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Article(id=1241794072004854087, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241794070289387562, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0514, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1720108800000, receivedDateStr=2024-07-05, revisedDate=1740672000000, revisedDateStr=2025-02-28, acceptedDate=null, acceptedDateStr=null, onlineDate=1773996378183, onlineDateStr=2026-03-20, pubDate=1761062400000, pubDateStr=2025-10-22, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773996378183, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773996378183, creator=13701087609, updateTime=1773996378183, updator=13701087609, issue=Issue{id=1241794070289387562, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='5', pageStart='1', pageEnd='227', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1773996377775, creator=13701087609, updateTime=1773996935444, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796409465307627, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241794070289387562, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796409465307628, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241794070289387562, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=142, endPage=153, ext={EN=ArticleExt(id=1241794072281678155, articleId=1241794072004854087, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Research on seismic responses of reticulated shells with base-isolated substructure under near-fault ground motion, columnId=1241794071602200899, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=Research Paper, runingTitle=null, highlight=null, articleAbstract=

The near-fault velocity pulse-like earthquake ground motions usually cause more severe damage to building structures. To analyze the seismic responses of the reticulated shells with seismically base-isolated substructures subjected to near-fault velocity pulse-like earthquake ground motions, three sets of ground motions are applied to a double-layer cylindrical steel reticulated shell supported by seismically base-isolated reinforced concrete frame structure. The first group consists of 22 near-fault velocity pulse-like ground motions with a distance of 5~10 km and a pulse period of 0.7~3.2 seconds, the second group includes 22 corresponding ground motions without velocity pulse, and the third group is based on the second group, considering the near field amplification coefficients given in GB/T 51408—2021 Standard for seismic isolation design of building. Through incremental dynamic analyses, the dynamic responses of the structure under the three groups of ground motions are compared. The results show that the velocity pulse has a significant amplification effect on the isolation layer displacements, the inter-story drifts, the axial forces, the base reaction forces of the reinforced concrete supporting structure, as well as the maximum nodal displacements and the member axial forces of the reticulated shell. Moreover, when only adjusting the intensity of the ground motions, the near field amplification coefficient can not effectively account for the influence of velocity pulse on the dynamic responses of the base-isolated reticulated shell with supporting structure. The conclusions of this study can provide a basis for the seismic isolation design of the base-isolated reticulated shell-supporting structure in high seismic intensity areas near fault zones.

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近断层速度脉冲效应往往引发建筑结构更为严重的破坏。为研究其对基础隔震网壳-支承结构动力响应的影响,选取一基础隔震钢筋混凝土框架结构支承的双层柱面网壳作为分析对象,分别施加3组地震动：第1组为22条断层距在5~10 km之间、脉冲周期在0.7~3.2 s之间的近断层速度脉冲型地震动；第2组为与第1组对应的去掉低频速度脉冲成分后的22条非脉冲型地震动；第3组为对第2组的地震动乘以GB/T 51408—2021《建筑隔震设计标准》给定的近场增大系数后的地震动。通过增量动力分析,统计对比3组地震动作用下基础隔震网壳-支承结构的动力响应。结果表明：速度脉冲对隔震层的位移、下部框架结构的层间位移角、梁柱构件轴力、结构基底反力,以及上部网壳的最大节点位移、杆件轴力、塑性杆件比例等均产生了显著的放大效应。并且,若仅采用现行标准规定的近场增大系数对地震动强度进行调整,仍不能考虑近断层低频速度脉冲成分对基础隔震网壳-支承结构动力响应的影响。结论可为近断层高烈度地震区基础隔震网壳-支承结构的隔震设计提供参考依据。

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钟杰（1987—）,男,副研究员,博士,主要从事大跨度空间结构地震工程研究。E-mail：
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石文杰（1981—）,女,高级工程师,硕士,主要从事工程结构设计研究。E-mail：

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石文杰（1981—）,女,高级工程师,硕士,主要从事工程结构设计研究。E-mail：

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石文杰（1981—）,女,高级工程师,硕士,主要从事工程结构设计研究。E-mail：

