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Article(id=1261262695521764116, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1261262687258985194, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2408411, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1731254400000, receivedDateStr=2024-11-11, revisedDate=1745769600000, revisedDateStr=2025-04-28, acceptedDate=null, acceptedDateStr=null, onlineDate=1778638059739, onlineDateStr=2026-05-13, pubDate=1752768000000, pubDateStr=2025-07-18, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1778638059739, onlineIssueDateStr=2026-05-13, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1778638059739, creator=13701087609, updateTime=1778638059739, 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=8445, endPage=8454, ext={EN=ArticleExt(id=1261262696553562911, articleId=1261262695521764116, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Numerical Simulation of Three-dimensional Seepage Deformation and Stability of Unsaturated Soil Landslide under Different Rainfall Conditions, columnId=1156264152168518571, journalTitle=Science Technology and Engineering, columnName=Papers·Mining and Metallurgical Engineering, runingTitle=null, highlight=null, articleAbstract=

Rainfall is one of the main factors affecting landslide stability. To explore the deformation and stability laws of unsaturated soil landslides under different rainfall conditions, based on the theory of saturation-unsaturation and the intensity reduction method, focused on a traction landslide in eastern Jiangxi. The rock and soil parameters of the landslide hazard body were determined through field investigations and laboratory tests. AutoCAD software was used to restore the terrain and geological conditions of the Tongshan landslide in Xishan Village, Zhengfang Town, as accurately as possible. A three-dimensional mathematical model of seepage-deformation coupling for the landslide was established. The dynamic process of seepage deformation and stability of the unsaturated soil landslide under various rainfall conditions (different intensities, durations, and post-rain stoppage) was simulated. The results indicate that the pore water pressure at the slope surface increases gradually with rainfall intensity and duration. The drainage velocity increases, the saturated zone gradually transforms into the unsaturated zone, and the displacement and deformation increase progressively. After the rainfall stops, leakage in the landslide hazard body exhibits a delayed response. The displacement deformation after continuous rainfall first increases and then decreases, while the displacement following intermittent rainfall shows periodicity during the short-term post-rain stoppage period. In terms of landslide stability, the reduction trend of the stability coefficient of the slope body strength under different rainfall intensities and durations is similar, but the stability coefficient under the same intensity varies, with the overall trend showing a gradual decrease with increased duration. After the rain stopped, the stability coefficient of the uniform rainfall slope body decreases initially and then increases, whereas the stability of the intermittent rainfall slope body exhibits periodic variations.

, correspAuthors=Wen-hua ZHA, 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-xia GAO, Wen-hua ZHA, Xin-ju QI, Tao XU, Chao JI), CN=ArticleExt(id=1261262712957486038, articleId=1261262695521764116, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=不同降雨条件下非饱和土滑坡三维渗流变形及稳定性数值模拟, columnId=1156264152306930605, journalTitle=科学技术与工程, columnName=论文·矿冶工程, runingTitle=null, highlight=null, articleAbstract=

降雨是导致滑坡稳定性的主要因素之一,为探究不同降雨条件下非饱和土滑坡渗流变形及稳定性规律,基于饱和-非饱和渗流及强度折减法相关理论,以赣东某牵引式滑坡为研究对象,在勘查和室内试验的基础上,确定了滑坡隐患体岩土参数,用AutoCAD软件最大程度地还原了郑坊镇西山村童山组滑坡真实地形与地质条件,建立滑坡体渗流-变形耦合三维数学模型,并通过ABAQUS有限元软件,模拟不同降雨条件下(不同降雨强度、历时和降雨停雨后)非饱和土滑坡渗流变形及稳定性动态变化过程。结果表明:坡体表层孔隙水压力随降雨强度和历时的增大而逐渐升高,渗流速度逐渐增大,饱和区逐渐向非饱和区转化,位移变形表现为逐渐增大;降雨停雨后的滑坡隐患体渗流出现滞后现象,均匀性降雨后位移变形为先增大后减小,间断型降雨在短期停雨缓冲期下位移呈现出一定的周期性。对滑坡稳定性,不同降雨强度和历时下坡体强度折减稳定性系数的变化趋势相同,但同一降雨强度下的稳定性系数变化不同,总体趋势是随历时的增加而逐渐减小;降雨停雨后均匀型降雨坡体强度折减稳定性系数变化趋势是先下降后上升,间断型降雨坡体的稳定性则呈现出一定的周期性。

, correspAuthors=查文华, authorNote=null, correspAuthorsNote=
* 查文华(1975—),男,汉族,安徽太湖人,博士,教授。研究方向:地质灾害防治、边坡工程治理。E-mail:。
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高小霞(1987—),女,汉族,宁夏银川人,博士研究生。研究方向:地质灾害防治、边坡工程治理。E-mail:。

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高小霞(1987—),女,汉族,宁夏银川人,博士研究生。研究方向:地质灾害防治、边坡工程治理。E-mail:。

