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Article(id=1149780471254578021, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2402987, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1713801600000, receivedDateStr=2024-04-23, revisedDate=1735574400000, revisedDateStr=2024-12-31, acceptedDate=null, acceptedDateStr=null, onlineDate=1752058626235, onlineDateStr=2025-07-09, pubDate=1744041600000, pubDateStr=2025-04-08, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752058626235, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752058626235, creator=13701087609, updateTime=1752058626235, updator=13701087609, issue=Issue{id=1149780466032669506, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='10', pageStart='3969', pageEnd='4395', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752058624990, creator=13701087609, updateTime=1768456644259, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218558743898411553, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218558743898411554, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=4317, endPage=4325, ext={EN=ArticleExt(id=1149780471472681830, articleId=1149780471254578021, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Test on Hydrothermal Characteristics of Sand Soil Replacement Subgrade under Freeze-Thaw Cycle, columnId=1156262728772735295, journalTitle=Science Technology and Engineering, columnName=Papers·Traffics and Transportations, runingTitle=null, highlight=null, articleAbstract=

In order to study the hydrothermal characteristics of the sand soil replacement subgrade, the method of indoor freeze-thaw cycle test was used to investigate the hydrothermal changes at different depths of the sand samples with different gradations, and to compare and analyze the effects of coarse sand and fine sand on the silty clay in the lower layer. The results show that during the freezing process, the soil close to the cold end will have a “water increase phenomenon”, and the silty clay is more prone to water migration than the sandy soil. Both the replacement of fine sand and the replacement of coarse sand can inhibit the cooling of the lower silty clay and reduce the freezing depth, so as to avoid the frost heave and thawing of the subgrade. Compared with coarse sand, the replacement of fine sand has a better effect on inhibiting the downward transmission of negative temperature at the top, and the replacement of fine sand is more conducive to maintaining temperature stability. The freezing depth of the replacement of fine sand is smaller than that of the replacement of coarse sand, which is more conducive to inhibiting the frost heave of the subgrade soil and maintaining the internal water stability. The freezing characteristic curve of soil and the thawing characteristic curve of soil do not coincide, and the freeze-thaw characteristic curve of replacement fine sand is least affected by temperature at the interface of replacement. It is concluded that the replacement of sand can effectively avoid the occurrence of frost heave phenomenon of subgrade, and the effect of replacing fine sand is better than that of coarse sand.

, correspAuthors=Wei SHAN, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, authorCompany=null, fund=null, authors=null, authorsList=Qi-chen YANG, Wei SHAN, Ying GUO), CN=ArticleExt(id=1149780512182596575, articleId=1149780471254578021, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=冻融作用下砂土换填路基的水热特性试验, columnId=1156262730664366426, journalTitle=科学技术与工程, columnName=论文·交通运输, runingTitle=null, highlight=null, articleAbstract=

为研究砂土换填路基的水热特性,通过室内冻融循环试验的方法研究了换填不同级配砂土试样的不同深度处水热变化,以及对比分析换填粗砂、细砂对下层粉质黏土产生的影响。结果表明:冻结过程中,距离冷端位置较近的土体会发生“增水现象”,粉质黏土较砂土更容易发生水分迁移;换填细砂和换填粗砂都能够抑制下部粉质黏土降温和减小冻结深度,从而避免路基冻胀融沉灾害;换填细砂较换填粗砂对于抑制顶端负温向下传递的效果更好,换填细砂更利于维持温度稳定;换填细砂较换填粗砂的冻深更小,更有利于抑制路基土体冻胀和维持内部水稳定;土壤的冻结特征曲线与融化特征曲线是不重合的,在换填的交界面处,换填细砂的冻融特征曲线受温度影响最小。可见换填砂土可有效避免路基冻胀现象发生,且换填细砂的效果优于粗砂。

