Article(id=1311351207692697828, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1311351152067830064, articleNumber=null, orderNo=null, doi=10.20040/j.cnki.1000-7709.2026.20251626, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1757865600000, receivedDateStr=2025-09-15, revisedDate=1761148800000, revisedDateStr=2025-10-23, acceptedDate=1761408000000, acceptedDateStr=2025-10-26, onlineDate=1790580091641, onlineDateStr=2026-09-28, pubDate=1769270400000, pubDateStr=2026-01-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1790580091641, onlineIssueDateStr=2026-09-28, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1790580091641, creator=13701087609, updateTime=1790580091641, updator=13701087609, issue=Issue{id=1311351152067830064, tenantId=1146029695717560320, journalId=1205116964453384197, year='2026', volume='44', issue='1', pageStart='1', pageEnd='246', issueExtLink='null', onlineDate='null', pubDate='1769270400000', pubDateStr='2026-01-25', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1790580078378, creator='13701087609', updateTime=1790588459421, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext={EN=IssueExt(id=1311386304772927717, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1311351152067830064, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1311386304772927718, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1311351152067830064, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null, downloadFileDto=null}, startPage=133, endPage=137, ext={EN=ArticleExt(id=1311351207894024421, articleId=1311351207692697828, tenantId=1146029695717560320, journalId=1205116964453384197, language=EN, title=Earthquake Failure Analysis of High Gravity Dam Under Action of Main Aftershock Sequence, columnId=null, journalTitle=Water Resources and Power, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To reveal the influence of aftershocks on the failure process of gravity dams, the Jinanqiao gravity dam is chosen to perform the investigation. The impact of reservoir water was simulated by using Westergaard additional mass. The elastoplastic damage model was adopted to simulate the nonlinear characteristics of the concrete material of the dam body, and the nonlinear failure process of the dam body under the action of a single main shock and main aftershocks was calculated. The results show that the failure pattern of the dam body under the main aftershock is consistent with that under the single mainshock. The failure areas are mainly concentrated at the dam heel, the upstream and downstream folded slope, and the downstream dam surface. The aftershock effect will cause the further development of the main earthquake damaged area and significantly increase the cumulative plastic dissipation energy of the dam body. The cumulative plastic dissipation energy caused by aftershocks gradually increases with increase of the PGA. After the PGA reaches 0.45g, the contribution of aftershocks to the cumulative plastic dissipation energy gradually stabilizes at around 30%. In terms of seismic performance, the ultimate seismic bearing capacity of the dam body is in the range of 0.50g and 0.55g under the action of a single main shock, while under the action of the main aftershock, it decreases to 0.40g-0.45g.

, authors=Mei-xue GUAN^a, Shi-bo HUANG^a, Wei-ping HE^{a, b}, Feng-xiao JING^a, Hui-qin YAO^{a, b}, authorsList=Mei-xue GUAN, Shi-bo HUANG, Wei-ping HE, Feng-xiao JING, Hui-qin YAO, authorCompany=null, correspAuthors=Wei-ping HE, 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, fund=null), CN=ArticleExt(id=1311351208204402918, articleId=1311351207692697828, tenantId=1146029695717560320, journalId=1205116964453384197, language=CN, title=主余震序列作用下高重力坝的强震破坏过程分析, columnId=1207271181661589640, journalTitle=水电能源科学, columnName=水利枢纽、水利建筑物, runingTitle=null, highlight=null, articleAbstract=

为揭示余震对重力坝破坏过程的影响规律，以金安桥重力坝为对象开展研究。采用Westergaard附加质量模拟库水影响，采用弹塑性损伤模型模拟坝体混凝土材料的非线性特征，计算单主震和主余震作用下坝体的非线性破坏过程。结果表明，主余震作用下坝体的破坏模式与单主震基本一致，坝体破坏区主要集中在坝踵、上下游折坡和下游坝面。余震作用会造成主震破坏区的进一步发展，并使坝体累积塑性耗散能显著提升。余震引起的累积塑性耗散能随PGA的增加逐渐增大，在PGA达到0.45g后占比逐渐稳定在30%附近。在抗震性能方面，单主震作用下坝体的极限抗震承载能力为0.50g~0.55g，主余震作用下坝体极限抗震承载能力降低到0.40g~0.45g。

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官美雪（2000-），女，硕士研究生，研究方向为水工结构抗震，E-mail: 2294712996@qq.com

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官美雪（2000-），女，硕士研究生，研究方向为水工结构抗震，E-mail: 2294712996@qq.com

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