悬索桥轻质复材人行道板的研制及其受力性能

韩娟; 方海; 吴鹏

doi:10.13801/j.cnki.fhclxb.20220804.001

悬索桥轻质复材人行道板的研制及其受力性能

doi: 10.13801/j.cnki.fhclxb.20220804.001

南京工业大学　土木工程学院，南京 210086

基金项目: 国家自然科学基金面上项目(52078248)；江苏省杰出青年基金(BK20190034)

详细信息

通讯作者:
方海，博士，教授，博士生导师，研究方向为复合材料结构　E-mail: fanghainjut@njtech.edu.cn

中图分类号: U443.34
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出版历程
- 收稿日期: 2022-05-30
- 修回日期: 2022-07-05
- 录用日期: 2022-07-16
- 网络出版日期: 2022-08-04
- 刊出日期: 2022-11-01

Development of light-weight composite pavement slab in suspension bridge and its mechanical properties

School of Civil Engineering, Nanjing University of Technology, Nanjing 210086, China

摘要

摘要: 为满足大跨悬索桥主梁减重的需求，研制了新型轻质复材人行道板，并将其成功应用于武汉杨泗港长江大桥。采用试验、理论和有限元的方法研究了轻质复材人行道板的受力性能并设计了快速拼装工艺。采用配重砝码块进行重力分级均布加载模拟人群荷载下复材人行道板的受力响应，在规范人群荷载下，复材板跨中挠度仅为挠度限值的 9.14%；对3种跨度的复材人行道板进行三点弯曲试验研究，3 种试件的破坏形式均为面板屈曲破坏，跨度最大的试件YSG-TB-960的极限承载力最小为14.79 kN；复材人行道板剪切试验的极限承载力为28.68 kN。采用ANSYS/Multiphysics软件建立了复材人行道板的三维模型并进行有限元分析，模拟复材人行道板在人群荷载和跨中集中荷载下的响应，有限元计算结果与试验值吻合较好。采用一阶剪切变形理论计算受弯复材人行道板在极限承载力时下面板跨中挠度，理论结果和试验结果最小误差仅为–7.73%，总体吻合良好。对研制的复材人行道板进行了性能评估，轻质复材人行道板的最小安全系数为10.42，均满足设计要求。
- 桥梁工程 /
- 复材人行道板 /
- 弯曲试验 /
- 剪切试验 /
- 数值模拟 /
- 工程应用
Abstract: A new type of lightweight composite pavement slab was developed to meet the weight reduction requirement of the main girder of the long span suspension bridge, and was successfully applied to the Yangsigang Yangtze River Bridge in Wuhan. Experimental, theoretical and finite element methods were used to study the mechanical behavior of the lightweight composite pavement slab, and the rapid assembly process was designed. The counterweight was used to simulate the response of the composite pavement slab under the crowd load, and the mid-span deflection of the compo-site slab was only 9.14% of the limit value of deflection. Three-point bending tests were carried out on three lightweight composite pavement slabs with different spans. The results show that the failure mode of the three specimens is basically panel yield failure, the ultimate bearing capacity of the largest span member YSG-TB-960 is the smallest (14.79 kN) , and the ultimate bearing capacity in shearing test is 28.68 kN. The 3D model of composite pavement slab was established by ANSYS/Multiphysics software and the finite element analysis was carried out to simulate the response of composite pavement slab under crowd load and concentrated load. The results of finite element analysis are in good agreement with the experimental data. The minimum error between the theoretical results and the experimental results is –7.73% when the ultimate bearing capacity is calculated by theory. The performance of the composite pavement slab was evaluated, and the minimum safety factor of the lightweight composite pavement slab is 10.42. All the components meet the design requirements.
- bridge engineering /
- composite pavement slab /
- bending test /
- shearing test /
- numerical simulation /
- engineering application

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图 1 杨泗港长江大桥

Figure 1. Yangsigang Yangtze River Bridge in Wuhan

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图 2 复材人行道板的研制

q—Crowd load

Figure 2. Development of composite pavement slab

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图 3 复材人行道板制备流程

Figure 3. Fabrication process of composite pavement slab

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图 4 均布荷载试验加载装置(单位：mm)

Figure 4. Load device for uniform load test (Unit: mm)

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图 5 复材人行道板荷载-位移曲线

Figure 5. Load-deflection behavior of composite pavement slab

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图 6 复材人行道板均布荷载数值分析结果

MX—Maximum value

Figure 6. Numerical analysis results of uniform load for composite pavement slab

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图 7 试验加载装置

Figure 7. Test loading device

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图 8 复材人行道板YSG-TB-800的受弯破坏模式

Figure 8. Failure modes of composite pavement slab in bending test for YSG-TB-800

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图 9 复材人行道板荷载-位移关系曲线

Figure 9. Load-displacement behavior of composite pavement slab

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图 10 YSG-TB-800跨中高度方向纵向应变分布

P_u—Ultimate load

Figure 10. Longitudinal strain distribution in mid-span height direction of YSG-TB-800

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图 11 复材人行道板荷载-应变及位置-应变曲线

P—Load

Figure 11. Load-strain and strain-location behavior of composite pavement slab

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图 12 YSG-TB-800试件受弯数值分析结果

MN—Minimum value

Figure 12. Numerical analysis results of bending load for specimen YSG-TB-800

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图 13 YSG-TB-800 (厚度t=1.2 mm)受弯数值分析结果

Figure 13. Numerical analysis results of bending load for specimen YSG-TB-800 (Thickness t=1.2 mm)

