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Article(id=1217789888104154045, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1217789884081820362, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2407047, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1726761600000, receivedDateStr=2024-09-20, revisedDate=1744819200000, revisedDateStr=2025-04-17, acceptedDate=null, acceptedDateStr=null, onlineDate=1768273334766, onlineDateStr=2026-01-13, pubDate=1753632000000, pubDateStr=2025-07-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1768273334766, onlineIssueDateStr=2026-01-13, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1768273334766, creator=13701087609, updateTime=1768273334766, updator=13701087609, issue=Issue{id=1217789884081820362, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='21', pageStart='8761', pageEnd='9209', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1768273333807, creator=13701087609, updateTime=1768273602927, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1217791012932604619, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1217789884081820362, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1217791012932604620, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1217789884081820362, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=9203, endPage=9209, ext={EN=ArticleExt(id=1217789888636830678, articleId=1217789888104154045, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Mechanical Behavior and Reinforcing Mechanism of Clay Solidified by Composite Curing Agent, columnId=1156262729993277777, journalTitle=Science Technology and Engineering, columnName=Papers·Environmental and Safe Science, runingTitle=null, highlight=null, articleAbstract=

To improve the utilization rate of waste clay, a composite curing agent composed of cement, alkali excitation agent, siliceous solid waste material and sulfate solid waste material was used to cure a waste clay. Unconfined compressive strength test (UCS), water stability test, X-ray diffraction test and scanning electron microscope(SEM) test were carried out to capture the mechanical behavior and reinforcing mechanism of the solidified clay. The results show that there is a significant solidification effect on the clay when the dosage of curing agent is from 10% to 12%, and the water stability coefficient of solidified clay is larger than 80%. The UCS of the solidified clay with 12% curing agent content is 2.45 MPa after curing for 28 days, which is 2.33 times the UCS of the solidified clay at a curing time of 7 days (1.05 MPa). A large number of hydration products such as calcium silicate (aluminate) hydrate and ettringite produced in the solidified clay can improve the performance of solidified soil by improving the micro-pore structure of soil and strengthening the cementation between aggregates. The present research can provide reference for the resource utilization of waste clay.

, correspAuthors=Qian-qing ZHANG, 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=Feng CHU, Jing-guang CAO, Zhao-feng ZHENG, Yuan LU, Deng-rui WU, Qian-qing ZHANG), CN=ArticleExt(id=1217789891384098982, articleId=1217789888104154045, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=复合类固化剂固化黏土的力学行为及加固机理, columnId=1156262730140078420, journalTitle=科学技术与工程, columnName=论文·环境科学、安全科学, runingTitle=null, highlight=null, articleAbstract=

为提高废弃黏土利用率,选用水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料组成的复合类固化剂对某工程废弃黏土进行固化处理,根据无侧限抗压强度(unconfined compressive strength,UCS)试验、水稳性试验、X射线衍射试验以及扫描电子显微镜(scanning electron microscope,SEM)试验,研究了该复合类固化剂固化废弃黏土的力学行为及加固机理。研究结果表明:固化剂掺量为10%~12%时固化黏土的效果较好,且固化黏土的水稳性系数均大于80%;当固化剂掺量为12%,固化黏土为28 d时,固化黏土无侧限抗压强度为2.45 MPa,是7 d时固化黏土无侧限抗压强度(1.05 MPa)的2.33倍;固化黏土中生成的大量水化硅(铝)酸钙、钙矾石等水化产物,通过改善土体内部微观孔隙结构并加强团粒间的胶结作用提高了固化黏土的性能。该复合类固化剂可有效加固废弃黏土,提高其资源化利用率,具有广泛的应用价值。

, correspAuthors=张乾青, authorNote=null, correspAuthorsNote=
* 张乾青(1983—),男,汉族,山东济宁人,博士,教授。研究方向:软弱地基加固。E-mail:。
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褚锋(1977—),男,汉族,山东济南人,硕士,高级工程师。研究方向:路基路面工程。E-mail:。

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褚锋(1977—),男,汉族,山东济南人,硕士,高级工程师。研究方向:路基路面工程。E-mail:。

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褚锋(1977—),男,汉族,山东济南人,硕士,高级工程师。研究方向:路基路面工程。E-mail:。

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articleId=1217789888104154045, language=CN, label=图8, caption=固化机理, figureFileSmall=CgGxxPKORhOWU3UIyHn5Ag==, figureFileBig=djr7fyc78sXmytUg1yjp7g==, tableContent=null), ArticleFig(id=1217860122940986249, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1217789888104154045, language=EN, label=Table 1, caption=

