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Article(id=1149780467152544088, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149780466032669506, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2401287, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1708963200000, receivedDateStr=2024-02-27, revisedDate=1735488000000, revisedDateStr=2024-12-30, acceptedDate=null, acceptedDateStr=null, onlineDate=1752058625256, onlineDateStr=2025-07-09, pubDate=1744041600000, pubDateStr=2025-04-08, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752058625256, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752058625256, creator=13701087609, updateTime=1752058625256, 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=4309, endPage=4316, ext={EN=ArticleExt(id=1149780467395813722, articleId=1149780467152544088, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=The Reinforcement Effect and Mechanism of Sustainable Materials for Collapsible Loess Subgrade, columnId=1156262728772735295, journalTitle=Science Technology and Engineering, columnName=Papers·Traffics and Transportations, runingTitle=null, highlight=null, articleAbstract=

In order to improve the engineering quality problems such as pavement cracking caused by excessive subgrade deformation caused by road use of collapsible loess, alkali activated sustainable material industrial solid waste GGBS(ground granulated blastfurnace slag was used to reinforce and improve the collapsible loess. The influence of different dosage of curing agent on the basic physical properties, mechanical characteristics, permeability and collapsibility of the solidified loess was discussed, and the improvement mechanism of the curing agent was expounded from the microstructure. The results show that the liquid plastic limit of solidified soil increases and the plasticity index decreases. The optimum moisture content decreases first and then increases with the increase of the content of curing agent. The corresponding maximum dry density increases first and then decreases. The maximum dry density of 10% of the content is 1.80 g/cm3. The strength of loess is improved by the curing agent. The strength increases linearly with the increase of the content. The content of 20% curing agent can increase to 2.3 MPa, while the CBR value of 6% curing agent can increase to 8.3%. The permeability coefficient decreases with the increase of the content of the curing agent. When the content of the curing agent is 10%, the permeability coefficient can be reduced to below 10-7 m/s, and the collapsibility coefficient decreases with the increase of the content of the curing agent. When the content of the curing agent reaches 6%, the solidified soil becomes non collapsible soil. The comprehensive performance shows that 10% of the content is the optimal amount for road use. In terms of microscopic morphology, the curing agent has changed the contact mode of loess particles. The loess particles have changed from point-surface contact to surface-surface contact. The pore size has changed from middle pore and macropore to middle pore, and the number has decreased. Macropores are filled. Compared with remolded loess, the macropores and mesopores in 10% stabilized soil have decreased from 33.0% and 31.5% to 3.9% and 14.8%, respectively, 29.1% and 16.7%, The fractal dimension of pore distribution decreases from 1.12 to 0.96. Through alkali activated GGBS to solidify collapsible loess, the collapsibility of loess is improved, and its performance has a good road use prospect. This study can provide theoretical basis and practical reference for the consolidation of collapsible loess.

, correspAuthors=Yu JIA, 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=Xiao-yu NIU, Zhi-jian ZHOU, Rong-gui ZHU, Tao ZHANG, Yu JIA, Heng WANG), CN=ArticleExt(id=1149780496080658441, articleId=1149780467152544088, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=湿陷性黄土路基可持续材料加固效果与机理研究, columnId=1156262730664366426, journalTitle=科学技术与工程, columnName=论文·交通运输, runingTitle=null, highlight=null, articleAbstract=

