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Article(id=1227591025921815424, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227591023870800760, articleNumber=null, orderNo=null, doi=10.16385/j.cnki.issn.1004-4523.202307064, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1690128000000, receivedDateStr=2023-07-24, revisedDate=1703692800000, revisedDateStr=2023-12-28, acceptedDate=null, acceptedDateStr=null, onlineDate=1770610108117, onlineDateStr=2026-02-09, pubDate=1754755200000, pubDateStr=2025-08-10, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1770610108117, onlineIssueDateStr=2026-02-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1770610108117, creator=13701087609, updateTime=1770610108117, updator=13701087609, issue=Issue{id=1227591023870800760, tenantId=1146029695717560320, journalId=1225147924628267009, year='2025', volume='38', issue='8', pageStart='1645', pageEnd='1934', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1770610107611, creator=13701087609, updateTime=1770610373804, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1227592140348388157, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227591023870800760, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1227592140348388158, tenantId=1146029695717560320, journalId=1225147924628267009, issueId=1227591023870800760, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=1878, endPage=1888, ext={EN=ArticleExt(id=1227591027289158536, articleId=1227591025921815424, tenantId=1146029695717560320, journalId=1225147924628267009, language=EN, title=Experimental study on seismic behavior of corroded L-shaped reinforced concrete shear walls, columnId=null, journalTitle=Journal of Vibration Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

To study the influence of different degrees of steel corrosion and axial compression ratio on the seismic performance of corroded L-shaped reinforced concrete （RC） shear walls，the test specimens of 5 L-shaped RC shear walls with a shear-to-span ratio of 2.5 were subjected to accelerated corrosion by using dry-wet cycle and external current corrosion method，then the specimens were subjected to a pseudo-static test. The test results show that with the increase of corrosion degree，the bearing capacity of the specimens gradually decreased，and the decrease rate of positive （flange tension） bearing capacity was higher than that of the negative （flange compression）. The specimen deformation and energy dissipation capacity deteriorated to varying degrees，the stiffness degradation aggravated，and the percentage of shear deformation in the positive peak point increased. When the degree of corrosion was equal，with the increase of the axial compression ratio，the positive failure mode of the corroded specimen developed into small eccentric failure progressively. In the meantime，the positive bearing capacity of the specimens first increased and then decreased，while the negative bearing capacity of the test specimens gradually increased，and the increase rate of the negative bearing capacity was greater than that of the positive； the deformation capacity of the specimens constantly decreased，and the decrease rate of the positive deformation capacity was greater than that of the negative； the energy dissipation capacity，shear deformation and percentage of shear deformation of the specimens all decreased continuously.

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为研究不同钢筋锈蚀程度与轴压比对锈蚀L形钢筋混凝土（RC）剪力墙抗震性能的影响规律，采用干湿循环-外加电流加速锈蚀方法，对5榀剪跨比为2.5的L形RC剪力墙试件进行加速锈蚀试验，随后进行拟静力加载。试验结果表明：随着锈蚀程度的增大，试件承载力逐渐降低，正向（翼缘受拉）承载力降幅大于负向（翼缘受压），试件变形能力、耗能能力发生不同程度的劣化，刚度退化不断加剧，正向峰值点剪切变形占比增大；当锈蚀程度相同时，随着轴压比的增大，锈蚀试件正向破坏向小偏心受压破坏发展，正向承载力先增大后减小，负向承载力逐渐增大，且负向承载力增幅更大，试件变形能力逐渐减小，正向变形能力减小幅度更大，试件耗能能力、剪切变形及其占比均逐渐减小。

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郑山锁（1960—），男，博士，教授。E-mail:
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阮升（1995—），男，博士研究生。E-mail:

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阮升（1995—），男，博士研究生。E-mail:

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阮升（1995—），男，博士研究生。E-mail:

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Civil Engineering Structure Test[M]. Beijing：China Architecture & Building Press，2001:219-221., articleTitle=null, refAbstract=null), Reference(id=1227653595663888495, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, doi=null, pmid=null, pmcid=null, year=1984, volume=17, issue=2, pageStart=135, pageEnd=144, url=null, language=null, rfNumber=[16], rfOrder=21, authorNames=HIRAISHI H, journalName=Bulletin of the New Zealand National Society for Earthquake Engineering, refType=null, unstructuredReference=HIRAISHI H. Evaluation of shear and flexural deformations of flexural type shear walls[J]. Bulletin of the New Zealand National Society for Earthquake Engineering，1984,17(2):135-144., articleTitle=Evaluation of shear and flexural deformations of flexural type shear walls, refAbstract=null)], funds=[Fund(id=1227653591431836673, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, awardId=52278530, language=CN, fundingSource=国家自然科学基金资助项目(52278530), fundOrder=null, country=null), Fund(id=1227653591549276165, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, awardId=2019YFC1509302, language=CN, fundingSource=国家重点研发计划项目(2019YFC1509302), fundOrder=null, country=null), Fund(id=1227653591679299598, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, awardId=2021ZDLSF06-10, language=CN, fundingSource=陕西省重点研发计划项目(2021ZDLSF06-10), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1227653580828635658, tenantId=1146029695717560320, 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figureFileBig=SDdOkySQAPh+fC40RP7lSQ==, tableContent=null), ArticleFig(id=1227653588315468722, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=图13, caption=试件刚度退化曲线, figureFileSmall=LN6VhiAoI51uuuK7Fft0jA==, figureFileBig=SDdOkySQAPh+fC40RP7lSQ==, tableContent=null), ArticleFig(id=1227653589691200437, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 1, caption=

Design parameters of L-shaped RC shear walls specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号剪跨比轴压比暗柱纵筋箍筋纵向分布筋（双排）水平分布筋（双排）设计锈蚀率/%
LW-12.50.2C8A6@100A8@125A8@1000
LW-22.50.2C8A6@100A8@125A8@1007
LW-32.50.2C8A6@100A8@125A8@10014
LW-42.50.1C8A6@100A8@125A8@10014
LW-52.50.3C8A6@100A8@125A8@10014
), ArticleFig(id=1227653589800252346, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表1, caption=