Physical parameters of clay

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液限/% 塑限/% 塑性指数 最佳含水
率/%		 最大干密度/
(g·cm-3)
42.12 22.36 19.76 14.7 1.81
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黏土的物理指标

, figureFileSmall=null, figureFileBig=null, tableContent=
液限/% 塑限/% 塑性指数 最佳含水
率/%		 最大干密度/
(g·cm-3)
42.12 22.36 19.76 14.7 1.81
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Chemical composition of the raw materials for the hardener

, figureFileSmall=null, figureFileBig=null, tableContent=
化学成分 质量百分比/%
SiO2 Al2O3 Fe2O3 CaO MgO SO3
水泥 22.35 6.57 3.73 63.20 3.65 0.50
碱激发剂 0.02 0.09 0.13 85.02 — 0.04
硅质固废材料 34.50 17.70 1.03 34.00 6.01 1.64
硫酸盐类
固废材料		 8.12 5.32 1.02 34.65 0.25 35.23
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固化剂各原料化学成分

, figureFileSmall=null, figureFileBig=null, tableContent=
化学成分 质量百分比/%
SiO2 Al2O3 Fe2O3 CaO MgO SO3
水泥 22.35 6.57 3.73 63.20 3.65 0.50
碱激发剂 0.02 0.09 0.13 85.02 — 0.04
硅质固废材料 34.50 17.70 1.03 34.00 6.01 1.64
硫酸盐类
固废材料		 8.12 5.32 1.02 34.65 0.25 35.23
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复合类固化剂固化黏土的力学行为及加固机理
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褚锋 1 , 曹敬光 2 , 郑兆丰 3 , 鹿辕 2 , 吴登睿 3 , 张乾青 2, *
科学技术与工程 | 论文·环境科学、安全科学 2025,25(21): 9203-9209
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科学技术与工程 | 论文·环境科学、安全科学 2025, 25(21): 9203-9209
复合类固化剂固化黏土的力学行为及加固机理
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褚锋1 , 曹敬光2, 郑兆丰3, 鹿辕2, 吴登睿3, 张乾青2, *
作者信息
  • 1 山东高速建设管理集团有限公司, 济南 250001
  • 2 山东大学岩土与地下工程研究院, 济南 250061
  • 3 山东高速济德公路有限公司, 德州 251514

    • 褚锋(1977—),男,汉族,山东济南人,硕士,高级工程师。研究方向:路基路面工程。E-mail:。

通讯作者:

* 张乾青(1983—),男,汉族,山东济宁人,博士,教授。研究方向:软弱地基加固。E-mail:。
Mechanical Behavior and Reinforcing Mechanism of Clay Solidified by Composite Curing Agent
Feng CHU1 , Jing-guang CAO2, Zhao-feng ZHENG3, Yuan LU2, Deng-rui WU3, Qian-qing ZHANG2, *
Affiliations
  • 1 Shandong High-Speed Construction Management Group Co., Ltd., Jinan 250001, China
  • 2 Institute of Geotechnical and Underground Engineering, Shandong University, Jinan 250061, China
  • 3 Shandong Expressway Jide Highway Co., Ltd., Dezhou 251514, China
出版时间: 2025-07-28 doi: 10.12404/j.issn.1671-1815.2407047
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摘要
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为提高废弃黏土利用率,选用水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料组成的复合类固化剂对某工程废弃黏土进行固化处理,根据无侧限抗压强度(unconfined compressive strength,UCS)试验、水稳性试验、X射线衍射试验以及扫描电子显微镜(scanning electron microscope,SEM)试验,研究了该复合类固化剂固化废弃黏土的力学行为及加固机理。研究结果表明:固化剂掺量为10%~12%时固化黏土的效果较好,且固化黏土的水稳性系数均大于80%;当固化剂掺量为12%,固化黏土为28 d时,固化黏土无侧限抗压强度为2.45 MPa,是7 d时固化黏土无侧限抗压强度(1.05 MPa)的2.33倍;固化黏土中生成的大量水化硅(铝)酸钙、钙矾石等水化产物,通过改善土体内部微观孔隙结构并加强团粒间的胶结作用提高了固化黏土的性能。该复合类固化剂可有效加固废弃黏土,提高其资源化利用率,具有广泛的应用价值。