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(in Chinese), articleTitle=Seismic response of base-isolated structures under near-fault pulse-like ground motions considering potential pounding, refAbstract=null), Reference(id=1241802959835693803, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, doi=null, pmid=null, pmcid=null, year=2023, volume=32, issue=4, pageStart=170, pageEnd=180, url=null, language=null, rfNumber=[21], rfOrder=36, authorNames=张亮泉, 夏天, journalName=自然灾害学报, refType=null, unstructuredReference=张亮泉，夏天．长周期地震动作用下基础隔震结构抗倾覆能力研究[J]．自然灾害学报, 2023, 32(4): 170-180., articleTitle=长周期地震动作用下基础隔震结构抗倾覆能力研究, refAbstract=null), Reference(id=1241802959948940022, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, doi=null, pmid=null, pmcid=null, year=2023, volume=32, issue=4, pageStart=170, pageEnd=180, url=null, language=null, rfNumber=[21], rfOrder=37, authorNames=ZHANG Liangquan, XIA Tian, journalName=Journal of Natural Disasters, refType=null, unstructuredReference=ZHANG Liangquan, XIA Tian. 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(in Chinese), articleTitle=null, refAbstract=null), Reference(id=1241802960452256535, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, doi=null, pmid=null, pmcid=null, year=2007, volume=97, issue=5, pageStart=1486, pageEnd=1501, url=null, language=null, rfNumber=[24], rfOrder=42, authorNames=BAKER J W, journalName=Bulletin of the Seismological Society of America, refType=null, unstructuredReference=BAKER J W. Quantitative classification of near-fault ground motions using wavelet analysis[J]. 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(in Chinese), articleTitle=Comparative study on the main parameters of ground motions in seismic design codes in China and America, refAbstract=null), Reference(id=1241802960800383793, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[26], rfOrder=45, authorNames=null, journalName=null, refType=null, unstructuredReference=GB 18306—2015 中国地震动参数区划图[S]．北京：中国标准出版社, 2015., articleTitle=null, refAbstract=null), Reference(id=1241802960922018615, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, doi=null, pmid=null, pmcid=null, year=2015, volume=null, issue=null, pageStart=null, pageEnd=null, url=null, language=null, rfNumber=[26], rfOrder=46, authorNames=null, journalName=null, refType=null, unstructuredReference=GB 18306—2015 Seismic ground motion parameters zonation map of China[S]. Beijing: Standards Press of China, 2015. (in Chinese), articleTitle=null, refAbstract=null)], funds=[Fund(id=1241802954601201987, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, awardId=52008274, language=CN, fundingSource=国家自然科学基金项目(52008274), fundOrder=null, country=null), Fund(id=1241802954714448208, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, awardId=2022HITCE09, language=CN, fundingSource=结构工程灾变与控制教育部重点实验室开放基金项目(2022HITCE09), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1241802940583837968, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, xref=1., ext=[AuthorCompanyExt(id=1241802940609003797, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, companyId=1241802940583837968, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1.Power China Guiyang Engineering Corporation 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Mechanical properties of isolation bearings

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隔震支座型号支座直径/mm橡胶层总厚度/mm橡胶剪切模量/MPa水平等效刚度/（kN/mm）屈服前刚度/（kN/mm）屈服后刚度/（kN/mm）竖向刚度/（kN/mm）屈服力/kN
LRB400400730.3921.048.790.68140027
LNR300300560.3920.49——900—
), ArticleFig(id=1241802952558575723, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表1, caption=

隔震支座力学性能

, figureFileSmall=null, figureFileBig=null, tableContent=
隔震支座型号支座直径/mm橡胶层总厚度/mm橡胶剪切模量/MPa水平等效刚度/（kN/mm）屈服前刚度/（kN/mm）屈服后刚度/（kN/mm）竖向刚度/（kN/mm）屈服力/kN
LRB400400730.3921.048.790.68140027
LNR300300560.3920.49——900—
), ArticleFig(id=1241802952688599161, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 2, caption=

A set of 22 near-fault pulse-like ground motions used in this paper

, figureFileSmall=null, figureFileBig=null, tableContent=
序号年份地震名称台站分量名称矩震级断层距/km脉冲周期/s PGA/（cm/s2）场地类别
GM11979Coyote LakeGilroy Array＃2G021405.79.01.4251Ⅱ
GM21979Coyote LakeGilroy Array＃3G031405.77.41.2251Ⅱ
GM31980Irpinia_ Italy-01Bagnoli IrpinioA-BAG2706.98.21.7186Ⅰ1
GM41983Coalinga-05Transmitter HillD-TSM2705.89.50.9765Ⅱ
GM51984Morgan HillGilroy Array＃6G060906.29.91.4287Ⅰ1
GM61986San SalvadorGeotech Investig CenterGIC0905.86.30.8691Ⅱ
GM71986San SalvadorGeotech Investig CenterGIC1805.86.31.4413Ⅱ
GM81986San SalvadorNational Geografical InstNGI1805.87.02.3396Ⅱ
GM91986San SalvadorNational Geografical InstNGI2705.87.00.9524Ⅱ
GM101994Northridge-01LA-Sepulveda VA HospitalSPV2706.78.41.1738Ⅱ
GM111994Northridge-01Newhall-W Pico Canyon Rd.WPI3166.75.52.0350Ⅱ
GM121994Northridge-01Pacoima Dam（upper left）PUL1946.77.01.11261Ⅰ0
GM131994Northridge-01Pardee-SCEPAR-L6.77.51.2547Ⅱ
GM141994Northridge-01Rinaldi Receiving StaRRS2286.76.51.5857Ⅱ
GM151994Northridge-01Sylmar-Converter StaSCS0526.75.33.2611Ⅲ
GM161994Northridge-01Sylmar-Olive View Med FFSYL0906.75.32.9593Ⅱ
GM171999Chi-ChiCHY006CHY006-W7.69.82.9348Ⅱ
GM181999Chi-ChiCHY074CHY074N6.26.22.5335Ⅰ1
GM192004Parkfield-02Parkfield-Fault Zone 14Z143606.08.80.9565Ⅲ
GM201979MontenegroBar-Skupstina OpstineBSO0007.17.01.4365Ⅱ
GM212009L’AquilaL’Aquila-V. Aeron-Centro Valle GX066YLN6.36.30.7545Ⅱ
GM222008IwateIWTH26IWTH26NS6.96.03.1888Ⅱ
), ArticleFig(id=1241802952818622598, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表2, caption=

