沥青含量对混合料疲劳极限特性的影响

徐鸥明; 韩森; 高世君; 刘亚敏

doi:10.19818/j.cnki.1671-1637.2009.06.001

沥青含量对混合料疲劳极限特性的影响

doi: 10.19818/j.cnki.1671-1637.2009.06.001

1.
长安大学材料科学与工程学院, 陕西西安 710061
2.
长安大学特殊地区公路工程教育部重点实验室, 陕西西安 710064
3.
陕蒙高速公路建设管理处, 陕西榆林 719000

基金项目:

陕西省交通科技项目 05-05k

国家西部交通建设科技项目 200731822301

详细信息

作者简介:
徐鸥明(1979-), 男, 安徽巢湖人, 长安大学讲师, 工学博士, 从事路面材料研究

中图分类号: U414.75
计量
- 文章访问数: 948
- HTML全文浏览量: 193
- PDF下载量: 344
- 被引次数: 0
出版历程
- 收稿日期: 2009-07-21
- 刊出日期: 2009-12-25

Effect of asphalt content on fatigue limit for asphalt mixture

1.
School of Materials Science and Engineering, Chang'an University, Xi'an 710061, Shaanxi, China
2.
Key Laboratory for Special Region Highway Engineering of Ministry of Education, Chang'an University, Xi'an 710064, Shaanxi, China
3.
Shaanxi-Inner Mongolia Highway Construction Administration Office, Yulin 719000, Shaanxi, China

More Information

Author Bio:
XU Ou-ming (1979-), male, lecturer, PhD, +86-29-82337349, ouming2000@yahoo.com.cn

Article Text (Baidu Translation)

摘要

摘要: 利用马歇尔试验确定了沥青混合料的最佳沥青含量, 采用控制应变的小梁疲劳试验, 研究了最佳沥青含量和富沥青含量混合料弯拉劲度模量随应变水平的变化规律, 得到了应变水平与荷载作用次数模型, 并分析了2种混合料在不同应变水平和轴次下的疲劳特性。分析结果表明: 不同应变水平下, 2种混合料弯拉劲度模量随荷载作用次数变化规律基本一致, 高应变水平下弯拉劲度模量迅速衰减, 低应变水平下初始阶段模量明显降低, 随后趋于平缓; 以弯拉劲度模量降为初始值的一半作为破坏标准, 2种混合料疲劳寿命和应变的关系都呈非线性特征, 且低应变水平下曲线呈现典型的渐近线趋势, 表明2种沥青混合料具有类似的疲劳极限特性; 富沥青含量混合料在高应变水平下对疲劳极限特性影响有限, 只有当应变水平小于100με时才对疲劳寿命有明显改善; 在进行永久性沥青路面沥青层设计时, 不能简单通过增加沥青含量减薄沥青层厚度。
- 路面材料 /
- 沥青混合料 /
- 疲劳极限 /
- 沥青含量
Abstract: The optimum asphalt contents of asphalt mixtures were determined by using Marshell test.The fatigue performance change rules of asphalt concretes with different asphalt contents with strain levels were studied by controlled-strain beam fatigue test.The relationship model between strain level and load cycles was built.The fatigue characters of optimal asphalt content mixture and rich asphalt content mixture under different strain levels and load cycles were analyzed.The result shows that for different strain levels, the asphalt mixture flexural stiffness moduli of the two mixtures have the same rule, which reduce quickly with a sharp increase of load cycles during high strain level and tend to reduce slowly with lower strain level.The relationships of fatigue life and strain for the two mixtures are nonlinear, and low-strain curves show a typical feature of asymptote.So the two different asphalt mixtures all have the similar characteristics of fatigue limit.Rich asphalt content has little effect on the fatigue limit at high strain, and it can markedly improve the fatigue life only when strain level is lower than 100 με.Thus simply increasing asphalt content can not mean to thin the thickness of asphalt course during designing perpetual asphalt pavement.
- pavement material /
- asphalt mixture /
- fatigue limit /
- asphalt content

HTML全文

图 1 弯拉劲度模量与荷载作用次数关系

Figure 1. Relationships between flexural stiffnesses moduli and load cycles

下载: 全尺寸图片幻灯片

图 2 最佳和富沥青含量混合料的应变水平和疲劳寿命关系

Figure 2. Relationships between strains and fatigue lives for optimal asphalt content mixture and rich asphalt content mixture

下载: 全尺寸图片幻灯片

表 1 集料指标

Table 1. Indices of aggregate

指标		实测结果	规范要求
压碎值/%		18	≤28
磨耗值/%		22	≤30
对沥青的粘附性		4级	≥4级
针片状含量/%	大于9.5 mm	8	≤15
针片状含量/%	小于9.5 mm	10	≤20
吸水率/%		1.0%	≤3.0
细集料含泥量/%		0.7%	≤3.0
细集料砂当量/%		69	≥60

