级配碎石在吉林省高速公路中的应用研究
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摘要
近年来,我国高等级公路沥青路面早期破坏比较严重,半刚性基层沥青路面结构缺陷是其原因之一。柔性基层沥青路面由于其良好的使用性能在许多国家得到应用,而在我国应用甚少。重型交通和超载运输也使路面结构受到结构性破坏,加剧了路面早期破坏的进程。我国沥青路面使用寿命短的现象,已引起社会关注。
本文首先针对国内外柔性基层的应用进行了阐述。其次,研究了沥青碎石的组成设计,定义填隙系数的范围;最后,通过对吉林省高速公路应用的柔性基层的路面结构的对比研究,提出了适合吉林省高速公路应用的路面结构。
在通化试验路结构和辽源试验路弯沉值比较,从正反两方面说明了柔性基层与半刚性基层优化组合的良好前景。
V Our country began to build highway from the mid-1980s, represented by high-grade highways, including semi-rigid and rigid pavement. During the high-grade highways having been built, 95% are semi-rigid materials for the base layer, and the asphalt concrete for surface (for short semi-rigid pavement). Semi-rigid base has high strength and capacity, the overall stability and good durability. So this structure provides a reliable guarantee for the realization of "strong-base and thin-surface". However, in this process of the use of the road, we found a lot of road damage phenomena such as the erosion, pumping, nte-shaped cracking and pot hole, cracking, rutting, cutting-slippage and humps, asphalt surface skipping off from the base layer. Of all damage arising in the semi-rigid pavement, the reflection crack in the asphalt pavement caused by the semi-rigid material itself such as shrinkage and the temperature reduction and other characteristics is particularly serious. In addition, the semi-rigid materials has poor water stability and poor drainage, therefore, it is easily to generate floating pulp and result decline in capacity when suffering water. The causes of these diseases are various. There are construction of factors (including that construction equipment is not advanced, level of construction technology is low, technical strength is insufficient, construction time is short, construction management is not good and etc.), project management reasons (such as poor road maintenance, improper interference by the executive and etc.), also, improper use of road materials and structural design considerations.
How to solve the reflective cracks and poor drainage in the semi-rigid pavement is one of the problems needed to be solved urgently. The paper solves these two problems by using asphalt macadam as the pavement base and reasonable structure design.
The first chapter introduces the study purpose and the situation at home and abroad as well as pavement structure characteristics and the deficiencies of semi-rigid pavement in JiLin Province. The necessary of using flexible base is noted aiming at the reflective cracks and other damage in the high-grade highway. LSPM flexible base and reasonably design in the pavement structure is adopted to solve these problems mentioned above. In addition, this chapter explained the main contents of the paper.
The sencond chapter is devoted to the composition of the asphalt gravel design. And the following important conclusions are drawn:
(1)Grading 5#has the maximum dry density, the minimum porosity and the maximum CBR value. However, it is noticeable high when the vibration molding method is used.
(2)The density using vibration molding method is less than the density using compaction molding. This shows that the strength depends not only on the density, but also on the arrangement and combination of the aggregate, especially on the arrangement and combination of coarse aggregate. That if it can form a good skeleton structure with well squeezing.
(3)The results show that the structure of graded gravel mixture may have different will not change when the coarse aggregate reached a certain number in a tight row. The structure will change with the action of outside force and tend to be dense stability status.
(4)The mixture design is according to skeleton-dense principle with skeleton-squeezing and mixture dense taken into consideration. Skeleton is the main influencing factors of resilient modulus. And filler has greater impact on the control of permanent deformation.
(5) The first-class of gradation 1 has the maximum content of coarse aggregate and the resilient modulus is highest. Gradation 4 has more particular with size 4.75 to 9.5mm and the resilient modulus is lowest. As for the resilient modulus, it is better to have more coarse aggregate.
(6) The problem of permanent deformation is the most complicated. In absolute value terms, the permanent deformation of grade 4 is the largest with the same dynamic stress. If the dynamic stress is 15 Mpa, the deformation rate reaches 6mm firstly. If the dynamic stress is not more than the critical stress, the permanent deformation of grade 4 is not the largest. Only when it is over the critical stress, the permanent deformation increases rapidly.
(7)The best interstitial coefficient is not a constant value relative to different grading.
