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Article(id=1207343638372262763, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1207343627223802520, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2407873, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1729612800000, receivedDateStr=2024-10-23, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1765782754747, onlineDateStr=2025-12-15, pubDate=1750176000000, pubDateStr=2025-06-18, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1765782754747, onlineIssueDateStr=2025-12-15, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1765782754747, creator=13701087609, updateTime=1765782754747, updator=13701087609, issue=Issue{id=1207343627223802520, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='17', pageStart='7023', pageEnd='7453', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1765782752085, creator=13701087609, updateTime=1765783816840, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1207348093192872694, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1207343627223802520, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1207348093192872695, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1207343627223802520, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=7318, endPage=7327, ext={EN=ArticleExt(id=1207343640372945837, articleId=1207343638372262763, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Design Method and Engineering Application of Vertical Seam Tight Splicing Connection for Shear Wall System, columnId=1207343630122066593, journalTitle=Science Technology and Engineering, columnName=Papers-Architectural Science, runingTitle=null, highlight=null, articleAbstract=

Vertical joint steel anchor ring grouting connection (referred to as vertical seam tight splicing connection) shear wall system uses steel anchor ring connection for vertical joints, followed by secondary grouting connection. Based on actual projects of the enterprise, the feasibility of vertical joint tight fitting connection has been verified through experimental research, seismic performance analysis, and design and construction practice.

, correspAuthors=Xiao-chen ZHANG, 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=Hua WU, Xiao-chen ZHANG, Yong-xin JI), CN=ArticleExt(id=1207343652913914557, articleId=1207343638372262763, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=竖缝密拼剪力墙体系的设计方法与工程应用, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

竖向接缝钢锚环灌浆连接(简称竖缝密拼连接)装配式剪力墙体系,竖向接缝采用钢锚环连接,再进行二次灌浆连接,具有安装方便和减少了现场湿作业的优点。依托企业实际项目,通过试验研究、抗震性能分析与设计施工实践,验证了竖缝密拼连接的可行性。

, correspAuthors=张啸辰, authorNote=null, correspAuthorsNote=
*张啸辰(1988—),男,汉族,河北邢台人,硕士,高级工程师。研究方向:结构工程。E-mail:。
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吴华(1981—),男,汉族,江西修水人,硕士,高级工程师。研究方向:结构工程。E-mail:。

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吴华(1981—),男,汉族,江西修水人,硕士,高级工程师。研究方向:结构工程。E-mail:。

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吴华(1981—),男,汉族,江西修水人,硕士,高级工程师。研究方向:结构工程。E-mail:。

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Beijing: China Construction Industrial Press, 2010., articleTitle=null, refAbstract=null)], funds=null, companyList=[AuthorCompany(id=1207400968375865993, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, xref=1, ext=[AuthorCompanyExt(id=1207400968392643210, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, companyId=1207400968375865993, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 EPC Business Unit (Design Institute), China Construction Fourth Engineering Division Co., Ltd., Guangzhou 510000, China), AuthorCompanyExt(id=1207400968401031819, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, companyId=1207400968375865993, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 中国建筑第四工程局有限公司EPC事业部(设计院), 广州 510000)]), 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language=EN, label=Fig.1, caption=Detailed drawing of vertical seam tight splicing connection, figureFileSmall=15rPw44Wv0s8I4hz0IEC3A==, figureFileBig=ENnnkhAu0ljvQrLEAl+vDA==, tableContent=null), ArticleFig(id=1207400972310123301, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=图1, caption=竖缝密拼连接大样图, figureFileSmall=15rPw44Wv0s8I4hz0IEC3A==, figureFileBig=ENnnkhAu0ljvQrLEAl+vDA==, tableContent=null), ArticleFig(id=1207400972440146732, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Fig.2, caption=Experimental loading device, figureFileSmall=uGCZfxDqVJbbJpE3R3KwZA==, figureFileBig=6hvco5SmDTCmrBOwYgWZMw==, tableContent=null), ArticleFig(id=1207400972511449904, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=图2, caption=试验加载装置, figureFileSmall=uGCZfxDqVJbbJpE3R3KwZA==, figureFileBig=6hvco5SmDTCmrBOwYgWZMw==, tableContent=null), ArticleFig(id=1207400972628890421, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Fig.3, caption=Load displacement curve graph, figureFileSmall=VwAx7VF1tRf9mLvX8u1EWQ==, figureFileBig=VPSxein4/86VPSDTAGTNNA==, tableContent=null), ArticleFig(id=1207400972742136634, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=图3, caption=荷载位移曲线图, figureFileSmall=VwAx7VF1tRf9mLvX8u1EWQ==, figureFileBig=VPSxein4/86VPSDTAGTNNA==, tableContent=null), ArticleFig(id=1207400972867965761, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Fig.4, caption=Diagram of specimen failure mode, figureFileSmall=NT8bgPo+pwfFC39WySPL9Q==, figureFileBig=tHebVzr0NKWZZKYyNkUe8Q==, tableContent=null), ArticleFig(id=1207400972943463237, tenantId=1146029695717560320, 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b为斜杆宽度;h为斜杆厚度

