Seismic performance of steel strip reinforcement measure on double-arch tunnel with thin and straight mid-partition wall
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摘要: 以宁巧隧道工程为研究对象，基于地震易损性分析方法，在FLAC3D中建立了三维动力时程数值计算模型；通过Python语言进行二次开发，实现了易损性分析中增量动力分析方法的全流程自动化计算；给出了薄直中隔墙连拱隧道结构在有无钢带加固措施、2种地震波入射方向(水平与竖直方向)、2种围岩级别(Ⅳ与Ⅴ级)共8种不同因素组合下的易损性曲线，得到了结构在隧址区抗震设防烈度下的损伤概率；通过对比分析损伤概率评价了钢带加固措施的抗震效果及规律；通过大型振动台试验，对比相似模型结构在有无抗震措施下的破坏形态和损伤程度，验证了钢带加固措施的实际作用效果。研究结果表明：无论何种因素组合，钢带加固措施均能有效减小结构在不同损伤状态下的损伤概率，作用效果受围岩级别影响较大，受地震波入射方向影响较小；Ⅴ级围岩条件下，其轻微、中度、重度损伤状态下的损伤概率在地震波水平方向入射时分别减小了51.94%、41.29%、29.63%，在竖直方向入射时分别减小了55.68%、48.32%、35.29%；Ⅳ级围岩条件下，其轻微、中度、重度损伤状态下的损伤概率在地震波水平方向入射时分别减小了16.45%、11.19%、7.11%，在竖直方向入射时分别减小了12.23%、9.45%、7.49%；振动台试验中，使用钢带加固后的相似模型在最不利因素组合条件下的损伤程度明显低于无抗震措施结构；钢带加固措施能通过提高结构整体承载能力，有效地减少病害数量，降低结构损伤程度，提高结构抗震性能。Abstract: The Ningqiao Tunnel project was taken as the research object, and a three-dimensional dynamic time-history numerical calculation model was established in FLAC3D based on seismic vulnerability analysis method. The full-process automation calculation of the incremental dynamic analysis method in seismic vulnerability analysis was achieved through secondary development by Python. The vulnerability curves of the double-arch tunnel structure with thin and straight mid-partition wall under the eight different combinations of factors were given, including the measures with and without steel strip reinforcement, two directions of seismic wave incidences (horizontal and vertical directions), and two types of surrounding rock grades (Ⅳ and Ⅴ grades). According to the vulnerability curves, the damage probabilities of the structure at the tunnel site under seismic fortification intensity were obtained. The seismic performance and the pattern of steel strip reinforcement measures were evaluated by comparing the damage probabilities. The actual effect of steel strip reinforcement measures was verified by comparing the failure patterns and damage degrees of similar model structures with and without seismic measures based on a large-scale shaking table test. Research results show that regardless of the factor combination, the steel strip reinforcement measures can effectively reduce the damage probabilities of the structure in different damage states. The effectiveness is significantly influenced by the surrounding rock grade but less by the direction of seismic wave incidence. Under the Ⅴ grade surrounding rock condition, the probabilities of slight, moderate, and severe damages reduce by 51.94%, 41.29%, and 29.63%, respectively when the seismic waves are incident in the horizontal direction, and reduce by 55.68%, 48.32%, and 35.29%, respectively when the seismic waves are incident in the vertical direction. Under the Ⅳ grade surrounding rock condition, the probabilities of slight, moderate, and severe damages reduce by 16.45%, 11.19%, and 7.11%, respectively when the seismic waves are incident in the horizontal direction, and reduce by 12.23%, 9.45%, and 7.49%, respectively when the seismic waves are incident in the vertical direction. In the shaking table test, the damage degree of the similar model structure with steel strip reinforcement measures under the most unfavorable factor combination is significantly lower than the structure without seismic measure. The steel strip reinforcement measures can effectively reduce the number of diseases, lower the degree of structural damage, and enhance the seismic performance of the structure by improving the overall load-bearing capacity of the structure.