When calculating the best interstitial coefficient, the amount of fine aggregate should be slightly larger than the required amount filling the skeleton gap. That is within the scope of 0.7 to 0.9 and closer to 0.9. Chapter third discusses the flexible pavement structure, base on the test road, the application of flexible base layer in high-grade road, design method and design parameters. The following conclusion has obtained.
(1)Through the comparison of the structure of test road LiaoYuan and TongHua with other pavement, the deflection of semi-rigid asphalt pavement is lower from an overall point of view. From an individual point of view, the deflection of flexible layer is not necessarily greater than the semi-rigid base layer asphalt pavement. From the representative deflection view, there is“abnormal”phenomenon. That is he deflection of semi-rigid base layer asphalt pavement is larger than the flexible base layer asphalt pavement.
(2)In comparison of the deflection of Tonghua Test Road and Liaoyuan Test Road, it shows both from positive and negative aspects that the optimized combination of flexible base and semi-rigid base layer has good prospects both from positive and negative aspects. Nonlinear calculation results show that raising the elastic modulus of graded gravel base, reducing the thickness of graded gravel base layer and increasing the elastic modulus of semi-rigid base layer in some condition (For the ordinary HMA, the thickness of asphalt surface is 10cm, for the semi-rigid base layer, the thickness is 30cm and the thickness is 10-15cm for the graded gravel base.) can help to reduce the tensile stress of asphalt surface. Simultaneously, this can ensure that asphalt surface with smaller thickness can has high fatigue life.
(3)Through the analysis of design method and design parameter, the necessary to establish flexible base layer quality control is proposed.
Chapter four is the summarization of the paper. And also the study content and direction for further work are pointed out.
本文首先针对国内外柔性基层的应用进行了阐述。其次,研究了沥青碎石的组成设计,定义填隙系数的范围;最后,通过对吉林省高速公路应用的柔性基层的路面结构的对比研究,提出了适合吉林省高速公路应用的路面结构。
在通化试验路结构和辽源试验路弯沉值比较,从正反两方面说明了柔性基层与半刚性基层优化组合的良好前景。
V Our country began to build highway from the mid-1980s, represented by high-grade highways, including semi-rigid and rigid pavement. During the high-grade highways having been built, 95% are semi-rigid materials for the base layer, and the asphalt concrete for surface (for short semi-rigid pavement). Semi-rigid base has high strength and capacity, the overall stability and good durability. So this structure provides a reliable guarantee for the realization of "strong-base and thin-surface". However, in this process of the use of the road, we found a lot of road damage phenomena such as the erosion, pumping, nte-shaped cracking and pot hole, cracking, rutting, cutting-slippage and humps, asphalt surface skipping off from the base layer. Of all damage arising in the semi-rigid pavement, the reflection crack in the asphalt pavement caused by the semi-rigid material itself such as shrinkage and the temperature reduction and other characteristics is particularly serious. In addition, the semi-rigid materials has poor water stability and poor drainage, therefore, it is easily to generate floating pulp and result decline in capacity when suffering water. The causes of these diseases are various. There are construction of factors (including that construction equipment is not advanced, level of construction technology is low, technical strength is insufficient, construction time is short, construction management is not good and etc.), project management reasons (such as poor road maintenance, improper interference by the executive and etc.), also, improper use of road materials and structural design considerations.
How to solve the reflective cracks and poor drainage in the semi-rigid pavement is one of the problems needed to be solved urgently. The paper solves these two problems by using asphalt macadam as the pavement base and reasonable structure design.
The first chapter introduces the study purpose and the situation at home and abroad as well as pavement structure characteristics and the deficiencies of semi-rigid pavement in JiLin Province. The necessary of using flexible base is noted aiming at the reflective cracks and other damage in the high-grade highway. LSPM flexible base and reasonably design in the pavement structure is adopted to solve these problems mentioned above. In addition, this chapter explained the main contents of the paper.
The sencond chapter is devoted to the composition of the asphalt gravel design. And the following important conclusions are drawn:
(1)Grading 5#has the maximum dry density, the minimum porosity and the maximum CBR value. However, it is noticeable high when the vibration molding method is used.
(2)The density using vibration molding method is less than the density using compaction molding. This shows that the strength depends not only on the density, but also on the arrangement and combination of the aggregate, especially on the arrangement and combination of coarse aggregate. That if it can form a good skeleton structure with well squeezing.