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输出的墙肢数值由上至下分别为墙肢拉应力比值、工况组合号、偏拉状态,无拉应力时不输出数值

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Cut test specimens

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号 混凝土强度 钢锚环规格 孔径/mm 数量
ZJ-16-150 C40 M16 150 1
ZJ-20-150 C40 M20 150 1
ZJ-16 C40 M16 120 2
ZJ-20 C40 M20 120 2
ZJ-16-C30 C30 M16 120 2
), ArticleFig(id=1207400976714142649, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表1, caption=

直剪试验试件

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号 混凝土强度 钢锚环规格 孔径/mm 数量
ZJ-16-150 C40 M16 150 1
ZJ-20-150 C40 M20 150 1
ZJ-16 C40 M16 120 2
ZJ-20 C40 M20 120 2
ZJ-16-C30 C30 M16 120 2
), ArticleFig(id=1207400976814805948, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 2, caption=

Seismic test specimen

, figureFileSmall=null, figureFileBig=null, tableContent=
编号 墙宽/mm 剪跨比 轴压比 截面
形式		 接缝
位置		 数量
Q1 1 000 2.8 0.3 一字形 中部 1
Q2 1 600 1.75 0.3 一字形 中部 1
Q3 2 000 1.4 0.2 一字形 侧边 1
Q4 2 000 1.4 0.2 T字形 侧边 1
), ArticleFig(id=1207400976915469247, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表2, caption=

抗震试验试件

, figureFileSmall=null, figureFileBig=null, tableContent=
编号 墙宽/mm 剪跨比 轴压比 截面
形式		 接缝
位置		 数量
Q1 1 000 2.8 0.3 一字形 中部 1
Q2 1 600 1.75 0.3 一字形 中部 1
Q3 2 000 1.4 0.2 一字形 侧边 1
Q4 2 000 1.4 0.2 T字形 侧边 1
), ArticleFig(id=1207400977016132546, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 3, caption=

Comparison of shear capacity

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号 Vpt/kN Vut/kN Vpk/kN Vuc/kN Vpt/Vpk Vut/Vuc
ZJ-16-150 156 156 113 113 1.38 1.38
ZJ-20-150 245 245 176 176 1.39 1.39
ZJ-16(1) 274 203 212 113 1.29 1.80
ZJ-16(2) 381 171 212 113 1.79 1.52
ZJ-20(1) 533 280 238 176 2.24 1.59
ZJ-20(2) 282 252 238 176 1.19 1.43
ZJ-16-C30(1) 357 212 186 113 1.92 1.88
ZJ-16-C30(2) 340 217 186 113 1.83 1.93
), ArticleFig(id=1207400977167127494, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表3, caption=

抗剪承载力对比

, figureFileSmall=null, figureFileBig=null, tableContent=
试件编号 Vpt/kN Vut/kN Vpk/kN Vuc/kN Vpt/Vpk Vut/Vuc
ZJ-16-150 156 156 113 113 1.38 1.38
ZJ-20-150 245 245 176 176 1.39 1.39
ZJ-16(1) 274 203 212 113 1.29 1.80
ZJ-16(2) 381 171 212 113 1.79 1.52
ZJ-20(1) 533 280 238 176 2.24 1.59
ZJ-20(2) 282 252 238 176 1.19 1.43
ZJ-16-C30(1) 357 212 186 113 1.92 1.88
ZJ-16-C30(2) 340 217 186 113 1.83 1.93
), ArticleFig(id=1207400977288762313, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 4, caption=

Anchor ring tension comparison

, figureFileSmall=null, figureFileBig=null, tableContent=
试件
编号		 加载
方向		 Pmt/kN Pmc/kN Pmc/Pmt
试验值 平均值
Q1 正向 263 294 233 1.26
负向 -325 受弯
Q2 正向 597 674 574 1.17
负向 -750 受弯
Q3 正向 808 849 683 1.24
负向 -890 受弯
Q4 正向 1 115 970 860 1.30
受弯
负向 -825 567 1.46
受弯
), ArticleFig(id=1207400977376842700, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表4, caption=

