Asphalt Pavement Performance under Complex Service Conditions

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Leilei Chen
Southeast University
Nicholas Thom
University of Nottingham
Linglin Li
Hefei University of Technology
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research results show that the 1# gradation of asphalt mixture has the highest comprehensive road performance evaluation value, and the combination of the fuzzy hierarchical analysis process and comprehensive evaluation method can more objectively and comprehensively evaluate the comprehensive road performance of asphalt mixture, and provide useful reference for the optimal selection of asphalt mixture mineral gradation.","htmlAbstract":"\u003cp\u003eThe aggregate gradation of asphalt mixture is one of the most important factors affecting the service life of asphalt pavement. In order to study the gradation of asphalt mixture with the best comprehensive performance, this study puts forward a new method of mineral aggregate gradation optimization based on the fuzzy analytic hierarchy process and comprehensive evaluation method, aiming at the multi-level and multi-index evaluation of the road performance of asphalt mixture. First, the orthogonal test design method is applied to design nine target gradations with coarse aggregate (\u0026gt;4.75 mm) and fine aggregate (\u0026lt;4.75 mm) of AC-20 (asphalt concrete) mixture serving as two factors and the upper, middle, and lower positions of the gradation curve as three levels, and then the road performance test research is carried out. Second, a comprehensive model for evaluation of road performance of mineral aggregate gradation is established. A fuzzy complementary judgment matrix is constructed, and the index weights of each level and the hierarchical total ranking weight are calculated. Then, the membership function is introduced into the comprehensive evaluation model for the road performance of mineral aggregate gradation, and the membership values of each index of asphalt mixture road performance are obtained. Finally, the fuzzy comprehensive evaluation method is used to find out the comprehensive evaluation value of the road performance of the nine graded asphalt mixtures, and the mineral aggregate gradation is optimized. The research results show that the 1# gradation of the asphalt mixture has the highest comprehensive road performance evaluation value, and the combination of the fuzzy hierarchical analysis process and comprehensive evaluation method can more objectively and comprehensively evaluate the comprehensive road performance of the asphalt mixture and provide a useful reference for the optimal selection of asphalt mixture mineral gradation.\u003c/p\u003e","authors":[{"fullName":"Fu Zhu","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2724982/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2724982/overview","affiliation":{"name":"School of Transportation Science and Engineering","address":null},"affiliations":[{"name":"School of Transportation Science and Engineering","address":null}],"nessieId":null},{"fullName":"Shengyu Zhang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Transportation Science and Engineering","address":null},"affiliations":[{"name":"School of Transportation Science and Engineering","address":null}],"nessieId":null},{"fullName":"Wenyi Chen","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Transportation Science and Engineering","address":null},"affiliations":[{"name":"School of Transportation Science and Engineering","address":null}],"nessieId":null},{"fullName":"Hua Rong","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Transportation Science and Engineering","address":null},"affiliations":[{"name":"School of Transportation Science and Engineering","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2024-09-12","recentDate":"2024-09-27"},"doi":"10.3389/fmats.2024.1423835","frontiersExtra":{"articleType":"Original Research","impact":{"citations":3,"crossrefCitations":0,"downloads":243,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":1263},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1423835,"images":[{"height":112,"url":"https://www.frontiersin.org/files/myhome article library/1423835/1423835_Thumb_400.jpg","width":400,"caption":null},{"height":575,"url":"https://www.frontiersin.org/files/Articles/1423835/fmats-11-1423835-HTML/image_m/fmats-11-1423835-g001.jpg","width":754,"caption":"Flowchart of the fuzzy analytic hierarchy process and comprehensive evaluation method."},{"height":508,"url":"https://www.frontiersin.org/files/Articles/1423835/fmats-11-1423835-HTML/image_m/fmats-11-1423835-g002.jpg","width":1024,"caption":"Comprehensive evaluation model of aggregate gradation road performance."},{"height":1252,"url":"https://www.frontiersin.org/files/Articles/1423835/fmats-11-1423835-HTML/image_m/fmats-11-1423835-g003.jpg","width":498,"caption":"Influence of gradation curve position on high-temperature stability. (A) Dynamic stability. (B) Marshall stability. (C) Voids filled with asphalt."},{"height":1267,"url":"https://www.frontiersin.org/files/Articles/1423835/fmats-11-1423835-HTML/image_m/fmats-11-1423835-g004.jpg","width":498,"caption":"Influence of gradation curve position on water stability. (A) Void ratio. (B) Immersion Marshall stability. (C) Freeze–thaw splitting tensile strength ratio."},{"height":409,"url":"https://www.frontiersin.org/files/Articles/1423835/fmats-11-1423835-HTML/image_m/fmats-11-1423835-g005.jpg","width":484,"caption":"Fuzzy comprehensive evaluation value."}],"journal":{"guid":608,"name":"Frontiers in Materials","link":null,"nessieId":null,"palette":null,"publisher":"Frontiers Media","images":null,"isOnline":null,"isDeleted":null,"isDisabled":null,"issn":null},"link":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1423835","pubDate":"2024-09-27","score":4.4148132152883,"title":"Gradation optimization of AC-20 asphalt mixture based on the fuzzy analytic hierarchy process and comprehensive evaluation method","topics":["Fuzzy comprehensive evaluation method","Orthogonal design","Gradation optimization","Fuzzy hierarchical analysis process","AC-20 asphalt mixture"],"pdfUrl":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1423835/pdf"},{"__typename":"Feed_Article","_id":"68fb1c41daecb1dc6fe11d2a","abstract":"Waste slurry is a major component of construction waste, and its resource utilization can effectively reduce its environmental impact. The effect of polyacrylamide (PAM) content and moisture content on the strength characteristics of PAM modified cement stabilized construction waste slurry (PCMS) was studied using unconfined compressive strength (UCS) and triaxial tests.It can be concluded that, 1) The UCS of PCMS increases with the increase of curing age and significantly decreases with the increase of moisture content. As the content of PAM increases, it first increases and then decreases, with UCS reaching its maximum at a PAM content of 0.5%. 