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Article(id=1261270370271768824, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2405548, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1721664000000, receivedDateStr=2024-07-23, revisedDate=1744387200000, revisedDateStr=2025-04-12, acceptedDate=null, acceptedDateStr=null, onlineDate=1778639889542, onlineDateStr=2026-05-13, pubDate=1752768000000, pubDateStr=2025-07-18, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1778639889542, onlineIssueDateStr=2026-05-13, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1778639889542, creator=13701087609, updateTime=1778639889542, updator=13701087609, issue=Issue{id=1261262687258985194, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='20', pageStart='8317', pageEnd='8759', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1778638057769, creator=13701087609, updateTime=1778753106634, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1261745237240722095, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1261745237240722096, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=8641, endPage=8650, ext={EN=ArticleExt(id=1261270371379065091, articleId=1261270370271768824, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Hydraulic Conductivity of Dredged Silt-attapulgite Vertical Cutoff Wall, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

A large amount of dredged silt is produced in Taihu Lake every year. In order to realize the resource utilization of solid waste, the feasibility of preparing dredged mud and attapulgite into vertical cutoff wall material was explored, and its impermeability was studied. The permeability resistance and micro-pore structure of dredged mud-attapulgite engineering cutoff wall materials were studied by flexible wall infiltration, water centrifugation and low field nuclear magnetic resonance test. The results show that with the increase of consolidation pressure, the proportion of small holes increases, the proportion of mesoporous holes decreases, the content of free water decreases, and the content of bound water is basically unchanged, and the porosity and hydraulic conductivity of dredged silt-attapulgite decrease gradually with the increase of consolidation pressure. At the consolidation pressure of 100 kPa, the porosity and hydraulic conductivity of the dredging silt-attapulgite cutoff wall material using zinc chloride and butyric acid as the contaminated permeate increase compared with the test using water as the permeate. The reason is that the addition of the polluted permeate reduces the small hole proportion, increases the mesoporous proportion, increases the free water content, and basically keeps the bound water content unchanged.

, correspAuthors=Hao-qing XU, 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=Long-jin JIAO, Hao-qing XU, Peng GE, Peng-ming JIANG, Ai-zhao ZHOU, Jing-rui LIANG), CN=ArticleExt(id=1261270381877408143, articleId=1261270370271768824, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=疏浚泥-凹凸棒土垂直屏障抗渗特性, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

太湖每年会产生大量的弃置疏浚泥,为实现固体废弃物资源化利用,探索将疏浚泥与凹凸棒土制备成垂直屏障材料的可行性,并对其抗渗特性开展了研究。通过柔性壁渗透、水分离心以及低场核磁共振试验等多种测试方法,对疏浚泥-凹凸棒土工程屏障材料的抗渗性能及其微观孔隙结构进行研究。结果表明:随着固结压力的提高,疏浚泥-凹凸棒土屏障材料中的小孔比例增加、介孔比例减小、自由水含量下降、结合水含量基本不变,宏观上表现为疏浚泥-凹凸棒土的孔隙率与渗透系数随固结压力的增加逐渐降低;在100 kPa的固结压力时,与水为渗透液的试验相比,采用氯化锌与丁酸为污染渗透液的疏浚泥-凹凸棒土屏障材料的孔隙率与渗透系数均升高,原因是污染液的加入使得疏浚泥-凹凸棒土的小孔比例减小、介孔比例增加、自由水含量上升,结合水含量基本不变。

, correspAuthors=徐浩青, authorNote=null, correspAuthorsNote=
* 徐浩青(1988—),男,汉族,江苏昆山人,博士,副教授。研究方向:岩土渗流和环境土工。E-mail:。
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焦龙进(1987—),男,汉族,江苏泰兴人,硕士,高级工程师。研究方向:地质灾害调査、防治和土壤污染调查、防治。E-mail:。

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焦龙进(1987—),男,汉族,江苏泰兴人,硕士,高级工程师。研究方向:地质灾害调査、防治和土壤污染调查、防治。E-mail:。

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焦龙进(1987—),男,汉族,江苏泰兴人,硕士,高级工程师。研究方向:地质灾害调査、防治和土壤污染调查、防治。E-mail:。