锚环拉力对比

, figureFileSmall=null, figureFileBig=null, tableContent=
试件
编号		 加载
方向		 Pmt/kN Pmc/kN Pmc/Pmt
试验值 平均值
Q1 正向 263 294 233 1.26
负向 -325 受弯
Q2 正向 597 674 574 1.17
负向 -750 受弯
Q3 正向 808 849 683 1.24
负向 -890 受弯
Q4 正向 1 115 970 860 1.30
受弯
负向 -825 567 1.46
受弯
), ArticleFig(id=1207400977481700304, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 5, caption=

Comparison of period and effective mass coefficient

, figureFileSmall=null, figureFileBig=null, tableContent=
计算结果 周期/s
现浇模型 装配式模型
自振周期 1 2.00(Y) 2.20(Y)
2 1.81(X) 1.91(X)
3 1.25(T) 1.47(T)
4 0.52(X) 0.57(Y)
5 0.49(Y) 0.55(X)
), ArticleFig(id=1207400977557197780, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表5, caption=

周期及有效质量系数对比

, figureFileSmall=null, figureFileBig=null, tableContent=
计算结果 周期/s
现浇模型 装配式模型
自振周期 1 2.00(Y) 2.20(Y)
2 1.81(X) 1.91(X)
3 1.25(T) 1.47(T)
4 0.52(X) 0.57(Y)
5 0.49(Y) 0.55(X)
), ArticleFig(id=1207400977653666773, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 6, caption=

Maximum interlayer displacement angle comparison

, figureFileSmall=null, figureFileBig=null, tableContent=
最大层间
位移角		 多遇地震作用 风荷载
X向 Y向 X向 Y向
现浇剪力墙模型 1/5 248(第19层) 1/5 172(第26层) 1/3 467(第16层) 1/1 931(第23层)
竖缝密拼剪力墙模型 1/4 973(第19层) 1/4 497(第25层) 1/3 439(第16层) 1/1 622(第20层)
), ArticleFig(id=1207400977737552857, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表6, caption=

最大层间位移角对比

, figureFileSmall=null, figureFileBig=null, tableContent=
最大层间
位移角		 多遇地震作用 风荷载
X向 Y向 X向 Y向
现浇剪力墙模型 1/5 248(第19层) 1/5 172(第26层) 1/3 467(第16层) 1/1 931(第23层)
竖缝密拼剪力墙模型 1/4 973(第19层) 1/4 497(第25层) 1/3 439(第16层) 1/1 622(第20层)
), ArticleFig(id=1207400977817244636, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 7, caption=

Maximum internal force of connection element

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 方向 P/kN V2/kN V3/kN
正极 负极 正极 负极 正极 负极
多遇地震作用 X 30.50 0.00 12.00 0.00 1.25 0.00
Y 20.64 0.00 27.73 0.00 1.10 0.00
风荷载作用 X 36.30 -36.45 15.78 -15.55 1.18 -1.54
Y 51.44 -53.36 21.13 -71.33 2.76 -2.75
最大值 -2.75 51.44 -53.36 27.73 -71.33 2.76
), ArticleFig(id=1207400977947268065, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表7, caption=

竖缝密拼剪力墙模型连接单元内力最大值

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 方向 P/kN V2/kN V3/kN
正极 负极 正极 负极 正极 负极
多遇地震作用 X 30.50 0.00 12.00 0.00 1.25 0.00
Y 20.64 0.00 27.73 0.00 1.10 0.00
风荷载作用 X 36.30 -36.45 15.78 -15.55 1.18 -1.54
Y 51.44 -53.36 21.13 -71.33 2.76 -2.75
最大值 -2.75 51.44 -53.36 27.73 -71.33 2.76
), ArticleFig(id=1207400978031154148, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 8, caption=

Time history analysis of base shear

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波 方向 基底剪力/kN 时程/反应谱
天然波 1 X 2 325.61 0.97
Y 2 673.55 1.08
天然波 2 X 2 841.34 1.19
Y 2 689.81 1.09
人工波 X 2 261.77 0.95
Y 2 421.04 0.98
平均值 X 2 476.24 1.04
Y 2 594.80 1.05
), ArticleFig(id=1207400978119234536, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表8, caption=