本文选用的22条近断层速度脉冲型地震动

, figureFileSmall=null, figureFileBig=null, tableContent=
序号年份地震名称台站分量名称矩震级断层距/km脉冲周期/s PGA/（cm/s2）场地类别
GM11979Coyote LakeGilroy Array＃2G021405.79.01.4251Ⅱ
GM21979Coyote LakeGilroy Array＃3G031405.77.41.2251Ⅱ
GM31980Irpinia_ Italy-01Bagnoli IrpinioA-BAG2706.98.21.7186Ⅰ1
GM41983Coalinga-05Transmitter HillD-TSM2705.89.50.9765Ⅱ
GM51984Morgan HillGilroy Array＃6G060906.29.91.4287Ⅰ1
GM61986San SalvadorGeotech Investig CenterGIC0905.86.30.8691Ⅱ
GM71986San SalvadorGeotech Investig CenterGIC1805.86.31.4413Ⅱ
GM81986San SalvadorNational Geografical InstNGI1805.87.02.3396Ⅱ
GM91986San SalvadorNational Geografical InstNGI2705.87.00.9524Ⅱ
GM101994Northridge-01LA-Sepulveda VA HospitalSPV2706.78.41.1738Ⅱ
GM111994Northridge-01Newhall-W Pico Canyon Rd.WPI3166.75.52.0350Ⅱ
GM121994Northridge-01Pacoima Dam（upper left）PUL1946.77.01.11261Ⅰ0
GM131994Northridge-01Pardee-SCEPAR-L6.77.51.2547Ⅱ
GM141994Northridge-01Rinaldi Receiving StaRRS2286.76.51.5857Ⅱ
GM151994Northridge-01Sylmar-Converter StaSCS0526.75.33.2611Ⅲ
GM161994Northridge-01Sylmar-Olive View Med FFSYL0906.75.32.9593Ⅱ
GM171999Chi-ChiCHY006CHY006-W7.69.82.9348Ⅱ
GM181999Chi-ChiCHY074CHY074N6.26.22.5335Ⅰ1
GM192004Parkfield-02Parkfield-Fault Zone 14Z143606.08.80.9565Ⅲ
GM201979MontenegroBar-Skupstina OpstineBSO0007.17.01.4365Ⅱ
GM212009L’AquilaL’Aquila-V. Aeron-Centro Valle GX066YLN6.36.30.7545Ⅱ
GM222008IwateIWTH26IWTH26NS6.96.03.1888Ⅱ
), ArticleFig(id=1241802953011560599, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 3, caption=

Values of peak ground acceleration

, figureFileSmall=null, figureFileBig=null, tableContent=
抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
7度（0.10 g）35100220320
8度（0.20 g）70200400600
9度（0.40 g）1404006201080
), ArticleFig(id=1241802953149972645, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表3, caption=

地震动峰值加速度取值

, figureFileSmall=null, figureFileBig=null, tableContent=
抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
7度（0.10 g）35100220320
8度（0.20 g）70200400600
9度（0.40 g）1404006201080
), ArticleFig(id=1241802953305161908, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 4, caption=

Average values of amplification coefficients of dynamic responses of RC frame structure

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
隔震层最大位移7度（0.1 g）1.481.571.541.52
8度（0.2 g）1.531.551.491.41
9度（0.4 g）1.571.491.411.31
最大层间位移角7度（0.1 g）1.431.641.962.08
8度（0.2 g）1.511.951.982.02
9度（0.4 g）1.841.982.061.88
最大构件轴力7度（0.1 g）1.431.441.571.55
8度（0.2 g）1.421.571.561.44
9度（0.4 g）1.491.561.441.28
最大基底反力7度（0.1 g）1.461.501.471.45
8度（0.2 g）1.481.481.411.35
9度（0.4 g）1.501.411.341.26
), ArticleFig(id=1241802953439379651, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表4, caption=

钢筋混凝土框架结构动力响应放大系数平均值

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
隔震层最大位移7度（0.1 g）1.481.571.541.52
8度（0.2 g）1.531.551.491.41
9度（0.4 g）1.571.491.411.31
最大层间位移角7度（0.1 g）1.431.641.962.08
8度（0.2 g）1.511.951.982.02
9度（0.4 g）1.841.982.061.88
最大构件轴力7度（0.1 g）1.431.441.571.55
8度（0.2 g）1.421.571.561.44
9度（0.4 g）1.491.561.441.28
最大基底反力7度（0.1 g）1.461.501.471.45
8度（0.2 g）1.481.481.411.35
9度（0.4 g）1.501.411.341.26
), ArticleFig(id=1241802953561014479, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 5, caption=