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高小霞(1987—),女,汉族,宁夏银川人,博士研究生。研究方向:地质灾害防治、边坡工程治理。E-mail:。

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Chinese Journal of Rock Mechanics and Engineering, 2014, 33(S2): 4102-4112., articleTitle=The influence of heavy rainfall characteristics on the instability and failure of saturation-unsaturated slopes, refAbstract=null)], funds=[Fund(id=1261744814085780027, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, awardId=DHSQT22021002, language=CN, fundingSource=江西省“双千计划”支持项目(DHSQT22021002), fundOrder=null, country=null), Fund(id=1261744814312272445, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, awardId=YC2021-B160, language=CN, fundingSource=江西省研究生创新项目(YC2021-B160), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1261744791998575021, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, xref=1, ext=[AuthorCompanyExt(id=1261744792006963630, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, 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articleId=1261262695521764116, language=EN, label=Fig.13, caption=Relationship between intensity reduction stability coefficient of different rainfall intensity, duration and intensity reduction, figureFileSmall=NZ9aO8mcsxkTdV/flnBG7g==, figureFileBig=8Z8Y/4SSN88x1KdbAsYZ8w==, tableContent=null), ArticleFig(id=1261744811258819118, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=CN, label=图13, caption=不同降雨强度、历时与强度折减稳定性系数关系, figureFileSmall=NZ9aO8mcsxkTdV/flnBG7g==, figureFileBig=8Z8Y/4SSN88x1KdbAsYZ8w==, tableContent=null), ArticleFig(id=1261744811346899504, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=EN, label=Fig.14, caption=Stability coefficient relationship of intensity reduction for different rainfall types, figureFileSmall=ujXQaxBbI4O0H7FfCfdBsg==, figureFileBig=TmdzkRK27XeauWuaoCScHQ==, tableContent=null), ArticleFig(id=1261744812999455282, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=CN, label=图14, caption=不同降雨类型的强度折减稳定性系数关系, figureFileSmall=ujXQaxBbI4O0H7FfCfdBsg==, figureFileBig=TmdzkRK27XeauWuaoCScHQ==, tableContent=null), ArticleFig(id=1261744813154644531, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=EN, label=Table 1, caption=

Calculated parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
岩土层
名称		 重度/(kN·m-3) 岩土体与锚固体
极限黏结强度
标准值/kPa		 抗剪强度 压缩模
量/MPa		 压缩系数/
MPa-1		 承载力特
征值/kPa
天然 饱和 天然 饱和
C/kPa Φ/(°) C'/kPa Φ'/(°)
粉质黏土 18.7 19.3 60 14.56 16.48 12.52 15.33 5.02 0.36 180
强风化钙质砂岩 20.5 21.0* 120 30.00* 35.00* 25.00* 30.00* — — 240
), ArticleFig(id=1261744813355971125, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=CN, label=表1, caption=

计算参数

, figureFileSmall=null, figureFileBig=null, tableContent=
岩土层
名称		 重度/(kN·m-3) 岩土体与锚固体
极限黏结强度
标准值/kPa		 抗剪强度 压缩模
量/MPa		 压缩系数/
MPa-1		 承载力特
征值/kPa
天然 饱和 天然 饱和
C/kPa Φ/(°) C'/kPa Φ'/(°)
粉质黏土 18.7 19.3 60 14.56 16.48 12.52 15.33 5.02 0.36 180
强风化钙质砂岩 20.5 21.0* 120 30.00* 35.00* 25.00* 30.00* — — 240
), ArticleFig(id=1261744813494383159, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=EN, label=Table 2, caption=

Setting of simulated calculation conditions

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 降雨类型 降雨时长 降雨强度/
(mm·d-1)
工况1 均匀型 持续降雨6 d 5、20、50、90
工况2 均匀型 24、48、96、120 h 80
工况3 均匀型 持续降雨6 d,停雨6 d 50
工况4 间断型 降雨1 d,停雨1 d(循环往复进行,12 d累计降雨6 d) 50
), ArticleFig(id=1261744813632795193, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1261262695521764116, language=CN, label=表2, caption=

不同降雨条件工况设置

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 降雨类型 降雨时长 降雨强度/
(mm·d-1)
工况1 均匀型 持续降雨6 d 5、20、50、90
工况2 均匀型 24、48、96、120 h 80
工况3 均匀型 持续降雨6 d,停雨6 d 50
工况4 间断型 降雨1 d,停雨1 d(循环往复进行,12 d累计降雨6 d) 50
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不同降雨条件下非饱和土滑坡三维渗流变形及稳定性数值模拟
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高小霞 1 , 查文华 1, * , 齐新炬 2 , 许涛 1 , 纪超 2
科学技术与工程 | 论文·矿冶工程 2025,25(20): 8445-8454
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科学技术与工程 | 论文·矿冶工程 2025, 25(20): 8445-8454
不同降雨条件下非饱和土滑坡三维渗流变形及稳定性数值模拟
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高小霞1 , 查文华1, * , 齐新炬2, 许涛1, 纪超2
作者信息
  • 1 东华理工大学土木与建筑工程学院, 南昌 330013
  • 2 江西省地质局地理信息工程大队, 南昌 330013

