﻿ 重型车辆撞击桥梁下部结构的碰撞力持时和峰值的主要影响因素 Influential Factors Analysis of Peak Impact Force and Time Duration for Substructures of the Bridge Impacted by Heavy Vehicles

Hans Journal of Civil Engineering
Vol.06 No.04(2017), Article ID:21393,9 pages
10.12677/HJCE.2017.64048

Influential Factors Analysis of Peak Impact Force and Time Duration for Substructures of the Bridge Impacted by Heavy Vehicles

Juan Wang1, Jiang Qian2, Deyuan Zhou2

1Business School, Shanghai Jian Qiao University, Shanghai

2State Key Laboratory of Disaster Risk Reduction in Civil Engineering, Tongji University, Shanghai

Received: Jun. 29th, 2017; accepted: Jul. 14th, 2017; published: Jul. 18th, 2017

ABSTRACT

In bridge design code, the load from vehicle impacting is applied as a constant static force. Such simple specification couldn’t meet the rapid development of modern transportation and infrastructure. In order to investigate influential factors to decide the peak impact force and time duration for the bridge substructures impacted by heavy vehicles, based on the LS-DYNA software, the simulation for validated refined bridge-vehicle models is carried out. The effect of height of piers, vehicle’s velocity and weight on variation of impact time duration and peak impact force is discussed, which offers important reference for design methodology of impacting force with different factors.

Keywords:LS-DYNA, Finite Element Model, Bridge-Vehicle Impact, Peak Impact Force, Time Duration

1上海建桥学院，商学院工程管理系， 上海

2同济大学，土木工程与防灾国家重点实验室， 上海

1. 引言

Figure 1. A damaged pier impacted by a flat car

2. 车桥碰撞有限元模型的建立

2.1. 桥梁模型的建立

Figure 2. Configuration of the bridge

(a) (b) (c)

Figure 3. Finite element model of the superstructure and part of the pier and cap: (a) Finite element model of bridge structure; (b) Local model of bridge pier and girder; (c) The bridge pier and the cover girder with the reinforcement model

2.2. 车辆有限元模型的选择和建立

3. 碰撞力持时的影响因素

(a) (b) (c)

Figure 4. Finite element model of whole bridge: (a) High bridge pier is 4 m; (b) High bridge pier is 6 m; (c) High bridge pier is 8 m

Figure 5. Heavy truck finite element model [14] (left) and modified model (right)

Figure 6. The time history of impact force impacted by 50 ton vehicle at different velocities

Figure 7. The time history of impact force with same impulse

Table 1. The response of piers under same impluse with different weight vehicles

4. 碰撞力峰值的影响因素

5. 结论

1) 碰撞力持时受车辆的质量和速度影响，车辆的惯性力越大，碰撞持时越长。相同重量车辆作用下，速度越大，持时越小。相同冲量作用下，速度越大，持时越短；

Figure 8. Impact force of three load cases with same damage level

(a)(b) (c)

Figure 9. Peak impact force with variation of mass and velocity: (a) Bridge 4 m high; (b) Bridge 6 m high; (c) Bridge 8 m high

Figure 10. Impact force results of bridges of 4 m, 6 m and 8 m piers impacted by 10 ton vehicle at 80 km/h

(a) (b)

Figure 11. Impact force results of bridges of 8 m piers impacted by 10, 20 and 30 ton vehicle at 60 and 80 km/h: (a) The 60 km/h collision results are compared; (b) The 80 km/h collision results are compared

2) 相同破坏水平下不同的工况分析结果表明：峰值碰撞力对桥梁下部结构的破坏具有主要影响，碰撞过程的持时影响相对次要；

3) 碰撞力峰值随着车辆的重量和速度的增加而增加；

4) 桥墩的长细比对碰撞力峰值有影响，桥墩长细比越小，桥墩侧向刚度越大，碰撞力峰值越大。

Influential Factors Analysis of Peak Impact Force and Time Duration for Substructures of the Bridge Impacted by Heavy Vehicles[J]. 土木工程, 2017, 06(04): 408-416. http://dx.doi.org/10.12677/HJCE.2017.64048

1. 1. 王吕斌, 张亮. 超载货车撞折上步桥桥墩21条公交断线[EB/OL]. http://news.sina.com.cn/c/2010-01-18/010916947998s.shtml

2. 2. 中华人民共和国交通部. JTG D60-2004 公路桥涵设计通用规范[S]. 北京: 人民交通出版社, 2004.

3. 3. American Association of State Highway and Transportation Officials (2008) AASHTO LRFD Bridge Design Specifications. 4th Edition, Washington. D.C.

4. 4. European Committee for Standardization (2009) Eurocode 1: Actions on Structures—Part 1-1: General Actions—Densities, Self-Weight, Imposed Loads for Buildings e (Annex B) BS EN 1991-1-2002. Brussels.

5. 5. European Committee for Standardization (2010) Eurocode 1: Actions on Structures—Part 1-7: General Action—Ac- cidental Actions, BS EN 1991-1-7:2006. Brussels.

6. 6. 陆新征, 张炎圣, 何水涛, 等 (2009) 超高车辆撞击桥梁上部结构研究: 损坏机理与撞击荷载[J]. 工程力学, 26(s2): 115-125.

7. 7. EI-Tawil, S., Severino, E. and Fonseca, P. (2005) Vehicle Collision with Bridge Piers. Journal of bridge Engineering, 3, 345-353. https://doi.org/10.1061/(ASCE)1084-0702(2005)10:3(345)

8. 8. Sharma, H., Hurlebaus, S. and Gardoni, P. (2012) Perfor-mance-Based Response Evaluation of Reinforced Concrete Columns Subject to Vehicle Impact. International Journal of Impact Engineering, 43, 52-62. https://doi.org/10.1016/j.ijimpeng.2011.11.007

9. 9. Thilakarathna, H.M.I., Thambiratnam, D.P., Dhanasekar, M., et al. (2010) Numerical Simulation of Axially Loaded Concrete Columns under Transverse Impact and Vulnerability Assessment. International Journal of Impact Engineering, 37, 1100-1112. https://doi.org/10.1016/j.ijimpeng.2010.06.003

10. 10. Hallquist, J.O. (2015) LS-DYNA Keyword User's Manual. Software Technology Corp., Livermore, CA.

11. 11. 王娟. 城市桥梁下部结构抵抗重型车辆碰撞的性能研究[D]: [博士学位论文]. 上海: 同济大学, 2015.

12. 12. American Concrete Institute Committee (2005) ACI 318-05, Building Code Requirements for Structural Concrete. American Concrete Institute Committee, Farmington Hills.

13. 13. 中华人民共和国住房和城乡建设部. GB50010-2010, 混凝土结构设计规范[S]. 北京: 中国建筑工业出版社, 2010: 54-64.

14. 14. National Crash Analysis Center, George Washington University (2012) Finite Element Model Archive.

15. 15. Wang, J., Kwasniewski, L., Qian, J., et al. (2014) Assessment of Simplified Numerical Models for Vehicle-Bridge Dynamic Interaction. Advances in Transportation Studies, 33, 5-20.

16. 16. 王娟, 钱江, 周德源. 城市桥梁下部结构抗重型车辆撞击的数值仿真分析[J]. 湖南大学学报, 2016, 43(7): 88-95.