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Study on the properties and structure of silty clay contaminated by household sources during the transitional-acidification stage[D]. Xuzhou: China University of Mining and Technology, 2020., articleTitle=null, refAbstract=null)], funds=[Fund(id=1261270430367756999, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, awardId=42007263, language=CN, fundingSource=国家自然科学基金(42007263), fundOrder=null, country=null), Fund(id=1261270430510363337, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, awardId=2022KY06, language=CN, fundingSource=江苏省地质局科研项目(2022KY06), fundOrder=null, country=null), Fund(id=1261270430812353228, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, awardId=SH2022017, language=CN, fundingSource=镇江市重点研发计划(SH2022017), fundOrder=null, country=null), Fund(id=1261270430904627919, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, awardId=2019-K-136, language=CN, fundingSource=住建部科技计划(2019-K-136), fundOrder=null, country=null)], 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Q为满足PVF=2时的流量

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Main physicochemical properties of dredged mud from Taihu lake

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物理指标 测定结果
液限/% 78.47
塑限/% 46.05
塑性指数/% 32.42
天然含水率/% 120.5
比表面积/(m2·g-1) 129.0
), ArticleFig(id=1261270429268849332, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, language=CN, label=表1, caption=

太湖疏浚泥主要理化性质

, figureFileSmall=null, figureFileBig=null, tableContent=
物理指标 测定结果
液限/% 78.47
塑限/% 46.05
塑性指数/% 32.42
天然含水率/% 120.5
比表面积/(m2·g-1) 129.0
), ArticleFig(id=1261270429470175927, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, language=EN, label=Table 2, caption=

Physical properties of attapulgite

, figureFileSmall=null, figureFileBig=null, tableContent=
物理指标 测定结果
液限/% 94.80
塑限/% 38.65
塑性指数/% 56.15
天然含水率/% 7.69
比表面积/(m2·g-1) 178
), ArticleFig(id=1261270429692474043, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, language=CN, label=表2, caption=

凹凸棒土物理指标

, figureFileSmall=null, figureFileBig=null, tableContent=
物理指标 测定结果
液限/% 94.80
塑限/% 38.65
塑性指数/% 56.15
天然含水率/% 7.69
比表面积/(m2·g-1) 178
), ArticleFig(id=1261270429889606336, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, language=EN, label=Table 3, caption=

Cutoff wall material mix ratio parameter

, figureFileSmall=null, figureFileBig=null, tableContent=
材料配比/% 密度/(g·cm-3)
凹凸棒土 水 疏浚泥
50 26 24 1.48
50 28 22 1.46
48 28 24 1.42
48 30 22 1.40
46 30 24 1.38
46 32 22 1.36
44 32 24 1.32
44 34 22 1.30
), ArticleFig(id=1261270430111904452, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261270370271768824, language=CN, label=表3, caption=

屏障材料配合比参数

, figureFileSmall=null, figureFileBig=null, tableContent=
材料配比/% 密度/(g·cm-3)
凹凸棒土 水 疏浚泥
50 26 24 1.48
50 28 22 1.46
48 28 24 1.42
48 30 22 1.40
46 30 24 1.38
46 32 22 1.36
44 32 24 1.32
44 34 22 1.30
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疏浚泥-凹凸棒土垂直屏障抗渗特性
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焦龙进 1 , 徐浩青 2, * , 葛鹏 3 , 姜朋明 4 , 周爱兆 2 , 梁景瑞 2
科学技术与工程 | 论文·建筑科学 2025,25(20): 8641-8650
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科学技术与工程 | 论文·建筑科学 2025, 25(20): 8641-8650
疏浚泥-凹凸棒土垂直屏障抗渗特性
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焦龙进1 , 徐浩青2, * , 葛鹏3, 姜朋明4, 周爱兆2, 梁景瑞2
作者信息
  • 1 江苏省地质矿产局第三地质大队生态环境修复(治理)中心, 镇江 212021
  • 2 江苏科技大学江苏省地质环境灾害防治及修复工程研究中心, 镇江 212100
  • 3 江苏地质基桩工程公司, 镇江 212021
  • 4 苏州科技大学土木工程学院, 苏州 215011

    • 焦龙进(1987—),男,汉族,江苏泰兴人,硕士,高级工程师。研究方向:地质灾害调査、防治和土壤污染调查、防治。E-mail:。

通讯作者:

