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Article(id=1241794072948576331, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241794070289387562, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0519, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1719676800000, receivedDateStr=2024-06-30, revisedDate=1726070400000, revisedDateStr=2024-09-12, acceptedDate=null, acceptedDateStr=null, onlineDate=1773996378409, onlineDateStr=2026-03-20, pubDate=1761062400000, pubDateStr=2025-10-22, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773996378409, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773996378409, creator=13701087609, updateTime=1773996378409, 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=208, endPage=216, ext={EN=ArticleExt(id=1241794073544167517, articleId=1241794072948576331, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Shaking table test study on geotechnical isolation system of rural buildings, columnId=1241794071602200899, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=Research Paper, runingTitle=null, highlight=null, articleAbstract=

The geotechnical isolation system based on glass beads and sand cushion (referred to as GSI-GBSC) has exhibited good seismic isolation performance on a one-story masonry building, but its effectiveness for two-story or higher rural buildings remains not determined. This study carried out a shake table test on a 1/4-scale model of a two-story masonry building. The first model was a two-story brick masonry structure without seismic isolation (the non-isolated model), and the second model was a two-story brick masonry structure equipped with the GSI-GBSC seismic isolation system (the isolated model). The acceleration and displacement responses of the two models were evaluated and compared, and compared with the results of the one-story rural building test conducted in previous studies. The results indicate that the glass-bead-sand-pad layer in the GSI-GBSC seismic isolation system tends to slip and slide, resulting in relative slippage between the foundation soil and upper structure of the isolated model. This ultimately reduces the seismic response of the upper structure. Under different peak acceleration input conditions, the upper structure of the isolated model was observed to move predominantly in a horizontal direction. In contrast, the displacement response of the non-isolated model increases as peak acceleration input values increase, leading to an increasing gap between horizontal displacement peaks in each layer. Furthermore, it was found that inter-story deformation in the isolation model is significantly reduced. Specifically, when peak acceleration input values are 0.2 g and 0.4 g respectively, it was observed that acceleration responses at top structures were 28% and 36% lower in comparison to those from non-isolated models. In summary, it can be concluded that while GSI-GBSC isolation system demonstrates good effects on one-story and two-story rural masonry structures, however, increasing weight and height-to-width ratio will reduce its effectiveness.

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基于玻璃珠-砂垫层的岩土隔震系统（geotechnical seismic isolation system based on glass bead-sand cushion, GSI-GBSC）在一层砌体结构农村房屋上表现出良好的隔震性能,然而其对于二层及以上农村建筑的隔震效果尚不明确。该文对一组两层砌体建筑的1/4比例模型进行了振动台测试：第1种为二层砖砌体结构模型（无隔震模型）,第2种为具有GSI-GBSC隔震系统的二层砖砌体结构模型（隔震模型）,对2种模型的加速度和位移响应进行了评估与比较,并与已有研究中一层农村建筑试验结果进行了对比分析。研究结果表明, GSI-GBSC隔震系统中的玻璃珠-砂垫层容易发生滑移错动,导致隔震模型的地基土与上部结构之间产生了相对滑移,进而降低了上部结构的地震反应。在不同加速度峰值输入工况下,隔震模型上部结构以平动为主,而无隔震模型上部结构位移响应随着输入加速度峰值的增大而增大,且各层水平位移峰值的差距逐渐变大。此外,还发现隔震模型上部结构层间变形显著减小。具体而言,当输入加速度峰值为0.2、0.4 g时,隔震模型结构顶部的加速度响应相比较无隔震模型减小程度分别达28%、36%。总体而言, GSI-GBSC隔震系统对一层和二层农村砌体结构均具备较好的隔震效果,但增大结构的重量和高宽比,会使砂土-玻璃珠滑移层的滑移性能有所降低, GSI-GBSC隔震系统的隔震效果也会略有下降。

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尹志勇（1993—）,男,讲师,博士,主要从事岩土地震工程与工程结构抗震研究。E-mail：
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孙海峰（1981—）,男,高级工程师,博士,主要从事岩土地震工程与工程结构抗震研究。E-mail：

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孙海峰（1981—）,男,高级工程师,博士,主要从事岩土地震工程与工程结构抗震研究。E-mail：

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孙海峰（1981—）,男,高级工程师,博士,主要从事岩土地震工程与工程结构抗震研究。E-mail：

