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Article(id=1149768941637120056, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2405271, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1720800000000, receivedDateStr=2024-07-13, revisedDate=1731772800000, revisedDateStr=2024-11-17, acceptedDate=null, acceptedDateStr=null, onlineDate=1752055877359, onlineDateStr=2025-07-09, pubDate=1748361600000, pubDateStr=2025-05-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752055877359, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752055877359, creator=13701087609, updateTime=1752055877359, updator=13701087609, issue=Issue{id=1149768937925165147, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='15', pageStart='6155', pageEnd='6586', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752055876475, creator=13701087609, updateTime=1768456822194, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218559490207699090, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218559490211893395, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=6453, endPage=6462, ext={EN=ArticleExt(id=1149768943893655622, articleId=1149768941637120056, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Mechanical Properties and Slope Stability Analysis of Lime-amended Loess Considering Freeze-thaw Factor, columnId=1156963932482130535, journalTitle=Science Technology and Engineering, columnName=Architectural Science, runingTitle=null, highlight=null, articleAbstract=

In order to study the effect of freeze-thaw cycle on the stability of lime-amended loess slope, the change rule of shear strength and soil-water characteristics of lime-amended loess under different numbers of freeze-thaw cycles was obtained by straight shear test and soil-water characteristics test, and the stability of high-fill loess slope was analysed by using the strength discount method with MIDAS GTS NX software. The results show that: the internal friction angle and cohesion of the soil samples both increase with the increase of the age of maintenance, and with the increase of the number of freeze-thaw cycles, the internal friction angle of the soil samples will first increase and then gradually tend to be stable, and the cohesion will first decrease and then gradually tend to be stable; the lime-amended loess has its matrix suction maximum at the lowest temperature of the first freeze-thaw cycle, and its matrix suction is minimum at the second freeze-thaw cycle, and after that the matrix suction of the soil body increased. Freezing and thawing cycles will cause the slope infiltration flow rate to increase; the trend of pore water pressure changes in the freezing and thawing slope model is the same as that of the unfrozen slope, and the pore water pressure is positive at the bottom of the slope model, and then decreases gradually near the top of the slope, and then reaches the minimum at the top of the slope. The freeze-thaw cycle will cause the strain of the slope to increase under rainfall conditions, which affects the safety and stability of the slope; the shallow freeze-thaw has little effect on the safety of high-fill improved loess slopes.

, correspAuthors=Zhi-lu WANG, 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=Zhi-lu WANG, Kai WANG, Wen-qi LÜ), CN=ArticleExt(id=1149768986327429595, articleId=1149768941637120056, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=考虑冻融因素的石灰改良黄土力学特性及边坡稳定性分析, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

为了研究冻融循环对石灰改良黄土边坡的稳定性影响,通过直剪试验和土水特征试验获得了石灰改良黄土在不同冻融循环次数下的抗剪强度和土水特征变化规律,并利用MIDAS GTS NX软件采用强度折减法分析高填方黄土边坡的稳定性。结果表明:土样的内摩擦角和黏聚力都随着养护龄期的增加而增加,随着冻融循环次数的增加,土样的内摩擦角会先增加后逐渐趋于平稳,而黏聚力会先下降后逐渐趋于平稳;石灰改良黄土在第一次冻融循的最低温度时其基质吸力最大,第二次冻融循环时,其基质吸力最小,其后土体的基质吸力有所提高。冻融循环会造成边坡渗透流速的增大;冻融边坡模型的孔隙水压力变化趋势与未冻融边坡相同,孔隙水压力在边坡模型底部为正值,靠近边坡顶部逐渐减小,至坡顶为最小值。冻融循环会造成边坡在降雨工况下的应变增大,影响边坡的安全稳定性;浅层冻融对于高填方改良黄土边坡安全性影响很小。

, correspAuthors=王之鲁, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=mrSSd0fb1WjrWXVzqn4T9A==, magXml=0B+TCCF2m2+Uz2OXLoy5XQ==, pdfUrl=null, pdf=HxQRIeAaR7C5nsoK7bfcBQ==, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=r0i5kYLLV33l8JsTtORSYg==, mapNumber=null, authorCompany=null, fund=null, authors=

