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Article(id=1207271183918121815, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1207271180105499439, articleNumber=null, orderNo=null, doi=10.20040/j.cnki.1000-7709.2025.20241141, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1718899200000, receivedDateStr=2024-06-21, revisedDate=1722355200000, revisedDateStr=2024-07-31, acceptedDate=null, acceptedDateStr=null, onlineDate=1765765480260, onlineDateStr=2025-12-15, pubDate=1758729600000, pubDateStr=2025-09-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1765765480260, onlineIssueDateStr=2025-12-15, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1765765480260, creator=13701087609, updateTime=1765765480260, updator=13701087609, issue=Issue{id=1207271180105499439, tenantId=1146029695717560320, journalId=1205116964453384197, year='2025', volume='43', issue='9', pageStart='1', pageEnd='220', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1765765479351, creator=13701087609, updateTime=1765765681303, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1207272027254247478, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1207271180105499439, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1207272027254247479, tenantId=1146029695717560320, journalId=1205116964453384197, issueId=1207271180105499439, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=150, endPage=155, ext={EN=ArticleExt(id=1207271184161391458, articleId=1207271183918121815, tenantId=1146029695717560320, journalId=1205116964453384197, language=EN, title=Optimization of Seepage Control Scheme of Lower Reservoir of Pumped Storage Power Station in Karst Area, columnId=null, journalTitle=Water Resources and Power, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Aiming at the complex karst environment of the lower reservoir of a pumped storage power station, a three-dimensional finite element model for seepage analysis was established to simulate the main buildings and karst passageways in the reservoir area. "The depth of seepage control curtain at the base of the dam is 0.5 times of the pre-dam head, the depth of seepage control curtain on both sides of the dam is 3 m below the 3 Lu line, the length of seepage control curtain on the right side of the dam is 200 m, and a single-row curtain is set up" is used as the preliminary seepage control scheme. The seepage field, infiltration slope and infiltration volume of the reservoir area were calculated. The preliminary seepage control scheme met the specification requirements. But the seepage rate and infiltration slope were close to the critical value. The four indexes of curtain depth on both sides of the bank, curtain depth at the base of the dam, length of curtain on the right bank, and double-row curtain were changed to optimize seepage control scheme. The impact of the changes of the indexes on the infiltration volume of the reservoir area was investigated so that the optimization of the seepage control scheme was put forward. The analysis results show that on the basis of the preliminary scheme, the double-row curtain is set up at the dam base, the infiltration flow at the dam base is reduced by 267.3 m3/d, and the effect of seepage control in the reservoir area is remarkable.

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某抽水蓄能电站下水库所处岩溶环境复杂，为此建立三维渗流分析有限元模型，对库区主要建筑物和岩溶通道进行模拟，采用“坝基防渗帷幕深度为0.5倍坝前水头、两岸防渗帷幕深度为3 Lu线以下3 m、右岸防渗帷幕长度为200 m、设置单排帷幕”作为初步渗控方案，对库区渗流场、渗透坡降及渗透量进行计算分析，发现初步渗控方案满足规范要求，但渗流量和渗透坡降接近临界值。为优化渗控方案，基于初步渗控方案，改变两岸帷幕深度、坝基帷幕深度、右岸帷幕长度、设置双排帷幕4项指标，研究各指标变化对库区渗透量的影响，提出优化渗控方案。分析结果表明，初步方案基础上，在坝基处布置双排帷幕，坝基渗透流量减少267.3 m3/d，库区渗控效果显著。

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沈振中（1968-），男，博士、教授、博导，研究方向为工程渗流分析与控制，E-mail：
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马泽锴（2000-），男，硕士研究生，研究方向为水利工程渗流特性，E-mail：

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2.河海大学水文水资源与水利工程科学国家重点实验室，江苏 南京 210000, bio={"content":"

马泽锴（2000-），男，硕士研究生，研究方向为水利工程渗流特性，E-mail：

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马泽锴（2000-），男，硕士研究生，研究方向为水利工程渗流特性，E-mail：

