无砟轨道简支-刚构组合梁桥抗震特性及优化设计研究

刘尊稳; 梁刚毅; 李欣婧; 牟金龙

doi:10.11899/zzfy20240017

无砟轨道简支-刚构组合梁桥抗震特性及优化设计研究

doi: 10.11899/zzfy20240017

刘尊稳^{1, 2,},
梁刚毅^1, ,,
李欣婧¹,
牟金龙¹

1.
兰州交通大学, 土木工程学院, 兰州 730070
2.
兰州交通大学, 甘肃省道路桥梁与地下工程重点实验室, 兰州 730070

基金项目: 甘肃省自然科学基金项目（21JR1RA240）

详细信息

作者简介:
刘尊稳，男，生于1985年。副教授，硕士生导师。主要从事桥梁抗震方面的研究。E-mail：liuzunwen@lzjtu.edu.cn

通讯作者:
梁刚毅，男，生于1995年。硕士研究生。主要从事桥梁抗震相关研究。E-mail：2112684920@qq.com

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出版历程
- 收稿日期: 2024-01-16
- 录用日期: 2024-09-02
- 修回日期: 2024-08-21
- 网络出版日期: 2025-04-18
- 刊出日期: 2025-03-30

Seismic Characteristics and Optimal Design of Ballastless Track Simply-rigid-frame Composite Girder Bridge

Liu Zunwen^{1, 2
,},
Liang Gangyi^{1
, ,},
Li Xinjing¹,
Mou Jinlong¹

1.
School of Civil Engineering, Lanzhou Jiaotong University, Lanzhou 730070, China
2.
Key Laboratory of Road & Bridge and Underground Engineering of Gansu Province, Lanzhou Jiaotong University, Lanzhou 730070, China

摘要

摘要: 为探究高速铁路简支-刚构组合梁桥抗震优化设计方法，以我国西部地区一座跨越沟谷的高速铁路简支-刚构组合梁桥为实际工程背景，建立考虑CRTS Ⅰ型双块式无砟轨道的简支-刚构组合梁桥线桥一体化计算模型。采用反应谱法、非线性时程法及IDA法对比分析了线桥一体化模型和传统模型的抗震特性并进行优化设计。结果表明：①轨道约束改变了桥梁体系的受力行为和高、低阶振型对桥梁动力特性的影响；②对刚构桥进行抗震研究时，可选择邻近10～11跨简支梁桥作为边界条件，以消解桥跨数对刚构桥抗震性能的影响；③针对6度区地震及7度区小震、中震，刚构桥抗震研究建议不考虑轨道约束效应，而在8度、9度区中震及7度、8度、9度区大震中，轨道约束对刚构桥地震响应影响较大，进行抗震计算时建议考虑轨道约束效应；④轨道约束放大了过渡桥墩的地震响应，在过渡桥墩墩顶设置减隔震支座不仅能有效降低结构体系地震响应，同时节约其他桥跨减隔震支座的购买及施工成本；⑤轨道层间的传力及耗能部件主要是凹槽垫片和隔离层，为防止这些构件在能量传递过程中发生严重损伤，可考虑在轨道层间设置减隔震装置或植入耗能钢筋。
- 高速铁路桥梁 /
- 简支-刚构组合梁桥 /
- 线桥一体化模型 /
- 抗震特性 /
- 抗震优化设计
Abstract: To explore the optimal seismic design method for simply-rigid-frame composite girder bridges in high-speed railways, this study takes a simply-rigid-frame bridge spanning a gully in western China as a case study. An integrated calculation model incorporating a CRTS Type I double-block ballastless track is developed. The response spectrum method, nonlinear time history analysis, and incremental dynamic analysis (IDA) method are used to compare the seismic characteristics of the integrated model and the traditional model, optimizing the seismic design. The key findings are as follows: ①Rail constraints alter the mechanical behavior of the bridge system, influencing both higher- and lower-order modes in the bridge’s dynamic response; ②In seismic research on rigid-frame bridges, selecting an adjacent 10- to 11-span simply supported beam bridge as the boundary condition eliminates the influence of bridge span count on seismic performance;③For seismic intensity zones of 6 degrees and small to moderate earthquakes in the 7-degree zone, rail constraints have minimal impact and can be neglected in seismic calculations. However, for moderate earthquakes in the 8-degree and 9-degree zones and large earthquakes in the 7-degree, 8-degree, and 9-degree zones, rail constraints significantly affect the seismic response of rigid-frame bridges and should be considered in seismic analysis; ④Rail constraints amplify the seismic response of transition piers. Installing seismic isolation bearings at the top of transition piers effectively reduces the structural seismic response while lowering the cost of seismic isolation supports for other bridge spans; ⑤The primary force transfer and energy dissipation components between track layers are fluted gaskets and isolation layers. To prevent severe damage during energy transfer, vibration reduction and isolation devices or energy-dissipating steel bars can be incorporated between track layers. These findings provide valuable insights for optimizing the seismic design of simply-rigid-frame composite girder bridges in high-speed railways.
- High-speed railway bridge /
- Simply-rigid-frame composite girder bridge /
- Line bridge integration model /
- Seismic characteristic /
- Seismic optimization design

