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摘要: 通过4组离心试验，模拟相对深度(埋深-直径比)分别为1.3和2.0的隧道在砂质土层中施工，分析了土层与地表建筑的位移与变形规律；通过抽取模型隧道内部的液体模拟隧道施工导致的土层体积损失，并设计了2层铝制框架结构模型，利用粒子图像测速技术测量了隧道施工引起的土层与结构移动数据，分析了地表与建筑筏板基础的水平与垂直位移、深部土层的移动与剪切变形、框架结构剪切变形与分类，以及结构剪切变形的修正系数与相对抗剪刚度。研究结果表明：隧道相对深度从1.3增加到2.0时地表沉降槽宽度从3.4 m增加到5.6 m，地表建筑的最大沉降从32.3 mm增加到49.5 mm，但变形程度有所降低；隧道施工影响下地表框架结构的变形主要表现为剪切变形，弯曲变形所占比重可以忽略不计；隧道施工引起松砂土层发生收缩变形，导致地表土层体积损失率始终大于隧道体积损失率，且隧道越深，差异越大；较浅隧道试验中建筑筏板基础与土层间存在较大间隙(27 mm)，而较深隧道间隙几乎为0，从而增大了建筑筏板基础对地表土体水平移动的约束范围；建筑的剪切变形修正系数随隧道体积损失率的增加逐渐降低，且浅隧道的变化速率更大；2种隧道相对深度的建筑剪切变形修正系数-相对抗剪刚度数据点均位于已有经验包络线的内部，表明该修正系数也适用于较深隧道。Abstract: Four centrifuge tests were performed to simulate the construction of tunnels with the relative depths (burial depth-diameter ratio) of 1.3 and 2.0 in the sand ground, and the migration and deformation laws of soil layers and ground buildings were analyzed. The ground volume loss caused by tunnel construction was modelled by extracting the liquid from the model tunnel, and a two-storey aluminum frame structure model was designed. The movement data of the strata and structure caused by tunnel construction were measured by particle image velocimetry (PIV), and the horizontal and vertical displacements of the surface and building raft foundation, the movement and shear deformation of the deep ground, the shear deformation and classification of the frame structure, as well as the shear deformation modification factor of the building and relative shear stiffness were analyzed. Research results show that the surface settlement trough width increases from 3.4 m to 5.6 m when tunnel relative depth increases from 1.3 to 2.0, and the maximum settlement of ground building increases from 32.3 mm to 49.5 mm, but the deformation degree decreases. The deformation of ground frame structure due to tunnel construction mainly exhibits shear deformation, and the proportion of bending deformation is negligible. The contractive deformation of loose sand soil due to tunnel construction leads to the fact that the volume loss of surface ground is always greater than the tunnel, and a deeper tunnel indicates a greater difference. A large gap (27 mm) exists between the building raft foundation and the ground in the shallow tunnel test, whereas no gap forms in the deep tunnel test, thereby increasing the constraint of the building raft foundation on the horizontal movement of the surface soil. The building shear deformation modification factor decreases gradually with the increase in tunnel volume loss, and the change rate of shallow tunnel is greater. The data of building shear deformation modification factor-relative shear stiffness for the two relative tunnel depths are within the existing empirical envelopes, indicating that the shear deformation modification factor is also applicable to the deep tunnel.
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图 3 建筑筏板基础与地表位移
Figure 3. Displacements of building raft foundation and ground surface
图 4 建筑筏板基础与地表最大沉降变化规律
Figure 4. Variation laws of maximum settlements of building raft foundation and ground surface
图 6 土层体积损失率随相对深度的变化规律
Figure 6. Changing rules of soil volume loss rates with relative depths
图 7 土层位移与剪切应变等值线图(Vt=2.0%)
Figure 7. Contours of displacements and shear strains of soil (Vt=2.0%)
图 9 不同隔间的总垂直位移与分位移
Figure 9. Total and individual vertical displacements for different bays
图 10 不同隔间的剪切应变与变形分类
Figure 10. Shear strains and deformation categories for different bays
图 11 不同Vt下各隔间的剪切应变分布
Figure 11. Distributions of shear strain of each bay at different Vt
图 15 最大沉降和沉降槽宽度系数随隧道相对深度的变化规律
Figure 15. Variation laws of maximum settlements and settlement trough width factors with tunnel cover depth
表 1 离心模型试验相似比
Table 1. Scaling laws of centrifuge model test
参数 模型与原型之比 重力加速度/(m·s-2) N∶1 尺寸/m 1∶N 面积/m2 1∶N2 体积/m3 1∶N3 力/N 1∶N2 密度/(kg·m-3) 1∶1 压力/Pa 1∶1 应变 1∶1 弹性模量/Pa 1∶1 轴向刚度/N 1∶N2 抗弯刚度/(N·m2) 1∶N4 
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表 2 离心模型试验参数(原型尺寸)
Table 2. Parameters of centrifuge model tests (prototype scales)
地面情况 C/m D/m C/D zt/m 备注 天然地面 8.0 6.1 1.3 11.0 浅隧道 框架结构 8.0 6.1 1.3 11.0 天然地面 12.2 6.1 2.0 15.3 深隧道 框架结构 12.2 6.1 2.0 15.3
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表 3 天然地面沉降槽参数
Table 3. Parameters of greenfield ground surface settlement troughs
Id /% Vt/% C/D Vs/% Uz, max/mm i/m 30 2.0 1.3 2.8 60.3 3.4 1.3 2.0 2.8 41.6 5.6 2.0 2.0 4.0 62.5 5.1
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表 4 临界拉应变与破坏分类
Table 4. Critical tensile strain and categories of damages
破坏分类 变形等级 εmax/10-5 0 可忽略 0≤εmax＜50 1 非常轻微 50≤εmax＜75 2 轻微 75≤εmax＜150 3~4 中等至严重 150≤εmax＜300 4~5 严重至非常严重 300≤εmax
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