基于ABAQUS的行车过程中桥梁动挠度模拟

韩轶; 周正华; 章逸; 刘旭进; 王杰; 周稳

doi:10.11899/zzfy20230113

基于ABAQUS的行车过程中桥梁动挠度模拟

doi: 10.11899/zzfy20230113

南京工业大学, 交通运输工程学院, 南京 210009

详细信息

作者简介:
韩轶，男，生于1997年。硕士。主要从事桥梁动挠度研究。E-mail：870968271@qq.com

通讯作者:
周正华，男，生于1962年。教授，博士研究生导师。主要从事防灾减灾与防护工程研究。E-mail：1418985380@qq.com

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出版历程
- 收稿日期: 2021-08-20
- 刊出日期: 2023-03-31

Dynamic Deflection Simulation of Bridge in Driving Process Based on ABAQUS Software

School of Transportation Engineering, Nanjing Tech University, Nanjing 210009, China

摘要

摘要: 为研究桥梁结构在行车过程中动挠度的变化，同时考虑传统动荷载试验方法耗费人力、不利于桥梁快速检测与桥梁健康评估的局限性，提出基于ABAQUS软件模拟行车过程中桥梁动挠度的方法。首先将车辆荷载等效为振动移动荷载；然后根据车辆实际轴距、轮距和轮胎尺寸，在桥梁模型上划分行车带，通过Dload子程序，将荷载作用在行车带上；最后根据车速设置分析步和增量步时长，控制荷载在不同时间作用在行车带各区域模拟车辆运动。将该方法应用于实际连续箱梁桥动荷载试验中，对比分析各工况下的实测结果与模拟结果。实测结果与模拟结果基本一致，表明基于ABAQUS软件模拟行车过程中桥梁动挠度的方法可实现桥梁动挠度的快速检测评估，为通过动荷载试验数据评估桥梁安全提供简便方法。
- 桥梁 /
- 动挠度 /
- 有限元分析 /
- 车辆荷载 /
- 跑车试验
Abstract: In order to study the change of dynamic deflection of bridge structure in the process of driving, and to consider the limitations of traditional dynamic load test method, which is labor-consuming and not conducive to rapid bridge detection and bridge health assessment, a method based on ABAQUS software is proposed to simulate the dynamic deflection of bridges during the driving process. Firstly, the vehicle load is equivalent to vibration moving load. Then according to the actual wheelbase, wheelbase and tire size of the vehicle, the bridge model is divided into driving belt, through the Dload subroutine, the load on the driving belt; Finally, according to the speed setting of the analysis step and incremental step time, loads acting on various areas of the travel zone at different times are controlled to simulate vehicle motion. The method is applied to the dynamic load test of continuous box girder bridge to compare and analyze the measured results with the simulated results under various working conditions. The measured results are generally consistent with the simulated results, which demonstrates that the method based on ABAQUS software to simulate the dynamic deflection of bridges during driving can achieve rapid detection and evaluation of dynamic deflection of bridge, and provides a simple method for assessing the bridge safety through dynamic load test data.
- Bridge /
- Dynamic deflection /
- ABAQUS /
- Vehicle load /
- Sports car test

HTML全文

图 1 半正弦荷载函数

Figure 1. Half sine load function

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图 2 三角形荷载函数

Figure 2. Triangular load function

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图 3 行车带示意图

Figure 3. Diagram of driving belt

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图 4 荷载移动示意图

Figure 4. Load movement diagram

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图 5 挂车平面尺寸

Figure 5. Layout plan of trailer dimensions

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图 6 挂车作用桥面应力云图

Figure 6. Stress nephogram of trailer acting bridge deck

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图 7 常规二轴、三轴、五轴重车平面尺寸（单位：米）

Figure 7. General two - axis, three - axis, five - axis heavy car plane size layout（Unit：m）

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图 8 常规二轴、三轴、五轴重车作用桥面应力云图

Figure 8. Stress nephogram of bridge deck of conventional two-axis, three-axis and five-axis heavy truck

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图 9 连续箱梁桥立面及横断面（单位：厘米）

Figure 9. Elevation and sectional view of continuous box girder bridge（Unit：cm）

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图 10 连续箱梁桥有限元模型

Figure 10. Finite element model of continuous box girder bridge

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图 11 20 km/h车速跑车试验分析结果

Figure 11. Test and simulation results under vehicle moving at 20 km/h speed

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图 12 30 km/h车速跑车试验分析结果

Figure 12. Test and simulation results under vehicle moving at 30 km/h speed

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图 13 40 km/h车速跑车试验分析结果

Figure 13. Test and simulation results under vehicle moving at 40 km/h speed

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图 14 80 km/h车速跑车试验分析结果

Figure 14. Simulation results under vehicle moving at 80 km/h speed

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图 15 100 km/h车速跑车试验分析结果

Figure 15. Simulation results under vehicle moving at 100 km/h speed

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表 1 各跨跨中动挠度校验系数

Table 1. Check coefficients of peak values in the main span

工况		实测值		计算值		时间误差/s	校验系数
工况		时间/t	最大动挠度/mm	时间/t	最大动挠度/mm	时间误差/s	校验系数
20 km/h车速	峰值1	3.13	0.74	2.31	0.86	0.82	0.86
	峰值2	8.50	−1.90	7.93	−2.04	0.93	0.93
	峰值3	13.80	0.58	12.42	0.62	1.38	0.94
30 km/h车速	峰值1	1.58	0.82	1.60	0.96	0.02	0.86
	峰值2	5.65	−1.84	5.30	−2.11	0.35	0.87
	峰值3	9.19	0.54	9.26	0.66	0.07	0.81
40 km/h车速	峰值1	1.63	0.96	1.56	0.95	0.07	0.99
	峰值2	4.29	−2.23	4.21	−2.29	0.08	0.97
	峰值3	6.87	0.68	6.91	0.82	0.04	0.83

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