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2.河海大学水文水资源与水利工程科学国家重点实验室，江苏 南京 210000
3.中华人民共和国交通运输部综合交通运输理论交通运输行业重点实验室（南京现代综合交通实验室），江苏 南京 211000, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null)}, companyList=[AuthorCompany(id=1207271186862522368, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, xref=1a., ext=[AuthorCompanyExt(id=1207271186875105281, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, companyId=1207271186862522368, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1a.College of Water Conservancy and Hydropower Engineering, Hohai University, Nanjing 210098, China), AuthorCompanyExt(id=1207271186883493890, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, companyId=1207271186862522368, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1a.河海大学 水利水电学院，江苏 南京 210098)]), AuthorCompany(id=1207271188032733210, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, xref=2., ext=[AuthorCompanyExt(id=1207271188041121819, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, companyId=1207271188032733210, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2.State Key Laboratory of Hydrology-Water Resources and Hydraulic Engineering, Hohai University, Nanjing 210000, China), AuthorCompanyExt(id=1207271188045316124, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, companyId=1207271188032733210, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2.河海大学水文水资源与水利工程科学国家重点实验室，江苏 南京 210000)]), AuthorCompany(id=1207271188137590818, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, xref=3., ext=[AuthorCompanyExt(id=1207271188145979427, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, companyId=1207271188137590818, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=3.Key Laboratory of Transport Industry of Comprehensive Transportation Theory (Nanjing Modern Multimodal Transportation Laboratory), Ministry of Transport, Nanjing 211100, China), AuthorCompanyExt(id=1207271188154368036, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, companyId=1207271188137590818, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=3.中华人民共和国交通运输部综合交通运输理论交通运输行业重点实验室（南京现代综合交通实验室），江苏 南京 211000)])]), Author(id=1207271189442019474, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, orderNo=2, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=null, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1207271189676900520, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, authorId=1207271189442019474, language=EN, stringName=Dong-ze LI, firstName=Dong-ze, middleName=null, lastName=LI, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1a, 2, address=1a.College of Water Conservancy and Hydropower Engineering, Hohai University, Nanjing 210098, China
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1b.College of Civil and Transportation Engineering, Hohai University, Nanjing 210098, China
2.State Key Laboratory of Hydrology-Water Resources and Hydraulic Engineering, Hohai University, Nanjing 210000, China
3.Key Laboratory of Transport Industry of Comprehensive Transportation Theory (Nanjing Modern Multimodal Transportation Laboratory), Ministry of Transport, Nanjing 211100, China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1207271190733865204, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, authorId=1207271190289268955, language=CN, stringName=张宏伟, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1a, 1b, 2, 3, address=1a.河海大学 水利水电学院，江苏 南京 210098
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articleId=1207271183918121815, language=CN, label=图7, caption=双因素分析方案渗透流量变化率, figureFileSmall=MzJo9u+SVkQ+VM08R2lnEA==, figureFileBig=iqlpAVnLKOhLpqL4oRON0g==, tableContent=null), ArticleFig(id=1207271196920463923, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=EN, label=Fig. 8, caption=Change rate of seepage flow in the three-factor analysis scheme, figureFileSmall=ePD+TUwYki/i4lR1BXwolw==, figureFileBig=CIbnoZ+v56Bce4goFsgZ1g==, tableContent=null), ArticleFig(id=1207271197050487356, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=CN, label=图8, caption=三因素分析方案渗透流量变化率, figureFileSmall=ePD+TUwYki/i4lR1BXwolw==, figureFileBig=CIbnoZ+v56Bce4goFsgZ1g==, tableContent=null), ArticleFig(id=1207271197176316484, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=EN, label=Tab. 1, caption=

Comparison of measured and calculated groundwater levels

, figureFileSmall=null, figureFileBig=null, tableContent=
钻孔编号实测值/m计算值/m绝对误差/m相对误差/%
zk124920.48923.00-2.52-2.96
zk118913.04913.50-0.46-0.54
zk117911.66907.604.064.78
zk106895.05895.60-0.55-0.65
zk101895.03895.10-0.07-0.08
zk116911.5910.600.901.06
zk102918.66913.704.965.84
zk115928.58925.403.183.74
zk103926.42926.80-0.38-0.45
zk123930.42933.60-3.18-3.74
), ArticleFig(id=1207271197323117133, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=CN, label=表1, caption=