, correspAuthors=单炜, authorNote=null, correspAuthorsNote=
* 单炜(1965—),男,蒙古族,山东乳山人,博士,教授,高级工程师,博士研究生导师。研究方向:道路防灾减灾。E-mail:。
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杨启臣(2000—),男,汉族,河南新乡人,硕士研究生。研究方向:寒区交通基础设施工程。E-mail:。

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杨启臣(2000—),男,汉族,河南新乡人,硕士研究生。研究方向:寒区交通基础设施工程。E-mail:。

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杨启臣(2000—),男,汉族,河南新乡人,硕士研究生。研究方向:寒区交通基础设施工程。E-mail:。

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Three types of specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
名称 试样组成
NW 上部和下部均为粉质黏土
XW 上部4 cm细砂、下部8 cm粉质黏土
CW 上部4 cm粗砂、下部8 cm粉质黏土
), ArticleFig(id=1218525111490102056, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780471254578021, language=CN, label=表1, caption=

三种试样

, figureFileSmall=null, figureFileBig=null, tableContent=
名称 试样组成
NW 上部和下部均为粉质黏土
XW 上部4 cm细砂、下部8 cm粉质黏土
CW 上部4 cm粗砂、下部8 cm粉质黏土
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冻融作用下砂土换填路基的水热特性试验
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杨启臣 1 , 单炜 1, 2, * , 郭颖 1, 2
科学技术与工程 | 论文·交通运输 2025,25(10): 4317-4325
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科学技术与工程 | 论文·交通运输 2025, 25(10): 4317-4325
冻融作用下砂土换填路基的水热特性试验
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杨启臣1 , 单炜1, 2, * , 郭颖1, 2
作者信息
  • 1 东北林业大学土木与交通学院, 哈尔滨 150040
  • 2 东北林业大学寒区科学与工程研究院, 哈尔滨 150040

    • 杨启臣(2000—),男,汉族,河南新乡人,硕士研究生。研究方向:寒区交通基础设施工程。E-mail:。

通讯作者:

* 单炜(1965—),男,蒙古族,山东乳山人,博士,教授,高级工程师,博士研究生导师。研究方向:道路防灾减灾。E-mail:。
Test on Hydrothermal Characteristics of Sand Soil Replacement Subgrade under Freeze-Thaw Cycle
Qi-chen YANG1 , Wei SHAN1, 2, * , Ying GUO1, 2
Affiliations
  • 1 School of Civil Engineering and Transportation, Northeast Forestry University, Harbin 150040, China
  • 2 Institute of Cold Region Science and Engineering, Northeast Forestry University, Harbin 150040, China
出版时间: 2025-04-08 doi: 10.12404/j.issn.1671-1815.2402987
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摘要
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为研究砂土换填路基的水热特性,通过室内冻融循环试验的方法研究了换填不同级配砂土试样的不同深度处水热变化,以及对比分析换填粗砂、细砂对下层粉质黏土产生的影响。结果表明:冻结过程中,距离冷端位置较近的土体会发生“增水现象”,粉质黏土较砂土更容易发生水分迁移;换填细砂和换填粗砂都能够抑制下部粉质黏土降温和减小冻结深度,从而避免路基冻胀融沉灾害;换填细砂较换填粗砂对于抑制顶端负温向下传递的效果更好,换填细砂更利于维持温度稳定;换填细砂较换填粗砂的冻深更小,更有利于抑制路基土体冻胀和维持内部水稳定;土壤的冻结特征曲线与融化特征曲线是不重合的,在换填的交界面处,换填细砂的冻融特征曲线受温度影响最小。可见换填砂土可有效避免路基冻胀现象发生,且换填细砂的效果优于粗砂。