Average values of the amplification coefficients of dynamic responses of reticulated shell

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
最大节点水平位移7度（0.1 g）1.401.411.471.58
8度（0.2 g）1.381.451.651.81
9度（0.4 g）1.431.651.901.77
最大节点竖向位移7度（0.1 g）1.321.361.471.62
8度（0.2 g）1.341.461.521.48
9度（0.4 g）1.341.521.521.37
最大杆件轴力7度（0.1 g）1.291.311.511.95
8度（0.2 g）1.311.532.041.80
9度（0.4 g）1.312.041.801.44
), ArticleFig(id=1241802953691037919, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表5, caption=

网壳动力响应放大系数平均值

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
最大节点水平位移7度（0.1 g）1.401.411.471.58
8度（0.2 g）1.381.451.651.81
9度（0.4 g）1.431.651.901.77
最大节点竖向位移7度（0.1 g）1.321.361.471.62
8度（0.2 g）1.341.461.521.48
9度（0.4 g）1.341.521.521.37
最大杆件轴力7度（0.1 g）1.291.311.511.95
8度（0.2 g）1.311.532.041.80
9度（0.4 g）1.312.041.801.44
), ArticleFig(id=1241802953795895528, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 6, caption=

Recommended values of the structural dynamic response amplification coefficients

, figureFileSmall=null, figureFileBig=null, tableContent=
结构结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
支承结构隔震层最大位移7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.501.50
9度（0.4 g）1.501.501.501.25
最大层间位移角7度（0.1 g）1.501.502.002.00
8度（0.2 g）1.502.002.002.00
9度（0.4 g）1.752.002.001.75
最大构件轴力7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.501.50
9度（0.4 g）1.501.501.501.25
最大基底反力7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.501.25
9度（0.4 g）1.501.501.251.25
网壳结构节点最大水平位移7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.751.75
9度（0.4 g）1.501.502.001.75
节点最大竖向位移7度（0.1 g）1.251.501.501.50
8度（0.2 g）1.251.501.501.50
9度（0.4 g）1.251.501.501.50
最大杆件轴力7度（0.1 g）1.251.251.502.00
8度（0.2 g）1.251.502.001.75
9度（0.4 g）1.252.001.751.50
), ArticleFig(id=1241802953879781622, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表6, caption=

结构动力响应放大系数推荐值

, figureFileSmall=null, figureFileBig=null, tableContent=
结构结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
支承结构隔震层最大位移7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.501.50
9度（0.4 g）1.501.501.501.25
最大层间位移角7度（0.1 g）1.501.502.002.00
8度（0.2 g）1.502.002.002.00
9度（0.4 g）1.752.002.001.75
最大构件轴力7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.501.50
9度（0.4 g）1.501.501.501.25
最大基底反力7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.501.25
9度（0.4 g）1.501.501.251.25
网壳结构节点最大水平位移7度（0.1 g）1.501.501.501.50
8度（0.2 g）1.501.501.751.75
9度（0.4 g）1.501.502.001.75
节点最大竖向位移7度（0.1 g）1.251.501.501.50
8度（0.2 g）1.251.501.501.50
9度（0.4 g）1.251.501.501.50
最大杆件轴力7度（0.1 g）1.251.251.502.00
8度（0.2 g）1.251.502.001.75
9度（0.4 g）1.252.001.751.50
), ArticleFig(id=1241802953997222143, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 7, caption=

Average values of the amplification coefficients of dynamic responses of RC frame structure considering near-field amplification factors

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
隔震层最大位移7度（0.1 g）1.301.371.331.32
8度（0.2 g）1.351.341.311.26
9度（0.4 g）1.361.311.251.22
最大层间位移角7度（0.1 g）1.231.401.551.55
8度（0.2 g）1.311.551.511.59
9度（0.4 g）1.511.511.561.56
最大构件轴力7度（0.1 g）1.281.271.321.30
8度（0.2 g）1.271.301.341.28
9度（0.4 g）1.281.341.271.18
最大基底反力7度（0.1 g）1.301.331.291.28
8度（0.2 g）1.321.301.271.21
9度（0.4 g）1.311.271.211.16
), ArticleFig(id=1241802954139828490, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表7, caption=

考虑近场增大系数后钢筋混凝土框架动力响应放大系数平均值

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
隔震层最大位移7度（0.1 g）1.301.371.331.32
8度（0.2 g）1.351.341.311.26
9度（0.4 g）1.361.311.251.22
最大层间位移角7度（0.1 g）1.231.401.551.55
8度（0.2 g）1.311.551.511.59
9度（0.4 g）1.511.511.561.56
最大构件轴力7度（0.1 g）1.281.271.321.30
8度（0.2 g）1.271.301.341.28
9度（0.4 g）1.281.341.271.18
最大基底反力7度（0.1 g）1.301.331.291.28
8度（0.2 g）1.321.301.271.21
9度（0.4 g）1.311.271.211.16
), ArticleFig(id=1241802954248880409, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=EN, label=Table 8, caption=