* 徐浩青(1988—),男,汉族,江苏昆山人,博士,副教授。研究方向:岩土渗流和环境土工。E-mail:。
Hydraulic Conductivity of Dredged Silt-attapulgite Vertical Cutoff Wall
Long-jin JIAO1 , Hao-qing XU2, * , Peng GE3, Peng-ming JIANG4, Ai-zhao ZHOU2, Jing-rui LIANG2
Affiliations
  • 1 Ecological Environment Restoration Center, the Third Geological Group, Jiangsu Bureau of Geology and Mineral Resources, Zhenjiang 212021, China
  • 2 Jiangsu Research Center of Geological Environmental Disaster Prevention and Restoration Engineering, Jiangsu University of Science and Technology, Zhenjiang 212100, China
  • 3 Jiangsu Geological Foundation Pile Engineering Company, Zhenjiang 212021, China
  • 4 School of Civil Engineering, Suzhou University of Science and Technology, Suzhou 215011, China
出版时间: 2025-07-18 doi: 10.12404/j.issn.1671-1815.2405548
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摘要
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太湖每年会产生大量的弃置疏浚泥,为实现固体废弃物资源化利用,探索将疏浚泥与凹凸棒土制备成垂直屏障材料的可行性,并对其抗渗特性开展了研究。通过柔性壁渗透、水分离心以及低场核磁共振试验等多种测试方法,对疏浚泥-凹凸棒土工程屏障材料的抗渗性能及其微观孔隙结构进行研究。结果表明:随着固结压力的提高,疏浚泥-凹凸棒土屏障材料中的小孔比例增加、介孔比例减小、自由水含量下降、结合水含量基本不变,宏观上表现为疏浚泥-凹凸棒土的孔隙率与渗透系数随固结压力的增加逐渐降低;在100 kPa的固结压力时,与水为渗透液的试验相比,采用氯化锌与丁酸为污染渗透液的疏浚泥-凹凸棒土屏障材料的孔隙率与渗透系数均升高,原因是污染液的加入使得疏浚泥-凹凸棒土的小孔比例减小、介孔比例增加、自由水含量上升,结合水含量基本不变。

疏浚泥-凹凸棒土  /  固结压力  /  渗透系数  /  孔隙率  /  自由水含量

A large amount of dredged silt is produced in Taihu Lake every year. In order to realize the resource utilization of solid waste, the feasibility of preparing dredged mud and attapulgite into vertical cutoff wall material was explored, and its impermeability was studied. The permeability resistance and micro-pore structure of dredged mud-attapulgite engineering cutoff wall materials were studied by flexible wall infiltration, water centrifugation and low field nuclear magnetic resonance test. The results show that with the increase of consolidation pressure, the proportion of small holes increases, the proportion of mesoporous holes decreases, the content of free water decreases, and the content of bound water is basically unchanged, and the porosity and hydraulic conductivity of dredged silt-attapulgite decrease gradually with the increase of consolidation pressure. At the consolidation pressure of 100 kPa, the porosity and hydraulic conductivity of the dredging silt-attapulgite cutoff wall material using zinc chloride and butyric acid as the contaminated permeate increase compared with the test using water as the permeate. The reason is that the addition of the polluted permeate reduces the small hole proportion, increases the mesoporous proportion, increases the free water content, and basically keeps the bound water content unchanged.