废弃黏土  /  固化土  /  碱激发  /  固化性能  /  固化机理

To improve the utilization rate of waste clay, a composite curing agent composed of cement, alkali excitation agent, siliceous solid waste material and sulfate solid waste material was used to cure a waste clay. Unconfined compressive strength test (UCS), water stability test, X-ray diffraction test and scanning electron microscope(SEM) test were carried out to capture the mechanical behavior and reinforcing mechanism of the solidified clay. The results show that there is a significant solidification effect on the clay when the dosage of curing agent is from 10% to 12%, and the water stability coefficient of solidified clay is larger than 80%. The UCS of the solidified clay with 12% curing agent content is 2.45 MPa after curing for 28 days, which is 2.33 times the UCS of the solidified clay at a curing time of 7 days (1.05 MPa). A large number of hydration products such as calcium silicate (aluminate) hydrate and ettringite produced in the solidified clay can improve the performance of solidified soil by improving the micro-pore structure of soil and strengthening the cementation between aggregates. The present research can provide reference for the resource utilization of waste clay.

waste clay  /  solidified soil  /  alkali excitation  /  curing property  /  curing mechanism
褚锋, 曹敬光, 郑兆丰, 鹿辕, 吴登睿, 张乾青. 复合类固化剂固化黏土的力学行为及加固机理. 科学技术与工程, 2025 , 25 (21) : 9203 -9209 . DOI: 10.12404/j.issn.1671-1815.2407047
Feng CHU, Jing-guang CAO, Zhao-feng ZHENG, Yuan LU, Deng-rui WU, Qian-qing ZHANG. Mechanical Behavior and Reinforcing Mechanism of Clay Solidified by Composite Curing Agent[J]. Science Technology and Engineering, 2025 , 25 (21) : 9203 -9209 . DOI: 10.12404/j.issn.1671-1815.2407047
正文
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工程废弃土是指在建筑施工过程中进行建设、铺设或拆除、修缮等作业时产生的废弃土料[1],主要来源于高速公路、地铁线路、市政管廊等建设过程。近年来随着中国基础工程建设规模的不断扩大,工程废弃土产量逐年升高。在工程建设过程中产生的大量废弃黏土,闲置堆放会占用大量土地资源,直接用于施工则难以满足用料要求。随着中国城市化进程的快速推进,如何有效处理并合理利用工程废弃黏土已经成为目前亟待解决的一大难题。
