西安建筑科技大学学报(自然科学版)

为了合理评价温度对沥青路面结构应力影响,选取冬季3种典型连续变化日低温(T1、T2、T3)工况,考虑弹性模量及温缩系数随温度变化的特性,在此基础上建立低温下沥青路面三维有限元模型,分析降温、弹性模量及温缩系数参数对沥青路面温度应力的影响规律.研究结果表明:在保持沥青面层弹性模量和温缩系数不变时,温度从T1～T2、T2～ T3降低过程中,沥青面层各层位温度应力都有显著增加,说明温度降低对沥青路面层的温度应力增加有重要作用.在相同温度场作用下,沥青面层模量及面层温缩系数与沥青面层各层温度应力呈线性关系,当这两个参数增加时,温度应力随着线性增大.所以道路结构设计过程中应充分考虑面层模量及面层温缩系数变化对温度应力的影响.

In order to reasonably evaluate the influence of temperature on asphalt pavement structure stress, three typical continuously variable low temperature(T1, T2, T3)in winter were selected,Considering the elastic modulus and temperature shrinkage coefficient changing with temperature characteristics,the three-dimensional finite element model of asphalt pavement under low temperature was established, for analysis, cooling, elastic modulus and temperature shrinkage coefficient parameters on the temperature stress of asphalt pavement. Results show that when the elastic modulus and temperature shrinkage coefficient remain same, in the process of temperature reduced from T1 to T2, T2 to T3,temperature stress of different asphalt layer has increased significantly. So the reduction of temperature plays an important role on the temperature stress increases. Under the effect of the same temperature, elastic modulus and temperature shrinkage coefficient have a linear relation with temperature stress. When these two parameters increase, temperature stress increase with the linear. So the asphalt pavement design should fully consider the influence of elastic modulus and temperature shrinkage coefficient on the temperature stress.

引言
1 沥青路面温度场
2 温度场模型建立
3 沥青路面结构温度场及温度应力计算
4 结论

图1 沥青混合料路面结构3维模型<br/>Fig.1 Asphalt mixture pavement structure 3D model

图1 沥青混合料路面结构3维模型
Fig.1 Asphalt mixture pavement structure 3D model

表1 路面温度场分析热特性参数表<br/>Tab.1 Pavement temperature field analysis of thermal characteristics parameter table

表1 路面温度场分析热特性参数表
Tab.1 Pavement temperature field analysis of thermal characteristics parameter table

表2 路面材料温缩系数[12]<br/>Tab.2 Asphalt pavement material temperature shrinkage coefficient

表2 路面材料温缩系数[12]
Tab.2 Asphalt pavement material temperature shrinkage coefficient

表3 沥青混合料抗压回弹模量参数[13-15]<br/>Tab.3 Compression elastic modulus of asphalt mixture parameters

表3 沥青混合料抗压回弹模量参数[13-15]
Tab.3 Compression elastic modulus of asphalt mixture parameters

表4 基层和土基材料的弹性参数<br/>Tab.4 Compression elastic modulus parameters of base and soil

表4 基层和土基材料的弹性参数
Tab.4 Compression elastic modulus parameters of base and soil

表5 低温季节1天24 h气温(T1)[16]<br/>Tab.5 Temperature of a whole day in winter(T1)

表5 低温季节1天24 h气温(T1)[16]
Tab.5 Temperature of a whole day in winter(T1)

表6 低温季节1天24 h气温(T2)<br/>Tab.6 Temperature of a whole day in winter(T2)

表6 低温季节1天24 h气温(T2)
Tab.6 Temperature of a whole day in winter(T2)

表7 表低温季节1天24 h气温(T3)<br/>Tab.7 Temperature of a whole day in winter(T3)

表7 表低温季节1天24 h气温(T3)
Tab.7 Temperature of a whole day in winter(T3)

图2 路面各层冬季低温24 h温度场<br/>Fig.2 A 24 h temperature field of asphalt pavement each layer in winter

图2 路面各层冬季低温24 h温度场
Fig.2 A 24 h temperature field of asphalt pavement each layer in winter