冻融循环  /  砂土换填  /  水热变化  /  冻融特征曲线

In order to study the hydrothermal characteristics of the sand soil replacement subgrade, the method of indoor freeze-thaw cycle test was used to investigate the hydrothermal changes at different depths of the sand samples with different gradations, and to compare and analyze the effects of coarse sand and fine sand on the silty clay in the lower layer. The results show that during the freezing process, the soil close to the cold end will have a “water increase phenomenon”, and the silty clay is more prone to water migration than the sandy soil. Both the replacement of fine sand and the replacement of coarse sand can inhibit the cooling of the lower silty clay and reduce the freezing depth, so as to avoid the frost heave and thawing of the subgrade. Compared with coarse sand, the replacement of fine sand has a better effect on inhibiting the downward transmission of negative temperature at the top, and the replacement of fine sand is more conducive to maintaining temperature stability. The freezing depth of the replacement of fine sand is smaller than that of the replacement of coarse sand, which is more conducive to inhibiting the frost heave of the subgrade soil and maintaining the internal water stability. The freezing characteristic curve of soil and the thawing characteristic curve of soil do not coincide, and the freeze-thaw characteristic curve of replacement fine sand is least affected by temperature at the interface of replacement. It is concluded that the replacement of sand can effectively avoid the occurrence of frost heave phenomenon of subgrade, and the effect of replacing fine sand is better than that of coarse sand.