为改善湿陷性黄土路基沉降造成路面开裂等工程质量问题,采用碱激发可持续材料工业固废高炉矿渣(ground granulated blastfurnace slag,GGBS)对湿陷性黄土进行改良,探讨不同固化剂掺量对湿陷性黄土基本物理性质、力学特征、渗透性和湿陷性的影响规律,并从微观结构上阐述固化剂改良机理。研究结果表明:随着固化剂掺量的增加,固化土最优含水率呈现先减少后增大的趋势,最大干密度则表现为先增大后减少,10%掺量下最大干密度最优;固化剂对湿陷性黄土力学强度影响显著,强度随掺量的增加近似线性增加,20%掺量可提升至2.3 MPa,而6%固化剂掺量CBR可提升至8.3%;渗透系数随固化剂掺量的增大而减少,10%固化剂掺量可将渗透系数降低至10-7 m/s量级以下。湿陷系数随固化剂掺量增大而减少,固化剂掺量达6%时,固化土变为非湿陷性土,综合性能表明,10%掺量为路用需求的最优掺量;微观形貌上,固化剂改变了黄土颗粒的接触方式,黄土颗粒由点-面接触形式转化为面-面接触,孔隙尺寸由中孔隙和大孔隙向中孔隙转化,并且数量减少,大孔隙被填充,与重塑黄土相比,10%掺量固化土中,大孔隙和中孔隙分别从33.0%和31.5%减少至3.9%和14.8%,分别减少了29.1%和16.7%,其孔隙分布分形维数由1.12减小为0.96。通过碱激发GGBS固化湿陷性黄土,改良了黄土的湿陷性,其性能具有较好的路用前景,研究结果可为湿陷性黄土固化处置提供理论依据和实践参考。

, correspAuthors=贾羽, authorNote=null, correspAuthorsNote=
* 贾羽(1991—),男,汉族,湖南长沙人,博士研究生。研究方向:固废处置与资源利用。E-mail:。
, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=XiVgC/k7/9/Hwd1fVHDIMg==, magXml=e6SVtj2v8HOn3UVe3kAmcQ==, pdfUrl=null, pdf=K43e7SKANWpZqIHx8pIg3g==, pdfFileSize=9172651, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=rADfkiEYV8i4tPQB9D/oUQ==, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=llRpSHH9h9LY2Gvdayb+8A==, mapNumber=null, authorCompany=null, fund=null, authors=

牛晓宇(1976—),男,汉族,北京人,高级工程师。研究方向:路基处理。E-mail:。

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牛晓宇(1976—),男,汉族,北京人,高级工程师。研究方向:路基处理。E-mail:。

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牛晓宇(1976—),男,汉族,北京人,高级工程师。研究方向:路基处理。E-mail:。

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journalId=1146123166801305609, articleId=1149780467152544088, language=EN, label=Fig.1, caption=The particle size analysis curve of loess, figureFileSmall=nhS5k2iA82GC9LLIWcgAXQ==, figureFileBig=0yPZi4JZWYvrbsAsEiGnKg==, tableContent=null), ArticleFig(id=1218525112551265053, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=CN, label=图1, caption=黄土的颗粒级配曲线, figureFileSmall=nhS5k2iA82GC9LLIWcgAXQ==, figureFileBig=0yPZi4JZWYvrbsAsEiGnKg==, tableContent=null), ArticleFig(id=1218525112685482794, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=EN, label=Fig.2, caption=Basic physical properties of solidified loess, figureFileSmall=4iNzzZG+0ryEDZKHjOU83g==, figureFileBig=ZljyfmeIbjNsWnIT5YgbqA==, tableContent=null), ArticleFig(id=1218525112811311925, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=CN, label=图2, caption=固化黄土的基本物理性质, 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The basic physical properties of the soil

, figureFileSmall=null, figureFileBig=null, tableContent=
土粒比重
Gs		 密度ρ/
(g·cm-3)		 孔隙比
e		 最大干密度/
ρdmax/(g·cm-3)		 最优含水量
ωopt/%		 液限
ωL/%		 塑限
ωP/%		 塑性指数
Ip		 湿陷
系数
2.71 1.55 1.39 1.77 16.7 25.3 16.1 9.2 0.019
), ArticleFig(id=1218525114736497612, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=CN, label=表1, caption=

黄土基本物理指标

, figureFileSmall=null, figureFileBig=null, tableContent=
土粒比重
Gs		 密度ρ/
(g·cm-3)		 孔隙比
e		 最大干密度/
ρdmax/(g·cm-3)		 最优含水量
ωopt/%		 液限
ωL/%		 塑限
ωP/%		 塑性指数
Ip		 湿陷
系数
2.71 1.55 1.39 1.77 16.7 25.3 16.1 9.2 0.019
), ArticleFig(id=1218525114841355218, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=EN, label=Table 2, caption=