2) When the moisture content is 50%, PAM can increase the elastic modulus of PCMS. When the content of PAM is 0.5%, the elastic modulus reaches its maximum value. When the moisture content is 80% and 100%, the effect of PAM on the elastic modulus of PCMS is not significant. 3)The addition of PAM can improve the shear strength of PCMS. Under the same confining pressure, the shear strength of PCMS increases first and then decreases with the increase of PAM content, and the optimal content is 0.5%. 4) The variation pattern of PCMS cohesion is basically consistent with the shear strength. PAM improves the shear strength of PCMS by enhancing its cohesion. The addition of PAM has a relatively small impact on the internal friction angle of PCMS. These findings provide valuable insights for research into modification technology and the resource utilization of construction waste slurry.","htmlAbstract":"\u003cp\u003eWaste slurry is a major component of construction waste, and its resource utilization can effectively reduce its environmental impact. The effect of polyacrylamide (PAM) content and moisture content on the strength characteristics of PAM modified cement stabilized construction waste slurry (PCMS) was studied using unconfined compressive strength (UCS) and triaxial tests. It can be concluded that, 1) The UCS of PCMS increases with the increase of curing age and significantly decreases with the increase of moisture content. As the content of PAM increases, it first increases and then decreases, with UCS reaching its maximum at a PAM content of 0.5%. 2) When the moisture content is 50%, PAM can increase the elastic modulus of PCMS. When the content of PAM is 0.5%, the elastic modulus reaches its maximum value. When the moisture content is 80% and 100%, the effect of PAM on the elastic modulus of PCMS is not significant. 3) The addition of PAM can improve the shear strength of PCMS. Under the same confining pressure, the shear strength of PCMS increases first and then decreases with the increase of PAM content, and the optimal content is 0.5%. 4) The variation pattern of PCMS cohesion is basically consistent with the shear strength. PAM improves the shear strength of PCMS by enhancing its cohesion. The addition of PAM has a relatively small impact on the internal friction angle of PCMS. These findings provide valuable insights for research into modification technology and the resource utilization of construction waste slurry.\u003c/p\u003e","authors":[{"fullName":"Feng Guo","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2808325/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2808325/overview","affiliation":{"name":"Luoyang Institute of Science and Technology","address":null},"affiliations":[{"name":"Luoyang Institute of Science and Technology","address":null}],"nessieId":null},{"fullName":"Jiabin Hu","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Civil Engineering","address":null},"affiliations":[{"name":"School of Civil Engineering","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2024-09-12","recentDate":"2024-09-25"},"doi":"10.3389/fmats.2024.1475277","frontiersExtra":{"articleType":"Original Research","impact":{"citations":0,"crossrefCitations":0,"downloads":541,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":1372},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1475277,"images":[{"height":400,"url":"https://www.frontiersin.org/files/myhome article library/1475277/1475277_Thumb_400.jpg","width":302,"caption":null},{"height":408,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g001.jpg","width":408,"caption":"Slurry."},{"height":408,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g002.jpg","width":408,"caption":"Dehydrated slurry."},{"height":408,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g003.jpg","width":408,"caption":"Cement."},{"height":408,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g004.jpg","width":408,"caption":"PAM."},{"height":1089,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g005.jpg","width":754,"caption":"Sample preparation procedures: (A) Assembled mold; (B) Mixer; (C) Sample trimming; (D) Sample binding; (E) Sample curing; (F) Samples."},{"height":1270,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g006.jpg","width":941,"caption":"Unconfined compressive stress-strain curves of PCMS: (A) 50% moisture content and 7d curing age; (B) 50% moisture content and 28d curing age. (C) 80% moisture content and 7d curing age; (D) 80% moisture content and 28d curing age. (E) 100% moisture content and 7d curing age; (F) 100% moisture content and 28d curing age."},{"height":318,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g007.jpg","width":754,"caption":"UCS of PCMS at 7d and 28d curing age."},{"height":318,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g008.jpg","width":754,"caption":"Elastic modulus of PCMS at 7d and 28d curing age."},{"height":1286,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g009.jpg","width":941,"caption":"Deviatoric stress-strain curve of PCMS: (A) 50% moisture content and 7d curing age with 0% PAM content; (B) 50% moisture content and 7d curing age with 0.2% PAM content. (C) 50% moisture content and 7d curing age with 0.5% PAM content. (D) 50% moisture content and 7d curing age with 0.8% PAM content. (E) 80% moisture content and 7d curing age with 0% PAM content; (F) 80% moisture content and 7d curing age with 0.2% PAM content."},{"height":1288,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g010.jpg","width":941,"caption":"Relationship between the content of PAM and PCMS Shear strength: (A) 50% moisture content and 7d curing age; (B) 50% moisture content and 28d curing age. (C) 80% moisture content and 7d curing age; (D) 80% moisture content and 28d curing age. (E) 100% moisture content and 7d curing age; (F) 100% moisture content and 28d curing age."},{"height":1250,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g011.jpg","width":941,"caption":"Shear strength envelope of PCMS: (A) 50% moisture content and 7d curing age with 0% PAM content; (B) 50% moisture content and 7d curing age with 0.2% PAM content. (C) 50% moisture content and 7d curing age with 0.5% PAM content. (D) 50% moisture content and 7d curing age with 0.8% PAM content. (E) 80% moisture content and 7d curing age with 0% PAM content; (F) 80% moisture content and 7d curing age with 0.2% PAM content."