freeze-thaw cycle  /  sand soil replacement  /  hydrothermal changes  /  freeze-thaw characteristic curve
杨启臣, 单炜, 郭颖. 冻融作用下砂土换填路基的水热特性试验. 科学技术与工程, 2025 , 25 (10) : 4317 -4325 . DOI: 10.12404/j.issn.1671-1815.2402987
Qi-chen YANG, Wei SHAN, Ying GUO. Test on Hydrothermal Characteristics of Sand Soil Replacement Subgrade under Freeze-Thaw Cycle[J]. Science Technology and Engineering, 2025 , 25 (10) : 4317 -4325 . DOI: 10.12404/j.issn.1671-1815.2402987
正文
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冻土是一种被定义为温度低于0 ℃且含有固态冰的特殊岩土体[1],是一种典型的多孔隙介质材料。由于冻土中冰相的存在,它还对温度变化非常敏感,具有冻胀与融沉的特性。根据冻土内部固态冰所保持的时间,可将其分为短时冻土、季节冻土、多年冻土。中国是世界上第三大冻土大国,多年冻土的面积约占国土的21.5%,其主要分布在青藏高原、大兴安岭、小兴安岭和松嫩平原北部及西部高山地区,季节性冻土区的覆盖面积约占国土面积的一半以上[2]。冻土整个系统表现为动态性,外界温度的改变会引起系统内部土体水、热和力的改变以及重分布,该过程复杂多变,对寒区工程的建设有着极大的影响[3-4]。大量的现场监测资料表明,在寒冷地区,土地的冻胀融沉往往对道路桥梁以及民用建筑产生巨大的破坏,冻胀融沉是路基破坏的主导原因[5-8]。吴东军等[9]通过室内冻结试验,发现阶段冻胀量和阶段冻胀时间均受含水率的影响。张明礼等[10]在路基检测过程中发现始终存在未冻水,并说明基质势作为水分迁移的动力,引起水分从暖区向冷区进行迁移,在一定深度范围内产生“增水现象”。徐斅祖等[11]在对黏质粉土冻结试验中发现含水率曲线受温度影响,随着温度梯度的增大,含水率曲线逐渐趋于平缓。魏进[12]等研究了不同冻结方式对土体的冻胀变形的影响,其试验结果表明,土体在单向冻结及周围冻结的过程中,土体的冻胀变形量与细颗粒含量和含水率均存正相关,增多粉黏粒含量将会提高粗粒土的冻胀敏感性。换填法是防治路基冻胀融沉的常用方法,具有众多优点[13-15]。对于换填路基的研究方法,中外学者大多采用软件仿真分析,也有一些学者采用室内试验模拟的方法对路基换填进行研究,但是相关研究较少。马敏等[16]建立的传热模型考虑了水相变和空气自然对流换热,通过数值计算方法比较了两种路基竣工后20a内的温度条件,用以分析不同填土材料对路基热稳定性的影响。马浪等[17]通过模拟砂土换填路基后的水热变化,发现将路基一定深度范围内的粉质黏土填料换填为砂土填料能够减小液态水和水汽迁移通量,可以防治“覆盖效应”引起的表层含水率增加,从而减少路基冻胀开裂和融沉塌陷等病害。冻融特征曲线描述了液态水含量和能量状态的关系,其是冻融过程中未冻水含量随温度的变化曲线[18]。寇璟媛等[19]通过对冻融循环作用下粉土和黏土的冻结特征曲线研究,发现土体内部孔隙结构的变化造成了冻结特征曲线的变化。
换填法作为寒区路基防治冻胀融沉的常用方法,由于粉土、黏土的冻胀敏感性较强,常需换填为粗颗粒土,粗粒土的粉黏粒含量和含水率是两个重要的因素。但是研究发现,粗颗粒换填料的含水率在多次冻融循环下也会明显增加,同样增大了冻胀的概率。因此研究不同级配砂土换填料在温度影响下的水热特性具有重要意义。
