Effect of BMH type warm mixture on fatigue properties of waste plastic/SBS composite modified asphalt

doi:10.19491/j.issn.1001-9278.2024.08.015

Abstract

Abstract:

In this paper， the fatigue resistance of waste plastic/butadiene styrene block polymer（SBS） composite modified asphalt was analyzed by temperature scanning test， time scan test， linear amplitude scanning test and infrared test using a dynamic shear rheometer. The results indicated that BMH warm mixture could reduce the fatigue factor， reduce the dissipation energy， and improve the fatigue resistance of waste plastic/SBS modified asphalt， and the best performance was at a content of 1.2 wt%. Both normalized dynamic modulus decays to an index value of 50 % of the initial modulus and stiffness ratio （ $S$ ）×times of cyclic loading （ $N$ ） can be used to characterize the fatigue life of warm⁃mix waste plastic/SBS composite modified asphalt， and the fatigue life characterized by $S$ × $N$ index was generally lower than that of $N f 50$ ， the fatigue resistance improved by 1.2 wt% content was the best， and the improvement effect of 1.4 wt% content did not increase but decreased. BMH warm mix had a more obvious effect on the fatigue performance of aging asphalt samples. Regardless of whether it is an aged asphalt sample or an unaged asphalt sample， the improvement effect of warm mix was more prominent in the environment with high strain level. The fatigue resistance of 1.2 wt% BMH mixture sample was the best. BMH warm mix could improve the fatigue resistance of asphalt by reducing the content of carbonyl and sulfoxide groups， and the effect on the aging asphalt was more obvious， which was consistent with the test results of linear amplitude scanning.

Key words: waste plastic/butadiene styrene block polymer composite modified asphalt, warm mix technology, time scanning, linear amplitude scanning, fatigue performance

CLC Number:

TQ320.9

XU Chuanhao, SHI Zhenwu, CHI Bo. Effect of BMH type warm mixture on fatigue properties of waste plastic/SBS composite modified asphalt[J]. China Plastics, 2024, 38(8): 94-99.

Figures/Tables 12

Fig.1. Changes of fatigue factor with temperature

Fig.2. Changes of G* with number of the loads

Fig.3. Changes of S×N with number of the loads

Fig.4. Stress⁃strain curves of the asphalt before aging

Fig.5. Stress⁃strain curves of the asphalt after aging

Fig.6. Damage characteristic curves of the original asphalt samples

Fig.7. Damage characteristic curves of the asphalt samples after short⁃term aging

沥青试样	$A 35$	$B$	$C 1$	$C 2$
PB	6 050 023 956	-4.889	0.035 69	0.431 12
1PB	16 760 170 917	-4.816	0.033 61	0.421 97
1.2PB	24 607 287 579	-4.702	0.032 01	0.412 58
1.4PB	16 524 369 836	-4.758	0.032 59	0.421 33

沥青试样	$A 35$	$B$	$C 1$	$C 2$
PB	6 050 023 956	-4.889	0.035 69	0.431 12
1PB	16 760 170 917	-4.816	0.033 61	0.421 97
1.2PB	24 607 287 579	-4.702	0.032 01	0.412 58
1.4PB	16 524 369 836	-4.758	0.032 59	0.421 33

Tab.1. VECD parameter of the original asphalt

沥青试样	$A 35$	$B$	$C 1$	$C 2$
PB⁃R	476 531 950	-4.978	0.036 14	0.457 54
1PB⁃R	971 816 690	-4.918	0.034 07	0.449 61
1.2PB⁃R	2 257 795 297	-4.864	0.033 29	0.434 23
1.4PB⁃R	1 530 437 725	-4.876	0.033 51	0.441 32

沥青试样	$A 35$	$B$	$C 1$	$C 2$
PB⁃R	476 531 950	-4.978	0.036 14	0.457 54
1PB⁃R	971 816 690	-4.918	0.034 07	0.449 61
1.2PB⁃R	2 257 795 297	-4.864	0.033 29	0.434 23
1.4PB⁃R	1 530 437 725	-4.876	0.033 51	0.441 32

Tab.2. VECD parameter of the asphalt after short⁃term aging

Fig.8. Fatigue life of the original asphalt under different strain levels

Fig.9. Fatigue life of the short⁃term aging asphalt under different strain levels

Fig.10. FTIR spectra of the warm⁃mixed asphalt before and after aging

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