水_温拌剂对沥青_集料界面粘附能力的影响

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温拌技术对沥青混合料性能的影响

2012年10月第10期城市道桥与防洪温拌技术对沥青混合料性能的影响分析０前言温拌沥青混合料（WMA ）是指相对于同类热拌沥青混合料（HM A ），通过不同技术手段，拌和温度降低30℃以上，且路用性能不降低的沥青混合料。

温拌沥青混合料技术可以大致划分为三类：沥青发泡技术、有机添加剂与化学类表面活性剂。

世界各个道路研究机构对不同的温拌沥青混合料进行了性能分析，结果也不大相同。

１温拌技术对沥青混合料性能的影响分析美国NCAT （国家沥青研究中心）比较早地研究了温拌技术，对于各项温拌技术形成了分析报告。

研究表明：（1）对于Sasobit ，可以明显提高沥青混合料的压实性能，同时沥青混合料的抗车辙能力显著提高，但是沥青混合料的水损害风险增加，容易出现沥青剥落现象。

（2）对于沸石发泡温拌技术，采用Aspha-min 可以提高沥青混合料的压实性能，对于沥青混合料的高温稳定性影响不显著，但是水稳定性会显著降低，水敏感性增加，不能满足规范规定。

（3）对于机械发泡温拌技术，可以降低沥青混合料的压实温度，沥青混合料的抗车辙能力与热拌沥青混合料接近，抗疲劳能力降低，疲劳寿命低于热拌沥青混合料。

（4）对于表面活性剂，可以提高沥青混合料的压实性能，降低压实温度；可以一定程度地提高沥青混合料的抗车辙能力，同时增加沥青混合料的间接抗拉强度，增强沥青混合料抗水损害能力。

美国肯塔基州研究了表面活性剂与石蜡类温拌技术对现场热拌沥青混合料压实性能影响，图1对比了这两类温拌技术对现场压实度（相对于最大理论密度），并测定了现场这两类温拌技术的平均温度，见图2所示。

美国军队工程机构（us army corp of engineers work ）分别对比分析了Sasobit 、Evotherm 与Foamed Asphalt 三种温拌沥青混合料的水稳定性，考虑了采用砾石与石灰石集料，在不同温度下成型试件，测定温拌沥青混合料的水稳定性（见图3、图4）。

温拌剂对沥青及骨料的影响

温拌剂对沥青及骨料的影响温拌剂是一种在沥青混合料生产过程中使用的添加剂，其主要作用是加速沥青的熔化和化学反应，从而促进混合料的质量提高。

本文将介绍温拌剂对沥青及骨料的影响，包括对沥青性质的影响、对骨料粗细颗粒的影响以及对混合料性能的影响。

温拌剂对沥青的影响温拌剂对沥青的影响主要表现在以下几个方面：降低沥青的粘度使用温拌剂可以降低沥青的粘度，使得混合料的生产过程更加顺畅，减少了生产过程中的能耗和工时。

此外，降低的粘度还有助于提高混合料的初期性能和耐久性。

改善沥青的稳定性温拌剂可以加速沥青的化学反应，使得沥青在混合料中的分散性更好，从而提高混合料的稳定性。

此外，温拌剂还可以防止沥青在生产过程中被氧化和老化，从而提高混合料的耐久性。

温拌剂对骨料的影响温拌剂对骨料的影响主要表现在以下几个方面：改善骨料的表面性质使用温拌剂可以改善骨料的表面性质，使得骨料与沥青的混合更加均匀，从而提高混合料的稳定性和耐久性。

提高骨料的内部结构温拌剂可以加速骨料的热化学反应，促进骨料间水泥化反应的发生，从而提高骨料的硬度和强度。

降低骨料的水分含量温拌剂可以促进骨料中水分的挥发，从而降低骨料的水分含量，提高混合料的稳定性和耐久性。

温拌剂对混合料的影响温拌剂对混合料的影响主要表现在以下几个方面：提高混合料的稳定性和耐久性通过改善沥青和骨料的性质，温拌剂可以提高混合料的稳定性和耐久性。

降低混合料的生产能耗和工时使用温拌剂可以降低混合料生产过程中能耗和工时，从而降低生产成本。

提高混合料的初期性能和加工性温拌剂可以改善沥青和骨料的性质，提高混合料的初期性能和加工性，从而减少施工过程中的问题和误差。

综上所述，温拌剂在沥青混合料生产过程中起着重要的作用，可以提高混合料的稳定性和耐久性，降低生产成本和工时，提高混合料的初期性能和加工性。

因此，在沥青混合料生产过程中应该充分发挥其优点，根据具体情况选取合适的温拌剂，并进行相应的调整和优化。

温拌剂对沥青胶结料性能影响研究

剂对沥青胶结料的部分高温性能、低温性能ቤተ መጻሕፍቲ ባይዱ的影响。利用不同Ｓａｓｏｂｉｔ和ＥＷ．
ＭＡ．１掺量的沥青在不同温度下的针入度、延度和软化点性能指标的测试结果，计算了Ｓａｓｏｂｉｔ沥青和ＥＷＭＡ — ｌ沥青的感温性能指标：针入度指数和针入度
温拌沥青混合料的性能主要是由于温拌剂改善了沥青胶结料的性能，本文基于Ｓａｓｏｂｉｔ和ＥＷＭＡ．１
两种温拌剂，通过试验比对，研究了温拌剂对沥青胶结料性能的影响。１沥青胶结料试验材料１．１基质沥青
２．河南城建学院交通运输工程学院，河南平顶山４６７０３６；３．郑州大学水利与环境学院，河南郑州４５０００２）摘要：通过在基质沥青中分别掺入Ｓａｓｏｂｉｔ和ＥＷＭＡ．１温拌剂，对比研究了两种温拌
中图分类号：Ｕ４１４．７５文献标识码：Ａ
温拌沥青技术是指通过一定技术手段使沥青混合料在较低的温度下进行拌和、摊铺及压实的技术¨ 。温拌沥青具有生产工艺简单、减少碳排、节约能源、减少污染及延长施工季节等优点，可应用于道路的新建及维修工程中，尤其适用低温条件沥青路面等的施工引。近年来我国公路建设及养护工

拌和温度对温拌沥青混合料水稳定性的影响

拌和温度对温拌沥青混合料水稳定性的影响摘要：温拌沥青是拌和温度介于热拌沥青与冷拌沥青拌和温度之间的一种施工技术，由于施工温度较热拌沥青低，拌和时残留在集料内的水分不能彻底蒸发，沥青混合料的压实度很难达到要求，路面空隙率偏大，容易造成水损害。

应用三种温拌沥青进行组合，对不同温拌沥青进行水稳定性性能试验，得出了最佳拌和温度范围。

关键词: 温拌沥青; 拌和温度; 压实度; 水稳定性引言在我国高速公路沥青路面中，水损害己成沥青路面的主要病害之一，也是导致高速公路沥青路面早期损坏的主要原因之一。

沥青路面的水损害破坏，是指沥青路面在水分存在的条件下，经受交通荷载及温度胀缩的反复作用，使水分逐步侵入沥青与集料的界面上，同时由于水动力的作用，沥青膜逐渐从集料表面剥离，导致集料间的粘结力丧失而发生的路面破坏过程。

新疆地区有关学者已研究出TLA 改性沥青和橡胶沥青在新疆地区道路中的应用，并取得了成果，温拌沥青混合料在新疆地区的应用研究亦取得进展。

温拌沥青混合料( WMA) 是使用特定的技术或添加剂，使拌和及施工温度介于热拌沥青混合料( 150 ～180℃) 和冷拌( 常温) 沥青混合料之间，性能达到热拌沥青混合料的新型沥青混合料的统称。

本文采用不同拌和温度对WMA 进行研究，分析对比了不同拌和温度对WMA 空隙率和水稳定性的影响，确定了WMA 的最佳拌和温度。

一、原材料性质及混合料配合比1、温拌沥青试验采用三种温拌沥青进行组合:#90 基质沥青+温拌剂 A ( 沥青：温拌剂A = 100：3)，( 温拌沥青#1) ; SBS 改性沥青+温拌剂A ( 温拌剂掺量同#1)( 温拌沥青#2) ; SBS 改性沥青+温拌剂 B ( 沥青：温拌剂 B =9：1) ( 温拌沥青#3)。

试验采用的基质沥青为AH－90 沥青。

温拌剂A为细结晶体，熔点约99℃，当温度高于116℃时，可完全溶解于沥青胶结料中，从而使生产温度降低12℃。

温拌剂对沥青性能指标的影响研究

摊铺和碾压 Ⅲ 。热拌沥青混合料，一方面加热会
实测值技术标准
７０．５６０ — ８Ｏ
４８ｔ＞４６
＞１５Ｏ＞１５０
２８６ ≥２６０
０．４１ ± ０．８
使沥青发生老化，另一方面需要较多的能源，会造成能源的浪费。相比于热拌沥青混合料，温拌沥青混合料的拌和与压实温度较低，能源消耗
２试验结果及分析
２．１沥青结合料的高温性能
按标准方法测定不同温拌剂掺量（０、１％、２％、３％、４％和５％）下沥青的软化点，研究温拌剂掺量对沥青高温性能的影响，试验结果见
图１。
中图分类号：Ｕ４１４．０１文献标识码：Ｂ文章编号：１６７３ — ８ｏ９８（２ｏ１５）ｏ３ — ００３２～０３
０引言
表１沥青的基本技术指标
针入度（２５ ℃，软化延度（５ｅａｒ／闪点ＲＴＦＯＴ后试验项目ｌＯＯｇ，５ｓ）点， ℃ ｒａｉｎ，１５ ℃）质量损失
能的影响，为温拌沥青混合料施工提供技术
参考。
１试验从图１可以看出，随着拌剂掺量的增大，沥
青的软化点逐渐升高，沥青高温性能得到明显改善，例如，当温拌剂掺量由０增大至４％和５％时，软化点分别从４７．２￣Ｃ增大至７９．６ ℃和８６．５ ℃，分别增大了６８．６％和８３．３％。这是因为，温拌剂的凝固点为１００％，远远大于沥青的软化点，同时熔点为

