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Article(id=1245390150600081688, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390147664068826, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0414, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1696867200000, receivedDateStr=2023-10-10, revisedDate=1711382400000, revisedDateStr=2024-03-26, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853750133, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853750133, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853750133, creator=13701087609, updateTime=1774853750133, updator=13701087609, issue=Issue{id=1245390147664068826, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='4', pageStart='1', pageEnd='233', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853749433, creator=13701087609, updateTime=1774854381443, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245392798560662150, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390147664068826, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245392798560662151, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390147664068826, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=148, endPage=156, ext={EN=ArticleExt(id=1245390150902071585, articleId=1245390150600081688, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Seismic responses control of inter-story isolated multi-tower structure with a large chassis, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Study the influence of different seismic response control methods on the seismic performance of inter-story isolated multi-tower structure with a large chassis, identify the advantages of different methods in improving the seismic performance, and then provide reference for the seismic response control of such structures. Three control schemes were designed based on a real engineering practice of such building, including adding viscous fluid dampers in the isolation system, adding viscous fluid dampers in the large chassis, and increasing the stiffness of the large chassis. The elastic-plastic finite element models of three control schemes and the prototype structure were established by using the Perform-3D. The seismic responses of these four structures were analyzed and compared, and the control effects of three control schemes on the seismic responses were identified. The following conclusions are drawn that introducing viscous dampers to isolation system is an optimal scheme for controlling the displacement of isolation system and floor acceleration of large chassis, but it significantly increased the seismic responses of tower. The control effects of increasing the stiffness of large chassis on the inter-story drift ratio of large chassis, as well as on the inter-story drift ratio and floor acceleration of tower are the best. All three schemes have negligible control effects on the inter-story drift ratio of tower.

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探讨不同响应控制方法对层间隔震建筑抗震性能的影响，并识别不同方法在提升层间隔震建筑抗震性能方面的优劣，进而为层间隔震结构地震响应控制设计提供参考。基于一多塔大底盘层间隔震结构工程案例，分别考虑在隔震层和大底盘中加入黏滞阻尼器以及增加大底盘刚度这3种方案，基于Perform-3D建立了3种设计案例和原型结构的弹塑性分析模型，对比分析了4个结构的地震响应，从而识别出3种设计方案对多塔大底盘层间隔震结构地震响应的控制效果。研究结果表明：对隔震层位移和大底盘楼面加速度控制效果最优的方案是在隔震层中设置黏滞阻尼器，但该方案会导致塔楼的地震响应显著增加；对大底盘层间位移角以及塔楼层间位移角和楼面加速度的控制效果最优的方案是增加大底盘刚度。对于塔楼的层间位移角，3种方案均无明显控制效果。

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刘谦敏（1986—），女，高级工程师，硕士，主要从事结构减隔震设计研究。E-mail：

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刘谦敏（1986—），女，高级工程师，硕士，主要从事结构减隔震设计研究。E-mail：

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刘谦敏（1986—），女，高级工程师，硕士，主要从事结构减隔震设计研究。E-mail：

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(in Chinese), articleTitle=The design of inter-story isolated buildings built on top of metro depots, refAbstract=null)], funds=[Fund(id=1245390161597547311, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, awardId=52278289, language=CN, fundingSource=国家自然科学基金项目(52278289), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1245390153225716156, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, xref=null, ext=[AuthorCompanyExt(id=1245390153234104765, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, companyId=1245390153225716156, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=Beijing Institute of Architectural Design Co, Ltd, Beijing 100045, China), AuthorCompanyExt(id=1245390153238299074, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, 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figureFileSmall=OF1HsL0zwe6QDNB4aVI1WA==, figureFileBig=9ZW1Nh4ZWxi5/4ZS6QYHFw==, tableContent=null), ArticleFig(id=1245390159659778777, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=图9, caption=案例3地震响应, figureFileSmall=OF1HsL0zwe6QDNB4aVI1WA==, figureFileBig=9ZW1Nh4ZWxi5/4ZS6QYHFw==, tableContent=null), ArticleFig(id=1245390159789802206, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 1, caption=