下载: 导出CSV

表 2 沥青指标

Table 2. Indices of asphalt

指标		试验结果
针入度(25 ℃, 100 g, 5 s)/0.1mm		92
针入度指数		-0.69
延度(10 ℃)/cm		> 100
软化点(环球法)/℃		47
闪点/℃		> 250
密度(15 ℃)/(g·cm^-3)		0.982
旋转薄膜加热试验RTFOT(165 ℃, 85 min)	残留针入度比(25 ℃)/%	72.3
	残留延度(10 ℃)/cm	7.5
	质量损失/%	-0.02

下载: 导出CSV

表 3 混合料级配组成

Table 3. Gradations of mixtures

筛孔尺寸/mm	31.5	26.5	19	16	13.2	9.5	4.75	2.36	1.18	0.6	0.3	0.15	0.075
规范通过率/%	100	90~100	75~90	65~83	57~76	45~65	24~52	16~42	12~33	8~24	5~17	4~13	3~7
试验级配通过率/%	100.0	95.0	84.0	76.0	66.0	56.0	37.5	25.5	17.0	12.0	9.5	6.5	5.0

下载: 导出CSV

表 4 最佳沥青含量下S和N的拟合结果

Table 4. Fitting result of S and N under optimal asphalt content

应变水平/με	a	b	c	均方差	残差平方和	判定系数R²/%
800	3 642	-331.05	0.170 3	9.97	162 988	99
	3 076	-144.07	0.225 3	9.95	162 525	99
	3 577	-387.02	0.158 9	7.06	81 841	99
400	3 714	-213.00	0.176 4	65.93	7 086 157	97
	3 559	-180.71	0.188 8	63.45	6 663 221	98
	3 090	-11.53	0.378 3	48.25	3 022 184	99
200	3 198	-1.56	0.452 7	31.65	1 502 267	98
	3 165	-2.70	0.421 1	43.28	2 867 319	98
	3 143	-1.12	0.489 6	31.79	1 518 038	99
100	3 442	-11.26	0.262 9	48.01	3 528 943	85
	3 328	-8.43	0.281 0	52.39	4 201 809	83
	3 480	-7.92	0.288 1	49.75	3 789 581	85
70	3 597	-19.35	0.229 4	34.25	2 143 048	92
	3 814	-59.33	0.173 6	33.43	2 041 616	95
	3 727	-53.24	0.177 1	28.86	1 521 957	96

下载: 导出CSV

表 5 富沥青含量下S和N的拟合结果

Table 5. Fitting result of S and N under rich asphalt content

应变水平/με	a	b	c	均方差	残差平方和	判定系数R²/%
800	3 475	-432.15	0.147 3	29.98	1 534 098	99
	3 218	-273.63	0.179 9	27.30	1 192 106	99
	3 294	-270.95	0.180 6	27.08	1 196 027	99
400	2 647	-0.77	0.533 7	36.66	2 413 120	98
	2 603	-0.88	0.519 7	23.39	967 102	99
	2 614	-1.05	0.505 2	21.93	835 398	99
200	3 194	-14.55	0.297 5	50.02	3 830 244	96
	3 145	-52.72	0.213 9	86.20	11 376 001	90
	3 210	-48.66	0.219 7	85.18	11 108 863	90
100	3 250	-8.51	0.268 9	48.00	3 527 407	80
	3 288	-11.69	0.253 7	49.86	3 806 061	82
	3 232	-5.90	0.282 3	49.86	3 806 549	73
70	3 474	-16.52	0.220 6	32.25	1 592 341	88
	3 504	-16.31	0.227 3	29.68	1 348 871	91
	3 482	-12.77	0.235 2	32.46	1 613 408	88

下载: 导出CSV

表 6 不同应变水平对应的疲劳寿命

Table 6. Fatigue lives under different strain levels

疲劳寿命/10⁸次	混合料类型	应变水平/με
	混合料类型	1 000	800	600	400	300	200	100	50	10
	最佳沥青含量混合料	0.000 1	0.000 3	0.001 2	0.008 0	0.031 5	0.217 4	5.898 8	160.043	340 930
	富沥青含量混合料	0.000 1	0.000 4	0.001 5	0.010 3	0.040 5	0.279 1	7.571 6	205.431	437 617

下载: 导出CSV

表 7 不同轴次对应的疲劳极限

Table 7. Fatigue limits under different axis

疲劳极限/με	混合料类型	当量轴次/10⁸
	混合料类型	0.01	0.05	0.10	0.50	1.00	5.00	10.00	50.00	100.00
	最佳沥青含量混合料	381.8	272.3	235.4	167.9	145.2	103.5	89.5	63.8	55.2
	富沥青含量混合料	402.4	287.0	248.1	176.9	153.0	109.1	94.3	67.3	58.2