Chemical composition of GGBS

, figureFileSmall=null, figureFileBig=null, tableContent=
化学成分 CaO SiO2 Fe2O3 Al2O3 SO3 MgO K2O Ti2O Na2O
GGBS 45.07 29.36 0.37 13.07 — 8.16 0.36 1.54 0.48
), ArticleFig(id=1218525114967184347, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=CN, label=表2, caption=

GGBS化学组成

, figureFileSmall=null, figureFileBig=null, tableContent=
化学成分 CaO SiO2 Fe2O3 Al2O3 SO3 MgO K2O Ti2O Na2O
GGBS 45.07 29.36 0.37 13.07 — 8.16 0.36 1.54 0.48
), ArticleFig(id=1218525115088819176, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=EN, label=Table 3, caption=

Sample material ratio and number

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干土/% GGBS/% Ca(OH)2/% 编号
100 0 0 L100G0C0
100 3 10
10
10
10
10		 L100G3C10
100 6 L100G6C10
100 10 L100G10C10
100 15 L100G15C10
100 20 L100G20C10
), ArticleFig(id=1218525115210453999, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149780467152544088, language=CN, label=表3, caption=

试验配比和编号

, figureFileSmall=null, figureFileBig=null, tableContent=
干土/% GGBS/% Ca(OH)2/% 编号
100 0 0 L100G0C0
100 3 10
10
10
10
10		 L100G3C10
100 6 L100G6C10
100 10 L100G10C10
100 15 L100G15C10
100 20 L100G20C10
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湿陷性黄土路基可持续材料加固效果与机理研究
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牛晓宇 1 , 周志健 1 , 朱荣贵 1 , 张涛 1 , 贾羽 2, * , 王晅 2, 3
科学技术与工程 | 论文·交通运输 2025,25(10): 4309-4316
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科学技术与工程 | 论文·交通运输 2025, 25(10): 4309-4316
湿陷性黄土路基可持续材料加固效果与机理研究
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牛晓宇1 , 周志健1, 朱荣贵1, 张涛1, 贾羽2, * , 王晅2, 3
作者信息
  • 1 中建交通建设集团有限公司, 北京 100071
  • 2 中南大学土木工程学院, 长沙 410083
  • 3 高速铁路建造技术国家工程实验室, 长沙 410083

    • 牛晓宇(1976—),男,汉族,北京人,高级工程师。研究方向:路基处理。E-mail:。

通讯作者:

* 贾羽(1991—),男,汉族,湖南长沙人,博士研究生。研究方向:固废处置与资源利用。E-mail:。
The Reinforcement Effect and Mechanism of Sustainable Materials for Collapsible Loess Subgrade
Xiao-yu NIU1 , Zhi-jian ZHOU1, Rong-gui ZHU1, Tao ZHANG1, Yu JIA2, * , Heng WANG2, 3
Affiliations
  • 1 China Construction Communications Construction Group Co., Ltd., Beijing 100071, China
  • 2 School of Civil Engineering, Central South University, Changsha 410083, China
  • 3 National Engineering Laboratory of High Speed Railway Construction Technology, Changsha 410083, China
出版时间: 2025-04-08 doi: 10.12404/j.issn.1671-1815.2401287
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摘要
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为改善湿陷性黄土路基沉降造成路面开裂等工程质量问题,采用碱激发可持续材料工业固废高炉矿渣(ground granulated blastfurnace slag,GGBS)对湿陷性黄土进行改良,探讨不同固化剂掺量对湿陷性黄土基本物理性质、力学特征、渗透性和湿陷性的影响规律,并从微观结构上阐述固化剂改良机理。研究结果表明:随着固化剂掺量的增加,固化土最优含水率呈现先减少后增大的趋势,最大干密度则表现为先增大后减少,10%掺量下最大干密度最优;固化剂对湿陷性黄土力学强度影响显著,强度随掺量的增加近似线性增加,20%掺量可提升至2.3 MPa,而6%固化剂掺量CBR可提升至8.3%;渗透系数随固化剂掺量的增大而减少,10%固化剂掺量可将渗透系数降低至10-7 m/s量级以下。湿陷系数随固化剂掺量增大而减少,固化剂掺量达6%时,固化土变为非湿陷性土,综合性能表明,10%掺量为路用需求的最优掺量;微观形貌上,固化剂改变了黄土颗粒的接触方式,黄土颗粒由点-面接触形式转化为面-面接触,孔隙尺寸由中孔隙和大孔隙向中孔隙转化,并且数量减少,大孔隙被填充,与重塑黄土相比,10%掺量固化土中,大孔隙和中孔隙分别从33.0%和31.5%减少至3.9%和14.8%,分别减少了29.1%和16.7%,其孔隙分布分形维数由1.12减小为0.96。通过碱激发GGBS固化湿陷性黄土,改良了黄土的湿陷性,其性能具有较好的路用前景,研究结果可为湿陷性黄土固化处置提供理论依据和实践参考。