地下水位实测值与计算值对比

, figureFileSmall=null, figureFileBig=null, tableContent=
钻孔编号实测值/m计算值/m绝对误差/m相对误差/%
zk124920.48923.00-2.52-2.96
zk118913.04913.50-0.46-0.54
zk117911.66907.604.064.78
zk106895.05895.60-0.55-0.65
zk101895.03895.10-0.07-0.08
zk116911.5910.600.901.06
zk102918.66913.704.965.84
zk115928.58925.403.183.74
zk103926.42926.80-0.38-0.45
zk123930.42933.60-3.18-3.74
), ArticleFig(id=1207271197495083612, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=EN, label=Tab. 2, caption=

Permeability coefficient of material partition

, figureFileSmall=null, figureFileBig=null, tableContent=
岩层范围计算值/（cm·s-1）透水率分级
强风化层1.26×10-4弱透水
弱风化层1.17×10-5弱透水
微新岩体1.30×10-6极微—弱透水
岩溶通道1.10×10-1极强透水
), ArticleFig(id=1207271197604135520, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=CN, label=表2, caption=

材料分区渗透系数

, figureFileSmall=null, figureFileBig=null, tableContent=
岩层范围计算值/（cm·s-1）透水率分级
强风化层1.26×10-4弱透水
弱风化层1.17×10-5弱透水
微新岩体1.30×10-6极微—弱透水
岩溶通道1.10×10-1极强透水
), ArticleFig(id=1207271197721576039, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=EN, label=Tab. 3, caption=

Calculation results of the preliminary seepage control scheme

, figureFileSmall=null, figureFileBig=null, tableContent=
岩层范围渗透流量/（m3·d-1）最大平均渗透坡降部位
左岸帷幕234.5610.22左坝段帷幕下
左岸基岩896.73 游地下水表面
河床帷幕352.3719.64河床最高坝
河床基岩675.24 坡帷幕顶部
右岸帷幕289.9311.09右坝端帷幕下游
右岸基岩984.52 地下水表面附近
总渗透流量3 433.35  
), ArticleFig(id=1207271197818045037, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=CN, label=表3, caption=

初步渗控方案计算结果

, figureFileSmall=null, figureFileBig=null, tableContent=
岩层范围渗透流量/（m3·d-1）最大平均渗透坡降部位
左岸帷幕234.5610.22左坝段帷幕下
左岸基岩896.73 游地下水表面
河床帷幕352.3719.64河床最高坝
河床基岩675.24 坡帷幕顶部
右岸帷幕289.9311.09右坝端帷幕下游
右岸基岩984.52 地下水表面附近
总渗透流量3 433.35  
), ArticleFig(id=1207271197935485552, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=EN, label=Tab. 4, caption=

Anti-seepage curtain layout optimization analysis calculation working conditions

, figureFileSmall=null, figureFileBig=null, tableContent=
方案两岸帷幕深度/m坝基帷幕深度/m右岸帷幕长度/m是否布置双排帷幕方案两岸帷幕深度/m坝基帷幕深度/m右岸帷幕长度/m是否布置双排帷幕
GK13452002GK215272002
GK23451502GK225271502
GK33451102GK233271102
GK43452602GK243272602
GK53362002GK253452004
GK63361502GK263451504
GK73361102GK273451104
GK83362602GK283452604
GK93272002GK293362004
GK103271502GK303361504
GK113271102GK313361104
GK123272602GK323362604
GK135452002GK333272004
GK145451502GK343271504
GK155451102GK353271104
GK165452602GK363272604
GK175362002GK375452004
GK185361502GK385451504
GK195361102GK395451104
GK205362602GK405452604
), ArticleFig(id=1207271198023565943, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=CN, label=表4, caption=

防渗帷幕布置优化分析计算方案

, figureFileSmall=null, figureFileBig=null, tableContent=
方案两岸帷幕深度/m坝基帷幕深度/m右岸帷幕长度/m是否布置双排帷幕方案两岸帷幕深度/m坝基帷幕深度/m右岸帷幕长度/m是否布置双排帷幕
GK13452002GK215272002
GK23451502GK225271502
GK33451102GK233271102
GK43452602GK243272602
GK53362002GK253452004
GK63361502GK263451504
GK73361102GK273451104
GK83362602GK283452604
GK93272002GK293362004
GK103271502GK303361504
GK113271102GK313361104
GK123272602GK323362604
GK135452002GK333272004
GK145451502GK343271504
GK155451102GK353271104
GK165452602GK363272604
GK175362002GK375452004
GK185361502GK385451504
GK195361102GK395451104
GK205362602GK405452604
), ArticleFig(id=1207271198132617860, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=EN, label=Tab. 5, caption=