Average values of the amplification coefficients of dynamic responses of reticulated shell considering near-field amplification factor

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
最大节点水平位移7度（0.1 g）1.241.251.291.31
8度（0.2 g）1.221.251.231.48
9度（0.4 g）1.251.231.471.55
最大节点竖向位移7度（0.1 g）1.141.161.261.33
8度（0.2 g）1.151.221.171.22
9度（0.4 g）1.151.171.251.28
最大杆件轴力7度（0.1 g）1.121.131.251.35
8度（0.2 g）1.121.171.471.52
9度（0.4 g）1.131.471.461.29
), ArticleFig(id=1241802954357932328, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072004854087, language=CN, label=表8, caption=

考虑近场增大系数后网壳动力响应放大系数平均值

, figureFileSmall=null, figureFileBig=null, tableContent=
结构响应指标抗震设防烈度多遇地震设防地震罕遇地震极罕遇地震
最大节点水平位移7度（0.1 g）1.241.251.291.31
8度（0.2 g）1.221.251.231.48
9度（0.4 g）1.251.231.471.55
最大节点竖向位移7度（0.1 g）1.141.161.261.33
8度（0.2 g）1.151.221.171.22
9度（0.4 g）1.151.171.251.28
最大杆件轴力7度（0.1 g）1.121.131.251.35
8度（0.2 g）1.121.171.471.52
9度（0.4 g）1.131.471.461.29
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近断层地震动下基础隔震网壳-支承结构的地震响应研究
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石文杰 1 , 孙贵洪 2 , 钟杰 2 , 龚文琪 2
地震工程与工程振动 | 研究论文 2025,45(5): 142-153
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地震工程与工程振动 | 研究论文 2025, 45(5): 142-153
近断层地震动下基础隔震网壳-支承结构的地震响应研究
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石文杰1 , 孙贵洪2, 钟杰2 , 龚文琪2
作者信息
  • 1.中国电建集团贵阳勘测设计研究院有限公司,贵州贵阳550081
  • 2.四川大学土木工程系,四川成都610065

    • 石文杰（1981—）,女,高级工程师,硕士,主要从事工程结构设计研究。E-mail：

通讯作者:

钟杰（1987—）,男,副研究员,博士,主要从事大跨度空间结构地震工程研究。E-mail：
Research on seismic responses of reticulated shells with base-isolated substructure under near-fault ground motion
Wenjie SHI1 , Guihong SUN2, Jie ZHONG2 , Wenqi GONG2
Affiliations
  • 1.Power China Guiyang Engineering Corporation Limited, Guiyang 550081, China
  • 2.Department of Civil Engineering, Sichuan University, Chengdu 610065, China
出版时间: 2025-10-22 doi: 10.13197/j.eeed.2025.0514
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摘要
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近断层速度脉冲效应往往引发建筑结构更为严重的破坏。为研究其对基础隔震网壳-支承结构动力响应的影响,选取一基础隔震钢筋混凝土框架结构支承的双层柱面网壳作为分析对象,分别施加3组地震动：第1组为22条断层距在5~10 km之间、脉冲周期在0.7~3.2 s之间的近断层速度脉冲型地震动；第2组为与第1组对应的去掉低频速度脉冲成分后的22条非脉冲型地震动；第3组为对第2组的地震动乘以GB/T 51408—2021《建筑隔震设计标准》给定的近场增大系数后的地震动。通过增量动力分析,统计对比3组地震动作用下基础隔震网壳-支承结构的动力响应。结果表明：速度脉冲对隔震层的位移、下部框架结构的层间位移角、梁柱构件轴力、结构基底反力,以及上部网壳的最大节点位移、杆件轴力、塑性杆件比例等均产生了显著的放大效应。并且,若仅采用现行标准规定的近场增大系数对地震动强度进行调整,仍不能考虑近断层低频速度脉冲成分对基础隔震网壳-支承结构动力响应的影响。结论可为近断层高烈度地震区基础隔震网壳-支承结构的隔震设计提供参考依据。

网壳结构  /  基础隔震  /  速度脉冲  /  地震响应  /  放大效应

The near-fault velocity pulse-like earthquake ground motions usually cause more severe damage to building structures. To analyze the seismic responses of the reticulated shells with seismically base-isolated substructures subjected to near-fault velocity pulse-like earthquake ground motions, three sets of ground motions are applied to a double-layer cylindrical steel reticulated shell supported by seismically base-isolated reinforced concrete frame structure. The first group consists of 22 near-fault velocity pulse-like ground motions with a distance of 5~10 km and a pulse period of 0.7~3.2 seconds, the second group includes 22 corresponding ground motions without velocity pulse, and the third group is based on the second group, considering the near field amplification coefficients given in GB/T 51408—2021 Standard for seismic isolation design of building. Through incremental dynamic analyses, the dynamic responses of the structure under the three groups of ground motions are compared. The results show that the velocity pulse has a significant amplification effect on the isolation layer displacements, the inter-story drifts, the axial forces, the base reaction forces of the reinforced concrete supporting structure, as well as the maximum nodal displacements and the member axial forces of the reticulated shell. Moreover, when only adjusting the intensity of the ground motions, the near field amplification coefficient can not effectively account for the influence of velocity pulse on the dynamic responses of the base-isolated reticulated shell with supporting structure. The conclusions of this study can provide a basis for the seismic isolation design of the base-isolated reticulated shell-supporting structure in high seismic intensity areas near fault zones.