Dimensions of structural components

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结构楼层构件类别尺寸参数
塔楼第1~11层剪力墙200
连梁700×250、400×200
楼板120
底盘第1层框架柱3000×2000、2000×2000
框架梁1500×1500、1200×1800、1200×1600、1200×1500、1200×1400、1000×1500、1000×1400、1000×1200、1000×1100、800×1500、800×1100
楼板300
第2层框架柱3000×2000、2000×2000、1200×2000
框架梁1500×1500、1200×1800、1200×1500、1200×1400、1000×1500、1000×1400、800×1100
楼板250
), ArticleFig(id=1245390159869493988, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表1, caption=

结构构件尺寸

, figureFileSmall=null, figureFileBig=null, tableContent=
结构楼层构件类别尺寸参数
塔楼第1~11层剪力墙200
连梁700×250、400×200
楼板120
底盘第1层框架柱3000×2000、2000×2000
框架梁1500×1500、1200×1800、1200×1600、1200×1500、1200×1400、1000×1500、1000×1400、1000×1200、1000×1100、800×1500、800×1100
楼板300
第2层框架柱3000×2000、2000×2000、1200×2000
框架梁1500×1500、1200×1800、1200×1500、1200×1400、1000×1500、1000×1400、800×1100
楼板250
), ArticleFig(id=1245390159986934505, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 2, caption=

Parameters of isolators

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型号N9R8R9
竖向刚度/（×103 kN/m）398546365241
100%等效水平刚度/（kN/m）145019302170
屈服前刚度/（kN/m）—1231013840
屈服后刚度/（kN/m）—9401060
屈服力/kN—189239
橡胶剪切模量/（N/mm2）0.40.40.4
), ArticleFig(id=1245390160196649710, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表2, caption=

隔震支座参数

, figureFileSmall=null, figureFileBig=null, tableContent=
型号N9R8R9
竖向刚度/（×103 kN/m）398546365241
100%等效水平刚度/（kN/m）145019302170
屈服前刚度/（kN/m）—1231013840
屈服后刚度/（kN/m）—9401060
屈服力/kN—189239
橡胶剪切模量/（N/mm2）0.40.40.4
), ArticleFig(id=1245390160280535799, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 3, caption=

Periods and modes of structure

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模态阶数周期/s阵型
一阶3.633Y向平动
二阶3.627Y向平动
三阶3.626X向平动
四阶3.616X向平动
五阶3.089扭转
六阶3.085扭转
), ArticleFig(id=1245390160406364922, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表3, caption=

结构周期和阵型

, figureFileSmall=null, figureFileBig=null, tableContent=
模态阶数周期/s阵型
一阶3.633Y向平动
二阶3.627Y向平动
三阶3.626X向平动
四阶3.616X向平动
五阶3.089扭转
六阶3.085扭转
), ArticleFig(id=1245390160536388353, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 4, caption=

Parameters of viscous dampers of case 1

, figureFileSmall=null, figureFileBig=null, tableContent=
指标阻尼器数量/个阻尼系数C/kN•（s/m）α阻尼指数α
塔1
X向		塔1
Y向		塔2
X向		塔2
Y向
参数444412000.2
), ArticleFig(id=1245390160666411780, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表4, caption=

案例1黏滞阻尼器参数

, figureFileSmall=null, figureFileBig=null, tableContent=
指标阻尼器数量/个阻尼系数C/kN•（s/m）α阻尼指数α
塔1
X向		塔1
Y向		塔2
X向		塔2
Y向
参数444412000.2
), ArticleFig(id=1245390160800629516, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 5, caption=

