Deformation Law of the Main Canal Bottom Plate under Coupling Effect of Main Canal Leakage and Shield Tunneling
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摘要: 盾构下穿南水北调干渠时，在渠底结构渗漏条件下，将造成更为严重的危害，因此为研究在双向作用耦合作用下的扰动变形规律，采用FEFLOW软件模拟渠道不同渗漏工况时地下水渗流影响范围，利用FLAC3D软件建立干渠-地层-隧道模型，进行不同施工工况的协同变形数值模拟.研究表明：当渠道局部渗漏量接近或大于100 m3/d时，渗漏的平面影响范围大于100 m，在垂直方向上渠道渗漏中心至隧洞顶板的地层由包气带转化为饱水带，该地层从不饱和状态转变为饱和状态；正常工况与渗漏工况模拟结果对比，渠底变形曲线形态分别为“W型”和“V型”，最大沉降量为3.6 mm和6.4 mm，沉降槽宽度分别为27 m和45 m.表明渠底渗漏将使得渠底变形沉降槽深度增大，是由于渠底渗漏使得影响范围内土层强度降低、压缩系数改变，饱和土层需产生更大变形抵消应力变化.Abstract: When a shield tunnel passes under the main canal of the South-to-North Water Diversion Project, leakage at the bottom of the canal structure can lead to more severe hazards. Therefore, to study the disturbance deformation patterns under the coupling effects of bidirectional interactions, the FEFLOW software was used to simulate the influence range of groundwater seepage under different leakage conditions in the canal. The FLAC3D software was employed to establish a model of the canal-stratum-tunnel system, and numerical simulations of cooperative deformation under different construction conditions were conducted. The study shows that when the local leakage volume in the canal approaches or exceeds 100 m³/day, the planar influence range of the leakage exceeds 100 m. In the vertical direction, the stratum from the leakage center to the tunnel roof transitions from the vadose zone to the saturated zone, changing from an unsaturated to a saturated state. Comparing the simulation results of normal conditions with leakage conditions, the deformation curves at the canal bottom exhibit "W-shaped" and "V-shaped" patterns, respectively, with maximum settlements of 3.6 mm and 6.4 mm, and settlement trough widths of 27 m and 45 m. The results indicate that leakage at the canal bottom increases the depth of the settlement trough. This is because the leakage reduces the soil strength and alters the compression coefficient within the affected range, requiring greater deformation in the saturated soil layer to counteract stress changes.
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图 1 隧道10号线下穿南水北调干渠区间位置关系
Fig. 1. Location relationship of tunnel line 10 passing through the south to north water diversion main canal section
图 2 南水北调中线总干渠郑州1段防渗措施
a.混凝土衬砌板; b.复合土工膜; c.伸缩缝; d.坡体排水
Fig. 2. Anti seepage measures for Zhengzhou section 1 of the main canal of the south to north water diversion middle route
图 3 插值计算水头分布趋势
Fig. 3. Trend chart of water head distribution calculated by interpolation
图 7 工况三：沿隧洞轴线方向渗流影响范围
Fig. 7. Condition 3: Range of influence of seepage along the tunnel axis direction
图 8 工况四：沿隧洞轴线方向渗流影响范围
Fig. 8. Condition 4: Range of influence of seepage along the tunnel axis direction
图 9 隧道10号线下穿越南水北调干渠地质剖面示意
Fig. 9. Schematic diagram of geological profile of tunnel line 10 crossing the south to north water diversion main canal
图 11 正常工况下隧洞-土层协同变形云图(单位：mm)