dredged silt-attapulgite  /  confining pressure  /  hydraulic conductivity  /  porosity  /  free water content
焦龙进, 徐浩青, 葛鹏, 姜朋明, 周爱兆, 梁景瑞. 疏浚泥-凹凸棒土垂直屏障抗渗特性. 科学技术与工程, 2025 , 25 (20) : 8641 -8650 . DOI: 10.12404/j.issn.1671-1815.2405548
Long-jin JIAO, Hao-qing XU, Peng GE, Peng-ming JIANG, Ai-zhao ZHOU, Jing-rui LIANG. Hydraulic Conductivity of Dredged Silt-attapulgite Vertical Cutoff Wall[J]. Science Technology and Engineering, 2025 , 25 (20) : 8641 -8650 . DOI: 10.12404/j.issn.1671-1815.2405548
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近年来,随着中国生态环保督察力度的不断加大,地下水土污染防治已成为环保督察中的重要内容,其中长期存在的简易填埋场带来的地下环境污染问题备受社会关注,特别是渗沥液的渗漏对周边环境造成了严重影响,既威胁公众健康,又阻碍城市的健康发展[1]。因此,对简易填埋场进行治理刻不容缓。垂直阻隔技术作为一种将污染物隔离、阻断的手段,被《污染地块土壤环境管理办法》列为四大风险管控措施之一[2-3]。垂直阻隔技术根据材料类型可分为两类:刚性阻隔屏障和柔性阻隔屏障,前者包括水泥基(水泥土、原位土-水泥-膨润土等)、水泥基与土工膜复合、塑性混凝土等材料;后者包括膨润土基(原位土-膨润土)、膨润土基-土工膜复合等材料[4]。
与此同时,湖泊水环境治理、河道行洪、水库库容恢复等涉水工程实施过程中会产生大量疏浚泥。据统计,中国每年疏浚泥产生量超过1×1010 m3[5]。疏浚泥由以含水铝硅酸盐为主的多种矿物组成[6],是一种资源丰富且可大规模利用的新型矿产资源,目前疏浚泥的无害化、资源化处置方式主要是制备建筑材料[7];而凹凸棒土是一种链层状结构的黏土矿物,相较于膨润土有对化学环境敏感度较低、成本更低廉的优点。凹凸棒土属于三维空间结构,不会出现蒙脱石型的膨胀性,干燥收缩小,且不产生龟裂;且凹凸棒土有独特的纤维结构,使其具备较高的吸附性能,凹凸棒土的比表面积高达150~210 m2/g[8]。凹凸棒土被认为是用于隔离屏障填筑材料时膨润土的替代品,有望成为替代膨润土基防污屏障的主体材料,但凹凸棒土在垃圾填埋场垂直阻隔领域的研究尚处于起步阶段。
Salem等[9]将疏浚泥、膨润土和水泥混合,通过渗透与无侧限抗压强度试验,证明了疏浚泥作为垂直防污屏障的可行性。Zhang等[10]研究了砂-凹凸棒土的抗渗性能,结果表明,随着凹凸棒土掺量的增加,渗透系数降低,发现将砂-凹凸棒土填筑材料用于垂直屏障,作为土-膨润土回填料的替代物是可行的。在砂-凹凸棒土作为垂直屏障的研究中,刘科等[11]将凹凸棒土添加到膨润土和风积沙组成的隔离墙材料中,当凹凸棒土掺量为3%时,隔离墙的渗透系数显著降低。曹宝花等[12]在黄土中掺入纳米凹凸棒土,在凹凸棒土掺量为1%时黄土的抗压强度、黏聚力和内摩擦角均有较好的提升。Xu[13]研究发现,添加适量的凹凸棒土可降低砂浆的流动性,提高其耐久性和力学性能,改善砂浆的微观结构,减少内部孔隙,微观结构更加致密。
综上所述,将疏浚泥与凹凸棒土作为柔性垂直防污屏障具有可行性,但仍存在两个问题有待进一步研究:一是目前关于固结压力以及渗沥液对垂直屏障的影响效果研究还不充分;二是疏浚泥-凹凸棒土垂直屏障的抗渗机理尚不清楚,包括但不限于孔隙结构、水分含量等。鉴于此,采用太湖疏浚泥与凹凸棒土作为垂直防污屏障材料,利用两者特性优势互补:疏浚泥资源丰富,凹凸棒土化学稳定性好、吸附性强且成本低,这种组合为垂直屏障材料研发开辟新方向,有望在保证性能的同时降低成本、提高环保效益,在填埋场、污染场地修复等工程中具有广阔应用潜力;通过柔性壁渗透、水分离心与低场核磁共振试验,研究其抗渗特性与微观机理,揭示固结压力、污染液影响下微观结构变化与宏观抗渗性的内在联系,为理解屏障材料抗渗机理提供全新视角,推动垂直屏障材料微观研究进程,以期为疏浚泥的资源化利用与填埋场的治理提供新思路。
1 试验材料和方法