Parameters of viscous dampers of case 2

, figureFileSmall=null, figureFileBig=null, tableContent=
楼层阻尼器数量/个阻尼系数C/kN•（s/m）α阻尼指数α
X向Y向
第1层4412000.2
第2层4412000.2
), ArticleFig(id=1245390160960013079, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表5, caption=

案例2黏滞阻尼器参数

, figureFileSmall=null, figureFileBig=null, tableContent=
楼层阻尼器数量/个阻尼系数C/kN•（s/m）α阻尼指数α
X向Y向
第1层4412000.2
第2层4412000.2
), ArticleFig(id=1245390161081647899, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 6, caption=

Comparison on the sectional dimensions of structural components in the large chassis

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构件类型截面尺寸
原型案例（刚度比2.0）案例3（刚度比2.6）
框架柱SRCC 3000×2000SRCC 3200×2200
SRCC 2000×2000SRCC 2200×2200
SRCC 1200×2000SRCC 1400×2200
框架梁SRCB 1500×1500SRCB 1700×1700
SRCB 1200×1800SRCB 1400×2000
SRCB 1200×1600SRCB 1400×1800
SRCB 1200×1500SRCB 1400×1700
SRCB 1200×1400SRCB 1400×1600
SRCB 1000×1500SRCB 1200×1700
SRCB 1000×1400SRCB 1200×1600
SRCB 1000×1200SRCB 1200×1500
SRCB 1000×1100SRCB 1200×1300
SRCB800×1500SRCB 1000×1700
SRCB800×1100SRCB 1000×1300
支撑H 700×700×50×50H 700×700×50×50
), ArticleFig(id=1245390161182311200, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表6, caption=

底盘截面尺寸对比

, figureFileSmall=null, figureFileBig=null, tableContent=
构件类型截面尺寸
原型案例（刚度比2.0）案例3（刚度比2.6）
框架柱SRCC 3000×2000SRCC 3200×2200
SRCC 2000×2000SRCC 2200×2200
SRCC 1200×2000SRCC 1400×2200
框架梁SRCB 1500×1500SRCB 1700×1700
SRCB 1200×1800SRCB 1400×2000
SRCB 1200×1600SRCB 1400×1800
SRCB 1200×1500SRCB 1400×1700
SRCB 1200×1400SRCB 1400×1600
SRCB 1000×1500SRCB 1200×1700
SRCB 1000×1400SRCB 1200×1600
SRCB 1000×1200SRCB 1200×1500
SRCB 1000×1100SRCB 1200×1300
SRCB800×1500SRCB 1000×1700
SRCB800×1100SRCB 1000×1300
支撑H 700×700×50×50H 700×700×50×50
), ArticleFig(id=1245390161345889062, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=EN, label=Table 7, caption=

Comparison on the seismic responses under rare earthquake

, figureFileSmall=null, figureFileBig=null, tableContent=
地震水准部分地震响应原型结构案例1案例2案例3
罕遇地震塔楼θmax1/15521/8941/15441/1562
amax/（m/s2）2.423.522.512.02
大底盘θmax1/5271/5601/5501/610
amax/（m/s2）8.047.437.738.13
隔震层位移/mm346208366334
), ArticleFig(id=1245390161488495403, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390150600081688, language=CN, label=表7, caption=

罕遇地震下结构地震响应对比

, figureFileSmall=null, figureFileBig=null, tableContent=
地震水准部分地震响应原型结构案例1案例2案例3
罕遇地震塔楼θmax1/15521/8941/15441/1562
amax/（m/s2）2.423.522.512.02
大底盘θmax1/5271/5601/5501/610
amax/（m/s2）8.047.437.738.13
隔震层位移/mm346208366334
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多塔大底盘层间隔震结构地震响应控制研究
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刘谦敏 , 苗启松 , 閤东东 , 陈曦
地震工程与工程振动 | 2024,44(4): 148-156
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地震工程与工程振动 | 2024, 44(4): 148-156
多塔大底盘层间隔震结构地震响应控制研究
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刘谦敏 , 苗启松, 閤东东, 陈曦
作者信息
  • 北京市建筑设计研究院股份有限公司，北京 100045

