华南地震

为研究深基坑开挖对周边环境的影响范围，以泉港地下储粮库项目工程为背景，利用三维岩土工程有限元软件PLAXIS3D进行数值模拟，对比了摩尔—库仑（M-C）本构模型和高级硬化本构模型（HS本构模型）对模型沉降变形的影响。同时计算了逐级开挖基坑变形影响范围以及监控点的沉降和水平合位移曲线。研究结果表明：从位移量值来看，基坑开挖引起的水平变形远大于沉降变形，水平变形与沉降变形的比值，约为4∶1；基坑开挖过程中降排水引起的地表沉降变形影响范围较大，但量值较小；而土体开挖引起的变形较大，但变形影响范围有限，仅限于基坑周边一定距离；采用M-C本构模型与HS本构模型，得到的变形规律基本一致。

In order to study the influence range of deep foundation pit excavation on the surrounding environment， taking the Quangang Underground Grain Storage Project as the background， the three-dimensional geotechnical finite element software PLAXIS3D was used for numerical simulation，and the influence of the Moore-Coulomb（M-C）constitutive model and the advanced hardening constitutive model（HS constitutive model）on the settlement and deformation of the model was compared. At the same time，the influence range of foundation pit deformation by the progressive excavation and the settlement and horizontal displacement curves of the monitoring points are calculated. The results show that: From the displacement value， the horizontal deformation caused by foundation pit excavation is much greater than the settlement deformation，and the ratio of horizontal deformation to settlement deformation is about 4∶1； during the foundation pit excavation， the influence range of surface settlement deformation caused by dewatering and drainage is large， but the value is small; the deformation caused by soil excavation is relatively large，but the influence range of deformation is limited，which is only limited to a certain distance around the foundation pit; the deformation laws obtained by using M-C constitutive model and HS constitutive model are basically consistent.

引言
1 工程概况
2 模型建立与验证
3 模拟结果与分析
4 结论

图1 场地现状实景图Fig.1 Real view of the current status of the site

表1 模拟工况Table 1 Simulated conditions

表2 逐级开挖深度Table 2 Depth of step-by-step excavation

图2 三维有限元模型Fig.2 The 3D finite element model

表3 M-C本构模型参数Table 3 Parameters of M-C constitutive model

表4 HS本构模型经验参数取值方法Table 4 Empirical parameter value method of HS constitutive model

表5 HS本构模型参数Table 5 Parameters of HS constitutive model

图3 逐级开挖坑周渗流场分布Fig.3 Distribution of seepage field around excavation pit step by step

图4 储粮库位移监控点示意Fig.4 Schematic diagram of displacement monitoring point of grain storage

表6 M-C本构模型最终开挖合位移影响圈Table 6 The combined displacement influence circle of the final excavation of the M-C constitutive model

表7 HS本构模型最终开挖合位移影响圈Table 7 The combined displacement influence circle of the final excavation of the HS constitutive model

图5 高地应力M-C本构模型最终开挖影响圈Fig.5 The final excavation influence circle of High ground stress M-C constitutive model

图6 高地应力HS本构模型最终开挖影响圈Fig.6 The final excavation influence circle of High ground stress HS constitutive model

图7 M-C本构模型各级开挖监控点总位移曲线Fig.7 The total displacement curves of excavation monitoring points at all levels of the M-C constitutive model

图8 HS本构模型各级开挖监控点总位移曲线Fig.8 The total displacement curves of excavation monitoring points at all levels of the HS constitutive model

图9 M-C本构模型各级开挖监控点沉降曲线Fig.9 The settlement curves of excavation monitoring points at all levels of the M-C constitutive model

图10 HS本构模型各级开挖监控点沉降曲线Fig.10 The settlement curves of excavation monitoring points at all levels of HS constitutive model

图11 M-C本构模型各级开挖监控点水平合位移曲线Fig.11 The horizontal displacement curves of the excavation monitoring points at all levels of the M-C constitutive model

图12 HS本构模型各级开挖监控点水平合位移曲线Fig.12 The horizontal displacement curve of excavation monitoring points at all levels HS constitutive model

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备注

引言

1 工程概况

2 模型建立与验证

3 模拟结果与分析

4 结论

期刊信息