    • 高小霞(1987—),女,汉族,宁夏银川人,博士研究生。研究方向:地质灾害防治、边坡工程治理。E-mail:。

通讯作者:

* 查文华(1975—),男,汉族,安徽太湖人,博士,教授。研究方向:地质灾害防治、边坡工程治理。E-mail:。
Numerical Simulation of Three-dimensional Seepage Deformation and Stability of Unsaturated Soil Landslide under Different Rainfall Conditions
Xiao-xia GAO1 , Wen-hua ZHA1, * , Xin-ju QI2, Tao XU1, Chao JI2
Affiliations
  • 1 School of Civil and Architectural Engineering, East China University of Technology, Nanchang 330013, China
  • 2 Geographic Information Engineering Brigade of Jiangxi Provincial Geological Bureau, Nanchang 330013, China
出版时间: 2025-07-18 doi: 10.12404/j.issn.1671-1815.2408411
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摘要
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降雨是导致滑坡稳定性的主要因素之一,为探究不同降雨条件下非饱和土滑坡渗流变形及稳定性规律,基于饱和-非饱和渗流及强度折减法相关理论,以赣东某牵引式滑坡为研究对象,在勘查和室内试验的基础上,确定了滑坡隐患体岩土参数,用AutoCAD软件最大程度地还原了郑坊镇西山村童山组滑坡真实地形与地质条件,建立滑坡体渗流-变形耦合三维数学模型,并通过ABAQUS有限元软件,模拟不同降雨条件下(不同降雨强度、历时和降雨停雨后)非饱和土滑坡渗流变形及稳定性动态变化过程。结果表明:坡体表层孔隙水压力随降雨强度和历时的增大而逐渐升高,渗流速度逐渐增大,饱和区逐渐向非饱和区转化,位移变形表现为逐渐增大;降雨停雨后的滑坡隐患体渗流出现滞后现象,均匀性降雨后位移变形为先增大后减小,间断型降雨在短期停雨缓冲期下位移呈现出一定的周期性。对滑坡稳定性,不同降雨强度和历时下坡体强度折减稳定性系数的变化趋势相同,但同一降雨强度下的稳定性系数变化不同,总体趋势是随历时的增加而逐渐减小;降雨停雨后均匀型降雨坡体强度折减稳定性系数变化趋势是先下降后上升,间断型降雨坡体的稳定性则呈现出一定的周期性。

不同降雨条件  /  非饱和土滑坡  /  渗流-变形耦合  /  强度折减稳定性系数  /  数值模拟分析

Rainfall is one of the main factors affecting landslide stability. To explore the deformation and stability laws of unsaturated soil landslides under different rainfall conditions, based on the theory of saturation-unsaturation and the intensity reduction method, focused on a traction landslide in eastern Jiangxi. The rock and soil parameters of the landslide hazard body were determined through field investigations and laboratory tests. AutoCAD software was used to restore the terrain and geological conditions of the Tongshan landslide in Xishan Village, Zhengfang Town, as accurately as possible. A three-dimensional mathematical model of seepage-deformation coupling for the landslide was established. The dynamic process of seepage deformation and stability of the unsaturated soil landslide under various rainfall conditions (different intensities, durations, and post-rain stoppage) was simulated. The results indicate that the pore water pressure at the slope surface increases gradually with rainfall intensity and duration. The drainage velocity increases, the saturated zone gradually transforms into the unsaturated zone, and the displacement and deformation increase progressively. After the rainfall stops, leakage in the landslide hazard body exhibits a delayed response. The displacement deformation after continuous rainfall first increases and then decreases, while the displacement following intermittent rainfall shows periodicity during the short-term post-rain stoppage period. In terms of landslide stability, the reduction trend of the stability coefficient of the slope body strength under different rainfall intensities and durations is similar, but the stability coefficient under the same intensity varies, with the overall trend showing a gradual decrease with increased duration. After the rain stopped, the stability coefficient of the uniform rainfall slope body decreases initially and then increases, whereas the stability of the intermittent rainfall slope body exhibits periodic variations.

