矿质混合料性能对沥青混合料动态模量的影响

苗英豪; 郑晓恒; 王文涛

doi:10.11936/bjutxb2016040043

矿质混合料性能对沥青混合料动态模量的影响

doi: 10.11936/bjutxb2016040043

1.
北京工业大学交通研究中心, 北京 100124
2.
北京市交通委员会路政局昌平公路分局, 北京 102200

基金项目: 国家自然科学基金项目资助(51178013)

详细信息

作者简介:
作者简介: 苗英豪(1975—), 男, 副教授, 主要从事道路工程方面的研究, E-mail:miaoyinghao@bjut.edu.cn

中图分类号: U416.2
计量
- 文章访问数: 103
- HTML全文浏览量: 86
- PDF下载量: 0
- 被引次数: 0
出版历程
- 收稿日期: 2016-04-13
- 网络出版日期: 2022-09-09
- 刊出日期: 2017-01-01

Influence of Mineral Mixture Performance on Dynamic Modulus of Hot Mix Asphalt

1.
Transporation Research Center, Beijing University of Technology, Beijing 100124, China
2.
Changping Branch of the Traffic Bureau of Beijing City Traffic Committee, Beijing 102200, China

摘要

摘要: 为了解决沥青混合料高温性能不足的问题,研究了矿质混合料性能对沥青混合料动态模量的影响. 以AC-20C型沥青混合料为背景,根据贝雷法3个参数进行了矿质混合料配合比正交试验设计,得到9种不同的矿质混合料级配,并以加州承载比(California bearing ratio,CBR)和振实间隙率为指标,对矿质混合料性能进行了评价,从中选出矿质混合料性能差异明显的3种级配,进行了沥青混合料的配合比设计. 进而在不同温度和加载频率条件下,开展了3种级配沥青混合料的动态模量试验. 依据试验结果,分析了矿质混合料性能对沥青混合料动态模量的影响. 研究表明:高温条件下矿质混合料性能对沥青混合料的动态模量有较大影响,低温时矿质混合料性能对动态模量的影响不明显. 通过优化矿质混合料性能,可以显著改善沥青混合料的高温性能. 具有较高CBR值和较低振实间隙率的矿质混合料,对应的沥青混合料具有较好的高温性能.
- 矿质混合料性能 /
- 沥青混合料 /
- 动态模量 /
- 加州承载比 /
- 振实间隙率
Abstract: In order to solve the problem of high temperature performance of asphalt mixture, an investigation into the influence of mineral mixture performance on the dynamic modulus of hot mix asphalt (HMA) was conducted. Nine various AC-20C gradations were determined in accordance with a Bailey method parameters based on orthogonal experimental design. The performances of the mineral mixtures with each gradation were evaluated by using the California bearing ratio (CBR) and the voids of vibrated aggregate (VVA) in laboratory. Three gradations with significantly different mineral mixture performances were picked out to make HMA. Then, the dynamic moduli of HMAs corresponding to each of the 3 gradations were tested under multiple temperatures and loading frequencies. The influence of mineral mixture performance on the dynamic modulus of HMA was analyzed in accordance with the experimental results. The results show that the mineral mixture performance has significant influence on the dynamic modulus of HMA at high temperature, while has almost no influence at low temperature. The high temperature performance of HMA can be improved through investigating the CBR and VVA of aggregate in design. Higher CBR and lower VVA imply better high temperature performance of HMA.
- mineral mixture performance /
- hot mix asphalt (HMA) /
- dynamic modulus /
- California bearing ratio (CBR) /
- voids of vibrated aggregate (VVA)
The authors have declared that no competing interests exist.

