Effect of Pule-Like Ground Motion on Seismic Performance of Concrete-Filled Steel Tubular Arch Bridge
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摘要: 为了研究脉冲型地震作用下钢管混凝土拱桥的抗震性能，以一座钢管混凝土拱桥的实际工程为例，采用时程分析方法系统分析了其在非脉冲和脉冲型地震作用下的抗震性能. 首先，基于PEER地震衰减模型并采用谱兼容的方法选取了符合不同场地条件且具有不同脉冲周期的天然地震记录；其次，在综合考虑有无脉冲、脉冲周期以及地震动多维性的基础上，对钢管混凝土拱桥的抗震性能进行了对比分析. 研究结果表明：脉冲型地震动会对结构响应产生较为明显的影响，脉冲效应对结构响应的放大作用在0.96～19.88倍之间，桥梁修建处的场地条件越好放大作用越明显；脉冲周期的不同也会对结构响应产生不可忽略的影响，结构响应的改变率在10～133%之间，脉冲周期越小脉冲效应对结构响应的放大作用就越明显；与非脉冲型地震动相比，地震动多维性对脉冲型地震作用下的结构响应影响较小，但随着脉冲周期的减小，地震动多维性对结构响应的影响变大. 因此，在对断层附近的钢管混凝土拱桥进行抗震设计时不但要考虑有无脉冲的影响，还需要考虑脉冲周期、地震动多维性以及桥梁修建处场地条件的影响，以免错误地估计结构响应.Abstract: To study the seismic performance of a concrete-filled steel tubular (CFST) arch bridge under pulse-like ground motions, a comprehensive theoretical analysis is made of an actual CFST arch bridge under the action of non-pulse-like and pulse-like ground motions using time history analysis. The actual ground motion records with different pulse periods are first selected for each site condition based on the PEER (pacific earthquake engineering research center) ground motion models using the spectrum match method. Then, a comparative seismic analysis of the CFST arch bridge is conducted with and without consideration of pulse, different pulse periods and the dimensionality of ground motions. Results show that the pulse-like ground motions can significantly affect structural responses; a better bridge site condition results in a larger structural responses, and the amplification factor is between 0.96–19.88. Meanwhile, the difference of pulse periods induces significant variations in structural responses, the change rate is between 10%–133%; the smaller the pulse period is, the more obvious the amplification effect on the structural response is. In addition, the dimensionality of ground motions has smaller effect on structural responses under pulse-like motions than the one under non-pulse-like ground motions, but the effect intensifies as the pulse period decreases. Therefore, it is suggested that not only the pulse effect but also the influence of pulse period, dimensionality of ground motions and site conditions for the location of the bridge should be considered in the seismic design phase of a CFST bridge to avoid erroneous response predictions.
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Key words:
- pulse-like ground motions /
- CFST arch bridges /
- pulse period /
- site condition /
- dimensionality
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图 2 不同脉冲周期的脉冲型地震动
Figure 2. Records of pulse-like ground motion with different periods
图 5 脉冲与非脉冲地震作用下桥梁结构响应对比
Figure 5. Comparison of bridge structure response under pule-like and non-pule-like ground motions
图 6 不同脉冲周期地震作用下桥梁结构响应对比
Figure 6. Comparison of bridge response under pulse-like ground motions with different pulse periods
图 7 地震动多维性对脉冲效应的影响
Figure 7. Influence of multidimensionality of ground motions on pulse effect
表 1 脉冲型与非脉冲型地震记录详细信息
Table 1. Details of non-pulse-like and pulse-like ground motion records