王之鲁(1983—),男,汉族,甘肃武威人,高级工程师。研究方向:铁路工务。E-mail:。

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王之鲁(1983—),男,汉族,甘肃武威人,高级工程师。研究方向:铁路工务。E-mail:。

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Basic physical properties of loess used in the test

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液限/% 塑限/% 塑性
指数/%		 最大干密度/
(g·cm-3)		 最优含
水率/%
26.4 15.8 10.6 1.74 16.5
), ArticleFig(id=1172924400853726015, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768941637120056, language=CN, label=表1, caption=

试验所用黄土基本物理性质

, figureFileSmall=null, figureFileBig=null, tableContent=
液限/% 塑限/% 塑性
指数/%		 最大干密度/
(g·cm-3)		 最优含
水率/%
26.4 15.8 10.6 1.74 16.5
), ArticleFig(id=1172924400916640576, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768941637120056, language=EN, label=Table 2, caption=

Soil layer geotechnical parameter

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土层名称 弹性模量/
(kN·m-2)		 泊松比 阻尼比 容重/
(kN·m-3)		 饱和容重/
(kN·m-3)		 饱和渗透系数/
(m·d-1)		 黏聚力/
(kN·m-2)		 内摩擦角/
(°)
石灰改良黄土 51 000 0.31 0.35 19.3 20.2 0.207 151 33.5
冻融石灰改良黄土 48 000 0.27 — 18.5 19.6 0.344 120 34.1
Q3黄土 20 000 0.3 0.4 20.2 21.3 0.453 35 23.3
冻融Q3黄土 16 000 0.27 — 19.3 20.5 0.568 29 23.8
Q2黄土 25 000 0.27 0.4 20.3 21.6 0.408 38.2 23.1
泥岩E1 2 500 000 0.32 0.15 24.6 26.7 2.88×10-5 45.5 27.1
), ArticleFig(id=1172924400983749441, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768941637120056, language=CN, label=表2, caption=

土层岩土体参数

, figureFileSmall=null, figureFileBig=null, tableContent=
土层名称 弹性模量/
(kN·m-2)		 泊松比 阻尼比 容重/
(kN·m-3)		 饱和容重/
(kN·m-3)		 饱和渗透系数/
(m·d-1)		 黏聚力/
(kN·m-2)		 内摩擦角/
(°)
石灰改良黄土 51 000 0.31 0.35 19.3 20.2 0.207 151 33.5
冻融石灰改良黄土 48 000 0.27 — 18.5 19.6 0.344 120 34.1
Q3黄土 20 000 0.3 0.4 20.2 21.3 0.453 35 23.3
冻融Q3黄土 16 000 0.27 — 19.3 20.5 0.568 29 23.8
Q2黄土 25 000 0.27 0.4 20.3 21.6 0.408 38.2 23.1
泥岩E1 2 500 000 0.32 0.15 24.6 26.7 2.88×10-5 45.5 27.1
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考虑冻融因素的石灰改良黄土力学特性及边坡稳定性分析
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王之鲁 1 , 王凯 2 , 吕闻起 2
科学技术与工程 | 论文·建筑科学 2025,25(15): 6453-6462
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科学技术与工程 | 论文·建筑科学 2025, 25(15): 6453-6462
考虑冻融因素的石灰改良黄土力学特性及边坡稳定性分析
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王之鲁1 , 王凯2, 吕闻起2
作者信息
  • 1 中国铁路兰州局集团有限公司工务部, 兰州 730000
  • 2 兰州理工大学土木工程学院, 兰州 730000