(3)The results show that the structure of graded gravel mixture may have different will not change when the coarse aggregate reached a certain number in a tight row. The structure will change with the action of outside force and tend to be dense stability status.
(4)The mixture design is according to skeleton-dense principle with skeleton-squeezing and mixture dense taken into consideration. Skeleton is the main influencing factors of resilient modulus. And filler has greater impact on the control of permanent deformation.
(5) The first-class of gradation 1 has the maximum content of coarse aggregate and the resilient modulus is highest. Gradation 4 has more particular with size 4.75 to 9.5mm and the resilient modulus is lowest. As for the resilient modulus, it is better to have more coarse aggregate.
(6) The problem of permanent deformation is the most complicated. In absolute value terms, the permanent deformation of grade 4 is the largest with the same dynamic stress. If the dynamic stress is 15 Mpa, the deformation rate reaches 6mm firstly. If the dynamic stress is not more than the critical stress, the permanent deformation of grade 4 is not the largest. Only when it is over the critical stress, the permanent deformation increases rapidly.
(7)The best interstitial coefficient is not a constant value relative to different grading.
When calculating the best interstitial coefficient, the amount of fine aggregate should be slightly larger than the required amount filling the skeleton gap. That is within the scope of 0.7 to 0.9 and closer to 0.9. Chapter third discusses the flexible pavement structure, base on the test road, the application of flexible base layer in high-grade road, design method and design parameters. The following conclusion has obtained.
(1)Through the comparison of the structure of test road LiaoYuan and TongHua with other pavement, the deflection of semi-rigid asphalt pavement is lower from an overall point of view. From an individual point of view, the deflection of flexible layer is not necessarily greater than the semi-rigid base layer asphalt pavement. From the representative deflection view, there is“abnormal”phenomenon. That is he deflection of semi-rigid base layer asphalt pavement is larger than the flexible base layer asphalt pavement.
(2)In comparison of the deflection of Tonghua Test Road and Liaoyuan Test Road, it shows both from positive and negative aspects that the optimized combination of flexible base and semi-rigid base layer has good prospects both from positive and negative aspects. Nonlinear calculation results show that raising the elastic modulus of graded gravel base, reducing the thickness of graded gravel base layer and increasing the elastic modulus of semi-rigid base layer in some condition (For the ordinary HMA, the thickness of asphalt surface is 10cm, for the semi-rigid base layer, the thickness is 30cm and the thickness is 10-15cm for the graded gravel base.) can help to reduce the tensile stress of asphalt surface. Simultaneously, this can ensure that asphalt surface with smaller thickness can has high fatigue life.
(3)Through the analysis of design method and design parameter, the necessary to establish flexible base layer quality control is proposed.
Chapter four is the summarization of the paper. And also the study content and direction for further work are pointed out.
引文
[1]乔英娟等.沥青碎石柔性基层研究动态.公路交通科技.2007,1:34～37.
[2]沈 金 安 .对 我 国 沥 青 路 面 结 构 与 设 计 的 一 些 思 考 .高 新 技 术 论坛,2002,5.
[3] 魏 建 明 . 具 有 柔 性 基 层 的 沥 青 路 面 结 构 设 计 方 法 研 究 . 山 西 建筑.2007.1:265～267
[4]李冬仓,朱敏慧.高速公路沥青稳定碎石柔性基层试验段的施工.公路交通科技(应用技术版).2007.2:52～54.
[5]许志鸿等.安徽省公路柔性路面典型结构研究_六_路基与常用基层材料设计参数.华东公路.1998,2:72～79.
[6]王哲人,李玉华等.沥青路面柔性基层和半刚性基层模量理论研究.大连理工大学学报.2004.7:536～538
[7]任瑞波等.具有柔性基层_级配碎石_的半刚性沥青路面设计方法的研究.山东建筑工程学院学报.2005.6:27～30
[8]何兆益,唐伯明.柔性基层沥青路面非线性特性及模量研究.公路交通科技.2001.2:13～16.
[9]赵延庆,黄大喜,潘友强.柔性基层沥青路面结构黏弹性力学响应分析.土木工程学报.2007.5:96～100.
[10]吕伟民等.国外沥青稳定柔性基层的材料与结构.中外公路.2004.12:83～86.
[11]British Standard 4987:Part 1:Specifications for constituent materials and for mixtures.1988.
