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浙江大学学报(工学版)
浙江大学学报(工学版)  2019, Vol. 53 Issue (4): 702-712    DOI: 10.3785/j.issn.1008-973X.2019.04.011
土木工程、海洋工程     
横桥向地震作用对钢拱桥地震损伤发展的影响
诸葛翰卿1(),谢旭1,*(),廖燕华1,唐站站2
1. 浙江大学 建筑工程学院，浙江 杭州 310058
2. 扬州大学 建筑科学与工程学院，江苏 扬州 225127
Effect of transverse earthquake action on development of seismic damage of steel arch bridges
Han-qing ZHUGE1(),Xu XIE1,*(),Yan-hua LIAO1,Zhan-zhan TANG2
1. College of Civil Engineering and Architecture, Zhejiang University, Hangzhou 310058, China
2. College of Civil Science and Engineering, Yangzhou University, Yangzhou 225127, China
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摘要：

为了研究横桥向地震作用对钢拱桥结构地震损伤发展的影响，以一座实际中承式钢拱桥为对象，建立考虑损伤区局部变形影响的全桥混合有限元（FE）模型. 通过对结构进行不同峰值加速度地震作用下的弹塑性地震反应计算，对比分析在空间三维地震作用和仅在桥梁面内地震作用下钢拱桥的损伤发展情况. 结果表明，横桥向地震动输入虽然不改变钢拱桥面内的位移时程响应及地震塑性损伤区域的分布位置，但会增大钢板发生局部变形的程度并加速焊接节点超低周疲劳损伤的发展，从而增大结构发生局部失稳破坏和超低周疲劳破坏的可能性. 在钢拱桥的抗震设计中宜同时考虑3个方向的地震作用，以确保结构的抗震安全.
关键词： 中承式钢拱桥;  空间三维地震作用;  混合有限元模型;  钢板局部变形;  超低周疲劳损伤    
Abstract:

A real half-through steel arch bridge was considered as an example in order to analyze the influence of transverse earthquake action on the seismic damage development of steel arch bridges. A full-bridge hybrid finite element (FE) model considering local deformation effect in the damaged zone was constructed. Damage development of the steel arch bridge under three-dimensional and in-plane earthquake actions were compared according to elastoplastic seismic response calculation results under seismic loads with different peak accelerations. Results show that input of transverse ground motion will not change the in-plane displacement response and the location of plastic damaged zone of the steel arch bridge, but will increase the degree of local deformation of steel plates and accelerate the development of ultra-low-cycle fatigue damage at welded joints, thus increase the risk of localized instability and ultra-low-cycle fatigue failure of the structure. Three-dimensional earthquake actions should be considered to ensure the seismic safety of structures in the seismic design for steel arch bridges.
Key words: half-through steel arch bridge    three-dimensional seismic load    hybrid finite element model    local deformation of steel plate    ultra-low-cycle fatigue damage
收稿日期: 2018-03-27 出版日期: 2019-03-28
CLC:  U 448  
通讯作者: 谢旭     E-mail: 11512058@zju.edu.cn;xiexu@zju.edu.cn
作者简介: 诸葛翰卿（1993—），男，博士生，从事桥梁抗震研究. orcid.org/0000-0002-1856-7115. E-mail： 11512058@zju.edu.cn
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引用本文:

诸葛翰卿,谢旭,廖燕华,唐站站. 横桥向地震作用对钢拱桥地震损伤发展的影响[J]. 浙江大学学报(工学版), 2019, 53(4): 702-712.

Han-qing ZHUGE,Xu XIE,Yan-hua LIAO,Zhan-zhan TANG. Effect of transverse earthquake action on development of seismic damage of steel arch bridges. Journal of ZheJiang University (Engineering Science), 2019, 53(4): 702-712.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2019.04.011    或    http://www.zjujournals.com/eng/CN/Y2019/V53/I4/702

图 1  中承式钢拱桥概况
图 2  钢拱桥的主要截面形式
图 3  中承式钢拱桥地震反应分析模型
$E_{\rm st}^{\rm P}$/GPa $\varepsilon _{\rm st}^{\rm P}$ M $E_{0i}^{\rm P}$/GPa ω/MPa?1 ${\overline \kappa _0}$/MPa σu/MPa
4.47 1.53×10?2 ?0.142 1.43 1.61×10?2 412.2 636.4
ζ e f0/GPa a b c α
307.4 470 0.53 ?0.358 21.4 1.03 0.343
表 1  Q345qC钢材的修正双曲面模型主要参数[20]
图 4  拱桥主要截面的纤维条划分情况
模态 f/Hz X Y Z
有效质量率 累积质量率 有效质量率 累积质量率 有效质量率 累积质量率
1 0.657 0.14 0.14 0.00 0.00 0.00 0.00
2 0.875 0.00 0.14 0.89 0.89 0.00 0.00
3 1.083 0.00 0.14 0.00 0.89 0.00 0.00
4 1.235 0.00 0.14 0.00 0.89 0.30 0.30
5 1.544 0.00 0.14 0.01 0.90 0.00 0.30
6 1.582 0.50 0.64 0.00 0.90 0.00 0.30
7 1.642 0.00 0.64 0.00 0.90 0.00 0.30
8 1.736 0.00 0.64 0.00 0.90 0.60 0.90
9 2.062 0.00 0.64 0.00 0.90 0.01 0.91
10 2.121 0.00 0.64 0.01 0.91 0.00 0.91
11 2.231 0.00 0.64 0.00 0.91 0.00 0.91
12 2.459 0.00 0.64 0.00 0.91 0.00 0.91
13 2.588 0.00 0.64 0.09 1.00 0.00 0.91
14 2.749 0.30 0.94 0.00 1.00 0.00 0.91
15 3.127 0.00 0.94 0.00 1.00 0.09 1.00
表 2  中承式钢拱桥自振特性
顺桥向卓越振型 横桥向卓越振型
表 3  钢拱桥顺桥向和横桥向卓越振型
图 5  输入地震波及反应谱
图 6  1/4跨拱肋动轴力时程响应（PGA=6 m/s2）
图 7  1/4跨拱肋处位移时程响应（PGA=6 m/s2）
图 8  板壳单元段地震塑性区域分布
图 9  最大位移响应时刻地震塑性区的局部变形
图 10  随机反复荷载下的半循环塑性应变范围
图 11  超低周疲劳试样尺寸
图 12  母材试样和焊接试样加载及量测示意图
图 13  母材及焊接试样塑性应变-寿命曲线
材料 k C
母材 0.655 0 1.043 9
焊接 0.678 6 0.761 8
表 4  Coffin-Manson公式材料参数
材料 ${\rm VGI}_{\rm mon}^{\rm cri} $ λ l*/mm
下限 平均值 上限
母材 2.55 0.20 0.087 0.201 0.473
焊材 2.63 0.25 0.062 0.202 0.311
热影响区 2.53 0.33 0.072 0.329 0.671
表 5  Q345钢材CVGM微观断裂判据参数[33]
σ|0/MPa Q∞/MPa biso Ckin，i/MPa
391.2 21 10 1 800
γ1 γ2 γ3 γ4
245 155 50 30
表 6  Q345qC钢材的Chaboche混合强化模型参数
图 14  超低周疲劳验算的局部模型
图 15  热影响区计算单元VGI演化过程
图 16  2种预测方法得到的单元超低周疲劳损伤指标发展过程
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