different rainfall conditions  /  unsaturated soil landslide  /  seepage-deformation coupling  /  strength reduction stability coefficient  /  numerical simulation analysis
高小霞, 查文华, 齐新炬, 许涛, 纪超. 不同降雨条件下非饱和土滑坡三维渗流变形及稳定性数值模拟. 科学技术与工程, 2025 , 25 (20) : 8445 -8454 . DOI: 10.12404/j.issn.1671-1815.2408411
Xiao-xia GAO, Wen-hua ZHA, Xin-ju QI, Tao XU, Chao JI. Numerical Simulation of Three-dimensional Seepage Deformation and Stability of Unsaturated Soil Landslide under Different Rainfall Conditions[J]. Science Technology and Engineering, 2025 , 25 (20) : 8445 -8454 . DOI: 10.12404/j.issn.1671-1815.2408411
正文
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近年来,随着全球气候变化的影响,多发、突发、极端天气事件日益频繁,由降雨引起的地质灾害数不胜数,据统计,其中斜坡地质灾害(崩塌、滑坡、泥石流)总数近90%。尤其是强度大、历时长的暴雨引起的非饱和土小型牵引式滑坡更是频繁发生,这严重威胁到了当地人民群众的生命财产和生活环境。
目前,中外学者从不同方面对降雨型非饱和土边坡开展了研究,如实验分析[1-4]、降雨预警[5-7]、滞后机制[8]、特殊土边坡[9]、降雨联合其他因素[10-11](如地震、融雪、库水位变化等)、暂态饱和区[12-13]及浸润锋运动规律[14-15]等。随着计算机技术的不断进步,也有部分学者运用不同数值模拟软件对降雨型边坡进行了分析。王剑非等[16]、梁霁兴等[17]利用FLAC3D分别对隧道工程、排土场进行三维降雨入渗模拟,分析了降雨条件下土料边坡模型饱和度、基质吸力等的响应特征。Yang等[18]采用ANSYS软件对边坡稳定性进行分析,发现在降雨条件下雨水会导致边坡土体参数内摩擦角和黏聚力变小,从而引发滑坡。涂美义等[19]利用Geo-Studio软件对矿山生态修复边坡不同降雨条件下的情况进行了数值模拟,同时结合现场检测数据进行分析,结果显示两者具有较好的一致性。王倩芸等[20]采用扫描电子显微镜(scanning electron microscope,SEM)方法对不同渗流时长作用下滑坡演化规律和土体渗透系数的变化情况进行分析。
通过上述分析可知,降雨对滑坡的影响至关重要,然而前人在降雨滑坡渗流变形耦合方面的研究较少,实际上,滑坡内的渗流场和变形场之间是一个大的耦合过程。降雨条件下坡体内的渗流场会随之发生改变,渗流所产生渗透力会引发岩土体应力场变化,应力场变化使得位移场发生变化,从而使土体产生大的变形,反过这种大变形又会对渗流场产生一定影响,最终两者达到平衡状态。因此,渗流-变形耦合作用是降雨边坡分析过程中必须考虑的因素,但目考虑实际地形的渗流变形耦合作用的不同降雨工况下的滑坡三维稳定性研究较少,多是简化模型或假三维进行研究。鉴于此,基于饱和-非饱和及强度折减法相关理论,以赣东小型牵引式滑坡为研究对象,在勘查和室内试验的基础上,结合反演方法确定滑坡滑带岩土土强度参数,采用AutoCAD软件还原郑坊镇西山村童山组滑坡真实的地形与地质条件,建立滑坡体渗流-变形耦合三维数学模型,通过ABAQUS有限元数值模拟软件,研究不同降雨条件下(不同降雨强度、历时和降雨停雨后)的非饱和土滑坡渗流变形及稳定性动态变化过程。
1 降雨入渗基本理论
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1.1 饱和-非饱和渗流理论
根据达西定律和水体能量守恒定律,模拟非饱和土在不同降雨条件下渗流偏微分方程[21]可表示为
$\frac{\partial }{\partial {\chi }_{i}}\left[\frac{1}{{r}_{\mathrm{w}}}{k}_{ij}{k}_{\mathrm{r}}\left(P\right)\frac{\partial P}{\partial {\chi }_{j}}+{k}_{i3}{k}_{\mathrm{r}}\left(P\right)\right]=\left[C\right(P)+\alpha {S}_{\mathrm{s}}]\frac{\partial P}{\partial t}$
