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Article(id=1149768939883905128, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2405297, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1720886400000, receivedDateStr=2024-07-14, revisedDate=1730044800000, revisedDateStr=2024-10-28, acceptedDate=null, acceptedDateStr=null, onlineDate=1752055876941, onlineDateStr=2025-07-09, pubDate=1748361600000, pubDateStr=2025-05-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752055876941, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752055876941, creator=13701087609, updateTime=1752055876941, 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=6230, endPage=6237, ext={EN=ArticleExt(id=1149768940219449452, articleId=1149768939883905128, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Analysis on Deformation and Failure Characteristics of Xinbao Village Landslide Induced by Haiyuan 8.5 Magnitude Earthquake, columnId=1156262729351549255, journalTitle=Science Technology and Engineering, columnName=Papers·Astronomy and Geosciences, runingTitle=null, highlight=null, articleAbstract=

In order to analyze the instability and failure characteristics of earthquake landslides in the Loess Plateau, the Xinbaocun landslide induced by the 8.5-magnitude Haiyuan earthquake in 1920 was taken as an example. Based on satellite remote sensing interpretation and field investigation of landslides, the original terrain of the Xinbaocun landslide before sliding was restored using the numerical simulation function of MATLAB based on the principle that the volume of the landslide body before and after sliding is equal. On this basis, the numerical simulation method was used to analyze the instability, deformation and failure characteristics of the Xinbaocun landslide under the action of earthquakes and invert the minimum horizontal ground motion of the slope instability. The landslide restoration results show that after the restoration of the Xinbaocun landslide, the slope surface shape is generally concave, and the slope distribution range is 12°~18°.The numerical simulation results show that under natural conditions, the slope deformation of the restored landslide is small, there is no obvious plastic deformation zone,the stability is good, and the overall stability coefficient is 1.355. Under the action of earthquake, when the input earthquake motion is 0.4g, the stability coefficient is 0.887, the slope is in an unstable and damaged state, and the slope body has a large area of deformation. The maximum deformation area is located near the top of the slope,and gradually decreases from the top to the foot of the slope. It is speculated that the landslide is a push-type landslide. The inversion results show that the minimum horizontal earthquake motion for slope instability is 0.36g. The research results of this paper can provide certain basic data and reference for the prevention and control of earthquake disasters in the Loess Plateau.

, correspAuthors=Jing-shan BO, 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=Liang-jie WU, Jing-shan BO, Zhuan-zhuan CHEN), CN=ArticleExt(id=1149768985224332129, articleId=1149768939883905128, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=海原8.5级特大地震诱发新堡村滑坡变形破坏特征分析, columnId=1156262730077163858, journalTitle=科学技术与工程, columnName=论文·天文学、地球科学, runingTitle=null, highlight=null, articleAbstract=

为了分析黄土地区地震滑坡的失稳破坏特征,以1920年海原8.5级特大地震诱发的新堡村滑坡为例,在卫星遥感解译、滑坡野外现场调查的基础上,基于滑坡体滑动前与滑动后体积相等的原理,采用MATLAB的数值仿真功能复原新堡村滑坡滑动前原始地形。在此基础上,运用数值模拟方法分析了新堡村滑坡在地震作用下失稳变形破坏特征并反演得到斜坡失稳最小水平地震动。滑坡复原结果表明:新堡村滑坡复原后,斜坡坡面形状整体呈内凹形,坡度的分布范围在12°~18°。数值模拟结果表明:复原后的滑坡在自然条件下,斜坡变形量较小,未出现明显塑性变形区,稳定性较好,整体稳定性系数为1.355。在地震作用下,当输入地震动为0.4g时,稳定性系数为0.887,斜坡处于失稳破坏状态,斜坡体出现了大面积变形,最大变形区域位于坡顶附近,从坡顶至坡脚逐渐减少,推测该滑坡为推移式滑坡。反演得到斜坡失稳最小水平地震动为0.36g,本文研究成果可为黄土地区地震灾害的防治提供一定的基础资料和参考依据。

, correspAuthors=薄景山, authorNote=null, correspAuthorsNote=
* 薄景山(1957—),男,汉族,北京人,博士,教授,博士研究生导师。研究方向:地震地质灾害和岩土工程抗震。E-mail:。
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吴良杰(1996—),男,汉族,湖南衡阳人,硕士,助理工程师。研究方向:地震地质灾害和地震动区划。E-mail:。