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(in Chinese), articleTitle=Shaking table test of geotechnical seismic isolation system based on glass bead-sand cushions, refAbstract=null), Reference(id=1241802926587449756, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072948576331, doi=null, pmid=null, pmcid=null, year=2011, volume=30, issue=12, pageStart=2498, pageEnd=2506, url=null, language=null, rfNumber=[22], rfOrder=29, authorNames=孙海峰, 景立平, 王宁伟, journalName=岩石力学与工程学报, refType=null, unstructuredReference=孙海峰，景立平，王宁伟，等．振动台多功能叠层剪切箱研制[J]．岩石力学与工程学报, 2011, 30(12): 2498-2506., articleTitle=振动台多功能叠层剪切箱研制, refAbstract=null), Reference(id=1241802926738444708, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072948576331, doi=null, pmid=null, pmcid=null, year=2011, volume=30, issue=12, pageStart=2498, pageEnd=2506, url=null, language=null, rfNumber=[22], rfOrder=30, authorNames=SUN Haifeng, JING Liping, WANG Ningwei, journalName=Chinese Journal of Rock Mechanics and Engineering, refType=null, unstructuredReference=SUN Haifeng, JING Liping, WANG Ningwei, et al. 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figureFileBig=1FPdPuf+XMgH0TCDU/oZjw==, tableContent=null), ArticleFig(id=1241802917766828861, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072948576331, language=CN, label=图12, caption=结构顶部归一化加速度时程曲线, figureFileSmall=/SkSiw0/ydVq2yMOUZx4vA==, figureFileBig=1FPdPuf+XMgH0TCDU/oZjw==, tableContent=null), ArticleFig(id=1241802917955572564, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241794072948576331, language=EN, label=Table 1, caption=

Similarity ratio of structural model

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特性物理量相似关系相似比特性物理量相似关系相似比
几何参数长度 Sl0.250材料参数应变 Sε=Sσ/SE1.000
位移 Sld=Sl0.250密度 Sρ2.000
面积 0.063动力参数时间 ST=Sl（Sρ/SE）0.50.350
体积 0.016频率 Sf=（SE/Sρ）0.5/Sl2.828
材料参数弹性模量 SE1.000质量 0.031
应力 Sσ=SE1.000加速度 Sa=SE/（SlSρ）2.000
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结构模型相似比

, figureFileSmall=null, figureFileBig=null, tableContent=
特性物理量相似关系相似比特性物理量相似关系相似比
几何参数长度 Sl0.250材料参数应变 Sε=Sσ/SE1.000
位移 Sld=Sl0.250密度 Sρ2.000
面积 0.063动力参数时间 ST=Sl（Sρ/SE）0.50.350
体积 0.016频率 Sf=（SE/Sρ）0.5/Sl2.828
材料参数弹性模量 SE1.000质量 0.031
应力 Sσ=SE1.000加速度 Sa=SE/（SlSρ）2.000
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Seismic loading conditions

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序号输入波输入幅值/g加载方向
C1白噪声0.07三向
C2El Centro0.10水平
C3El Centro0.20水平
C4El Centro0.40水平
C5白噪声0.07三向
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地震动加载工况

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序号输入波输入幅值/g加载方向
C1白噪声0.07三向
C2El Centro0.10水平
C3El Centro0.20水平
C4El Centro0.40水平
C5白噪声0.07三向
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农村建筑岩土隔震系统振动台试验研究
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孙海峰 1 , 尹志勇 2 , 宾佳 3 , 景立平 4, 5 , 陈锦煊 1 , 杨宇轩 1
地震工程与工程振动 | 研究论文 2025,45(5): 208-216
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地震工程与工程振动 | 研究论文 2025, 45(5): 208-216
农村建筑岩土隔震系统振动台试验研究
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孙海峰1 , 尹志勇2 , 宾佳3, 景立平4, 5, 陈锦煊1, 杨宇轩1
作者信息
  • 1.黑龙江科技大学建筑工程学院,黑龙江哈尔滨150080
  • 2.湖南文理学院芙蓉学院,湖南常德415000
  • 3.湖南工业大学土木工程学院,湖南株洲412700
  • 4.中国地震局工程力学研究所地震工程与工程振动重点实验室,黑龙江哈尔滨150080
  • 5.地震灾害防治应急管理部重点实验室,黑龙江哈尔滨150080