时程分析基底剪力

, figureFileSmall=null, figureFileBig=null, tableContent=
地震波 方向 基底剪力/kN 时程/反应谱
天然波 1 X 2 325.61 0.97
Y 2 673.55 1.08
天然波 2 X 2 841.34 1.19
Y 2 689.81 1.09
人工波 X 2 261.77 0.95
Y 2 421.04 0.98
平均值 X 2 476.24 1.04
Y 2 594.80 1.05
), ArticleFig(id=1207400978203120620, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 9, caption=

Structural overall calculation parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
计算参数 中震弹性 中震不屈服
地震作用影响系数 0.12 0.12
作用分项系数 和小震弹性分析相同 1.0
材料分项系数 和小震弹性分析相同 1.0
抗震承载力调整系数 和小震弹性分析相同 1.0
材料强度 和小震弹性分析相同 采用标准值
), ArticleFig(id=1207400978287006704, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表9, caption=

结构整体计算参数

, figureFileSmall=null, figureFileBig=null, tableContent=
计算参数 中震弹性 中震不屈服
地震作用影响系数 0.12 0.12
作用分项系数 和小震弹性分析相同 1.0
材料分项系数 和小震弹性分析相同 1.0
抗震承载力调整系数 和小震弹性分析相同 1.0
材料强度 和小震弹性分析相同 采用标准值
), ArticleFig(id=1207400978370892787, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=EN, label=Table 10, caption=

Structural calculation parameters of rare earthquakes

, figureFileSmall=null, figureFileBig=null, tableContent=
计算参数 大震参数取值
地震作用影响系数αmax 0.28
作用分项系数 1.0
材料分项系数 1.0
抗震承载力调整系数 1.0
材料强度 采用标准值
), ArticleFig(id=1207400978500916212, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1207343638372262763, language=CN, label=表10, caption=

结构大震整体计算参数

, figureFileSmall=null, figureFileBig=null, tableContent=
计算参数 大震参数取值
地震作用影响系数αmax 0.28
作用分项系数 1.0
材料分项系数 1.0
抗震承载力调整系数 1.0
材料强度 采用标准值
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竖缝密拼剪力墙体系的设计方法与工程应用
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吴华 1 , 张啸辰 1, * , 季永新 2
科学技术与工程 | 论文·建筑科学 2025,25(17): 7318-7327
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科学技术与工程 | 论文·建筑科学 2025, 25(17): 7318-7327
竖缝密拼剪力墙体系的设计方法与工程应用
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吴华1 , 张啸辰1, * , 季永新2
作者信息
  • 1 中国建筑第四工程局有限公司EPC事业部(设计院), 广州 510000
  • 2 中国建筑第四工程局有限公司工程技术研究院, 广州 510000

    • 吴华(1981—),男,汉族,江西修水人,硕士,高级工程师。研究方向:结构工程。E-mail:。

通讯作者:

*张啸辰(1988—),男,汉族,河北邢台人,硕士,高级工程师。研究方向:结构工程。E-mail:。
Design Method and Engineering Application of Vertical Seam Tight Splicing Connection for Shear Wall System
Hua WU1 , Xiao-chen ZHANG1, * , Yong-xin JI2
Affiliations
  • 1 EPC Business Unit (Design Institute), China Construction Fourth Engineering Division Co., Ltd., Guangzhou 510000, China
  • 2 Engineering Technology Research Institute, China Construction Fourth Engineering Division Co., Ltd., Guangzhou 510000, China
出版时间: 2025-06-18 doi: 10.12404/j.issn.1671-1815.2407873
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摘要
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竖向接缝钢锚环灌浆连接(简称竖缝密拼连接)装配式剪力墙体系,竖向接缝采用钢锚环连接,再进行二次灌浆连接,具有安装方便和减少了现场湿作业的优点。依托企业实际项目,通过试验研究、抗震性能分析与设计施工实践,验证了竖缝密拼连接的可行性。

装配式结构  /  竖缝密拼连接  /  试验分析  /  结构设计  /  抗震性能分析

Vertical joint steel anchor ring grouting connection (referred to as vertical seam tight splicing connection) shear wall system uses steel anchor ring connection for vertical joints, followed by secondary grouting connection. Based on actual projects of the enterprise, the feasibility of vertical joint tight fitting connection has been verified through experimental research, seismic performance analysis, and design and construction practice.