温拌剂对沥青性能影响研究分析

温度。本方法是测定牛顿流体或非牛顿流体之剪应力
ｌ按Ｊ２２ｏ路程青沥混料照Ｔ５Ｏ《工沥及青合Ｊ — ０公０
ｌ拌沥的入软点延及ＴＴ化温剂青针度、化、度以Ｆ老后Ｏ
板ｌ２０１ＮＯ． — １１—
据。见表１。
表１原样沥青与加温拌剂沥青试验比对
７Ａ石油沥青０ＳＳ改性沥青Ｂ
度３￣５５０℃ ，减少３％Ｃ。有害气体以及固体粉０的０等
尘等的排放。国一项数据指出］ｌ德，ｔ热拌沥青混合料
的生产，伴随着８Ｌ燃料油的消耗，而拌和温度降低３０
试验项目标准要求样沥青温拌剂准要求样沥青温拌剂原加标原加
Ｏ１ｍＯｍ ℃
ｆ
６～８６００６０４８５．
７２４．６０
４～６５００５ ≥ ６．９１５ＯＯ．
ＭｕｉｎｉｐａｌａｎｄＰｕｂｌｃＣｏｎｒｃｔｏｎｉｓｔｕｉ
温拌剂对沥青性能影响研究分析
口文／师蕾李渊源
摘
要：文章提出在沥青中加入温拌剂可以降低沥青混合料拌和及压实温度，少能量消减
耗，过试验研究表明温拌沥青能达到（通或接近）热拌沥青性能，展能力增加并延
恒温发育ｌ，青中的泡沫消失，拌，青混合均沥ｈ搅沥匀。取一滴沥青滴入显微镜观察片上，用光学显微镜观察，只观察到黑色，见到明显的白色原点，时认为未此沥青与温拌剂混合均匀。以同样的方式制备ＳＳ改性Ｂ沥青，可得到相同的结果的温拌改性沥青。

温拌剂对沥青性能的影响及其成本分析

【作者简介】马斌，湖南隆回人，广西路建工程集团有限公司，工程师，研究方向：道路工程。

【引用本文】马斌.温拌剂对沥青性能的影响及其成本分析［J ］.企业科技与发展，2023（6）：54-58.0引言沥青路面易于施工，可提升路面品质，因此成为我国高等级公路的主要路面结构形式。

但是，沥青混合料的生产加工过程需要耗费大量的能源用于沥青和集料加热，并且施工中产生的沥青烟会危害施工人员的身体健康［1］。

在“碳达峰”“碳中和”成为我国产业升级的战略目标的今天，寻求沥青混合料的低碳生产成为该领域科研工作者的研究热点［2］。

为了实现上述目标，温拌技术应运而生。

温拌技术即在热拌沥青混合料中添加温拌剂，以达到降低施工温度的效果。

沥青温拌技术主要分为泡沫沥青法、沥青矿物法、有机添加剂法、乳化沥青［3-4］。

各类温拌技术优势不一，对沥青混合料的性能影响也不同。

马峰等［5］将Aspha-min 、Sasobit 两种温拌剂分别加入基质沥青和SBS 改性沥青中，并开展沥青结合料和沥青混合料性能研究，说明这两种温拌剂有效提升了基质沥青和SBS 改性沥青60℃的动力黏度，并改善了沥青及沥青混合料的高温性能。

温彦凯等［6］认为泡沫沥青的高温性能对粉胶比的敏感性较高。

ZHANG 等［7］对加入Advera®、13X zeolite 、LTA zeolite 3种不同温拌剂的SBS 复合改性沥青开展研究，发现加入温拌剂的SBS复合改性沥青的高温性能提升、低温性能下降。

与此同时，温拌沥青混合料能够极大地降低沥青混合料摊铺温度，达到节约能源的目的。

但是，温拌剂对沥青混合料的性能有一定的影响，并且温拌剂成本不低，这2个因素在温拌剂的采用决策中不可忽视［8］。

本文根据《公路工程沥青及沥青混合料试验规程》（JTG E20—2011）［9］，开展25℃针入度、15℃延度、软化点试验、布式旋转黏度试验及高、低温PG 分级试验，分析不同温拌剂对沥青性能的影响。

沥青温拌剂对沥青混合料技术指标的影响

沥青温拌剂对沥青混合料技术指标的影响
许凤莲，侯昌全
（菏泽市公路管理局，山东菏泽２７１０００）
摘要：通过一定的技术措施，使沥青能在较低的温度下，进行拌和及施工，同时保持沥青混合料的各项技术指标满足规范要求。温拌技术主要通过外加剂材料降低沥青混合料的高温粘度来实现。关键词：沥青温拌剂；影响；技术指标
加热的矿粉及粉状改性剂（剂量为沥青用量的６％）
级路５８．４０９ｋｍ（其中改建路段５５．２７５ｋｍ，罩面３．１３４ｋｍ），二级路１２．７ｋｍ（全部为挖补罩面）。在此路段改建中使用了低温铺筑技术。温拌添加剂ＸＴ— Ｗ２型外观为白色粉末状颗粒，
文献标识码：Ｂ２试验步骤
（１）按照沥青路面施工技术规范要求，确定沥青混合料的级配类型为ＡＣ一２０Ｃ型。将ＡＣ一２０Ｃ沥青混凝土所需的原材料先进行烘干，然后再水洗筛分。（２）根据筛分结果，调出目标配合比，配合比的控制范围依据山东省交通科学研究所提供的ＡＣ一２０Ｃ的参考范围，配合比结果见表１。（３）根据配合比各种集料的比例及沥青用量准备各种材料的用量，包括掺加改性剂和未掺加改性剂共两组，每组６个试件。（４）将各种规格的集料及沥青置１０５± ５ｑＣ的烘箱中烘干至恒重，一般不少于４～６ｈ，将烘干分级的粗细集料称其每组所需质量，在一金属盘中混合均匀，矿粉单独放入小盘中单独加热，然后将烘箱加热至１４５￣Ｃ，在未掺加沥青改性剂的正常情况下，需将烘箱调至１６５ ℃。从每组试件原材料加热起，就比正常

温拌改性剂对沥青及沥青混合料路用性能影响分析

黑龙江交通科技HEILONGJIANG JIAOTONG KEJI2021年第4期(总第326期)No. 4,2061(Sum No. 326)温拌改性剂对沥青及沥青混合料路用性能影响分析杨凤雷(天津市凯曼德工程技术有限公司，天津300455)摘要:温拌沥青混合料被广泛应用于道路工程中，该材料的特点主要表现为施工温度低，环境污染小等。

所以本文针对温拌沥青沥青混进行了研究，主要研究内容有:温拌剂对沥青三大的、温拌剂对沥青粘度的剂对沥青混路用性 °通过不同剂掺量对基质沥青性沥青的，得到沥青及沥青混性能的变化。

关键词：热拌沥青混；温拌沥青;温拌沥青混；温拌剂中图分类号:U410.1 文献标识码：A 文章编号：1008 -3383(2221)04 -0014 -020引言基础建设前期，我国路面程中主要采用的沥青混，这种混身存在缺点2口：扌度、施工温度高，在道路建程中会产、有害气体等，会对人体造成伤害。

为减沥青混来的危害，我国研究开用沥青混来代沥青混，这样源减程度，同时沥青混的路用性能° 来 I 一导文明施工2 ，可见沥青混合料的性建设的，所以研究沥青混有相当的意义。

1温拌剂对沥青性能影响分析文选用主研制的RF 剂，通：剂对基质沥青性沥青的性来RF 温拌剂的作用，并对温拌剂进行评价。

1.1沥青三大指标变化文所选用的原为72#基质沥青和SBS 改性沥青，通测两种沥青的测试结果均满足技术 °将的剂RF 按法进行，掺拌比例分别为2%, 2%, 3%, 4%,5%，然后将沥青进行 5 min ,保证RF 温拌剂在沥青中，通过测定沥青的三大指标变化2 剂对沥青的影响。

(1)针入度变化沥青的针入度直接体现在沥青混的高、低温性能上，本节在两种沥青别加入不同质量的RF 温拌剂,进行针入度。

结图1和图2所&°图1 70#基质沥青试验结果图图2 SBS 改性沥青试验结果图由图1和图2 :在两种沥青别加入RF 温拌剂后，沥青在不同温度下的针入度均有不同程度的，且出现剂掺量的 I,幅度增大,该现象 RF剂会导致沥青的温度性 °(6)延度变化延度是指在5 cm/min,5七的条件下，标准试件被拉伸到断裂程度时对应的沥青长度，本文在两种沥青别加入不同比例的剂,将掺量做为变化条件，通过研究不同温度下延度的变化值来说剂对沥青的。

温拌剂对沥青及沥青混合料性能的影响

温拌剂对沥青及沥青混合料性能的影响摘要：沥青混合料在公路建设中是主要的结构性柔性材料。

掺加温拌剂的主要作用在于借助理化手段增强沥青混合料性能及施工可操作性，且此类温拌剂在沥青混合料碾压施工后也不会对沥青路面造成污染、腐蚀等负面影响。

温拌剂应用可以拌和温度适中，在相对简单的工艺条件下可生产与热拌沥青混合料相同效果的温拌沥青混合料，施工过程中的材料温度得到有效控制，能够兼顾路面施工质量、节能减排等多重要求，在现代公路建设中具有举足轻重的地位。