    • 王之鲁(1983—),男,汉族,甘肃武威人,高级工程师。研究方向:铁路工务。E-mail:。

Mechanical Properties and Slope Stability Analysis of Lime-amended Loess Considering Freeze-thaw Factor
Zhi-lu WANG1 , Kai WANG2, Wen-qi LÜ2
Affiliations
  • 1 Public Works Department, China Railway Lanzhou Bureau Group Co, Lanzhou 730000, China
  • 2 Civil Engineering College, Lanzhou University of Technology, Lanzhou 730000, China
出版时间: 2025-05-28 doi: 10.12404/j.issn.1671-1815.2405271
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摘要
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为了研究冻融循环对石灰改良黄土边坡的稳定性影响,通过直剪试验和土水特征试验获得了石灰改良黄土在不同冻融循环次数下的抗剪强度和土水特征变化规律,并利用MIDAS GTS NX软件采用强度折减法分析高填方黄土边坡的稳定性。结果表明:土样的内摩擦角和黏聚力都随着养护龄期的增加而增加,随着冻融循环次数的增加,土样的内摩擦角会先增加后逐渐趋于平稳,而黏聚力会先下降后逐渐趋于平稳;石灰改良黄土在第一次冻融循的最低温度时其基质吸力最大,第二次冻融循环时,其基质吸力最小,其后土体的基质吸力有所提高。冻融循环会造成边坡渗透流速的增大;冻融边坡模型的孔隙水压力变化趋势与未冻融边坡相同,孔隙水压力在边坡模型底部为正值,靠近边坡顶部逐渐减小,至坡顶为最小值。冻融循环会造成边坡在降雨工况下的应变增大,影响边坡的安全稳定性;浅层冻融对于高填方改良黄土边坡安全性影响很小。

非饱和土  /  改良黄土  /  冻融循环  /  边坡稳定  /  强度折减法

In order to study the effect of freeze-thaw cycle on the stability of lime-amended loess slope, the change rule of shear strength and soil-water characteristics of lime-amended loess under different numbers of freeze-thaw cycles was obtained by straight shear test and soil-water characteristics test, and the stability of high-fill loess slope was analysed by using the strength discount method with MIDAS GTS NX software. The results show that: the internal friction angle and cohesion of the soil samples both increase with the increase of the age of maintenance, and with the increase of the number of freeze-thaw cycles, the internal friction angle of the soil samples will first increase and then gradually tend to be stable, and the cohesion will first decrease and then gradually tend to be stable; the lime-amended loess has its matrix suction maximum at the lowest temperature of the first freeze-thaw cycle, and its matrix suction is minimum at the second freeze-thaw cycle, and after that the matrix suction of the soil body increased. Freezing and thawing cycles will cause the slope infiltration flow rate to increase; the trend of pore water pressure changes in the freezing and thawing slope model is the same as that of the unfrozen slope, and the pore water pressure is positive at the bottom of the slope model, and then decreases gradually near the top of the slope, and then reaches the minimum at the top of the slope. The freeze-thaw cycle will cause the strain of the slope to increase under rainfall conditions, which affects the safety and stability of the slope; the shallow freeze-thaw has little effect on the safety of high-fill improved loess slopes.

