Investigation on seismic performance of thin-walled high piers with rocking self-centering double-limb with energy-consuming tie beam

doi:10.3785/j.issn.1008-973X.2023.05.014

Journal of ZheJiang University (Engineering Science)

2023, Vol. 57

Issue (5): 977-987 DOI: 10.3785/j.issn.1008-973X.2023.05.014

Investigation on seismic performance of thin-walled high piers with rocking self-centering double-limb with energy-consuming tie beam

Zhen-yang SHE1(

),Ya-le LI2,*(

),Xue-hong LI1,Xiu-li XU1,Jing-kai LIU1

1. School of Civil Engineering, Nanjing Tech University, Nanjing 211816, China
2. School of Building Engineering, Jiangsu Open University, Nanjing 210036, China

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Abstract

The reinforced concrete double-limb thin-walled high piers (RCDTP) and the rocking self-centering double-limb thin-walled high piers (RSDTP) with energy-consuming tie beams were designed and fabricated to explore the swing self-reset system applicable to the double-leg thin-walled high piers of continuous rigid frame bridges in mountainous areas. Quasistatic tests were conducted to study the failure patterns, hysteretic characteristics, skeleton curves, energy dissipation capacity, ductility, residual displacement. Compared with those of the RCDTP piers, the results showed that the setting of energy-consuming tie beam and the design of rocking system could significantly improve the seismic performance and reduce the damage. The ultimate bearing capacity, ductility and energy dissipation capacity of RSDTP piers increased by 51.4%, 12.3% and 42.0% respectively. The residual displacement of the RSDTP piers was reduced by 24%. The prestressing tendons provide the self-centering capacity, effectively control residual displacement and guarantee the post-earthquake repair capacity.

Key words： aseismic performance quasi-static test rocking self-centering bridge column energy-consuming tie beam double-limb thin-walled high pier

Received: 02 August 2022 Published: 09 May 2023

CLC:	U 448.23
	U 443.22

Fund: 国家自然科学基金资助项目（52008187）；2021年江苏高校“青蓝工程”资助项目

Corresponding Authors: Ya-le LI E-mail: yyzqshezhenyang@163.com;liyl@jsou.edu.cn

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Cite this article:

Zhen-yang SHE,Ya-le LI,Xue-hong LI,Xiu-li XU,Jing-kai LIU. Investigation on seismic performance of thin-walled high piers with rocking self-centering double-limb with energy-consuming tie beam. Journal of ZheJiang University (Engineering Science), 2023, 57(5): 977-987.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2023.05.014 OR https://www.zjujournals.com/eng/Y2023/V57/I5/977

带耗能系梁的摇摆自复位双肢薄壁高墩抗震性能研究

探索适用于山区连续刚构桥双肢薄壁高墩的摇摆自复位体系，设计和制作了混凝土双肢薄壁高墩(RCDTP)和带耗能系梁的摇摆自复位双肢薄壁高墩(RSDTP)构件. 开展双肢薄壁墩的拟静力试验，研究破坏形态、滞回特性、骨架曲线、耗能能力、延性和残余位移等. 与RCDTP墩进行比较，结果表明耗能系梁的设置和摇摆体系的设计能够显著提高墩柱抗震性能、减轻损伤程度. RSDTP墩极限承载力、延性系数、耗能能力分别提高了51.4%、12.31%、42%，RSDTP墩的残余位移降低了24%. 预应力钢筋的设置为桥墩提供了自复位能力，有效地控制桥墩的震后残余位移，保障了双肢高墩的震后可恢复性.

关键词： 抗震性能, 拟静力试验, 摇摆自复位桥墩, 耗能系梁, 薄壁双肢高墩

Fig.1 Cross section and elevations view of specimens 0 and 1

Fig.2 Schematic diagrams of energy-consuming tie beam damper

Fig.3 Quasi-static test loading and device schematic diagram

Fig.4 Measuring points and measurement of compression depth schematic diagram

Fig.5 Failure modes of specimen 0 under loading displacement of 110 mm

Fig.6 Failure modes of specimen 1 under loading displacement of 110 mm

Fig.7 Hysteretic curves of specimen 0 and 1

Fig.8 Skeleton curves of specimen 0 and 1

Fig.9 Equivalent viscons damping coefficient-displacement ductility change cure for specimens 0 and 1

Fig.10 Normalized cumulative hysteresis energy dissipation coefficient-displacement ductulity change curve for specimens 0 and 1

Fig.11 Residual displacement-horizontal displacement curve of specimen 0 and 1

Fig.12 Schematic diagram of bending moment-curvature relationship of specimen 0 and 1

Fig.13 Schematic of analytical model of specimen prestress increment

Fig.14 Curves of prestress increment in literature

Fig.15 Curves of height of compression zone with lateral displacement at column top

Fig.16 Comparison curve of prestressed increment after formula correction

Fig.17 Comparison of experimental-numerical hysteresis curves with skeleton curves

Fig.18 Comparison of hysteresis curve and skeleton curve under different parameters


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