收缩徐变作用下的大跨度斜拉桥上无砟轨道受力特性

闫斌; 潘雨亭; 娄徐瑞利; 曾志平

doi:10.19818/j.cnki.1671-1637.2025.06.008

收缩徐变作用下的大跨度斜拉桥上无砟轨道受力特性

doi: 10.19818/j.cnki.1671-1637.2025.06.008

闫斌^{1, 2},
潘雨亭¹,
娄徐瑞利¹,
曾志平^{1, 2, ,}

1.
中南大学土木工程学院, 湖南长沙 410075
2.
高速铁路建造技术国家工程研究中心, 湖南长沙 410075

基金项目:

国家自然科学基金项目 52278470

中国中铁股份有限公司科技研究开发计划 2022-Major-04

详细信息

作者简介:
闫斌(1984-)，男，河南郑州人，中南大学教授，工学博士，从事铁路轨道结构研究

通讯作者:
曾志平(1975-)，男，湖南宁乡人，中南大学教授，工学博士

中图分类号: U213.912
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- 文章访问数: 184
- HTML全文浏览量: 61
- PDF下载量: 12
- 被引次数: 0
出版历程
- 收稿日期: 2024-12-09
- 录用日期: 2025-05-07
- 修回日期: 2025-03-13
- 刊出日期: 2025-12-28

Mechanical characteristics of ballastless track on long-span cable-stayed bridge under shrinkage and creep effects

YAN Bin^{1, 2},
PAN Yu-ting¹,
LOU Xu-rui-li¹,
ZENG Zhi-ping^{1, 2
, ,}

1.
School of Civil Engineering, Central South University, Changsha 410075, Hunan, China
2.
National Engineering Research Center for High-speed Railway Construction Technology, Changsha 410075, Hunan, China

Funds:

National Natural Science Foundation of China 52278470

Science and Technology Research and Development Program Project of China Railway Group Limited 2022-Major-04

More Information

Corresponding author: ZENG Zhi-ping (1975-), male, professor, PhD, hzzp7475@126.com

Article Text (Baidu Translation)

摘要

摘要: 建立了考虑钢轨、扣件、轨道板、底座板、滑动层、砂浆层、桥梁、摩擦板和端刺等部件的(117.9+240.0+117.9) m高速铁路预应力混凝土矮塔斜拉桥-无砟轨道系统仿真模型；以铁路桥涵规范TB 10002—2017、公路规范JTG 3362—2018和欧洲规范Eurocode 2为例，首次探讨了无砟轨道收缩徐变效应下高速铁路大跨度矮塔斜拉桥上无缝线路受力特性；分析了存梁时间、混凝土相对湿度等设计参数的影响。研究结果表明：随着服役时间的延长，轨道结构的受力逐渐增大；单独考虑桥梁收缩徐变效应时，钢轨最大拉应力为4.9 MPa，出现在右侧梁端处，最大压应力为5.2 MPa，出现在固结机构附近；单独考虑无砟轨道收缩徐变效应时，钢轨最大拉应力为0.9 MPa，最大压应力为1.1 MPa，均出现在右侧梁端处；同时考虑桥梁和轨道的收缩徐变效应时，钢轨最大拉应力为7.7 MPa，出现在右侧梁端处，最大压应力为6.5 MPa，出现在固结机构附近。延长存梁时间、加强混凝土养护可减小收缩徐变效应对轨道结构的影响。研究结果可为大跨度桥梁与无砟轨道设计提供重要参考。
- 铁道工程 /
- 无砟轨道 /
- 有限元分析 /
- 收缩徐变效应 /
- 斜拉桥
Abstract: A simulation model of (117.9+240.0+117.9) m extradosed cable-stayed bridge and ballastless track system with prestressed concrete for high-speed railway was established in consideration of rails, fasteners, track plates, base plates, sliding layers, mortar layers, bridges, friction plates, and end spurs. With the railway bridge and culvert specification TB 10002—2017, highway specification JTG 3362—2018, and European specification Eurocode 2 as reference standards, the mechanical characteristics in seamless lines on long-span extradosed cable-stayed bridges for the high-speed railway under shrinkage and creep effects of ballastless tracks were investigated firstly, and the influence of design parameters such as storage time of girders and relative humidity of concrete was analyzed. The results show that with the prolongation of service time, the stress of track structures increases gradually. When the shrinkage and creep effects of the bridge alone are considered, the maximum tensile stress of the rail is 4.9 MPa, which appears at the end of the girder at the right side, and the maximum compressive stress is 5.2 MPa, which appears near the consolidation mechanism. When the shrinkage and creep effects of the ballastless track alone are considered, the maximum tensile stress of the rail is 0.9 MPa, and the maximum compressive stress is 1.1 MPa, both of which appear at the end of the girder at the right side. When the shrinkage and creep effects of the bridge and the track are considered at the same time, the maximum tensile stress of the rail is 7.7 MPa, appearing at the end of the girder at the right side, and the maximum compressive stress is 6.5 MPa, appearing near the consolidation mechanism. Prolonging the storage time of the girder and strengthening the concrete maintenance can reduce the influence of shrinkage and creep effects on the rail structure. The research results can provide an important reference for the design of long-span bridges and ballastless tracks.
- railway engineering /
- ballastless track /
- finite element analysis /
- shrinkage and creep effect /
- cable-stayed bridge

HTML全文

图 1 徐变系数和收缩应变曲线

Figure 1. Creep coefficient and shrinkage strain curves

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图 2 桥梁跨中截面(单位：m)

Figure 2. Mid-span section of bridge (unit: m)

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图 3 WJ-8(C)型扣件竖向阻力模型

Figure 3. Vertical resistance model of WJ-8 (C) type fastener

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图 4 矮塔斜拉桥-无砟轨道仿真模型

Figure 4. Simulation model for extradosed cable-stayed bridge and ballastless track

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图 5 桥梁收缩徐变对轨道结构的受力特性影响

Figure 5. Effects of bridge shrinkage and creep on mechanical characteristics of track structure

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图 6 轨道收缩徐变对轨道结构的受力特性影响

Figure 6. Effects of track shrinkage and creep on mechanical characteristics of track structure

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图 7 桥梁和轨道收缩徐变对轨道结构的受力特性影响

Figure 7. Effects of bridge and track shrinkage and creep on mechanical characteristics of track structure

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图 8 铺轨后时间对轨道结构受力影响

Figure 8. Effects of time after track laying on track structure stress

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图 9 不同存梁时间下轨道结构受力特性

Figure 9. Mechanical characteristics of tracks under different storage time conditions of girders

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图 10 不同相对湿度下轨道结构受力特性

Figure 10. Mechanical characteristics of tracks under different relative humidity conditions

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表 1 不同收缩徐变下轨道结构受力结果汇总

Table 1. Summary of stress results of track structures under different shrinkage and creep conditions

收缩徐变		桥梁	轨道	桥梁和轨道
钢轨应力/MPa	最大拉应力	4.9	0.9	7.7
钢轨应力/MPa	最大压应力	5.2	1.1	6.5
轨道板应力/MPa	最大拉应力	1.0	4.2	4.7
底座板应力/MPa	最大拉应力	1.2	4.1	5.4
墩顶水平力最大值/kN		1 865.2	8.8	1 619.2

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