The maximum infiltration slope of the anti-seepage curtain

, figureFileSmall=null, figureFileBig=null, tableContent=
方案左岸坝基右岸
最大渗透坡降位置最大渗透坡降位置最大渗透坡降位置
GK110.22左坝段帷19.64河床最高11.90右坝段帷
GK210.08幕下游地19.32坝坡帷幕11.78幕下游地
GK310.02下水表面19.23顶部11.56下水表面
GK410.52附近19.85 12.63附近
GK510.26 19.12 11.23 
GK910.26 19.93 11.87 
GK1310.65 19.74 12.12 
GK2510.24 19.65 11.84 
), ArticleFig(id=1207271198237475467, tenantId=1146029695717560320, journalId=1205116964453384197, articleId=1207271183918121815, language=CN, label=表5, caption=

防渗帷幕最大渗透坡降

, figureFileSmall=null, figureFileBig=null, tableContent=
方案左岸坝基右岸
最大渗透坡降位置最大渗透坡降位置最大渗透坡降位置
GK110.22左坝段帷19.64河床最高11.90右坝段帷
GK210.08幕下游地19.32坝坡帷幕11.78幕下游地
GK310.02下水表面19.23顶部11.56下水表面
GK410.52附近19.85 12.63附近
GK510.26 19.12 11.23 
GK910.26 19.93 11.87 
GK1310.65 19.74 12.12 
GK2510.24 19.65 11.84 
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岩溶地区抽水蓄能电站下水库渗控方案优化
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马泽锴 1a, 2 , 沈振中 1a, 2, 3 , 李东泽 1a, 2 , 刘玥池 4 , 张宏伟 1a, 1b, 2, 3
水电能源科学 | 水利枢纽、水利建筑物 2025,43(9): 150-155
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水电能源科学 | 水利枢纽、水利建筑物 2025, 43(9): 150-155
岩溶地区抽水蓄能电站下水库渗控方案优化
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马泽锴1a, 2 , 沈振中1a, 2, 3 , 李东泽1a, 2, 刘玥池4, 张宏伟1a, 1b, 2, 3
作者信息
  • 1a.河海大学 水利水电学院，江苏 南京 210098
  • 1b.河海大学 土木与交通学院，江苏 南京 210098
  • 2.河海大学水文水资源与水利工程科学国家重点实验室，江苏 南京 210000
  • 3.中华人民共和国交通运输部综合交通运输理论交通运输行业重点实验室（南京现代综合交通实验室），江苏 南京 211000
  • 4.河海大学电气与动力工程学院，江苏 南京 211100

    • 马泽锴（2000-），男，硕士研究生，研究方向为水利工程渗流特性，E-mail：

通讯作者:

沈振中（1968-），男，博士、教授、博导，研究方向为工程渗流分析与控制，E-mail：
Optimization of Seepage Control Scheme of Lower Reservoir of Pumped Storage Power Station in Karst Area
Ze-kai MA1a, 2 , Zhen-zhong SHEN1a, 2, 3 , Dong-ze LI1a, 2, Yue-chi LIU4, Hong-wei ZHANG1a, 1b, 2, 3
Affiliations
  • 1a.College of Water Conservancy and Hydropower Engineering, Hohai University, Nanjing 210098, China
  • 1b.College of Civil and Transportation Engineering, Hohai University, Nanjing 210098, China
  • 2.State Key Laboratory of Hydrology-Water Resources and Hydraulic Engineering, Hohai University, Nanjing 210000, China
  • 3.Key Laboratory of Transport Industry of Comprehensive Transportation Theory (Nanjing Modern Multimodal Transportation Laboratory), Ministry of Transport, Nanjing 211100, China
  • 4.School of Electrical and Power Engineering, Hohai University, Nanjing 211100, China
出版时间: 2025-09-25 doi: 10.20040/j.cnki.1000-7709.2025.20241141
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摘要
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某抽水蓄能电站下水库所处岩溶环境复杂，为此建立三维渗流分析有限元模型，对库区主要建筑物和岩溶通道进行模拟，采用“坝基防渗帷幕深度为0.5倍坝前水头、两岸防渗帷幕深度为3 Lu线以下3 m、右岸防渗帷幕长度为200 m、设置单排帷幕”作为初步渗控方案，对库区渗流场、渗透坡降及渗透量进行计算分析，发现初步渗控方案满足规范要求，但渗流量和渗透坡降接近临界值。为优化渗控方案，基于初步渗控方案，改变两岸帷幕深度、坝基帷幕深度、右岸帷幕长度、设置双排帷幕4项指标，研究各指标变化对库区渗透量的影响，提出优化渗控方案。分析结果表明，初步方案基础上，在坝基处布置双排帷幕，坝基渗透流量减少267.3 m3/d，库区渗控效果显著。

