Shaking table model test of cable-stayed bridge with large flow water pressure pipeline

doi:10.3785/j.issn.1008-973X.2024.10.019

Journal of ZheJiang University (Engineering Science)

2024, Vol. 58

Issue (10): 2149-2161 DOI: 10.3785/j.issn.1008-973X.2024.10.019

Shaking table model test of cable-stayed bridge with large flow water pressure pipeline

Mi ZHOU1(

),Zhao FENG2,Pengli ZHANG3,Wei QIN1

1. Key Laboratory of Transport Industry of Bridge Detection Reinforcement Technology, Chang’an University, Xi’an 710064, China
2. CCCC Highway Bridge National Engineering Research Centre, Limited Company, Beijing 100160, China
3. Hanjiang-to-Weihe River Valley Water Diversion Project Construction Limited Company, Xi’an 710032, China

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Abstract

To study the seismic performance of a large-span, multi-tower cable-stayed water pipeline bridge, an equivalent test model with a scale ratio of 1∶20 was designed based on similarity theory for a shaking table test. The seismic response and seismic performance of the cable-stayed water pipeline bridge were analyzed from various perspectives, including different seismic waves, peak ground acceleration inputs on the platform, and conditions with both empty and full pipes. A combined approach of experimental and numerical simulations was used to comprehensively analyze the seismic performance of the large-span cable-stayed water pipeline bridge. Results show that under the E1 seismic scenario, the structure remains elastic. Under the E2 seismic scenario, some reinforcements yield, and concrete exhibits cracks, but the overall structure remains safe. The increase in seismic response for the full pipe case considering the fluid-structure coupling effect compared to the empty pipe case is smaller than the increase in response when only the water body is modeled with the added mass for the longitudinal bridge seismic input, and the opposite result is obtained for the transverse bridge seismic input.

Key words： cable-stayed pipeline bridge shaking table test seismic performance scale model finite element analysis

Received: 01 August 2023 Published: 27 September 2024

CLC:

TU 448

Fund: 陕西省自然科学基础研究计划项目-联合基金资助项目（2021JLM-47）；国家自然科学基金资助项目（51978062）；陕西省重点研发计划（2024SF-YBXM-644）；长安大学中央高校基本科研业务费专项资金资助项目（300102212209）.

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Cite this article:

Mi ZHOU,Zhao FENG,Pengli ZHANG,Wei QIN. Shaking table model test of cable-stayed bridge with large flow water pressure pipeline. Journal of ZheJiang University (Engineering Science), 2024, 58(10): 2149-2161.

URL:

https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2024.10.019 OR https://www.zjujournals.com/eng/Y2024/V58/I10/2149

大流量斜拉压力输水管桥振动台模型试验研究

为了研究斜拉输水管桥的抗震性能，以某大跨径多塔斜拉输水管桥为对象，根据相似理论设计缩尺比为1∶20的等代试验模型，开展振动台试验研究. 从不同地震波、不同台面输入地面峰值加速度以及空满管工况等多个角度探究斜拉输水管桥地震响应与抗震性能. 采用试验与数值模拟相结合的方法，系统分析大跨径斜拉输水管桥的抗震性能. 结果表明，E1地震下结构保持弹性；E2地震下部分钢筋进入屈服，混凝土出现裂缝但结构整体安全. 纵桥向地震输入时，考虑流固耦合效应的满管工况相较于空管工况的地震响应增幅小于仅采用附加质量模拟水体时的响应增幅；横桥向地震输入时的结果相反.

关键词： 斜拉管桥, 振动台试验, 抗震性能, 缩尺模型, 有限元分析

Fig.1 Layout and main beam cross section of large flow cable-stayed pipeline bridge

Fig.2 Cross-sectional diagram of water pipeline, abutment piers, bearing ring, and support pad

Fig.3 Illustration of symmetric and anti-symmetric boundaries

Fig.4 Bending moment response of prototype and equivalent models under E2 seismic excitation

Tab.1 Similarity coefficients of test model parameters

Fig.5 Photos of model test site

Fig.6 Layout of shaking table test model

Tab.2 Arrangement and numbering of strain gauges

Tab.3 Sensor arrangement and numbering

Fig.7 Arrangement and numbering of strain gauges on transition pier

Fig.8 Arrangement and numbering of strain gauges on main tower

Fig.9 Arrangement and numbering of acceleration and displacement sensors for main tower

Fig.10 Arrangement and numbering of acceleration and displacement sensors for transition piers

Fig.11 Acceleration time history curve of input seismic wave

Tab.4 Test loading condition table

Fig.12 Crack development diagram of test model

Fig.13 Amplitude frequency diagram of transfer function of main beam acceleration measurement point under white noise excitation

Fig.14 Changes in natural vibration frequencies of main tower and transition piers

Fig.15 Time history curve of longitudinal displacement at top measurement point of different modules (PGA=0.345g)

Fig.16 Variation of maximum displacement at different measurement points with peak ground acceleration inputs on platform

Fig.17 Time history curve of displacement at top of main tower

Fig.18 Variation of maximum strain response at different measurement points of main tower with peak ground acceleration inputs on platform

Fig.19 Finite element model of shaking table test model

Fig.20 Stress-strain curves of constrained and unconstrained concrete

Fig.21 Comparison between simulated and experimental values of maximum displacement response at key measurement points

Fig.22 Strain time history curve of concrete on side of tower bottom (PGA=0.6g)

Fig.23 Comparison of displacement response at key measurement points under empty and full pipe conditions

Fig.24 Comparison of displacement response at key measurement points between test and original full bridge model


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