    • 孙海峰（1981—）,男,高级工程师,博士,主要从事岩土地震工程与工程结构抗震研究。E-mail：

通讯作者:

尹志勇（1993—）,男,讲师,博士,主要从事岩土地震工程与工程结构抗震研究。E-mail：
Shaking table test study on geotechnical isolation system of rural buildings
Haifeng SUN1 , Zhiyong YIN2 , Jia BIN3, Liping JING4, 5, Jinxuan CHEN1, Yuxuan YANG1
Affiliations
  • 1.School of Architectural Engineering, Heilongjiang University of Science and Technology, Harbin 150080, China
  • 2.Furong College, Hunan University of Arts and Science, Changde 415000, China
  • 3.College of Civil Engineering, Hunan University of Technology, Zhuzhou 412700, China
  • 4.Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
  • 5.Key Laboratory of Earthquake Disaster Mitigation, Ministry of Emergency Management, Harbin 150080, China
出版时间: 2025-10-22 doi: 10.13197/j.eeed.2025.0519
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摘要
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基于玻璃珠-砂垫层的岩土隔震系统（geotechnical seismic isolation system based on glass bead-sand cushion, GSI-GBSC）在一层砌体结构农村房屋上表现出良好的隔震性能,然而其对于二层及以上农村建筑的隔震效果尚不明确。该文对一组两层砌体建筑的1/4比例模型进行了振动台测试：第1种为二层砖砌体结构模型（无隔震模型）,第2种为具有GSI-GBSC隔震系统的二层砖砌体结构模型（隔震模型）,对2种模型的加速度和位移响应进行了评估与比较,并与已有研究中一层农村建筑试验结果进行了对比分析。研究结果表明, GSI-GBSC隔震系统中的玻璃珠-砂垫层容易发生滑移错动,导致隔震模型的地基土与上部结构之间产生了相对滑移,进而降低了上部结构的地震反应。在不同加速度峰值输入工况下,隔震模型上部结构以平动为主,而无隔震模型上部结构位移响应随着输入加速度峰值的增大而增大,且各层水平位移峰值的差距逐渐变大。此外,还发现隔震模型上部结构层间变形显著减小。具体而言,当输入加速度峰值为0.2、0.4 g时,隔震模型结构顶部的加速度响应相比较无隔震模型减小程度分别达28%、36%。总体而言, GSI-GBSC隔震系统对一层和二层农村砌体结构均具备较好的隔震效果,但增大结构的重量和高宽比,会使砂土-玻璃珠滑移层的滑移性能有所降低, GSI-GBSC隔震系统的隔震效果也会略有下降。

隔震  /  岩土隔震  /  振动台试验  /  砌体结构  /  砂垫层

The geotechnical isolation system based on glass beads and sand cushion (referred to as GSI-GBSC) has exhibited good seismic isolation performance on a one-story masonry building, but its effectiveness for two-story or higher rural buildings remains not determined. This study carried out a shake table test on a 1/4-scale model of a two-story masonry building. The first model was a two-story brick masonry structure without seismic isolation (the non-isolated model), and the second model was a two-story brick masonry structure equipped with the GSI-GBSC seismic isolation system (the isolated model). The acceleration and displacement responses of the two models were evaluated and compared, and compared with the results of the one-story rural building test conducted in previous studies. The results indicate that the glass-bead-sand-pad layer in the GSI-GBSC seismic isolation system tends to slip and slide, resulting in relative slippage between the foundation soil and upper structure of the isolated model. This ultimately reduces the seismic response of the upper structure. Under different peak acceleration input conditions, the upper structure of the isolated model was observed to move predominantly in a horizontal direction. In contrast, the displacement response of the non-isolated model increases as peak acceleration input values increase, leading to an increasing gap between horizontal displacement peaks in each layer. Furthermore, it was found that inter-story deformation in the isolation model is significantly reduced. Specifically, when peak acceleration input values are 0.2 g and 0.4 g respectively, it was observed that acceleration responses at top structures were 28% and 36% lower in comparison to those from non-isolated models. In summary, it can be concluded that while GSI-GBSC isolation system demonstrates good effects on one-story and two-story rural masonry structures, however, increasing weight and height-to-width ratio will reduce its effectiveness.

