Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material
This paper aims to report the permanent deformation behavior of the Crushed Rock base (CRB) layer under traffic loads using repeated load triaxial (RLT) tests simulating various conditions of basecourse, in order to determine the limit use and dynamic response of CRB. The main deterioration of flexi...
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| Other Authors: | |
| Format: | Conference Paper |
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International Society of Asphalt Pavements (ISAP)
2010
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| Online Access: | http://hdl.handle.net/20.500.11937/36164 |
| _version_ | 1848754693701894144 |
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| author | Siripun, Komsun Jitsangiam, Peerapong Nikraz, Hamid |
| author2 | Not listed |
| author_facet | Not listed Siripun, Komsun Jitsangiam, Peerapong Nikraz, Hamid |
| author_sort | Siripun, Komsun |
| building | Curtin Institutional Repository |
| collection | Online Access |
| description | This paper aims to report the permanent deformation behavior of the Crushed Rock base (CRB) layer under traffic loads using repeated load triaxial (RLT) tests simulating various conditions of basecourse, in order to determine the limit use and dynamic response of CRB. The main deterioration of flexible road surface is rutting because of insufficient material strength. As is well known, current pavement design does not consider permanent deformation of basecourse material, it only requires the index properties and bearing capacity of it. Although an adequate bearing capacity material was placed in the pavement structure, several roads were still damaged. For pavement design criteria, it is not enough to consider only the permanent deformation at the top of the subgrade layer but also the plastic strains taking place in base, subbase and even the asphalt layer which contribute to the overall rutting appearing in the thin asphalt surface. Currently, the plastic deformation characteristics of CRB as a base material is not yet clearly understood.It results from an accumulation of the plastic strain of each cyclic loading cycle up to failure. In this study, the shakedown concept was therefore utilized to describe the permanent deformation characteristic of CRB. The plastic shakedown limit is used to predict the failure criteria at a certain level of the accumulated plastic deformation in the unbound granular material (UGMs) layer. However, the permanent deformation characteristic of UGMs is also dependent on the applied stress levels. The outcome in this study is that the limits of a working stress level and the plastic shakedown limit of CRB were defined. |
| first_indexed | 2025-11-14T08:44:28Z |
| format | Conference Paper |
| id | curtin-20.500.11937-36164 |
| institution | Curtin University Malaysia |
| institution_category | Local University |
| last_indexed | 2025-11-14T08:44:28Z |
| publishDate | 2010 |
| publisher | International Society of Asphalt Pavements (ISAP) |
| recordtype | eprints |
| repository_type | Digital Repository |
| spelling | curtin-20.500.11937-361642017-01-30T13:54:06Z Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material Siripun, Komsun Jitsangiam, Peerapong Nikraz, Hamid Not listed unbound granular material (UGM) permanent deformation repeated load - triaxial (RLT) Crushed Rock Base This paper aims to report the permanent deformation behavior of the Crushed Rock base (CRB) layer under traffic loads using repeated load triaxial (RLT) tests simulating various conditions of basecourse, in order to determine the limit use and dynamic response of CRB. The main deterioration of flexible road surface is rutting because of insufficient material strength. As is well known, current pavement design does not consider permanent deformation of basecourse material, it only requires the index properties and bearing capacity of it. Although an adequate bearing capacity material was placed in the pavement structure, several roads were still damaged. For pavement design criteria, it is not enough to consider only the permanent deformation at the top of the subgrade layer but also the plastic strains taking place in base, subbase and even the asphalt layer which contribute to the overall rutting appearing in the thin asphalt surface. Currently, the plastic deformation characteristics of CRB as a base material is not yet clearly understood.It results from an accumulation of the plastic strain of each cyclic loading cycle up to failure. In this study, the shakedown concept was therefore utilized to describe the permanent deformation characteristic of CRB. The plastic shakedown limit is used to predict the failure criteria at a certain level of the accumulated plastic deformation in the unbound granular material (UGMs) layer. However, the permanent deformation characteristic of UGMs is also dependent on the applied stress levels. The outcome in this study is that the limits of a working stress level and the plastic shakedown limit of CRB were defined. 2010 Conference Paper http://hdl.handle.net/20.500.11937/36164 International Society of Asphalt Pavements (ISAP) restricted |
| spellingShingle | unbound granular material (UGM) permanent deformation repeated load - triaxial (RLT) Crushed Rock Base Siripun, Komsun Jitsangiam, Peerapong Nikraz, Hamid Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material |
| title | Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material |
| title_full | Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material |
| title_fullStr | Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material |
| title_full_unstemmed | Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material |
| title_short | Permanent Deformation Behavior of Crushed Rock Base (CRB) as Highway Base Course Material |
| title_sort | permanent deformation behavior of crushed rock base (crb) as highway base course material |
| topic | unbound granular material (UGM) permanent deformation repeated load - triaxial (RLT) Crushed Rock Base |
| url | http://hdl.handle.net/20.500.11937/36164 |