复杂地形条件下桥上CRTSⅡ型轨道系统地震响应

闫斌; 黄杰; 刘施; 娄平

doi:10.19818/j.cnki.1671-1637.2018.01.004

复杂地形条件下桥上CRTSⅡ型轨道系统地震响应

doi: 10.19818/j.cnki.1671-1637.2018.01.004

闫斌^{1, 2,},
黄杰¹,
刘施³,
娄平^{1, 2, ,}

1.
中南大学土木工程学院, 湖南长沙 410075
2.
中南大学高速铁路建造技术国家工程实验室机构, 湖南长沙 410075
3.
中煤西安设计工程有限责任公司, 陕西西安 710054

基金项目:

国家重点研发计划 2017YFB1201204

国家自然科学基金项目 51608542

湖南省自然科学基金项目 2017JJ3387

详细信息

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

通讯作者:
娄平(1968-), 男, 湖南浏阳人, 中南大学教授, 工学博士

中图分类号: U213.912
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- 被引次数: 0
出版历程
- 收稿日期: 2017-09-20
- 刊出日期: 2018-02-25

Seismic responses of CRTSⅡ track system on bridge under complex geography conditions

YAN Bin^{1, 2
,},
HUANG Jie¹,
LIU Shi³,
LOU Ping^{1, 2
, ,}

1.
School of Civil Engineering, Central South University, Changsha 410075, Hunan, China
2.
National Engineering Laboratory for High Speed Railway Construction, Changsha 410075, Hunan, China
3.
China Coal Xi'an Design Engineering Co., Ltd., Xi'an 710054, Shaanxi, China

More Information

Author Bio:
YAN Bin(1984-), male, associate professor, PhD, binyan@csu, edu.cn

Corresponding author: LOU Ping (1968-), male, professor, PhD, pinglou@csu, edu, cn

摘要

摘要: 为了研究复杂地形对桥上CRTS Ⅱ型轨道系统地震响应的影响, 以沪昆高速铁路线16~32 m简支梁桥为例, 考虑钢轨、扣件、轨道板、砂浆层、底座板、滑动层、桥梁、固结机构、端刺与挡块等部件, 建立了多跨简支梁桥-双线CRTS Ⅱ型轨道系统非线性动力学仿真模型, 研究了桥上CRTS Ⅱ型轨道系统纵向力分布特征; 设置了4种典型地形工况, 分析了不同墩高条件下桥上CRTS Ⅱ型轨道系统地震响应规律。分析结果表明: 与非纵连轨道结构相比, 桥上CRTS Ⅱ型轨道结构最大钢轨应力相对较小, 约为138.8 MPa, 应力包络曲线呈反对称, 线形平滑; 轨道板和底座板共同承受纵向力, 其最大值均出现在桥台附近, 最大拉应力分别达到25.2、27.1 MPa, 将在地震中发生开裂; 在地震中, 端刺承受着巨大的纵向力, 可达14~20 MN; 底座板与桥面之间相对位移超过24 mm, 对系统有隔震耗能作用; 地形对钢轨、轨道板和底座板纵向力的影响约为30%左右, 对墩底剪力影响较大, 在地形发生突变处, 墩底剪力增幅达4倍; 靠近桥台处的滑动层横向变形较大, 可达2.7 mm, 随着墩高增大, 扣件与滑动层纵横竖变形增大; 在地震作用下, 滑动层普遍存在着较大的竖向变形, 桥台附近滑动层竖向变形可达43.5 mm; 在地震中, 挡块与底座板之间存在着频繁的碰撞现象, 桥台附近挡块碰撞力可达38 MPa, 挡块将发生损坏。
- 铁道工程 /
- 简支梁 /
- 复杂地形 /
- 无砟轨道 /
- 地震响应
Abstract: To study the effect of complex geographies on the seismic responses of CRTS II track system on bridge, the 16-32 msimply supported bridge on the Shanghai-Kunming High-Speed Railway was taken as an example, the nonlinear dynamics simulation model of multispan simply supported bridge and double CRTS Ⅱ track system was established based on considering rail, fastener, track plate, mortar layer, base plate, sliding layer, bridge, consolidation mechanism, terminal spine, check block and other parts, and the longitudinal force distribution characteristicsof CRTS II track system on the bridge were studied.Four kinds of typical geography conditions were set to study the seismic response rules of CRTS Ⅱ track system on the bridge.Research result shows that compared with the non-longitudinal continuous track structures, the maximum track stress of CRTS Ⅱtrack structure on the bridge is relatively smaller and about 138.8 MPa, and its stress envelope curve is antisymmetric and more smooth.Track plate and base plate together bear longitudinal forces, and their maximum values are near the bridge abutment and are25.2 MPa and 27.1 MPa, respectively, which can result in cracking during the earthquake.The terminal spine bears huge longitudinal force that can reach 14-20 MN.During earthquake, a greatly relative displacement more than 24 mm occurs between base plate and bridge deck, which has the effect of seismic isolation and energy consumption.The geography conditions have 30%influence on the longitudinal stresses of rail, track plate and base plate, while have greater influence on the shear force at the pier bottom.The shear force at the pier bottom increases 4 times where the terrain (pier height) mutates.The lateral deformation of sliding layer near the abutment is larger and can reach to 2.7 mm.With the increase of pier height, the longitudinal, lateral and vertical deformations of fastener and sliding layer increase.The sliding layer generally has larger vertical deformation that can reach 43.5 mm near the abutment.In the earthquake, there is frequent collision between check block and base plate, and the collision force near the abutment is more than 38 MPa that can cause the damage of check block.
- railway engineering /
- simply supported bridge /
- complex geography /
- ballastless track /
- seismic response

HTML全文

图 1 扣件竖向阻力-变形曲线

Figure 1. Vertical resistance-deformation of fastener

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图 2 砂浆层约束性能曲线

Figure 2. Constraint performance curves of mortar layer

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图 3 滑动层约束性能曲线

Figure 3. Constraint performance curve of sliding layer

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图 4 跨中截面(单位: cm)

Figure 4. Midspan section (unit: cm)

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图 5 桥墩弯矩-曲率曲线

Figure 5. Bending moment-curvature curve of pier

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图 6 桥上CRTSⅡ型轨道系统有限元模型

Figure 6. Finite element model of CRTSⅡtrack system on bridge

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图 7 El-Centro地震波

Figure 7. El-Centro seismic wave

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图 8 轨道系统受力与变形规律

Figure 8. Force and deformation laws of track system

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图 9 地形工况(单位: m)

Figure 9. Geography conditions (unit: m)

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图 10 轨道系统纵向力分布

Figure 10. Longitudinal force distributions of track system

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图 11 轨道系统纵向变形分布

Figure 11. Longitudinal deformation distributions of track system

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图 12 轨道系统横向变形分布

Figure 12. Transverse deformation distributions of track system

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图 13 轨道系统竖向变形分布

Figure 13. Vertical deformation distributions of track system

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图 14 挡块竖向碰撞力

Figure 14. Vertical impact forces of check block

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