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1.1 试验材料
(1) 试验所使用的疏浚泥来自江苏省宜兴市太湖疏浚泥,如图1所示,疏浚泥的主要氧化物成分及含量通过X射线衍射(X-ray diffraction,XRD)测得,主要成分为SiO2(石英)、Al2Si2O5(OH)4(高岭石)、KAl2[(SiAl)4O10](OH)2·nH2O(伊利石)、KAl2(AlSi3O10)(OH)2(云母)等物质,其主要理化性质如表1所示。
(2) 试验所使用的凹凸棒土来自安徽省淮安市盱眙县,颜色呈黄褐色,如图2所示,明光凹凸棒土主要矿物成分通过XRD测得,主要矿物成分为:SiO2(石英)、(Mg,Al)5[(OH)2(Si,Al)8O20]·8H2O(坡缕石)、(Na,Ca)0.33(Al,Mg)2[Si4O10](OH)2·nH2O(蒙脱石)、KAl2[(SiAl)4O10](OH)2·nH2O(伊利石)、CaMg(CO3)2(白云石)。其主要理化性质如表2所示。
1.2 试样制备
首先将疏浚泥、凹凸棒土与水按比例制备混合浆液,通过仪器厂家定制高度7 cm、直径4 cm的圆柱承样筒,将乳胶薄膜套在渗透压力室上,在乳胶膜外侧套上承样筒,将搅拌均匀的浆液灌入,用橡胶圈将试样封闭并施加固结压力,固结时间为3 d。
1.3 试验方法
(1)流动度试验。为了满足实际工程中所需的施工和易性,参考Wu等[14]所使用的方法,对疏浚泥与凹凸棒土进行不同比例的混合,并进行流动度试验,采用400 mm×400 mm规格的流动度板。
(2)柔性壁渗透试验。改进柔性壁渗透试验按照Standard Test Method for Hydraulic Conductivity Compatibility Testing of Soils with Aqueous Solutions(ASTM D7100-05)[15]进行,测试仪器是柔性壁三联渗透仪,在试样周围施加一定的压力及渗透压,待渗透稳定后,开始测试渗透系数。渗透试样初始的直径为7 cm、高度为4 cm。
(3)水分离心试验。参考文献[16]的方法,首先用日本Himac高速离心机设置不同转速,将土样中的自由水分离出来;然后用烘箱将试样中未被离心机分离出来的结合水烘干,那么试样中最终剩余的水即为矿物水。
(4)低场核磁共振试验。采用MacroMR12-150H-I型核磁共振仪(苏州纽迈公司生产)进行低场核磁共振试验,被测试样孔隙半径与弛豫时间T2成正比,小孔隙对应较小的弛豫时间,大孔隙对应较大的弛豫时间。曲线与横轴围成的面积代表孔隙水的含量,即代表相应孔隙的含量。
2 试验结果和分析
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2.1 配合比设计
在填埋场使用柔性垂直屏障进行阻隔时,可以通过测试屏障材料的流动度来反映其施工和易性。考虑流动度时需要既需考虑屏障材料要有足够的流动性能,来保证屏障材料可以自然下沉,还需要考虑过大的流动性是否会导致屏障材料出现泌水现象。综合预实验、《生活垃圾填埋场污染控制标准》(GB 16889—2008)及文献[17],认为流动度在150~200 mm这一区间可以保证屏障材料在施工过程中的施工和易性。前期的预实验发现,凹凸棒土的掺量对于屏障材料的流动度有很大的影响:凹凸棒土掺量过大时,需要额外使用水来满足施工和易性,这样会导致屏障材料的密度过小,且渗透系数也不满足竖向阻隔屏障的规范要求;如果增加疏浚泥的使用量,则会导致试样的流动度过大,出现明显的泌水现象。研究发现,凹凸棒土掺量保持在大于25%时才可以满足防渗性能的要求[18]。对于使用的材料来说,将凹凸棒土掺量控制在44%~50%区间内时,屏障材料既可以保持一定的流动度,且不会有泌水现象的发生,其配比设计如表3所示,此时屏障材料的密度保持在1.30~1.48 g/cm3。
通过图3中的试验数据可以发现,随着凹凸棒土掺量的增加,疏浚泥-凹凸棒土的流动度逐渐下降且两者之间存在良好的线性关系;保持凹凸棒土掺量不变,增加水在总质量中的占比,可以发现随着疏浚泥含量的增加,其流动度也会随之增加。当凹凸棒土掺量为50%时,其流动度无法满足施工过程中所需的施工和易性。在8组配比中能够满足流动度要求的配合比有6种,对这6种配合比进行渗透试验,以确定使用的垂直屏障材料配合比。