    • 刘谦敏（1986—），女，高级工程师，硕士，主要从事结构减隔震设计研究。E-mail：

Seismic responses control of inter-story isolated multi-tower structure with a large chassis
Qianmin LIU , Qisong MIAO, Dongdong GE, Xi CHEN
Affiliations
  • Beijing Institute of Architectural Design Co, Ltd, Beijing 100045, China
doi: 10.13197/j.eeed.2024.0414
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摘要
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探讨不同响应控制方法对层间隔震建筑抗震性能的影响，并识别不同方法在提升层间隔震建筑抗震性能方面的优劣，进而为层间隔震结构地震响应控制设计提供参考。基于一多塔大底盘层间隔震结构工程案例，分别考虑在隔震层和大底盘中加入黏滞阻尼器以及增加大底盘刚度这3种方案，基于Perform-3D建立了3种设计案例和原型结构的弹塑性分析模型，对比分析了4个结构的地震响应，从而识别出3种设计方案对多塔大底盘层间隔震结构地震响应的控制效果。研究结果表明：对隔震层位移和大底盘楼面加速度控制效果最优的方案是在隔震层中设置黏滞阻尼器，但该方案会导致塔楼的地震响应显著增加；对大底盘层间位移角以及塔楼层间位移角和楼面加速度的控制效果最优的方案是增加大底盘刚度。对于塔楼的层间位移角，3种方案均无明显控制效果。

多塔大底盘层间隔震结构  /  黏滞阻尼器  /  刚度  /  地震响应

Study the influence of different seismic response control methods on the seismic performance of inter-story isolated multi-tower structure with a large chassis, identify the advantages of different methods in improving the seismic performance, and then provide reference for the seismic response control of such structures. Three control schemes were designed based on a real engineering practice of such building, including adding viscous fluid dampers in the isolation system, adding viscous fluid dampers in the large chassis, and increasing the stiffness of the large chassis. The elastic-plastic finite element models of three control schemes and the prototype structure were established by using the Perform-3D. The seismic responses of these four structures were analyzed and compared, and the control effects of three control schemes on the seismic responses were identified. The following conclusions are drawn that introducing viscous dampers to isolation system is an optimal scheme for controlling the displacement of isolation system and floor acceleration of large chassis, but it significantly increased the seismic responses of tower. The control effects of increasing the stiffness of large chassis on the inter-story drift ratio of large chassis, as well as on the inter-story drift ratio and floor acceleration of tower are the best. All three schemes have negligible control effects on the inter-story drift ratio of tower.