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吴良杰(1996—),男,汉族,湖南衡阳人,硕士,助理工程师。研究方向:地震地质灾害和地震动区划。E-mail:。

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吴良杰(1996—),男,汉族,湖南衡阳人,硕士,助理工程师。研究方向:地震地质灾害和地震动区划。E-mail:。

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China Earthquake Engineering Journal, 2023, 45(2): 329-337., articleTitle=Restoration method of the original topography of ancient Seismic landslides in loess areas, refAbstract=null), Reference(id=1172924441081299542, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, doi=null, pmid=null, pmcid=null, year=2021, volume=21, issue=21, pageStart=8797, pageEnd=8806, url=null, language=null, rfNumber=[21], rfOrder=39, authorNames=吴良杰, 薄景山, 牛洁, journalName=科学技术与工程, refType=null, unstructuredReference=吴良杰, 薄景山, 牛洁. 黄土地区地形特征参数分布特征的统计分析[J]. 科学技术与工程, 2021, 21(21): 8797-8806., articleTitle=黄土地区地形特征参数分布特征的统计分析, refAbstract=null), Reference(id=1172924441148408407, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, doi=null, pmid=null, pmcid=null, year=2021, volume=21, issue=21, pageStart=8797, pageEnd=8806, url=null, language=null, rfNumber=[21], rfOrder=40, authorNames=Wu Liangjie, Bo Jingshan, Niu Jie, journalName=Science Technology and Engineering, refType=null, unstructuredReference=Wu Liangjie, Bo Jingshan, Niu Jie. Statistical analysis on the distribution characteristics of topographical parameters in loess area[J]. Science Technology and Engineering, 2021, 21(21): 8797-8806., articleTitle=Statistical analysis on the distribution characteristics of topographical parameters in loess area, refAbstract=null)], funds=[Fund(id=1172924437927182893, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, awardId=YFGEC2023010, language=CN, fundingSource=中国地震局地球物理勘探中心青年基金(YFGEC2023010), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1172924433732878824, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, xref=1, ext=[AuthorCompanyExt(id=1172924433741267433, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, companyId=1172924433732878824, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 Geophysical Exploration Center, China Earthquake Administration, Zhengzhou 450000, China), 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articleId=1149768939883905128, language=EN, label=Fig.17, caption=Cloud diagram of maximum shear strain increment under earthquake action, figureFileSmall=VnLESHGSZgAtCWTIBOwniA==, figureFileBig=zv1QpJbki6pkAyusIfK4Ig==, tableContent=null), ArticleFig(id=1172924437566472744, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, language=CN, label=图17, caption=地震作用下最大剪应变增量云图, figureFileSmall=VnLESHGSZgAtCWTIBOwniA==, figureFileBig=zv1QpJbki6pkAyusIfK4Ig==, tableContent=null), ArticleFig(id=1172924437625193001, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, language=EN, label=Fig.18, caption=Maximum shear strain increment profile under earthquake action (main slip direction), figureFileSmall=YsNIfgTLEwJp28px1Uv3vA==, figureFileBig=k8YQb156XXTFn1bJS7IWIA==, tableContent=null), ArticleFig(id=1172924437679718954, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, language=CN, label=图18, caption=地震作用下最大剪应变增量剖面(主滑方向), figureFileSmall=YsNIfgTLEwJp28px1Uv3vA==, figureFileBig=k8YQb156XXTFn1bJS7IWIA==, tableContent=null), ArticleFig(id=1172924437738439211, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, language=EN, label=Table 1, caption=

Physical and mechanical parameters of the model

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名称 重度/
(kN· m - 3)		 黏聚力/
kPa		 内摩
擦角/(°)		 弹性模量/
MPa		 泊松比 密度/
(kg· m - 3)
黄土 18 20 27 280 0.3 1 800
泥岩 22.4 37 33 500 0.43 2 240
), ArticleFig(id=1172924437809742380, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768939883905128, language=CN, label=表1, caption=