基于此，本文主要分析了温拌剂对沥青及沥青混合料性能的影响。

关键词：温拌剂；沥青混合料性能；影响引言温拌沥青混合料可降低拌和温度的同时保证混合料的质量，且产生的环境污染小，充分彰显出提质量、增效益、保环境等方面的作用。

温拌剂的添加能够有效降低高黏弹沥青胶结料的黏度，降低高黏弹沥青胶结料的施工拌和温度和压实温度，降低施工难度。

作为工程技术人员，有必要将温拌沥青混合料技术灵活应用于道路施工中，充分发挥其技术优势，提高道路工程的品质。

1温拌剂对沥青及沥青混合料性能的影响1.1水稳定性能马歇尔试验是检测沥青混合料施工质量和水稳定性最重要的一项检测技术，试验需要使用专用的马歇尔试验仪器，试验还需要使用恒温水槽、真空饱水容器、烘箱和电子天平等设备。

马歇尔试验在试验前需要做好必要的准备工作，包括用标准击实法击压成型的马歇尔试件，一般每组6个。

然后测量每组的试件，根据沥青混合料的试验规程要求，试件的直径需要控制在101.4～101.8mm，高度控制在62.2～64.8mm，当两侧高度差超过2mm时，该试件需要作废处理，然后控制恒温水槽的温度保持不变。

保持45～55mm/min的速度加载标准试件，最后记录分析试件的稳定度和流值。

试验测量出试件所能承受的最大荷载就是马歇尔稳定度，最大荷载对应的竖向变形就是试件的流值[1]。

1.2高温稳定性能（1）使用科学合理的方式来筛选出试验作用的骨料。

温拌剂对沥青性能的影响分析

选用Ｂｏｋｅｄ度计来进行，并在这一过程中同ｒｏｆｌ粘ｉ时测得在不同温度下不同沥青混合料的施工温度。
试验项目
＼
、＼
（合５℃ 拌１．（１１５．５５压实１ｑ拌５）合Ｏｃ压实１ ℃）３ ℃
的方式进行测量和检验都是有效的，也就侧面验证了其准确性和科学性。
３沥青的粘度性能分析
对比试验结果见表ｌ。
表１试验段对比试验结果
＼类型常规热拌热压ＲＨ热拌温压
在对沥青的粘度性能进行检测和分析时。通常
２３０．７
２４４．９
马歇尔试件密度／ｇｃ３（／ｍ）
实测理论密度／ｍ）（ｃ
２３９＿６
２９．ｌ４
这种方法的实际操作原理是通过一转子在沥青试样中进行旋转时直观测得的扭矩来表示转动阻力的大小，并以此得出牛顿流体或者非牛顿流体的剪应力与剪变率之间的比值。本文所进行的试验中，具体
其由固态变为粘稠状态过程中温度降低了软化时
面就在这一试验的指导思想和结果下来做进一步的
讨论。
４１试验简介．
本试验段为ＲＨ温拌改性剂材料试验段，安排
的温度同样降低．且沥青的硬度也有所降低。沥青

不同温拌剂对沥青混合料路用性能的影响研究

不同温拌剂对沥青混合料路用性能的影响研究随着交通运输领域的发展，沥青混合料作为一种重要的路面材料得到了广泛应用。

而对沥青混合料的性能进行研究和改进，则是提高路面质量和延长使用寿命的关键。

作为沥青混合料的重要组成部分，温拌剂在提高混合料路用性能中起着重要作用。

因此，研究不同温拌剂对沥青混合料路用性能的影响具有重要意义。

一、不同温拌剂的种类和功能1.丙酮溶液：丙酮具有溶解沥青的作用，通过与沥青中的胶体结合来提高其流动性和可搅拌性。

2.乙二醇：乙二醇可以改善混合料的粘结性能，提高其耐久性和抗裂性。

3.水：水可以降低混合料的粘度，在搅拌过程中促进沥青的分散和渗透，提高混合料的均质性。

4.其他添加剂：如表面活性剂等，可以改善混合料的分散性和润湿性，提高路用性能。

二、不同温拌剂对沥青混合料路用性能的影响1.抗龟裂性能：使用适量的温拌剂可以改善混合料的抗龟裂性能，减少龟裂的发生和扩展，提高路面的耐久性。

2.抗滑移性能：温拌剂可以改善混合料的抗滑移性能，提高路面的抗滑移性，减少因路面滑移而引发的事故。

3.压实性能：适量的温拌剂可以提高混合料的流动性和可塑性，改善压实效果，减少路面损坏和泛油情况。

4.稳定性能：温拌剂可以提高混合料的稳定性和抗变形能力，减少路面变形和掏空现象，延长路面使用寿命。

5.可靠性能：通过调整温拌剂的种类和用量，可以提高混合料的均质性和一致性，确保路面质量稳定可靠。

三、不同温拌剂的选择和应用建议1.针对特定路面环境和交通负荷条件，选择合适的温拌剂种类和用量，以提高沥青混合料的路用性能。

2.在施工过程中，严格控制温拌剂的添加量和搅拌时间，确保混合料的均匀性和稳定性。

3.定期对路面进行检测和维护，及时发现和处理混合料路用性能问题，保障路面的安全和舒适性。

综上所述，研究不同温拌剂对沥青混合料路用性能的影响，对提高路面质量和延长使用寿命具有重要的意义。

通过科学合理地选择和应用温拌剂，可以改善混合料的抗裂、抗滑移、压实、稳定和可靠性能，提高路面的使用寿命和性能表现，为交通运输领域的发展和安全提供有力支撑。

不同温拌剂对沥青混合料性能影响研究

不同温拌剂对沥青混合料性能影响研究摘要：为了研究与比较不同温拌技术的温拌效果，本文以广东省龙川-怀集高速公路粗石山特长隧道为依托工程，通过几种国内主要温拌剂产品降温效果对比分析试验，并验证了不同温拌剂产品对沥青混合料路用性能的影响，对温拌剂进行了优选。

关键词：温拌剂；沥青混合料；路用性能；Research on the Influence of Different Types of Warm Mix Additive on the Performance of Asphalt Mixture LvYanChina Railway 14 Bureau Group first Engineering Development Co.Ltd.Shandong Rizhao 276826Abstract In order to study and compare mixing effect of different warm mix asphalt technology，this paper takes the Longchuan-Huaiji Expressway in Guangdong Province as the foundation project，through comparison and analysis of several domestic main warm-mix products，and verifies effect of different warm mix products on the performance of asphalt mixture，and optimizes warm mix additive.Key words warm mix additive；asphalt mixture；pavement performance；1、前言传统沥青混合料拌和技术一般分为热拌与冷拌，热拌沥青混合料耗能多、污染大；冷拌沥青混合料性能不佳，使用范围局限。

添加温拌剂对沥青混合料性能影响的研究

2019.5李杰扬州润扬路面工程有限公司并对掺加温拌剂后沥青混合料的路用性能进行高粘沥青；温拌剂；Sasobit ；沸石粉SBS I-D 型沥青+8%TPS 配制Sasobit 是一种长链脂肪族烃，被以薄片、颗粒或粉末的形式存在，其熔点为120℃时，可以完全溶解于沥青胶结料中，降内含时析出。

是典型的发泡降粘型材料。

首先将高粘沥青加热到（150±5）℃，加入温拌剂，Sasobit 采Sasobit （1%、2%、3%、4%、5%）和人工沸石粉（3%、6%、8%、12%）（占原），对温拌改性沥青依据JTJ052-2000《公路工程T0604-2000、T0605-1993、T0606-针入度、软化点和延度的试验。

1、2。

高粘沥青的粘度随着温拌剂掺量的增加掺量为3%以后、沸石粉掺量在8%以后，沥青150℃之前，不同种类沥青间差异加大，150℃以150℃作为掺加温拌剂高粘公式，建立沥青的粘温曲线方程：n-mlg （T+273.13）（Pa·s ）；T 为温度（℃）；m 、n 为回归系数。

2。

在高粘沥青中掺加3%Sasobit 与掺加8%的沸石15℃左右，3%Sasobit 与8%（二）温拌剂对针入度的影响温拌剂对针入度的影响见图3。

由图3可以看出：1、沥青25℃针入度随着温拌剂掺量的增加呈现下降的趋势，说明温拌剂的加入对沥青的低温粘度有所提高。

2、相同降粘效果的情况下，沸石粉对针入度的影响大于Sa⁃sobit ，说明沸石粉对沥青的影响更大。

（三）温拌剂对软化点的影响温拌剂对软化点的影响见表3。

温拌剂加入后沥青的软化点仍然大于90℃，说明这两种温拌剂对沥青的高温性能影响不大。

（四）温拌剂对延度的影响温拌剂对延度的影响见图4。

由图4可知：1、沥青延度随着温拌剂掺量的增加呈现下降的趋势，说明温拌剂的加入对沥青的低温性能有影响。

2、相同降粘效果的情况下，Sasobit 对沥青延度的影响大于沸石粉，说明Sasobit 对沥青低温性能的影响更大。

不同温拌剂对沥青混合料路用性能的影响研究

102公路与汽运H ig h w a y s&Autom otive A p p lica tio n s总第181期不同温拌剂对沥青混合料路用性能的影响研究卢林(郴州市新天投资有限公司，湖南郴州423000)摘要：采用Brookfield枯度计测试了捧加Sasobit®、Evotherm™温掉剂的;历青在不同试验温度下的粘度，通过车辙试验、冻融劈裂试验、低温弯曲试验对比分析了两种温拌沥青混合料和热拌沥青混合料的路用性能。