inter-story isolated multi-tower structure with a large chassis  /  viscous damper  /  stiffness  /  seismic response
刘谦敏, 苗启松, 閤东东, 陈曦. 多塔大底盘层间隔震结构地震响应控制研究. 地震工程与工程振动, 2024 , 44 (4) : 148 -156 . DOI: 10.13197/j.eeed.2024.0414
Qianmin LIU, Qisong MIAO, Dongdong GE, Xi CHEN. Seismic responses control of inter-story isolated multi-tower structure with a large chassis[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (4) : 148 -156 . DOI: 10.13197/j.eeed.2024.0414
正文
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0　引言
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地铁作为我国城市的重要公共交通系统之一，已在全国近50座城市内开展建设，合理利用车辆段上部空间，开发地铁上盖建筑，成为实现以交通为导向的综合发展模式的重要手段。该类建筑由大底盘和盖上塔楼两部分组成，大底盘多为列车停放层，塔楼多为住宅或商业楼，为满足建筑上下部功能需求，并保证建筑的抗震性能，现有设计多在底盘和塔楼之间设置一层隔震层，形成多塔大底盘层间隔震建筑。
层间隔震技术旨在利用隔震层降低地震作用，吸收地震能量，降低结构地震响应。大量研究表明，采用层间隔震设计的结构，其上部结构地震响应显著降低，但下部结构的地震响应降低效果不明显，甚至会超出非隔震结构地震响应[1-5]。为进一步提升层间隔震结构的控制效果，众多学者探索了在隔震层中加入黏滞阻尼器、改变上下部结构刚度等方法对该类结构抗震性能的影响[6-10]。谭平等[11]在一大底盘双塔楼层间隔震结构的隔震层中设置黏滞阻尼器后发现隔震层位移得到显著降低，大底盘的响应得到一定程度控制，但塔楼的响应与层间隔震结构相比有所增加。吴曼林等[12]研究了隔震层阻尼对大底盘多塔楼层间隔震结构抗震性能的影响，发现隔震层阻尼越大对底盘的地震响应控制效果越好，而塔楼顶部加速度呈现先减小后增大趋势。范重等[13]研究了在隔震层中设置黏滞阻尼器对塔楼减震系数和大底盘剪重比的影响，发现设置黏滞阻尼器后可降低大底盘的地震作用，但是会导致塔楼减震系数增加。杨威[14]通过调整塔楼和大底盘的刚度建立了系列分析案例，发现随着塔楼刚度增大，结构周期变长、抗侧能力加强，随着底盘刚度增大，结构周期缩短、抗侧能力增强。对于不同方法对层间隔震结构抗震性能的影响已有了初步的研究，但是目前的研究对于上部塔楼和下盖的弹塑性能行为考虑不足，对于不同控制方案的控制效果也未进行系统的对比性研究，使得不同方法在提升层间隔震建筑抗震性能方面的优劣还尚不明确。
为明确不同控制方案对多塔大底盘层间隔震结构地震响应的影响，本研究以一多塔大底盘层间隔震建筑工程实例为原型结构，分别考虑了在隔震层和大底盘加入黏滞阻尼器以及增加底盘刚度的方案，基于有限元软件Perform-3D建立了2种混合控制结构、1种增加大底盘刚度结构和原型结构的弹塑性分析模型，对比了原型隔震结构和3种控制方案的塔楼、隔震层和下盖地震响应，分析了各个方案在地震响应控制方面的优劣。研究成果可为该类大底盘多塔楼层间隔震结构地震响应控制设计提供参考。
1　原型案例
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1.1　工程概况