模型物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
名称 重度/
(kN· m - 3)		 黏聚力/
kPa		 内摩
擦角/(°)		 弹性模量/
MPa		 泊松比 密度/
(kg· m - 3)
黄土 18 20 27 280 0.3 1 800
泥岩 22.4 37 33 500 0.43 2 240
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海原8.5级特大地震诱发新堡村滑坡变形破坏特征分析
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吴良杰 1 , 薄景山 2, * , 陈转转 1
科学技术与工程 | 论文·天文学、地球科学 2025,25(15): 6230-6237
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科学技术与工程 | 论文·天文学、地球科学 2025, 25(15): 6230-6237
海原8.5级特大地震诱发新堡村滑坡变形破坏特征分析
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吴良杰1 , 薄景山2, * , 陈转转1
作者信息
  • 1 中国地震局地球物理勘探中心, 郑州 450000
  • 2 防灾科技学院地质工程学院, 三河 065201

    • 吴良杰(1996—),男,汉族,湖南衡阳人,硕士,助理工程师。研究方向:地震地质灾害和地震动区划。E-mail:。

通讯作者:

* 薄景山(1957—),男,汉族,北京人,博士,教授,博士研究生导师。研究方向:地震地质灾害和岩土工程抗震。E-mail:。
Analysis on Deformation and Failure Characteristics of Xinbao Village Landslide Induced by Haiyuan 8.5 Magnitude Earthquake
Liang-jie WU1 , Jing-shan BO2, * , Zhuan-zhuan CHEN1
Affiliations
  • 1 Geophysical Exploration Center, China Earthquake Administration, Zhengzhou 450000, China
  • 2 College of Geological Engineering Institute of Disaster Prevention, Sanhe 065201, China
出版时间: 2025-05-28 doi: 10.12404/j.issn.1671-1815.2405297
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摘要
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为了分析黄土地区地震滑坡的失稳破坏特征,以1920年海原8.5级特大地震诱发的新堡村滑坡为例,在卫星遥感解译、滑坡野外现场调查的基础上,基于滑坡体滑动前与滑动后体积相等的原理,采用MATLAB的数值仿真功能复原新堡村滑坡滑动前原始地形。在此基础上,运用数值模拟方法分析了新堡村滑坡在地震作用下失稳变形破坏特征并反演得到斜坡失稳最小水平地震动。滑坡复原结果表明:新堡村滑坡复原后,斜坡坡面形状整体呈内凹形,坡度的分布范围在12°~18°。数值模拟结果表明:复原后的滑坡在自然条件下,斜坡变形量较小,未出现明显塑性变形区,稳定性较好,整体稳定性系数为1.355。在地震作用下,当输入地震动为0.4g时,稳定性系数为0.887,斜坡处于失稳破坏状态,斜坡体出现了大面积变形,最大变形区域位于坡顶附近,从坡顶至坡脚逐渐减少,推测该滑坡为推移式滑坡。反演得到斜坡失稳最小水平地震动为0.36g,本文研究成果可为黄土地区地震灾害的防治提供一定的基础资料和参考依据。

地形恢复  /  原始地形  /  数值模拟  /  破坏特征  /  稳定性分析

In order to analyze the instability and failure characteristics of earthquake landslides in the Loess Plateau, the Xinbaocun landslide induced by the 8.5-magnitude Haiyuan earthquake in 1920 was taken as an example. Based on satellite remote sensing interpretation and field investigation of landslides, the original terrain of the Xinbaocun landslide before sliding was restored using the numerical simulation function of MATLAB based on the principle that the volume of the landslide body before and after sliding is equal. On this basis, the numerical simulation method was used to analyze the instability, deformation and failure characteristics of the Xinbaocun landslide under the action of earthquakes and invert the minimum horizontal ground motion of the slope instability. The landslide restoration results show that after the restoration of the Xinbaocun landslide, the slope surface shape is generally concave, and the slope distribution range is 12°~18°.The numerical simulation results show that under natural conditions, the slope deformation of the restored landslide is small, there is no obvious plastic deformation zone,the stability is good, and the overall stability coefficient is 1.355. Under the action of earthquake, when the input earthquake motion is 0.4g, the stability coefficient is 0.887, the slope is in an unstable and damaged state, and the slope body has a large area of deformation. The maximum deformation area is located near the top of the slope,and gradually decreases from the top to the foot of the slope. It is speculated that the landslide is a push-type landslide. The inversion results show that the minimum horizontal earthquake motion for slope instability is 0.36g. The research results of this paper can provide certain basic data and reference for the prevention and control of earthquake disasters in the Loess Plateau.