fabricated structure  /  vertical seam tight splicing connection  /  experimental analysis  /  structure design  /  seismic performance analysis
吴华, 张啸辰, 季永新. 竖缝密拼剪力墙体系的设计方法与工程应用. 科学技术与工程, 2025 , 25 (17) : 7318 -7327 . DOI: 10.12404/j.issn.1671-1815.2407873
Hua WU, Xiao-chen ZHANG, Yong-xin JI. Design Method and Engineering Application of Vertical Seam Tight Splicing Connection for Shear Wall System[J]. Science Technology and Engineering, 2025 , 25 (17) : 7318 -7327 . DOI: 10.12404/j.issn.1671-1815.2407873
正文
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随着中国建筑工业化进程的推进,装配式建筑在高层钢筋混凝土剪力墙住宅中得到了广泛的应用[1-4]。传统装配式剪力墙体系由预制的墙身和现浇的边缘构件组成,属于湿连接方式,施工过程烦琐。为解决预制剪力墙快速便捷安装的问题,建筑工程行业做了许多探索,如键槽连接[5]、现浇带连接[6]以及U型钢筋套箍[7]等,但这些连接方式依然存在定位精度要求高、施工拼接困难的问题。
竖向接缝钢锚环灌浆连接是一种新型“干式连接”做法(简称为竖缝密拼连接)。该种连接有水平接缝和竖向接缝,其中水平接缝采用套筒灌浆连接,竖向接缝通过钢棒与钢锚环进行连接,最后在竖缝和凹槽内灌浆形成整体[8]。这种连接形式具有构件标准化程度高、安装方便、节省模板、减少湿作业的优点。现有的研究仅对多层单片剪力墙抗震性能进行了研究,并未对建筑进行整体分析,目前也尚无实际工程应用。竖缝密拼连接体系能否广泛应用在高层剪力墙体系中,其抗震性能是否能够满足国家规范、标准的要求,仍有待论证。
基于此背景,现主要通过产研结合的模式,进行试验、分析、设计、施工全链条研究。以实际工程项目为依托,针对高层剪力墙体系的竖缝密拼连接开展破坏机理试验研究,并进行整体的抗震性能分析论证,提出满足工程推广需求的设计方法。理论结合实践,验证竖缝密拼剪力墙体系的工程可行性,并探索其推广方向。
1 试验研究分析
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剪力墙主要承担竖向轴力和水平剪力,竖缝密拼剪力墙接缝处构造做法如图1所示。为研究高层剪力墙结构的竖向接缝在水平地震作用下的破坏机理,设计了单调荷载作用下的直剪试验和往复荷载作用下的抗震试验。
1.1 试验设计
直剪试验和抗震试验均采用200 mm厚度的剪力墙,钢筋牌号为HRB400,钢锚环牌号为45#钢,钢锚环间距为500 mm,竖缝采用C60灌浆料二次填充。直剪试验中设计了5组试验,共8个试件,研究参数包括混凝土强度、钢锚环规格和钢锚环孔径,试件具体参数如表1所示。抗震试验中设计了4组试验,共4个试件,研究参数包括墙宽、剪跨比、轴压比、截面形式和接缝位置,试件具体参数如表2所示。
试验的加载装置如图2所示,试验荷载工况参考《混凝土结构试验方法标准》(GB/T 50152—2012)[9]和《建筑抗震试验规程》(JGJ/T 101—2015)[10]。
1.2 试验现象
直剪试验中各试件的荷载位移曲线如图3所示,对于ZJ-16、ZJ-20和ZJ-16-C30试件,首先发生灌浆料和预制墙侧边交界面的黏结破坏,荷载突降并转由钢锚环完全承担。随着钢锚环柄的断裂,荷载再次下降,试件完全破坏。对于ZJ-16-150、ZJ-20-15由于试件加工和加载问题,界面在初始状态已经开裂,因此其承载力仅为钢锚环的受剪承载力,数值较低,从其接缝荷载-位移曲线可以看出,为典型的钢筋受力特征。
抗震试验中各试件的破坏形态如图4所示,试件破坏模式为受弯破坏。试件Q1、Q2和Q3首先在受拉侧出现水平裂缝,并向内斜向发展,在循环加载过程中形成的斜裂缝穿过竖向接缝后继续延伸,随着水平位移的增大,受压侧角部混凝土逐渐压溃,受拉侧边缘构件纵向钢筋屈服。试件Q4首先在受拉侧出现水平裂缝,并向内斜向发展,竖向接缝开裂,随着位移的增大,腹板角部混凝土剥落、压溃,边缘构件纵向钢筋屈曲。