},{"height":331,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g012.jpg","width":754,"caption":"Cohesion of PCMS."},{"height":330,"url":"https://www.frontiersin.org/files/Articles/1475277/fmats-11-1475277-HTML/image_m/fmats-11-1475277-g013.jpg","width":754,"caption":"Internal friction angle of PCMS."}],"journal":{"guid":608,"name":"Frontiers in Materials","link":null,"nessieId":null,"palette":null,"publisher":"Frontiers Media","images":null,"isOnline":null,"isDeleted":null,"isDisabled":null,"issn":null},"link":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1475277","pubDate":"2024-09-25","score":2.539451522349412,"title":"Strength characteristics of cement stabilized construction waste slurry modified by polyacrylamide with different moisture contents","topics":["Shear Strength","polyacrylamide","Moisture content","Unconfined compressive strength","Construction waste slurry"],"pdfUrl":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1475277/pdf"},{"__typename":"Feed_Article","_id":"68fb1c41daecb1dc6fe11d28","abstract":"Abstract：The arch expansion damage of asphalt pavement is a typical disease in desert Gobi and saline-alkali areas, and the reasons for arch expansion are very complex. Exploring the impact of salt solution on the mechanical and drying shrinkage performances of cement-stabilized macadam helps to clarify the causes of the arch expansion damage. To this purpose, this paper designed a salt solution infiltration experiment, using salt solution infiltration to simulate the transmission and accumulation of salts in cement-stabilized macadam, and carried out the compressive and flexural tests of cement-stabilized mortar and cement-stabilized macadam, and measured the drying shrinkage performance of cement-stabilized mortar and macadam. The results show that the type of salt solution has a significant influence on the weight of the cement-stabilized mortar samples, sulfates will cause the samples to lose weight, while chlorides and mixed solutions cause the increase in weight. Chlorides and sulfates lead to the decrease in the strengths of cement-stabilized mortar and macadam. The salt crystallization will lead to the decline of the drying shrinkage strains of cement-stabilized mortar and macadam, which has a positive action for reducing the drying shrinkage deformation. However, under the combined action of chlorides and sulfates, cement-stabilized macadam expands with the moisture loss. This may be one of the important causes of the arch expansion of asphalt pavement in the Gobi area and saline-alkali area.","htmlAbstract":"\u003cp\u003eThe arch expansion damage of asphalt pavement is a typical disease in desert Gobi and saline-alkali areas, and the reasons for arch expansion are very complex. Exploring the impact of salt solution on the mechanical and drying shrinkage performances of cement-stabilized macadam helps to clarify the causes of the arch expansion damage. To this purpose, this paper designed a salt solution infiltration experiment, using salt solution infiltration to simulate the transmission and accumulation of salts in cement-stabilized macadam, and carried out the compressive and flexural tests of cement-stabilized mortar and cement-stabilized macadam, and measured the drying shrinkage performance of cement-stabilized mortar and macadam. The results show that the type of salt solution has a significant influence on the weight of the cement-stabilized mortar samples, sulfates will cause the samples to lose weight, while chlorides and mixed solutions cause the increase in weight. Chlorides and sulfates lead to the decrease in the strengths of cement-stabilized mortar and macadam. The salt crystallization will lead to the decline of the drying shrinkage strains of cement-stabilized mortar and macadam, which has a positive action for reducing the drying shrinkage deformation. However, under the combined action of chlorides and sulfates, cement-stabilized macadam expands with the moisture loss. This may be one of the important causes of the arch expansion of asphalt pavement in the Gobi area and saline-alkali area.\u003c/p\u003e","authors":[{"fullName":"Chengbin Wang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Linxia Highway Development Center of Gansu Province","address":null},"affiliations":[{"name":"Linxia Highway Development Center of Gansu Province","address":null}],"nessieId":null},{"fullName":"Yadi Chen","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Kanglin Expressway Toll Station of Gansu Province","address":null},"affiliations":[{"name":"Kanglin Expressway Toll Station of Gansu Province","address":null}],"nessieId":null},{"fullName":"Baoping An","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Gansu Province Transportation Planning Survey \u0026 Design Institute Co., Ltd.","address":null},"affiliations":[{"name":"Gansu Province Transportation Planning Survey \u0026 Design Institute Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Qinglin Guo","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2774387/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2774387/overview","affiliation":{"name":"School of Civil Engineering","address":null},"affiliations":[{"name":"School of Civil Engineering","address":null}],"nessieId":null},{"fullName":"Yibo Wang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Civil Engineering","address":null},"affiliations":[{"name":"School of Civil Engineering","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2024-07-22","recentDate":"2024-08-14"},"doi":"10.3389/fmats.2024.1453768","frontiersExtra":{"articleType":"Original Research","impact":{"citations":3,"crossrefCitations":0,"downloads":538,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":1589},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1453768,"images":[{"height":306,"url":"https://www.frontiersin.org/files/myhome article library/1453768/1453768_Thumb_400.jpg","width":400,"caption":null},{"height":346,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g001.jpg","width":457,"caption":"Gradations of cement stabilized mortar and macadam."},{"height":407,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g002.jpg","width":457,"caption":"Salt erosion infiltration process."},{"height":146,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g003.jpg","width":498,"caption":"Schematic diagram of sampling positions."},{"height":335,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g004.jpg","width":1024,"caption":"Preparation of test solution."},{"height":486,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g005.jpg","width":699,"caption":"Chloride ion titration test procedure."