结果表明，温拌剂能降低集料与沥青之间的摩阻力，与Evotherm™相比，Sasobit®温拌剂的表面活性功能对沥青粘度的影响更大，在夏季高温时能有效降低沥青的粘度，增强沥青与集料的粘结效果：Sasobit®与Evotherm™对沥青混合料路用性能的影响程度不同，生产时可根据工程实际情况选择适宜的温拌剂。

关键词：公路；温拌剂；沥青混合料；路用性能；影响因素中图分类号：U418.6 文献标志码：A文章编号：1671 —2668(2017)04 —0102 —04目前温拌沥青混合料的制作方法有4种：1)矿物法。

在矿料混合搅拌时加人适量A sp h a-M in,这种材料与沥青发生反应产生大量泡沫，泡沫在拌和过程中起到润滑作用，从而达到温拌目的。

2)泡沫沥青温拌法。

采用一定技术或工艺向沥青中添加少量水分制得泡沫沥青，再将其和矿料混合均匀。

其用水量一般控制在1.5%左右。

采用这种方法可降低沥青的粘度，达到温拌效果。

3)有机添加剂法。

向热溶沥青中加人一定量低溶点有机物以减小沥青粘度，在得到同样粘附性的条件下对温度的要求没有那么高，达到温拌目的。

4)表面活性剂法。

与矿物法类似，在混合料拌和时加人表面活性剂，在保证沥青与矿料拌和均匀和压实度的同时降低集料和沥青间的摩阻力，实现温拌效果。

该文选用两种典型温拌剂，即有机添加剂S a s o b it®和表面活性剂E v oth e rm™ ，通过室内试验研究温拌沥青混合料的路用性能，为其实际应用提供指导。

温拌剂对沥青混合料性能影响分析

温拌剂对沥青混合料性能影响分析季正军"，江照伟"，闫翔鹏12,夏雨12（1.山东省交通科学研究院，山东济南250031;2.山东省道路结构与材料重点实验室，山东济南250102）摘要：依托在建工程采用的SA-1温拌剂，在不同掺量下分别进行马歇尔击实试验、车辙试验、汉堡轮辙试验，通过数据分析，确定了该种温拌剂的降温、降粘幅度，进一步分析了掺加温拌剂后对沥青混合料路用性能的影响。

关键词：温拌剂；体积指标；车辙试验；汉堡轮辙试验；路用性能分析中图分类号：U416.217文献标识码：AAnalysis of the influence of warmmixture on the performance ofasphalt mixtureJI Z heng-Jun1'2,JIANG Zhao-wei",YANXiang-peng",XIA Yu2(1.Shandong Transportation Institute,Shandong Jinan250031 China;2.Key Laboratory f or Road Structure and Material of S handong Province,Shandong Jinan250102China)Abstract:In this paper,based on the SA-1warm mix used in the project under construction,Marshall compaction test,rutting test and Hamburg wheel rutting test are carried out under different mixing amounts.Through data analysis,the range of temperature and viscosity reduction of this warm mix is determined,and the influence of adding warm mix on the road performance of asphalt mix is further analyzed.Key words:warm-mixed agent;volume indicators;wheel tracking test;hamburg wheel-tracking test;analysis on pa vement performance收稿日期：2019—11—19作者简介：季正军（1988—）,男，山东济南人，硕士研究生，工程师，研究方向为路面结构设计及路面新材料研发。

有机温拌剂对沥青性能的影响分析

第４期（总第２５３期）
山西交通科技
２０１８年８月
ＳＨＡＮＸＩＳＣⅢ ＮＣＥ＆ＴＥＣＨＮｏＬｏＧ０ｆＱ
Ｎｏ．４
有机温拌剂对沥青性能的影响分析
边睿ቤተ መጻሕፍቲ ባይዱ，薛勇杰
（１．山西省交通科学研究院，山西太原０３０００６；２．福州大学土木工程学院，福建福州３５０１１６）
摘要：通过对添加有机温拌剂后沥青的性能进行测试并对指标结果分析，有机温拌剂使沥青高温性能得到改善，同时低温性能、感温性能、黏附性能以及黏结性能均出现了下降，而ＳＢＳ改性剂能够减弱温拌剂对沥青形成的负面作用。可以通过提高沥青延度、针入度指数、沥青与石料的黏附性、黏结力指标的控制标准，以确保掺加有机温拌剂后沥青的性能。可将沥青黏附性与黏结力作为优选有机温拌剂的指标，以确保温拌沥青在混合料整体结构中的力学作用。
鬯
９０号实测９３０．９５ｌ１８
基质
大于等
沥青要求８Ｏ一１ｏｏ一１．５～＋１．０于５０
５０．２２７１１．０２２大于等大于等于４５于２４５实测
ＳＢＳ实测７６．８０．４２
改性
大于等
沥青要求６０－８０
关键词：有机温拌剂；黏附性能；ＳＢＳ改性剂；黏结力；控制标准中图分类号：Ｕ４１４．７５文献标识码：Ａ文章编号：１００６－３５２８（２０１８）０４－００１３－０５
０引言
１原材料
相比普通的热拌热铺沥青混合料，温拌沥青混合料能够降低施工温度从而在经济、社会等方面带来巨大效益，因此，温拌技术在道路新建及养护维修中有较好的应用前景【１］。目前国内外的温拌技术与产品种类繁多，但根据其降温原理可将温拌技术分为有机降黏型、发泡沥青降黏和乳化沥青降黏温拌技术３种。有机降黏温拌技术是在沥青或沥青混合料中添加一定量的有机降黏剂，利用产品本身的物理特性来降低施工温度囱。有机温拌剂通常为石油工业经特殊工艺加工得到的产品，其主要成分是与道路沥青结构相近的大分子有机聚合物，以蜡或蜡状物为主，如ＳａｓｏｂｉｔＦｒ硬蜡、Ａｓｐｈａｌｔａｎ—Ｂ酯化蜡等。

温拌剂对改性沥青及其混合料性能的影响

温拌剂对改性沥青及其混合料性能的影响发表时间：2019-04-18T15:56:38.920Z 来源：《基层建设》2019年第6期作者：吴宇峰[导读] 摘要：如今，随着全球化环境问题的不断出现，能源节约和环境保护已经成为了各个行业的发展基本。

新昌县公路管理局浙江绍兴 312500摘要：如今，随着全球化环境问题的不断出现，能源节约和环境保护已经成为了各个行业的发展基本。

在公路工程项目建设中，沥青路面的铺设需要大量的能源，并且要释放大量的污染性气体，这对作业人员以及环境都会产生严重的威胁。

作为一种新型的材料，温拌剂能够拌和沥青混合料，并且将碾压温度降低在30℃左右，在实现环保以及节能效果的同时能够减缓沥青混合料的老化程度，延伸沥青路面的施工季节。

然而，温拌剂作为一种添加剂掺入沥青混合料中，同样会对原有沥青及其混合料性能造成一定的影响｡鉴于此，本文就温拌剂对改性沥青及其混合料性能的影响展开探讨，以期为相关工作起到参考作用｡关键词：道路工程；沥青混合料；温拌剂；超薄罩面前言改性沥青是指掺加橡胶、树脂、高分子聚合物、磨细的橡胶粉或其它填料等外掺剂（改性剂），或采取对沥青轻度氧化加工等措施，使沥青或沥青混合料的性能得以改善而制成的沥青混合料。

改性沥青具有很高的热稳定性、弹性和粘性，性能优良。

一般的改性沥青，温度比较高，如图1所示。

图1 一般改性沥青温度测量然而，温拌沥青混合料具有节能环保､延长施工周期及保护现场施工人员健康等一系列优点｡目前，国内外学者致力于研究温拌沥青及其混合料性能，研究热点集中于基于有机添加剂机理的温拌剂和基于表面活性机理的温拌剂｡大量的研究人员对比分析了两种不同机理的温拌剂的路用性能及降温效果，但定量分析其影响因素的较少｡因此，本文从温拌剂对改性沥青及其混合料性能的影响，以期选出能有效反映沥青混合料性能的温拌沥青指标｡1.温拌剂对沥青性能的影响对原SBS改性沥青及掺加2种温拌剂的沥青按《公路工程沥青及沥青混合料试验规程》（JTGE20-2011）的要求进行相应的沥青常规指标试验，结果如表4所示｡由表4可以看出：温拌剂的加入对SBS改性沥青的针入度和延度无明显影响，表明2种温拌剂对SBS改性沥青稠度和低温性能几乎无影响；添加Ipave-S型温拌剂后，SBS改性沥青的软化点明显降低，而添加RH型温拌剂后，SBS改性沥青的软化点无明显变化，表明RH型温拌剂对SBS改性沥青高温性能影响不大，而Ipave-S型温拌剂对SBS改性沥青的高温性能会产生不利影响；在135℃时，分别加入温拌剂后的SBS改性沥青的布氏黏度大幅降低，说明这2种温拌剂能有效降低改性沥青黏度，其原因类似于有机降黏类温拌剂的原理，Ipave-S型和RH型温拌剂中添加了合成蜡，其熔点较低，在135℃高温时，合成蜡融化，使得加入这2种温拌剂的沥青黏度较原样沥青低；添加2种温拌剂后的沥青与原样沥青老化后的质量损失和残留延度基本持平，而添加Ipave-S型温拌剂后沥青老化的残留针入度比下降幅度大于添加RH型温拌剂的沥青，表明Ipave-S型温拌剂的加入对SBS改性沥青的抗老化性会产生不利影响｡表1温拌剂对SBS改性沥青常规指标的影响2.温拌剂对沥青混合料性能的影响为研究温拌沥青混合料的各项性能，根据规范要求进行马歇尔配合比试验，控制三个实验组的温度指标分别制作试件，温拌剂组采用120℃的拌合温度，原样组采用150℃热拌温度，表2为马歇尔试验各项指标测试结果｡试验的最佳油石比为4.8%｡温拌沥青混合料的各项性能，根据规范要求进行马歇尔配合比试验，控制三个实验组的温度指标分别制作试件，温拌剂组采用120℃的拌合温度，原样组采用150℃热拌温度，表2为马歇尔试验各项指标测试结果｡试验的最佳油石比为4.8%｡表3浸水马歇尔试验结果表表4沥青混合料弯曲试验结果表。