Fig. 11. Cloud map of coordinated deformation between tunnel and soil layer under normal working conditions
图 12 正常工况下干渠底板变形曲线
Fig. 12. Deformation curve of main canal bottom plate under normal operating conditions
图 13 渗漏工况下隧洞-土层协同变形云图(单位：mm)
Fig. 13. Cloud map of coordinated deformation between tunnel and soil layer under leakage conditions
图 14 渗漏工况下干渠底板变形曲线
Fig. 14. Deformation curve of main canal bottom plate under normal leakage condition
表 1 下穿区间地层分布
Table 1. Distribution of strata in the tunnel underpass area
地层时代 地层岩性 层厚(m) 平均厚度(m) 第四系全新统人工堆积物(Q4ml) 第①层杂填土 1.0~7.0 4.65 第①1层素填土 3.0~7.0 4.66 第四系上更新统上段冲洪积物(Q3-3al+pl) 第⑤1层黏质粉土 2.7~7.4 5.23 第四系上更新统中段冲洪积物(Q3-2al+pl) 第⑥2层黏质粉土 2.8~5.3 3.93 第四系上更新统下段冲洪积物(Q3-2al+pl) 第⑦2层黏质粉土 2.9~6.0 4.46 第⑦1层粉质黏土 3.0~9.1 5.68 第四系中更新统冲洪积物(Q2al+pl) 第⑧11层粉质黏土 8.7~13.2 10.53 第⑧12层粉质黏土 6.4~13.0 9.43 第⑧13层粉质黏土 7.6~18.9 13.36 第⑧2层细砂 该层呈透镜体状零星分布 第⑧8层卵石土 该层呈透镜体状零星分布 
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表 2 土体物理力学参数
Table 2. Physical and mechanical parameters of soil
土层 岩性 厚度(m) 密度(kg/m3) 黏聚力(kPa) 摩擦角(°) 压缩模量(MPa) 1 杂填土 4.7 1.78 7.0 15.5 10.2 2 黏质粉土 13.6 1.83 16.4 23.1 10.5 3 粉质黏土 12.5 1.93 16.8 17.3 10.6 4 粉质黏土 6.2 1.92 17.8 17.8 10.8 5 粉质黏土 20.8 1.91 17.8 17.7 10.8
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表 3 模拟工况汇总
Table 3. Summary of simulated operating conditions
工况 对比模型 破损程度 工况一 渠道侧壁土工膜出现局部撕裂 撕裂长度为4 m、宽度为2.5 m 工况二 渠道底板土工膜出现局部撕裂 撕裂长度为4 m、宽度为4 m 工况三 渠道底板土工膜出现裂缝 裂缝长度为45 m、宽度为0.2 m 工况四 渠道底板土工膜出现撕裂 撕裂长度为45 m、宽度为2 m
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表 4 渗漏工况模拟结果
Table 4. Simulation results of leakage conditions
计算工况 渗漏概况 平均渗漏量(m3/d) 平面影响范围(m) 垂向影响范围(m) 工况一 侧壁土工膜局部撕裂
4.0 m×2.5 m95 108 18 工况二 底板土工膜局部撕裂
4 m×4 m34 28 4 工况三 底板土工膜裂缝
45.0 m×0.2 m100 169 12.5 工况四 底板土工膜撕裂
45 m×2 m125 223 12.5
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表 5 土体物理力学参数
Table 5. Physical and mechanical parameters of soil
土层 岩性 埋深
(m)密度
(kg/m3)粘聚力
(kPa)摩擦角
(°)压缩模量
(MPa)泊松比
μ1 杂填土 4.7 1.78 7.0 15.5 10.2 0.34 2 黏质粉土 11.7 1.82 16.4 23.1 10.5 0.30 黏质粉土 18.3 1.91 16.5 23.5 10.5 0.30 3 粉质黏土 24.8 1.95 32.9 16.8 10.7 0.32 粉质黏土 30.8 1.91 32.6 17.7 10.8 0.31 4 粉质黏土 43.5 1.94 32.0 17.8 10.9 0.31 粉质黏土 63.0 1.97 32.5 17.8 10.8 0.32
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表 6 结构部件材料参数
Table 6. Material parameters of structural components
结构部件 厚度(m) 弹模(MPa) 密度(kg/m3) 泊松比 隧道衬砌 0.3 35 000 2 500 0.2 渠道 0.08 30 000 2 500 0.2
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表 7 渗漏工况饱和土体力学参数
Table 7. Mechanical parameters of saturated soil under leakage conditions
土层 岩性 密度(kg/m3) 黏聚力(kPa) 摩擦角(°) 变形模量(MPa) 泊松比μ 饱和 粉质黏土 2.03 20.0 10.0 12.5 0.40
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表 8 正常工况与渗漏工况的变形对比
Table 8. Comparison of deformation between normal working conditions and leakage working conditions
对比项 正常工况 渗漏工况 最大沉降位置 先开挖隧洞对应渠底 先开挖隧洞对应渠底 最大沉降量 约3.6 mm 约6.4 mm 沉降曲线形态 W型 V型 沉降槽宽度 约27 m 约45 m
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