岩溶地区  /  抽水蓄能电站  /  重力坝  /  渗控系统  /  防渗帷幕  /  渗透坡降

Aiming at the complex karst environment of the lower reservoir of a pumped storage power station, a three-dimensional finite element model for seepage analysis was established to simulate the main buildings and karst passageways in the reservoir area. "The depth of seepage control curtain at the base of the dam is 0.5 times of the pre-dam head, the depth of seepage control curtain on both sides of the dam is 3 m below the 3 Lu line, the length of seepage control curtain on the right side of the dam is 200 m, and a single-row curtain is set up" is used as the preliminary seepage control scheme. The seepage field, infiltration slope and infiltration volume of the reservoir area were calculated. The preliminary seepage control scheme met the specification requirements. But the seepage rate and infiltration slope were close to the critical value. The four indexes of curtain depth on both sides of the bank, curtain depth at the base of the dam, length of curtain on the right bank, and double-row curtain were changed to optimize seepage control scheme. The impact of the changes of the indexes on the infiltration volume of the reservoir area was investigated so that the optimization of the seepage control scheme was put forward. The analysis results show that on the basis of the preliminary scheme, the double-row curtain is set up at the dam base, the infiltration flow at the dam base is reduced by 267.3 m3/d, and the effect of seepage control in the reservoir area is remarkable.

