STUDY ON GROUND SETTLEMENT OF ENGINEERING SITE OF METRO TUNNEL ADJACENT TO GROUND FISSURE ZONE UNDER THE ACTION OF EARTHQUAKE
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摘要: 为了探讨地震和地裂缝耦合作用下位于地裂缝上盘的地铁隧道顶部地表沉降规律及其对附近建筑物的影响，以邻近穿越地裂缝场地的西安地铁3号线为工程背景，利用FLAC3D有限差分软件，结合理论分析，对西安人工地震波、El Centro波和Kobe波三种不同地震波作用下邻近地裂缝带地铁隧道建设场地地表沉降问题进行了研究。结果表明：地震作用下，隧道顶部一定范围内的地层沉降量显著大于其周围地层，形成宽度约9~16 m的沉降凹槽；El Centro波作用下沉降凹槽的宽度最大，约15.9 m，超越概率为10%的西安人工合成地震波次之，约11.6 m，而Kobe波作用下沉降凹槽的宽度最小，约9.5 m；隧道上覆地层沉降凹槽的沉降规律符合peck公式；隧道顶部约20 m范围内场地地表受地震和地裂缝耦合作用影响最强烈，沉降最大。Abstract: In order to study the law of ground settlement at the top of subway tunnel located on the hanging wall of ground fissure under the coupling action of earthquake and ground fissure and its influence on nearby buildings, taking Xi'an Metro Line 3 adjacent to the ground fissure site as the engineering background, with FLAC3D finite difference software and theoretical analysis, the ground settlement of engineering site with a metro tunnel adjacent to ground fissure zone under the action of three different seismic waves, namely Xi'an artificial seismic wave, El Centro wave and Kobe wave, are studied. The results show that the settlement of strata at the top of subway tunnel with a certain range is significantly greater than that of the surrounding strata under the action of earthquake, and a settlement groove with a width of 9~16 m is formed. The width of the settlement groove under the action of El Centro wave is the largest, about 15.9 m, and the Xi'an artificial synthetic seismic wave that exceed the probability of 10% is the second, about 11.6 m; The width of the settlement groove under the action of the Kobe wave is the smallest, about 9.5 m. The settlement law of the settlement groove accord with the peck formula. The settlement of the site surface with a range of 20 m at the top of the metro tunnel is the largest as a result of the coupling action of earthquake and ground fissure.
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Key words:
- metro tunnel /
- ground fissure /
- seismic wave /
- ground settlement /
- numerical simulation
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图 3 超越概率为10%的西安人工地震波校正前后对比图
Figure 3. Comparison of artificial seismic wave before and after correction in Xi' an with a 10% exceeding probability
图 5 地表位移测点布置图(单位/m)
Figure 5. Layout of surface displacement monitoring points(unit/m)
图 6 不同地震波作用下模型地层最终竖向位移云图
Figure 6. The ultimate vertical displacement contour map of the model strata under the action of different earthquake waves
图 7 不同地震波作用下地表最终竖向位移变化曲线
Figure 7. The ultimate vertical displacement variation curves of the ground surface under different seismic waves
图 8 Peck公式地表横向沉降槽示意图
Figure 8. Schematic diagram of the transverse settlement groove on the ground surface of the Peck formula
图 10 不同地震波作用下最终时刻隧道上方地表沉降凹槽的拟合曲线
Figure 10. Fitting curves of ground settlement groove at the top of the tunnel at the final time under different seismic waves
表 1 模型计算参数
Table 1. Calculation Parameters of the model
地层名称 重度γ/(kN/m3) 弹性模量E/MPa 泊松比ν 粘聚力c/kPa 内摩擦角φ/(°) 层底埋深/m 厚度/m ①杂填土 17.3 1.20 0.35 16 8 1.7 1.7 ②黄土 17.5 1.15 0.35 22 12 4.6 2.9 ③黄土 17.5 1.37 0.30 20 10 13 8.4 ④古土壤 18.6 1.97 0.30 20 8 16.4 3.4 ⑤黄土 19.2 1.98 0.30 30 7 20 3.6 ⑥粉质黏土 19.2 1.98 0.30 30 7 50 30 地裂缝 c=12 kPa, φ=20° 隧道衬砌 E=30 GPa，ν=0.3，d=0.6 m，γ=25 kN/m3 
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表 2 数值模拟计算工况
Table 2. Working condition calculated by numerical simulation
工况编号 输入地震波 峰值加速度/(m/s2) 持续时间/s 1 超越概率为10%的西安人工地震波 1.91 33.28 2 峰值加速度为0.2 g的El Centro地震波 2.00 34.98 3 峰值加速度为0.2 g的Kobe地震波 2.00 24.98
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表 3 GaussAmp函数拟合结果
Table 3. The fitting results of the GaussAmp function
工况 y0 xc w A R2 西安10%人工波 -14.583 -0.2463 4.89349 -28.372 0.99745 El Centro波 -18.354 1.0809 4.86339 -14.819 0.98593 Kobe波 -7.3670 0.8780 4.68949 -17.174 0.96985
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