},{"height":364,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g006.jpg","width":477,"caption":"Dry density of compaction test."},{"height":751,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g007.jpg","width":754,"caption":"Strength decay mechanism of cement stabilized mortar."},{"height":376,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g008.jpg","width":484,"caption":"Weight changing of cement-stabilized macadam."},{"height":385,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g009.jpg","width":484,"caption":"Compressive strength of cement-stabilized macadam."},{"height":378,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g010.jpg","width":484,"caption":"Shrinkage strain of cement-stabilized mortar."},{"height":354,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g011.jpg","width":484,"caption":"Shrinkage strain and moisture loss of cement-stabilized macadam."},{"height":385,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g012.jpg","width":498,"caption":"Shrinkage strain vs. moisture loss."},{"height":400,"url":"https://www.frontiersin.org/files/Articles/1453768/fmats-11-1453768-HTML/image_m/fmats-11-1453768-g013.jpg","width":1024,"caption":"Correlation between the strength and ion content. (A) strength VS SO42-; (B) strength VS Cl-."}],"journal":{"guid":608,"name":"Frontiers in Materials","link":null,"nessieId":null,"palette":null,"publisher":"Frontiers Media","images":null,"isOnline":null,"isDeleted":null,"isDisabled":null,"issn":null},"link":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1453768","pubDate":"2024-08-14","score":4.780868063053368,"title":"Impact of salt erosion on mechanical and drying shrinkage performance of cement stabilized macadam","topics":["mechanical property","Drying shrinkage","Cement-stabilized macadam","Arch expansion","Salt erosion"],"pdfUrl":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1453768/pdf"},{"__typename":"Feed_Article","_id":"68fb1c41daecb1dc6fe11d2c","abstract":"Oxidative aging of asphalt binders seriously affects the durability of asphalt pavements and causes early damage. Hence, the appropriate indices could track asphalt binders aging extent are of great importance to the material selection, design, and maintenance of asphalt pavement. This paper aims to select the applicable rheological and chemical indices to characterize oxidative aging degrees of polymer-modified asphalt binders. Styrene-butadiene-styrene (SBS) modified asphalt and two kinds of SBS/crumb rubber compound modified asphalt were subjected to Rolling Thin Film Oven (RTFO) test and 20, 40, 60 hours Pressure Aging Vessel (PAV) test. Various rheological experiments at a different temperature range were applied to obtain rheological indices including complex shear modulus (|G*|), G-R parameter, and J' (derivative of creep compliance). A range of chemical indices was determined by the Fourier Transform Infrared Spectroscopy (FTIR) test. The results indicate that the carbonyl index is strongly correlated with PAV aging time. |G*| at 52°C and J' values at -18°C are the two most promising rheological indices to track asphalt binder's oxidative aging and well relate to the chemical changes induced by PAV aging. Besides, G-R parameter is problematic in some instances when used as the rheological index because its values accuracy depends on the fitting precision of master curves.","htmlAbstract":"\u003cp\u003eOxidative aging of asphalt binders seriously affects the durability of asphalt pavements and causes early damage. Hence, appropriate indices that could track the extent of asphalt binder aging are of great importance to the material selection, design, and maintenance of asphalt pavement. This paper aims to select the applicable rheological and chemical indices to characterize oxidative aging degrees of polymer-modified asphalt binders. Styrene–butadiene–styrene (SBS)-modified asphalt and two kinds of SBS/crumb rubber compound-modified asphalt were subjected to a rolling thin-film oven (RTFO) test and 20 h, 40 h, and 60 h pressure aging vessel (PAV) tests. Various rheological experiments at different temperature ranges were applied to obtain rheological indices, including complex shear modulus (|G*|), G–R parameter, and \u003cem\u003eJ\u003c/em\u003e′ (derivative of creep compliance). A range of chemical indices were determined by Fourier transform infrared spectroscopy (FTIR). The results indicate that the carbonyl index is strongly correlated with PAV aging time. |G*| at 52°C and \u003cem\u003eJ\u003c/em\u003e′ values at −18°C are the two most promising rheological indices to track the oxidative aging of asphalt binders and relate well to the chemical changes induced by PAV aging. In addition, the G–R parameter is problematic in some instances when used as the rheological index because its accuracy depends on the precise fitting of master curves.\u003c/p\u003e","authors":[{"fullName":"Suhua Chen","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Transportation","address":null},"affiliations":[{"name":"School of Transportation","address":null}],"nessieId":null},{"fullName":"Shangzhi Zhuo","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2591550/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2591550/overview","affiliation":{"name":"School of Transportation","address":null},"affiliations":[{"name":"School of Transportation","address":null}],"nessieId":null},{"fullName":"Gang Xu","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Transportation","address":null},"affiliations":[{"name":"School of Transportation","address":null}],"nessieId":null},{"fullName":"Xianhua Chen","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Transportation","address":null},"affiliations":[{"name":"School of Transportation","address":null}],"nessieId":null},{"fullName":"Lin Yu","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Jiangsu Zhonghong Environmental Protection Technology Co., Ltd.","address":null},"affiliations":[{"name":"Jiangsu Zhonghong Environmental Protection Technology Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Qi Xu","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Jiangsu Zhonghong Environmental Protection Technology Co., Ltd.","address":null},"affiliations":[{"name":"Jiangsu Zhonghong Environmental Protection Technology Co., Ltd.","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2024-01-30","recentDate":"2024-03-13"},"doi":"10.3389/fmats.2024.1346754","frontiersExtra":{"articleType":"Original Research","impact":{"citations":4,"crossrefCitations":0,"downloads":653,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":3734},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1346754,"images":[{"height":353,"url":"https://www.frontiersin.org/files/myhome article library/1346754/1346754_Thumb_400.jpg","width":400,"caption":null},{"height":416,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g001.jpg","width":1065,"caption":"Technical flowchart."