Anti⁃aging performance and mechanism of asphalts modified with rubber powder/SBS composites

doi:10.19491/j.issn.1001-9278.2025.05.007

Abstract

Abstract:

To explore the anti⁃aging performance and mechanism of asphalt modified with rubber powder/SBS composites， a series of modified asphalts were prepared by incorporating 2 wt% SBS and 20， 25， 30， and 35 wt% rubber powders. The anti⁃aging performance of the modified asphalts after short⁃term aging and pressure aged vessel aging at different degrees was evaluated. The results indicated that the high⁃temperature rutting resistance of the modified asphalts was improved， and their penetration， ductility， elastic recovery， fatigue performance， and low temperature deformation resistance were deteriorated after aging. The deterioration degree decreased as the rubber powder content increased. The enhancement mechanism of anti⁃aging performance was analyzed by infrared spectroscopy. The variation ranges of carbonyl index， sulfoxide index， and infrared aging index of the aged asphalts became smaller with an increase in content of rubber powders， and the slope of infrared aging index equation decreased from 0.010 39 to 0.005 19. Rubber powders enhanced the anti⁃aging performance of the modified asphalts. The influence of the rubber powder content and aging time on the infrared aging index could be comprehensively evaluated by an infrared aging index prediction model. The k prediction model of low⁃temperature creep ratio （k） established by correlating the infrared aging index as a microscopic index with the k value as a macroscopic index was accurate and effective， and it could be used for rapid comparative analysis on the low⁃temperature anti⁃aging performance of the modified asphalts.

Key words: rubber powder, modified asphalt, anti?aging mechanism, infrared aging index, low temperature anti?aging performance, prediction model

CLC Number:

TQ317

CHEN Meng, LI Wenliang, ZHANG Tao, ZHANG Wencai, YANG Xiying. Anti⁃aging performance and mechanism of asphalts modified with rubber powder/SBS composites[J]. China Plastics, 2025, 39(5): 43-49.

Figures/Tables 17

项目	软化点/℃	针入度（25 ℃）/0.1 mm	延度（15 ℃）/cm	135 ℃旋转黏度/Pa·s	密度/g·cm^-3
技术要求	≥45	80~100	≥100	—	—
试验结果	48.7	89.6	>100	0.583	1.022

Tab.1. Technical indicators of the pavement petroleum asphalt

项目	筛余物/%	相对密度	含水率/%	铁含量/%	纤维含量/%	灰分/%	丙酮抽出物/%	炭黑含量/%	橡胶烃含量/%	溶解度/%
技术要求	<10	1.10~1.30	<1	<0.03	<1	≤8	≤16	≥28	≥48	≥16
试验结果	0.6	1.18	0.45	0.01	0.09	6.89	8.27	32.68	53.04	18.5