L形RC剪力墙试件设计参数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号剪跨比轴压比暗柱纵筋箍筋纵向分布筋（双排）水平分布筋（双排）设计锈蚀率/%
LW-12.50.2C8A6@100A8@125A8@1000
LW-22.50.2C8A6@100A8@125A8@1007
LW-32.50.2C8A6@100A8@125A8@10014
LW-42.50.1C8A6@100A8@125A8@10014
LW-52.50.3C8A6@100A8@125A8@10014
), ArticleFig(id=1227653589905109952, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 2, caption=

Mechanical properties of reinforcement

, figureFileSmall=null, figureFileBig=null, tableContent=
钢筋牌号钢筋直径d/mm屈服强度fy/MPa极限强度fu/MPa弹性模量Es/MPa
HRB4008403.70618.052.0×105
HPB3008319.88437.542.1×105
HPB3006411.98614.122.1×105
HRB40018441.27616.852.0×105
), ArticleFig(id=1227653590035133382, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表2, caption=

钢筋力学性能

, figureFileSmall=null, figureFileBig=null, tableContent=
钢筋牌号钢筋直径d/mm屈服强度fy/MPa极限强度fu/MPa弹性模量Es/MPa
HRB4008403.70618.052.0×105
HPB3008319.88437.542.1×105
HPB3006411.98614.122.1×105
HRB40018441.27616.852.0×105
), ArticleFig(id=1227653590148379594, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 3, caption=

Parameters of corrosion test

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号ηd/%ds/mmi/(A·m-2)t/h
LW-10000
LW-270.142535.6
LW-3140.2921091.8
LW-4140.2921091.8
LW-5140.2921091.8
), ArticleFig(id=1227653590295180243, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表3, caption=

锈蚀试验参数

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号ηd/%ds/mmi/(A·m-2)t/h
LW-10000
LW-270.142535.6
LW-3140.2921091.8
LW-4140.2921091.8
LW-5140.2921091.8
), ArticleFig(id=1227653590404232153, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 4, caption=

Corrosion rates of reinforcement

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号ηl/%ηv/%ηh/%ηs/%ηa/%
LW-100000
LW-26.224.359.1211.298.02
LW-311.119.4220.5518.6716.25
LW-410.579.8719.8920.4416.16
LW-510.9710.3921.2620.6516.98
), ArticleFig(id=1227653590521672666, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表4, caption=

钢筋锈蚀率

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号ηl/%ηv/%ηh/%ηs/%ηa/%
LW-100000
LW-26.224.359.1211.298.02
LW-311.119.4220.5518.6716.25
LW-410.579.8719.8920.4416.16
LW-510.9710.3921.2620.6516.98
), ArticleFig(id=1227653590630724576, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 5, caption=

Load values of characteristic points for skeleton curves

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向开裂Pc/kN屈服Py/kN峰值Pm/kN破坏Pu/kN
LW-1正147.10225.25264.96225.21
负-99.62-156.01-187.67-159.52
LW-2正134.26214.09250.41212.85
负-94.88-152.18-182.24-154.91
LW-3正127.10208.47241.27205.08
负-81.31-146.83-174.87-148.64
LW-4正91.22174.87207.98176.79
负-60.31-107.19-129.05-109.70
LW-5正172.06205.06237.86202.18
负-129.36-183.66-212.78-207.32
), ArticleFig(id=1227653590760748005, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表5, caption=

骨架曲线特征点荷载值

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向开裂Pc/kN屈服Py/kN峰值Pm/kN破坏Pu/kN
LW-1正147.10225.25264.96225.21
负-99.62-156.01-187.67-159.52
LW-2正134.26214.09250.41212.85
负-94.88-152.18-182.24-154.91
LW-3正127.10208.47241.27205.08
负-81.31-146.83-174.87-148.64
LW-4正91.22174.87207.98176.79
负-60.31-107.19-129.05-109.70
LW-5正172.06205.06237.86202.18
负-129.36-183.66-212.78-207.32
), ArticleFig(id=1227653590848828394, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 6, caption=

Displacement values of characteristic points for skeleton curves

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向开裂Δc/mm屈服Δy/mm峰值Δm/mm极限Δu/mmθp/%
LW-1正4.5010.7523.8627.080.82
负-2.95-10.01-27.02-32.951.15
LW-2正4.1410.3320.9425.610.76
负-2.90-9.77-23.80-30.941.06
LW-3正4.1010.2020.7724.650.72
负-2.52-9.48-21.00-29.981.03
LW-4正2.959.9320.9930.111.01
负-2.17-9.41-24.00-32.051.13
LW-5正5.557.9911.8021.280.66
负-3.56-7.65-17.99-21.000.67
), ArticleFig(id=1227653590966268908, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表6, caption=

骨架曲线特征点位移值

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向开裂Δc/mm屈服Δy/mm峰值Δm/mm极限Δu/mmθp/%
LW-1正4.5010.7523.8627.080.82
负-2.95-10.01-27.02-32.951.15
LW-2正4.1410.3320.9425.610.76
负-2.90-9.77-23.80-30.941.06
LW-3正4.1010.2020.7724.650.72
负-2.52-9.48-21.00-29.981.03
LW-4正2.959.9320.9930.111.01
负-2.17-9.41-24.00-32.051.13
LW-5正5.557.9911.8021.280.66
负-3.56-7.65-17.99-21.000.67
), ArticleFig(id=1227653591100486642, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=EN, label=Tab. 7, caption=

Shear deformation of specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向屈服点峰值点
剪应变γ/10-3剪切变形占比(Δs/Δt)/%剪应变γ/10-3剪切变形占比(Δs/Δt)/%
LW-1正0.72414.061.72814.67
负-1.00921.81-3.12524.38
LW-2正0.62612.871.54715.25
负-0.90220.55-2.53422.84
LW-3正0.50310.631.68016.67
负-0.83119.48-2.06621.25
LW-4正0.56812.202.06120.28
负-1.00523.75-3.00626.81
LW-5正0.3599.700.69512.52
负-0.45413.04-1.16313.78
), ArticleFig(id=1227653591213732854, tenantId=1146029695717560320, journalId=1225147924628267009, articleId=1227591025921815424, language=CN, label=表7, caption=