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图 14 YSG-TB-800 (t=3.6 mm)受弯数值分析结果

Figure 14. Numerical analysis results of bending load for specimen YSG-TB-800 (t=3.6 mm)

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图 15 复材人行道板剪切试验破坏模式

Figure 15. Failure mode of composite pavement slab in shear test

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图 16 YSG-TB-210试件受剪数值分析结果

Figure 16. Numerical analysis results of specimen YSG-TB-210

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图 17 复材人行道板受剪试件的荷载-位移曲线

Figure 17. Load-displacement curves of composite pavement slab

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图 18 复材桥人行道板在杨泗港长江大桥上的应用

Figure 18. Application of composite pavement slabs in Yangsigang Yangtze River Bridge

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表 1 复合材料面板片材基本力学性能参数

Table 1. Basic mechanical performance of composite specimens

Test name	Test method	Strength /MPa	Varied coefficient/%	Modulus /MPa	Varied coefficient/%
Tensile	ASTM D3039^[15]	269.78	3.51	18.51	3.13
Compressive	ASTM D3518^[16]	78.81	4.06	6.13	3.56
Shear	ASTM D3410^[17]	178.31	3.32	18.21	2.57

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表 2 聚氨酯泡沫基本力学性能参数

Table 2. Basic mechanical performance of polyurethane foam

Test name	Test method	Strength /MPa	Varied coefficient/%	Modulus /MPa	Varied coefficient/%
Tensile	ASTM C297^[18]	0.25	2.13	5.41	2.98
Compressive	ASTM C365^[19]	0.23	3.05	6.22	3.14
Shear	ASTM C273^[20]	0.15	3.87	2.27	3.09

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表 3 复材人行道板均布荷载加载制度及有限元与试验跨中挠度对比

Table 3. Uniform load system and span deflection comparison between numerical method and test for composite pavement slab

Cumulative loading/ (kN·m⁻²)	Quantity of mass at one time/ block	Single loading/ (kN·m⁻²)	Mass specifications/ (kg/block)	Total number of loading	Δ_ex/mm	Δ_fem/mm	Error (Δ_fem−Δ_ex)/ Δ_ex/%
0.755	22	0.755	3.5	1	0.041	0.045	9.27
1.509	22	0.755	3.5	2	0.081	0.090	10.62
2.264	22	0.755	3.5	3	0.122	0.134	10.16
3.018	22	0.755	3.5	4	0.163	0.179	9.88
3.773	22	0.755	3.5	5	0.203	0.224	10.30
4.528	22	0.755	3.5	6	0.244	0.269	10.12
5.282	22	0.755	3.5	7	0.283	0.313	10.78
6.037	22	0.755	3.5	8	0.323	0.358	10.93
6.791	22	0.755	3.5	9	0.364	0.403	10.74
7.546	22	0.755	3.5	10	0.404	0.448	10.87
8.301	22	0.755	3.5	11	0.445	0.493	10.72
9.055	22	0.755	3.5	12	0.486	0.537	10.58
9.594	22	0.539	2.5	13	0.518	0.569	9.92
10.133	22	0.539	2.5	14	0.545	0.601	10.35
10.672	22	0.539	2.5	15	0.576	0.633	9.97
11.211	22	0.539	2.5	16	0.607	0.665	9.62
Notes: Δ_fem—Span deflection of composite pavement slab with numerical method; Δ_ex—Span deflection of composite pavement slab with test method.

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表 4 复材人行道板受弯试件参数统计

Table 4. Details of tested composite pavement slab bending specimens

Specimen	Dimension parameter of specimen
Specimen	Width/ mm	Height/ mm	Span/ mm	Total length/ mm
YSG-TB-500	370	35	500	700
YSG-TB-800			800	1000
YSG-TB-960			960	1160

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表 5 复材人行道板三点弯曲试验结果

Table 5. Three point flexual test results of composite pavement slab

Specimen	Ultimate bearing capacity/kN	Ultimate deflection/ mm	Failure mode
YSG-TB-500	28.34	13.09
YSG-TB-800	16.94	25.10	Buckling of upper sheet
YSG-TB-960	14.79	37.86

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表 6 复材人行道板跨中挠度结果对比

Table 6. Comparison of results on mid-span deflection of composite pacememt slab

Specimen	Theoretical value/mm	Test value / mm	Error/%
YSG-TB-500	11.12	13.09	−15.05
YSG-TB-800	23.16	25.10	−7.73
YSG-TB-960	33.75	37.86	−10.86
Note: Error=(Theoretical value − Test value)/Test value.

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表 7 复材人行道板跨中挠度结果对比(荷载P=10 kN)

Table 7. Comparison of mid-span deflection of composite pavement slab (Load P=10 kN)

Specimen	Numerical value/mm	Test value/mm	Error/%
YSG-TB-500	4.87	5.25	−7.24
YSG-TB-800	12.67	13.71	−7.59
YSG-TB-960	23.75	24.08	−1.37
Note: Error = (Numerical value – Test value)/Test value.

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表 8 人行道板试件性能评估结果

Table 8. Results of performance evaluation of composite pavement slab

Specimen	F_test	F_shear/kN	Safety factor	Performance evaluation
YSG-TB-210	14.34	0.16	89.63	Meet
YSG-TB-500	14.17	0.37	38.30	Meet
YSG-TB-800	8.47	0.59	14.36	Meet
YSG-TB-960	7.40	0.71	10.42	Meet
Notes: F_test—Ultimate shear force of test; F_shear—Equivalent maximum shear value.

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