1.3 试验分析
根据直剪试验现象和结果表明,竖缝密拼连接的承载力可以分为峰值承载力和极限承载力。峰值承载力Vp由界面的黏结力Vc和钢锚环的抗剪承载力Vf共同承担,接缝的峰值承载力可以表达为
${V}_{\mathrm{p}}={V}_{\mathrm{c}}+{V}_{\mathrm{f}}=c{f}_{\mathrm{t}}{A}_{\mathrm{c}}+0.7\beta {A}_{\mathrm{s}}{f}_{\mathrm{y}}$
当界面黏结力损失后,接缝的极限承载能力Vu完全由钢锚环的抗剪承载能力Vf承担,接缝的极限承载力可以表达为
${V}_{\mathrm{u}}={V}_{\mathrm{f}}=0.7{A}_{\mathrm{s}}{f}_{\mathrm{y}}$
式中:c为界面黏结系数;ft为混凝土抗拉强度值;Ac为单个钢锚环对应的接缝处交界面面积;As为穿过接缝的钢锚环连接对截面面积之和;fy为钢锚环所用钢材强度值;β为折减系数。
根据式(1)、式(2)计算,材料强度按照标准值计算与试验峰值承载力和极限承载力进行对比,如表3所示。对比可知,理论值和实验值之间具有一定的安全余裕量,试验值与理论值之比均基本大于1.3。
根据抗震试验结果提取各试件骨架曲线的最大荷载作为试验承载力。其中理论承载力按照标准《高层混凝土建筑结构技术规程》(JGJ 3—2010)[11]对剪力墙试件的弯矩控制和斜截面剪力控制的相关理论对剪力墙的承载力进行计算,计算公式为
当弯矩控制时:
$N={N}_{\mathrm{c}}+{f\text{'}}_{\mathrm{y}}{A\text{'}}_{\mathrm{s}}-{f}_{\mathrm{y}}{A}_{\mathrm{s}}-{N}_{\mathrm{s}\mathrm{w}}$
当剪力控制时:
$V\le \frac{1}{\lambda -0.5}\left(0.5{f}_{\mathrm{t}}b{h}_{0}+0.13N\frac{{A}_{\mathrm{w}}}{A}\right)+{f}_{\mathrm{y}\mathrm{h}}\frac{{A}_{\mathrm{s}\mathrm{h}}}{s}{h}_{0}$
根据以上公式计算,材料强度按照标准值计算与试验承载力进行对比,如表4所示。对比可知,试件的计算承载力均以受弯控制为主,与试验的破坏模式基本一致。试件Q1、Q2、Q3的试验值与理论值之比均大于1.2,试件Q4考虑腹板一字形墙肢计算时,试验值与理论值之比均大于1.3。这说明了竖向接缝采用钢锚环灌浆连接并未影响构件的承载力。
2 密拼剪力墙体系的设计应用
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2.1 工程概况
选取了广州市花都区的高层住宅进行竖缝密拼连接的工程论证。塔楼建筑面积13 917.83 m2,建筑高度95.15 m,地下2层,首层层高4.5 m商业裙楼,标准层层高2.9 m住宅,总共32层,标准层平面图如图5所示。抗震设防烈度6度,地震分组为第一组,场地类别为Ⅱ类。
-2~2层为现浇结构,3层~32层采用竖缝密拼连接装配式剪力墙和钢筋桁架叠合板体系。为便于施工安装,装配式剪力墙采用“大构件”的形式,集中设置在塔楼外侧以及楼梯和电梯核心筒位置,各户型内部形成无剪力墙的“大空间”,剪力墙平面布置如图6所示。剪力墙拼缝尽量避开暗柱,设缝时考虑运输和吊装方便,尽可能分割成长条形预制墙,L形、T形构件的墙肢长度不宜超过0.5 m,标准层中竖缝的具体位置如图7所示。
2.2 设计方法
由于结构设计软件无法模拟竖缝密拼连接形式,为确保结构设计软件准确模拟竖缝密拼连接的实际工作状态,通过大量研究发现可采用层间斜杆模拟竖缝密拼连接,如图8所示。设置层间斜杆为Q235钢板,斜杆截面尺寸计算依据轴向刚度和剪切刚度等效的原则。根据试验数据及钢锚环力学特性计算出连接斜杆的截面尺寸,并输入模型中。
采用现行建筑结构相关规范中没有提及的新工艺,属于超限高层建筑,需要进行专项技术论证,主要包括抗震性能设计、动力弹塑性分析、竖缝密拼与现浇结构对比分析。按抗震性能目标为C级的要求进行设计。
2.3 多遇地震弹性分析
根据结构抗震性能目标要求,在多遇地震下需满足第1抗震性能水准的要求。采用弹性静力分析和弹性动力时程分析进行包络设计,并对比了竖缝密拼连接剪力墙模型和现浇剪力墙模型的各项指标差异。
