The Analysis on Seismic Response Control of Long-span Suspension Bridge
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摘要: 以主跨为1 490 m的润扬长江大桥为背景，采用ANSYS软件建立结构有限元模型，计算大跨度悬索桥动力特性。对黏滞阻尼器和软钢阻尼器进行参数敏感性分析，得出控制大跨度悬索桥地震响应的最优参数值，并分析一致激励和行波激励作用下黏滞阻尼器和软钢阻尼器减震效果。研究结果表明，黏滞阻尼器和软钢阻尼器对塔梁相对位移有较好的控制效果，但会使塔底内力有所增加；就位移控制而言，软钢阻尼器的效果更好；在低视波速区间内，黏滞阻尼器和软钢阻尼器减震效果明显存在波动特征；随着视波速的逐渐增大，黏滞阻尼器和软钢阻尼器减震效果受视波速的影响逐渐减小，悬索桥地震响应逐渐平缓，并趋于一致激励作用下的对应值。Abstract: Taking Runyang Yangtze River Bridge with 1490 m main span as the background, the structural finite element model is established by ANSYS software, and the dynamic characteristics of long-span suspension bridge are calculated. The parameter sensitivity analysis of viscous damper and mild steel damper is carried out, the optimal parameter value for controlling the seismic responses of long-span suspension bridge is obtained, and the damping effects of the two dampers under uniform excitation and traveling wave excitation are analyzed. The results show that the above two dampers have good control effect on the relative displacement of tower beam, but they will increase the internal force at the bottom of the tower; in terms of displacement control, the effect of mild steel damper is better; in the range of low apparent wave velocity, the damping effect of the two damping devices has obvious fluctuation characteristics; with the increment of apparent wave velocity, the damping effect is gradually reduced, stabilized and close to the case of uniform excitation.
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图 5 悬索桥地震响应峰值随阻尼系数的变化曲线
Figure 5. Variation of peak values of seismic responses of suspension bridge with damping coefficient
图 6 不同弹性刚度下悬索桥地震响应峰值变化曲线
Figure 6. Variation curve of peak values of seismic responses of suspension bridge with different elastic stiffness
图 7 悬索桥各关键点地震响应时程曲线
Figure 7. Time history curves of seismic responses at key points of suspension bridge
图 8 悬索桥各关键点地震响应时程曲线
Figure 8. Time history curves of seismic responses at key points of suspension bridge
图 9 不同阻尼系数下悬索桥结构响应峰值随视波速的变化曲线
Figure 9. Variation curves of peak values of responses of suspension bridge structure with apparent velocity under different damping coefficients
图 10 悬索桥结构响应峰值随视波速的变化规律
Figure 10. Variation of peak values of responses of suspension bridge structure with apparent velocity
表 1 悬索桥动力特性分析
Table 1. Dynamic characteristic analysis of suspension bridge
阶次 频率/Hz 振型描述 阶次 频率/Hz 振型描述 1 0.049 857 一阶对称侧弯 11 0.210 620 一阶反对称扭转 2 0.090 090 一阶反对称竖弯 12 0.214 330 主缆振动 3 0.130 630 一阶对称竖弯 13 0.247 290 主缆振动 4 0.131 430 一阶反对称侧弯 14 0.262 390 二阶对称侧弯 5 0.181 000 主缆振动 15 0.264 240 三阶对称竖弯 6 0.182 400 二阶对称竖弯 16 0.291 330 主缆振动 7 0.184 910 主缆振动 17 0.316 890 主缆振动+扭转 8 0.186 160 主缆振动+主梁扭转 18 0.326 400 三阶反对称竖弯 9 0.187 020 一阶对称扭转 19 0.328 770 主缆振动 10 0.200 630 二阶反对称竖弯 20 0.330 460 主缆振动 
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表 2 TCU102波输入下软钢阻尼器响应峰值
Table 2. Peak values of responses of mild steel damper under TCU102 wave input
屈服荷载/kN 南塔阻尼器位移/m 北塔阻尼器位移/m 南塔阻尼器阻尼力/kN 北塔阻尼器阻尼力/kN 900 0.817 2 0.806 9 11 800 11 800 2 000 0.694 2 0.692 1 3 587 3 663 4 000 0.553 1 0.596 4 4 967 4 833 6 000 0.456 3 0.449 1 6 239 6 091 9 000 0.246 1 0.240 8 9 496 9 113 20 000 0.089 7 0.076 1 8 872 8 650 40 000 0.016 8 0.014 1 8 085 8 239 50 000 0.005 4 0.004 9 7 758 7 963
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表 3 悬索桥结构关键部位地震响应与减震效果对比
Table 3. Comparison of seismic responses and shock absorbing effect on key positions of suspension bridge structure
减震装置 塔梁相对位移/m 减震率η/% 塔顶位移/m 减震率η/% 塔底弯矩/（kN·m） 减震率η/% 塔底剪力/kN 减震率η/% 无减震装置 0.874 9 — 0.664 8 — 4 564.11×103 — 72.48×103 — 黏滞阻尼器 0.421 6 51.8 0.430 8 35.2 4 411.13×103 3.4 72.55×103 −0.1 软钢阻尼器 0.194 6 77.8 0.426 5 35.8 5 778.02×103 −26.6 92.75×103 −27.9
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表 4 行波效应下悬索桥结构关键部位位移响应与减震效果对比
Table 4. Comparison of displacement response shock absorbing effect on key positions of suspension bridge structure under traveling wave effect
视波速/（m·s−1） 塔梁相对位移减震率η/% 塔顶位移减震率η/% 黏滞阻尼器 软钢阻尼器 黏滞阻尼器 软钢阻尼器 100 4.32 21.57 1.69 1.06 200 6.49 19.41 2.87 2.67 500 9.62 41.73 0.46 −42.45 1 000 20.46 22.88 5.41 14.09 1 500 2.19 15.77 1.59 9.47 2 000 8.48 22.31 4.45 11.22 4 000 15.75 69.66 10.18 13.49 6 000 20.36 75.88 11.61 18.36 8 000 23.31 76.16 12.24 20.53
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表 5 行波效应下悬索桥结构关键部位内力响应减震效果对比
Table 5. Comparison of internal force response shock absorbing effect on key positions of suspension bridge structures
视波速/（m·s−1） 塔底弯矩减震率η/% 塔底剪力减震率η/% 黏滞阻尼器 软钢阻尼器 黏滞阻尼器 软钢阻尼器 100 −3.28 −2.98 −8.17 −41.79 200 16.66 15.92 17.73 3.08 500 13.65 −41.92 11.54 −43.90 1 000 8.23 12.98 11.41 −6.41 1 500 0.79 19.93 0.43 2.16 2 000 0.89 21.08 1.07 3.75 4 000 7.36 −1.52 1.40 −26.46 6 000 16.95 −6.88 11.31 −20.13 8 000 19.28 −12.27 9.16 −17.46
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