现阶段,针对路基换填的试验研究较少,特别对于寒区路基换填的研究,由于室内试验过程较为复杂,周期较长,难度较大,大多数学者采用仿真模拟分析的方法。本文研究通过室内试验的方法,选取粉质黏土、细度模数为3.5的粗砂和细度模数为2.2的细砂,通过三次室内冻融循环试验,对比分析三种试样不同深度处的水热变化,以及换填不同粒径砂土对下层粉质黏土的水热影响。对寒区路基选择换填材料和换填材料的配合比设计具有一定的理论指导作用,同时对提高寒区路基稳定性和道路安全性具有重要的借鉴意义。
1 试验概况
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1.1 土样性质
试验所用材料均取自哈尔滨,根据《公路土工试验规程(JTG3430—2020)》做相关土工试验得到粉质黏土的物理参数。粉质黏土的液限为32.7%,塑限为19.5%,最佳含水率为15.5%,最大干密度为1.86 g/cm3。粗砂的细度模数为3.5,细砂的细度模数为2.0,两种砂子的不匀称系数大于5且曲率系数介于1~3,均满足级配良好。两种砂子的颗粒级配曲线如图1所示。
1.2 试验仪器设备和室内试验模型
本次试验采用的冻融循环试验水热监测装置模型如图2所示,试样筒高12 cm,直径20 cm,换填层高4 cm,粉质黏土层高8 cm,传感器以试样顶部为起始点,分别在距离顶部2 cm、距离顶部6 cm和距离顶部10 cm处,并采用马氏补水瓶为土样补水,补水量和出水量均可由马氏瓶的刻度读出。
控温装置如图3所示,控温系统包括顶部控温装置TMS8037型冷浴循环机和底部控温装置DLSB-10/20低温冷却循环泵,其对于温度的控制精度可以达到±0.1 ℃。
数据采集装置如图4所示,数据采集装置包括数据采集系统和ECH2O温湿数据采集仪探头,ECH2O数据采集仪精度为士0.1 ℃,测量范围为-200~+100 ℃。
1.3 试验方案
根据试验要求,设置三种不同的试样,如表1所示。冻融过程中顶端温度先保持-6 ℃,持续24 h后调整为4 ℃持续24 h,重复3次冻融循环;而底端始终维持1 ℃,试验温度随时间的变化如图5所示。
粉质黏土的初始含水率设置为20%,细砂和粗砂的初始含水率设置为5%,试样的压实度均在80%,采用分层压实法。在埋深2、6、10 cm处埋设温度水分传感器,埋深2 cm处传感器位于上部填充不同土样的中部,用于监测换填材料的相关数据;埋深6 cm处传感器位于下层黏土层,可用于对换填交界面处的温度水分数据监测,埋深10 cm处传感器与底部进出水口最接近。根据试验经验发现3次冻融循环即可将问题表现出来,因此综合考虑,记录3种试样冻融循环3次的数据。
1.4 实验过程
将粉质黏土土样去除杂质放入烘箱在105 ℃下烘干24 h,烘干后碾碎并过2 mm孔径筛子;根据工程经验,筛取合适粒径范围的砂土颗粒,控制粉黏粒的含量低于10%,并进行混合均匀,配置两种不同颗粒级配的砂土;配置目标含水率,完成后盖上保鲜膜静置12 h,使水分充分均匀;分层装填重塑土样到试验桶内,分层击实,在目标高度插入传感器;土样装填完成后,对土样进行静置恒温处理24 h,使土样整体温度均达到某一恒定值;调节补水装置和控温装置,开始启动试验。
2 结果与分析
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2.1 冻融过程中温度随时间的变化
路基土冻胀是多种因素综合作用的结果,主要包含土质、含水率、外部环境约束3个方面[20]。土体的冻胀破坏主要受温度和水分的影响,研究环境温度对路基产生冻胀现象的影响具有重要意义。通过3次冻融循环作用下温度监测,得到3种土样的温度随时间变化曲线图,如图6所示。
由图6可知,冻融过程中,3种试样的温度随时间变化趋势均呈抛物线分布,即冻结时温度逐渐降低,融化时温度逐渐升高。试样上部土体温度变化越显著,土体降温速度较快,较下层土提前进入冻结,达到稳定所需的时间较短,且随着深度的增加温度变化呈现滞后性。这是由于上部土体距离冷源较近,其热交换速率快于下部土体,温度变化较剧烈,而距离冷端越远温度变化越平缓。冻结初期降温速率较快,到达0 ℃附近降温速率减慢,这是由于温度到达0 ℃左右时土体中的部分水发生冻结,冰水相变过程释放的热量相当于在冻结锋面处增加了“热阻”,在一定程度上抵消了冷端的部分冷量,降低了温度梯度,阻滞了冻结锋面向下移动。
