吉林大学学报(工学版) ›› 2024, Vol. 54 ›› Issue (11): 3244-3254.doi: 10.13229/j.cnki.jdxbgxb.20230073

• 交通运输工程·土木工程 • 上一篇    

沥青胶浆高温流变性能及矿粉强化效应评价

李松1,2(),石星星1,3,司春棣1,2,蒋继望4,暴斌硕5   

  1. 1.石家庄铁道大学 交通运输学院，石家庄 050043
    2.石家庄铁道大学 省部共建交通工程结构力学行为与系统安全国家重点实验室，石家庄 050043
    3.石家庄铁道大学 土木工程学院，石家庄 050043
    4.东南大学 交通学院，南京 211102
    5.石家庄铁道大学 管理学院，石家庄 050043
  • 收稿日期:2023-01-28 出版日期:2024-11-01 发布日期:2025-04-24
  • 作者简介:李松（1989-），男，讲师，博士. 研究方向：沥青路面材料性能. E-mail： lisong@stdu.edu.cn
  • 基金资助:
    国家自然科学基金项目(11972237);河北省重点研发计划项目(21373801D);河北省中央引导地方科技发展资金项目(226Z3801G);河北省自然科学基金项目(E2022210054);河北省引进留学人员项目(C20210306);河北省交通厅科技计划项目(JD-202007)

Evaluation of high-temperature rheological properties of asphalt mastic and its filler stiffening effect

Song LI1,2(),Xing-xing SHI1,3,Chun-di SI1,2,Ji-wang JIANG4,Bin-shuo BAO5   

  1. 1.School of Traffic and Transportation，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    2.State Key Laboratory of Mechanical Behavior and System Safety of Traffic Engineering Structures，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    3.School of Civil Engineering，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    4.School of Transportation，Southeast University，Nanjing 211102，China
    5.School of Management，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
  • Received:2023-01-28 Online:2024-11-01 Published:2025-04-24

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摘要：

为定量表征矿粉对沥青胶浆的性能影响，采用改进的多应力蠕变恢复（MSCR）试验，评价沥青胶浆的高温流变性能，基于沥青胶浆的不可恢复柔量Jnr指标提出矿粉强化效应指标ΔJnr，并诠释矿粉强化规律。结果表明：矿粉强化效应与沥青种类有关，其中SBS改性沥青胶浆矿粉强化作用呈两阶段趋势，即先随矿粉掺量的增加而线性增强，随后不再受矿粉掺量的影响。两阶段临界值可作为沥青胶浆的推荐矿粉掺量，计算得到3.5%和4.0% SBS改性剂掺量的改性沥青胶浆的推荐矿粉掺量分别为120%和100%。构建了矿粉强化效应的多元线性回归模型，进一步阐明了应力等级、改性剂掺量和矿粉掺量对矿粉强化效应的影响。

关键词: 道路工程, 沥青胶浆, 高温流变性能, 矿粉强化效应, 推荐矿粉掺量, 多应力蠕变恢复试验

Abstract:

In order to evaluate the effect of filler particles on the properties of asphalt mastic， its high-temperature rheological performance of asphalt mastic is investigated by using a modified multiple stress creep recovery （MSCR） test. The difference in Jnr values between an asphalt binder and its corresponding asphalt mastic is proposed as an index to evaluate the filler stiffening effect in asphalt mastic quantitatively. The results showed that the filler stiffening effect was highly related with the type of asphalt binder. For the SBS-modified asphalt mastic， the addition of mineral filler tends to stiffen the binder until a critical filler content where any further addition of filler would not yield any stiffening effect in the resulting asphalt mastic. It was found that the critical filler contents can be regarded as appropriate filler content for the SBS-modified mastic. It was also found that the critical filler contents can be regarded as appropriate filler content for the SBS-modified mastic and they are found to be 120% and 100% of asphalt binder by mass for the asphalt mastics made by modified binders with 3.5% and 4.0% SBS respectively. Multiple linear regression modelsfor quantifying the filler stiffening effect are derived and the effect of creep stress， SBS content and filler content on filler stiffening is discussed.

Key words: pavement engineering, asphalt mastic, high-temperature rheological properties, filler stiffening effect, appropriate filler content, multiple stress creep recovery test

中图分类号: 

  • U416

表1

沥青基本性能"

技术指标沥青种类
基质沥青SBS改性沥青-ⅠSBS改性沥青-Ⅱ
SBS含量/%03.54.0
软化点/°C476576
延度/cm（5 cm/min， 5 ℃）-5043
延度/cm（5 cm/min， 15 ℃）60--
针入度（0.1 mm， 100 g， 15 ℃， 5 s）252121
针入度（0.1 mm， 100 g， 25 ℃， 5 s）705254
针入度（0.1 mm， 100 g， 30 ℃， 5 s）1258786
针入度指数-1.004 5-0.228 0-0.115 3
PG高温分级PG 64-××PG 70-××PG 76-××

图1

沥青胶浆MSCR试验加载示意图"

图2

MSCR试验中沥青胶浆在单一应力条件下的应变-时间关系示意图"

图3

NM沥青胶浆Jnr指标值随矿粉掺量的变化结果"

图4

不同矿粉掺量和不同加载应力条件下的3.5M和4.0M沥青胶浆Jnr指标值"

图5

不同沥青胶浆的ΔJnr指标结果"

图6

3.5M和4.0M在Ⅰ和Ⅱ阶段的线性回归结果"

表2

SBS改性沥青胶浆Ⅰ阶段和Ⅱ阶段的线性模型计算结果"

沥青

胶浆

应力

/kPa

模型模型

转折点

矿粉掺量/%

转折点矿粉掺量

平均值/%

Ⅰ阶段R2Ⅱ阶段R2
3.5M25.6y=0.786 6x+0.315 30.993y=0.142 7x+1.078 80.980118.57124.84
12.8y=0.510 9x+0.226 10.983y=0.064 3x+0.786 40.830125.46
6.4y=0.282 2x+0.316 00.922y=0.013 1x+0.661 60.845128.43
3.2y=0.119 8x+0.387 50.958y=0.002 9x+0.531 60.839123.27
0.1y=0.025 4x+0.342 60.800y=0.001 5x+0.373 30.920128.45
4.0M25.6y=1.006 6x-0.379 50.999y=0.148 8x+0.503 70.839102.96102.30
12.8y=0.615 2x-0.210 60.976y=0.073 6x+0.360 00.778105.35
6.4y=0.279 7x+0.033 40.990y=0.017 1x+0.304 30.732103.16
3.2y=0.098 5x+0.166 30.996y=0.005 3x+0.261 60.729102.25
0.1y=0.033 1x+0.146 40.974y=0.002 0x+0.176 80.79197.75

图7

多元线性回归模型的拟合结果"

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