湿陷性黄土  /  可持续材料  /  改良固化  /  路用特性  /  微观机理

In order to improve the engineering quality problems such as pavement cracking caused by excessive subgrade deformation caused by road use of collapsible loess, alkali activated sustainable material industrial solid waste GGBS(ground granulated blastfurnace slag was used to reinforce and improve the collapsible loess. The influence of different dosage of curing agent on the basic physical properties, mechanical characteristics, permeability and collapsibility of the solidified loess was discussed, and the improvement mechanism of the curing agent was expounded from the microstructure. The results show that the liquid plastic limit of solidified soil increases and the plasticity index decreases. The optimum moisture content decreases first and then increases with the increase of the content of curing agent. The corresponding maximum dry density increases first and then decreases. The maximum dry density of 10% of the content is 1.80 g/cm3. The strength of loess is improved by the curing agent. The strength increases linearly with the increase of the content. The content of 20% curing agent can increase to 2.3 MPa, while the CBR value of 6% curing agent can increase to 8.3%. The permeability coefficient decreases with the increase of the content of the curing agent. When the content of the curing agent is 10%, the permeability coefficient can be reduced to below 10-7 m/s, and the collapsibility coefficient decreases with the increase of the content of the curing agent. When the content of the curing agent reaches 6%, the solidified soil becomes non collapsible soil. The comprehensive performance shows that 10% of the content is the optimal amount for road use. In terms of microscopic morphology, the curing agent has changed the contact mode of loess particles. The loess particles have changed from point-surface contact to surface-surface contact. The pore size has changed from middle pore and macropore to middle pore, and the number has decreased. Macropores are filled. Compared with remolded loess, the macropores and mesopores in 10% stabilized soil have decreased from 33.0% and 31.5% to 3.9% and 14.8%, respectively, 29.1% and 16.7%, The fractal dimension of pore distribution decreases from 1.12 to 0.96. Through alkali activated GGBS to solidify collapsible loess, the collapsibility of loess is improved, and its performance has a good road use prospect. This study can provide theoretical basis and practical reference for the consolidation of collapsible loess.