式(1)中:kij为饱和渗透张量;P为孔隙水压力;t为时间;ki3为j=3时的饱和渗透系数;rw为水的重度;kr(P)为相对渗透系数;C(P)为比容水度;Ss为单位储数量;$\alpha $为判定饱和、非饱和渗流状态的参数;${\chi }_{i}、{\chi }_{j}$分别为i、j方向的坐标。
(1)初始边界条件。
$h(x,y,z,{t}_{0})={h}_{0}(x,y,z,{t}_{0})$
(2)流量边界条件。
${k}_{ij}{k}_{r}\left(P\right)\frac{\partial h}{\partial {x}_{j}}{n}_{i}=I$
(3)降雨入渗边界条件。
$\left\{\begin{array}{ll}{k}_{ij}{k}_{r}\left(P\right)\frac{\partial h}{\partial {x}_{j}}{n}_{i}=I,& I<f\\ P=0,& I>f\end{array}\right.$
式中:I为降雨强度;f土壤入渗率;h为总水头;t0为初始时刻;h0为t0时刻对应得水头。
1.2 有限元强度折减求边坡稳定性系数
不同降雨条件下利用有限元软件求强度折减稳定性系数的思路为:在渗流变形计算中,首先定义模型材料场变量,算出不同降雨条件下的耦合分布情况,然后增加分析步(Static/General),修改关键字,最后新建Job进行求解,直到模型不收敛的情况下可得出边坡稳定安全系数。具体计算过程为
τf=$\frac{\tau }{{F}_{r}}$=$\frac{c\text{'}+\sigma \mathrm{t}\mathrm{a}\mathrm{n}\varphi \text{'}}{{F}_{r}}$=$\frac{c\text{'}}{{F}_{r}}$+σ$\frac{\mathrm{t}\mathrm{a}\mathrm{n}\varphi \text{'}}{{F}_{r}}$=cr+σtanϕr
$\left\{\begin{array}{l}{c}_{\mathrm{r}}=\frac{c\text{'}}{{F}_{\mathrm{r}}}\\ {\varphi }_{r}=\mathrm{a}\mathrm{r}\mathrm{c}\mathrm{t}\mathrm{a}\mathrm{n}\frac{\mathrm{t}\mathrm{a}\mathrm{n}\varphi \text{'}}{{F}_{\mathrm{r}}}\\ \sigma =\sigma \text{'}+{u}_{\mathrm{w}}\end{array}\right.$
式中:${\tau }_{\mathrm{f}}、\tau $分别为有效剪应力、实际抗剪强度;$\sigma 、\sigma \text{'}$分别为法向应力和法向有效应力;c'、$\varphi \text{'}$分别为实际黏聚力和内摩擦角;cr、${\varphi }_{\mathrm{r}}$分别为极限状态时的黏聚力内摩擦角;Fr为强度折减系数。
2 工程概况
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研究区属构造剥蚀丘陵山区,由于地质环境条件及强降雨的影响,2022年6月22日,该区域发生滑坡地质灾害,体积约1 600 m3,滑坡滑向200°,滑坡体长约40 m,宽约20 m,平均厚度约2.5 m,滑坡物质主要粉质黏土,为小型的牵引式滑坡,滑坡造成滑坡体中部一栋木质结构住房倒塌。根据现场勘查,滑坡东侧隐患自然山体相对高差达78 m,坡度25°~30°,山体残坡积土层厚2.4~5.7 m,岩土体结构松散。因坡脚村民建房切坡,切坡宽约70 m,高3~9 m,坡度50°~60°,切坡面基本裸露,坡脚未采取支护措施,切坡形成高陡的临空面。目前隐患边坡东侧见多条拉张裂缝,裂缝长17~35 m,宽5~8 cm,下错5~15 cm。推测勘查区主要隐患体为上部残坡积土层,滑坡为粉质黏土与下层强风化钙质砂岩接触面滑动,平面形态呈舌形,现场情况如图1所示。
3 ABAQUS滑坡三维数值模拟
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为更好地验证现场滑坡隐患坡体发展规律,基于ABAQUS软件模拟分析不同降雨条件下滑坡隐患体渗流变形及稳定性动态变化过程。
3.1 三维模型建立及网格划分
根据现场平面和剖面施工图在CAD软件中建立三维实体模型,并导入ABAQUS软件,同时根据隐患坡体地层实际情况从下至上划分为粉质黏土、强风化钙质砂岩二层。根据计算需求划分网格(网格数为1 429个),如图2所示。
3.2 土体材料参数计算