reticulated shell structure  /  base isolation  /  velocity pulse  /  seismic response  /  amplification effect
石文杰, 孙贵洪, 钟杰, 龚文琪. 近断层地震动下基础隔震网壳-支承结构的地震响应研究. 地震工程与工程振动, 2025 , 45 (5) : 142 -153 . DOI: 10.13197/j.eeed.2025.0514
Wenjie SHI, Guihong SUN, Jie ZHONG, Wenqi GONG. Research on seismic responses of reticulated shells with base-isolated substructure under near-fault ground motion[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (5) : 142 -153 . DOI: 10.13197/j.eeed.2025.0514
正文
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0　引言
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隔震技术通过设置隔震层来延长结构的基本周期,增大结构的阻尼,能够显著降低结构在遭受普通地震动时的动力响应,因而被广泛应用于多高层房屋、桥梁及大跨空间结构中。然而,周期延长后的隔震体系对地震动中的长周期成分变得敏感,有时甚至会发生显著的共振效应,进而加大了上部结构的地震响应[1]。震害调查及理论研究表明[2-8],近断层地震动往往含有瞬时能量大、低频成分丰富的大幅值速度脉冲,对工程结构尤其是长周期结构具有显著的不利影响。
近年来,近断层长周期速度脉冲型地震动对隔震结构动力响应的影响逐渐得到重视。HALL等[9]较早地研究了隔震结构在脉冲型地震动作用下的地震响应,其结果显示：速度脉冲型地震动对高层隔震结构会造成比预期更严重的结构响应。MAKRIS等[10]研究发现,近断层地震动中瞬时能量大、周期长的速度脉冲会导致隔震层产生过大的位移,从而致使隔震结构破坏。杜晓磊等[11]指出,地震动的长周期脉冲效应对近断层地震区隔震结构的影响不可忽略。韩淼等[12]及王昱翔等[13]均指出在结构自振周期与速度脉冲的周期接近时结构的动力响应最为显著。潘毅等[14]进行了定量研究,发现近断层速度脉冲型地震动对水平减震系数有放大作用,且该放大作用随着脉冲周期的增大而增大。更多的研究表明,近断层地震动对隔震框架结构的隔震层位移[15-18]、层间剪力、楼层加速度[19]、层间位移[20]和抗倾覆性能[21]等均有显著的影响。然而,现有文献主要报道了近断层速度脉冲型地震动对隔震框架结构的影响,而其对动力响应特征截然不同的隔震网壳结构的影响尚缺乏足够的研究,给隔震技术在近断层高烈度地震区体育馆、高速铁路车站和机场航站楼等大跨度公共建筑中的应用带来了严峻挑战。
本文选取具有工程代表性的采用基础隔震钢筋混凝土框架结构支承的双层柱面钢网壳为分析对象,以含有速度脉冲、去掉速度脉冲及考虑规范近场放大系数的3组近断层地震动作为输入,通过增量动力分析,对比研究速度脉冲对基础隔震网壳-支承结构动力响应的放大效应,从而为近断层高烈度地震区隔震大跨空间结构的抗震及减隔震设计提供参考依据。
1　分析模型及有限元建模
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以基础隔震钢筋混凝土框架结构支承的双层柱面钢网壳为分析对象,其结构组成及几何尺寸见图1。其中,上部网壳周边通过三向铰支座支承于下部支承结构柱顶；网壳结构钢材采用Q235B,支承结构采用钢筋混凝土,且除圈梁采用C40外,其余梁柱构件均采用C30混凝土。网壳杆件截面及下部梁柱构件截面尺寸通过静力设计及抗震设计确定。采用通用有限元软件ABAQUS建立有限元分析模型。其中,网壳杆件两端为铰接,采用T3D2桁架单元模拟,梁柱构件采用B32梁单元模拟,并选用PQ-Fiber中的USteel02模型和UConcrete02模型分别考虑钢材和混凝土的本构关系。为使隔震层在满足GB/T 51408—2021《建筑隔震设计标准》[22]要求的同时具有较好的隔震效果,在钢筋混凝土框架支承结构柱底同时布置了22个橡胶层厚度为56 mm、直径为300 mm的天然橡胶隔震支座（LNR300）与4个橡胶层厚度为73 mm、直径为400 mm的铅芯橡胶隔震支座（LRB400）,具体布置方式见图2。隔震支座采用CONN3D2单元模拟,且天然橡胶支座采用线弹性模型模拟,铅芯橡胶支座则采用双线性滞回模型模拟,其滞回模型见图3。通过对隔震前后的有限元模型进行模态分析,获得未隔震与基础隔震结构的前20阶自振频率,见图4。通过对比可以看出,结构未隔震时1阶频率为2.15 Hz,对应的周期为0.47 s,隔震后为0.56 Hz,对应的周期为1.79 s,可见隔震后结构频率显著降低。另外,根据JGT 118—2018《建筑隔震橡胶支座》[23]。隔震支座参数见表1。
