连续梁桥地震行为可控设计准则及实用装置

doi:10.13229/j.cnki.jdxbgxb20190581

摘要/Abstract

摘要：

为实现连续梁桥地震行为可控，其抗震安全得到有效保证，本文基于连续梁桥地震行为可控的设计准则，研发了相关实用装置。设计了一种新型隔震支座，允许其在地震中发生破坏，以释放上部结构的惯性力，保护墩柱、桩基不发生损伤。设计了两种与该隔震支座配合使用的大行程钢阻尼耗能限位装置，以控制上部结构的位移在可接受的范围内。采用室内试验方法对隔震支座与耗能限位装置力学行为进行试验和检验，并得到相关本构模型参数。试验结果表明：该支座剪断可控性强，断后摩擦行为稳定，摩擦过程不确定性小，配合使用的大行程钢阻尼装置滞回曲线饱满，耗能特性突出。最后，结合连续梁桥工程案例，采用数值模拟方法对实用装置的有效性进行了验证。

关键词: 桥梁工程, 设定能力, 剪断试验, 足尺拟静力试验, 大行程

Abstract:

In order to realize the controllable seismic behavior of continuous girders bridge and ensure its seismic safety effectively, the applied devices were developed based on the corresponding design criteria. A new type of isolation bearing was designed, which can be destroyed during earthquake to release the inertial force from the superstructure so that the pier and pile foundations are not damaged by the earthquake. A combination of two kinds of large-stroke energy dissipation devices was utilized to ensure that the displacement of the superstructure is within the acceptable range. A series of mechanical performance tests of the isolation bearing and energy dissipation limiting device were conducted, and the constitutive model parameters were determined. The test results show that the shear process is highly controllable, and the friction behavior after fracture is highly stable with small uncertainty. The hysteretic curves of the two energy consumption limiting devices are full. By means of simulation calculation, a continuous girder bridge was used as an example to verify the effectiveness of the applied devices proposed in this paper.

Key words: bridge engineering, limited capacity, shear fracture test, full-scale quasi-static test, large-stroke

中图分类号:

U447

高昊,王君杰,刘慧杰,王剑明. 连续梁桥地震行为可控设计准则及实用装置[J]. 吉林大学学报(工学版), 2020, 50(5): 1718-1727.

Hao GAO,Jun-jie WANG,Hui-jie LIU,Jian-ming WANG. Design criterion and applied devices for controlled seismic behavior of continuous girder bridges[J]. Journal of Jilin University(Engineering and Technology Edition), 2020, 50(5): 1718-1727.

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内容	编号	承载力/kN
慢速剪切	20-A-1	43.21
	20-A-2	42.66
	20-A-3	43.95
	均值	43.27
	25-A-1	67.35
	25-A-2	73.00
	25-A-3	71.99
	均值	70.78
快速剪切	20-B-1	48.65
	20-B-2	44.10
	20-B-3	41.75
	均值	44.83
	25-B-1	76.26
	25-B-2	72.48
	25-B-3	74.74
	均值	74.49

设计指标	数值
等效屈服位移/mm	0.8
等效屈服力/kN	13.1
等效摩擦因数	0.004
屈服后刚度与弹性刚度之比	0.003

项目	屈服力/kN	屈服位移/mm
平均误差/%	-9.5	10
设计值	250	30
实测值（±0.25 S_d）	184	27
实测值（±0.50 S_d）	227	35
实测值（±1.00 S_d）	268	37
等效值（三者平均）	226	33