工程废弃黏土常具有含水率高、塑性好、强度低等[2]特点,不宜直接用作工程填料,需使用固化剂对其进行固化处理才能达到承载和变形的要求[2]。目前中外众多学者针对固化工程废弃黏土这一课题开展了大量研究。曾静等[3]利用石灰对高液限土进行改性试验,并验证了固化土路用的可行性。秦玉禹等[4]采用水泥作为固化剂,研究水泥与粗颗粒工程弃土复合改良淤泥土的力学性能,最终得到一个低成本、强度高的改良土配合比。王长龙等[5]以钢渣、钒钛矿渣为原料制备了一种全固废的预拌固化剂,重点研究了钢渣细度、钢渣掺量及固化剂掺量对固化土性能的影响。Shen等[6]利用脱硫石膏、钢渣和炉渣代替水泥作为固化剂固化软土,得到了满足固化土强度要求固化剂配比。Wu等[7]采用电石渣为碱激发剂,炉渣、粉煤灰为活性胶凝材料,协同固化土体,揭示了其固化土的固化性能和机理。
目前已开展的都是针对单一水泥固化或碱激发剂与各类固废材料协同固化的研究,对于水泥、碱激发剂、硅质材料、硫酸盐类材料协同固化黏土的固化剂研究较少。一方面矿渣和钢渣等硅质固废材料具有潜在的胶凝特性,可在碱性条件下发生火山灰反应和水化反应,另一方面脱硫石膏等硫酸盐类材料与水泥可以协同水化[8-10],其所产生的水化产物可以充当骨架,填充孔隙,并胶结其他物质[11]。因此,在前人研究的基础上针对武汉市的一处废弃黏土,现选用水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料组成的成本低廉、环境友好的复合类固化剂对其进行固化,研究该复合类固化剂固化废弃黏土的力学行为及加固机理。
1 试验材料与方法
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1.1 试验原材料
所用废弃黏土取自武汉市一处工程挖方弃土。根据《土工试验方法标准》(GB/T 50123—2019)[12]测定土的物理指标。根据测试结果可知,所用废弃黏土的液限为42.12%,塑限为22.36%,塑性指数为19.76,故判定其为低液限黏土,该废弃黏土基本物理指标如表1所示。
固化剂原材料采用P·O42.5普通硅酸盐水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料,试验所用碱激发剂、硅质固废材料以及硫酸盐类固废材料均为球磨机球磨后的细小颗粒,其基本化学成分如表2所示。
1.2 固化剂及试样配比设计
鹿辕等[13]基于水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料开展了固化土机理的研究,基准水泥掺量为6%,对碱激发剂、硅酸盐固废材料和硫酸盐固废材料进行3因素3水平的正交试验设计。研究结果表明,水泥∶碱激发剂∶硅质固废材料∶硫酸盐类固废材料=6∶1∶3∶2时,固化土的无侧限抗压强度高于水泥土,且成本低于水泥。因此,选用该配合比开展废弃黏土固化效果的研究,分别制备固化剂外掺量为8%~12%的流态固化土试样。
1.3 试样制备
试样具体制备流程与试验方案如图1所示,具体如下。
(1)按照固化剂配比分别称量相应份数的水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料,并将其混合均匀,烘干试验所用废弃黏土,筛选出粒径小于0.5 mm的土粒,按照比例称量相应土料。
(2)将称量好的固化剂与黏土按照固化剂外掺量为8%~12%的比例分别拌合,加水后使用搅拌机搅拌3 min,保证其充分拌合。
(3)即时测定拌合好的流态固化土的坍落度,根据《水泥土配合比设计规程》(JGJ/T 233—2011)[14]要求,每组配比制作6个试样,将固化土分层装入70.7 mm×70.7 mm×70.7 mm的立方体模具中,同时振捣成型,保证所制试样的密实性。
(4)在温度(20±2) ℃,相对湿度95%的标准养护箱中进行养护,养护至试样初凝后进行脱模,并持续在标准养护室中养护至标准龄期7、14、21、28 d。
1.4 试验方案
1.4.1 无侧限抗压强度试验(UCS试验)
根据《水泥土配合比设计规程》(JGJ/T 233—2011)[14]要求,试样养护至标准龄期后进行无侧限抗压强度(unconfined compressive strength,UCS)试验,结果取各组试样的无侧限抗压强度的平均值。
1.4.2 水稳定性试验
水稳性试验根据《土壤固化外加剂》(CJ/T486—2015)[15]进行。在无侧限抗压强度试验的基础上,每组配比另外再制作6个试样,在养护龄期的前一天将其浸入(20±2) ℃的水中,到达龄期后,测得每组浸水试样的无侧限抗压强度,浸水试样与未浸水试样的无侧限抗压强度的比值即为水稳定系数,水稳定系数要求精确到1%,且一般要大于80%。
1.4.3 微观试验
取无侧限抗压强度试验破碎后的中间块体进行X射线衍射(X-ray diffraction,XRD)试验、扫描电子显微镜(scanning electron microscope,SEM)试验,并进行微观研究分析,探究固化剂固化黏土的固化机理。
2 试验结果及分析