karst area  /  pumped storage power station  /  gravity dam  /  seepage control system  /  anti-seepage curtain  /  permeation gradient
马泽锴, 沈振中, 李东泽, 刘玥池, 张宏伟. 岩溶地区抽水蓄能电站下水库渗控方案优化. 水电能源科学, 2025 , 43 (9) : 150 -155 . DOI: 10.20040/j.cnki.1000-7709.2025.20241141
Ze-kai MA, Zhen-zhong SHEN, Dong-ze LI, Yue-chi LIU, Hong-wei ZHANG. Optimization of Seepage Control Scheme of Lower Reservoir of Pumped Storage Power Station in Karst Area[J]. Water Resources and Power, 2025 , 43 (9) : 150 -155 . DOI: 10.20040/j.cnki.1000-7709.2025.20241141
正文
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1 引言
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岩溶地质作为复杂地质条件，其常见产物溶洞，将影响库区渗流场分布，出现局部绕渗等事故，不利于抽水蓄能工程的安全稳定运行[1-3]。目前，针对岩溶地区水利工程建设问题已展开了大量研究。如张文兵等[4-5]根据华阳河干流所处岩溶地质条件的某面板堆石坝，精细化模拟岩溶地质、主要建筑物及防渗结构，提出优化渗控方案；吴忠康等[6]针对乌江构皮滩水利枢纽进行多年勘测资料分析、建立坝址区岩溶系统，分析基础承载力、变形及抗滑稳定问题；YANG J M等[7]针对防渗帷幕多参数优化费时、效率低的缺点，提出了一种高效的防渗帷幕优化设计方法；任智丽等[8]以会仙岩溶湿地为例，采用Visual MODFLOW对会仙湿地地下水的分布特征进行数值模拟；赵瑞等[9]以陕西某岩溶地区抽水蓄能电站为例，利用数值模拟技术模拟岩溶通道空间形态，测量潜在岩溶通道渗透量。上述关于岩溶地区抽水蓄能电站下水库坝型为重力坝的库区渗流场研究不多，而重力坝作为重要水利工程结构，针对其岩溶地区坝基渗流稳定分析具有实际研究价值。为此，本文结合位于羊圈河干流上某具备岩溶地质发育的抽水蓄能电站下水库，在已知水文地质条件和工程设计资料的基础上，建立三维渗流分析有限元模型，对库区主要建筑物和岩溶通道进行模拟；在此基础上，改变两岸帷幕深度、坝基帷幕深度、右岸帷幕长度、设置双排帷幕4项指标，研究了各指标对库区渗透量变化的影响，并提出防渗帷幕优化渗控方案。研究结果可为相似地质条件的工程提供参考。
2 岩溶渗流场计算理论
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岩溶含水介质的多样性决定了岩溶水流态计算的复杂性，采用改进折算系数法[10]优化分析坝址区帷幕布置，并利用任意断面插值网格法[11]计算库区渗透量，得到的渗透量精度更高。改进折算渗透系数法将岩溶介质中的非达西运动规律数学化，可同时反映岩溶渗流场中层流型渗流和紊流型渗流。
引入折算渗透系数的非稳定岩溶渗流基本微分方程式为：
式中，kij为渗透张量；h为水头；Ss为贮水系数；t为时间。
结合Galerkin有限元法，岩溶地区渗流场计算有限元方程为：
式中，K为总渗透矩阵；P为节点压力水头列阵；S为贮水矩阵；G为给水矩阵；F为不平衡流量列阵。
3 计算模型
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3.1 工程概况
羊圈河干流某抽水蓄能电站坐落在重庆市，承担重庆电网的调峰、填谷、储能、调频、调相和紧急事故备用等任务。下水库大坝采用碾压混凝土重力坝，坝轴线直线布置，与河流接近正交。坝顶高程982 m，河床部位建基面高程890 m，最大坝高92 m。大坝坝顶总长148 m，坝顶宽度8 m，坝底最大宽度为68.10 m。正常蓄水位977 m，相应库容1 077×104 m3。
下水库库区所处地质条件复杂，可溶岩层遭受长期溶蚀和侵蚀剥蚀作用，形成丰富的地下岩溶形态。下水库坝址区岩体按不同岩性和渗透系数分层，分为弱风化层、强风化层和微新岩体，河床断面地质见图1。库区整体岩溶发育较强，揭露溶洞多，层面溶蚀现象普遍，发育纵向岩溶管道，与构造线发育方向一致，为地下水提供了径流路径，易引起水库的绕坝渗漏，需做好相关的防渗措施。库区主要岩溶通道见图2。
3.2 有限元模型