试件剪切变形

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号加载方向屈服点峰值点
剪应变γ/10-3剪切变形占比(Δs/Δt)/%剪应变γ/10-3剪切变形占比(Δs/Δt)/%
LW-1正0.72414.061.72814.67
负-1.00921.81-3.12524.38
LW-2正0.62612.871.54715.25
负-0.90220.55-2.53422.84
LW-3正0.50310.631.68016.67
负-0.83119.48-2.06621.25
LW-4正0.56812.202.06120.28
负-1.00523.75-3.00626.81
LW-5正0.3599.700.69512.52
负-0.45413.04-1.16313.78
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锈蚀L形钢筋混凝土剪力墙抗震性能试验研究
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阮升 1, 2 , 郑山锁 1, 2 , 张欣 1, 2 , 李浩冲 1, 2 , 罗雨欣 1, 2
振动工程学报 | 2025,38(8): 1878-1888
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振动工程学报 | 2025, 38(8): 1878-1888
锈蚀L形钢筋混凝土剪力墙抗震性能试验研究
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阮升1, 2 , 郑山锁1, 2 , 张欣1, 2, 李浩冲1, 2, 罗雨欣1, 2
作者信息
  • 1.西安建筑科技大学土木工程学院，陕西 西安 710055
  • 2.西安建筑科技大学结构工程与抗震教育部重点实验室，陕西 西安 710055

    • 阮升（1995—），男，博士研究生。E-mail:

通讯作者:

郑山锁（1960—），男，博士，教授。E-mail:
Experimental study on seismic behavior of corroded L-shaped reinforced concrete shear walls
Sheng RUAN1, 2 , Shansuo ZHENG1, 2 , Xin ZHANG1, 2, Haochong LI1, 2, Yuxin LUO1, 2
Affiliations
  • 1.College of Civil Engineering，Xi’an University of Architecture and Technology，Xi’an 710055，China
  • 2.Key Lab of Structural Engineering and Earthquake Resistance，Ministry of Education，Xi’an University of Architecture and Technology，Xi’an 710055，China
出版时间: 2025-08-10 doi: 10.16385/j.cnki.issn.1004-4523.202307064
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摘要
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为研究不同钢筋锈蚀程度与轴压比对锈蚀L形钢筋混凝土（RC）剪力墙抗震性能的影响规律，采用干湿循环-外加电流加速锈蚀方法，对5榀剪跨比为2.5的L形RC剪力墙试件进行加速锈蚀试验，随后进行拟静力加载。试验结果表明：随着锈蚀程度的增大，试件承载力逐渐降低，正向（翼缘受拉）承载力降幅大于负向（翼缘受压），试件变形能力、耗能能力发生不同程度的劣化，刚度退化不断加剧，正向峰值点剪切变形占比增大；当锈蚀程度相同时，随着轴压比的增大，锈蚀试件正向破坏向小偏心受压破坏发展，正向承载力先增大后减小，负向承载力逐渐增大，且负向承载力增幅更大，试件变形能力逐渐减小，正向变形能力减小幅度更大，试件耗能能力、剪切变形及其占比均逐渐减小。

钢筋混凝土剪力墙  /  拟静力试验  /  抗震性能  /  钢筋锈蚀  /  干湿循环

To study the influence of different degrees of steel corrosion and axial compression ratio on the seismic performance of corroded L-shaped reinforced concrete （RC） shear walls，the test specimens of 5 L-shaped RC shear walls with a shear-to-span ratio of 2.5 were subjected to accelerated corrosion by using dry-wet cycle and external current corrosion method，then the specimens were subjected to a pseudo-static test. The test results show that with the increase of corrosion degree，the bearing capacity of the specimens gradually decreased，and the decrease rate of positive （flange tension） bearing capacity was higher than that of the negative （flange compression）. The specimen deformation and energy dissipation capacity deteriorated to varying degrees，the stiffness degradation aggravated，and the percentage of shear deformation in the positive peak point increased. When the degree of corrosion was equal，with the increase of the axial compression ratio，the positive failure mode of the corroded specimen developed into small eccentric failure progressively. In the meantime，the positive bearing capacity of the specimens first increased and then decreased，while the negative bearing capacity of the test specimens gradually increased，and the increase rate of the negative bearing capacity was greater than that of the positive； the deformation capacity of the specimens constantly decreased，and the decrease rate of the positive deformation capacity was greater than that of the negative； the energy dissipation capacity，shear deformation and percentage of shear deformation of the specimens all decreased continuously.

