时间的弯沉变形、残余变形以及层底弯拉应力的力学响应，发现再生层的厚度越大，就地热再生道路的路表弯沉越小，荷载结束时的残余变形越小，残余响应回归至零的时间越短，道路的层底弯拉应力越小，减少就地热再生道路粘弹破坏的效果越明显。通过对就地热再生工艺分析和经济效益评价，得到就地热再生方式不仅可以通过工艺控制保证道路良好粘弹性能，还具有良好经济效益的结论。 关键词：就地热再生沥青混合料；粘弹性能；加热温度；再生剂；油石比；简单性能试验；再生层厚度；ANSYS
毕业设计（论文）外文摘要
Title A Research On Viscoelastic Properties Of Hot In-place Recycling Asphalt Mixture Abstract With the development of the cause of transportation in our country and the increase of the age of asphalt pavement, a growing number of asphalt pavement can not satisfy the requirement because of the emergence of disease in asphalt pavement and the demand of increasing the grade of old pavement.Hot In-place Recycling Asphalt is one of the most important ways to recycling of old asphalt mixture ,which is widely used in practice. As one of the most typically viscoelastic material,asphalt mixture’s viscoelasticity makes a huge impact on with performances.In order to determine is the temperature response in the process of geothermal heating,using the software of ANSYS which is designed for finite element analysis to analyze the temperature distribution in heating process of the old road.Draw a conclusion that the deeper that palace beneath the surface of the pavement is he slower temperature rise.In order make a further clarification on the influence of the heating process on asphalt material viscosity,it draw a conclusion that the longer the time of heating the pavement and the higher the heating temperature is,the higher viscosity of asphalt mixture is.What’s more,the influence of heating temperature on the ductility id more significant than the other two properties.In order to reduce the impact of viscoelasticity of asphalt pavement of long heating time,it is more appropriate to take a shorter heating time and lower heating temperature.In order to analyze the influence of accession of rejuvenation agent and oil-stone ratio on the regeneration mixture viscoelasticity,it get the master curve of dynamic modulus and phase angle of the recycling asphalt mixture through the simple performance
experiments(SPT) .The results show that the dynamic modulus of asphalt mixture is gradually increase with the increase of vibration frequency and the phase angle present inverted U-shape with the increase of vibration frequency.At the same temperature and same frequency.The elasticity of asphalt mixture at first increase and then decrease with the increase of accession of rejuvenation agent and oil-stone ratio .The viscosity at first increases with the increase of oil-stone ratio and then decrease and increase with increase of accession of rejuvenation agent in moderate-high temperature but at first increase and then decrease in low temperature,which shows that the improvement on viscosity in low temperature of rejuvenation agent is significant. In order to determine the influence of regeneration layer thickness on recycled asphalt road ,it fit the the parameters of viscoelastic model of Burgers by rutting test and then change the relaxation modulus of Burgers into the form of Prony and analysis the structural response of road deflection deformation,residual deformation and the bending tensile stress on layer bottom under the half-sine load.The result shows that the greater RAP layer thickness, the smaller the road deflection deformation is,the smaller the esidual deformation is at the end of the effect of load,the shorter the time of residual response back to zero is,the smaller the bending tensile stress on layer bottom is,the stronger effect is which can reduce the damage of viscoelasticity.Through analyzing the process of Hot In-place Recycling and evaluating the economic benefit,it come to a conclution that the approach of Hot In-place Recycling not only can guarantee the pavement own good viscoelasticity by appropriate process ,but also can bring preferred economic benefit . Keywords：Hot In-place Recycling Asphalt Mixture; Viscoelastic Properties; heating temperature; rejuvenation agent; oil-stone ratio; simple performance test; thick of RAP layer; ANSYS