规定x方向为顺河流方向，指向下游为正；y方向为坝轴线方向，指向左岸为正；z方向为竖直方向，竖直向上为正，建立模型。计算模型范围包括下水库全部建筑物及其影响区域，上、下游边界分别截取至下水库混凝土重力坝上游坡脚以上约2.2倍坝高200 m、下游护坦以外约1.8倍坝高155 m；左、右岸边界分别截取至左坝肩灌浆平洞以左265 m、右坝肩灌浆平洞以右410 m两岸山体；顶高程按实际地形考虑，底高程截至建基面以下约2倍坝高200 m，至微新及新鲜岩体。
本文重点分析岩溶地区布置防渗帷幕对岩溶地区渗流场的影响，对防渗帷幕和岩溶地形进行精细化建模，共生成70 529个节点，剖分70 632个单元。已知水头边界包括正常蓄水位上游977 m、下游893 m以下的给定水头边界，出渗边界包括羊圈河河道水位边界，不透水边界包括模型地面及四周截取边界。三维有限元网格划分及边界示意见图3。
4 结果与分析
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4.1 渗透系数反演分析
采用可变容差法[12]对17组钻孔水位的实测值进行计算值反演，选取其中具有代表性的10组钻孔水位与实测值进行对比，地下水位实测值与计算值误差见表1。由表1可知，相对误差最大值为5.84%，接近“最大坝高的5%”，对应材料分区渗透系数可用于进行后续计算。材料分区渗透系数见表2。
4.2 初步渗控方案分析
使用不布置防渗帷幕，库区总渗透流量4 071.84 m3/d，右岸绕渗范围较大，渗透量高于左岸，且存在溶洞影响，不利于库区稳定，因此需考虑防渗帷幕布置。
采用初步渗控方案，平面地下水位等值线见图4，最大剖面地下水位等势线见图5。库区渗流场蓄水后位势分布规律明确，右岸坝肩防渗帷幕范围外的地下水位高程高于正常蓄水位10 m，为985 m。左坝肩防渗帷幕范围外的地下水位高程低于正常蓄水位10 m，为965 m。右岸存在地下溶洞，且被防渗帷幕截断，导致库区地下水位等值线左右岸分布不均匀，在坝基处存在少量绕渗。坝址区左右岸地形、地质条件不对称，因此坝址区渗流场也不对称。坝址区天然地下水位较低，蓄水后河床坝基渗流明显。
库区各部位渗透流量和渗透坡降见表3。由表3可知，与不设置防渗帷幕相比，水库总渗透流量减少616.49 m3/d，其中河床渗透流量占比达到34%，减少了27%，河床基岩渗透流量减少了295.04 m3/d，初步渗控方案起到一定防渗效果。考虑水力条件均为稳定渗流，初步渗控方案下坝体和坝基排水孔渗透流量分别为110.5、112.7 m3/d，在防渗帷幕作用下，坝体和坝基排水孔渗透流量减小4.3%，略有效果。最大渗透坡降均处于规范要求10~30范围内，初步渗控方案存在一定合理性。
4.3 渗控方案对比及优化
在初步渗控方案的基础上进行防渗帷幕布置优化研究，以降低河床段和右岸的渗透量。通过改变两岸帷幕深度、坝基帷幕深度、右岸帷幕长度、设置双排帷幕4项指标，分析计算40组不同防渗帷幕布置方案对坝址区渗流场、渗透流量的影响，研究各指标对库区渗透量变化的敏感度，引入概念渗透量变化率β[13]作为参考指标。选取防渗帷幕初步防渗方案即GK1作为对照组进行分析，根据不同防渗布置方案的防渗效果推荐坝址区防渗帷幕优化布置方案。防渗帷幕布置优化分析计算方案见表4，由于分析方案较多，先将需要分析的方案按照控制指标数进行分组。表4中，3 Lu线以下3、5 m分别用数字3、5代替，是否布置双排帷幕用数字2、4代替。
4.3.1 单因素分析
对于右岸帷幕长度、坝基帷幕深度、两岸帷幕深度、布置双排帷幕单指标变化的方案，选取GK1分别与GK2~GK4、GK5、GK9、GK13、GK25进行单因素敏感性分析。
左岸、河床段、右岸渗透量变化率和总渗透量变化率见图6。由图6可知，右岸帷幕长度对右岸的渗透量影响很大，达到10%左右，表明延长或缩短右岸防渗帷幕的长度对右岸山体而言比较敏感。坝基帷幕深度缩短，对库区各部位渗透量变化均未超过5%，表明通过库区的渗透量对坝基帷幕深度变化的敏感性较弱。故在接下来的分析中，该项指标继续采取设计渗控方案，即坝基帷幕深度保持0.5倍坝前水头45 m。两岸帷幕深度加深对右岸山体的渗透量影响较大，左岸山体相比右岸山体渗透量减少率较低。坝基采用双排帷幕后，河床段渗透量减小率达到6%，坝基防渗效果显著提高，库区整体防渗效果提升不显著。
防渗帷幕最大渗透坡降及位置见表5。由表5可知，不同方案下，防渗帷幕最大渗透坡降数值变化不大，以GK1作为参照组，左岸最大渗透坡降减少率最大为1.9%，增加率最大为4.2%；坝基最大渗透坡降减少率最大为2.1%，增加率最大为1.4%；右岸最大渗透坡降减少率最大为5.6%，增加率最大为6.1%。左岸、坝基、右岸最大渗透坡降在允许值10~30范围内，坝体渗透稳定性得以保证。
4.3.2 双因素分析
现对右岸防渗帷幕长度与两岸帷幕深度、右岸防渗帷幕长度与设置双排帷幕、两岸帷幕深度与设置双排帷幕这3种指标组合，选取GK1分别与GK14~GK16、GK26~GK28、GK37进行两两组合的双因素分析。