2.3.1 弹性静力分析
表5所示为竖缝密拼剪力墙模型与现浇剪力墙模型自振周期对比,发现竖缝密拼剪力墙模型的周期相比于现浇剪力墙模型的周期有所增大,但增大幅度较小,为3%~10%。现浇剪力墙模型第一扭转周期与第一平动周期的比值为0.61,竖缝密拼剪力墙模型第一扭转周期与第一平动周期的比值为0.67,扭转效应无明显差异。
如图9所示为现浇剪力墙模型和竖缝密拼剪力墙模型的楼层侧向刚度比值曲线,竖缝密拼剪力墙模型和现浇剪力墙模型的楼层侧向刚度比分布基本一致,最小值均为1.01,均大于0.9,底层为2.33~2.38,大于规范要求的1.5,楼层承载能力沿竖向无突变且变化均匀,不存在薄弱层。
竖缝密拼剪力墙模型及现浇剪力墙模型在多遇地震作用和风荷载作用下最大层间位移角如表6所示。结构的最大层间位移角均满足规范的要求,竖缝密拼剪力墙模型的位移角稍大,约为现浇剪力墙模型的1.15倍。
图10所示为现浇剪力墙模型和竖缝密拼剪力墙模型各楼层位移比的分布图,两个模型中楼层位移比分布趋势几乎相同,且满足《高层建筑混凝土结构技术规程》(JGJ 3—2010)的要求。
2.3.2 竖缝开裂验算
为验算钢锚环连接的混凝土是否开裂,提取了竖缝密拼剪力墙模型在多遇地震作用和风荷载作用下连接单元内力,内力最大值列于表7中。根据1.3节公式计算得出钢锚环连接轴向抗压承载力设计值为1 910 kN,轴向抗拉承载力设计值为171 kN,抗剪承载力设计值80.11 kN。对比可知,在多遇地震和风荷载作用下,钢锚环连接的混凝土未开裂,满足达到小震不裂的抗震设防目标。
2.3.3 弹性动力时程分析
根据《高层建筑混凝土结构技术规程》(JGJ 3—2010)规定,采用两条天然波和一条人工波进行小震弹性动力时程分析,计算分析采用双向地震输入,主次方向地震波峰值比为1∶0.85。如表8所示为各条地震波激励下结构的基底剪力,每条地震波计算所得结构底部剪力均不小于振型分解反应谱法的65%,弹性时程分析结果满足规范要求。图11和图12分别表示弹性时程分析楼层剪力变化曲线以及层间位移角变化曲线,X向计算楼层剪力和层间位移角与反应谱法结果较为接近,Y向计算楼层剪力和层间位移角略大于反应谱法结果,幅度约在10%以内。
2.4 设防地震性能设计
根据结构抗震性能目标要求,在设防地震下满足第3抗震性能水准的要求。采用YJK软件对竖缝密拼剪力墙模型进行设防地震作用下进行弹性分析,其中各项参数如表9所示。通过对比多遇地震和设防地震的配筋结果,发现框架梁、连梁配筋结果由设防地震控制,柱、墙配筋大多为多遇地震控制。为了确定墙肢在设防地震下的受拉情况,提取了结构代表性的楼层在恒载、活载及地震作用工况下的轴向力。经计算全楼墙肢均未出现拉应力超限,如图13所示。
2.5 罕遇地震性能设计
罕遇地震采用等效弹性模型计算,并对关键构件的承载力和性能目标进行复核,确定其达到设定的构件性能指标。最后采用大震弹塑性动力时程分析对性能目标再次进行复核。
2.5.1 等效弹性分析
根据结构抗震性能目标要求,在罕遇地震下需满足第4抗震性能水准的要求。采用YJK软件对罕遇地震下进行弹性分析,其中各项参数如表10所示。
根据YJK计算结果发现结构各楼层剪力墙和框架柱满足大震下抗剪截面的要求,大震下混凝土关键构件均满足抗弯不屈服,抗剪弹性要求,仅少量构件由大震控制,其余构件均由小震控制。
2.5.2 弹塑性动力时程分析
竖缝密拼连接可能存在耗能能力较弱的问题,采用弹塑性时程分析法进行构件大震性能的损伤分析进行验证,计算软件为SAUSAGE动力弹塑性软件。
在罕遇地震时程分析中选取2条人工波(R1、R2)和5条天然波(TH003TG040、TH071TG040, TH3TG040、TH034TG040、TH113TG040)。地震波峰值加速度为125 cm/s2,计算持时20~33 s,3个分量峰值加速度采用以下比值:0°∶90°∶Z向=1.0∶0.85∶0.65。图14所示结构在罕遇地震下各层最大层间的位移角,7条地震波X方向最大层间位移角平均值为1/645,Y主方向最大层间位移角平均值为1/555,最大层间位移角均小于规范要求的1/120。
以下以人工波RH1TG040在X方向激励下结构的损伤结果为例,分析墙、柱、梁、各类构件的抗震性能水平分布情况。其中框架梁混凝土损伤因子最大值为0.16,框架梁钢筋最大塑性应变为2.1×10-4,部分框架梁出现轻微至轻度损坏。框架柱混凝土损伤因子最大值为0.064 6,框架柱钢筋没有发生塑性应变,框架柱出现轻微至轻度损伤。剪力墙和连梁混凝土损伤因子最大值为0.91,剪力墙和连梁钢筋最大塑性应变为5.47×10-3,部分剪力墙出现轻微损伤。