unsaturated soil  /  improved loess  /  freeze-thaw cycle  /  slope stability  /  strength reduction method
王之鲁, 王凯, 吕闻起. 考虑冻融因素的石灰改良黄土力学特性及边坡稳定性分析. 科学技术与工程, 2025 , 25 (15) : 6453 -6462 . DOI: 10.12404/j.issn.1671-1815.2405271
Zhi-lu WANG, Kai WANG, Wen-qi LÜ. Mechanical Properties and Slope Stability Analysis of Lime-amended Loess Considering Freeze-thaw Factor[J]. Science Technology and Engineering, 2025 , 25 (15) : 6453 -6462 . DOI: 10.12404/j.issn.1671-1815.2405271
正文
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黄土是广泛分布于中国西北地区的一种典型的非饱和土[1],主要是风尘堆积后经不同的成壤作用而形成的灰黄色土壤,是一种第四系沉积物[2]。由于其垂直节理发育、湿陷性强和多孔性等性质[3],影响着黄土地区的工程建造与维护。随着中国经济的快速发展,越来越多的高速公路、高速铁路、水利水电等设施修建在黄土地区[4],这些基础设施大多数修建在黄土的表层或浅层的非饱和区,很容易受到外界环境的影响。因此在黄土地层上修建建筑物时,需要对黄土进行预处理,以达到工程施工要求。由于石灰能够显著的改良黄土的湿陷性,被广泛用于工程当中[5]。Bao等[6]通过室内试验,研究发现石灰稳定黄土的抗压和抗剪强度在室温和高温下都比普通黄土大;在石灰含量相同的情况下,随着热处理温度的升高,试样的抗压强度和抗剪强度逐渐提高。Haeri等[7]研究了石灰稳定黄土的水力学行为,研究发现在湿陷性黄土中加入少量石灰,不仅能在很大程度上减小湿陷引起的体积变化,而且能提高土体的屈服强度。靳奉雨等[8]研究发现土样的持水性能会随着石灰掺量、养护龄期和温度而发生改变,具体表现为随着含水率的下降而降低,随温度升高而减弱。梁志超等[9]研究发现压实度对石灰改良黄土的土水特征影响明显,随着压实度的增大,试验黄土的进气值逐渐增大,持水能力增强。文献[10-11]尝试石灰与其他材料共同改良黄土,研究发现石灰与木质素等其他材料共同作用,能对黄土的强度、水稳性和持水性都有较大的提高。
季节性冻融地区的高填方黄土边坡在长时间降雨作用下,会发生失稳现象,对人们的生命财产安全造成重大损失。2019年3月15日,山西省临汾市由于发生严重山体滑坡,造成巨大人员伤亡和财产损失,事后调查发现长期降水入渗在黄土特定层位中形成软弱结构面,冻融作用降低了土体强度,坡体在重力作用下沿软弱结构面剪出形成滑坡[12]。2022 年12月5日,云南省红河州元阳县小新街乡新鲁沙村由于长时间降雨导致了重大的山体滑坡灾害,严重损害了人民群众的生命和财产安全[13]。Trandafir等[14]结合了现场、实验室和数值调查,研究了不同强度均匀降雨条件下湿润锋的迁移规律,其成果可以预测在一定降雨强度下,湿润锋传播到一定深度所需的均匀降雨持续时间。袁中夏等[15]对正在使用的高填方黄土边坡进行了分析,研究发现降雨入渗使得边坡表层土体的吸力和有效应力减小,而使浅层土体局部吸力增大。姚云琦[16]以Comsol Mutliphysic与Matlab为平台研究降雨型黄土边坡的可靠度及失稳概率,研究发现降雨入渗过程中,基质吸力与孔隙水压力变化共同控制边坡破坏。Zhang等[17]通过研究降雨和行车荷载对边坡稳定性的影响,发现降雨是引起边坡失稳的主要原因,边坡安全系数的变化率随着降雨量的增加而逐渐增大,且边坡上部、下部和整体的变化趋势相似。
目前,石灰改良黄土及其在边坡稳定方面的应用研究较多,但是考虑在冻融循环下土体强度折减和基质吸力变化对边坡稳定性影响的相关研究鲜有报道。因此,开展冻融循环条件下石灰改良黄土的力学特性及边坡稳定性研究可以对黄土边坡的失稳机理和工程灾害预防具有一定的理论价值和实用意义。
1 试验研究