collapsible loess  /  sustainable materials  /  improved curing  /  road characteristics  /  micro-mechanism
牛晓宇, 周志健, 朱荣贵, 张涛, 贾羽, 王晅. 湿陷性黄土路基可持续材料加固效果与机理研究. 科学技术与工程, 2025 , 25 (10) : 4309 -4316 . DOI: 10.12404/j.issn.1671-1815.2401287
Xiao-yu NIU, Zhi-jian ZHOU, Rong-gui ZHU, Tao ZHANG, Yu JIA, Heng WANG. The Reinforcement Effect and Mechanism of Sustainable Materials for Collapsible Loess Subgrade[J]. Science Technology and Engineering, 2025 , 25 (10) : 4309 -4316 . DOI: 10.12404/j.issn.1671-1815.2401287
正文
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随着“一带一路”大型工程与基础设施建设向纵深发展,越来越多的路基工程建设在黄土地区。黄土地区路基稳定性是影响公路和铁路工程建设质量的重要因素。由于黄土多孔、结构疏松、机械强度差、天然含水率低、容易湿陷,当黄土路基浸泡在水中时会导致局部变形[1]。黄土的湿陷性引起的路基变形过大造成路面开裂等工程质量安全事故已成为黄土地区工程建设和运行过程中的重点控制因素。因此,满足这类型特殊土路基稳定性的加固技术已成为研究重点。
黄土的结构体系是由骨架颗粒基于不同的形态和胶结方式形成的整体,因此,骨架颗粒的排列方式决定着结构体系的稳定性。湿陷性黄土的骨架颗粒基本呈现悬空的亚稳定结构,湿陷等级与颗粒间接触应力、接触方式、接触面积和胶结物性质和分布情况有关[2]。独特的结构方式使其具有水敏性、大孔性、以及湿陷性。为改善湿陷黄土的力学特性,固化处置加固在处理湿陷性黄土地基、软土地基以及加固既有建筑物地基等方面取得了良好的效果[3-7]。化学固化法原理是通过胶凝材料水化反应生成水化产物从而产生新的胶结方式使原来松散、软弱的土体变为一种结构紧密、强度较高并且抗侵蚀能力较强的新土体[3]。目前,已有学者对黄土的不良工程特性进行化学固化改良研究。吴文飞等[8]通过试验研究发现水泥及其微量元素可显著提高黄土的力学强度,杨有海等[9]发现二灰(水泥、粉煤灰)掺入比从12%增加到20%后,黄土的强度提高了1倍;Abdel-Mohsen[10]使用硫铝酸盐水泥体系处理后的土体强度比普通硅酸盐水泥的强度提高了约3倍,渗透系数也可降低至10-9 cm/s。金鑫[11]采用硅酸钠溶液对马兰黄土( Q 3 e o l)进行注浆加固,发现固化后的黄土强度可达天然黄土强度的10倍并保持良好的水稳性;吴朱敏[12]指出氢氧化钠(NaOH)碱液能显著提高黄土的强度,但因黄土中活性Ca2+、Mg2+数量较少,对于NaOH碱液掺量建议不超过3%。虽然普通的波特兰水泥和石灰是土壤稳定中最受青睐的材料,但在例如内部硫酸盐侵蚀下的化学降解[13],可能会对这种土壤黏合剂的长期稳定性和功能构成威胁。此外,水泥,石灰的生产引发了一些环境问题,包括高二氧化碳排放、粉尘产生和原材料枯竭[14-15],因此,采用可持续固废基胶凝材料替代水泥基材料成为土壤力学性质改良固化剂的发展趋势[16]。磨细的高炉矿渣(ground granulated blastfurnace slag,GGBS)是炼铁产生的一种常见的工业固废,其化学成分与普通硅酸盐水泥化学成分相似,但环境成本和经济成本更低,并且在碱激发作用下具有非常高的活性,代替水泥与石灰使用固化特殊土具有耐干湿交替、抗冻融循环等优点。乔京生等[17]采用不同掺量的GGBS对淤泥质土进行固化处理,固化土的动静力学性能均获得较好的效果;Kasim等[18]利用碱渣和GGBS作为固化剂对淤泥进行固化处理,深入揭示了该反应系统的固化机理。然而,选用可持续材料GGBS改善湿陷性黄土路基的力学效果和性能评价以及相互作用机制研究鲜见报道。