reinforced concrete shear walls  /  pseudo-static test  /  seismic behavior  /  reinforcement corrosion  /  dry-wet cycle
阮升, 郑山锁, 张欣, 李浩冲, 罗雨欣. 锈蚀L形钢筋混凝土剪力墙抗震性能试验研究. 振动工程学报, 2025 , 38 (8) : 1878 -1888 . DOI: 10.16385/j.cnki.issn.1004-4523.202307064
Sheng RUAN, Shansuo ZHENG, Xin ZHANG, Haochong LI, Yuxin LUO. Experimental study on seismic behavior of corroded L-shaped reinforced concrete shear walls[J]. Journal of Vibration Engineering, 2025 , 38 (8) : 1878 -1888 . DOI: 10.16385/j.cnki.issn.1004-4523.202307064
正文
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钢筋混凝土（RC）结构在服役过程中受环境侵蚀，会产生耐久性损伤，并随结构服役年限增长而逐渐加重，其中，钢筋锈蚀是RC结构最主要的耐久性损伤之一[1]。钢筋锈蚀会造成钢筋力学性能削弱、钢筋与混凝土粘结性能退化、混凝土保护层剥落等，最终导致RC结构抗震性能劣化[2]。为探究锈蚀RC结构抗震性能的劣化规律，国内外学者针对各类不同锈蚀程度的RC构件开展了大量拟静力试验研究[2-6]，试验结果表明，钢筋锈蚀会导致RC构件的承载力与变形能力出现不同程度的退化，钢筋锈蚀的不利影响在RC结构抗震性能评估中不容忽视。
剪力墙是RC结构中一种重要的抗侧力构件。在进行结构平面布置时，为了减少墙体对建筑空间、使用功能的影响，通常将一字形剪力墙组合成T形、L形、工字形等截面形式，形成带翼缘剪力墙。THOMSEN等[7]、PALERMO等[8]、SITTIPUNT等[9]分别对不同截面形式的带翼缘剪力墙进行了拟静力试验，发现带翼缘剪力墙的破坏模式和抗震性能明显区别于一字形墙，因此，需要考虑翼缘的增强作用，对带翼缘剪力墙进行单独研究。而在多种截面形式剪力墙中，L形通常可作为转角墙进行布置，具有很强的实用性。LI等[10]对不同肢厚比的L形RC剪力墙进行了试验研究，比较了肢厚比变化对L形剪力墙抗震性能的影响，并给出了最优肢厚比建议；HAN等[11]基于12榀不同设计参数的L形RC剪力墙拟静力试验，重点研究了L形剪力墙变形指标限值；史庆轩等[12]、曹万林等[13]通过L形RC剪力墙抗震性能试验，指出L形剪力墙翼缘受拉与翼缘受压方向的抗震性能存在明显差异。但上述研究均面向完好L形RC剪力墙，锈蚀L形RC剪力墙相关研究至今鲜有报道，事实上，由于L形剪力墙本身存在不对称性，钢筋锈蚀对其不同加载方向上承载力与变形性能等的影响规律也会有所不同。因此，为了更全面地实现既有建筑抗震性能评估，有必要开展锈蚀L形RC剪力墙抗震性能研究。
鉴于此，本文采用干湿循环-外加电流加速锈蚀方法，对5榀剪跨比为2.5的L形RC剪力墙进行了加速锈蚀试验，进而对不同锈蚀程度试件开展拟静力试验，记录其破坏过程，系统研究钢筋锈蚀程度与轴压比对L形RC剪力墙各项抗震性能指标的影响规律，以期为既有建筑抗震性能评定提供理论支撑。
1　试验概况
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1.1　试件设计与制作
本文以钢筋锈蚀程度与轴压比为变化参数，共设计了5榀剪跨比为2.5的L形RC剪力墙试件，成品试件墙体净高度为1800 mm，墙肢截面厚度为100 mm，肢厚比为8，两肢长度相等，墙肢混凝土保护层厚度为10 mm，两段墙肢交界处以及自由端均设置暗柱。底座高度为500 mm，截面尺寸为1600 mm×1000 mm，顶梁高度为400 mm，截面尺寸为1000 mm×900 mm。试件详细尺寸与配筋如图1所示，设计参数如表1所示。
受锈蚀试验空间限制，试件采用分离式浇筑方法，首先浇筑墙体，养护28 d后，进行锈蚀试验，待达到设计锈蚀程度，再浇筑顶梁与底座。浇筑墙体时，除预留伸入底座与顶梁的纵筋与竖向分布筋，还在其底座和顶梁方向分别浇筑200和100 mm的嵌固端，即一次浇筑墙体高度为2100 mm，并在嵌固端预留顶梁与底座的钢筋孔洞，二次浇筑时，对嵌固端混凝土进行凿毛处理，进而保证墙体与底座、顶梁的锚固效果。
1.2　材料性能
试验采用C40强度等级的细石混凝土，28 d轴心抗压强度fc=32.10 MPa，弹性模量Ec=3.1×104 MPa。墙体暗柱纵筋与底座顶梁纵筋为HRB400级钢筋，墙体分布筋、箍筋与底座顶梁箍筋为HPB300级钢筋，材性试验测得钢筋力学性能如表2所示。
1.3　锈蚀方案
RC结构在自然环境下锈蚀，钢筋靠近保护层一侧锈蚀严重，与常规电化学锈蚀产生的均匀锈蚀形态不同。干湿循环-外加电流加速锈蚀方法[14]利用干湿循环过程中的水分蒸发，诱导混凝土内部形成氯离子浓度差，模拟氯离子的扩散侵入，再通电加速锈蚀，最终得到的钢筋锈蚀形态接近自然锈蚀形态。