terrain restoration  /  original terrain  /  numerical simulation  /  destruction characteristics  /  stability analysis
吴良杰, 薄景山, 陈转转. 海原8.5级特大地震诱发新堡村滑坡变形破坏特征分析. 科学技术与工程, 2025 , 25 (15) : 6230 -6237 . DOI: 10.12404/j.issn.1671-1815.2405297
Liang-jie WU, Jing-shan BO, Zhuan-zhuan CHEN. Analysis on Deformation and Failure Characteristics of Xinbao Village Landslide Induced by Haiyuan 8.5 Magnitude Earthquake[J]. Science Technology and Engineering, 2025 , 25 (15) : 6230 -6237 . DOI: 10.12404/j.issn.1671-1815.2405297
正文
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黄土高原地处中国南北地震带上,地质构造复杂,新构造活跃,地震活动频繁,是中国地震灾害严重的地区[1]。历史地震资料表明,该地区曾发生过7次8级及以上特大地震,如1556年陕西华县8.0级特大地震,1654年天水南8.0级特大地震以及1920年海原8.5级特大地震等。海原8.5级地震是黄土地区距今最近的一次特大地震,据调查统计,此次地震约诱发600多起大规模黄土滑坡,滑坡分布的总面积达到4 000~5 000 km2,约有10万人在此次地震诱发的滑坡中遇难,占据此次地震遇难总人数的一半[2-3]。开展黄土地震滑坡的研究可为黄土地区地震滑坡灾害的防治提供理论依据,这对减轻黄土地区的地震灾害,保障“一带一路”倡议的平稳发展和加速黄土地区城镇化建设具有重要意义。
1920年海原8.5级特大地震诱发的黄土滑坡,数量多,种类齐全,且由于黄土高原地区气候干旱的,人类工程活动有限等原因,使得大量黄土地震滑坡的形态保持完好,这为黄土地区地震滑坡的研究提供珍贵的科研素材。过去不少学者通过现场调查、室内试验以及数值模拟等方法对黄土地震滑坡展开了大量研究工作,在黄土地震滑坡的变形破坏特征[4-8]、失稳机理[9-13]、危险性评估[14-17]以及滑距预测[18-19]等方面取得较为丰富理论研究成果。其中在黄土地震滑坡变形破坏特征方面,邓龙胜等[5]通过野外现场调查总结分析了黄土地震滑坡的分布特征和破坏类型,并基于黄土特殊的结构特征及动力特性,提出将强震作用下黄土斜坡的破坏类型划分为振动软化-剪切破坏、振动液化-流动破坏、振动崩塌破坏及震后蠕变破坏四种破坏类型。王兰民[6]通过现场调查与测试、室内土工实验和理论分析综合的研究手段,揭示了饱和黄土液化的特征与机理,论述了黄土地层大规模地震液化滑移的机制。陈大伟等[7]通过工程物探法分析了黄土滑坡的变形破坏特征与失稳机理。彭达[8]通过野外调查和现场测试等方法对1920年海原8.5级特大地震诱发黄土滑坡进行了统计分析,提出将黄土地震滑坡破坏模式分为震散溃滑、拉裂溃滑、振动剪切、液化-剪切、液化-流滑、复合型6种类型。以上研究均在一定程度上丰富了黄土地震滑坡的研究成果,但仍存在一定的问题,过去由于历史地震诱发的黄土滑坡缺乏滑动前的地形资料,相关学者在分析这些历史地震诱发的黄土滑坡变形破坏特征时,更多是侧重利用滑坡滑后的分布特征地貌特征来反演滑坡的变形破坏过程,较少利用数值模拟的方法来分析滑坡的变形破坏过程,同时当前争对黄土地区斜坡失稳最小地震动场的研究还存在不足。