},{"height":1000,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g002.jpg","width":989,"caption":"(A) |G*| of the SBS-modified asphalt binder; (B) G–R parameter; (C) J′ of the SBS-modified asphalt binder at −18°C; (D) FTIR spectra of the SBS-modified asphalt binder; (E) chemical indices in the fingerprint region."},{"height":1047,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g003.jpg","width":927,"caption":"Changing curves of |G*| versus aging time: (A) 52°C, (B) 58°C, (C) 64°C, (D) 70°C, and (E) 76°C."},{"height":364,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g004.jpg","width":498,"caption":"Changing curves of G–R values versus aging time."},{"height":802,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g005.jpg","width":913,"caption":"Changing curves of J′ versus aging time: (A) −12°C, (B) −18°C, (C) −24°C, and (D) −30°C."},{"height":358,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g006.jpg","width":865,"caption":"Changing curves of chemical indices versus aging time: (A) ICA and (B) IPB/PS."},{"height":731,"url":"https://www.frontiersin.org/files/Articles/1346754/fmats-11-1346754-HTML/image_m/fmats-11-1346754-g007.jpg","width":830,"caption":"Correlations between rheological and chemical indices: (A) |G*| versus ICA; (B) G–R versus ICA; (C) J′ versus ICA."}],"journal":{"guid":608,"name":"Frontiers in Materials","link":null,"nessieId":null,"palette":null,"publisher":"Frontiers Media","images":null,"isOnline":null,"isDeleted":null,"isDisabled":null,"issn":null},"link":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1346754","pubDate":"2024-03-13","score":8.18829626430584,"title":"Rheological and chemical indices to characterize long-term oxidative aging of SBS/rubber composite-modified asphalt binders","topics":["FTIR","Rheological properties","Long-term oxidative aging","SBS/rubber composite-modified asphalt binder","G–R parameter"],"pdfUrl":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1346754/pdf"},{"__typename":"Feed_Article","_id":"68fb1c41daecb1dc6fe11d24","abstract":"Xinjiang's representative asphalt binders, such as Karamay and Tahe asphalt, lack sufficient research on warm-mix additive modification effects. Given their unique microstructure and molecular composition differences, comprehensive investigations are essential for a nuanced understanding of these binders. This study added Sasobit and Evotherm warm mix additives to Karamay 90# asphalt and Tahe 90# asphalt, respectively. The evaluation of diverse warm mix additives' impact on diverse asphalt binders involved viscosity, softening point, penetration tests, Fourier transform infrared (FTIR) and analysis of saturate, aromatic, resin, and asphaltene (SARA) fractions. Additionally, molecular models of asphalt were constructed using Materials Studio software, based on the SARA test data. Molecular models of Sasobit and Evotherm were also developed, representing organic wax and a cationic quaternary ammonium surfactant, respectively. Conducting molecular dynamics simulations of warm mix additives and two asphalt molecules yielded valuable insights into solubility parameters and the radial distribution function (RDF). This approach enabled a thorough and comparative exploration of the modification mechanisms employed by various warm mix additives on different asphalt types at a molecular scale. The results indicate that, Evotherm excelled in enhancing high-temperature asphalt performance, while Sasobit surpassed it in low-temperature. The viscosity reduction by Sasobit proved more effective for K90, while for T90 asphalt, the trend was reversed with Evotherm exhibiting superior performance. The solubility parameter in MD simulations consistently correlates with asphalt viscosity results. Sasobit showed enhanced compatibility with K90 asphalt, while T90 asphalt demonstrated greater suitability for modification with Evotherm.","htmlAbstract":"\u003cp\u003eXinjiang\u0026#x2019;s representative asphalt binders, such as Karamay and Tahe asphalt, lack sufficient research on warm-mix additive modification effects. Given their unique microstructure and molecular composition differences, comprehensive investigations are essential for a nuanced understanding of these binders. This study added Sasobit and Evotherm warm mix additives to Karamay 90# asphalt and Tahe 90# asphalt, respectively. The evaluation of diverse warm mix additives\u0026#x2019; impact on diverse asphalt binders involved viscosity, softening point, penetration tests, Fourier transform infrared (FTIR) and analysis of saturate, aromatic, resin, and asphaltene (SARA) fractions. Additionally, molecular models of asphalt were constructed using Materials Studio software, based on the SARA test data. Molecular models of Sasobit and Evotherm were also developed, representing organic wax and a cationic quaternary ammonium surfactant, respectively. Conducting molecular dynamics simulations of warm mix additives and two asphalt molecules yielded valuable insights into solubility parameters and the radial distribution function (RDF). This approach enabled a thorough and comparative exploration of the modification mechanisms employed by various warm mix additives on different asphalt types at a molecular scale. The results indicate that, Evotherm excelled in enhancing high-temperature asphalt performance, while Sasobit surpassed it in low-temperature. The viscosity reduction by Sasobit proved more effective for K90, while for T90 asphalt, the trend was reversed with Evotherm exhibiting superior performance. The solubility parameter in MD simulations consistently correlates with asphalt viscosity results. Sasobit showed enhanced compatibility with K90 asphalt, while T90 asphalt demonstrated greater suitability for modification with Evotherm.