2　近断层速度脉冲型地震动及残余地震动
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GB/T 51408—2021《建筑隔震设计标准》[22]中针对断层距为0~5 km和5~10 km的场地分别给出了不同的近场放大系数。为便于比较,本文选取断层距为5~10 km、矩震级大于5.5级的地震动作为近断层地震动,并基于BAKER[24]提出的速度脉冲型地震动识别方法,筛选出22条速度脉冲型地震动,具体信息见表2。由表可知,表中22条地震动的速度脉冲周期在0.7~3.2 s之间,且分布于结构基本周期（1.79 s）的两侧。
其次,本文通过去掉上述22条地震动速度时程中的低频脉冲成分来获得具有相同高频成分的非脉冲型地震动。相较于选取22条普通的非脉冲型地震动,该方法使得2组地震动的高频成分几乎完全一致,从而降低了因高频成分不同对分析结果造成的不确定性影响[18]。为直观显示含速度脉冲地震动与非脉冲地震动的区别,图5所示分别为表2中的地震动GM6含有速度脉冲时的速度时程曲线、识别出的速度脉冲时程曲线及去掉速度脉冲成分后的残余速度时程曲线,以及含速度脉冲地震动与残余地震动的加速度反应谱。所选的22条脉冲型地震动与对应的22条残余地震动的加速度反应谱及其平均值,见图6。
3　近断层速度脉冲放大效应分析
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对本文所选的基础隔震网壳-支承结构分别输入表2中的22条近断层速度脉冲型地震动及与之对应的去掉低频速度脉冲成分的残余地震动（即非脉冲型地震动）,开展大量动力响应时程分析。地震动峰值加速度（peak ground acceleration, PGA）分别按照抗震设防烈度为7度（0.10 g）、8度（0.20 g）和9度（0.40 g）取值,见表3,其中极罕遇地震下的加速度幅值为设防烈度下的2.9倍[26]。
为更加清晰、直观地呈现近断层速度脉冲型地震动的放大效应,首先以表2中编号为GM18的地震动为例,给出结构在去掉速度脉冲成分前后的地震动作用下关键动力响应指标的时程曲线；然后将近断层速度脉冲放大系数定义为结构在速度脉冲型地震动与非脉冲型地震动分别作用下动力响应指标最大值的比值,本文以此系数作为量化分析的依据,并分别对支承结构与网壳结构的关键响应指标进行统计分析。
3.1　结构动力响应时程对比
地震动GM18含有速度脉冲和去掉速度脉冲的加速度时程分别调幅至400 cm/s2时,下部钢筋混凝土框架支承结构与上部网壳结构关键响应指标最大值所对应构件、隔震支座或节点的动力响应时程曲线以及各时程曲线的峰值,见图7和图8。由图可知,在速度脉冲型地震动作用下,构件轴力、基底反力、隔震层位移和网壳结构节点位移等均显著大于非速度脉冲地震动作用下结构的响应,说明速度脉冲对基础隔震网壳-支承结构的动力响应具有明显的放大效应。
3.2　下部钢筋混凝土框架支承结构IDA分析结果对比
下部钢筋混凝土框架支承结构在含有速度脉冲和去掉速度脉冲的2组地震动作用下的增量动力分析结果见图9,动力放大系数汇总见表4。由图9和表4可知,低频速度脉冲对下部钢筋混凝土支承结构动力响应具有明显的放大效应。具体来说：在不同强度地震动作用下,隔震层最大位移的放大系数在1.31~1.57之间；框架结构最大层间位移角的放大系数在1.43~2.08之间；梁柱构件最大构件轴力的放大系数在1.28~1.57之间；最大基底反力的放大系数在1.26~1.50之间。对支承结构施加PGA为400 cm/s2的含有速度脉冲和去掉速度脉冲的地震动GM15时结构的塑性分布图见图10。由图可知,结构在速度脉冲型地震动作用下有更多构件进入了塑性。
3.3　上部网壳结构IDA分析结果对比
网壳结构在含有速度脉冲和去掉速度脉冲的2组地震动作用下的增量动力分析（increment dynamic analysis, IDA）结果见图11,动力放大系数汇总见表5。同样可以看出速度脉冲对网壳结构放大效应显著。具体来说：最大节点水平位移的放大系数在1.38~1.90之间；最大节点竖向位移的放大系数在1.32~1.62之间；最大杆件轴力的放大系数在1.29~2.04之间。此外,对网壳结构施加PGA为1080 cm/s2的含有速度脉冲和去掉速度脉冲的地震动GM15时结构的塑性分布图见图12。由图可知,结构在速度脉冲型地震动作用下有更多杆件进入了塑性。为便于工程应用,结构动力响应放大系数的推荐值见表6。
4　规范中近场影响增大系数验证
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GB/T 51408—2021《建筑隔震设计标准》[22]中规定：当隔震结构与发震断层的距离间于5~10 km之间时,抗震分析时应考虑近场效应的影响,即对地震动乘以近场增大系数1.15[22]。本文将去掉低频速度脉冲成分的残余非脉冲型地震动乘以增大系数1.15,以此作为一组地震动,输入基础隔震网壳-支承结构进行增量动力分析,并将其分析结果与速度脉冲地震动作用下的结果进行对比。以下将分别针对钢筋混凝土框架结构和网壳的动力响应结果进行对比分析。