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2.1 力学性能与水稳性性能分析
图2为固化剂外掺比例8%~12%的固化黏土的无侧限抗压强度随龄期变化曲线,图3为固化剂外掺比例8%~12%的固化黏土的水稳性系数随龄期变化曲线。
由图2可知,随着养护龄期的增加,同组固化黏土的无侧限抗压强度不断升高,但强度增长速率却逐渐变缓。在7~14 d,固化黏土的无侧限抗压强度增长的最快,超过21 d之后,其强度增长曲线逐渐变缓。对于同一龄期不同固化剂掺量的固化黏土,随着固化剂外掺含量的升高,固化黏土无侧限抗压强度也不断升高。28 d的固化黏土相对于7 d的固化黏土强度提升较大,其中28 d的固化剂外掺量为8%、9%、10%、11%、12%的固化黏土的强度相对于7 d的分别提升了67%、95%、107%、121%、133%。在28 d时,固化剂外掺量为12%的固化黏土强度为2.45 MPa,约是8%的2.5倍。
由图3可知,固化黏土的水稳性系数随着养护龄期的增加不断提高,固化剂掺量越高,水稳性系数越大。固化剂掺量在8%~9%的范围内时,固化土的水稳性系数较小,介于75%~82%。当固化剂掺量大于9%时,固化黏土的水稳性系数呈较大幅度增加,其7 d水稳性系数均大于80%。养护龄期为7 d时,固化剂掺量为9%的固化黏土的水稳性系数比8%提高了5.62%,当固化剂掺量增加到10%时,水稳性系数掺量为9%的固化黏土提高了12.12%。当养护龄期为28 d,固化剂掺量12%的相对于固化剂掺量8%的水稳性系数提升了11.68%。
2.2 微观机理分析
2.2.1 XRD试验结果与分析
对养护龄期为28 d,固化剂外掺量为8%和12%的固化黏土开展X射线衍射试验,衍射角度为0°~90°,XRD衍射图如图4所示。
由图4可知,两组不同固化剂掺量的固化黏土的XRD衍射图中SiO2的衍射峰均最高,已知黏土中的主要矿物成分为石英、长石等富含SiO2的晶体物质,且SiO2(非活性)不参与水化反应,所以SiO2在反应前后含量变化不大。在养护龄期达到28 d后,固化黏土的水化产物主要包括水化硅(铝)酸钙[C-(A)-S-H],钙矾石(ettringite)等物质。对比固化剂掺量为8%的XRD图谱,固化剂掺量为12%的固化黏土中的水化产物数量明显更多,这表明该固化剂掺量比例固化黏土的效果更为出色。水化产物中主要硅酸盐物相分别是钙硅比为1.5、2、3的水化硅酸钙,其中钙硅比为1.5的水化硅酸钙占比最大,其次是水化硅酸二钙,水化硅酸钙的存在对于固化黏土强度的提升有着重要作用。随着固化剂掺量的增加,水化产物中水化硅(铝)酸钙的峰值明显提升,固化剂固化黏土的效果更明显。固化剂中硫酸盐类固废材料对于钙矾石的生成有促进作用,但由于部分水化硫铝酸钙未能成功转化成钙矾石,导致固化剂掺量为12%的钙矾石峰值相对于掺量为8%的提升有限。总的来看,养护龄期相同,所掺固化剂比例越高,水化产物越多,固化黏土的效果越好。
2.2.2 SEM电镜扫描试验结果与分析
固化剂掺量为8%、12%的固化黏土的微观结构分别如图5、图6所示。
由图5可知,当养护龄期为7 d时,固化剂掺量为8%的固化黏土表面已经开始出现絮凝状的水化硅(铝)酸钙凝胶与针状的钙矾石,整体结构较为分散,孔隙较多;当养护龄期为28 d时,固化黏土的微观形貌密实度变高,大量的C-(A)-S-H产生并相互交织在一起,构成了固化黏土的主要骨架。对于固化剂掺量为12%的固化黏土来说,当养护龄期为7 d时,片状的C-(A)-S-H与针状钙矾石已经产生,但仍存在许多孔隙,结构不够紧密;养护龄期达到28 d后,成片的C-(A)-S-H与钙矾石相互交织,填充了剩余大部分的孔隙和裂缝,此时固化黏土的密实度最高。
比较相同龄期8%固化剂掺量与12%固化剂掺量的固化黏土的微观形貌。养护龄期为7 d时,固化剂掺量为8%的固化黏土中C-(A)-S-H和针状钙矾石发展较慢,这表明其水化产物较少,孔隙裂缝相对更多;固化剂掺量为12%的固化黏土已经出现较多的片状C-(A)-S-H与针状钙矾石,这表明其水化产物较多,且已填充周围部分孔隙和裂缝。养护龄期到28 d后,固化剂掺量为8%的固化黏土中水化产物增多,但是依然存在部分孔隙,而固化剂掺量为12%的固化黏土有着大量的C-(A)-S-H和针状钙矾石相互交织生长,密实度更高。因此固化剂掺量越高,其水化产物越多,固化黏土的效果越好。
2.2.3 固化机理分析