\u003c/p\u003e","authors":[{"fullName":"Bangyan Hu","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2615706/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2615706/overview","affiliation":{"name":"College of Civil Engineering and Architecture","address":null},"affiliations":[{"name":"College of Civil Engineering and Architecture","address":null},{"name":"Xinjiang Key Laboratory of Green Construction and Smart Traffic Control of Transportation Infrastructure","address":null}],"nessieId":null},{"fullName":"Xianchen Ai","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Xinjiang Key Laboratory of Green Construction and Smart Traffic Control of Transportation Infrastructure","address":null},"affiliations":[{"name":"Xinjiang Key Laboratory of Green Construction and Smart Traffic Control of Transportation Infrastructure","address":null},{"name":"School of Traffic and Transportation Engineering","address":null}],"nessieId":null},{"fullName":"Juan Feng","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"College of Civil Engineering and Architecture","address":null},"affiliations":[{"name":"College of Civil Engineering and Architecture","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2024-01-25","recentDate":"2024-02-14"},"doi":"10.3389/fmats.2024.1363474","frontiersExtra":{"articleType":"Original Research","impact":{"citations":4,"crossrefCitations":0,"downloads":707,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":2565},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1363474,"images":[{"height":366,"url":"https://www.frontiersin.org/files/myhome article library/1363474/1363474_Thumb_400.jpg","width":400,"caption":null},{"height":278,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g001.jpg","width":484,"caption":"Asphalt warm mix additives."},{"height":436,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g002.jpg","width":692,"caption":"Corbett separation scheme."},{"height":565,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g003.jpg","width":699,"caption":"Asphalt molecules consist of these four components: (A) asphaltene, (B) resin, (C) saturates and (D) aromatics."},{"height":224,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g004.jpg","width":726,"caption":"Molecular models of WMA additives: (A) Sasobit molecule and (B) Evotherm molecule."},{"height":339,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g005.jpg","width":408,"caption":"K90 asphalt molecular model."},{"height":326,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g006.jpg","width":858,"caption":"Density and energy curves of NPT equilibration process."},{"height":458,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g007.jpg","width":969,"caption":"Softening point and ductility of WMA: (A) Softening point and (B) Ductility."},{"height":805,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g008.jpg","width":858,"caption":"Variation curve of viscosity of base asphalt and WMA: (A) K-SW, (B) K-EW, (C) T-SW and (D) T-EW."},{"height":830,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g009.jpg","width":858,"caption":"Viscosity temperature index relationship between base asphalt and WMA: (A) K-SW, (B) K-EW, (C) T-SW and (D) T-EW."},{"height":442,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g010.jpg","width":484,"caption":"Viscosity-temperature index of base asphalt and WMA."},{"height":769,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g011.jpg","width":969,"caption":"SARA fractions of base asphalt and WMA: (A) K-SW, (B) K-EW, (C) T-SW and (D) T-EW."},{"height":810,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g012.jpg","width":913,"caption":"FTIR spectra of base asphalt and WMA: (A) K-SW, (B) K-EW, (C) T-SW and (D) T-EW."},{"height":369,"url":"https://www.frontiersin.org/files/Articles/1363474/fmats-11-1363474-HTML/image_m/fmats-11-1363474-g013.jpg","width":886,"caption":"RDF of base asphalt and WMA: (A) asphaltene-asphaltene and (B) asphaltene-warm mixing additive."}],"journal":{"guid":608,"name":"Frontiers in Materials","link":null,"nessieId":null,"palette":null,"publisher":"Frontiers Media","images":null,"isOnline":null,"isDeleted":null,"isDisabled":null,"issn":null},"link":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1363474","pubDate":"2024-02-14","score":6.875664003455029,"title":"Comparative study of typical asphalt binders in Xinjiang region modified with warm mix additives","topics":["Molecular Dynamics Simulation","Sara","FTIR","Warm mix asphalt","Xinjiang Asphalt Binders"],"pdfUrl":"https://www.frontiersin.org/articles/10.3389/fmats.2024.1363474/pdf"},{"__typename":"Feed_Article","_id":"68fb1c41daecb1dc6fe11d25","abstract":"Rutting is one of the common distresses observed in asphalt pavement, influenced by temperature and load conditions. To clarify the permanent deformation behavior of steel-concrete composite beam (SCCB) bridge deck pavement under temperature-load coupling effect and provide references for the distress cause analysis, five typical SCCB bridge deck pavements were selected. The temperature distribution and the temperature stress of the pavement structures were analyzed under periodic temperature variations. In addition, considering the daily variation in traffic volume, the permanent deformation of the five pavement structures were calculated under temperature-load coupling effect. Finally, the influence of heavy load on the development of rutting distress was also investigated. The results show that the temperature field and temperature stresses within the SCCB bridge deck pavement exhibit periodic variations under periodic temperature variations. Additionally, after 500,000 times of standard axle load application, “EA+SMA” exhibits the smallest permanent deformation and the best resistance to rutting distress under temperature-load coupling effect. Finally, heavy load conditions have a great influence on the permanent deformation of SCCB bridge deck pavement.","htmlAbstract":"\u003cp\u003eRutting is one of the common distresses observed in asphalt pavement, influenced by temperature and load conditions. To clarify the permanent deformation behavior of steel-concrete composite beam (SCCB) bridge deck pavement under temperature-load coupling effect and provide references for the distress cause analysis, five typical SCCB bridge deck pavements were selected. The temperature distribution and the temperature stress of the pavement structures were analyzed by numerical simulation under periodic temperature variations. In addition, considering the daily variation in traffic volume, the permanent deformation of the five pavement structures were calculated under temperature-load coupling effect. Finally, the influence of heavy load on the development of rutting distress was also investigated. The results show that the temperature field and temperature stresses within the SCCB bridge deck pavement exhibit periodic variations under periodic temperature variations. Additionally, after 500,000 times of standard axle load application, \u0026#x201c;EA + SMA\u0026#x201d; exhibits the smallest permanent deformation and the best resistance to rutting distress under temperature-load coupling effect. Finally, heavy load conditions have a great influence on the permanent deformation of SCCB bridge deck pavement. In areas with severe rutting distresses, it is recommended to use \u0026#x201c;EA + SMA\u0026#x201d; pavement structure in SCCB bridge.