原型结构为一地铁上盖层间隔震结构，如图1所示。结构所在场地的抗震设防烈度为8度（0.2 g），场地类别为二类，设计地震分组为第2组。该结构由大底盘、隔震层和盖上塔楼组成。大底盘（第1~2层）为2层的型钢混凝土框架结构，并在底盘2层中塔楼投影范围内设置钢支撑，一层层高为12 m，二层层高为4.8 m，平面图如图1（b）所示。盖上塔楼为2栋完全相同的钢筋混凝土剪力墙结构，塔楼（第4~14层）共11层，层高为3.15 m，平面图如图1（c）所示，结构构件尺寸如表1所示。底盘和塔楼的刚度比为2.0，GB 50011—2001《建筑抗震设计规范》[15]中明确规定该值不宜小于2.0。在两栋塔楼和大底盘之间分别设有一个2.2 m高的隔震层（第3层），隔震层位置对应于图1（b）中底盘2层阴影部分。2个隔震层采用相同的设计方案，如图2所示。图中R8表示直径为800 m的铅芯橡胶支座，R9表示直径为900 mm的铅芯橡胶支座，N9表示直径为900 mm的铅芯橡胶支座。隔震支座的力学性能参数如表2所示，隔震层屈重比为2.5%。
1.2　结构地震响应
采用有限元软件Perform-3D建立结构的分析模型，梁、柱、剪力墙和连梁采用纤维模型模拟[16-19]，隔震支座采用Seismic Isolator、Rubber Type单元模拟。模态分析得到结构的周期和阵型如表3所示。根据结构一阶周期选取了5条天然地震动和2条人工地震动，地震动加速度反应谱与规范设计反应谱对比如图3所示。由图可知，各地震动加速度反应谱值与规范反应谱值在一阶周期点处最大误差不超过35%，平均误差不超过20%，满足统计意义上相符。
将上述地震动沿结构Y轴方向输入，进行罕遇地震下的时程分析，得到的结构层间位移角和楼面绝对加速度分布图如图4所示。塔楼的最大层间位移角（θmax）为1/1552，出现在第11层，小于剪力墙结构的规范限值1/120；大底盘的θmax为1/527，出现在第1层，小于框架结构的规范限值1/100。塔楼的最大楼层绝对加速度（amax）为1.64 m/s2，出现在第14层，大底盘的amax为8.61 m/s2，出现在第2层。
2　案例设计
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从地铁上盖层间隔震结构地震响应数据中可以看出，由于对塔楼采用了隔震设计，塔楼处于弹性状态，楼面绝对加速度显著降低，底盘的层间位移角接近弹性限值，但结构构件仍具有一定程度损伤，并且楼面绝对加速度的放大效果显著，为此本研究分别采用减震技术和增加底盘刚度的方法来降低底盘的地震响应。黏滞阻尼器作为目前工程中常用的减震装置之一，其可有效降低结构的层间位移角和楼面加速度，因此在本研究中被用来降低底盘的地震响应，本章节分别考虑了在隔震层中设置黏滞阻尼器（案例1）和在大底盘中设置黏滞阻尼器（案例2）这2种方案。增加底盘刚度的案例命名为案例3。通过对3个研究案例进行对比研究，识别出3种控制方法对大底盘和塔楼地震响应控制效果的差异。
2.1　隔震层减震案例
设计案例1中分别在2个隔震层中各布置8个黏滞阻尼器，分布位置如图5所示，其力学性能指标见表4。
同样采用Perform-3D建立案例1的弹塑性分析模型，其中黏滞阻尼器采用Damper-Exponential单元模拟。采用1.2节选取的7条地震动沿结构Y向输入，时程分析得到的结构罕遇地震下的层间位移角和楼面加速度分布如图6所示。塔楼和大底盘的θmax分别为1/894和1/560，出现在第11层和第1层；amax分别为3.52、7.43 m/s2，出现在第14层和第2层。
2.2　大底盘减震案例
设计案例2中分别在大底盘第1层和第2层中各布置8个黏滞阻尼器，分布位置如图7所示，力学性能指标如表5所示。
基于Perform-3D软件，采用1.2节选取的7条地震动沿结构Y向输入，时程分析得到的结构罕遇地震下的层间位移角和楼面加速度分布如图8所示。塔楼和大底盘的θmax分别为1/1544和1/550，出现在第10层和第1层；amax分别为2.51、7.73 m/s2，出现在第14层和第2层。
2.3　增加底盘刚度案例
设计案例3通过增加大底盘结构构件的截面尺寸来增加底盘刚度，原型结构和本设计案例的截面尺寸对比如表6所示，案例3的底盘和塔楼刚度比为2.6。
基于Perform-3D软件，采用1.2节选取的7条地震动沿结构Y向输入，时程分析得到的结构罕遇地震下的层间位移角和楼面加速度分布如图9所示。塔楼和大底盘的θmax分别为1/1562和1/610，出现在第12层和第1层；amax分别为2.02 m/s2和8.13 m/s2，出现在第14层和第2层。
3　地震响应对比
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原型案例、案例1、案例2和案例3在设防和罕遇地震下的层间位移角和楼面加速度对比如表7所示，由表可知：