因此，试验将该加速锈蚀方法应用于L形剪力墙试件：首先对墙板预留伸入底座与顶梁的钢筋进行防锈处理，随后在墙体表面包裹一层吸水棉，吸水绵外包裹一层不锈钢网片，令试件、吸水棉、不锈钢网片三者贴合，然后向吸水棉中注入5%氯化钠溶液，并通过水泵与定时插座，定期向吸水棉中补充溶液，使其保持充分湿润，确保试件始终处于氯离子侵蚀环境中。待试件完全浸湿，将恒流电源正极与墙体伸出钢筋相连接，负极与不锈钢网片相连接，通电加速锈蚀，通电锈蚀与湿润4 d后，断电风干3 d，完成一次干湿循环。重复干湿循环过程，直至达到设计锈蚀程度。通电锈蚀时长依据法拉第定律进行计算：
t=ρsZFeFdsMFei
ds=0.5d(1-1-ηd)
式中，t为通电锈蚀时长；F为法拉第常数；ρs表示钢筋密度；d、ds和ηd分别为钢筋直径、平均锈蚀深度和设计锈蚀率；ZFe和MFe分别为铁的电解化合价和相对原子质量；i为腐蚀电流密度。图2为锈蚀试验装置，各试件锈蚀试验参数如表3所示。
1.4　加载方案
完成锈蚀试验后，采用悬臂式加载方式进行L形RC剪力墙拟静力加载试验。
（1）加载装置：恒定的轴压力由带滚轴的千斤顶施加于L形截面形心处，滚轴可以保证千斤顶在水平方向随试件变形而自由移动；水平往复荷载由100 kN电液伺服作动器施加，加载点位于腹板垂直中线与顶梁水平中线的交点处，为L形截面剪切中心；采用侧向支撑与滑轮限制试件平面外转动。
（2）测量内容：沿试件水平加载点轴线布置位移计，测量荷载-位移滞回曲线；在腹板与翼缘布置位移计，测量墙体弯曲、剪切变形以及墙体测量区域的水平位移；在底座布置位移计，监测试件底部滑移。试验加载装置与详细测点布置如图3所示。
（3）加载制度：试验设定L形剪力墙翼缘受拉为加载正方向，翼缘受压为加载负方向。为便于比较不同设计参数剪力墙的抗震性能，试验采用位移控制加载方案，基于有限元初步分析结果，选取6 mm为加载制度中的屈服点，试件屈服前，水平位移级差为1.5 mm，每级加载循环1次；试件加载位移达6 mm后，以3 mm水平位移为级差进行加载，每级加载循环3次。最终，当试件正、负方向的水平荷载下降至峰值荷载的85%，或墙体破坏严重而无法继续受荷时停止加载。试验加载制度如图4所示。
2　锈蚀试验结果
收起
2.1　锈蚀现象
2.1.1　试件锈蚀状态
锈蚀L形剪力墙试件表面有较大面积的红褐色锈蚀产物析出，且分布较为均匀，表明试件整体锈蚀程度较为均匀。混凝土中钢筋锈蚀达到一定程度后，锈蚀产物堆积产生的膨胀力将导致混凝土保护层开裂，甚至剥落。因此，伴随锈蚀产物析出，锈蚀L形剪力墙试件表面还产生了大量锈胀裂缝，如图5所示。一些宽度较大的裂缝，其主要沿纵筋与分布筋方向延伸，通长发展；箍筋裂缝则较为细小，呈断续放射状发展。
L形剪力墙腹板与翼缘连接处以及自由端暗柱纵筋受到来自两个方向的氯离子侵蚀，因此腹板与翼缘连接处以及自由端附近裂缝宽度较大，沿纵筋延伸长度较长。竖向分布筋只受到来自一个方向的氯离子侵蚀，因此试件中部分布筋裂缝宽度相对较小。
2.1.2　钢筋锈蚀状态
拟静力加载结束后，破除试件，取出锈蚀钢筋，不同设计锈蚀率试件的典型钢筋锈蚀形态如图6所示。可以看出，锈蚀钢筋均出现了明显的面积削减并伴随不同程度的坑蚀，锈蚀程度越大，截面面积削减越多，坑蚀程度越严重。
各类钢筋都在靠近保护层一侧出现了明显的单侧锈蚀状态，这主要是由两方面原因造成，一方面，不同侵蚀深度下的湿度、氯离子浓度存在差异；另一方面，钢筋靠近保护层一侧，更接近电源负极，其表面腐蚀电流大于另一侧。此外，箍筋的角部由于受到氯离子的双向侵蚀，锈蚀也更为严重。可见锈蚀效果与自然锈蚀形态较为接近。
2.2　钢筋锈蚀率
将锈蚀试件破除后，在各试件中分别截取相同长度的暗柱纵筋、纵向分布筋、水平分布筋各9根，取暗柱箍筋9根，刮除锈蚀钢筋表面附着的混凝土，采用12%的盐酸溶液清洗钢筋表面，洗净铁锈后用清水漂净，并采用石灰水中和，再使用清水冲净并擦干，放入干燥箱烘干后称重。由于钢筋截取过程为手工操作，难以保证钢筋长度完全一致，因此在对锈蚀钢筋称重后，也对其长度进行重新测量，计算锈蚀钢筋线密度，即钢筋单位长度的质量，以线密度损失率表征钢筋锈蚀程度，计算公式如下：
η=ρ0-ρ1ρ0×100%
式中，η为以线密度损失率表示的钢筋锈蚀率；ρ0为预留完好钢筋的线密度；ρ1为锈蚀钢筋的线密度。最终，以所取各类锈蚀钢筋9根锈蚀率测量均值作为该试件钢筋的实际锈蚀率，其测算结果如表4所示。
从表4中可以看出，各锈蚀试件的平均锈蚀率与设计锈蚀率较为接近，试件水平分布筋与暗柱箍筋的锈蚀率明显大于暗柱纵筋与纵向分布筋，这是由钢筋位置决定的，水平分布筋与暗柱箍筋更接近保护层，其周围湿度与氯离子浓度均大于暗柱纵筋与纵向分布筋，因此，水平分布筋与暗柱箍筋锈蚀率更大。不同锈蚀程度试件的钢筋锈蚀率差异明显，而设计锈蚀程度相同的试件LW-3、LW-4、LW-5的纵筋锈蚀率与平均锈蚀率均较为接近，可以认为三者锈蚀程度基本相同。
3　抗震性能试验结果
收起
3.1　试件破坏过程与形态
L形剪力墙试件裂缝分布与破坏形态如图7所示。可以看出，所有试件均发展出弯曲裂缝与剪切斜裂缝，破坏模式均为弯剪破坏，但不同设计参数下的试件，裂缝发展以及最终破坏形态有所差异。