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1.1 试验材料
试验所选取的土样取自甘肃省兰州市七里河区某边坡工程,颜色为灰黄色,属于粉质黏土(图1)。将取得的试验用土筛除杂质后,进行洗盐处理。按照标准[18]测试试验黄土的基本物理性质如表1所示。土颗粒级配曲线(图2),由黄土的级配曲线可知,试验黄土中的砂粒(>0.075 mm)含量为13.7%,粉粒(0.006~0.075 mm)含量为81.2%,黏粒(<0.005 mm)含量为5.1%。为确定试验所用黄土的最优含水率和最大干密度,进行轻型击实试验,得到试验土最优含水率16.5%,次含水率下的干密度最大干密度为1.74 g/cm3。
1.2 直剪试验
将完全烘干过筛后的土体按照相应的含水率配置所需土样,“焖料”24 h后制作抗剪试验试样,之后将制作好的试样使用保鲜膜密封后放入恒温箱养护到指定龄期后进行抗剪强度试验。抗剪强度试验使用Z-J型智能直剪仪 (图3)进行,施加4组竖向荷载(100、200、300、400 kPa)。
由图4可知,土体中的盐分、养护龄期和冻融循环次数对石灰改良黄土的抗剪强度有着非常大的影响。经过洗盐后,改良黄土的内摩擦角和黏聚力均大于未洗盐的黄土。土样的内摩擦角和黏聚力都随着养护龄期的增加而增加。随着冻融循环次数的增加,土样的内摩擦角会先增加后逐渐趋于平稳,而黏聚力会先下降后逐渐趋于平稳。
1.3 基质吸力与土水曲线的测定
1.3.1 滤纸法测量吸力试验
由于石灰对于黄土存在改性作用,所以石灰对于黄土吸力会产生较大的影响。本文中利用滤纸法对不同压实度、不同含盐量和不同灰土比下的石灰改良黄土进行了吸力测试试验,分析不同影响因素对于黄土和石灰改良黄土吸力的影响。为消除盐分对试验结果的影响,将黄土进行洗盐后制作高5 cm、直径5 cm的土样(图5)进行相关试验,并使用Gardner模型对石灰改良黄土的土水特征曲线进行拟合,Gardner模型参数表达式如式(1)所示。试验结果及拟合曲线如图6所示。
θ= θ s - θ r ψ α n + 1+θr
式(1)中:θ为体积含水率,%;θs为饱和体积含水率,%;θr为残余体积含水率,%;ψ为基质吸力;α、n为拟合参数。
由图6可知,灰土比、硫酸钠含量均对黄土的土水特征曲线有所影响,但其影响程度各不相同。整体而言,灰土比对黄土土水特征曲线的影响存在一个最优灰土比,小于最优灰土比时,石灰改良黄土的基质吸力随灰土比的增大而增大,大于最优灰土比时,基质吸力随灰土比的增大而逐渐减小。而硫酸钠含量越高和压实度越大则会导致石灰改良黄土的基质吸力增大,持水性提升。
1.3.2 冻融循环对基质吸力的影响
冻融循环过程中,由于水盐相变作用从而导致土体颗粒与土孔隙发生不可恢复的改变,从而导致土体内水汽运输路径发生了根本性的改变,从而使得土体的基质吸力发生改变。通过研究冻融循环作用对于基质吸力的影响规律,能更好解释冻融过程中土体的强度变化规律,从而提出更为有效的方法来减小冻融循环对于土体的强度损伤。按照试验设计配置好土样后,将土样分3层分别刮毛击实到直径为12 cm,高为15 cm的试件桶中,之后再将基质吸力温度传感器pF meter竖直于试样上表面插入10 cm,之后再将温度水分传感器Hydro Probe传感器在距下部4 cm处垂直于试样侧表面插入6 cm,检查传感器工作正常后将试件桶连同传感器一同放入冻融循环箱内。后将传感器数据连接线通过冻融循环箱侧表面小孔穿出后连接SD60数据采集仪。最后按照设计的冻融曲线输入冻融循环箱进行冻融循环试验。试验装置示意图如图7所示。
图8所示为改良土基质吸力随温度变化规律图。由图8可知,冻融循环会对素土和石灰改良黄土的持水能力有明显的影响。经历过一次冻融循环后,相同基质吸力下石灰改良黄土的体积含水率明显高于素黄土,这说明石灰改良黄土持水能力要好于素黄土。在经历多次的冻融循环后,素黄土和石灰改良黄土的持水性相较于一次冻融循环都有明显的下降,但是经历4次冻融循环和2次冻融循环后的持水能力没有较大的改变,这是因为冻融会改变黄土的孔隙结构,造成持水能力下降,但在2次冻融后便会趋于稳定。
2 边坡理论分析与建模
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2.1 理论基础