\u003c/p\u003e","authors":[{"fullName":"Jing Yang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Yunnan Research Institute of Highway Science and Technology","address":null},"affiliations":[{"name":"Yunnan Research Institute of Highway Science and Technology","address":null}],"nessieId":null},{"fullName":"Liming Tan","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2427303/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2427303/overview","affiliation":{"name":"Yunnan Research Institute of Highway Science and Technology","address":null},"affiliations":[{"name":"Yunnan Research Institute of Highway Science and Technology","address":null}],"nessieId":null},{"fullName":"Xiangyu Qi","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Yunnan Research Institute of Highway Science and Technology","address":null},"affiliations":[{"name":"Yunnan Research Institute of Highway Science and Technology","address":null}],"nessieId":null},{"fullName":"Chenchen Zhang","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/2422691/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/2422691/overview","affiliation":{"name":"Anhui Water Conservancy Technical College","address":null},"affiliations":[{"name":"Anhui Water Conservancy Technical College","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2023-09-18","recentDate":"2023-09-28"},"doi":"10.3389/fmats.2023.1284928","frontiersExtra":{"articleType":"Original Research","impact":{"citations":4,"crossrefCitations":0,"downloads":404,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":1890},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1284928,"images":[{"height":42,"url":"https://www.frontiersin.org/files/myhome article library/1284928/1284928_Thumb_400.jpg","width":400,"caption":null},{"height":86,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g001.jpg","width":837,"caption":"The whole bridge model."},{"height":97,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g002.jpg","width":837,"caption":"Vertical bending moment envelope of whole bridge."},{"height":320,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g003.jpg","width":484,"caption":"Variation curve of external temperature in 1 day."},{"height":328,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g004.jpg","width":754,"caption":"Local beam segment model."},{"height":1079,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g005.jpg","width":1072,"caption":"Temperature-time distribution of different pavement structures: (A) double-layer AC, (B) double-layer SMA, (C) AC + SMA, (D) GA + SMA, and (E) EA + SMA."},{"height":434,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g006.jpg","width":726,"caption":"The bending moment of the most unfavorable beam segment."},{"height":1082,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g007.jpg","width":1072,"caption":"Temperature stress-time distribution of different pavement structures: (A) double-layer AC, (B) double-layer SMA, (C) AC + SMA, (D) GA + SMA, and (E) EA + SMA."},{"height":184,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g008.jpg","width":270,"caption":"Diagram of double-wheel rectangular uniform load."},{"height":320,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g009.jpg","width":858,"caption":"Rutting depth detection on the bridge deck pavement."},{"height":370,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g010.jpg","width":464,"caption":"The detecting results of rutting depth on the bridge deck pavement."},{"height":1219,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g011.jpg","width":809,"caption":"Creep strain and permanent deformation at wheel track of different pavement structures: (A) double-layer AC, (B) double-layer SMA, (C) AC + SMA, (D) GA + SMA, and (E) EA + SMA."},{"height":347,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g012.jpg","width":1072,"caption":"Permanent deformation at wheel track versus time of double-layer SMA: (A) heave deformation, and (B) subsidence deformation."},{"height":272,"url":"https://www.frontiersin.org/files/Articles/1284928/fmats-10-1284928-HTML/image_m/fmats-10-1284928-g013.jpg","width":1072,"caption":"Permanent deformation under different ground contact pressure: (A) double-layer SMA, and (B) EA + SMA."}],"journal":{"guid":608,"name":"Frontiers in Materials","link":null,"nessieId":null,"palette":null,"publisher":"Frontiers Media","images":null,"isOnline":null,"isDeleted":null,"isDisabled":null,"issn":null},"link":"https://www.frontiersin.org/articles/10.3389/fmats.2023.1284928","pubDate":"2023-09-28","score":6.117728352407725,"title":"Investigation on permanent deformation in steel-concrete composite beam bridge deck pavement under temperature-load coupling effect","topics":["Permanent deformation","asphalt pavement","Mechanical response","Steel-concrete composite beam bridge","Temperature-load coupling"],"pdfUrl":"https://www.frontiersin.org/articles/10.3389/fmats.2023.1284928/pdf"},{"__typename":"Feed_Article","_id":"68fb1c41daecb1dc6fe11d27","abstract":"The early damage of asphalt pavements generally occurs, due to the increasing traffic flow and the loads of vehicles, coupled with alternating high and low temperatures cycles, freeze-thaw cycles, ultraviolet radiation, and other harsh environments. The distress such as rutting, cracking and other damage, deteriorates the serviceability of asphalt pavements and shortens road service life. Thus, the long-term structural mechanical response of asphalt pavements under the influence of loads and the environment is the crucial data for the road sector, which provides the guidance for road maintenance. Effectively processing the pavement dynamic monitoring data is a prerequisite to obtain the dynamic response of asphalt pavement structures. However, the dynamic monitoring data of pavements are often characterized by transient weak signals with strong noise, making it challenging to extract their essential characteristics. In this study, the wavelet decomposition and reconstruction methods were applied to reduce the noise of pavement dynamic response data. The parameters of the signal-to-noise ratio (SNR) and the root mean square error (RMSE) were introduced to compare and analyze the effect of the decomposition of two different wavelet functions, i.e. the sym wavelet function and the db wavelet function. The results showed that both the sym and db wavelet functions can effectively obtain the average similarity information and detailed information of the dynamic response signals of the pavement, the SNR after the sym wavelet