根据研究区地质勘察报告、室内外实验以及现场勘探,并通过反演分析和工程类比法计算得出的滑坡岩土体物理力学性质参数如表1所示。
3.3 边界条件及工况设置
对于滑坡隐患坡体模型的位移约束边界设置为:对最底层进行固定约束,且为不透水边界;模型前后、左右两侧分别设置x方向、y方向位移边界约束,且为透水边界;同时,设置随滑坡地下水位变化的孔压边界,表面设置降雨边界且无其他荷载。根据研究区历史数据统计分析,当地旱季以中雨为主,雨季以大雨、暴雨为主,因此设置降雨强度分别为小雨(5 mm/d)、中雨(20 mm/d)、大雨(50 mm/d)、暴雨(90 mm/d)。降雨工况设置如表2所示。
4 模拟计算结果与分析
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4.1 滑坡初始状态分析
4.1.1 渗流-变形分析
在进行滑坡隐患体降雨渗流及稳定性分析之前,需要对滑坡的初始状态进行分析,在ABAQUS软件中建立降雨入渗边坡基本模型,计算初始应力,通过导入ODB方法,平衡初始应力,即为滑坡的初始状态,通过计算得出滑坡隐患体初始渗流变化特征如图3所示,初始位移变化特征如图4所示。
由图3(a)可知,未降雨前滑坡隐患坡体初始竖向有效应力呈层状分布,最大值位于隐患体的底部,且从坡面到坡里有增大的趋势,初始有效应力的取值范围为35.31~896.3 kPa。
由图3(b)可知,滑坡隐患体正负孔隙水压力的相接处正好是地下水位线,将孔压为负值的区域设置为统一颜色即可得到隐患体的浸润线位置,浸润线以下的部分孔隙水压力是正值,且呈线性分布,最底部孔隙水压力为最大值达到304 kPa,以上的部分为负值,且从顶部到浸润线位置逐渐增大,顶端达到最小值,为-452.1 kPa。
由图3(c)可知,在浸润面界面处上下部分的隐患土体内的饱和度分别呈非饱和及饱和状态,浸润面以下为饱和土体,其饱和度为1,浸润面以上为非饱和区域,且饱和度从地下水位面向上至坡表面逐渐减小。
由图3(d)可知,在无降雨条件且存在地下水的情况下,滑坡体内发生了渗流,坡脚处流速最大,最大流速为1.286×10-6 m/s。
在初始无降雨条件下,滑坡隐患坡体的极限平衡状态下的水平、总位移变化如图4(a)、图4(b)所示,可以看出坡体滑动面呈圆弧状,并通过坡脚,坡脚处水平位移最大,从坡脚到坡顶逐渐递减,且位移较大处均在潜在滑移体上。
4.1.2 初始折减稳定性系数
根据强度折减法和渗流-变形耦合相关原理,模拟计算三维滑坡隐患体的稳定性,可通过塑性区是否贯或位移突变拐点作为边坡失稳判据。由安全系数-位移图(Fs-U)(图5)可以看出,Fs=1.680时滑坡隐患体特征点刚好出现位移拐点,将此拐点对应的横坐标的数值作为该滑坡隐患体天然状况下的折减稳定性系数是比较合理的,根据滑坡规范得出,在无降雨条件下,渗流-变形耦合作用使滑坡隐患体土体颗粒之间的黏聚力降低,土体重力增加,但滑坡隐患体还是处于稳定状态。
4.2 降雨条件下滑坡渗流变形及稳定性分析
4.2.1 不同降雨强度
(1)渗流场模拟。对工况1进行渗流模拟,采用单一变量法,假设降雨类型和历时相同,取降雨历时为6 d,降雨强度分别取5、20、50、90 mm/d,孔隙水压力变化结果如图6所示,可以看出,随着降雨强度的增大,坡体正的孔隙水压力变化范围不是很大,坡体浅层负孔隙水压力随着降雨强度不断增大,并向孔压为0处逐渐接近,土体逐渐由饱和向非饱和转化,负孔压变化为:-428.9 kPa→-395.2 kPa→-390.9 kPa→-387.0 kPa。随着降雨入渗,孔隙水压力范围不断由坡脚向坡中和坡顶扩展,入渗深度也不断增大。这是因为降雨时大量的水分顺着土壤的缝隙流入,使孔隙中的水压逐渐上升,从而形成正孔隙水压力,负的孔隙水压力随着降雨入渗则更趋向于负压状态。负压的存在可能会增加边坡的不稳定性,特别是在一些透水性较差的边坡材料中,因此在降雨入渗过程中设一些观测井加强观测。从滑坡隐患体不同降雨强度下的流速矢量图(图7)可以看出,对比天然状况下流速[图3(d)],其中最大流速为1.286×10-6 m/s,可以看出,随着降雨强度增大,部分水体由非饱和区流向饱和区,同时由于上部土体的基质吸力,也有少量水通过浸润面流向非饱区,滑坡隐患体流速随强度增大越来越快,最大流速处于坡脚处,因为降雨会导致土壤饱和,增加土壤中的水分含量,坡脚地势低洼,最先达到不稳定状态。
(2)变形场模拟。在降雨历时为6 d而降雨强度分别为5、20、49、90 mm/d时,滑坡隐患体整体位移变形特征如图8所示,可以看出,滑动面呈圆弧状,位移变形较大点位于潜在滑移体上,当降雨持续时间相同的情况下,随着降雨强度的增大,滑坡隐患坡体整体位移变形越来越大,在雨水的冲刷下坡体表面及地形较陡处更容易出现较大变形,整体最大位移变形量由66.01 mm→67.21 mm →69.73 mm→73.30 mm,且最大位移位于位于坡脚处,其次为坡中、坡肩,且沿坡脚到坡肩呈递减趋势,由5 mm/d数据可知,由于前期降雨强度小且加地表径流、排泄及蒸发作用,与天然状况下的位移沉降量(65.60 cm)相比,(5 mm/d)降雨对滑坡隐患体的位移影响很小,变化幅度只有0.62%,较天然状态时的水平位移量几乎没有变化。降雨时间进行了144 h结束后,降雨强度为暴雨(90 mm/d)时,相比于天然状况下的位移沉降量,沉降变化幅度达到10.51%,导致滑坡隐患体发生较大的位移变形。