温拌剂对沥青混合料抗车辙性能对的影响(国外文献SCI)

Characterization of rutting performance of warm additive modiﬁed asphalt mixturesWenbin Zhao ⇑,Feipeng Xiao,Serji N.Amirkhanian,Bradley J.PutmanDepartment of Civil Engineering,Clemson University,Clemson,SC 29634-0911,United Statesa r t i c l e i n f o Article history:Received 21June 2011Received in revised form 27December 2011Accepted 27December 2011Available online 28January 2012Keywords:Warm mix asphalt (WMA)Warm additive RuttingPermanent deformation Binder rheologya b s t r a c tDriven by the reduction in fuel consumption and CO 2emission in producing and placing asphalt concrete,the warm technology has gained a lot of interests in the recent years in academia and/or industry.Warm additives are available both in a liquid and solid state;there are concerns over the rutting performance of WMA.The purpose of this study is to investigate and characterize the effects of various warm additives on the rutting performance of asphalt concrete with different binders and mixing temperature applica-tions.The results showed that the lowered mixing temperature increases the rutting susceptibility due to reduced binder aging.The wax warm additives stiffen the binder,and can offset the rutting problem rendered by the lowered mixing temperature,while the chemical warm additives have the same rutting performance as the control mixtures.Ó2012Elsevier Ltd.All rights reserved.1.IntroductionThe technologies that are used to produce and place asphalt concrete at a relatively lower temperature than the traditional hot mix asphalt (HMA)are generally referred to as warm mix asphalt (WMA).The occurrence of these technologies was origi-nated in Europe in the attempt to reduce fuel consumption in pro-ducing asphalt concrete in the face of stringent environmental regulations (CO 2and noxious substances emission from traditional asphalt mixture production).Now it has generated waves of inter-est in US among industry practitioners and academic researchers.The general information,industry practices,and environmental beneﬁts about WMA technology can be found in literature [1,2].Rutting is one of the most important distresses for asphalt pave-ments.It is caused by material consolidation and lateral movement due to repeated heavy wheel loadings on the various pavement layers/subgrade.The distress is manifested by a depressed rut along the wheel path on the pavement surface.The rutting distress is viewed as not a structure failure,but a serious safety hazard to vehicles because hydroplaning can occur in the presence of rutting in rainy weather,resulting in serious trafﬁc accidents.Moreover,vehicles tend to be pulled towards the rut path,making it difﬁcult to drive.Many factors can contribute to the rutting distress of pavement,such as environment (high temperature),truck speed and tire contact pressure;the methods to prevent the rutting are primarily through engineering an asphalt mixture with improved shear resistance to withstand problems posed by the environment and trafﬁc loadings.However,the addition of warm mix additives into the asphaltic mixture can complicate the engineering process;more knowledge is needed to assess the inﬂuence of the warm additives to the pavement rutting performance.The rutting performances with some of the commonly used warm additives have been investigated individually by previous research.Research showed that Sasobit Òand Evotherm Òdo not increase the rutting potential,and rutting potential did increase due to lowered mixing temperature [3,4].Xiao et al.did research on the WMA rutting performance with moist aggregate [5],the results showed the mixture with Sasobit Òadditive exhibited the best rutting resistance,while the mixture containing Asphamin Òand Evotherm Òadditives generally showed a similar rut resistance to the control mixture.However,the research did not quantitatively separate the possible effect the warm additives on the asphalt bin-der from the effect of lowered temperature due to reduced aging,and there is possible interaction effect between warm additives and aging rate.Further,the WMA technology has been evolved since its emergence;various warm additive products are available in the market.The chemical components and physical properties vary from product to product.The diversity in the warm additives makes the selection of warm additives different;apple-to-apple comparison on their rutting performance should be gained through further research to facilitate the warm additive selection.The objective of this research is by incorporating various warm additives in the study to compare the rutting performance of these0950-0618/$-see front matter Ó2012Elsevier Ltd.All rights reserved.doi:10.1016/j.conbuildmat.2011.12.101Corresponding author.E-mail address:yzsjswb.zhao@ (W.Zhao).additive modiﬁed asphaltic mixtures with the control group and among themselves,and further to characterize the inﬂuence of warm mix modiﬁcation on permanent deformation performance.2.Experimental planA three-factor,full level,well balanced experiment was planned and carried out in a well-controlled lab environment to fulﬁll the objectives of this study.Three experimental factors are warm additive,mixing and compacting temperaturesand asphalt binder source.Only one aggregate source is utilized.The Asphalt Pave-ment Analyzer(APA)was conducted to evaluate the rutting performance of the mixtures.After the APA test,the binders were extracted from some selected mix-ture types,identifying the possible causative relationship between rheological properties and the rutting performance.The experimental designﬂow chart is pre-sented in Fig.1.The rationales for the main experimental factors utilized are pre-sented in the following paragraphs.2.1.Warm additiveTo characterize the rutting performance of warm mix asphaltic mixtures,vari-ous warm additives are needed for further inductive reasoning with respect to more general inference.Four warm additive products were identiﬁed and employed in this study,so that their performance can be compared to the traditional HMA con-trol mix and among themselves as well.All the additives are not involved in foam-ing technology/mechanism.Two additives are in solid state at the room temperature,while the other two additives are viscous liquid.The warm additives were selected in such a way that the characterization of the products from these two categories(wax and chemical)could be possibly investigated.2.2.Mixing temperatureThree levels of mixing and compaction temperatures were adopted in the study. Warm mix asphalt is produced at temperatures in the range of16–55°C(30–100°F)lower than the typical hot mix asphalt[2].The range of mixing temperature from120°C to150°C was studied through three temperature levels with an inter-val of15°C(Table1).Further,this temperature arrangement allows the effect of temperatures on rutting performance to be separated from the warm additives. The temperature arrangement can also allow the effect to be evaluated through changes in binder aging during the production process.The compaction tempera-tures are lower than the mixing temperatures by15°C at every treatment level.2.3.Binder sourceThree binder sources and one aggregate were utilized in the study.Asphalt is comprised of various compounds,and is usually melted into a liquid state by apply-ing heat to a predetermined temperature before mixing with aggregates.In this study,the utilized warm additives were either organic waxes or chemicals;at the elevated mixing temperature,the chemicals in the asphalt and warm additives may interact with each other in various ways such as physical interaction or chem-ical reaction.The alleged interactions can further inﬂuence the properties of the asphaltic mixtures made with the warm pared with asphalt,the min-eral components in aggregate material are relatively stable and inert;therefore, warm additives are more likely to interact and undergo chemical reaction with bin-der than aggregate.It is very important to examine whether the effects of the warm additives on the mixture properties,if any that would be found in this study,will be valid just in one particular asphalt binder or many binders.Utilizing binder from difference sources/grades can provide a wide context in which the warm additive effects would be characterized.3.Materials3.1.Warm additivesFour warm additive products were investigated in the experi-ment;the binder without any additive was the control and referred as‘‘virgin binder’’throughout this paper.All the additives involve no foaming mechanism in producing WMA.The manufacturer rec-ommended dosages were adopted to add the warm additives into the asphalt mixtures.Additives A and B are wax products;both were added at a rate of1.5%by the weight of asphalt binder.Addi-tives C and D are identiﬁed as chemical products at the room tem-perature,and added at a rate of0.3%and0.5%by the weight of asphalt binder,respectively.The physical properties of the warm additives are presented in Table2.All the additives were added into the binder before mixing,and the uniformity of the subsequent binders were achieved by thor-ough hand blending at the target mixing temperatures.During this blending process,a certain amount of physical effort was required to overcome the resistance of the binder to the blending spatula. The degree of resistance was a reﬂection of the viscosities of the modiﬁed binders at the corresponding pared to the virgin binder(no warm additives),the same level of blending effort was noticed to stir the additives A and B modiﬁed binders. However,an appreciable lower blending effort was required in blending binder with additives C or D,as compared with the effort in blending virgin binder(no warm additives).This may indicate the manufacturer recommended additive dosage might not be en-ough to obtain and adequate viscosity level such as the one speci-ﬁed for HMA mixing(0.28±0.03Pa s).When the binders were mixed with aggregate to produce asphaltic mixtures,the mixing time at lower temperatures for virgin and chemical-modiﬁed bind-ers(additives A and B)was extended to a longer period to obtain a uniform binder coating.The viscosity reduction and workability of WMA binder using the same warm additives can be found in an-other study[6].Nevertheless,this paper mainly focuses on the effects and characterization of warm additives on the rutting performance of WHA mixtures,rather than the workability.3.2.Asphalt bindersTwo PG62-22binders were used in this study.They were desig-nated as binder C and I,respectively.One PG58-28softer binder was utilized and designated as binder N;it came from the same as-phalt binder terminal as binder I.The Superpave binder physical properties are listed in Table3.It should be noted that the ranking of the G⁄/sin d for the original binders Rolling Thin Film Oven(RTFO) residue binders is the same:at their corresponding test tempera-tures,binder C has the highest value,followed by binder N,then by binder I.3.3.AggregateThe aggregate used in this research was from a quarry in South Carolina.It is composed predominantly of quartz and potassium feldspar.The related physical properties of the aggregate are re-ported in Table4.Table1Mixing and compacting temperatures.Treatment levels Mixing temperatures Compacting temperatures°C°F°C°FHigh level150302135275Medium level135275120248Low level120248105221266W.Zhao et al./Construction and Building Materials31(2012)265–2724.Gradation,mix design and specimen fabricationThe South Carolina Department of Transportation (SCDOT)technical speciﬁcation for Hot-Mix Asphalt material properties [7]was followed to conduct the aggregate gradation and mix de-sign.Aggregate gradation chart is shown in Fig.2;along with it are the curves of other restrictive requirements,such as the SC high and low spec limits,AASHTO control points,and Superpave maxi-mum density line.The designed aggregate gradation meets the type B surface course (high volume primary roads)requirements stipulated by the SC DOT technical speciﬁcations.The nominal maximum aggregate size (NMAS)is 12.5mm.The optimum binder content was determined to correspond to the air voids content of 4%in the total mix under 75gyrations.The optimum binder con-tent is 5.35%in this study.Identical specimens were prepared by compacting the samples using Superpave Gyratory compactor for both the HMA and WMATable 2Warm additive physical and chemical properties.Properties ABCDIngredients Solid saturated hydrocarbons Fatty polyamines,polymer,non-ionic components,fatty amine,glycol Polymer,fatty acid amine Modiﬁed tall oil fatty acid polyamine condensate water Physical state Pastilles,ﬂakesSolid pellets LiquidViscous liquid Color Off-white to pale brown BrownAmber (dark)OderPractically odorless Amine like Fishy,amine-like Molecular weight Approx.1000g/mole ––Speciﬁc gravity 0.9(25°C)– 1.0 1.03–1.08Vapor density –––<1Bulk density ––– 1.03g/cm 3Ph values Neutral ––9–11Boiling point –––>100°C Flash point285C (ASTM D92)Closed cup:>93.3°C >100°C –Solubility in waterInsolubleInsoluble in cold waterInsolubleSolubleTable 3Superpave binder properties for the virgin binders.ParametersBinder source C (PG64-22)I (PG64-22)N (PG58-28)OriginalViscosity,Ps-s (135°C)0.6260.4050.31G ⁄/sin d ,(Pa)(64/58°C)180112071378RTFO residueMass change,(%)(165°C)À0.24À0.02–G ⁄/sin d ,(Pa)(64/58°C)460828153875PAV residue G ⁄sin d ,(kPa)(25/19°C)242029704064Stiffness (60s),(MPa)(À12/À18°C)129183249m -value (60s)(À12/À18°C)0.3540.3110.281Table 4Aggregate physical properties.Coarse aggregate L.A.abrasion loss (%)Absorption (%)Speciﬁc gravity Soundness %loss at 5cycles Sand equivalentHardnessDry (BLK)SSD (BLK)Apparent 3/4’’–3/8’’3/8’’–#4300.52.632.642.661.74.1536Fine aggregate Fineness modulus Absorption (%)Speciﬁc gravity,SSD (BLK)Soundness %loss 3.20.62.640.1W.Zhao et al./Construction and Building Materials 31(2012)265–272267mixtures involved in this study.The target air voids content was set at4%for the APA rut test.Two replicates were fabricated for each treatment combination.5.Test method5.1.The APA testAsphalt Pavement Analyzer was utilized to investigate the rutting susceptibility of the mixtures.The standard test procedure that was followed in this study can be found in AASHTO TP63-03, determining rutting susceptibility of Hot-Mix Asphalt(HMA)Using the Asphalt Pavement Analyzer.The APA test is a simulative test; the load on the samples applied by the rolling wheels through the pressurized hose simulates the loading situations of heavy vehicles as their tires are passing on the pavement.Not only the load mag-nitude but also the repeated loading mode makes the test a good candidate to evaluate an asphaltic material’s resistance to rutting. Research shows the APA test results have a good correlation with the rutting performance under the accelerated pavement testing with a heavy vehicle simulator[8].Other researchers have shown the APA rut depths are correlated well toﬁeld performances when loading and environmental conditions are appropriate[9,10].In this study the test temperature was set at either64°C(147°F) or58°C(136°F),depending on the binder high temperature grade. The hose pressure was set at700±35kPa(100±5psi),cylinder load on each wheel was set445±22N(100±5lbf.);after8000 loading cycles,the rut depths were measured manually.5.2.Binder extractionTo identify the possible correlation between the rheological properties of the warm additive modiﬁed binders and the rutting performance,the effort was made to extract the binders from the mixtures and conduct