Tab.2. Technical indicators of the rubber powder

Fig.1. Change of penetration and ductility of the asphalt before and after aging

Fig.2. Change of elastic recovery property of the asphalt before and after aging

Fig.3. Change of rutting factor of the asphalt before and after aging

Fig.4. Change of fatigue factor of the asphalt before and after aging

Fig.5. Creep stiffness and rate of the asphalt at different temperature

Fig.6. Change of k of the asphalt before and after aging

Fig.7. FTIR spectra of the samples

Fig.8. FTIR spectra of the asphalt before and after aging

样品	老化时间	羰基指数	亚砜基指数	红外老化指数
20 %复合改性沥青	未老化	0.112 2	0.298 1	0.410 3
	短期老化5 h	0.116 3	0.319 2	0.435 5
	PAV老化10 h	0.160 0	0.349 6	0.509 6
	PAV老化20 h	0.229 3	0.374 0	0.603 3
	PAV老化30 h	0.315 6	0.409 6	0.725 2
25 %复合改性沥青	未老化	0.107 1	0.283 4	0.390 5
	短期老化5 h	0.110 3	0.299 5	0.409 8
	PAV老化10 h	0.132 7	0.324 8	0.457 5
	PAV老化20 h	0.167 5	0.354 9	0.522 4
	PAV老化30 h	0.226 0	0.383 0	0.609 0
30 %复合改性沥青	未老化	0.076 3	0.296 7	0.373 0
	短期老化5 h	0.078 8	0.310 5	0.389 3
	PAV老化10 h	0.096 1	0.333 4	0.429 5
	PAV老化20 h	0.125 1	0.364 3	0.489 4
	PAV老化30 h	0.160 4	0.383 0	0.543 4
35 %复合改性沥青	未老化	0.065 5	0.291 0	0.356 5
	短期老化5 h	0.067 5	0.302 9	0.370 4
	PAV老化10 h	0.083 2	0.320 4	0.403 6
	PAV老化20 h	0.105 0	0.346 2	0.451 2
	PAV老化30 h	0.141 3	0.372 3	0.513 6
SBS改性沥青	未老化	0.129 1	0.296 7	0.425 8
	短期老化5 h	0.141 4	0.331 3	0.472 7
	PAV老化10 h	0.205 9	0.425 7	0.631 6
	PAV老化20 h	0.279 3	0.536 1	0.815 4
	PAV老化30 h	0.367 4	0.628 8	0.996 2

Tab.3. Change of indexs of the asphalt before and after aging

样品	方程式	R²	公式编号
20 %复合改性沥青	$I = 0.010 39 t + 0.406 3$	0.994 9	（4）
25 %复合改性沥青	$I = 0.007 20 t + 0.386 8$	0.992 9	（5）
30 %复合改性沥青	$I = 0.005 71 t + 0.373 2$	0.999 5	（6）
35 %复合改性沥青	$I = 0.005 19 t + 0.353 4$	0.994 9	（7）
SBS改性沥青	$I = 0.018 95 t + 0.433 0$	0.998 6	（8）

样品	方程式	R²	公式编号
20 %复合改性沥青	$I = 0.010 39 t + 0.406 3$	0.994 9	（4）
25 %复合改性沥青	$I = 0.007 20 t + 0.386 8$	0.992 9	（5）
30 %复合改性沥青	$I = 0.005 71 t + 0.373 2$	0.999 5	（6）
35 %复合改性沥青	$I = 0.005 19 t + 0.353 4$	0.994 9	（7）
SBS改性沥青	$I = 0.018 95 t + 0.433 0$	0.998 6	（8）

Tab.4. Infrared aging index equation of the asphalt

Fig.9. Infrared aging index fitting curves of the asphalt

Fig.10. Infrared aging index prediction model of the asphalt

温度/℃	方程式	R²	公式编号
-12	$k = - 1 092.1 + 2 603.5 x + 3 742.8 I - 2 219.7 x 2 - 2 151.9 I 2 - 3 388.4 x I$	0.990 3	（10）
-18	$k = - 1 044.7 + 2 841.6 x + 4 336.2 I - 2 624.2 x 2 - 2 237.1 I 2 - 4 251.4 x I$	0.992 3	（11）
-24	$k = - 264.7 - 762.1 x + 6 173.0 I + 3 050.9 x 2 - 2 935.0 I 2 - 6 862.5 x I$	0.993 3	（12）

温度/℃	方程式	R²	公式编号
-12	$k = - 1 092.1 + 2 603.5 x + 3 742.8 I - 2 219.7 x 2 - 2 151.9 I 2 - 3 388.4 x I$	0.990 3	（10）
-18	$k = - 1 044.7 + 2 841.6 x + 4 336.2 I - 2 624.2 x 2 - 2 237.1 I 2 - 4 251.4 x I$	0.992 3	（11）
-24	$k = - 264.7 - 762.1 x + 6 173.0 I + 3 050.9 x 2 - 2 935.0 I 2 - 6 862.5 x I$	0.993 3	（12）

Tab.5. k equation of the asphalt

Fig.11. k prediction model of the asphalt

Fig.12. k prediction model diagnosis diagram

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