel and excavation

      图  57   试验隧道水平位移控制量

      Figure  57.   Increments of horizontal displacement of tunnel

      图  58   囊体膨胀主动控制前后隧道Z1测点水平位移

      Figure  58.   Increments of lateral displacement of tunnel at Z1

      图  59   承压含水层回灌控沉

      Figure  59.   Settlement control by recharge of artesian aquifer

      图  60   基坑外各含水层典型观测井水位变化曲线

      Figure  60.   Variation of water level in aquifers during and after dewatering

      图  61   第Ⅰ微承压含水层回灌时各含水层水位变化曲线

      Figure  61.   Variation of water level in aquifer due to recharge of artesian aquifer Ⅰ

      图  62   基坑内开始抽水后对第Ⅰ微承压含水层回灌时各含水层水位变化曲线

      Figure  62.   Variation of water-level in aquifer due to recharge of artesian aquifer Ⅰ after commencement of dewatering inside diaphragm

      图  63   反压土支护

      Figure  63.   Retaining walls with earth berm

      图  64   考虑反压土作用的悬臂支护分析模型

      Figure  64.   Analysis model for cantilever retaining piles considering effects of earth berm

      图  65   双排桩平面杆系有限元模型

      Figure  65.   FEM model for double-row retaining piles

      图  66   多级支护形式

      Figure  66.   Types of multi-level retaining excavations

      图  67   二级支护和三级支护实例

      Figure  67.   Case histories of multi-level retaining excavations

      图  68   多级支护3种破坏模式

      Figure  68.   Failure modes of multi-level retaining excavations

      图  69   多级支护3种破坏模式与多级支护宽度关系

      Figure  69.   Failure modes of multi-level retaining excavations with respect to width

      图  70   倾斜桩支护

      Figure  70.   Inclined retaining piles

      图  71   砂土中竖直桩、倾斜桩、斜直组合支护桩模型试验

      Figure  71.   Model tests on inclined retaining piles in sand

      图  72   不同支护结构直桩桩身变形

      Figure  72.   Wall deformation of vertical wall for different retaining structures

      图  73   倾斜桩无支撑支护结构形式

      Figure  73.   Strut-free inclined retaining structures

      图  74   内撑式和无支撑支护结构变形对比

      Figure  74.   Comparison of deformations of strut-free inclined retaining piles and braced vertical retaining piles

      图  75   倾斜桩无支撑支护结构形式

      Figure  75.   Comparison of bending moments of strut-free inclined retaining piles and braced vertical retaining piles

      图  76   离心机试验实测与数值计算结果

      Figure  76.   Comparison of centrifuge tests and numerical analyses

      图  77   倾斜桩稳定破坏模式与倾斜角的关系

      Figure  77.   Variation of failure mode of inclined retaining piles with respect to angle of inclination

      图  78   桩身重度的影响

      Figure  78.   Effects of self-weight on ultimate depth of excavations

      图  79   抗倾覆稳定性计算模型

      Figure  79.   Analysis model for stability against overturning

      图  80   离心机验证

      Figure  80.   Validation of centrifuge tests

      图  81   7种试验工况极限挖深对比

      Figure  81.   Ultimate depths of excavations with different types of retaining structures

      图  82   不同支护结构变形图

      Figure  82.   Deformations of different types of retaining structures

      图  83   不同支护结构弯矩图

      Figure  83.   Bending moments of different types of retaining structures

      图  84   不同支护结构桩身轴力分布

      Figure  84.   Comparison of axial force

      图  85   不同支护方式受力机理图

      Figure  85.   The mechanism of different retaining structures

      图  86   不同支护形式的坑内土体隆起

      Figure  86.   Uplifts of soils in excavations with different strut forms

      图  87   不同约束条件下变形图

      Figure  87.   Wall deflection under different constraint conditions

      图  88   不同桩间土重对变形影响

      Figure  88.   Wall deflections under different soil weights

      图  89   斜直组合桩

      Figure  89.   Inclined-vertical retaining wall

      图  90   桩身水平位移实测数据

      Figure  90.   Measured horizontal wall deflections

      图  91   基坑支护剖面

      Figure  91.   Profile of retaining structures

      图  92   桩身水平位移曲线

      Figure  92.   Measured horizontal wall deflections

      图  93   现场照片

      Figure  93.   Photo of excavation

      表  1   土层物理和力学指标

      Table  1   Physical and mechanical parameters of soils

      层号 土层 层厚/m γ
      /(kN·m-3)
      w
      /%
      e φ
      /(°)
      c
      /kPa
      人工填土 3.66 17.5 10.0 8.0
      1 淤泥质砂土 7.97 20.0 17.9 0.549 22.6
      2 淤泥 8.80 15.2 77.8 2.079 1.5 2.1
      3 黏土 3.86 18.0 32.3 0.977 17.1 21.4
      4 淤泥质土 12.16 16.4 53.7 4.670 6.6 7.5
      5 粗砂 8.00 20.2 15.2 0.504 29.1
      下载: 导出CSV
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    出版历程
    • 收稿日期:  2021-11-30
    • 网络出版日期:  2022-09-22
    • 刊出日期:  2021-12-31

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