[12]Kandhal, P.S.Testing and Evaluation of Large Stone Mixture Using Marshall Mix Design Procedures. National Asphalt Pavement AssociationInformation Series 108,1990.
[13]Osama A.Abdulshafir, etc. Laboratory Optimization of Asphalt Concrete Intermediate Course Mixes To Improve Flexible Pavement Performance. Transportation Research Record 1681.
[14]HIGHWAYS AGENCY et al. Design Manual for Roads and Bridges, Pavement Design and Maintenance, Pavement Construction Methods. HMSO, London,1994,HD28/94.
[15]王松根等.大碎石沥青混合料柔性基层在路面补强中的应用研究.中国公路学报.2004.7:10～15.
[16]李秋忠等.大碎石柔性基层沥青性能分析.公路.2007.5:140～144
[17]“沥青混合料级配及配合比设计方法的修订”研究报告.交通部公路科学研究所.2003.2.
[18]武和平编著.高等级公路路面结构设计方法.人民交通出版社,2000.
[19]崔世斌.成渝高速公路应用柔性基层的分析探讨.西南公路.2004.6:278～280
[20]杨翠花.沥青路面结构的应用探讨.中国科技信息.2007.5:78～79.
[21]“沥青混合料级配及配合比设计方法的修订”研究报告.交通部公路科学研究所.2003.2.
[22]M. Rodgers, C. McGuinness, A.Kielty, J.Keaney & G.Hayes. Laboratory testing of aggregates used in forest road construction in Ireland. Proceedings of the fifth international symposium on unbound aggregates in roads. 2000.
[23]热拌沥青混合料、混合料设计与施工.罗伯茨等著,余叔藩译.重庆交通研究院,2000,9.
[24]SHRP-LTPP Overview:Five-Year Report。Strategic Highway Research Program。National Research Council。
[25]B.C.J.Chaddock , B.Schoepe & J.Mercer. The hydraulic and structuralbehavior of unbound granular sub-base layers. Unbound Aggregates in Road Construction, 2000.
[26]王树森,等.高等级公路沥青路面柔性基层的研究[R].交通部优秀青年专业技术人才专项经费资助项目研究报告,2002.
[27]沈金安主编.沥青及沥青混合料路用性能.人民交通出版社.2001.5.
[28]张登良.沥青路面.人民交通出版社.1998.8.
[29]何誉等.沥青稳定基层混合料的矿料级配研究.公路.2007,01:26～30
[30] 王 树 森 . 级 配 碎 石 基 层 材 料 组 成 设 计 与 工 艺 控 制 的 研 究 . 公路.2000,2:17～19.
[31]孙耀东.碎石基层级配混合料组成设计的研究.哈尔滨工业大学工学硕士学位论文.2001.
[32]江涛.超重交通骨架密实结构沥青混合料研究. 长安大学硕士论文.2004,6.
[33]马森林等. 土石混合料室内振动压实试验研究.东北公路.2000,3.
[34]王林,张西斌,房建国.嵌挤密级配沥青混合料抗滑磨耗层的设计方法.华东公路,2001.2:59-63
[35]林有贵,罗竞.级配碎石基层的回弹模量及沥青路面设计弯沉的研究.中南公路工程.2001,12.
[36]王龙,刘东亮.沥青碎石与级配碎石过渡层在防止半刚性基层反射裂缝的对比分析.东北公路.2002,4.
[37]李长江,王哲人.柔性基层与半刚性基层优化组合的关键技术.公路.2004.8:64～69.
[38]李长江等.级配碎石柔性基层设计参数的研究.公路.2004.7:153～157.
[2]沈 金 安 .对 我 国 沥 青 路 面 结 构 与 设 计 的 一 些 思 考 .高 新 技 术 论坛,2002,5.
[3] 魏 建 明 . 具 有 柔 性 基 层 的 沥 青 路 面 结 构 设 计 方 法 研 究 . 山 西 建筑.2007.1:265～267
[4]李冬仓,朱敏慧.高速公路沥青稳定碎石柔性基层试验段的施工.公路交通科技(应用技术版).2007.2:52～54.
[5]许志鸿等.安徽省公路柔性路面典型结构研究_六_路基与常用基层材料设计参数.华东公路.1998,2:72～79.