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图 3 钢带加固措施隧道数值计算模型
Figure 3. Numerical calculation model of tunnel with steel strip reinforcement measure
图 6 不同围岩级别条件下易损性曲线(地震波水平方向入射)
Figure 6. Vulnerability curves under different surrounding rock grade conditions (seismic waves are incident in horizontal direction)
图 7 不同围岩级别条件下易损性曲线(地震波竖直方向入射)
Figure 7. Vulnerability curves under different surrounding rock grade conditions (seismic waves are incident in vertical direction)
图 8 结构在不同因素组合下的不同程度损伤概率(S=0.4g)
Figure 8. Damage probabilities of structure in different degrees under different combinations of factors (S=0.4g)
图 9 隧道数值计算模型内力监测点
Figure 9. Internal force monitoring points of tunnel numerical calculation model
图 13 含钢带加固措施的隧道相似模型
Figure 13. Similar model of tunnel with steel strip reinforcement measure
表 1 围岩和结构材料的物理力学参数
Table 1. Physical and mechanical parameters of surrounding rocks and structure materials
材料 弹性模量/ GPa 泊松比 内摩擦角/ (°) 黏聚力/ MPa 重度/ (kN·m-3) Ⅳ级围岩 2.034 0.20 43.35 0.636 27.0 Ⅴ级围岩 0.720 0.25 29.75 0.005 25.0 二次衬砌 31.500 0.20 25.0 初期支护 26.000 0.20 22.0 中隔墙 31.500 0.20 25.0 Q345镀锌钢带 206.000 0.30 78.6 
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表 2 结构损伤状态类别
Table 2. Classification of structural damage status
损伤状态编号 损伤状态 损伤指数范围 损伤指数中值 0 无损伤 D≤1.0 1 轻微损伤 1.0<D≤1.5 1.25 2 中度损伤 1.5<D≤2.5 2.00 3 重度损伤 2.5<D≤3.5 3.00 4 完全破坏 D>3.5
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表 3 选择的地震波信息
Table 3. Information of selected seismic waves
序号 地震波名称 台站 年份 震级 5%~95%有效持时/s PGA/g 1 Helena_ Montana-01 Carroll College 1935 6.00 2.5 0.10 2 Imperial Valley-02 El Centro Array #9 1940 6.95 24.2 0.18 3 Northern Calif-01 Ferndale City Hall 1941 6.40 15.5 0.38 4 Borrego El Centro Array #9 1942 6.50 37.2 0.32 5 Kern County LA-Hollywood Stor FF 1952 7.36 33.5 0.21 6 Northern Calif-03 Ferndale City Hall 1954 6.50 19.4 0.42 7 El Alamo El Centro Array #9 1956 6.80 40.9 0.14 8 Hollister-01 Hollister City Hall 1961 5.60 18.7 0.36 9 Hollister-02 Hollister City Hall 1961 5.50 16.5 0.32 10 Parkfield Temblor Pre-1969 1966 6.19 5.5 0.14 11 Northern Calif-05 Ferndale City Hall 1967 5.60 22.1 0.33 12 Borrego Mtn El Centro Array #9 1968 6.63 49.3 0.32 13 San Fernando San Juan Capistrano 1971 6.61 48.2 0.21 14 Managua_ Nicaragua-02 Managua_ ESSO 1972 5.20 8.1 0.18 15 Point Mugu Port Hueneme 1973 5.65 13.8 0.44
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表 4 振动台试验模型各物理量相似比
Table 4. Similarity ratios of each physical quantity in shaking table test model
类型 物理量 相似比 基本物理量 长度 1/30 弹性模量 1/45 密度 1/1.5 推导物理量 应变 1 应力 1/15 摩擦角 1 时间 1/5.477 频率 5.477 速度 1/5.477 刚度 1/1 350 载荷 1/40 500 质量 1/40 500
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表 5 原型、理论模型、试验模型衬砌材料的物理力学参数
Table 5. Physical and mechanical parameters of lining materials in prototype, theoretical model, test model
参数 密度/(kg·m-3) 弹性模量/MPa 单轴抗压强度/MPa 原型 2 500.00 31 500.0 26.30 理论模型 1 666.67 700.0 0.58 试验模型 1 533.33 749.3 0.50
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表 6 原型、理论模型、试验模型围岩材料的物理力学参数
Table 6. Physical and mechanical parameters of surrounding rock materials in prototype, theoretical model, test model
参数 密度/ (kg·m-3) 弹性模量/ GPa 黏聚力/ kPa 内摩擦角/ (°) 原型 2 500.00 0.72 5.00 29.75 理论模型 1 666.67 0.08 0.11 29.75 试验模型 1 426.62 0.02 0.07 25.20
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