综上所述,现开展碱激发工业固废GGBS处置湿陷性黄土评估其路用性能研究,探究不同固化剂掺量对固化黄土的物理状态、击实性能、强度变形特征、渗透性和水稳性能的影响规律,采用扫描电子显微镜(scanning electron microscope,SEM),核磁共振(nuclear magnetic resonance,NMR)以及分形理论对固化效果进行微观表征,揭示其改良机理。以期为湿陷性黄土改良作为路基应用提供理论依据和工程实践参考。
1 试验材料及方法
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1.1 试验材料
试验用Q3马兰黄土取自陕西临潼地区,取土深度为4~5 m,其基本物理指标如表1所示,孔隙比为1.39>1,孔隙较为发育,塑性指数Ip为9.2,湿陷系数0.019,为湿陷性轻微黄土。颗粒级配曲线如图1所示。主要为粉土,黏粒含量较少。
试验所用固化剂来自河南某钢铁厂生产的S95级商用GGBS,通过X射线荧光光谱分析(X-ray fluorescence spectrometer,XRF)分析其元素组成如表2所示,碱激发剂为国药分析纯氢氧化钙[Ca(OH)2≥95%]。
1.2 试验方法
取回的黄土经风干,碾碎,除杂,过2 mm筛,筛下物备用。依据前期预试验结果,当碱激发剂Ca(OH)2质量占比为GGBS的10%时,具有较好的激发效果,因此,固定碱激发剂占比,通过外掺不同比例的碱激发胶凝材料开展研究,设计固化剂含量为黄土干重的3%、6%、10%、15%与20%,试验方案如表3所示。
试样制备步骤如下:按照试验方案称取所需质量的干土。称取所需质量的去离子水均匀喷洒至黄土中,焖料2 d后,加入固化剂采用行星式搅拌机进行均混,均混工艺为60 s慢混,120 s快混,后60 s慢混以确保混合均匀。取样开展界限含水率测试和击实试验,通过双向对冲挤压,1次静压成型,无侧限抗压强度和柔性壁渗透试验试样为Φ50 mm×50 mm圆柱体试样,湿陷试验试样为内径79.8 mm的环刀样品,试样在标准养护条件下(温度20 ℃,湿度95%)分别养护7、14、28 d,达所需龄期后取样开展试验,试验方法如下。
击实试验依据美国实验标准ASTM D4609-08规程,利用哈佛轻型击实仪开展试验,探讨黄土添加固化剂后最大干密度与最优含水率的变化规律,为后续试样制备提供支撑。根据《公路工程无机结合料稳定材料试验规程》JTG E51—2009开展无侧限抗压强度(unconfined compressive strength,UCS)试验,设定龄期均开展了3次平行试验,强度值取其平均值,压力机为济南中正试验机制造有限公司生产的WDW-100E型万能试验机,加载速度为1 mm/min。根据美国实验标准ASTM D5084 和ASTM D 7100开展柔性壁渗透试验,试样围压保持在80 kPa,渗透压力60 kPa。根据《土工试验方法标准》GB T50123—2019开展湿陷试验。代表性样品干燥后喷金,开展SEM试验分析其微观形貌,利用IPP 6.0软件提取微孔隙数据,使用低场核磁共振仪定量分析微观结构,SEM试验和核磁共振试验则采用28 d龄期下代表性样品。
2 试验结果与讨论
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2.1 固化剂掺量对固化黄土基本物理性质的影响
土体稠度状态发生改变时所需水分,可以通过液塑限进行表征,该指标反映了土颗粒吸附水多少的能力,加入不同掺量的固化剂后复合黄土的液塑限和击实参数测试结果如图2所示。结果表明,固化剂掺入会增加混合土的液塑限和降低塑性指数,这是由于外掺固化剂时,相对于土颗粒而言,固化剂吸水性更强,稠度状态改变时需要更多水分,另一方面,固化剂与水接触瞬间发生水化反应,并消耗部分游离水,生成的水化产物起到胶凝团聚的作用并形成新的岩土矿物,后期则需要更多水分来改变土体的稠度状态,进而导致固化土界限含水率增加[18]。由于固化剂的水化反应,生产的水化产物形成胶结,降低了土的可塑性范围,因此塑性指数降低。土的击实特性揭示了土的干密度、含水率和击实功三者之间的关系,击实曲线对固化土的工程应用具有重要的指导意义。相比较黄土16.7%的最优含水率而言,固化黄土最优含水率随掺量的增加呈现先减少后增大的趋势,3%掺量下,最优含水率降低至15.8%,20%掺量下增大至22.5%,相应最大干密度随掺量增加则呈现为先增大后减少的变化趋势,10%的掺量最大干密度最大为1.80 g/cm3。这是由于在击实压密的作用下,击实固化剂发生水化反应,消耗掉一部分水,在击实过程中用于润滑作用的水分减少,因此最优含水率增加,同时,适当掺量的固化剂掺量水化产物填充孔隙,因此更为密实,但生成的水化产物较多时,其与土颗粒胶结形成团絮结构,承担更多击实功,从而阻碍土体击实,因此样品最大干密度降低。