HTML全文

图 1 9个级配的级配曲线

Figure 1. Gradation curves of the 9 mixture

下载: 全尺寸图片幻灯片

图 2 贝雷法3参数对CBR值和VVA值的影响

Figure 2. Influence of the 3 Bailey parameters on CBR and VVA

下载: 全尺寸图片幻灯片

图 3 5℃时沥青混合料的动态模量和相位角

Figure 3. Dynamic modulus and the phase angle of the HMA at 5℃

下载: 全尺寸图片幻灯片

图 4 50℃时沥青混合料的动态模量和车辙因子

Figure 4. Dynamic modulus and the rutting factor of the HMAs at 50℃

下载: 全尺寸图片幻灯片

图 5 CBR、VVA对50℃时10Hz加载频率下动态模量的影响

Figure 5. Influence of CBR and VVA on the dynamic modulus at 50℃ and 10Hz

下载: 全尺寸图片幻灯片

图 6 CBR、VVA对50℃时1Hz加载频率下动态模量的影响

Figure 6. Influence of CBR and VVA on the dynamic modulus at 50℃ and 0.1Hz

下载: 全尺寸图片幻灯片

图 7 CA对动态模量的影响

Figure 7. Influence of CA on the dynamic modulus

下载: 全尺寸图片幻灯片

表 1 贝雷法参数和正交设计水平

Table 1. Factors and levels for orthogonal design

水平	贝雷法参数
水平	CA	FA_c	FA_f
1	0.450	0.480	0.450
2	0.600	0.515	0.485
3	0.750	0.550	0.520
注:CA表征的是粗集料内部比例组成;FA_c表征的是合成集料中最细一级的嵌挤情况;FA_c表征的是细集料中粗料部分与细料部分的嵌挤、填充情况.

下载: 导出CSV

表 2 贝雷法3个参数的正交设计值和方案的实际值

Table 2. Designed and actual combinations of the 3 factors

级配编号	正交设计值			实际值
级配编号	CA	FA_c	FA_f	CA	FA_c	FA_f
G1	0.450	0.480	0.450	0.4504	0.4805	0.4504
G2	0.450	0.515	0.485	0.4509	0.5158	0.4860
G3	0.450	0.550	0.520	0.4500	0.5499	0.5196
G4	0.600	0.480	0.485	0.6007	0.4809	0.4854
G5	0.600	0.515	0.520	0.6006	0.5156	0.5196
G6	0.600	0.550	0.450	0.6003	0.5494	0.4494
G7	0.750	0.480	0.520	0.7503	0.4795	0.5199
G8	0.750	0.515	0.450	0.7498	0.5144	0.4497
G9	0.750	0.550	0.485	0.7506	0.5492	0.4847

下载: 导出CSV

表 3 CBR和振实间隙率的试验结果

Table 3. Test results of CBR and VVA

指标	级配
指标	G1	G2	G3	G4	G5	G6	G7	G8	G9
CBR/%	42.92	75.30	75.09	43.06	45.42	43.83	37.14	34.71	55.32
VVA/%	28.30	27.99	29.45	28.19	30.73	29.59	30.03	31.12	28.65
注:VVA为矿料振实间隙率,由矿料振实密度和合成毛体积密度决定.

下载: 导出CSV

表 4 矿质混合料的CBR和VVA试验结果极差分析

Table 4. Range analysis of CBR and VVA

水平	CBR/%			VVA/%
水平	CA	FA_c	FA_f	CA	FA_c	FA_f
1	64.446	41.048	40.496	28.580	28.841	29.673
2	44.104	51.811	57.893	29.504	29.944	28.275
3	42.387	58.079	52.549	29.932	29.230	30.067

下载: 导出CSV

表 5 CBR的方差分析

Table 5. Variance analysis of CBR

方差来源	偏差平方和	自由度	平均偏差平方和	F值
CA	903.16	2	451.58	32.03
FA_c	444.93	2	222.46	15.78
FA_f	476.63	2	238.31	16.91
误差	28.19	2	14.10
总和	1852.90	8

