Research on the prediction method of water gushing volume under the blasting vibration effect of a sub-sea tunnel
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摘要:
爆破振动效应下海底隧道涌水量预测目前仍是一个难题。以青岛地铁1号线瓦屋庄站—贵州路站过海区间海底隧道为工程背景，基于等效连续介质模型，利用镜像法推导考虑损伤区因素的海底隧道涌水量计算公式，通过正演与反演的方式，结合数值模拟计算结果以及实际工程监测结果综合验证公式的正确性并分析损伤区因素对涌水量的影响机制。结果表明：爆破振动产生的挤压作用使得隧道周边围岩孔隙水压力会在短时间内急速上升，到达峰值后随着爆破振动的减弱及消失开始缓慢下降；在损伤区因素影响下，隧道涌水量随着损伤区厚度增加逐渐变大，但不会随着损伤区渗透系数的增加而不断增加；数值模拟计算考虑爆破损伤区与否的隧道涌水量比值为1.4，与文章所推公式计算结果1.342相比误差仅为4.1％，且计算结果与现场实测结果相比仅少0.53 m3/（d·m），相对于传统计算公式结果更接近实测结果，说明本文计算公式适用于考虑损伤区因素的隧道涌水量计算，具有较高的工程应用价值。
Abstract:Prediction of water inflow of a sub-sea tunnel under the blasting vibration effect is still a difficult subject. This paper takes the sub-sea tunnel between the Wawuzhuang Station and Guizhou Road Station of the Qingdao Metro Line 1 as the engineering background. Based on the equivalent continuum model, the mirror image method is used to deduce the calculation formula for the water inflow of the sub-sea tunnel considering the damage area factor. Through forward modeling and inversion, combined with numerical simulation results and actual engineering monitoring results, the correctness of the formula is comprehensively verified, and the influence mechanism of damage area factors on water inflow is analyzed. The results show that the squeezing effect caused by blasting vibration makes the pore water pressure of surrounding rock around the tunnel rise rapidly in a short time. After reaching the peak value, it began to decline slowly with the weakening and disappearance of blasting vibration. Under the influence of damage zone factors, the water inflow of the tunnel increases gradually with the increasing thickness of the damage zone, but it will not increase continuously with the increase of the coefficient of permeability in the damaged area. Through numerical simulation calculation, the ratio of tunnel water inflow considering blasting damage area is 1.4, and the error is only 4.1% compared with the calculation result of 1.342 deduced in this paper. The calculated results in this study are only 0.53 m3/(d·m) less than the field measured results, and are closer to the measured results than those with the traditional calculation formula, indicating that the calculation formula in this paper is suitable for the calculation of tunnel water inflow considering the factor of damage zone, and are of high engineering application value.
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Key words:
- sub-sea tunnel /
- water inflow /
- damage area /
- seepage field /
- numerical simulation
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表 1 国内外最大涌水量（q0）传统计算公式
Table 1. Traditional calculation formula of the maximum water inflow at home and abroad
名称 公式 大岛洋志公式[10] ${ { {q} }_0} = \dfrac{ {2\text{π} { {K} }m\left( {H + {H_0} - r} \right)} }{ {\ln\left[{ {4\left( {H + {H_0} - r} \right)} }/{d} \right]} }$ 古德曼经验式[11] ${ { {q} }_0} = \dfrac{ {2\text{π}{ {K} }\left( {H + {H_0} } \right)} }{ {\ln\left[{ {4\left( {H + {H_0} } \right)} }/{d}\right] } }$ 铁路规范经验式[12] ${q_0} = \dfrac{ {2\text{π} { {K} }\left( {H + {H_0} + { {r} } } \right)} }{ {\ln({ {2H} }/{r}) } }$ 注：表中变量解释见图1。 
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表 2 岩体物理力学计算参数
Table 2. Physical mechanical calculating parameters of rock mass
地层名称 厚度/m 弹性模量/GPa 泊松比 密度/（kg·m−3） 黏聚力/MPa 内摩擦角/（°） 抗拉强度/MPa 强风化凝灰岩 1.80 0.15 0.40 2 000.00 0.01 40.00 1.00 中风化凝灰岩 3.50 20.00 0.30 2 600.00 12.00 50.00 3.40 微风化凝灰岩 74.70 45.00 0.28 2 700.00 25.00 70.00 5.00 初期衬砌 0.10 30.00 0.28 1 800.00 二次衬砌 0.45 46.00 0.20 2 500.00 注：表中空格表示此项无数据。下同。
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表 3 岩体水理参数
Table 3. Hydraulic parameters of rock mass
地层名称 渗透系数
/（m·d−1）渗透率
/m2孔隙率 体积模量
/GPa切变模量
/GPa强风化凝灰岩 0.0550 6.4×10−11 0.39 0.25 0.053 中风化凝灰岩 0.0430 5×10−11 0.30 16.70 7.700 微风化凝灰岩 0.0180 2.1×10−11 0.12 34.10 17.600 初砌 0.0008 9.3×10−16 22.70 11.700 二衬 0.0003 3.22×10−16 35.20 18.100
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表 4 工况模拟详情
Table 4. Details of working condition simulation
工况 计算条件 1 无爆破、无渗流条件下隧道开挖施工模拟 2 无爆破时，渗流条件下隧道开挖施工模拟 3 流固耦合效应下隧道钻爆开挖施工模拟
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表 5 海底隧道涌水量计算结果
Table 5. Calculating results of water inflow from submarine tunnels
起止里程 q0/（m3·d–1·m–1） 大洋岛志公式[10] 古德曼经验式[11] 规范经验式[12] 工况2数值模拟结果 工况3数值模拟结果 现场实测结果 本文公式计算结果 K28+410—K28+480 1.86 2.59 2.88 3.24 4.54 4.01 3.48
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