2.2 固化剂掺量对固化黄土力学性质的影响
固化土的无侧限抗压强度和加州承载比(California bearing ratio,CBR)反映了固化土的力学性能,固化土的无侧限抗压强度和CBR与固化剂掺量息息相关[19],如图3所示。
结果表明,原始的黄土强度仅为0.15 MPa,碱激发GGBS固化剂大大提高了黄土的强度,并且随着养护龄期增加而增加,强度随掺量的增加近似线性增加,3%掺量的样品L100G3C10抗压强度值为0.38 MPa,20%掺量可提升至2.3 MPa。这是由于固化剂的掺入,生成水化产物为黄土颗粒的胶结提供了新的胶结方式,从而形成完整的网络骨架抵抗外力作用[20]。固化剂掺入量越多,骨架结构越完整,从而强度越高。可以看出,10%掺量的固化剂才能满足路基工程0.8 MPa的强度要求。原始黄土的CBR值仅3.2%,6%固化剂掺量可提升至8.3%,从而满足路基工程8%要求。
2.3 固化剂掺量对固化黄土渗透性的影响
固化土的密实程度,直接影响其耐久性能,可以用渗透性来反映其密实程度和孔隙连通性[20],28 d龄期黄土固化体的渗透系数变化规律如图4所示。原始黄土的渗透系数较高,为7.2×10-6 cm/s,尽管压实程度随掺入固化剂的增加呈现先增加后减少的趋势,但渗透系数随固化剂掺量的增大而减少。这是因为水化产物填充部分孔隙,降低了孔隙的连通性,因此,渗透系数降低。可以看到10%固化剂掺量,可将渗透系数降低至10-7 cm/s量级以下,此时固化体属于一种良好的抗渗材料,具有较好的耐久性能。渗透系数的降低机制将从微观形貌和孔隙特征分析进行阐述。
2.4 固化剂掺量对固化黄土湿陷性的影响
湿陷性黄土未经处理力学稳定后,遇水触变使黄土颗粒之间的黏聚力被破坏而变小,因此产生沉降[21],黄土的湿陷性是影响路基使用的主要工程问题,通过固化生成耐水性好的水化产物改善了其湿陷性,28 d龄期样品湿陷性试验结果如图5所示。随着固化剂掺量的增大,湿陷系数减少,但3%的固化剂掺量仍不能改良其湿陷性问题,这是由于较低掺量的固化体其主要承力为黄土颗粒,固化剂未能形成较为完整的骨架结构,因此加水后对主要承力破坏较大,固化剂掺量达6%时,固化土变为非湿陷性土,这说明大于改掺量以后,固化剂的水化产物形成较为完整骨架,作为主要承力对象,而水化产物耐水性较好,在水力侵蚀时,不发生破坏,因而形变较小。
2.5 固化黄土的微观结构与固化机理分析
2.5.1 固化黄土的微观结构
固化前后黄土的微观形貌,可直观反映固化剂与黄土作用前后胶结方式,孔隙结构的变化规律,也从微观角度反映了固化土的宏观强度。根据上述宏观现象分析结果,选取固化剂掺量为10%的样品开展SEM试验,结果如图6所示。由图6(a)可知,重塑黄土中孔隙较为发育,并且孔隙多数具有连通性,颗粒堆叠结构排列无序,接触方式多以点-面接触形式为主,形成架空结构,这种结构遇水易劣化,因而产生湿陷性,强度也较低[21]。由图6(b)可知,加入10%掺量的固化剂后,固化黄土在微观结构上表现为小颗粒团聚为大颗粒且胶结产物逐渐充填孔隙,结构单元间以面-面接触形式为主,这种排列紧密、絮凝团聚的层状堆叠结构,说明固化剂改变了图颗粒间接触方式,颗粒间胶结强度增大,提高了土体的强度和耐水性。
2.5.2 固化黄土的孔隙参数
土体的孔隙特征可通过无损的核磁共振技术(NMR)进行表征[22-27],依据土颗粒孔隙分类方法[24],将微观孔隙划分为4类:微孔隙、小孔隙、中孔隙和大孔隙。土体孔径分布曲线如图7所示,可以看出,重塑黄土的孔隙以大孔隙、中孔隙为主,小孔隙与微孔隙相对较少。掺加固化剂后,孔隙分布曲线的中间波峰峰值逐渐降低且向左移动,孔隙转化为中孔隙,并且数量减少,大孔隙逐渐被填充。与重塑黄土相比,大孔隙和中孔隙分别从33.0%和31.5%减少至3.9%和14.8%,分别减少了29.1%和16.7%。根据孔隙结构的变化,可以看出,孔隙的减少,固化剂改变土颗粒间胶结方式,促进土颗粒团聚,提高了黄土的密实程度[22],因此,渗透系数降低,强度和水稳性增加。
2.5.3 固化黄土孔隙分布分维数分析
形态不一致的岩土颗粒体间的孔隙分布可以用分形几何理论进行定量描述,本文研究利用IPP 6.0微孔隙分析软件提取重塑黄土和10%掺量且养护龄期28 d的黄土固化体的微观孔隙等效面积和等效周长,依据式(1)计算孔隙分布的分形维数。