2.2 不同埋深处的温度变化
图7为粉质黏土试样、换填细砂试样和换填粗砂试样分别在2、6、10 cm处的温度变化对比分析。
由图7可知,在埋深2 cm处可以发现,随着冻融循环次数的增加,粉质黏土的最低温度呈现逐渐下降趋势,上部换填粗砂的最低温度基本保持不变。埋深2 cm处距冷源较近,该级配细砂的比热容较小,对温度的变化比较敏感,容易升温和降温,因此换填细砂试样的最低温度呈现较大波动。
在埋深6 cm处可以发现,随着冻融循环次数的增加,粉质黏土的最低温度呈现逐渐下降趋势,换填粗砂试样的最低温度保持在-0.5 ℃左右,换填细砂试样的最低温度也保持在0.5 ℃左右。换填粗砂试样和换填细砂试样的最低温度均高于纯粉质黏土试样。
在埋深10 cm处可以发现,在24 h位置处粉质黏土试样最低温度略高于粗砂试样的情况,由于第一次冻融循环中材料还没达到稳定的“工作状态”,略有误差。粉质黏土的最低温度随着冻融循环次数的增加,呈现逐渐下降趋势。在第二次和第三次冻融循环中而换填粗砂试样和换填细砂试样的最低温度分别保持在1 ℃和1.8 ℃左右,换填粗砂试样和换填细砂试样的最低温度均高于纯粉质黏土试样,这与埋深6 cm处的温度变化规律相似。
总结发现,由于土颗粒、固态冰和液态水的导热性质不同,土颗粒和固态冰的导热性强于液态水;在冻融过程中,固态冰与液态水会发生相互转化,故导致土样的温度分布发生变化。冻融循环在降温过程中分为快速下降阶段和稳定阶段,而在升温过程中分为第一次快速上升阶段、平稳阶段和第二次快速升温阶段,且随着埋深增加温度变化速率逐渐减小。在第二次和第三次冻融循环中换填砂土的试样在6 cm和10 cm处的最低温度均高于纯粉质黏土试样,换填砂土有利于阻滞冷端温度向下传递,起到温度隔绝效果,可一定程度上阻止下部土体发生冻胀;而换填细砂的试样在6 cm和10 cm处的最低温度高于换填粗砂的试样,该级配的细砂对下部土体温度影响较小,温度隔绝效果更好,更有利于维持下部土体温度稳定。
2.3 换填砂土对下层土样的温度影响分析
假定土样中水分的冻结温度为0 ℃,以 0 ℃等温线为冻深研究对象,绘制3种土样温度云图,如图8所示。
由图8可知,纯粉质黏土试样随着冻融循环次数的增加,冻结深度加深,最大冻结深度10 cm左右。上部换填细砂试样,随着冻融循环次数的增加,冻结深度也逐渐加深,其最大冻结深度在6 cm左右,远远小于纯粉质黏土试样。上部换填粗砂试样,冻融循环过程中的冻结深度逐渐加深,第三次降温过程冻结深度达到7 cm左右,其冻结深度小于纯粉质黏土试样,但大于上部换填细砂试样。
总结发现,与纯粉质黏土试样相比,上部换填细砂和粗砂都可以有效降低顶部冷源对下层土体的影响,减小其冻结深度,从而避免冻胀和融沉等路基灾害,这是由于试验所用砂土的粒径大,其细粒含量少,温度传递效果和持水性不如粉质黏土。由于本实验所用细砂的粉黏粒含量少于粗砂,粉黏粒含量越少,毛细作用越弱,水分迁移量就越少,越不易发生冻胀,可有效避免了冷源温度向下传递。因此,对于换填砂土路基,在路基底部存在补水的情况下,换填细砂相比于换填粗砂对路面温度的向下传递有更好的抑制效果,因此换填细砂更有利于防止路基冻胀融沉灾害。
2.4 冻融过程中含水率随时间的变化
土壤发生冻结时,由于毛细作用以及矿物颗粒本身所带电荷所产生产生的表面能作用,导致黏土颗粒表明始终存在着一定含量的液态水,这些液态水被称为未冻水[21-22]。单向冻结试验中,未冻水由暖端向冷端迁移,即向相变界面附近迁移,且冻融循环过程中含水率和温度均呈现周期性变化[23]。通过3次冻融循环作用下含水率监测,得到3种土样的含水率随时间变化曲线图,如图9所示。
由图9可知,对于纯粉质黏土试样,含水率的变化趋势与温度随时间变化趋势一致,即呈正弦函数分布;降温过程中的含水率随深度增加而增加,由于温度传递具有滞后性,距离冷源位置越近含水率变化越迅速且越剧烈,因此含水率曲线的波动程度随深度增加而减小。
对于换填细砂试样,埋深2 cm处含水率波动较小,这是由于细砂初始含水率较低,颗粒表面能较低,难以吸附水,且粒径较大难以发生水分迁移现象,未冻水含量受温度影响较小,在冻结和融化过程含水率曲线波动较平缓;埋深6 cm处的粉质黏土处于冻结深度附近,因此该处水分在温度作用下发生波动;埋深10 cm处离冷源较远,受冷源影响较小,含水率曲线波动不大。