4.2.2 不同降雨历时
(1)渗流场分析。从图9可以看出,对比图3(d)(最大流速为1.286×10-6 m/s)可知,随着降雨历时的增加,滑坡隐患体上的流速运动范围不断扩大。在降雨24 h内,雨水的入渗使得土壤变得湿润,在这种作用下,滑坡隐患体上层土壤颗粒间的摩擦力减小,从而导致隐患体上的土壤开始流动。在降雨历时48 h,雨水的不断入渗加速了土壤的快速流动,此时流动范围不断增大,后期,在降雨96~120 h过程中,随着隐患体上层土壤中的水分饱和,渗流作用随之减弱,此时由大量的雨水的冲刷作用,隐患体上坡面形成了地表径流,这时流动范围更加广。
(2)变形场分析。图10分别列出了在滑坡在24、48、96、120 h降雨历时的位移变化。可以发现,在同一降雨强度下,降雨历时越长,隐患坡体基岩以上滑带部分土体产生了一定的变形,且变形逐渐增大,最大位移出现在坡脚及浅层坡面附近,最大值分别为12.40、12.51、12.62、12.65 mm,这是因为随着降雨的持续时间增加,土壤中的水分逐渐累积,滑坡隐患体出现了微小的水平位移,首先会在坡脚处发生塑性破坏,再延伸至破面及坡顶,最终导致滑动面逐渐形成。因此在实际施工中一定要做好防排水工作,以防雨水渗造成坡体失稳破坏。
4.2.3 降雨停雨后
降雨型滑坡不一定存在于降雨过程中,在降雨停止一定时间后仍有可能产生滑坡,因此有必要研究在总降雨量相同,降雨强度相同的情况下工况3和工况4降雨结束后一定时间的渗流场及变形场变化。
(1)渗流场模拟。对工况3均匀型降雨(持续降雨6 d,停雨6 d)进行瞬态渗分析,土体饱和度变化规律如图11所示。对比天然状态[图3(c)],可以看出,隐患坡体地下水位线以上土壤为非饱和状态,在降雨2 d后,雨水入渗使隐患体坡内的孔隙水压力增大,土体的渗透力增强,此时强降雨对浅层土体影响较大,因降雨时间较短,坡体土壤的孔隙水压浸润面和初始状态比没有很大变化,表层土还未达到饱和状态,但此时在土体坡脚表面浅层局部出现了暂态饱和区;降雨6 d后,随着降雨量的持续增加,坡体内部渗流场逐渐形成,雨水不断向坡顶蔓延,且深部入渗深度不断扩大;停雨初期,在蒸发、蒸腾及雨水入渗作用下,坡体表面土体的湿度逐渐降低,但坡体内部的湿度仍然较高,此时孔隙水压力影响深度不断加大,坡脚处最先达到饱和区并开始与地下水位相互连通,坡脚处饱和浸润面有所上升;因降雨滞后现象,在停雨2~6 d后,随着入渗源的不断减小,坡体浅层土壤逐渐恢复为非饱和状态。工况4间断型降雨(降雨1 d,停雨1 d,循环12 d)影响下,初期降雨同工况3,雨停后坡体内仍然保持着较高的湿度,坡体内部的水分开始重新分布,此时地下水位可能还会继续上升,当再次降雨1 d后,上述过程会重复发生,连续短期的降雨和停雨会使坡体内渗流场持续处于不稳定状态。
(2)位移场模拟。从图12可以看出,工况3下隐患坡体整体最大位移变形量先增大后减小,由21.46 mm→21.47 mm→21.45 mm→21.42 mm。在同一降雨强度下,连续降雨6 d后,坡体位移较初始无降雨情况下有所增大,雨停2 d内,由于降雨滞后的影响,坡体内部饱和土区继续扩大,孔压不断增大,引起土体变形量继续加大。雨停4 d后,随着入渗源不断消失,因前期土体较快达到饱和状态形成暂态饱和区,后期雨水很难再次进入土体,此时土体的位移变化缓慢下降。而工况4间断型降雨会有1 d的缓冲期,其位移变形会呈现一定的周期性(模拟方法同工况3)。
4.2.4 不同降雨条件下滑坡隐患体稳定性分析
运用有限元软件得出滑坡隐患体强度折减稳定性系数与降雨强度、历时的关系如图13所示,与降雨类型的关系如图14所示(方法同初始状态)。
由图13可知,滑坡隐患体在不同降雨强度和降雨历时下的折减稳定性系数的变化趋势相同,随降雨历时的增加其折减稳定性系数逐渐减小,且雨强大的隐患体折减稳定性系数比雨强小的折减稳定性下降幅度更大,如雨强为90 mm/d比雨强为20 mm/d时折减稳定性系数下降幅度更大,在90 mm/d雨强下的边坡稳定性系数下降0.16,而20 mm/d的雨强的仅下降0.05,下降幅度增大0.012;同时可看出,不同雨强的折减稳定性系数变化也不同,如雨强小于20 mm/d时,处于中雨范围,此时初期雨水在滑坡隐患体浅层部位起重力加载作用,边坡稳定性系数会增大,之后随着雨水的不断入渗而降低;在雨强小于50 mm/d,处于大雨范围,这时间强度折减稳定系数主要受隐患体饱和渗透系数控制,故折减稳定性系数变化不是很大;当雨强为90 mm/d,处于暴雨范围,隐患坡体折减稳定性系数主要受雨强控制,此时坡体稳定性系数快速降低。