[6]王哲人,李玉华等.沥青路面柔性基层和半刚性基层模量理论研究.大连理工大学学报.2004.7:536～538
[7]任瑞波等.具有柔性基层_级配碎石_的半刚性沥青路面设计方法的研究.山东建筑工程学院学报.2005.6:27～30
[8]何兆益,唐伯明.柔性基层沥青路面非线性特性及模量研究.公路交通科技.2001.2:13～16.
[9]赵延庆,黄大喜,潘友强.柔性基层沥青路面结构黏弹性力学响应分析.土木工程学报.2007.5:96～100.
[10]吕伟民等.国外沥青稳定柔性基层的材料与结构.中外公路.2004.12:83～86.
[11]British Standard 4987:Part 1:Specifications for constituent materials and for mixtures.1988.
[12]Kandhal, P.S.Testing and Evaluation of Large Stone Mixture Using Marshall Mix Design Procedures. National Asphalt Pavement AssociationInformation Series 108,1990.
[13]Osama A.Abdulshafir, etc. Laboratory Optimization of Asphalt Concrete Intermediate Course Mixes To Improve Flexible Pavement Performance. Transportation Research Record 1681.
[14]HIGHWAYS AGENCY et al. Design Manual for Roads and Bridges, Pavement Design and Maintenance, Pavement Construction Methods. HMSO, London,1994,HD28/94.
[15]王松根等.大碎石沥青混合料柔性基层在路面补强中的应用研究.中国公路学报.2004.7:10～15.
[16]李秋忠等.大碎石柔性基层沥青性能分析.公路.2007.5:140～144
[17]“沥青混合料级配及配合比设计方法的修订”研究报告.交通部公路科学研究所.2003.2.
[18]武和平编著.高等级公路路面结构设计方法.人民交通出版社,2000.
[19]崔世斌.成渝高速公路应用柔性基层的分析探讨.西南公路.2004.6:278～280
[20]杨翠花.沥青路面结构的应用探讨.中国科技信息.2007.5:78～79.
[21]“沥青混合料级配及配合比设计方法的修订”研究报告.交通部公路科学研究所.2003.2.
[22]M. Rodgers, C. McGuinness, A.Kielty, J.Keaney & G.Hayes. Laboratory testing of aggregates used in forest road construction in Ireland. Proceedings of the fifth international symposium on unbound aggregates in roads. 2000.
[23]热拌沥青混合料、混合料设计与施工.罗伯茨等著,余叔藩译.重庆交通研究院,2000,9.
[24]SHRP-LTPP Overview:Five-Year Report。Strategic Highway Research Program。National Research Council。
[25]B.C.J.Chaddock , B.Schoepe & J.Mercer. The hydraulic and structuralbehavior of unbound granular sub-base layers. Unbound Aggregates in Road Construction, 2000.
[26]王树森,等.高等级公路沥青路面柔性基层的研究[R].交通部优秀青年专业技术人才专项经费资助项目研究报告,2002.
[27]沈金安主编.沥青及沥青混合料路用性能.人民交通出版社.2001.5.
[28]张登良.沥青路面.人民交通出版社.1998.8.
[29]何誉等.沥青稳定基层混合料的矿料级配研究.公路.2007,01:26～30
[30] 王 树 森 . 级 配 碎 石 基 层 材 料 组 成 设 计 与 工 艺 控 制 的 研 究 . 公路.2000,2:17～19.
[31]孙耀东.碎石基层级配混合料组成设计的研究.哈尔滨工业大学工学硕士学位论文.2001.
[32]江涛.超重交通骨架密实结构沥青混合料研究. 长安大学硕士论文.2004,6.
[33]马森林等. 土石混合料室内振动压实试验研究.东北公路.2000,3.
[34]王林,张西斌,房建国.嵌挤密级配沥青混合料抗滑磨耗层的设计方法.华东公路,2001.2:59-63
[35]林有贵,罗竞.级配碎石基层的回弹模量及沥青路面设计弯沉的研究.中南公路工程.2001,12.
[36]王龙,刘东亮.沥青碎石与级配碎石过渡层在防止半刚性基层反射裂缝的对比分析.东北公路.2002,4.
[37]李长江,王哲人.柔性基层与半刚性基层优化组合的关键技术.公路.2004.8:64～69.
[38]李长江等.级配碎石柔性基层设计参数的研究.公路.2004.7:153～157.