下载: 导出CSV

表 6 VVA的方差分析

Table 6. Variance analysis of VVA

方差来源	偏差平方和	自由度	平均偏差平方和	F值
CA	2.87	2	1.43	10.19
FA_c	1.88	2	0.94	6.68
FA_f	5.32	2	2.66	18.92
误差	0.28	2	0.14
总和	10.34	8

下载: 导出CSV

表 7 3种选定级配集料通过百分率

Table 7. Three gradations slected aggregate rate through each sieve%

级配	26.5	19	16	13.2	9.5	4.75	2.36	1.18	0.6	0.3	0.15	0.075
G2	100	92.74	83.08	71.03	57.05	37.69	27.54	19.44	14.19	9.45	7.48	5.99
G6	100	93.91	85.62	75.24	63.13	41.00	32.42	22.53	16.01	10.12	7.75	6.01
G8	100	90.67	82.86	74.16	63.91	36.84	27.35	18.95	13.46	8.52	6.54	5.09

下载: 导出CSV

表 8 动态模量

Table 8. Dynamic modulus MPa

级配	θ/℃	f/Hz
级配	θ/℃	25.0	10.0	5.0	1.0	0.5	0.1
	5	18313.5	16280.0	14671.0	11166.5	9793.8	6898.3
G2	20	8669.0	7034.8	5821.8	3541.5	2905.8	1803.8
	35	3169.8	2427.5	1894.8	1131.9	994.9	760.3
	50	1476.0	1267.0	1034.9	774.8	737.8	659.4
	5	17069.8	15072.0	13482.3	10035.0	8728.0	5989.5
G6	20	7753.5	6221.0	5091.5	3015.0	2451.0	1487.3
	35	8068.1	6901.8	6000.1	4238.0	3658.8	2514.1
	50	9217.1	7886.3	6856.6	4843.2	4181.4	2873.2
	5	16798.0	14866.3	13353.0	10015.7	8770.7	6182.7
G8	20	8161.0	6591.3	5449.0	3373.0	2804.3	1836.0
	35	2774.7	2101.0	1593.3	829.0	703.1	471.0
	50	1126.7	941.9	712.2	410.5	386.1	314.3

下载: 导出CSV

表 9 相位角

Table 9. Phase angle (°)

级配	θ/℃	f/Hz
级配	θ/℃	25.0	10.0	5.0	1.0	0.5	0.1
	5	12.0	13.6	15.0	18.7	20.1	23.9
G2	20	23.8	25.0	26.7	29.5	29.2	28.2
	35	31.9	30.0	29.2	26.3	23.8	19.8
	50	26.7	23.0	21.3	18.0	16.1	13.8
	5	13.0	14.6	16.1	19.9	21.3	25.0
G6	20	24.7	26.2	27.6	30.1	29.7	28.4
	35	32.6	30.4	29.6	27.1	25.2	20.9
	50	27.1	23.6	21.3	18.5	16.7	13.5
	5	13.0	14.5	15.9	19.6	20.9	24.3
G8	20	23.9	25.4	26.7	29.0	28.6	27.2
	35	34.2	32.5	32.2	31.2	28.5	24.6
	50	30.7	26.3	25.0	23.3	20.5	17.4

下载: 导出CSV

表 10 动态模量方差分析P值汇总表

Table 10. Summarized of P-value

θ/℃	f/Hz
θ/℃	25.0	10.0	5.0	1.0	0.5	0.1
5	0.0018	0.0021	0.0023	0.0019	0.0013	0.0014
20	0.0997	0.0085	0.0079	0.0259	0.0413	0.1384
35	0.0068	0.0106	0.0052	0.0044	0.0036	0.0073
50	0.0070	0.0093	0.0123	0.0119	0.0125	0.0130

下载: 导出CSV

表 11 相位角方差分析P值汇总表

Table 11. Summarized of P-value

θ/℃	f/Hz
θ/℃	25.0	10.0	5.0	1.0	0.5	0.1
5	0.0187	0.0204	0.0232	0.0369	0.0498	0.1526
20	0.3920	0.3966	0.4268	0.6445	0.6649	0.7644
35	0.0144	0.0126	0.0132	0.0307	0.0354	0.0536
50	0.0571	0.1787	0.0198	0.0122	0.0147	0.0051