binder test subsequently.Since the binder extraction requires tremendous lab work,only nine mixtures were subjected to binder extraction;their mix codes(treatment combi-nation)are listed in Table5.A Rotavapor evaporator and other centrifuge devices were used to conduct the binder extraction.The test protocol was per SCDOT test designation:SC-T-95[11].5.3.Binder rheology testThe Dynamic Shear Rheometer(DSR)was used to conduct the binder rheology test for the recovered binders.Initially,the values of the test parameters,such as the plate oscillation speed and sam-ple strain control level were adopted from a RTFO residue sample DSR test.However,the aging degree during the mixing and com-paction did not reach the same level as a RTFO aging process can have,which made the test impossible.The parameter values were adopted by following the DSR tests for original binders,namely an oscillation speed of10rad/s and12%of strain control.6.Results and discussionsA general linear model procedure was carried out to conduct the statistical analysis.In this3-factored experiment,the rut depth results can be partitioned into8sections:3main factor terms,3 two-way factor interaction terms,1three-way interaction term, and an experimental error term.The Analysis of Variance(ANOVA) test was used to determine whether each of the factor effects was signiﬁcant or not.The level of test signiﬁcance was set at5%;in other words,there are5%of chances to make a type I error in the hypothesis test.If the p-value of a test result is less than5%, the alternative hypothesis that not all treatment means are the same will be accepted as true.The ANOVA table of the statistical test is presented in Table6,and detailed discussions are given in the following sections.6.1.Main factor effectsStatistical analysis shows that the binder source had a signiﬁ-cant effect on the mixtures’rutting performance.The binder source effects due to binder source difference are presented in Fig.3. Mixtures using binder source C had the best rut performance and binder N(PG58-28)was better than binder I(PG64-22).It should be noted that the APA test temperature for binder N was58°C, while the test temperature for binder I was64°C.Virgin binder high temperature parameter,G⁄/sin d,is an index of the stiffness of the virgin binders.The values of the parameter(in Table3)de-crease from binder C to binder I,following the same pattern as their effects on rutting performance.The agreement between the binder G⁄/sin d values and their corresponding rutting performance indicates that the validity of using this parameter to predict rutting performance due to the virgin binder stiffness.The effects of mixing and compacting temperatures on rut depth were statistically signiﬁcant in this study.Their effects are presented in Fig.4.The mean rut depth for those mixtures mixed at a high mixing temperature is the lowest;as the mixing temper-ature lowers,rut depths increase.The results are consistent with the authors’expectation.The reason is that less binder age-harden-ing will occur as the mixing temperature lowers;therefore,the binder becomes less stiff and more susceptible to rutting as com-pared to the traditional HMA mixtures.This might warrant that a stiffer binder or an asphaltic material such as a reclaimed asphalt pavement(RAP)can be used to offset the rutting problem when lower mixing temperature is involved.The relationship between the temperature change and the rut depth appears to be nonlinear in Fig.4.From the medium to low mixing temperature,the increase in the mean rut depth is greater, as compared to the high to medium production temperature range. This indicates a nonlinear binder aging rate across the lowered temperature;when the mixing temperature drops,the rate of aging slows down correspondingly.The statistical analysis reveals that the warm additive effect on rutting results was signiﬁcant.The alternative hypothesis is that not all the warm additive treatment means are the same.The gra-phic illustration of the warm additive effect is presented in Fig.5. As noticed,the mean rut depths of chemical warm additives are at the same level as the control binder(no additive).It is necessary to conduct multiple comparison analysis to discern which warm additive treatments are different from the control binder.Turkey’s analysis was conducted,and the results are shown in Table7.As noticed,the mean values of rut depths of the A and B (wax)modiﬁed mixtures are different from the control mixture and the chemical additive modiﬁed mixtures.While no distinct dif-ference between the control binder and chemical additive treated binders was observed,they were categorized into one statistical group.When wax additives were added into the binder,they stiff-Table5Mixes subjected to binder extraction.Mix code Binder source Mixing temperature Warm additiveIL0I(PG64-22)Low0(no additive)ILA I(PG64-22)Low AILB I(PG64-22)Low BILC I(PG64-22)Low CILD I(PG64-22)Low DIMA I(PG64-22)Mid/medium AIHA I(PG64-22)High ACLA C(PG64-22)Low ANLA N(PG64-22)Low A268W.Zhao et al./Construction and Building Materials31(2012)265–272ened the binder and the rutting resistance increases accordingly. Chemical additives added at the studied dosages did not soften the binder;their rutting behaviors are statistically the same as the virgin binder.Wax additives can increase the binder stiffness, and offset the rutting susceptibility due to a lower production tem-perature associated with WMA technology.However,the stiffening effect of wax additives might have negative inﬂuence on mixtures’resistance to cracking.6.2.2-way interactionStrong evidence(p-value=0.91)shows that no interaction occurred between warm additives and the binder source.This is very important because theﬁnding regarding the warm additive effects is valid across all of the asphalt binders employed in this study,even though the binders came from different source and dif-fer in the properties.This indicates that the warm additive effects are not binder-speciﬁc and can be interpreted to be applicable to a wider range of binder sources.The interaction plot is presented in Fig.6.The statistical analysis shows that there was no sufﬁcient evi-dence(p-value=7.4%)to claim an interaction effect between warm additives and mixing temperatures with regard to the rutting re-sults.As noticed in Fig.7,overall,there is no interaction effect. Since the warm additive effect is the focus of this study,this no interaction result indicates that the warm additive effects are valid, regardless of the mixing/compaction temperatures employed in this study.Therefore,the additive effects on rutting performance are not mixing temperature speciﬁc.Moreover,Additive C had a relatively lower variability across the mixing temperatures as com-pared to other warm additives.It can be inferred that the aging ef-fect is not sensitive to mixing temperature and additive C might have some anti-aging effect.In other words,when mixing temper-ature is elevated for mixtures containing additive C,the oxidation degree does not increase as much as observed in other warm addi-tive modiﬁed mixtures.On the other hand,it appears the mean rut depths in the mixtures containing additive D scatter to a larger ex-tent compared to the wax additive modiﬁed mixtures.This indi-cates that the binder aging might be sensitive to temperature change in the presence of additive D.However,the degree of data scattering across the mixing temperatures might be attributed to uncontrollable experimental errors.The real reason remains unknown;whether some chemical additives can accelerate or slow the aging process requires further investigations.Table6ANOVA table of the statistical analysis.Source DF Seq SS Adj SS Adj MS F statistic P value Signiﬁcant?Binder sources(BS)28.70711.843 5.922 6.0300.005Yes Temperatures(T)240.99136.10618.05318.3900.000Yes Warm additives(WA)4116.148112.25528.06428.5900.000Yes BSÃT419.34218.864 4.716 4.8000.002Yes BSÃWA8 3.205 3.2060.4010.4100.910No TÃWA815.31815.346 1.918 1.9500.074No BSÃTÃWA1651.73751.737 3.234 3.2900.001Yes Error4746.14246.1420.982Total91301.590W.Zhao et al./Construction and Building Materials31(2012)265–272269Strong statistical evidence shows there was an interaction effect between binder source and mixing temperature.The interaction proﬁle is presented in Fig.8.Binder I is temperature sensitive:an increase in mixing temperature leads to an increase in rut depths. This can be attributed to the aging characteristic of the binder due to the change in mixing temperature.In the case of binders C and N,the sensitivity is similar to binder I in the mixing temperature range from mid to high.However,the rut depths appeared not to be sensible to the change in temperature from low to mid.The interaction between binder source and mixing temperature on rut-ting performance could be attributed to the possible difference in their chemical compositions of the binders.6.3.Statistical modelAfter investigating the individual effects of the experimental factors,it is necessary to put all the factors into one picture and evaluate the collective effects due to any combinations of changes in the values of these factors on the rutting performance.Since many factors were proven signiﬁcant to the rutting results,a mul-tivariate linear regression model was developed to summarize the data in this study.Not only can such a model,if built properly, express the test results well,it can also be used to predict the rut-ting performance for the same or similar mixtures.Therefore,it would be easy for engineers to conduct quantitative sensitivity analysis due to multi-variable changes.Through trial and error method,the proposed statistical model adopts four independent variables:voids in total mix(VTM), G⁄/sin d,additive,and temperature.These four variables account for the rutting effects of the mixture’s density level,virgin binder high temperature rheological property,warm additive type,and mixing temperature,respectively.The equation is given as follows: Rut Depth¼16:4þ0:627VTMÀ0:00226GÃ=sin dÀ2:25AdditiveÀ0:0630Tð1Þwhere Rut Depth is the dependent variable,in millimeters, VTM=voids in total mix,in percent,G⁄/sin d=the virgin binder rhe-ological property tested at the high performance grade temperature, in Pa,Additive=warm additive type,a categorical parameter:0for virgin binder or chemical warm additive type,and1for wax warm additives,T=temperature,in°C.Table7Turkey’s multiple comparisonanalysis.270W.Zhao et al./Construction and Building Materials31(2012)265–272From Table8,The R-square value is67.5%,and it is an indicator of the model’s capability to capture the effects due to the factor treatments.It should be noted that no factor interaction terms are used in the model;therefore,the R-square value does not cover the part of variability contributed by factor interaction effects. Secondly,asphalt mixture is a highly heterogeneous material in nature;variability due to this characteristic is not accounted forin the model.Additionally,there were other unknown or uncontrol-lable factors during the lab sample fabrications that could also introduce variability into the APA test results.Given all the factors mentioned above,the R-square value indicates that the proposed model can well summarize the experimental data and the model can potentially be used to predict the rut depth of a similar asphalt mixture.Further,the warm additive variable in the model is cate-gorical:virgin binder(no warm additive)or chemical warm addi-tives are assigned with value of zero,and wax additives are assigned a value of one.This categorization is based on the previous discussion of no softening effect of chemical additives and the stiff-ening effect of wax additives.It should be noted that categorizing the warm additives in such a way is very effective in the model; as seen in Table8,it accounts for48.23%of the variability reduction of the model.The standardized residual normality plot is presented in Fig.9.A normal probability plot tests whether the data is normally dis-tributed.As observed,the standardized residual data fall on or close to the normality line;this indicates that no additional vari-able needs to be incorporated into the model to account for further variability reduction.In addition,the predicted and measured rut depths are presented in Fig.10.The regression-ﬁtted line coincides with the equality line.Finally,when other variables in the model are held constant, lowering the mixing temperature(as practiced in WMA technology)alone will increase rut depth.Adding chemical warm additives has no bearing on a mixture’s rutting performance;on the other hand, adding wax additives can reduce rut depths,as predicted by the equation,which will offset to some extent the adverse effect due to a lowered mixing temperature.From the quantitative relation-ship of the proposed model,when a studied wax additive is added, a reduction of temperature by35.7°C(2.25/0.063)can be achieved without the occurrence of a negative overall effect on rutting.6.4.Binder rheological resultsThe G⁄/sin d values of the extracted binders tested at the corre-sponding high temperatures and their APA rutting results are presented in Fig.11,and the G⁄/sin d values for the binders blended with the additives are also presented for the purpose of compari-son.All the DSR test results were higher than the threshold value of 1.0kPa,regardless of whether the binder was extracted or blended binder.Except for Binder C(C64-22),the G⁄/sin d values for extracted binders were higher than the blended binders, reﬂecting that aging occurred during the mixing processes.The in-creases in aging for the additives0(control)and A modiﬁed binder in the combination of Binder I(I64-22)and low temperature were much higher,as compared to other binders in a similar situation.The rheological properties of the extracted binders should reﬂect the combined effects introduced by various factors into the binder rheology,such as the binder source,binder modiﬁcation by the added warm additives,and aging/oxidation degree during mixing(related to mixing temperature).The factors that change the binder rheology in turn will be reﬂected in their APA rutting test results.However,the correlation between the rutting results and the binder G⁄/sin d(both extracted and blended)is very poor. For instance,in the case of low temperature,the G⁄/sin d values for Binder I(I64-22)with additives B,D and0(control)are at a comparable level,but their rut depths are noticeably different from each other.The Pearson correlation analysis conducted between the binder G⁄/sin d values and rutting depths shows a correlation coefﬁcient ofÀ0.36andÀ0.49for extracted binder and blended binder,respectively.This can be interpreted that using the high temperature rheological parameter(G⁄/sin d)conducted on either the extracted or blended WMA binders would not give a good indi-cation to their mixture rutting performance.The reason might be that the presence of a warm additive in the binder complicates the rheological properties of the binder as a whole,therefore,mak-ing the parameter ineffective in reﬂecting the rutting resistance of the corresponding warm mix mixtures.Table8The variability reduction due toﬁtted model and factor contribution.DF(degree of freedom)SS(sum ofsquares)Factor weight inthe model(%)Total89358.118Regression4241.720VTM55.30522.88 G⁄/sin d17.7897.36 Additive116.57748.23 T52.04921.53 Residual error85R-Sq=67.5%,R-Sq(adj)=66.0%W.Zhao et al./Construction and Building Materials31(2012)265–272271。