为了弥补上述不足之处,以1920年海原8.5级特大地震诱发的新堡村滑坡为例,在滑坡野外地质调查和卫星遥感解译的基础上,基于滑坡体滑动前后体积相等原理[20]复原了该滑坡滑动前的原始地形。在此基础上,构建相应的地质模型,利用FLAC3D数值模拟软件模拟分析了新堡村滑坡在地震作用下的失稳破坏特征,同时利用数值模拟反演给出了滑坡失稳最小水平地震动,研究成果为进一步分析研究黄土地震滑坡的致灾机理以及黄土地区斜坡失稳最小地震动场提供了一定的参考依据。
1 滑坡概况
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新堡村滑坡位于宁夏回族自治州西吉县片峰镇新堡村西坡组,根据野外调查和实地走访确定该滑坡系1920年海原8.5级特大地震所诱发,该滑坡地处地震烈度X度区,其地理位置坐标为105.52°E,35.79°N。由于黄土高原地区气候干旱,全年降雨量少,使得该滑坡的形态基本保持完好,滑坡现今地貌和卫星遥感影像如图1、图2所示。其中滑坡周界是指滑坡体与周边未滑区域之间的分界线,由于滑坡体沿着滑动面发生了滑动,在卫星影像中其表面纹理与周边未滑区域表面的纹理是不一致的,两者之间存在一条明显纹理不衔接的界线,在卫星遥感影像解译过程中,通常将该线视为滑坡的滑动周界。利用该方法识别滑坡后,结合野外现场调查结果,确定滑坡剪出口的位置。剪出口是滑坡体沿滑动面与原地面相交剪出的破裂口,也可理解为滑动面最下端与原地面的交线。以剪出口为界限,将滑坡周界以内的区域分为滑源区和堆积区,如图2所示。现将卫星遥感解译和野外现场调查得到该滑坡的具体信息介绍如下:滑坡平面形态整体呈矩形状,滑坡主滑方向的方位角约在100°方向,滑坡后缘高程约2 000 m,前缘高程约1 860 m,高差140 m,滑坡长约800 m,宽约150 m,滑坡周边未滑区域的坡角14°,滑坡体的坡角约为6°。滑坡后壁高差80 m,后壁角度25°,左侧壁高差26 m,左侧壁倾角44°,右侧壁高差23 m,右侧侧壁角度30°,滑坡地表整体呈陡缓起伏特征,其中后缘相对较陡,前缘较缓,中间有局部隆起的鼓丘。经估算,滑坡体的平均厚度约18 m,滑坡体体积约为425万m3,属巨型滑坡。
现场调查结果显示,该滑坡形成与黄土梁之上,地层结构为典型的黄土-泥岩二元结构,滑动面周围未见明显的棕红色泥岩出露,因此判定其为黄土层内滑坡,其主滑方向的地质剖面如图3所示,其上覆为第四纪马兰黄土,浅黄色,结构松散,垂直节理较发育,下伏为白垩纪泥岩,棕红色,隔水性能较好,遇水强度降低。
2 滑坡原始地形恢复
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滑坡滑动前的地形地貌是开展滑坡研究的基础,在实地调查和资料收集的基础上,基于滑坡滑动前与滑动后体积相等的原则[20]复原了新堡村滑坡滑动前的地形。
2.1 滑坡地形数据的采集
滑坡的组成要素主要包括滑坡前缘、滑坡后缘、滑坡体、滑坡后壁,滑坡侧壁、剪出口以及滑坡舌等。基于91卫图助手软件提供的30 m的精度DEM高程数据,本文根据这些滑坡组成元素各自的特点,分别按照不同的采样间隔采集了滑坡各个地形元素的地形数据,滑坡地形数据采样位置的分布示意图如图4所示。
2.2 地形恢复
相关研究表明,自然界的斜坡坡面形态大致分为平直型、内凹型和外凸型[21],因此先初步假定滑坡滑动前斜坡坡面形态为平直型,利用MATLAB的数值仿真功能构建滑坡滑动前三维地形模型,在此基础上,利用滑坡体平均厚度乘上滑坡体地表投影面积来估算滑坡体滑动前的体积。滑坡体滑后的体积前面已知。最后基于滑坡体滑动前后体积相等原则对斜坡坡面形态进行调整,即当滑坡体滑动前的体积小于滑动后体积时,将斜坡的坡面形态调整为内凹型,同理,当滑坡体滑动前的体积大于滑动后体积时,将斜坡的坡面形态调整为外凸型,直至滑坡体滑动前的体积与滑动后的体积相等。具体恢复过程如下所述。
2.2.1 滑动前初始地形模型构建