1）与原型隔震结构相比，在隔震层中设置黏滞阻尼器案例（案例1）中大底盘的θmax和amax比原型案例分别降低了5.8%和7.6%；塔楼的θmax和amax比原型案例分别增加了73.7%和45.5%，隔震层位移降低了19%。在隔震层中设置黏滞阻尼器可以显著控制隔震层位移，虽然对大底盘的地震响应有一定的控制效果，但是会导致塔楼的地震响应显著增加。
2）与原型隔震结构相比，在大底盘中设置黏滞阻尼器案例（案例2）中大底盘的θmax和amax比原型案例分别降低了4.2%和3.9%；塔楼的θmax和amax比原型案例分别增加了0.6%和3.7%，隔震层位移增加了5.8%。在大底盘中设置黏滞阻尼器可对大底盘地震响应有一定的控制效果，增加了隔震层位移，对塔楼的地震响应无明显影响。
3）与原型隔震结构相比，增加大底盘刚度案例（案例3）中大底盘的θmax比原型案例降低了13.7%，但amax比原型案例增加了1.1%；塔楼的θmax和amax比原型案例分别降低了0.6%和16.5%，隔震层位移降低了3.7%。增加大底盘刚度可显著控制大底盘的层间位移角和塔楼的楼面绝对加速度，隔震层位移轻微降低，对大底盘的楼面绝对加速度和塔楼的层间位移角无明显影响。
通过对比案例1、案例2和案例3，发现对于大底盘的层间位移角，增加大底盘刚度的控制效果优于在隔震层设置黏滞阻尼器和在大底盘设置黏滞阻尼器；对于大底盘的楼面加速度，在隔震层设置黏滞阻尼器优于在大底盘设置黏滞阻尼器，而增加大底盘刚度会放大该地震响应。对于塔楼的层间位移角，增加大底盘刚度和在大底盘设置黏滞阻尼器对该响应无明显影响，但在隔震层设置黏滞阻尼器会显著放大该响应；对于塔楼的楼面加速度，仅增加大底盘刚度案例存在控制效果，在大底盘设置黏滞阻尼器对该响应无明显影响，但在隔震层设置黏滞阻尼器会显著放大该响应；对于隔震层位移，在隔震层设置黏滞阻尼器优于增加大底盘刚度，而在大底盘设置黏滞阻尼器会放大该响应。
4　结论
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为识别现有控制方案对地铁上盖层间隔震结构大底盘、隔震层和塔楼的地震响应控制效果，本文分别在隔震层和大底盘中设置黏滞阻尼器，形成了2种混合控制案例，以及一个增加大底盘刚度的控制案例，随后基于Perform-3D建立了原型结构和3种控制方案结构的弹塑性分析模型，对比分析了原型隔震结构、2种混合减震结构和一个增加大底盘刚度结构的地震响应。得到主要结论如下：
1）在隔震层设置黏滞阻尼器，可显著控制隔震层位移（19%），一定程度降低大底盘地震响应，层间位移角和楼面绝对加速度的控幅在5.8%和7.6%，但会显著增加塔楼的地震响应，最大层间位移角和楼面绝对加速度的增幅在73.7%和45.5%，该方案对隔震层位移和大底盘的楼面加速度控制效果最优。
2）在大底盘设置黏滞阻尼器，对大底盘地震响应可以起到一定的控制作用，层间位移角和楼面绝对加速度的控幅在4.2%和3.9%，一定程度增加了隔震层位移（5.8%），对塔楼地震响应无明显影响。
3）增加大底盘刚度，可显著降低大底盘的层间位移角和塔楼的楼面绝对加速度，控幅分别在13.7%和16.5%，轻微降低了隔震层位移（3.7%），对其他响应无明显影响。其对大底盘的楼面加速度和塔楼的层间位移角和楼面加速度控制效果最优。
基金
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  • 国家自然科学基金项目(52278289)
文献
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2024年第44卷第4期
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doi: 10.13197/j.eeed.2024.0414
  • 接收时间：2023-10-10
  • 首发时间：2026-03-30
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  • 收稿日期：2023-10-10
  • 修回日期：2024-03-26
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    北京市建筑设计研究院股份有限公司，北京 100045
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