应用拉拔试验评价集料温度对沥青与集料粘附性的影响

应用拉拔试验评价集料温度对沥青与集料粘附性的影响王端宜;王鹏【摘要】集料和沥青之间的粘附性能的好坏是评价沥青混合料抗水损害能力的重要指标,也是沥青混合料形成强度的基础.通过改进的拉拔试验方法,以拉拔力损失率和剥落率两个指标进行粘附性评价,并与沥青混合料残余稳定度建立联系.结果表明改进的拉拔试验能够有效的评价沥青和石料之间的粘附性,同时石灰岩较花岗岩与沥青之间有更好的粘结性能和水稳定性,并随着石料温度的增加,集料吸附沥青效果更好,这对提高沥青和石料粘附性、增强抗水损害能力具有一定的指导意义.%The adhesion between aggregate and asphalt blinder is an important index to evaluate the anti-water damage ability,and it is also the foundation of the formation strength of asphalt mixture.This thesis discuss the properties of the interface adhesion between aggregate and asphalt blinder by the improved pull-out test and establish the relationship between the stability of the residual stability through the pull-out force loss rate and stripping rate.The results indicate that the improved pull-off test can effectively evaluate the adhesion between asphalt and stone,and limestone have better bonding properties and water stability than granite,and with the increase of temperature of stone,aggregate-asphalt absorption effect is better,this research has certain guiding significance to improve asphalt-stone adhesion and enhance the water damage resistant performance.【期刊名称】《公路工程》【年(卷),期】2017(042)006【总页数】6页(P69-74)【关键词】粘附性;水损害;拉拔;拉拔力损失率;剥落率【作者】王端宜;王鹏【作者单位】华南理工大学土木与交通学院,广东广州 510640;华南理工大学土木与交通学院,广东广州 510640【正文语种】中文【中图分类】U414.10 引言随着道路技术的发展，车辙和水损害正逐渐成为沥青路面的主要病害，相关文献指出这类病害在很大程度上依赖于沥青与集料间的粘附性[1-3]。