将满足流动度的6组配比进行柔性壁渗透试验,设定固结压力为100 kPa,水力梯度为40,渗透终止条件根据每组材料的有效孔隙体积确定,试验结果如图4所示。根据试验结果可知,随着凹凸棒土掺量的提高,疏浚泥-凹凸棒土的渗透系数出现减小的趋势;保持凹凸棒土掺量不变时,随着疏浚泥含量的增加,屏障的渗透系数逐渐减小,且都满足小于垂直屏障的设计标准:小于1×10-7 cm/s。凹凸棒土的主要黏土矿物成分为坡缕石,其本身颗粒直径较小,能够有效地填充垂直屏障材料中存在的孔隙,同时凹凸棒土颗粒还会对黏土颗粒产生吸附作用形成团聚体使得屏障材料整体变得更为致密,降低了屏障材料的最终渗透系数[19-20]。基于经济性与施工和易性考虑,确定所使用的材料配比:凹凸棒土与疏浚泥的干基质量比为23∶5;含水率控制为78.5%。
2.2 渗透系数
根据图5可知,固结压力为100~400 kPa的试样,其渗透系数随着水力梯度的增加而逐渐变大。固结压力为100 kPa时,随着水力梯度的增加,渗透系数上升趋势十分明显,在水力梯度为140时渗透系数达到1.28×10-8 cm/s;固结压力为200 kPa的试样渗透系数上升的趋势出现了明显的下降。相较于100 kPa围压下的试样,相同水力梯度情况下试样的渗透系数由8.89×10-9 cm/s下降到6.12×10-9 cm/s,降幅为31.16%;固结压力为300~400 kPa的试样渗透系数随水力梯度变化规律与固结压力为200 kPa的试样类似,相同水力梯度下的渗透系数分别降至2.10×10-9 cm/s和9.90×10-10 cm/s,最大降幅为93.13%。
当试样的渗透系数低于10-5 cm/s数量级,且土样的黏粒含量达到一定程度时(比如当土样的黏粒含量大于30%时),渗流则存在启动水力梯度,对于这种现象解释的原因是:黏土中结合水的黏滞作用阻碍了自由水的流动,只有当水力坡降达到一定数值后,才能使部分弱结合水产生运移,孔隙水启动渗流[21]。此时可将土样的低速非达西渗流描述为存在起始水力梯度的线性方程来表达水力梯度与渗透速度之间的关系,并且当黏粒含量越高时,该方程的拟合效果也越好[22],拟合结果如图5所示。根据试验数据可知,固结压力为100~400 kPa的试样起始水力梯度i0分别为20、30、40、40,将数据带入公式中进行拟合,可以发现在加入起始水力梯度后,试样的渗流速度与水力梯度之间存在良好的线性关系。
为了定量描述不同固结压力的试样渗透系数随时间变化的规律,选用水力梯度为100、固结压力为100~400 kPa的试样绘制曲线,渗透终止时间根据Standard Test Methods forMeasurement of Hydraulic Conductivity of Saturated PorousMaterials Using a Flexible Wall Permeameter(ASTM D5084):满足孔隙体积流量PVF(Pore volume flow)=2时的渗流量进行设置,试验结果如图6所示。可以看出,固结压力为100~400 kPa的试样渗透系数随时间变化的规律基本一致,固结压力为100 kPa的试样在初期的渗透系数最大值为4.12×10-8 cm/s,但随着渗流时间的增加在3 d后逐渐趋于稳定,在达到渗透终止条件时基本保持不变。说明疏浚泥-凹凸棒土相较于传统塑性混凝土阻隔屏障来说,具有屏障生效时间短、抗渗性能优异等特点,在面对一些亟需处理的简易生活垃圾填埋场时能够发挥出更好的作用。
生活垃圾填埋场的渗沥液中,不仅含有有机重金属离子,还有许多有机质酸,这些污染物在随着渗沥液进入竖向阻隔屏障时,会对屏障材料造成一定的破坏。因此,不仅要考虑在以水为渗沥液时屏障材料的抗渗性能,还需要考虑加入污染物后对屏障材料抗渗性能的影响。参考中国生活垃圾填埋场内污染物的浓度,在这里使用固结压力为100 kPa对试样进行固结,氯化锌浓度采用200 mg/L,丁酸浓度采用40 000 mg/L来探究污染物对屏障材料的抗渗性能。将水为渗透液的试样作为对照组,与污染渗透液的试样之间的渗透系数进行对比,结果如图7所示。
根据图7中的数据可知,在保持相同的固结压力时,污染渗透液的试样渗透系数相较于以水为渗透液的试样出现了明显上升,且上升趋势随着水力梯度的增加逐渐变大,最大差值出现在水力梯度为140时,差值可达到一个数量级;水力梯度为20时,渗透系数上升了14.96%;水力梯度为140时,渗透系数则上升了34.38%。
2.3 水分含量
由图8可知,随着对试样增加不同固结压力,并对固结完成的试样进行自由水含量与结合水含量测定,可以看出,随着固结压力的增加,试样的含水率逐渐降低,从123.9%下降到39.9%。含水率最大降幅出现在0~100 kPa两个试样之间,含水率下降了29.46%。随着固结压力的增加,含水率的下降趋势逐渐趋于稳定。试样的自由水含量随固结围压的变化规律与含水率呈现了不同的规律,最大降幅出现在300~400 kPa两个试样之间,自由水含量下降了48.34%,试样的结合水含量在不同固结压力的试样中十分稳定,基本保持在约29%,可以认为试样的结合水含量不受固结压力的影响。