L形RC剪力墙加载破坏过程基本相似，以试件LW-1为例：当负向加载位移达到-2.95 mm时，试件自由端暗柱底部出现第一条裂缝；当正向加载位移达到+4.50 mm时，腹板与翼缘连接处外侧角部出现第一条正向加载裂缝。随着加载的继续进行，裂缝数量沿试件高度逐渐增多，裂缝长度沿水平方向发展一定长度后，与水平线约呈30°~45°角向试件底部延伸。正向加载时，裂缝水平开展长度约为100 mm，随后即斜向下开展；负向加载时，裂缝水平开展长度较长，约为300 mm，并且沿试件高度向上，裂缝水平开展长度略有减小。加载位移达到-6 mm时，腹板自由端最外侧纵筋受拉屈服。加载位移达到+9 mm时，试件正向加载最外侧纵筋受拉屈服。当加载位移为+12 mm时，试件自由端角部产生细小竖向劈裂裂缝，此外，伴随新的斜裂缝沿试件高度产生，原有裂缝继续延伸；加载位移达到+18 mm时，腹板自由端角部混凝土保护层开始压碎，出现部分脱落，劈裂裂缝不断变宽；加载位移达到-18 mm时，自由端水平裂缝宽度持续增加，此时，已基本不再产生新裂缝。当加载至+24 mm时，腹板自由端角部出现外鼓，说明暗柱纵筋屈曲，自由端底部混凝土保护层完全剥落，并且出现更多的劈裂裂缝，此时，试件正向达到峰值荷载。加载位移达到-27 mm时，腹板约束端外侧角部混凝土出现劈裂裂缝，混凝土保护层出现酥落，此时，试件负向达到峰值荷载。加载位移达到+27 mm时，腹板自由端暗柱纵筋屈曲更加严重，外鼓混凝土完全剥落，核心区混凝土压碎破坏，试件正向水平荷载基本达到极限荷载；加载位移达到-33 mm时，随着连续的几声巨响，腹板自由端外侧两排暗柱纵筋接连拉断，试件负向水平荷载降至峰值荷载85%以下，加载结束，LW-1破坏形态如图7（a）所示。
对比轴压比相同，锈蚀程度不同的试件LW-1、LW-2和LW-3，随着锈蚀程度的增大，试件底部主裂缝数量相对减少，间距有所增大，但锈蚀试件的一条主裂缝通常由多条放射状发展的细小裂缝最终汇集而成，故裂缝显得相对密集，这是因为试件中存在未得到释放的锈胀力以及大量已产生的锈胀裂缝；同时，裂缝产生的高度略有降低，但宽度增大，裂缝水平发展长度增加，斜裂缝延伸角度亦增大；随着锈蚀程度的增大，混凝土破碎剥落区域沿剪切斜裂缝向上扩展，如图7（c）所示，这主要是因为水平分布筋截面面积减小，导致试件的抗剪承载力减弱。总体而言，随着锈蚀程度的增大，墙体表现出更加明显的剪切破坏特征。
对于锈蚀程度相同，轴压比不同的试件LW-3、LW-4和LW-5，随轴压比增大，裂缝产生及发展速度减缓，裂缝长度与宽度减小，裂缝产生高度逐渐降低，裂缝间距有所减小；试件LW-3（0.2）相比于LW-4（0.1），腹板自由端根部混凝土破碎面积更大，破坏更为严重；轴压比为0.3的LW-5试件，最终在正向加载过程中骤然压溃，核心区混凝土破坏严重，但由于试件破坏与加载终止较早，因此混凝土在循环加载过程中破损区域较小。
3.2　滞回曲线
各L形剪力墙试件滞回曲线如图8所示，图中n为轴压比。从图8中可以看出，试件滞回曲线呈中部不对称内凹的弓形，试件滞回曲线较为饱满，表现出较好的耗能能力。试件开裂前，处于弹性状态，加、卸载曲线基本重合；试件开裂后，滞回环面积增大，但仍较为细长，卸载时残余位移开始明显；钢筋屈服后，试件滞回环面积显著增大，耗能增加，加载曲线斜率逐渐减小，由于裂缝的持续发展与塑性变形的累积，残余位移不断增大，同级位移下强度与刚度明显退化，滞回环不重合；达到峰值荷载后，同级位移下试件强度与刚度退化更为严重，滞回环表现出捏拢现象，耗能能力减弱。
此外，滞回曲线正、负向表现出明显的不对称性，正向加载时滞回环面积相对狭长，负向加载时滞回环面积更为饱满，表现出更好的耗能能力。正向加载时，水平荷载下降更快，破坏更迅速，同级位移下的强度衰减与刚度退化较负向加载时也更为严重；试件由正向加载向负向加载转换时，捏拢现象不明显，而试件由负向加载向正向加载转换时，则表现出明显的捏拢现象。这是由于正向加载时受压区高度大，受拉钢筋多，翼缘所产生的裂缝较少，宽度较小，并限制了剪切裂缝的进一步发展，导致正向卸载再向负向加载时裂缝闭合影响较小。而负向加载时，截面受压区高度较小，自由端充分受拉，钢筋滑移较大，贯通裂缝数量较多，裂缝发展的宽度更大，长度更长，因此由负向加载向正向加载转换时，裂缝闭合带来了更为严重的捏拢现象。
对比轴压比相同、锈蚀程度不同的试件LW-1、LW-2和LW-3可以看到，随着锈蚀程度的增大，滞回环饱满程度降低，捏拢现象更加明显，耗能能力减弱，试件正负向承载力降低，峰值荷载出现得更早，水平荷载下降速率更快。
对比锈蚀程度相同、轴压比不同的试件LW-4、LW-3和LW-5可以发现，随着轴压比的增大，滞回环饱满程度降低，试件刚度增大，极限位移减小，破坏提前，水平荷载下降速率加快，同级位移下强度衰减更为严重。其中，由于轴压力较大，LW-5试件正向加载时试件破坏与加载终止较早，所以其负向加载时并未出现严重破坏，强度衰减较小。
3.3　骨架曲线与特征点
根据试验滞回曲线绘制不同设计参数下L形RC剪力墙试件骨架曲线如图9所示。从图9中可以看出，试件开裂前，骨架曲线近似呈线性发展，开裂后开始逐渐表现出非线性特征，并在钢筋屈服时出现较为明显的拐点，随着位移的增大，弹塑性变形特征愈发明显，达到峰值点后，荷载开始减小，骨架曲线下降，直至试件破坏。
同时可以看到，试件正、负骨架曲线差异较大，主要表现为正向承载力大于负向，正向变形能力小于负向，正向加载时荷载增长与下降速率均大于负向。这是因为正向加载时，翼缘中配置的纵向钢筋提供了较大的拉力，显著提高了正向承载能力，也有助于正向加载时荷载的快速增长，但这也导致截面受压区高度增大，腹板自由端混凝土压缩变形更大，更易压碎破坏，进而变形能力变差，水平荷载下降速率增大；负向加载时，试件用于截面力矩平衡的钢筋数量减少，钢筋所提供拉力减小，导致承载力较小，而翼缘此时处于截面受压区，其较大的宽度使得截面受压区高度较小，在循环加载中受压区混凝土累积的损伤较少，破坏较小，试件最终主要因受拉钢筋拉断而破坏，充分发挥了钢材的延性，故负向加载时变形能力较好，水平荷载下降速率更慢。
从图9（a）中可以看出，随着锈蚀程度的增大，试件正负向承载力降低，骨架曲线拐点提前，加载位移相同时荷载减小，极限点与屈服点之间的平台段逐渐缩短，极限位移减小，变形能力减弱。这是由于钢筋截面面积削弱逐渐严重，导致纵筋有效受力面积与箍筋约束能力减弱，进而对试件承载力与变形能力产生不利影响。