基于有限元MIDAS GTS NX软件和试验所获得的数据对实际工程边坡进行了简化建模,分析高填方黄土边坡模型在降雨工况下的稳定性变化情况。由于强度折减法能真实地反应边坡体塑性区的开始和失稳过程[19],所以采用强度折减法来模拟边坡失稳的过程。在运用强度折减法来分析边坡稳定性时,有3种失稳判据:特征点位移变化判据、土体等效塑性贯通区判据和收敛判据。华成亚等[20]研究发现这3种判据具有理论的统一性。边坡的失稳,既是边坡的特征点位移的迅速增大,其中土体的塑性贯通区也由坡脚延伸到坡顶,在有限元的计算中,则表现为无法收敛。鉴于此,本分析模型采用收敛性判据来判断边坡是否失稳。
2.2 边坡模型建立与参数设定
模型参照实际工程建立,模型简图如图9所示。边坡模型为2D模型,由Q2、Q3、石灰改良黄土和泥岩4种土样组成,土体均采用莫尔-库伦本构模型,数值计算的屈服准则选用Mohr-Coulomb强度准则。模型底边界长120 m,左边界高62 m,右边界高30 m,回填的石灰改良黄土与Q2黄土搭接处采用1 m×1 m的阶梯进行接触,边坡坡度为50°,高填方坡面为总高32 m的四级边坡,卸载平台宽2 m。数值计算公式为
F= 1 3I1sinφ-cosθ+ J 2 c o s θ - 1 3 s i n θ s i n φ=0
式(2)中:F为屈服函数;I1为应力张量第一不变量;J2为应力偏量第二不变量;θ为应力罗德角 - π 6 ≤ θ = 1 3 a r c s i n - 3 3 2 J 3 J 3 / 2 ≤ π 6;φ为内摩擦角。
多次冻融循环边坡模型采用在坡面1 m位置以下用冻融循环4次后的石灰改良黄土和Q3马兰黄土来替换掉表层土样,来模拟多次冻融循环对于边坡力学与水利性质的影响。冻融循环边坡模型与网格划分如图10所示。
不同边坡模型的土体参数由试验获得,具体参数如表2所示。正常工况的非饱和特性基质吸力数据(图6)、冻融循环后非饱和特性基质吸力数据(图8)采用前文的试验结果。
两种模型边界条件及静力荷载相同。模型边界条件添加如图11所示,模型左右边界添加X向约束,底边边界添加X向和Y向约束。坡顶添加0.05 m3/(d·m)暴雨降雨边界和渗流面边界条件。初始水头条件为左边界30 m,右边界11.9 m。并添加自重荷载。
3 边坡稳定性分析
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为了提高降雨工况下黄土边坡的稳定性,本文中对降雨工况下影响边坡安全性较大的渗透流速、孔隙水压力、应变和安全系数等因素进行分析。
3.1 渗透流速分析
边坡内部的渗透流速反映了边坡内部的孔隙水流流速和流径情况。在降雨工况下,外界水量的补给会对边坡内部水流流速和流径产生较大的影响。图12所示为3种边坡模型在自然工况和降雨工况下渗透流速对比。
由图12(a)、图12(c)和图12(e)所示,3种边坡模型在自然工况下水流流径基本相同,均为从左侧水头流入,经过土体的渗透后从右侧水头流出,且底部的泥岩层几乎不参与渗流。3种边坡模型的渗透流速最大的为未改良黄土边坡模型,之后分别为冻融改良黄土边坡模型和改良黄土边坡模型,这是因为改良黄土的渗透系数要小于未改良黄土的渗透系数。
由图12(b)、图12(d)和图12(f)所示,在降雨工况下,3种边坡模型均在坡面部分产生了相应的流径,并在坡脚处形成了不同程度的流径聚集,这会导致坡脚处土体的强度迅速降低,增加坡体发生滑坡的风险。随着降雨的进行,3种边坡模型的渗透流速均在相应的减小,其中3种边坡模型的最大渗透流速分别减小了8.63%、8.60%和8.61%。这是因为随着降雨的入渗,土壤通过吸水,饱和度有所增加。
3.2 孔隙水压力分析
土体的孔隙水压力变化反映了在降雨情况下土体内部水分含量的动态变化,通过分析边坡土体孔隙水压力的变化可进一步预测土体强度的变化情况,为分析边坡体的稳定提供依据。3种边坡模型在自然工况和降雨工况下孔隙水压力情况如图13所示。
由图13可知,在天然工况下和降雨工况下,3种边坡模型的孔隙水压力变化趋势相同。孔隙水压力在边坡模型底部为正值,靠近边坡顶部逐渐减小,至坡顶为最小值。
在天然工况下,改良高填方黄土边坡的坡顶孔隙水压力大于未改良黄土边坡。这是因为石灰改良黄土的渗透系数要小于原状未改良黄土,且其持水特性也要好于未改良黄土。冻融作用增大了表层土体的渗透系数并降低了表层土体的持水特性,因此冻融边坡模型坡顶的孔隙水压力要小于改良高填方黄土边坡坡顶的孔隙水压力值。