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０引言
沥青混合料的生产温度通常达到１６０ ℃ 以上，需要消耗大量的燃料，这不仅增加了ＣＯ２和废气的排放，加剧雾霾的产生，而且也造成了资源的严重浪费。２温拌沥青技术应运而生，其０世纪９０年代末，生产温度比普通沥青混合料降低了３不仅０ ℃ 以上，可以减少燃料的消耗，节约大量的资源，还减少了废气的排放，有益于环境保护。由于温拌沥青混合料中集料的烘干温度较低，使得集料中水份不能完全滞留在集料中的残留水份容易聚集在沥青－集排除，料界面上，从而影响沥青－集料界面的粘附能力，导致水损害的发生。因此，越来越多的专家学者开始研究温拌沥青技术的水损害问题。目前用于研究沥青－集料界面粘附性的理论主力学理论、化学反应理论、表面自由能理论要包括：越来越多的学者应用及分子定向理论等。近年来，表面自由能理论对沥青－集料界面粘附性进行研究。Ｅｌｈｉｎｓｔｏｎｅ等首次提出表面自由能理论可以用ｐｇ来评价热拌沥青混合料的水损害和疲劳破坏，指出
１２２３１２１２２３，，ＪｆｆＳＳＸＵＩＪｉｅＵＯＺｈｉＮＢｏＨＩＹｕｅｅｎＳｈｉａ－－，ＷＥｇ，，，，，，
，，（ａｎｄＡｒｃｈｉｔｅｃｔｕｒｅｏｆＣｉｖｉｌＥｎｉｎｅｅｒｉｎＵｎｉｖｅｒｓｉｔＢｅｉｉｎＳｃｈｏｏｌｏｆＣｉｖｉｌａｎｄＴｒａｎｓｏｒｔａｔｉｏｎＥｎｉｎｅｅｒｉｎ１．ｇｇｙｊｇｐｇｇ；ＲｅｓｅａｒｃｈＴｅｃｈｎｏｌｏＵｒｂａｎＴｒａｎｓｏｒｔａｔｉｏｎＩｎｆｒａｓｔｒｕｃｔｕｒｅＥｎｉｎｅｅｒｉｎ１０００４４，Ｃｈｉｎａ２．ＢｅｉｉｎＢｅｉｉｎｇｙｐｇｇｊｇｊｇ；，ＣｏｌｌａｂｏｒａｔｉｖｅＩｎｎｏｖａｔｉｏｎＣｅｎｔｅｒｆｏｒＭｅｔｒｏｏｌｉｔａｎ１０００４４，Ｃｈｉｎａ３．ＢｅｉｉｎＣｅｎｔｅｒＢｅｉｉｎｐｊｇｊｇ），１０００４４，ＣｈｉｎａＴｒａｎｓｏｒｔａｔｉｏｎＢｅｉｉｎｐｊｇ
收稿日期：０００１４８７２－－）；）基金项目：北京市属高等学校高层次人才引进与培养计划项目（国家自然科学基金项目（ＸＭ２０１３１４２１０００１６５Ｐ５１４７８０２８００－－：。，作者简介：女，河南信阳人，季节（教授，工学博士，ｉｉｅｕｃｅａ．ｅｄｕ．ｃｎ９７２ａｉｌ１Ｅ－ｍ－）＠ｂｊｊ
检测项目（ ·ｃ密度／ｍ－３）ｇ熔点／℃ ２５ ℃ 针入度／０．１ｍｍＳａｓｏｂｉｔ０．９５３１０３０ＲＨ０．９１４１０８０
１．２基质沥青选取Ｓ其性能测Ｋ７０和ＳＫ９０两种基质沥青，－－试结果见表２。

Ｖｏｌ．２８Ｎｏ．７２０１５Ｊｕｌｙ
水、温拌剂对沥青－集料界面粘附能力的影响
２３２２３，，，，索智２，文博１，石越峰１，徐世法２，季节１，
（北京１１．北京建筑大学土木与交通工程学院，０００４４；２．北京市城市交通基础设施建设工程技术研究中心，）北京１北京１０００４４；３．首都世界城市顺畅交通协同创新中心，０００４４
［１］
１试验概况
１．１温拌剂采用Ｓ其性能测试ａｓｏｂｉｔ和ＲＨ两种温拌剂，结果见表１。
表１Ｓａｓｏｂｉｔ和ＲＨ的性能Ｔａｂ．１ＰｒｏｅｒｔｉｅｓｏｆＳａｓｏｂｉｔａｎｄＲＨｐ
２６
中国公路学报２０１５年面粘附能力影响的还相对较少。本文采用表面自由能理论来分析水、温拌剂对沥青－集料界面粘附能力的影响，探讨水、温拌剂对沥青－集料界面之间粘附能力的影响规律，以期为提高温拌沥青混合料的水稳定性能起到一定的指导作用。
摘要：为评价水、温拌剂对沥青－集料界面粘附能力的影响，基于表面自由能理论，建立了无水及有水条件下沥青－集料和温拌剂－沥青－集料界面的粘附模型，计算无水及有水条件下沥青－集料和温拌利用能量参数的大小来分析水、剂－沥青－集料之间的粘附功，构建能量参数ＥＰ温拌剂对沥Ｐ１和Ｅ２，青－集料界面粘附能力的影响规律。结果表明：在无水条件下，温拌剂的加入可以提高沥青－集料界面的粘附能力；但在有水条件下，温拌剂对水的敏感性极强，其加入使得沥青－集料界面的粘附能力急剧下降。关键词：道路工程；沥青－集料界面；粘附模型；粘附能力；能量参数；温拌剂中图分类号：４１４．１文献标志码：ＡＵ
表２ＳＫ７０和ＳＫ９０的性能－－Ｔａｂ．２ＰｒｏｅｒｔｉｅｓｏｆＳＫ７０ａｎｄＳＫ９０－－ｐ
ｆｆｅｃｔｓｏｆＷａｔｅｒａｎｄＷａｒｍＭｉｘＡｅｎｔｏｎＡｄｈｅｓｉｏｎＥｇａＣａａｃｉｔｏｆＡｓｈａｌｔｒｅａｔｅＩｎｔｅｒｆａｃｅ－ｇｐｙｐｇｇ
：ＡｂｓｔｒａｃｔＩｎｏｒｄｅｒｔｏｅｖａｌｕａｔｅｔｈｅｅｆｆｅｃｔｓｏｆｗａｔｅｒａｎｄｗａｒｍｍｉｘａｅｎｔｏｎａｄｈｅｓｉｏｎｃａａｃｉｔｏｆｇｐｙ，，ａａｓｈａｌｔｔｈｅａｄｈｅｓｉｏｎｍｏｄｅｌｓｏｆａｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅｂａｓｅｄｏｎｓｕｒｆａｃｅｆｒｅｅｅｎｅｒｔｈｅｏｒ－－ｇｐｇｇｇｙｙｐａａａｒｅａｔｅｉｎｔｅｒｆａｃｅａｎｄｗａｒｍｍｉｘａｅｎｔｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅｗｉｔｈｏｒｗｉｔｈｏｕｔｗａｔｅｒｗｅｒｅ－－ｇｇｇｇｇｐｇｇａｅｓｔａｂｌｉｓｈｅｄ．Ｔｈｅａｄｈｅｓｉｏｎｗｏｒｋｓｂｅｔｗｅｅｎａｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅａｎｄｗａｒｍｍｉｘａｅｎｔ－－ｇｐｇｇｇａａＥＰＥＰｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅｗｉｔｈｏｒｗｉｔｈｏｕｔｗａｔｅｒｗｅｒｅｃａｌｃｕｌａｔｅｄ．Ｅｎｅｒａｒａｍｅｔｅｒｓｎｄ－ｇｐｇｇｇｙｐ１ａ２ｗａｅｒｅｃｏｎｓｔｒｕｃｔｅｄｔｏａｎａｌｚｅｔｈｅａｄｈｅｓｉｏｎｃａａｃｉｔｏｆａｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅａｆｆｅｃｔｅｄｂｗａｔｅｒ－ｇｙｐｙｐｇｇｙａａｎｄｗａｒｍｍｉｘａｅｎｔ．Ｔｈｅｒｅｓｕｌｔｓｓｈｏｗｔｈａｔａｄｈｅｓｉｏｎｃａａｃｉｔｏｆａｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅｉｓ－ｇｇｐｙｐｇｇ，ｗｉｍｒｏｖｅｄｂａｄｄｉｎｗａｒｍｍｉｘａｅｎｔｗｉｔｈｏｕｔｗａｔｅｒ．Ｈｏｗｅｖｅｒａｒｍｍｉｘａｅｎｔｓａｒｅｖｅｒｐｙｇｇｇｙ，ｓｅｎｓｉｔｉｖｅｔｏｗａｔｅｒｓｏａｄｄｉｎｗａｒｍｍｉｘａｅｎｔｄｅｃｒｅａｓｅｓｓｈａｒｌｔｈｅａｄｈｅｓｉｏｎｃａａｃｉｔｏｆａｓｈａｌｔ－ｇｇｐｙｐｙｐａｒｅａｔｅｉｎｔｅｒｆａｃｅｗｉｔｈｗａｔｅｒ．ｇｇｇ：；；；；ａＫｅｗｏｒｄｓｒｏａｄｅｎｉｎｅｅｒｉｎａｓｈａｌｔｒｅａｔｅｉｎｔｅｒｆａｃｅａｄｈｅｓｉｏｎｍｏｄｅｌａｄｈｅｓｉｏｎｃａａｃｉｔ－ｇｇｇｐｇｇｐｙｙ；ｅｎｅｒａｒａｍｅｔｅｒｗａｒｍｍｉｘａｅｎｔｇｙｐｇ