fixed threshold denoising process is relatively higher and the RMSE is smaller compared with that of db wavelet. Thus, wavelet transformation exhibits good localization properties in both the time and frequency domains for processing pavement dynamic monitoring data, making it a suitable approach for handling massive pavement dynamic monitoring data.","htmlAbstract":"\u003cp\u003eEarly damage to asphalt pavements generally occurs due to the increasing traffic flow and the loads of vehicles, coupled with alternating high- and low-temperature cycles, freeze\u0026#x2013;thaw cycles, ultraviolet radiation, and other harsh environments. Several types of distress, such as rutting, cracking, and other damage, deteriorate the serviceability of asphalt pavements and shorten the road service life. Thus, the long-term structural mechanical response of asphalt pavements under the influence of loads and the environment is crucial data for the road sector, which provides guidance about road maintenance. Effectively processing the pavement dynamic monitoring data is a prerequisite to obtain the dynamic response of asphalt pavement structures. However, the dynamic monitoring data of pavements are often characterized by transient weak signals with strong noises, making it challenging to extract their essential characteristics. In this study, wavelet decomposition and reconstruction methods were applied to reduce the noise of pavement dynamic response data. The parameters of the signal-to-noise ratio (SNR) and root mean square error (RMSE) were introduced to compare and analyze the effect of the decomposition of two different wavelet functions: the symlet (sym) wavelet function and the Daubechies (db) wavelet function. The results showed that both the sym and db wavelet functions can effectively obtain the average similarity information and the detailed information of the dynamic response signals of the pavement, the SNR after the sym wavelet fixed-threshold denoising process is relatively higher, and the RMSE is smaller than that of the db wavelet. Thus, wavelet transformation exhibits good localization properties in both the time and frequency domains for processing pavement dynamic monitoring data, making it a suitable approach for handling massive pavement dynamic monitoring data.\u003c/p\u003e","authors":[{"fullName":"Shujie Shang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong High-Speed Infrastructure Construction Co., Ltd.","address":null},"affiliations":[{"name":"Shandong High-Speed Infrastructure Construction Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Ming Liang","firstName":null,"middleName":null,"lastName":null,"image":{"height":null,"url":"https://loop.frontiersin.org/images/profile/1577074/70","width":null,"caption":null},"loopProfileUrl":"https://loop.frontiersin.org/people/1577074/overview","affiliation":{"name":"School of Qilu Transportation","address":null},"affiliations":[{"name":"School of Qilu Transportation","address":null}],"nessieId":"661425615459"},{"fullName":"Hao Wang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong High-Speed Infrastructure Construction Co., Ltd.","address":null},"affiliations":[{"name":"Shandong High-Speed Infrastructure Construction Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Yuepeng Jiao","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Qilu Transportation","address":null},"affiliations":[{"name":"School of Qilu Transportation","address":null}],"nessieId":null},{"fullName":"Zhaoxin Liu","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong High-Speed Infrastructure Construction Co., Ltd.","address":null},"affiliations":[{"name":"Shandong High-Speed Infrastructure Construction Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Congwei Bi","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null},"affiliations":[{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Fei Xu","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Safety Engineering and Emergency Management, Shijiazhuang Tiedao University","address":null},"affiliations":[{"name":"School of Safety Engineering and Emergency Management, Shijiazhuang Tiedao University","address":null}],"nessieId":null},{"fullName":"Runzhi Zhang","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null},"affiliations":[{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Hongjie Li","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null},"affiliations":[{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Yongfeng Zhao","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null},"affiliations":[{"name":"Shandong Hi-Speed Jiwei Expressway Co., Ltd.","address":null}],"nessieId":null},{"fullName":"Zhanyong Yao","firstName":null,"middleName":null,"lastName":null,"image":null,"loopProfileUrl":null,"affiliation":{"name":"School of Qilu Transportation","address":null},"affiliations":[{"name":"School of Qilu Transportation","address":null}],"nessieId":null}],"dates":{"acceptedDate":"2023-07-31","recentDate":"2023-08-22"},"doi":"10.3389/fmats.2023.1221385","frontiersExtra":{"articleType":"Original Research","impact":{"citations":0,"crossrefCitations":0,"downloads":446,"frontiersViews":0,"pmcDownloads":0,"pmcViews":0,"scopusCitations":0,"views":2512},"isPartOfResearchTopic":true,"isPublished":true,"section":"Structural Materials"},"guid":1221385,"images":[{"height":231,"url":"https://www.frontiersin.org/files/myhome article library/1221385/1221385_Thumb_400.jpg","width":400,"caption":null},{"height":330,"url":"https://www.frontiersin.org/files/Articles/1221385/fmats-10-1221385-HTML/image_m/fmats-10-1221385-g001.jpg","width":941,"caption":"Diagram of the road surface structure and sensor placement. (A) Diagram of the asphalt pavement structure; (B) sensor location; and (C) diagram of sensor placement."},{"height":311,"url":"https://www.frontiersin.org/files/Articles/1221385/fmats-10-1221385-HTML/image_m/fmats-10-1221385-g002.jpg","width":699,"caption":"Field testing area and load-controlled vehicle. (A) Test section; (B) two-axle truck loaded with sand."},{"height":596,"url":"https://www.frontiersin.org/files/Articles/1221385/fmats-10-1221385-HTML/image_m/fmats-10-1221385-g003.jpg","width":699,"caption":"Original signal time-domain diagram."},{"height":327,"url":"https://www.frontiersin.org/files/Articles/1221385/fmats-10-1221385-HTML/image_m/fmats-10-1221385-g004.jpg","width":457,"caption":"Wavelet decomposition process."},{"height":891,"url":"https://www.frontiersin.org/files/Articles/1221385/fmats-10-1221385-HTML/image_m/fmats-10-1221385-g005.jpg","width":948,"caption":"Four-layer wavelet decomposition result. 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