大震下竖向接缝的性能目标为接缝满足极限承载力的要求。提取模型中所有连接单元在各条地震波下的剪力和轴力的时程包络并取平均值,如图15所示。其中每一个散点代表一个非线性连接单元,横坐标代表该连接单元的最大轴拉力平均值,纵坐标代表该连接单元的最大剪力平均值,水平横线(包括实线、虚线、点划线等)代表不同混凝土标号下的接缝抗剪承载力(或剪切强度)。图15显示,所有离散点均未超过对应颜色线条上方,说明使用M20钢锚环,全楼所有连接单元均能满足极限承载力的要求。
2.6 施工过程中的问题分析
项目设计完成后,在施工过程中发现如下两个问题,为此进行了剪力墙的优化调整。
门洞处剪力墙在设计初期会被分割成如图16(a)所示的形状,在运输过程中剪力墙中部会出现开裂的现象,甚至左右两侧墙体发生扭转,主要原因是该构件中部是该片剪力墙最薄弱的地方。为避免此种情况发生,将该片剪力墙优化成如图16(b)所示,通过优化可以避免剪力墙在运输和安装过程产生裂缝。
在设计初期窗台反坎与下层梁通过套筒二次灌浆进行连接,如图17(a)所示,但随着施工的推进,发现此处钢筋过于密集导致安装不方便。基于此种情况,将窗台反坎优化成窗台梁,如图17(b)所示。
3 结论
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(1)竖向密拼连接具有较好的滞回性能和耗能能力,试验承载力均高于理论承载力,且有一定的安全储备。结构设计时建议对竖缝密拼连接进行小震和大震两阶段性能复核,保证小震阶段不开裂,大震阶段满足极限承载力要求[11]。
(2)在多遇地震弹性静力分析中,竖缝密拼剪力墙模型与现浇剪力墙模型的各种指标基本一致,竖缝密拼节点在该工况下混凝土没有开裂,并且在多遇地震弹性动力时程分析中,竖缝密拼剪力墙模型的各项结果均能满足规范要求。
(3)在设防地震分析中,竖缝密拼剪力墙模型中的所有构件均满足第3性能水准的要求。各楼层墙柱在中震下其受拉应力均未超过混凝土的抗拉强度标准值,结构具有良好的抗震性能。
(4)在罕遇地震弹塑性动力时程分析中,在各地震激励下竖缝密拼剪力墙模型的层间位移角均可满足规范的要求,且竖缝密拼连接均可以满足抗震性能目标的要求。
依托直剪试验和抗震试验的结果,将竖缝密拼连接应用于实际的项目中,在多遇地震弹性分析中,竖缝密拼剪力墙模型和现浇剪力墙模型的各项指标基本一致,且在多遇地震动力时程分析、设防地震结构分析和罕遇地震分析下,竖缝密拼剪力墙模型的各项指标均可以满足规范和抗震性能的要求,基本说明了竖缝密拼节点可等同于“现浇”结构。
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2025年第25卷第17期
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doi: 10.12404/j.issn.1671-1815.2407873
  • 接收时间：2024-10-23
  • 首发时间：2025-12-15
  • 出版时间：2025-06-18
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  • 收稿日期：2024-10-23
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    1 中国建筑第四工程局有限公司EPC事业部(设计院), 广州 510000
    2 中国建筑第四工程局有限公司工程技术研究院, 广州 510000

通讯作者:

*张啸辰(1988—),男,汉族,河北邢台人,硕士,高级工程师。研究方向:结构工程。E-mail:。
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2种不同金属材料的力学参数
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Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
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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