在降雨工况下,由于降雨造成土体含水率的提高,而表层的土体最先接触雨水,因而表层土体的孔隙水压力得以显著提高。3种土样的孔隙水压力在降雨2 d后的变化幅度略有不同。其中,未改良高填方黄土边坡坡顶的孔隙水压力提高到了-270 kN/m2,改良黄土高填方黄土边坡坡顶的孔隙水压力从-450.1 kN/m2提高到了-334.2 kN/m2,而冻融改良高填方黄土边坡坡顶的孔隙水压力从-440 kN/m2提高到了-323.8 kN/m2,改良高填方黄土边坡模型的孔隙水压力在降雨工况下增长为3种边坡模型中最小。因而改良黄土高填方边坡较其他两种类型的边坡具有较好的水稳性。
3.3 应变分析
边坡土体的破坏位置通常为土体处于最大剪应变的部位,而最大剪应变部位为最容易发生剪切破坏的位置。因此对自然工况和降雨工况下3种边坡模型的最大剪应变云图进行分析,3种模型在自然工况和降雨工况下的剪应变云图如图14所示。
由图14可知,在自然工况下,3种边坡模型的最大剪应变都相对较小,边坡处于稳定状态。冻融石灰改良黄土边坡模型的最大剪应变要大于石灰改良黄土边坡模型的最大剪应变,主要是因为边坡的最大剪应变均出现在坡脚附近的表层土体中,而冻融石灰改良黄土边坡模型的坡表面1 m范围土体的强度均小于未冻融边坡模型的土体强度。
在降雨工况下,3种边坡模型的最大剪应变均增大,且最大剪应变带的范围也在增大,但其最大剪应变位置并未改变,此时的边坡也均处于稳定状态。
3.4 安全系数分析
降雨会造成边坡的安全系数下降,并且在整个降雨过程当中,边坡的安全系数是动态变化的过程。图15展示了高填方黄土边坡、高填方石灰改良黄土边坡和冻融4次后高填方石灰改良黄土边坡(冻融4次后边坡的物理参数已趋于稳定)模型在0.05 mm降雨1 d和2 d时的安全系数变化情况。
由图15可知,3组边坡模型,无论是在自然工况下还是降雨工况下,高填方石灰改良黄土与冻融改良黄土边坡的安全系数最高为1.62,而未改良高填方黄土边坡的安全系数则为1.41,说明浅层冻融循环对边坡的安全系数影响较小甚至于无影响,而高填方石灰改良黄土边坡与高填方未改良黄土边坡的安全系数相差较大,说明使用改良黄土进行高填方可显著地增强边坡的稳定性。
在降雨工况时,3种边坡模型的安全系数均在减小。石灰改良黄土边坡模型的减小程度最小,其次为冻融改良黄土边坡模型,减小幅度最大的为未改良黄土边坡模型。造成安全系数变化各不相同的原因主要为土样的饱和渗透系数和非饱和特性不同。
4 结论
收起
(1)土样的内摩擦角和黏聚力都随着养护龄期的增加而增加;多次冻融循环后,土样的内摩擦角和黏聚力会逐渐趋于平稳。
(2)处于最优灰土比(11%)时的基质吸力在全吸力范围内最大;素土与石灰改良黄土的持水能力随着冻融循环次数的增加表现出先下降后增加的趋势,在第二次冻融循环后持水能力最差。
(3)冻融循环会使自然工况下的填方边坡的渗透流速增大、坡顶的孔隙水压力减小、最大剪应变增大;浅层冻融对于石灰改良黄土边坡的安全性影响较小。
(4)降雨会使边坡土体的渗透流速减小,孔隙水压力和位移均增大,安全系数减小;降雨对改良黄土边坡安全系数的影响小于素黄土边坡。
基金
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  • 国家自然科学基金(11962016)
文献
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2025年第25卷第15期
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doi: 10.12404/j.issn.1671-1815.2405271
  • 接收时间：2024-07-13
  • 首发时间：2025-07-09
  • 出版时间：2025-05-28
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  • 收稿日期：2024-07-13
  • 修回日期：2024-11-17
基金
国家自然科学基金(11962016)
作者信息
    1 中国铁路兰州局集团有限公司工务部, 兰州 730000
    2 兰州理工大学土木工程学院, 兰州 730000
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
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