地震名称 年份 震级/级 场地类型 地震编号 地震类型 脉冲周期Tp/s 加速度峰值/（× g） 断层距/km Irpinia-Italy-01 1980年 6.90 A 类 NGA_283 非脉冲 0.027/0.041 52.9 NGA_292 脉冲 3.1 0.232/0.305 10.8 Loma Prieta 1989年 6.93 C 类 NGA_762 非脉冲 0.144/0.136 39.5 NGA_802 脉冲 4.5 0.363/0.376 8.5 Imperial Valley-06 1979年 6.53 D 类 NGA_169 非脉冲 0.242/0.321 22.0 NGA_179 脉冲 4.6 0.357/0.475 7.0 
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表 2 不同脉冲周期的脉冲型地震记录详细信息
Table 2. Details of pulse-like ground motion records with different pulse periods
地震名称 年份 震级 地震编号 脉冲周期Tp/s 比列因子 加速度峰值（× g） 断层距/km MSE 平均脉冲周期/s Morgan Hill 1984 6.20 NGA-459 1.2 1.005 1 0.245/0.324 9.9 0.652 2 短周期（1.5） Chi-Chi 1999 7.60 NGA-1202 1.4 0.541 8 0.141/0.151 12.7 0.163 3 Loma Prieta 1989 6.90 NGA-763 1.8 0.790 6 0.233/0.327 10.0 0.352 2 Northridge-01 1994 6.70 NGA-983 3.5 0.253 9 0.132/0.271 5.4 0.076 3 中等周期（3.8） Northridge-01 1994 6.70 NGA-1085 3.5 0.251 9 0.211/0.125 5.2 0.081 1 Loma Prieta 1989 6.90 NGA-802 4.5 0.401 5 0.363/0.376 8.5 0.030 4 Chi-Chi 1999 7.62 NGA-1494 10.0 0.514 9 0.087/0.099 5.3 0.480 4 长周期（11.3） Chi-Chi 1999 7.62 NGA-1489 12.0 0.428 3 0.120/0.107 3.8 0.236 1 Chi-Chi 1999 7.62 NGA-1499 12.0 0.668 8 0.141/0.073 8.5 0.418 8
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表 3 桥梁结构模态信息
Table 3. Modal information of high pier bridge
阶数 阵型 周期/s 1 横向对称 1.744 2 横向反对称 0.660 3 竖向反对称 0.517 4 竖向对称 0.483 5 横向对称 0.337
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表 4 结构在脉冲型与非脉冲型地震作用下的对比工况
Table 4. Comparative cases of non-pulse-like and pulse-like ground motion records
工况 地震记录 场地类型 速度脉冲 激励方向 1～12 NGA-283 A 无 XP、YP 、XP+Y、X+YP XP+Y+Z、X+YP+Z NGA-292 有 13～24 NGA-762 C 无 NGA-802 有 25～36 NGA-169 D 无 NGA-179 有
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表 5 结构在不同脉冲周期地震作用下的对比工况
Table 5. Comparative cases of pulse-like ground motion records with different pulse periods
工况 脉冲周期类型 地震记录 激励方向 1～18 短周期 NGA-459 XP、YP 、XP+Y、X+YP、 XP+Y+Z、X+YP+Z NGA-1202 NGA-763 19～36 中等周期 NGA-983 NGA-1085 NGA-802 37～54 长周期 NGA-1494 NGA-1489 NGA-1499
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表 6 脉冲型地震作用下结构响应放大系数
Table 6. Amplification factor of structure responses under pulse-like ground motions
响应 激励方向 关键截面 场地类型 A C D Dy YP 拱脚1 0 0 0 1/4拱肋 18.67 5.31 2.27 拱顶 18.13 5.34 2.39 Fx XP 拱脚1 11.45 4.17 1.00 1/4拱肋 11.23 3.66 0.82 拱顶 8.77 2.96 0.61 My XP 拱脚1 10.63 2.81 0.63 1/4拱肋 10.67 2.97 0.96 拱顶 9.84 2.33 0.72 Mz YP 拱脚1 17.78 6.21 2.33 1/4拱肋 15.18 3.12 1.03 拱顶 17.73 4.39 1.60 Fs YP 短吊杆 19.88 6.36 2.36 中等吊杆 17.11 5.28 2.30 长吊杆 17.18 5.53 2.39
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表 7 不同脉冲周期地震动对结构动力响应的改变率
Table 7. Change rate of bridge responses under pulse-like ground motions with different pulse periods
响应 激励方向 关键截面 脉冲周期 短周期 中等周期 Dy YP 拱脚1 0 0 1/4拱肋 0.98 0.46 拱顶 1.05 0.45 Fx XP 拱脚1 1.04 0.34 1/4拱肋 0.75 0.16 拱顶 0.93 0.28 My XP 拱脚1 0.53 0.06 1/4拱肋 0.63 0.10 拱顶 0.99 0.04 Mz YP 拱脚1 1.02 0.51 1/4拱肋 1.33 0.51 拱顶 0.99 0.49 Fs YP 短吊杆 0.96 0.51 中等吊杆 1.03 0.43 长吊杆 1.10 0.47
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