下载: 导出CSV

参考文献(16)

[1]	WITCZAK M W, KALOUSH K, PELLINEN T, et al.Simple performance test for superpave mix design[R]. Washington,D C: Transportation Research Board of the National Academies, 2002: 58-59.
[2]	AASHTO. Mechanistic-empirical pavement design guide[S]. Washington, D C: American association of state highway and transportation officials, 2008.
[3]	BIRGISSON B, ROQUE R.Evaluation of the gradation effect on the dynamic modulus[J]. Transportation Research Record Journal of the Transportation Research Board, 2005(1): 193-199.
[4]	SEO Y, El-HAGGAN O, KING M, et al.Air void models for the dynamic modulus, fatigue cracking, and rutting of asphalt concrete[J]. Journal of Materials in Civil Engineering, 2007, 19(10): 874-883.
[5]	MAHMOUD E, MASAD E, NAZARIAN S, et al.Modeling and experimental evaluation of influence of aggregate blending on asphalt mixture strength[J]. Transportation Research Record Journal of the Transportation Research Board, 2010, 2180(1): 48-57.
[6]	SHU X, HUANG B S.Predicting dynamic modulus of asphalt mixtures with differential method[J]. Road Materials & Pavement Design, 2009, 10(2): 337-359.
[7]	SINGH D, ZAMAN M, COMMURI S.Inclusion of aggregate angularity, texture, and form in estimating dynamic modulus of asphalt mixes[J]. Road Materials & Pavement Design, 2012, 13(2): 1-18.
[8]	ALI Y, IRFAN M, AHMED S, et al.Investigation of factors affecting dynamic modulus and phase angle of various asphalt concrete mixtures[J]. Materials & Structures, 2016, 49(3): 1-12.
[9]	VAVRIK WRPINE WJHUBERGet al.The Bailey method of gradation evaluation: the influence of aggregate gradation and packing characteristics on voids in the mineral aggregateProceedings of the Society for Experimental Biology & Medicine Society for Experimental Biology & Medicine20011182517519 VAVRIK W R, PINE W J, HUBER G, et al.The Bailey method of gradation evaluation: the influence of aggregate gradation and packing characteristics on voids in the mineral aggregate[J]. Proceedings of the Society for Experimental Biology & Medicine Society for Experimental Biology & Medicine, 2001, 118(2): 517-519.
[10]	AHO B D, HANSEN K R, MOULTHROP J S, et al.BAILEY method for gradation selection in hot-mix ashpalt mixture design [R]. Washing, D C: Transportation Research E-Circular, 2002.
[11]	VAVRIK W, PINE W, CARPENTER S.Aggregate blending for asphalt mix design: Bailey method[J]. Transportation Research Record Journal of the Transportation Research Board, 2002, 1789(1): 146-153.
[12]	SHEN K, CHEN A W, LÜ W J, et al.Influence of Bailey’s chosen unit weight on performance of asphalt mixture[J]. Journal of Chang’an University(Natural science edition), 2008, 28(3): 16-20. (in Chinese)
[13]	交通部公路科学研究院. 公路土工试验规程:JTG E40—2007[M]. 北京: 人民交通出版社, 2007.
[14]	AASHTO. Stand specification for performance-graded asphalt binder[S]. Washington, D C: American association of state highway and transportation officials, 2010.
[15]	AASHTO. Standard practice for preparation of cylindrical performance test specimens using the superpave gyratory compactor (SGC)[S]. Washington, D C: American association of state highway and transportation officials, 2014.
[16]	AASHTO. Determining the dynamic modulus and flow number for asphalt mixtures using the asphalt mixture performance tester (AMPT)[S]. Washington, D C: American association of state highway and transportation officials, 2013.