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图 1 轨道及梁体细部尺寸图（单位：厘米）

Figure 1. Track and beam body detailed dimensions （Unit: cm）

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图 2 无砟轨道简支-刚构组合梁桥计算模型

Figure 2. Calculation model of ballastless track simply supported rigid frame composite beam bridge

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图 3 桥墩弹塑性截面纤维划分

Figure 3. Fiber division of elastic-plastic cross-section of bridge pie

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图 4 Menegotto-pinto钢筋滞回本构模型

Figure 4. Menegotto-pinto hysteretic constitutive model of steel reinforcement

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图 5 混凝土Mander模型

Figure 5. Concrete Mander mode

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图 6 桥梁体系振型图

Figure 6. Model diagram of bridge system

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图 7 墩底截面弯矩图

Figure 7. Ending moment of pier bottom section

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图 8 刚构桥地震响应与简支梁跨数的关系

Figure 8. Relationship between seismic response of rigid frame bridges and the number of spans of simply supported beams

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图 9 地震波图

Figure 9. Seismic wave

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图 10 3条地震波频谱特性

Figure 10. Spectral characteristics of three seismic waves

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图 11 桥墩IDA曲线

Figure 11. Pier IDA curve

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图 12 桥墩墩底滞回曲线

Figure 12. Hysteresis curves of bridge pier bottom

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图 13 减隔震支座及过渡桥墩滞回曲线

Figure 13. Hysteresis curves of seismic isolation support and transition pier

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图 14 凹槽及隔离层滞回曲线

Figure 14. Hysteresis curves of groove and isolation layer

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表 1 各部件刚度取值

Table 1. Stiffness values of each component

隔离摩擦层刚度/（kN·m⁻¹）	凹槽垫片刚度/（kN·m⁻¹）	后继结构刚度/（kN·m⁻¹）
9.5	1.8×10⁵	7.72×10⁴

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表 2 HRB335钢筋参数表

Table 2. HRB335 reinforcement parameters

弹性模量E₀/GPa	抗拉强度$ \mathit{\text{σ}}_0 $/MPa	横截面积b/m²	直径$ {{R}}_{\text{0}} $/mm	材料常数c_R1	材料常数c_R2
200	455	0.01	20	0.925	0.15

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表 3 混凝土参数表

Table 3. Concrete parameters

桥墩类型	$ f'_{{\mathrm{co}}} $/MPa	$ f'_{{\text{cc}}}$/MPa
刚构桥墩（C40）	35.5	41.4
简支梁桥桥墩（C35）	30	36.5

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表 4 2种模型的前10阶振型

Table 4. The first ten longitudinal natural vibration periods of two models

振型阶数	考虑轨道约束			不考虑轨道约束
振型阶数	自振周期/s	质量参与系数/%	振型	自振周期/s	质量参与系数/%	振型
1	1.107	0	桥梁横向正对称振动	1.362	30.84	桥梁横向正对称振动
2	0.507	72.98	桥梁纵向反对称振动	1.095	0	桥梁纵向反对称振动
3	0.486	0	桥梁纵向正对称振动	0.482	0	桥梁纵向正对称振动
4	0.441	0	桥梁横向反对称振动	0.432	0	桥梁横向反对称振动
5	0.280	0	桥梁纵向正对称振动	0.307	0	桥梁纵向正对称振动
6	0.274	0	桥梁纵向正对称振动	0.307	49.07	桥梁纵向正对称振动
7	0.254	11.76	桥梁横向正对称振动	0.305	0	桥梁横向正对称振动
8	0.241	0	桥梁横向正对称振动	0.304	0	桥梁横向正对称振动
9	0.224	0	桥梁纵向正对称振动	0.301	0	桥梁纵向正对称振动
10	0.187	0	桥梁横向正对称振动	0.302	3.3	桥梁横向正对称振动

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表 5 水平设计地震基本加速度

Table 5. Basic earthquake acceleration of horizontal design

设计地震基本加速度/g
6度	7度		8度		9度
0.05	0.10	0.15	0.20	0.30	0.40

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