目 录
1 绪论 ........................................................ 1 1.1 研究的意义 .................................................. 1 1.2 研究的目的 .................................................. 2 1.3 国内外研究现状 .............................................. 2
1.3.1 国外的研究现状......................................... 2 1.3.2 国内的研究现状......................................... 3 1.3.3 文献综述............................................... 4 1.4 研究内容 .................................................... 5 1.5 研究技术路线 ................................................ 5 2 就地热再生粘弹性能实验方案设计 .............................. 7 2.1 旧路沥青混合料实验方案设计 .................................. 7
2.1.1旧路沥青含量的测定试验方案设计 ........................ 7 2.1.2 旧路沥青的回收与性能测定实验方案设计 .................. 7 2.1.3 旧路集料的回收与性能测定实验方案设计 .................. 8 2.2 再生沥青混合料实验方案设计 .................................. 9 2.2.1 简单性能试验（SPT实验）方案设计....................... 9 2.2.2 车辙实验方案设计 ..................................... 10 2.3 ANSYS有限元仿真实验方案设计................................ 12
2.3.1 有限元法介绍.......................................... 12 2.3.2 ANSYS有限元分析软件介绍 .............................. 12 2.3.3 基于ANSYS的温度场分析................................ 13 2.3.4 基于ANSYS的动态荷载下道路粘弹力学响应分析............ 13 2.4 本章小结 ................................................... 14 3 旧路材料的回收与性能测定 .................................... 14 3.1 旧路沥青的回收与性能测定 ................................... 14 3.1.1 旧路沥青含量的测定 ................................... 14 3.1.2 旧路沥青性能的测定 ................................... 15 3.2 旧路矿料的回收与性能测定 ................................... 15 3.3 本章小结 ................................................... 17 4 旧路沥青的再生与性能评价 .................................... 17 4.1旧路沥青再生原理............................................ 17 4.2 再生剂的作用 ............................................... 17 4.3 再生剂用量的确定 ........................................... 18
4.4 本章小结 ................................................... 20 5 就地热再生沥青混合料配合比设计 .............................. 21 5.1 再生混合料矿料级配设计 ..................................... 21 5.1.1设计初试级配.......................................... 22 5.1.2矿料级配的确定........................................ 23 5.2 设计沥青用量 ............................................... 24 5.3 配合比设计检验 ............................................. 26 5.4 本章小结 ................................................... 26 6 再生沥青混合料动态模量实验及粘弹性本构关系模型 .............. 27 6.1 动态模量与相位角 ........................................... 27 6.2实验数据测定................................................ 28 6.3动态模量主曲线的确定........................................ 29 6.4 Brurgers粘弹性本构关系模型................................. 31 6.5 基于Burgers粘弹性模型循环应力作用下的粘弹响应 ............. 33 6.6 基于车辙实验的Burgers粘弹模型参数拟合 ..................... 34
6.6.1 基于Burgers粘弹模型的车辙变形数学模型................ 34 6.6.2 车辙实验结果与Burgers模型参数拟合.................... 36 6.7 本章小结 ................................................... 38 7 就地热再生沥青混合料粘弹性能的影响因素分析 ................. 38 7.1 旧路面加热过程对沥青粘弹性能的影响 ......................... 38 7.1.1基于ANSYS有限元法计算的旧路面温度场分析 .............. 38
7.1.2 旧路面加热过程沥青粘弹性能变化........................ 42 7.1.3 结果分析.............................................. 42 7.2 再生剂掺加量对就地热再生沥青混合料粘弹性能影响 ............. 46 7.2.1实验结果.............................................. 46 7.2.2结果分析.............................................. 49 7.3 目标油石比对就地热再生沥青混合料粘弹性能影响 ............... 49 7.3.1实验结果.............................................. 49 7.3.2结果分析.............................................. 52 7.4 本章小结 ................................................... 53 8 基于ANSYS的就地热再生路面粘弹性能分析 ...................... 53 8.1 建模与求解 ................................................. 53
8.1.1 单元类型的选择........................................ 53 8.1.2 模型结构的选择........................................ 54 8.1.3 材料性质的选择........................................ 55 8.1.4 模型尺寸与参数 ................................... 56 8.1.5 边界条件.............................................. 57 8.2 再生沥青层厚度对表面弯沉的影响 ............................. 57