由图9（b）可以发现，随着轴压比的增大，试件正向承载力出现先增大后减小的趋势，负向承载力逐渐增大，这是由于L形剪力墙截面面积较大，相比于矩形剪力墙，正向加载时相同轴压比下截面受压区高度更大，当轴压比达到0.2时，试件LW-3截面受压区高度已接近界限受压区高度，当轴压比继续增长达到0.3时，LW-5试件发生小偏心受压破坏，此时，承载能力反而降低；负向加载时，翼缘宽度较大，则随着轴压力增大，截面受压区高度变化不大，试件属于大偏心破坏，故承载力随轴压力增大而增大。从图中还可以看出，随着轴压比的增大，试件荷载增长与峰值后下降速率增大，极限点与屈服点之间的平台段缩短，试件变形能力变差，这是因为轴压比增大，混凝土更易压碎、钢筋更易压屈，加载后期更大的二阶效应也加速了试件的破坏进程。
试件各特征点荷载值（Pi）与位移值（Δi）分别如表5和6所示。其中，开裂点（Pc，Δc）取为加载过程中试件出现第一条裂缝时的状态，屈服点（Py，Δy）根据骨架曲线采用能量等效法[15]计算，峰值点（Pm，Δm）取为峰值荷载点，极限点（Pu，Δu）取为水平荷载降至85%峰值荷载或试件完全破坏点。同时，采用塑性转角θp量化表征锈蚀L形RC剪力墙的延性，计算公式如下：
θp=(Δu-Δy)/L
式中，L为试件加载高度，即加载中心至墙根的距离。塑性转角计算结果如表6所示。
从表5和6中可以看出，负向加载时，各特征点荷载值均小于正向；负向加载时开裂与屈服位移小于正向，说明腹板自由端缺少翼缘约束，更易拉裂，且负向加载时截面受压区高度更小，钢筋更易屈服；负向加载时峰值位移、极限位移与塑性转角均大于正向，说明试件负向加载时具有更好的变形能力。
根据表5和6可以发现，随着锈蚀程度的增大，试件正负向开裂点、屈服点、峰值点、极限点的荷载与位移值均减小，平均锈蚀率为16.25%的LW-3试件相比于完好试件LW-1，正、负向峰值荷载分别降低了8.94%和6.82%，正、负向极限位移分别降低了8.97%和9.01%，正、负向塑性转角分别降低了12.20%和10.43%，说明钢筋锈蚀导致L形RC剪力墙承载力与变形能力发生退化，且正向承载力退化更为严重。
由表5和6可得，随着轴压比的增大，试件正、负向开裂点荷载与位移值逐渐增大，说明较大的轴压力能抑制裂缝开展；正向屈服点、峰值点荷载先增大后减小，而负向屈服点、峰值点荷载则逐渐增大，说明适当增大轴压比能提高锈蚀L形RC剪力墙的承载力，但幅度有限；正、负向峰值点位移、极限点位移与塑性转角均逐渐减小，表明减小轴压比可提高锈蚀L形RC剪力墙的变形能力。与轴压比为0.1的LW-4试件相比，轴压比为0.2的LW-3试件正、负向峰值荷载分别提高了16.01%和35.51%，正、负向极限位移分别降低了18.13%和6.46%，正、负向塑性转角分别降低了28.71%和8.85%。可以看出，对于锈蚀L形RC剪力墙承载能力，轴压比变化对负向的影响更大，而对于试件变形能力，轴压比变化对正向的影响更为显著。
3.4　剪切变形分析
试验中剪力墙均发展出较为明显的剪切斜裂缝，破坏形式为弯剪破坏，因此，有必要对L形RC剪力墙试件剪切变形进行计算，以分析钢筋锈蚀与轴压比对锈蚀L形RC剪力墙试件剪切变形的影响。本试验剪切变形测量高度为1200 mm，基本涵盖了裂缝分布范围，为保证测量精度，分为两段测量计算，每段测量高度为600 mm。
由于测量区域还包含了较大的弯曲变形，故计算试件剪切变形时采用HIRAISHI[16]建议的公式：
Δsi=di12-hi2-di22-hi22+      (12-α)hi(Hfi1-Hfi2)b
Δs=∑i=12Δsi
γ=Δsh
式中，Δsi为试件第i段测量高度hi范围内产生的剪切位移；b为量测的截面高度；di1=d+δsi1，di2=d+δsi2，其中，d为量测区域对角线长度，δsi1和δsi2为对角线变化量，以拉伸为正，压缩为负，由交叉布置的位移计测得；Hfi1=δfi1+δfi3，Hfi2=δfi2+δfi4，其中，δfi1、δfi3与δfi2、δfi4分别为图10中受拉侧与受压侧竖向位移计量测数据，以拉伸为正，压缩为负；α取为0.67；Δs为试件h（1200 mm）高度处剪切变形引起的水平位移；γ为剪应变。
计算简图如图10所示。式（5）能够剔除剪切变形计算中所包含的弯曲变形。最终计算结果如表7所示，其中，Δs/Δt为剪切位移与试件1200 mm高度处总水平位移的比值，其柱状图如图11所示。
由表7与图11可知，试件正向加载时剪应变与剪切变形占比均小于负向加载，这是由于正向加载时，试件受压区高度大，裂缝数量较少，同时，翼缘也限制了正向斜裂缝的进一步发展；而负向加载时斜裂缝更易发展与贯通，因此，剪切变形更大，占比也更多，这与滞回曲线正负向表现的捏拢相一致。
试件峰值点剪应变与剪切变形占比均大于屈服点，这是由于试件初始受弯时，首先产生水平裂缝，随后水平裂缝斜向发展，此时剪切变形增长速率开始增大，弯曲变形增长速率减小，当加载位移较大时，已不再产生新的水平裂缝，而原有裂缝仍沿斜向持续发展，故剪切变形增长速率仍能缓步提升。因此，剪应变与剪切变形占比逐渐增长，正向加载时，剪切变形占比最大可达20.28%，负向加载时，最大达到26.81%。
由表7与图11（a）可以看出，随着锈蚀程度的增大，试件屈服点以及负向峰值点剪切变形占比逐渐减小，正向峰值点剪切变形占比逐渐增大。分析其原因，是因为试件的抗弯承载力随锈蚀程度增大而退化，首先出现的水平裂缝对这种退化更为敏感，故在加载初期，随着锈蚀程度的增大，试件弯曲变形的增长速率更快，试件剪切变形占比与剪应变均减小；而水平分布筋的锈蚀率大于暗柱纵筋，导致锈蚀试件抗剪承载力相比于抗弯承载力退化更为严重，故剪切斜裂缝开始发展后，随着锈蚀程度的增大，试件正向剪切变形的增长速率更快，峰值点剪切变形占比增大，但负向由于弯剪比较小，受到抗剪承载力退化的影响较小，故随着锈蚀程度的增大，其剪切变形占比仍逐渐减小。
