Article(id=1311351212721668372, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1311351152067830064, articleNumber=null, orderNo=null, doi=10.20040/j.cnki.1000-7709.2026.20250394, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1741104000000, receivedDateStr=2025-03-05, revisedDate=1744041600000, revisedDateStr=2025-04-08, acceptedDate=1744646400000, acceptedDateStr=2025-04-15, onlineDate=1790580092839, onlineDateStr=2026-09-28, pubDate=1769270400000, pubDateStr=2026-01-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1790580092839, onlineIssueDateStr=2026-09-28, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1790580092839, creator=13701087609, updateTime=1790580092839, 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=128, endPage=132, ext={EN=ArticleExt(id=1311351213543751958, articleId=1311351212721668372, tenantId=1146029695717560320, journalId=1205116964453384197, language=EN, title=Safety Prediction Analysis of High Asphalt Concrete Core Rockfill Dam Based on Rockfill Test, columnId=null, journalTitle=Water Resources and Power, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Analyzing the safety of the dam is of vital importance for maintaining their safe operation. Relying on the high asphalt concrete core rockfill dam project of the lower reservoir of a planned pumped storage power station, the mechanical characteristics tests of rockfill materials in transition layer, upstream rockfill area and downstream rockfill area were carried out. The Duncan E-B model and rheological model parameters of rockfill materials were measured. On this basis, the three-dimensional nonlinear stress-deformation finite element calculation of the dam was carried out. The safety of the dam was demonstrated from the aspects of dam body, core wall and cutoff wall. The results show that under the normal water level, the extreme settlement value of the dam is -22.29 cm and the settlement rate is 0.28%. The major and minor principal stresses of the dam are 1.38 MPa and 0.54 MPa, respectively. The extreme values of core wall displacement along the river, dam axial displacement and vertical displacement are 11.55 cm, -3.70 cm/3.63 cm and -21.46 cm, respectively. The extreme value of principal tensile strain is -0.8%. The extreme displacement values of the cutoff wall along the river, the axial direction and the vertical direction of the dam are 1.32 cm, -0.11 cm/0.02 cm and -0.54 cm, respectively. The extreme values of major and minor principal stresses are 6.82 MPa and -1.20 MPa respectively. After rheology and wetting are taken into account, the extreme value of dam settlement is -35.00 cm, and the settlement rate is 0.44%. The extreme values of core displacement along the river, dam axial and vertical displacement are 13.65 cm, -4.97 cm/4.77 cm and -33.01 cm, respectively. The comprehensive analysis results indicate that the distribution and extreme value of stress and deformation of the dam are reasonable, and the tensile strain of asphalt concrete core wall and the tensile stress of concrete wall in dam foundation are not beyond the standard value, so it can be judged that the dam can meet the requirements of safe operation.

, authors=Bo FANG¹, Peng XIAO¹, Hui WANG², authorsList=Bo FANG, Peng XIAO, Hui WANG, authorCompany=null, correspAuthors=null, 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=1311351215372468504, articleId=1311351212721668372, tenantId=1146029695717560320, journalId=1205116964453384197, language=CN, title=基于堆石料试验的高沥青混凝土心墙坝筑坝安全性预测分析, columnId=1207271181661589640, journalTitle=水电能源科学, columnName=水利枢纽、水利建筑物, runingTitle=null, highlight=null, articleAbstract=

分析大坝安全性对维持大坝安全运行至关重要。依托某拟建抽水蓄能电站下水库高沥青混凝土心墙堆石坝工程，开展过渡层、上游堆石区和下游堆石区的堆石料力学特性试验，测定堆石料的邓肯E-B模型和流变模型参数，在此基础上开展大坝三维非线性应力变形有限元计算，从坝体、心墙和防渗墙等方面论证大坝安全性。结果表明，正常蓄水位下，大坝沉降极值为-22.29 cm，沉降率0.28%；坝体大、小主应力分别为1.38、0.54 MPa。心墙顺河向、坝轴向和竖向位移极值分别为11.55、-3.70/3.63、-21.46 cm；心墙主拉应变极值为-0.8%。防渗墙顺河向、坝轴向和竖向位移极值分别为1.32、-0.11/0.02、-0.54 cm；大、小主应力极值分别为6.82、-1.20 MPa。计入流变和湿化后，运行期（8年）坝体沉降极值为-35.00 cm，沉降率0.44%，心墙顺河向、坝轴向和竖向位移极值分别为13.65、-4.97/4.77、-33.01 cm。综合分析计算成果，大坝应力变形分布和极值合理，沥青混凝土心墙拉应变和坝基混凝土防渗墙拉应力均未超标，可以判定大坝能够满足安全运行要求。

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方博（1991-），男，硕士、高级工程师，研究方向为抽水蓄能电站设计及工程数字化，E-mail: 542841357@qq.com

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方博（1991-），男，硕士、高级工程师，研究方向为抽水蓄能电站设计及工程数字化，E-mail: 542841357@qq.com

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