假定滑坡滑动前斜坡的坡面形态为平直型,沿滑坡主滑方向建立二维剖面,在二维剖面中取滑坡后壁最高点(滑坡后缘)与剪出口的连线作为斜坡坡面形状如图5所示。取该线的倾角作为斜坡的初始坡度,滑坡后壁最高点以及剪出口在图中坐标分别为(0,1 998.57)m,(499.59,1 860.43)m经过计算得到斜坡的初始坡度为15°。经多项式拟合得到该坡面的数学表达式为
Z=-0.276 5S+1 998.57
利用式(1)可求得图5中该斜坡坡面的高程值,以原滑坡后壁、滑坡体采用点在S轴上的位置为插值点求得斜坡坡面的若干点高程值,之后,将这些点换算至三维坐标系中。将已求得的沿主滑方向的滑动前斜坡坡面三维地形数据和滑坡其他地形采样点地形数据导入至MATLAB中,利用MATLAB中的三维曲面插值程序对其进行插值,最后对插值点的数据进行拟合即可构建到新堡村滑坡滑动前斜坡三维地形模型(图6)。
2.2.2 基于滑体滑动前后体积相等的原则调整地形
为了估算滑坡体滑动前的体积,在已知滑前斜坡地形模型的基础上,通过滑坡体的平均厚度乘上滑坡体水平投影面积来估算滑坡滑动前的体积,其中滑坡平均厚度是通过取滑动前斜坡坡面若干点与滑面高差的平均值来确定的,经估算滑坡体的平均厚度约为35 m,滑坡体水平投影面积主要是根据滑坡原始周界圈定的范围确定的。滑坡原始周界是指滑坡滑动前滑坡体与周边不动土体的分界线,由滑坡后缘、滑坡侧壁和剪出口围成的闭合区域组成,经过计算滑坡体滑动前的水平投影面积约为145 707.01 m2,如图7所示。在此基础上,利用滑坡体平均厚度乘上滑坡体水平投影面积得到滑坡体滑动前的体积约为511.114万m3。
理论上,滑坡体滑动前的体积等于滑动后的体积,若不相等,则通过调整斜坡的坡面形态来使得滑坡体滑动前体积与滑动后体积相等,即当滑坡体滑动前的体积小于滑动后体积时,将斜坡的坡面形态调整为内凹型,反之,则将斜坡的坡面形态调整为外凸型。本文中将滑坡体滑动前的体积用Vb表示,滑动后的体积用Va表示。已知Vb=511.114万m3,Va=425万m3,Vb>Va,按上述原则需将斜坡的坡面形态调整为内凹型。具体调整方法如下:首先,在滑坡滑前初始地形模型(平直型)的基础上,取主滑方向剖面中斜坡坡面的中点为调整点,降低该点高程值,第二步,在MATLAB中利用三次样条函数对主滑方向剖面中调整点、滑坡后壁最高点,剪出口进行插值,重新生成斜坡坡面地形数据,如图8所示。第三步,在重新得到斜坡坡面地形数据的基础上,按照前面滑坡体滑前体积的估算方法得到新的Vb。第四步,重新对比Vb与Va的体积,若Vb与Va仍不相等,则继续从第一步开始重复,直至Vb约等于Va,得到最终的滑前斜坡坡面地形数据,之后,利用三维曲面插值程序对该数据以及滑坡其余地形数据进行插值拟合即可得到最终的滑前斜坡三维地形模型。
按照上述方法,得到新堡村滑坡最终滑前地形模型,如图9所示,通过对模型进行计算得到该滑坡滑动前斜坡的坡度分布范围为12°~18°,属于强震诱发的低角度滑坡。
3 滑坡变形破坏特征分析
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为了分析新堡村滑坡的变形破坏特征,在新堡村滑坡恢复后的地形模型的基础上,构建相应的地质模型,利用FLAC3D数值模拟软件对新堡村滑坡的三维变形破坏过程进行模拟,计算工况包括天然自重工况,地震工况,并对模拟结果进行分析。
3.1 模型的构建及计算参数的确定
在新堡村滑坡复原后三维地形模型(图9)的基础上,借助Rhino建模软件构建可供数值计算的地质模型,如图10所示,模型的结构可概括为黄土-泥岩二元结构,上覆为第四系马兰黄土,下伏为白垩纪棕红色泥岩。模型本构模型统一采用摩尔库伦模型,斜坡坡面的坡度分布在12°~18°,模型四周边界条件采用水平约束,底部边界条件采用固定约束,模型顶部表面采用自由边界条件,根据黄土样品室内岩土实验的结果,并结合黄土参数的经验数据,得到计算模型的各个岩土层物理力学参数如表1所示。
3.2 模拟结果分析
3.2.1 自然条件下