4.1　下部钢筋混凝土框架支承结构
下部钢筋混凝土框架支承结构在2组地震动作用下的增量动力分析结果见图13。由图可知,在考虑了近场增大系数后的22条非脉冲型地震动作用下,隔震层最大位移、钢筋混凝土框架结构梁柱构件的最大构件轴力和构件屈服比例等的平均值仍小于速度脉冲型地震动作用下的结果。为了更加直观,隔震层和下部钢筋混凝土框架支承结构在速度脉冲型地震动与调幅后的非脉冲型地震动作用下结构响应的比值,见表7。由图可知,隔震层位移的比值在1.22~1.37之间,结构层间位移角的比值在1.23~1.59之间,结构构件轴力的比值在1.18~1.34之间,结构基底反力的比值在1.16~1.33之间。PGA为400 cm/s2的速度脉冲型地震动GM15及对应残余地震动的PGA乘以近场增大系数1.15后为460 cm/s2的非速度脉冲型地震动GM15作用下,下部支承结构的塑性分布图,见图14。由图可知,支承结构在速度脉冲型地震动作用下进入塑性的构件相对更多。
4.2　上部网壳结构
上部网壳结构在2组地震动作用下的增量动力分析结果见图15。同样可以看出,在考虑了近场增大系数后的22条非脉冲型地震动作用下,网壳的最大节点位移、最大杆件轴力和杆件屈服比例等的平均值仍小于速度脉冲型地震动作用下的结果。为了更加直观,网壳结构在速度脉冲型地震动与调整后的非脉冲型地震动作用下响应的比值见表8。具体来说：结构最大水平位移比值在1.23~1.59之间,最大节点竖向位移比值在1.14~1.33之间,最大构件轴力比值在1.12~1.47之间。PGA为1080 cm/s2的速度脉冲型地震动GM2及与之对应的考虑近场增大系数后PGA为1242 cm/s2的非速度脉冲型地震动GM2作用下上部网壳的塑性杆件分布见图16。通过对比可以看出,在含有低频速度脉冲成分的地震动作用下,上部网壳仍有更多的杆件进入了塑性,再次说明近场增大系数不能反映低频脉冲成分的影响。
5　结论
收起
1）以典型的基础隔震网壳-支承结构为分析对象,通过对其输入含有低频速度脉冲成分、去掉速度脉冲成分以及考虑近场影响增大系数的3组近断层地震动,采用增量动力分析,统计并对比3组地震动作用下结构的动力响应。结果表明：近断层速度脉冲对基础隔震网壳-支承结构的动力响应具有显著的放大效应,且动力放大系数因地震动强度的不同而不同；当在抗震设防烈度在7度多遇地震至9度极罕遇地震之间时,结构响应动力放大系数约在1.25~2.00之间。
2）GB/T 51408—2021《建筑隔震设计标准》中给出了近场影响增大系数,以对地震动参数进行放大调幅。本文分析结果表明：当输入的地震动仅考虑该近场影响增大系数而不考虑地震动频谱成分,尤其是近断层低频速度脉冲成分时,所获得的动力响应仍小于速度脉冲地震动作用下的动力响应；具体说来,后者相较于前者,仍有1.13~1.59倍的放大系数。
3）为便于工程应用,本文给出了在不同强度的近断层速度脉冲型地震动作用下,基础隔震网壳-支承结构各项关键响应指标放大系数的推荐值,从而为近断层高烈度地震区基础隔震网壳结构的抗震及隔震设计提供参考。
基金
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  • 国家自然科学基金项目(52008274)
  • 结构工程灾变与控制教育部重点实验室开放基金项目(2022HITCE09)
文献
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2025年第45卷第5期
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doi: 10.13197/j.eeed.2025.0514
  • 接收时间：2024-07-05
  • 首发时间：2026-03-20
  • 出版时间：2025-10-22
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  • 收稿日期：2024-07-05
  • 修回日期：2025-02-28
基金
国家自然科学基金项目(52008274)
结构工程灾变与控制教育部重点实验室开放基金项目(2022HITCE09)
作者信息
    1.中国电建集团贵阳勘测设计研究院有限公司,贵州贵阳550081
    2.四川大学土木工程系,四川成都610065

通讯作者:

钟杰（1987—）,男,副研究员,博士,主要从事大跨度空间结构地震工程研究。E-mail：
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鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
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红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
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