由表7和图11（b）可得，试件剪切应变与剪切变形占比随轴压比的增大而减小。当轴压比由0.1增大至0.3时，试件正向屈服点与峰值点剪应变分别降低36.80%与66.28%，剪切变形占比分别减小20.49%与38.26%。这是因为腹板受压区混凝土更易压碎，弯曲破坏特征更早出现，则弯曲变形发展更加迅速，导致同一位移下剪切变形处于较小状态，因此，大轴压比试件剪切变形较小。
3.5　耗能能力
锈蚀L形RC剪力墙试件耗能能力采用累积耗能E表征，E为每一圈滞回环耗能累加值，取正向达到极限点的累积耗能为试件总耗能。则各试件在各级位移下累积耗能曲线如图12所示。
从图12中可以看出，加载前期各级位移下耗能较小，累积耗能也较小，加载至9 mm时，累积耗能开始出现较明显的提升，随着位移的增大，每级位移下的耗能逐渐增大，同级位移下三次循环加载的耗能差值也越来越大，表明塑性变形累积越来越大；同时，第一次加载循环的耗能大于后两次加载循环。各试件正向屈服位移下累积耗能约为总耗能的8%~13%，表明试件屈服前损伤较小，正向峰值位移下累积耗能约为总耗能的28%~56%，说明试件达到峰值位移时已产生了较大的塑性损伤，并且破坏阶段亦存在较大的耗能。
由图12可以看出，随着锈蚀程度的增大，试件总耗能逐渐减小，加载位移相同时的累积耗能也逐渐减小，锈蚀试件LW-2和LW-3与完好试件LW-1相比，总耗能分别降低了28.43%和32.92%。随着轴压比的增大，试件总耗能降低，轴压比为0.2、0.3的LW-3、LW-5试件与轴压比为0.1的LW-4相比，总耗能分别降低了16.00%和43.69%，这是由于大轴压比试件延性较差，更早发生破坏。当加载位移相同时，大轴压比试件的累积耗能大于小轴压比试件，这是因为大轴压比试件各级位移下荷载更大，并且随着位移的增大，大轴压比试件塑性损伤累积更快，而试件耗能主要发生在塑性阶段，故在同级位移下，大轴压比试件的累积耗能更大。
3.6　刚度退化
以割线刚度K表征剪力墙试件的刚度退化特性[15]，定义K为同一位移级多次循环下的荷载最大值与对应位移的比值。各L形RC剪力墙刚度退化曲线如图13所示。
由图13可知，试件屈服前，负向刚度的退化速率大于正向，试件屈服后，负向刚度退化曲线趋于平缓，刚度退化速率小于正向，但在达到正向极限位移之前，试件的正向刚度始终大于负向刚度。
从图13（a）中可以看出，随着锈蚀程度的增大，锈蚀试件初始刚度减小幅度较大，试件开裂后的刚度减小程度则相对较小，各试件的刚度退化曲线形状接近重合，达到峰值位移后，随着锈蚀程度的增大，锈蚀试件的刚度退化速率开始加快，刚度逐渐显著减小。
由图13（b）可以发现，随着轴压比的减小，锈蚀试件的初始刚度显著减小，在试件屈服前，小轴压比试件的刚度退化曲线更加陡峭，达到峰值位移后，锈蚀试件的刚度退化速率随轴压比增大而增大，正向刚度随轴压比增大而减小。
4　结论
收起
（1）随着锈蚀程度的增大，试件主裂缝数量减少，水平裂缝发展长度增加，斜裂缝变陡，破坏时剪切破坏特征更加明显；随着轴压比的增大，裂缝发展速率减缓，腹板自由端破坏更为迅速。
（2）锈蚀L形RC剪力墙试件正向承载力更大，负向变形能力更好；随着锈蚀程度的增大，试件承载力逐渐降低，正向承载力降幅更大，试件变形能力与耗能能力均不断变差，刚度退化加剧；随着轴压比的增大，锈蚀试件变形能力逐渐减小，正向变形能力减小幅度大于负向，正向承载力先增大后减小，负向承载力逐渐增大，且负向承载力增幅更大，锈蚀试件耗能能力亦逐渐减弱，峰值点后，刚度退化速率增大。
（3）L形RC剪力墙试件正向加载时，剪应变与剪切变形占比均小于负向；随着锈蚀程度的增大，试件正负向屈服点与负向峰值点剪切变形及其占比逐渐减小，正向峰值点剪切变形占比增大；随着轴压比的增大，锈蚀试件正负向剪应变与剪切变形占比不断减小。
基金
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  • 国家自然科学基金资助项目(52278530)
  • 国家重点研发计划项目(2019YFC1509302)
  • 陕西省重点研发计划项目(2021ZDLSF06-10)
文献
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2025年第38卷第8期
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doi: 10.16385/j.cnki.issn.1004-4523.202307064
  • 接收时间：2023-07-24
  • 首发时间：2026-02-09
  • 出版时间：2025-08-10
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  • 收稿日期：2023-07-24
  • 修回日期：2023-12-28
基金
国家自然科学基金资助项目(52278530)
国家重点研发计划项目(2019YFC1509302)
陕西省重点研发计划项目(2021ZDLSF06-10)
作者信息
    1.西安建筑科技大学土木工程学院，陕西 西安 710055
    2.西安建筑科技大学结构工程与抗震教育部重点实验室，陕西 西安 710055

通讯作者:

郑山锁（1960—），男，博士，教授。E-mail:
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