图3 路面各层冬季低温24h温度应力变化<br/>Fig.3 A 24 h temperature stress of asphalt pavement each layer in winter

图3 路面各层冬季低温24h温度应力变化
Fig.3 A 24 h temperature stress of asphalt pavement each layer in winter

图4 不同温度与各层最大温度应力<br/>Fig.4 Relationship between different temperature and maximum temperature stress of asphalt pavement each layer

图4 不同温度与各层最大温度应力
Fig.4 Relationship between different temperature and maximum temperature stress of asphalt pavement each layer

图5 路面各层不同温缩系数冬季低温24h温度应力<br/>Fig.5 A 24 h temperature stress of asphalt pavement each layer at different temperature shrinkage coefficient

图5 路面各层不同温缩系数冬季低温24h温度应力
Fig.5 A 24 h temperature stress of asphalt pavement each layer at different temperature shrinkage coefficient

图6 温度收缩系数增量与最大温度应力关系<br/>Fig.6 Relationship between temperature shrink-age coefficient increments and maximum temperature stress

图6 温度收缩系数增量与最大温度应力关系
Fig.6 Relationship between temperature shrink-age coefficient increments and maximum temperature stress

图7 路面各层不同弹性模量冬季低温24h温度应力变化<br/>Fig.7 A 24h temperature stress of asphalt pavement each layer at different elastic modulus increments

图7 路面各层不同弹性模量冬季低温24h温度应力变化
Fig.7 A 24h temperature stress of asphalt pavement each layer at different elastic modulus increments

图8 弹性模量增量与最大温度应力关系<br/>Fig.8 Relationship between elastic modulus increments and maximum temperature stress

图8 弹性模量增量与最大温度应力关系
Fig.8 Relationship between elastic modulus increments and maximum temperature stress

[1] 余红海,吴东强,李超华.周期性变温条件对沥青路面车轮荷载应力分析的影响[J].公路交通技术.2006.2(1):35-37.
[2] YAVUZTURK C, KSAIBATIK, Chiasson Andrew D. Assessment of temperature fluctuations in asphalt pavements due to thermal environmental conditions using a two-dimensional transient finite difference approach[J]. Journal of Materials in Civil Engineering, 2005, 17( 4): 465-475.
[3] 艾长发. 高寒地区沥青路面温度行为数值分析[J]. 重庆交通大学学报.2017.36(2):24-31.
[4] 马骉. 考虑温度非均匀性的沥青路面温度应力分析[J].长安大学学报,2011, 1(1):1-5.
[5] 宋允玲.考虑温度影响时沥青混凝土路面荷载应力分析[D].西安:长安大学,2010.
[6] 郭学东.沥青混凝土温度应力影响因素分析[J].公路,2015.11(11):4-5.
[7] 严作人. 层状路面体系的温度场分析[J].同济大学学报,1984(3):76-85.
[8] 吴赣昌.半刚性路面温度应力分析[M].北京:北京科学出版社.1995:33-40.
[9] 郑健龙, 周志刚, 张起森.沥青路面抗裂设计理论与方法[M]. 北京:人民交通出版社,2002:169-179.
[10]廖公云、黄晓明.ABAQUS有限元软件在道路工程中的应用[M].南京:东南大学出版社,2008,2042-225.
[11]何金龙.温度场下城市沥青路面车辙成因力学机理分析[D].长沙:中南大学土木工程学院,2015,32-39.
[12]姚祖康.公路设计手册——路面[M]. 北京:人民交通出版社.1999:17-21.
[13]周继业. 沥青路面低温开裂的分析研究[J]. 华东公路,1982,11(3):20-27.
[14]郑健龙, 关宏信. 温缩型反射裂缝的热粘弹性有限元分析[J].中国公路学报. 2001,14(3):1-5.
[15]陈玉.沥青路面低温缩裂分析[D].西安:长安大学,2006:10-12.
[16]王孙富.沥青路面结构温度场与温度应力的数值模拟分析[D].哈尔滨:哈尔滨工业大学,2010:27-30.

备注

引言

1 沥青路面温度场

2 温度场模型建立

3 沥青路面结构温度场及温度应力计算

4 结论

期刊信息