对于换填粗砂试样,埋深2 cm处和埋深10 cm处的含水率曲线波动不大,其与换填细砂试样的结果相似;由于换填粗砂试样的冻结深度大于换填细砂试样,埋深6 cm处的含水率波动程度大于换填细砂,同时由于该深度处的最低温度逐渐降低,含水率曲线波动程度逐渐增大。
2.5 不同埋深处的水分变化
图10为粉质黏土试样、换填细砂试样和换填粗砂试样分别在2、6、10 cm处的含水率变化对比分析。
由图10可知,在埋深2 cm处可以发现,3次冻融循环结束后,3种试样埋深2 cm处的含水率出现不同程度的增加。纯粉质黏土试样含水率最终增加了3%左右,由薄膜水理论可知,温度高,未冻水膜厚;温度低,未冻水膜薄。冻结过程中,未冻水在温度梯度影响下会从膜厚处向膜薄处迁移,造成上部含冰量增加,融化时固态冰融化成水,试样上部含水率增加;但随后在重力作用下少部分水分向下迁移,含水率下降。换填细砂试样和换填粗砂试样含水率增加了0.5%左右,由于砂土粒径较大,细粒含量较少,颗粒表面能很低,表面吸附作用几乎没有,难以形成毛细结构,冻结时水分迁移现象较难发生,可能会发生气态水迁移,难以存在聚冰现象。相反粉质黏土的粉黏粒含量较高,持水性较强,在温度梯度影响下比较容易发生水分迁移现象。
埋深6 cm处能够体现不同换填料对下层土体含水率的影响。三次冻融循环结束后,纯粉质黏土试样的最终含水率为18.5%,换填砂土试样的最终含水率在15.5%左右,同一负温下含水率越低越不易发生冻胀,因此换填砂土可以防止冻胀现象的发生。在冻融循环过程中,未冻水含量与温度密切相关,纯粉质黏土试样和换填粗砂试样的冻结深度大于6 cm,试样6 cm深处发生了冰水相变,因此含水率呈现明显周期性变化,容易发生冻胀融沉破坏;换填粗砂试样埋深6 cm处的温度在第二次和第三次冻融循环过程中的最低温度小于 0 ℃,且有逐渐降低的趋势,将会有更多的水发生冻结,因此含水率曲线波动越来越剧烈,含水率的最低温度峰值表现出随时间逐渐降低的趋势;换填细砂试样的冻结深度略小于6 cm,试样6 cm深处含水率在第二次和第三次冻融循环中受温度影响不大,含水率曲线变化不明显,不易发生冻胀融沉破坏,因此换填细砂对下层土体的水稳定性较好。
在埋深10 cm处可以发现,纯粉质黏土试样的含水率曲线波动较剧烈,而且随着冻融循环次数的增加,纯粉质黏土试样的含水率变化逐渐趋于周期稳定性;换填细砂试样和粗砂试样的含水率在冻结和融化两个过程中无明显变化,这是因为未冻水含量受温度影响,而纯粉质黏土试样的冻结深度大于10 cm,换填细砂试样和换填粗砂试样的冻结深度小于10 cm。
总结发现,初始含水率一定时,未冻水含量随温度降低而降低,随着温度升而升高。由于土体主要依靠吸附作用和毛细管作用保留水分,细颗粒土有较大的比表面积,其表面能大,持水性好,在温度梯度下容易发生水分迁移现象,而粉黏粒的增加将提高冻胀敏感性,因此负温下的细颗粒土容易发生冻胀;粗颗粒土主要通过毛细管作用保留水分和产生冻胀,影响粗颗粒土冻胀的主要原因是初始含水量和外界有无补水。对于换填砂土路基,根据以上试验结果,可以推测在补水条件充足的地质区域,换填砂土有利于抑制路基土体冻胀;但换填细砂相比于换填粗砂,对抑制路基土体冻胀有更好的效果,其结论与以温度为研究对象的结论相似。
2.6 冻融循环作用下换填砂土的冻融特征曲线分析
土壤冻融特征曲线包括土壤冻结特征曲线和土壤融化特征曲线,可以描述未冻水含量在冻融过程中随温度的变化关系,未冻水含量与温度的变化关系关乎着寒区工程相关设计与计算的合理性[24-26]。土体冻融过程中的未冻水和冰的相变转化是导致土体力学性质不稳定的一个重要因素。土样在降温过程中,上层水分发生冻结进而导致体积含水率下降,同时下层土样中的水分向上迁移;土样在升温过程中,上层冻结的冰开始融化,体积含水率升高。为了研究换填路基时上层砂土对下层粉质黏土的冻融特征曲线的影响,考虑到在埋深6 cm处受到上层土样的影响最大,选择6 cm处第三次冻融过程的冻融特征曲线进行分析,如图11所示。