2.4 微观结构
对于屏障材料的孔隙率,根据图9的数据可知,增加对试样的固结压力可以有效减小孔隙率,在固结压力从100 kPa上升到200 kPa时,孔隙率随着固结压力的增加,孔隙率减小幅度较大;当固结压力为300 kPa和400 kPa时,孔隙率变化较小;经过复合污染液渗透后的试样孔隙率相较于以水为渗透液的试样出现了明显的上升,这主要是酸性污染渗透液的加入破坏了屏障材料中的部分矿物骨架结构,原本用于填充屏障材料孔隙的凹凸棒土,其表面的碱性金属氧化物首先被H+侵蚀导致屏障材料的细小孔隙无法被填充,随着H+的渗入,这种化学侵蚀现象越来越明显,导致其宏观上的孔隙率出现了增大。已知不同固结压力屏障材料的渗透系数,为了定量描述渗透系数与屏障材料孔隙率的关系,选用水力梯度为100的渗透系数实验数据,利用Origin软件进行拟合,由图10可知,随着孔隙率的增大,屏障材料的渗透系数逐渐增加,两者之间存在良好的拟合度。
图11为通过核磁共振仪测出各级固结压力作用下对应的土样孔径分布与中值孔径。国际纯粹与应用化学联合会基于孔径大小,将多孔介质材料中的孔隙划分为3大类,即微孔(小于2 nm)、介孔(2~50 nm)以及大孔(大于50 nm)[23]。中值孔径可通过孔径占比累加求得。
在固结压力作用下,较大的孔隙先被压缩成数个较小的孔隙,然后较小的孔隙被进一步压缩成更小的孔隙,在整个固结过程中孔径分布由小孔、微孔向微孔、超微孔发展[24]。100~400 kPa的固结压力下由于颗粒之间滑动和微结构的重排列,会使颗粒之间的孔隙压缩、分裂,中值孔径为0.058 μm(固结压力=100 kPa);当固结压力继续增大时,中值孔径的降低速度明显放缓,原因是固结压力的增大使试样土颗粒之间存在的接触面变大,单个颗粒收到的平均应力相对变小,需要产生相同压缩量所需要的压力就会上升,即可压缩性下降,孔径的变化速度明显降低;在400 kPa压力下的中值孔径仅比100 kPa时减小约0.04 μm。
与以水为渗沥液的试样不同,在污染液的影响下,疏浚泥-凹凸棒土屏障材料的中值孔径均出现了不同幅度的增加,结果如图12所示。在低固结压力情况下(100 kPa),两者的中值孔径相差不大,但是孔隙率从87.4%上升到了95%;在逐级增加围压后,污染渗透液影响下的屏障材料大孔受压转换为小孔的趋势逐渐变慢,200 kPa固结的试样仍有约50%的大孔,而此时以水为渗沥液的试样大孔占比则为14.93%。这种情况一直持续到高固结压力(400 kPa)的试样中时发生了改变,此时污染渗透液影响下的试样孔隙率虽然大于以水为渗透液的试样,但是两者之间的中值孔径与整体孔径分布保持了较好的一致性。出现以上现象的原因主要是在固结压力为100~300 kPa时,污染液中的丁酸会随着表面的一些孔隙进入到屏障材料的内部,并对其产生了化学侵蚀的作用,与凹凸棒土中的碱性氧化物发生反应,使得其无法正常填充内部的孔隙,导致屏障材料内部出现了大于50 nm的裂隙。
3 讨论
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3.1 渗透系数影响机制
固结压力对疏浚泥-凹凸棒土屏障材料渗透系数的影响主要体现在低固结压力情况下,较低的压力无法使试样完全固结,保留一些较大的连通孔隙,并且随着水力梯度的增加,水在试样中的流动速度加快,加速了连通孔隙的扩大;同时渗流速度的加快会减小孔隙水的静压力,降低了试样孔隙表面结构对水的阻抗,使得屏障材料的渗透系数加大,两者的同时作用最终使得渗透系数上升趋势大于固结压力为200~400 kPa的试样。在施加较高固结压力后,试样趋向于固结完成,此时试样中只存在较小的连通孔隙以及一些内部不连通孔隙,其渗透系数出现下降,且随着水力梯度的增加渗透系数的上升趋势不明显。
污染物渗透液对渗透系数产生影响的原因在于:①随着渗透过程的不断进行,试样内部的pH不断下降,带正电荷的锌离子与丁酸中的H+会不断与带负电荷的土粒表面结合,在土体表面产生较大斥力,导致土颗粒不断分散,试样内部孔隙增大,渗透系数升高,这种现象在水力梯度升高时表现的更加明显;②丁酸会对屏障材料有一定的化学溶蚀作用,丁酸中的H+会置换出凹凸棒土中的可交换阳离子,H+逐渐渗透进凹凸棒土空腔内,加速矿物结构的破坏,使得渗透系数出现上升;同时H+会与凹凸棒土中的碱性氧化物等矿物发生化学作用,导致屏障材料中的细小裂隙不断发育,使得渗透系数变大[25-26]。