由图14可知,工况3均匀型降雨的滑坡隐患坡体强度折减稳定性系数变化趋势是先下降后回升,降雨2 d内,时间较短,坡体因含水率较低折减稳定系数降幅变化较小,仅从从初始状态的1.680降至1.668,下降了0.012,降幅为7.7%。在降雨2~6 d内,随着雨水不断入渗,坡体内渗流场不断形成,浅层土体暂态饱和区不断扩散,坡体稳定系数开始加速下降,因降雨滞后性,停雨2 d后坡体折减稳定系数为最低,继续下降了0.268,降幅增至16.06%,后期入渗源逐渐消失消,在由于蒸发、排泄及入渗等作用,隐患体内的雨水逐渐消散,土体基质吸力增大,坡体稳定性系数略微增大,但仍小于初始折减稳定性系数。而工况4的间断性降雨和停雨交替出现会使隐患坡体稳定性呈现出一定的周期性。总体来看,均匀型降雨会比间歇型降雨坡体的折减稳定性系数下降的更多。
5 结论
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用AutoCAD软件最大程度地还原了郑坊镇西山村童山组滑坡真实的地形与地质条件,建立滑坡体渗流-应力耦合三维数学模型,运用ABAQUS有限元软件,模拟不同降雨条件下(不同降雨强度、历时和降雨停雨后)的非饱和土滑坡渗流变形及稳定性动态变化过程,得出以下结论。
(1)在初始无降雨前,滑坡隐患坡体初始竖向有效应力呈层状分布,最大值位于滑坡的底部,且从坡面到坡里有增大的趋势,孔隙水压力由顶部到底部有逐渐增大的趋势且呈线性分布,饱和度从水位线0处到坡表面逐渐减小,在初始仅有地下水的情况下滑坡隐患体内发生渗流,且坡脚处流速最大,模拟结果与理论规律相一致。
(2)随着降雨强度的增大,坡体正的孔隙水压力变化范围不是很大,浅层负的孔隙水压力不断增大,并向孔压为0处逐渐接近,此时土体则由非饱和向饱和状态转化;随着降雨历时的增加,滑坡隐患体上的流速运动范围逐渐扩大,在雨水的冲刷下雨水逐渐由坡脚向坡中和坡顶扩展,其深度也不断加深,两种工况下的浅层位移变形总体表现为逐渐增大。
(3)降雨停雨后,初期均匀型降雨对坡体浅层土壤的强度影响较大,因降雨时间较短,坡体土壤的孔隙水压浸润面和初始状态比没有很大变化,表层土还未达到饱和状态,降雨后期,坡体内部渗流场逐渐形成并由地势低处向坡顶蔓延,停雨后坡体内湿度仍然较高,孔隙水压力影响深度不断加大,坡脚处饱和浸润面有所上升,后期随着入渗源的不断减小,坡体浅层表面逐渐恢复为非饱和状态,位移变形量随降雨表现为先增大后减小。而间断型降雨在连续短期的降雨和停雨后渗流场持续处于不稳定状态,位移变形量在短期的停雨缓冲期内呈现出一定的周期性。
(4)对比4种工况下的强度折减稳定性系数可知:滑坡隐患体在不同降雨强度和降雨历时下的折减稳定性系数的变化趋势相同,随降雨历时的增加其折减稳定性系数逐渐减小,且雨强大的隐患体折减稳定性系数比雨强小的折减稳定性下降幅度更大。而在不同降雨类型下,均匀性降雨的滑坡隐患体折减稳定性系数变化是先下降后回升,并逐渐趋于稳定,间断型降雨的坡体的稳定性则呈现一定的周期性,且匀型降雨会比间断型降雨坡体的折减稳定性系数下降的要多。
基金
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  • 江西省“双千计划”支持项目(DHSQT22021002)
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2025年第25卷第20期
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doi: 10.12404/j.issn.1671-1815.2408411
  • 接收时间：2024-11-11
  • 首发时间：2026-05-13
  • 出版时间：2025-07-18
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  • 收稿日期：2024-11-11
  • 修回日期：2025-04-28
基金
江西省“双千计划”支持项目(DHSQT22021002)
江西省研究生创新项目(YC2021-B160)
作者信息
    1 东华理工大学土木与建筑工程学院, 南昌 330013
    2 江西省地质局地理信息工程大队, 南昌 330013

通讯作者:

* 查文华(1975—),男,汉族,安徽太湖人,博士,教授。研究方向:地质灾害防治、边坡工程治理。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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