左岸坝肩、左岸帷幕、河床帷幕、河床基岩、右岸坝肩、右岸帷幕渗透量变化率和总渗透量变化率见图7。当进一步细化库区渗透量构成组合时，在GK16即延长右岸帷幕60 m与加深左右岸帷幕深度2 m条件下，右岸坝肩和右岸基岩展现出较强的防渗效果，渗透量减少率达到了15%左右；在GK15即缩短右岸帷幕90 m+加深左右岸帷幕深度2 m的条件下，右岸渗透量增加率达到了10%左右，这也与单因素分析中得到的结论相吻合，在改变右岸帷幕长度和左右岸帷幕深度的情况下，右岸对于二者变化的敏感度较高。在右岸防渗帷幕变化与坝基设置双排帷幕这两项渗控指标的共同作用下，3组工况坝基渗透流量变化明显，减少率达到15%以上，说明双排帷幕对于坝基的渗控效果影响较大，同时，相比单独设置双排帷幕，右岸帷幕的长度变化对于坝基渗控也产生一定影响。在加深左右岸帷幕深度2 m与坝基布置双排帷幕这两项渗控指标共同作用下，GK37中的河床帷幕和河床坝肩的渗透流量变化率均大于5%，且河床帷幕渗透流量减少率大于15%，更近一步说明双排帷幕对于坝基的渗控效果影响较大。
4.3.3 三因素分析
针对单因素分析和双因素分析，目前已经初步判断右岸帷幕长度对右岸的敏感度优先级大于右岸帷幕深度，坝基设置双排帷幕对于河床段的优先级大于右岸帷幕长度和两岸帷幕深度，但三者之间的最终优先级判定仍有待分析，故先针对以上三种指标，选取GK1、GK38、GK39、GK40进行三因素分析。
左岸坝肩、左岸帷幕、河床帷幕、河床基岩、右岸坝肩、右岸帷幕渗透量变化率和总渗透量变化率见图8。由图8可知，在考虑三种因素共同作用时，两岸帷幕加深，部分水流被引流到了河床段，增加河床段坝基帷幕的拦水压力，导致坝基位置渗透量减少量变低。坝基帷幕段渗透量减少量相比于不考虑两岸帷幕深度加深，效果不显著。右岸防渗帷幕长度增加，对库区整体渗控起到积极作用，总渗漏量减少率有较大变化。
对于库区右岸，右岸帷幕长度起到关键性作用，坝基布置双排帷幕起到次级作用，两岸帷幕深度起到一定积极作用。对于河床段，坝基布置双排帷幕起到关键性作用，右岸帷幕长度起到次级作用，两岸帷幕深度起到一定积极作用。经过方案比选，并结合经济成本，采用坝基布置主副帷幕的渗控方案GK25，防渗效果更好，且可更好地应对坝基复杂地质条件和施工质量的不确定性，方案的可靠性更优。
5 结论
收起
a. 建立羊圈河某抽水蓄能电站下水库三维有限元模型，对库区主要建筑物和岩溶通道进行模拟。计算初步渗控方案满足现行规范要求，但渗透流量和渗透坡降接近临界值，需进一步优化。
b. 改变两岸帷幕深度、坝基帷幕深度、右岸帷幕长度、设置双排帷幕4项指标，经过单因素、多因素渗控方案优化比选，对于库区右岸和河床段，右岸帷幕长度与坝基布置双排帷幕分别起到关键作用。
c. 经过优化分析，库区坝基防渗帷幕深度为0.5倍坝前水头、两岸防渗帷幕深度为3 Lu线以下3 m、右岸防渗帷幕长度为200 m，在坝基位置可布置主副防渗帷幕，在适当增加经济成本的前提下，有利于坝基防渗效果的显著提升。
基金
收起
  • 综合交通实验室开放基金课题(MTF2023010)
  • 国家自然科学基金项目(52179130)
文献
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2025年第43卷第9期
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doi: 10.20040/j.cnki.1000-7709.2025.20241141
  • 接收时间：2024-06-21
  • 首发时间：2025-12-15
  • 出版时间：2025-09-25
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  • 收稿日期：2024-06-21
  • 修回日期：2024-07-31
基金
综合交通实验室开放基金课题(MTF2023010)
国家自然科学基金项目(52179130)
作者信息
    1a.河海大学 水利水电学院，江苏 南京 210098
    1b.河海大学 土木与交通学院，江苏 南京 210098
    2.河海大学水文水资源与水利工程科学国家重点实验室，江苏 南京 210000
    3.中华人民共和国交通运输部综合交通运输理论交通运输行业重点实验室（南京现代综合交通实验室），江苏 南京 211000
    4.河海大学电气与动力工程学院，江苏 南京 211100

通讯作者:

沈振中（1968-），男，博士、教授、博导，研究方向为工程渗流分析与控制，E-mail：
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2种不同金属材料的力学参数
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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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