近年來回收瀝青鋪面(Reclaimed Asphalt Pavement, RAP)循環再利用成為備受重視之議題，如何有效地重複使用RAP，達到循環經濟的概念為目前各界共同努力之目標。RAP具有高變異性，主要是由於RAP中老化瀝青可活化的程度(Degree of Activity, DoA)不易評估，可活化的老化瀝青含量會受RAP添加量、RAP中瀝青含量、拌合溫度、拌合時間、以及再生劑添加量等因素影響，進而影響新舊瀝青混合程度(Degree of Blending, DoB)。DoB為再生瀝青混凝土配合設計中非常重要須考量之參數，但此參數目前還尚無法完全確定其數值，通常僅能以推估的方式決定之，因此本研究以評估混合程度為目標，透過使用從兩種不同來源之RAP中萃取還原出之再生瀝青黏結料(Recovered Asphalt Binder, RAB)，計算不同之再生瀝青黏結料取代新鮮瀝青之比例(Replaced Virgin Binder, RVB)與新鮮瀝青混合製作出混合瀝青，進行各項基本物性、流變試驗及原子力顯微鏡試驗分析其混合前後之趨勢，並找出再生瀝青之混合程度。根據韌性試驗結果顯示最大瞬間載重隨著再生瀝青取代量上升而逐漸上升，在取代量介於20%~30%時達到最佳值，至取代量大於30%時開始下降；多重應力潛變恢復試驗之結果顯示當取代量大於20%時之混合瀝青已達到可承受重度交通量之標準；線性振幅掃描試驗顯示Nf / ESALs值隨著取代量升高而提升，在取代量介於20%~30%時達到最佳值，而後下降；頻率掃描試驗結果顯示從25℃之主曲線可知僅需使用20%~30%之老化瀝青取代新鮮瀝青，即可大幅改善基底瀝青之性能。由韌性、多重應力潛變恢復試驗及線性振福掃描之結果可得知兩種再生瀝青黏結料之最佳取代量分別為24.8%與22%，再透過公式反推可得知在RAP含量為20%時混合程度約為100%；含量為30%時混合程度約為69%；含量為40%時混合程度約為51.7%。原子力顯微鏡之結果顯示出再生瀝青黏結料微觀結構隨再生瀝青增加而產生峰相(Bee Phase)之崩解，與純瀝青的完整峰相結構截然不同，推測再生瀝青黏結料受萃取過程中所加入之甲苯影響甚大，或是因其他添加劑(如再生劑或改質劑)加入而導致峰相結構顯示崩解。瀝青拌合圖建議應考量韌性、黏結力、車轍以及疲勞等相關平衡性質，傳統仰賴黏滯度之拌合圖恐造成誤判。

In recent years, reclaimed asphalt pavement (RAP) has become a topic of great importance. How to reuse RAP effectively and achieve the concept of circular economy is the goal that all countries are working together to achieve. RAP has high variability, mainly due to the difficulty in assessing the degree of activity (DoA) of aged asphalt in RAP, the activatable aged asphalt content will be affected by many factors including RAP content, asphalt content in RAP, mixing temperature, mixing time, and rejuvenator content, and then affect the Degree of Blending (DoB) of the new and aged asphalt. DoB is a very important parameter to be considered in the design process of recycled asphalt concrete However, it can only be determined by means of theoretical estimation.
Therefore, this study aimed to assess the degree of blending by using the recovered asphalt binder (RAB) extracted from two different sources of RAP, in order to calculate the parameter of RVB (Replaced Virgin Binder). Physical properties, rheological tests and atomic force microscope tests were conducted to evaluate the DoB and the effect of aged binder on the behavior of the recycled asphalt binders. According to the toughness test results, the maximum tensile load increases with the increase in RVB. The toughness possesses a maximum value when the RVB is between 20 and 30%, and begins to decrease when the RVB is greater than 30%.
The results of the multiple stress creep recovery test show that when the RVB is greater than 20%, the blended asphalt binder has reached the criterion that can withstand heavy traffic. The linear amplitude sweep test showed that the Nf / ESALs value increased with the increase in RVB, and reached the optimal value when the RVB is between 20% and 30%. The frequency sweep test results show that the addition of 20~30% of the aged asphalt can greatly improve the viscoelastic properties of the binders. From the results of toughness, multi-stress creep recovery and linear linear amplitude sweep tests, it can be found that the optimal RVB of the two recycled asphalt binders are 24.8% and 22%, respectively. By using the RVB equation, it appears that when the RAP content is 20%, the DoB is about 100%; when the content is 30%, the DoB is about 69%; when the content is 40%, the DoB is about 51.7%. In addition, the results obtained from atomic force microscopy show that the microstructure of recycled asphalt binder exhibits bee phase with disintegration, resulting from the incorporation of aged asphalt binder. It is speculated that the recycled asphalt binder was probably greatly affected by the toluene added during the extraction process, or due to the addition of other additives (such as rejuvenator or modifier). It is suggested that the asphalt blending chart should consider the related balanced performance properties such as toughness, tenacity, rutting and fatigue. The traditional blending chart that relies on viscosity may cause misunderstandings.

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