lgP= D 2lgA+C
式(1)中:P、A为土体内微观孔隙的等效周长与等效面积;D为孔隙形态分布的分形维数;C为常数。分析过程中绘制lgP~lgA的双对数图。
如图8所示。重塑黄土孔隙分布分维数为1.12,加入10%掺量固化剂养护28 d龄期后,分形维数减小为0.96。微观孔隙结构的复杂程度可用分形维数表征,微观孔隙越不规则,则孔隙的分维数越大[28]。碱激发GGBS使得土体结构发生变化,颗粒间的孔隙再次被充填、形成结构复杂程度相对较小的层状堆叠结构,土体微观孔隙分布分维数减小。这和SEM结果具有一致性。
3 结论
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开展了碱激发工业固废GGBS处置湿陷性黄土的路用性能研究,探究固化剂掺量对固化黄土的基本物理性质、力学特征、渗透性和湿陷性的影响规律,并从微观结构上阐述了固化剂的改良机理,得出如下结论。
(1)固化剂掺入会增加固化土的液塑限和降低塑性指数,最优含水率随固化剂掺量增加呈现先减少后增大的趋势,其中,3%掺量下最优含水率降低至15.8%,20%的掺量则增大至22.5%,相应的最大干密度则随掺量增加表现为先增大后减少,10%的掺量下最大干密度最大为1.80 g/cm3。
(2)固化剂提高了黄土的强度,主要发生在14 d龄期之前,强度随掺量的增加近似线性增加,3%掺量的强度值为0.38 MPa,20%掺量可提升至2.3 MPa。原始黄土的CBR值仅 3.2%,6%固化剂掺量可提升至8.3%,结合工程需求,10%以上掺量符合路用需求。
(3)渗透系数随固化剂掺量的增大而减少,10%固化剂掺量,可将渗透系数降低至10-7 cm/s量级以下,湿陷系数随固化剂掺量增大而减少,固化剂掺量达6%时,固化土变为非湿陷性土。
(4)固化剂改变了黄土颗粒的接触方式,随着固化剂的掺入,颗粒点-面接触形式转化为面-面接触,孔隙尺寸由中孔隙和大孔隙向中孔隙转化,并且数量减少,大孔隙被填充,与重塑黄土相比,10%掺量固化土中,大孔隙和中孔隙分别从33.0%和31.5%减少至3.9%和14.8%,分别减少了29.1%和16.7%,其孔隙分布分维数由1.12减小为0.96。
通过碱激发GGBS固化湿陷性黄土,改良了黄土的湿陷性,其性能具有较好的路用前景,本文研究可为湿陷性黄土固化处置提供理论依据和实践参考。
基金
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  • 湖南省自然科学基金(2022JJ30737)
文献
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2025年第25卷第10期
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doi: 10.12404/j.issn.1671-1815.2401287
  • 接收时间：2024-02-27
  • 首发时间：2025-07-09
  • 出版时间：2025-04-08
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  • 收稿日期：2024-02-27
  • 修回日期：2024-12-30
基金
湖南省自然科学基金(2022JJ30737)
作者信息
    1 中建交通建设集团有限公司, 北京 100071
    2 中南大学土木工程学院, 长沙 410083
    3 高速铁路建造技术国家工程实验室, 长沙 410083

通讯作者:

* 贾羽(1991—),男,汉族,湖南长沙人,博士研究生。研究方向:固废处置与资源利用。E-mail:。
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https://castjournals.cast.org.cn/joweb/kxjsygc/CN/10.12404/j.issn.1671-1815.2401287
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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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