复原后的斜坡在自然条件的位移云图和最大剪应变如图11~图14所示,滑坡最大位移和最大剪应变出现在斜坡顶部,这主要是由于斜坡坡顶附近的角度相比坡脚更陡所导致的,计算结果表明,在无外界因素的干扰下,斜坡变形量较小,仅出现在局部地区,同时见坡体内未明显的塑形变形区和剪应变贯通区,斜坡整体稳定性较好,本文中采用强度折减法计算得到斜坡在自然条件下的稳定性系数为1.355(图13)。
3.2.2 地震条件下
采用拟静力方法计算复原后的斜坡在地震作用下变形破坏过程,拟静力也称等效荷载法,即将地震力等效成惯性力作用在斜坡的每个节点上进行计算。由于新堡村滑坡地处海原8.5级特大地震X度区,取相应水平向地震加速度0.4g。通过计算得到复原后的斜坡在地震动作用下的位移云图与最大剪应变云图如图15~图18所示。在水平地震动的作用下,斜坡体出现了大面积变形,其中斜坡坡顶附近的变形量最大,斜坡坡脚附近的变形量最小,从坡顶到坡脚斜坡体的变形量逐渐减小,这是因为斜坡体整体呈上陡下缓的形态所导致的。最大剪应变增量的分布特征与位移的分布特征基本类似,最大剪应力增量覆盖斜坡体的大部分区域,这说明了在地震作用下斜坡的整体稳定性较差。位移剖面和最大剪应变增量剖面的最大值均位于斜坡上部,并顺着斜坡向下逐渐减少,推测该滑坡为推移式滑坡。
采用拟静力强度折减法计算,复原后的新堡村滑坡在0.4g的水平地震动作用稳定性系数为0.887,处于失稳状态。在此基础上通过不断折减水平向地震峰值加速度反演得到斜坡失稳的临界水平向地震峰值加速度为0.36g。
4 结论
收起
基于滑坡体滑动前后体积相等的原则复原了新堡村滑坡原始地形,在此基础上,利用FLAC3D数值模拟软件模拟分析了新堡村滑坡在地震动作用下的变形破坏特征,得到如下主要结论。
(1)基于滑坡体滑动前后体积相等原则复原后的新堡村滑坡,原始地形的坡面形态为内凹型,整体呈上陡下缓的形态特征,斜坡坡度的分布范围为12°~18°,属于强震诱发的低角度滑坡。
(2)数值模拟的结果表明,在自然条件下,斜坡仅局部出现较小的变形,变形区域主要集中在坡顶附近,坡脚附近未见明显变形,斜坡整体稳定性系数为1.355,稳定性较好。
(3)数值模拟的结果表明,在0.4g水平向地震作用下,斜坡产生了大面积的变形,变形区域由坡顶贯通至坡脚,最大的变形区域仍集中坡顶附近,从坡顶至坡脚变形量逐渐降低,推测该滑坡为推移式滑坡,计算得到斜坡整体稳定性系数为0.887,斜坡处于失稳状态。在此基础上,反演得到斜坡失稳的临界峰值加速度为0.36g。
基金
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  • 中国地震局地球物理勘探中心青年基金(YFGEC2023010)
文献
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2025年第25卷第15期
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doi: 10.12404/j.issn.1671-1815.2405297
  • 接收时间：2024-07-14
  • 首发时间：2025-07-09
  • 出版时间：2025-05-28
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  • 收稿日期：2024-07-14
  • 修回日期：2024-10-28
基金
中国地震局地球物理勘探中心青年基金(YFGEC2023010)
作者信息
    1 中国地震局地球物理勘探中心, 郑州 450000
    2 防灾科技学院地质工程学院, 三河 065201

通讯作者:

* 薄景山(1957—),男,汉族,北京人,博士,教授,博士研究生导师。研究方向:地震地质灾害和岩土工程抗震。E-mail:。
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