下载: 导出CSV

参考文献(15)

[1]	NUNN ME, BROWN A, WESTON D, et al. Design of long life flexible pavements for heavy traffic[R]. Berkshire: Transport Research Laboratory, 1997.
[2]	NEWCOMB D E, BUNCHER M B, HUDDLESON I J. Concepts of perpetual pavements[C]∥TRB. Perpetual Bitu-minous Pavements. Washington DC: TRB, 2001: 4-11.
[3]	Asphalt Pavement Alliance. Perpetual pavements: a synthesis[R]. Maryland: Asphalt Pavement Alliance, 2002.
[4]	崔鹏, 邵敏华, 孙立军. 长寿命沥青路面设计指标研究[J]. 交通运输工程学报, 2008, 8(3): 37-42. http://transport.chd.edu.cn/article/id/200803009 CUI Peng, SHAO Min-hua, SUNLi-jun. Research on design indices of perpetual asphalt pavement[J]. Journal of Traffic and Transportation Engineering, 2008, 8(3): 37-42. (in Chinese) http://transport.chd.edu.cn/article/id/200803009
[5]	郑木莲, 王松根, 陈拴发, 等. 耐久性沥青路面混凝土基层荷载应力的数值计算[J]. 中国公路学报, 2008, 21(2): 28-33. https://www.cnki.com.cn/Article/CJFDTOTAL-ZGGL200802005.htm ZHENG Mu-lian, WANG Song-gen, CHEN Shuan-fa. Load stress numerical calculation for concrete base of durable asphalt pavement[J]. China Journal of Highway and Transport, 2008, 21(2): 28-33. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-ZGGL200802005.htm
[6]	张志祥, 陈荣生, 白琦峰. LSM沥青混合料疲劳极限的试验研究[J]. 公路交通科技, 2006, 23(4): 19-24. https://www.cnki.com.cn/Article/CJFDTOTAL-GLJK200604004.htm ZHANG Zhi-xiang, CHEN Rong-sheng, BAI Qi-feng. Test study on fatigue limit of LSMasphalt mixture[J]. Journal of Highway and Transportation Research and Development, 2006, 23(4): 19-24. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-GLJK200604004.htm
[7]	董忠红, 吕彭民. 移动荷载下倒装结构沥青路面动力响应[J]. 长安大学学报: 自然科学版, 2008, 28(5): 111-115. https://www.cnki.com.cn/Article/CJFDTOTAL-XAGL200805027.htm DONG Zhong-hong, LU Peng-min. Dynamic response of inverse structure asphalt pavement under moving load[J]. Journal of Chang an University: Natural Science Edition, 2008, 28(5): 111-115. (in Chinese) https://www.cnki.com.cn/Article/CJFDTOTAL-XAGL200805027.htm
[8]	MONISMITH C L, EPPS J A, KASI ANCHUK D A. Asphalt mixture behavior in repeated flexure[R]. Berkeley: University of California, 1968.
[9]	CARPENTER S H, GHUZLAN K A, SHEN Shi-hui. Fatigue endurance limit for highway and airport pavements[J]. Transportation Research Record, 2003(1832): 131-138.
[10]	THOMPSON M R, CARPENTER S H. Design principles for long lasting HMA pavements[C]∥International Society for Asphalt Pavements. International Conference on Design and Construction of Long Lasting Asphalt Pavements. Auburn: ISAP, 2004: 365-384.
[11]	PETERSON R L, TURNER P, ANDERSON M, et al. Determination of threshold strain level for fatigue endurance limit in asphalt mixtures[C]∥International Society for Asphalt Pavements. International Conference on Design and Construction of Long Lasting Asphalt Pavements. Auburn: ISAP, 2004: 385-398.
[12]	PRIEST A L, TI MM D H. Methodology and calibration of fatigue transfer functions for mechanistic-empirical flexible pavement design[R]. Auburn: Auburn University, 2006.
[13]	AASHTO T321—03, standard method of test for determin-ing the fatigue life of compacted hot-mix asphalt(HMA)subjected to repeated flexural bending[S].
[14]	TAYEBALI A A, DEACON J A, COPLANTZ J S, et al. Fatigue response of asphalt-aggregate mixes[R]. Berkeley: University of California, 1994.
[15]	ROWE G M, BOULDI N M G. Improved techniques to evaluate the fatigue resistance of asphaltic mixtures[C]∥EAPA. Proceedings of2nd Eurasphalt and Eurobitume Congress. Barcelona: EAPA, 2000: 754-763.