复合类土体固化剂包括P·O42.5普通硅酸盐水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料,4种物质相互协同参与水化反应生成水化硅(铝)酸钙和钙矾石等水化产物(图7)。水化硅(铝)酸钙主要来源于复合类固化剂的水化反应,包括复合类固化剂中水泥自身的水化反应以及其余固废材料的火山灰反应。水泥的水化反应一般是指水泥自身熟料矿物的水化反应,即水泥熟料中硅酸三钙(C3S)、硅酸二钙(C2S)、铝酸三钙(C3A)等物质的水化。水泥混合材与其余固废材料中的活性SiO2和活性Al2O3在碱性条件下与氢氧化钙(CH)反应生成C-(A)-S-H。钙矾石形成于水化反应的早期,其形成主要受S O 4 2 -含量的影响[16]。在碱性环境下,活性Al2O3与CH反应生成水化铝酸钙,水化铝酸钙与硫酸盐固废材料提供的S O 4 2 -反应生成高硫型水化硫铝酸钙(AFt),当S O 4 2 -全部消耗完毕后,部分高硫型水化硫铝酸钙会转化成单硫型水化硫铝酸钙(AFm)。
胶凝状形式的水化硅(铝)酸钙可以填充土体孔隙并胶结土体颗粒,片状或块状的水化硅(铝)酸钙可以吸附多余离子并与土体颗粒相连,共同构成固化黏土的骨架。钙矾石呈针状或棒状,在固化黏土早期就开始生长,具有微膨胀性,可以充填土体孔隙,提高土体强度。固化剂中的水泥与碱激发剂激发硅质固废材料和硫酸盐类固废材料,在碱性条件下发生水化反应和火山灰反应生成C-(A)-S-H凝胶[17]。随着反应的进行,水化产物逐渐增加,形成了具有三维网格结构的C-(A)-S-H凝胶,凝胶材料互相胶结连接、包裹土颗粒。固化剂中的活性Al2O3、硫酸盐类固废材料中的S O 4 2 -与CH、C-A-H凝胶等协同反应生成针状、棒状的钙矾石。固化黏土所生成的C-(A)-S-H、AFt、AFm等水化产物通过改善土体内部微观孔隙结构并加强微粒间的胶结作用,提高固化黏土的土体强度和水稳性(图8)。
3 结论
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选用水泥、碱激发剂、硅质固废材料、硫酸盐类固废材料组成的复合类固化剂对某工程废弃黏土进行固化处理,根据无侧限抗压强度试验(UCS)、水稳性试验、X射线衍射试验以及SEM电镜扫描试验,研究了该复合类固化剂固化废弃黏土的力学行为及加固机理,获得了如下研究结论。
(1)固化剂掺量为10%~12%时固化黏土的效果较好,且固化黏土的水稳性系数均大于80%;固化剂掺量为12%时固化黏土28 d时固化黏土无侧限抗压强度为2.45 MPa,是7 d时固化黏土无侧限抗压强度(1.05 MPa)的2.33倍。固化剂掺量越高,养护龄期越长,固化黏土的无侧限抗压强度越高,水稳性越好。
(2)固化剂固化废弃黏土所产生的水化产物主要为水化硅(铝)酸钙,钙矾石,固化剂掺量越高,水化产物含量越高。不同固化剂掺量,不同养护龄期的固化黏土微观形貌中均存在絮凝状、片状、块状和针棒状水化产物,且都随着固化剂掺量和养护龄期的增加逐渐生长。
(3)复合类土体固化剂中的水泥与碱激发剂、硅质固废材料、硫酸盐类固废材料协同作用,通过水泥自身的水化反应以及其余固废材料通过碱激发剂激活其活性后的火山灰反应生成水化硅(铝)酸钙,钙矾石等水化产物。水化硅(铝)酸钙凝胶,钙矾石晶体等水化产物通过改善土体内部微观孔隙结构以及加强团粒间的胶结作用来提高固化黏土的土体强度和水稳性。
(4)基于一系列室内试验,揭示了该复合类固化剂固化废弃黏土的力学行为及加固机理,试验结果表明其固化黏土效果较好,具有较好的应用前景,亦可为工程废弃黏土的资源化利用提供依据。
基金
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  • 山东省泰山学者青年专家项目(tsqn202103163)
  • 国家自然科学基金(52278358)
  • 山东大学杰出中青年学者项目
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2025年第25卷第21期
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doi: 10.12404/j.issn.1671-1815.2407047
  • 接收时间：2024-09-20
  • 首发时间：2026-01-13
  • 出版时间：2025-07-28
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  • 收稿日期：2024-09-20
  • 修回日期：2025-04-17
基金
山东省泰山学者青年专家项目(tsqn202103163)
国家自然科学基金(52278358)
山东大学杰出中青年学者项目
作者信息
    1 山东高速建设管理集团有限公司, 济南 250001
    2 山东大学岩土与地下工程研究院, 济南 250061
    3 山东高速济德公路有限公司, 德州 251514

通讯作者:

* 张乾青(1983—),男,汉族,山东济宁人,博士,教授。研究方向:软弱地基加固。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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