SHAKING TABLE MODEL TEST ON SEISMIC RESPONSE OF METRO TUNNEL CROSSING GROUND FISSURE SITE
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摘要: 以西安轨道交通3号线地铁隧道近距离通过地裂缝场地为工程背景，采用几何比1：30的大型振动台模型试验，研究不同地震波作用下通过地裂缝带上盘场地地铁隧道的地震动力响应。试验结果表明：地裂缝场地上盘加速度响应表现出明显的放大效应；浅埋地铁隧道对地震波在土层中的传播具有一定阻碍作用，而隧道两侧拱腰位置围岩土层加速度放大效应最强；隧道特征部位PGA放大系数拱腰最大，拱底次之，拱顶最小，其中靠近地裂缝侧拱腰的PGA放大系数大于远离一侧；地裂缝附近动土压力增量明显增加，而靠近隧道附近，动土压力增量明显降低；地震作用下隧道通过地裂缝场地上下盘出现差异沉降，地表出现多条与地裂缝近似平行和正交的裂缝；隧道环向受剪切作用在靠近地裂缝一侧的拱肩部位环向应变最大，而隧道轴向受挤压作用在左右拱腰处应变出现最大值。研究结果可为地裂缝场地地铁隧道结构抗震设计与防灾减灾提供重要科学参考与借鉴。Abstract: Taking Xi'an urban rail transit line 3 crossing the ground fissure site as the targeting project, the shaking table test with a geometrical ratio of 1:30 was designed and completed in order to study the seismic dynamic response of metro tunnel crossing the hanging wall site of the ground fissure under the action of different earthquake waves. The results show that the acceleration response of the hanging wall in the ground fissure site has clear elevation amplification effect. Shallow buried metro tunnel has certain obstacles to the propagation of seismic waves in strata. The acceleration amplification effect of strata at hance is strongest on both sides of the tunnel. The PGA amplification coefficient at arch waist of the tunnel is the largest, the second at the arch bottom and the smallest at the arch top. The PGA magnification factor of the tunnel arch waist on one side close to the ground fissure is greater than that far away from the ground fissure. The increment of dynamic earth pressure increases obviously near the ground fissure and but decreases significantly near tunnel. There appears an obviously differential settlement between the hanging and foot wall of the ground fissure site, and so do many cracks which are approximately parallel and perpendicular to the ground fissure under earthquake. The metro tunnel is subjected to circumferential shear action, and the circumferential strain is the largest at the arch shoulder of the tunnel close to one side of the ground fissure, but the axial strain of the tunnel is the biggest at the left and right hances. The research results can provide a scientific basis and reference for anti-seismic design and disaster prevention and mitigation of tunnel crossing ground fissure site.
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图 1 西安轨道交通3号线通过f7地裂缝场地平面示意图
Figure 1. Sketch map of Xi'an metro line 3 crossing the f7 ground fissure
图 3 模型隧道衬砌制作流程
a—内模支架; b—编铝丝网; c—外模固定;d—浇筑石膏;e—拆除内模;f—拆除外模
Figure 3. The manufacturing procedure of the tunnel-liner in the model test
图 4 模型试验测点布设示意图(单位：mm)
Figure 4. Diagrammatic sketch of points in the model test (unit: mm)
图 5 不同地震幅值不同深度土层PGA放大规律
Figure 5. The PGA amplification patterns at different depths of the layer under different amplitudes
图 6 不同地震幅值作用下地表PGA放大系数变化曲线
Figure 6. The change curves of the PGA amplification factors of the ground surface under different earthquake waves
图 7 隧道拱腰位置土层PGA放大系数变化曲线
Figure 7. The change curves of PGA amplification factors of the soil at the tunnel hance under different earthquake waves
图 8 隧道特征部位PGA响应规律
Figure 8. The PGA response regularity at characteristic parts of the tunnel
图 9 不同埋深处动土压力增量变化曲线
Figure 9. Increment curves of dynamic soil pressure at different buried depths
图 10 隧道衬砌与土层接触动土压力变化曲线
Figure 10. Change curves of contacting dynamic earth pressure between the tunnel lining and the soil
图 13 隧道结构动应变雷达图(单位：με)
Figure 13. Dynamic strain radar map of the tunnel structure under different seismic waves (unit: με)
表 1 模型相似常数
Table 1. Similar constants of the test model
物理量 相似关系 相似比 长度l Cl 1/30 位移u Cu=Cl 1/30 密度ρ Cρ 1 弹性模量E CE 1/10 应变ε Cε=1 1 土体应力σ Cσ=CE 1/10 泊松比μ Cμ=1 1 加速度a Ca=CE(ClCρ)-1 3 频率f Cf=(CE/Cρ)1/2Cl-1 5.196 注：C为模型与原型之间物理量的相似比。 
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表 2 试验加载工况
Table 2. Loading conditions in the test
试验内容 工况号 地震动强度/g 对应地震烈度 试验内容 工况号 地震动强度/g 对应地震烈度 扫频试验1 B1 0.03 — — — — — E1 0.05 6度 E4 0.3 8度 一级加载 X1 0.05 6度 四级加载 X4 0.3 8度 K1 0.05 6度 K4 0.3 8度 扫频试验2 B2 0.03 — 扫频试验5 B5 0.03 — E2 0.1 6度 E5 0.45 9度 二级加载 X2 0.1 6度 五级加载 X5 0.45 9度 K2 0.1 6度 K5 0.45 9度 扫频试验3 B3 0.03 — 扫频试验6 B6 0.03 — E3 0.15 7度 E6 0.6 9度 三级加载 X3 0.15 7度 六级加载 X6 0.6 9度 K3 0.15 7度 K6 0.6 9度 扫频试验4 B4 0.03 — 扫频试验6 B7 0.03 — 注:E代表El-Centro波，X代表西安地震波，K代表Kobe波。
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