由图11可知,纯粉质黏土试样和换填粗砂试样的未冻水含量变化曲线波动幅度较大,分为3个阶段:缓慢变化阶段、突变阶段和稳定阶段,但是换填细砂试样的未冻水含量曲线几乎为一条水平线。土壤的冻结特征曲线与融化特征曲线是不重合的,相同负温下降温过程中的未冻水含量高于升温过程中的未冻水含量,具有滞后性,滞后程度在冻结过程的冰水相变范围内表现最为剧烈,但是滞后程度随着温度的降低逐渐减缓。冻融特征曲线滞后现象可以通过土壤的持水特征曲线来解释,降温过程和升温过程分别类似脱水过程和吸水过程,虽然液态水含量相同,但当所处的过程不同时,所对应的土水势也是不同的,因此冻结温度或融化温度也不相同[27-28]。同一温度下粉质黏土含水率最高,换填细砂试样和换填粗砂试样的含水率基本相同。但换填粗砂试样的含水率跨度和温度跨度均大于换填细砂试样,表明换填细砂试样6 cm处的未冻水含量受温度变化影响最小。
3 结论
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以土柱整体为研究对象,进行了冻融循环试验,通过室内模拟试验,在不破坏土样内部的情况下对换填不同砂土的土柱水热特性进行了研究,得到以下结论。
(1)冻融循环过程中,温度时程曲线呈现出周期性变化,靠近冷源处的土样温度变化最为剧烈,随着深度增加,土样对冷端温度的“响应”越来越慢,即温度变化呈现滞后性。
(2)冻结过程中,在温度梯度作用下,水分由暖段向冷端迁移,靠近冷源位置的土体会发生“增水现象”,细粒土较粗粒土更容易发生水分迁移,粉质黏土的水分迁移量大于砂土,因此换填砂土可以避免液态水含水量过高导致的路基冻胀灾害。
(3)以粉质黏土的单向冻融循环试验的水热变化规律为参考,对比上部换填细砂和粗砂的土样,换填细砂的土样对维持温度稳定和含水率稳定的效果更好。
(4)冻融循环过程中,换填细砂和换填粗砂均能够抑制下部粉质黏土降温和减小冻结深度,但换填细砂的冻结深度更小。
(5)土体的冻结特征曲线与融化特征曲线是不重合的,具有滞后性,在换填层的交界面处,换填砂土试样的冻融特征曲线波动幅度小于纯粉质黏土试样,但换填细砂的冻融特征曲线受温度影响最小,曲线波动最小,近似为水平线。
基金
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  • 国家自然科学基金(41641024)
  • 黑龙江省交通投资集团有限公司科研项目(JT-100000-ZC-FW-2021-0182)
文献
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2025年第25卷第10期
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doi: 10.12404/j.issn.1671-1815.2402987
  • 接收时间：2024-04-23
  • 首发时间：2025-07-09
  • 出版时间：2025-04-08
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  • 收稿日期：2024-04-23
  • 修回日期：2024-12-31
基金
国家自然科学基金(41641024)
黑龙江省交通投资集团有限公司科研项目(JT-100000-ZC-FW-2021-0182)
作者信息
    1 东北林业大学土木与交通学院, 哈尔滨 150040
    2 东北林业大学寒区科学与工程研究院, 哈尔滨 150040

通讯作者:

* 单炜(1965—),男,蒙古族,山东乳山人,博士,教授,高级工程师,博士研究生导师。研究方向:道路防灾减灾。E-mail:。
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2种不同金属材料的力学参数
科
Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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