3.2 水分含量变化机制
疏浚泥-凹凸棒土屏障材料在水力梯度的压力下产生渗流、与外界发生水分交换的是其中的自由水部分:在低固结压力阶段孔隙比较大,自由性较高的自由水会首先排出,此时试样的渗透系数相对较高;结合水相对于自由水更难被排出,并且其黏滞性相对较高、流动性较差,即使压力增大也难以像自由水一样易于流动,高固结压力阶段孔隙体积的进一步压缩不仅减小了试样的孔隙比,而且还增加了排出的难度,导致土的渗透性降低;由于酸性污染物的加入,凹凸棒土中的碱性金属氧化物与H+发生反应生成可溶性的盐类,无法完全填充内部孔隙,导致在相同固结压力的情况下孔隙率大于以水为渗透液的试样;试样的结合水含量与以水为渗沥液的试样保持一致,在结合水区间内,屏障材料颗粒之间存在较大的摩擦力,颗粒结构相对稳定,周围的水分子在屏障材料的表面紧密分布,形成了较为固定的强结合水层,这时主要以自由水主要以分子间作用力为主导,使得其几乎不受固结压力的影响。
4 结论
收起
立足于解决疏浚泥的处置问题与垂直屏障新材料创新的问题,通过柔性壁渗透、水分离心与低场核磁共振试验研究材料在不同围压、不同渗沥液情况下的抗渗性能变化规律,得出如下结论。
(1)在固结压力为100~400 kPa、水力梯度为试验仪器所能设置的最大值情况下,疏浚泥-凹凸棒土屏障材料的渗透系数都小于1×10-7cm/s,可以满足作为垂直阻隔屏障的抗渗性要求;在相同固结压力下的试样,随着水力梯度的升高,其渗透系数逐渐增大:在相同水力梯度情况下,试样的渗透系数随着固结压力的升高而降低,最大降幅达到93.13%。
(2) 在氯化锌与丁酸污染渗透液的影响下,屏障材料的抗渗性能出现了明显的下降,降幅与相同固结压力下以水为渗透液的试样相比,最大可达到一个数量级;随着水力梯度的提升,两者之间渗透系数的差值逐渐增大。
(3)固结压力主要影响的是自由水含量,不同固结压力、渗透液的试样其结合水含量基本保持不变;随着围压的增加,疏浚泥-凹凸棒土屏障材料的孔隙率变小、小孔比例增加,介孔比例减小、渗透系数降低;污染渗透液影响下的屏障材料与相同固结压力以水为渗透液的试样相比孔隙率变大、小孔比例减小、介孔比例增加、渗透系数增大。
基金
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  • 国家自然科学基金(42007263)
  • 江苏省地质局科研项目(2022KY06)
  • 镇江市重点研发计划(SH2022017)
  • 住建部科技计划(2019-K-136)
文献
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2025年第25卷第20期
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doi: 10.12404/j.issn.1671-1815.2405548
  • 接收时间：2024-07-23
  • 首发时间：2026-05-13
  • 出版时间：2025-07-18
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  • 收稿日期：2024-07-23
  • 修回日期：2025-04-12
基金
国家自然科学基金(42007263)
江苏省地质局科研项目(2022KY06)
镇江市重点研发计划(SH2022017)
住建部科技计划(2019-K-136)
作者信息
    1 江苏省地质矿产局第三地质大队生态环境修复(治理)中心, 镇江 212021
    2 江苏科技大学江苏省地质环境灾害防治及修复工程研究中心, 镇江 212100
    3 江苏地质基桩工程公司, 镇江 212021
    4 苏州科技大学土木工程学院, 苏州 215011

通讯作者:

* 徐浩青(1988—),男,汉族,江苏昆山人,博士,副教授。研究方向:岩土渗流和环境土工。E-mail:。
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2种不同金属材料的力学参数
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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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