seismic isolation  /  geotechnical seismic isolation  /  shaking table test  /  masonry structure  /  sand cushion
孙海峰, 尹志勇, 宾佳, 景立平, 陈锦煊, 杨宇轩. 农村建筑岩土隔震系统振动台试验研究. 地震工程与工程振动, 2025 , 45 (5) : 208 -216 . DOI: 10.13197/j.eeed.2025.0519
Haifeng SUN, Zhiyong YIN, Jia BIN, Liping JING, Jinxuan CHEN, Yuxuan YANG. Shaking table test study on geotechnical isolation system of rural buildings[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (5) : 208 -216 . DOI: 10.13197/j.eeed.2025.0519
正文
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0　引言
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砖砌体建筑是我国农村地区最常见的结构类型,然而,这类建筑抗震能力差,不仅会危及人们的生命安全,还会导致财产损失,造成巨大的经济负担。根据震害调查数据,在近几年发生的九寨沟7.0级地震[1]、漾濞6.4级地震[2]、泸定6.8级地震[3]中,大量农村地区的砖砌体结构房屋都遭受了严重破坏。因此,针对农村建筑开展隔震技术研究,以提高建筑结构的抗震性能,具有重要的意义。
隔震技术是提高现有和新建结构抗震性能的实用方法之一[4]。由于砌体结构对抗剪能力较差,因此低成本的基础隔震技术是减轻地震作用的有效途径之一[5-6]。基于摩擦的滑移隔震也是一种低成本的地震耗能技术,它涉及在底座或基础水平上设置具有低摩擦系数的滑动界面,如大理石、砾石和石墨粉、玻璃珠-石墨[7-11]。通过在上部结构和下部结构之间引入滑动界面,将上部结构与下部结构解耦,可以降低上部结构的地震响应。近年来,岩土隔震技术引起了广泛关注,它涉及在围绕结构基础使用低模量材料形成隔震层,如橡胶砂[12-13]、砂垫层[14-15]。理论计算方面：SENETAKIS等[16]和PITILAKIS等[17-18]基于岩土隔震系统开展了数值模拟计算,研究结果均表明,岩土隔震系统对上部结构的水平地震反应和竖向地震反应均有显著的隔震效果。试验方面：XIONG等[19]和BANDYOPADHYAY等[20]对以橡胶砂作为隔震层材料的岩土隔震系统开展了振动台试验,研究结果表明,岩土隔震体系统具有良好的隔震效果。
岩土隔震系统的隔震有效性在理论和试验方面均已得到验证,对于农村建筑有必要引入这种具有实际应用前景的隔离系统。景立平等[21]提出了一种基于玻璃珠-砂垫层的岩土隔震系统（geotechnical seismic isolation system based on glass bead-sand gushion, GSI-GBSC）,并对1层农村砌体结构房屋进行了振动台试验,结果表明：在地震作用下,具有GSI-GBSC隔震系统试验模型的上部结构与地基土之间产生了滑移,减少了地震能量向上部结构传递,有效降低了上部结构的地震反应,表现出良好的隔震效果,可见砂土-玻璃珠滑移层的滑移性能对GSI-GBSC隔震系统的隔震效果影响显著。农村地区大部分的房屋均为1层或2层等低矮建筑,上部结构重量和高宽比的增加对GSI-GBSC隔震系统滑移性能和隔震效果的影响均尚未可知。鉴于此,本文通过制作农村地区常见的2层砌体结构模型,开展了有、无GSI-GBSC隔震系统的振动台试验,对2组试验的结果进行对比分析,探究GSI-GBSC隔震系统对2层农村砌体结构房屋的隔震性能,并分析上部结构重量和高宽比增大对GSI-GBSC隔震系统隔震性能的影响。
1　振动台试验
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1.1　GSI-GBSC隔震系统
GSI-GBSC隔震系统由砂垫层、滑移层和回填土组成,其构造见图1。砂垫层的厚度一般为300~500 mm,压实系数不小于0.94。滑移层由玻璃珠嵌入到砂垫层表面而形成,位于结构基础和砂垫层之间。本研究中采用的玻璃珠外形为球形、表面光滑,互相之间能够滚动,具有很好的自由流动性,在地震作用下更容易出现滑动,与结构基础之间的摩擦系数为0.3~0.4。回填层由砂土组成,砂垫层采用的是普通河砂,而不是纯净砂,成本低适用于农村建筑。
1.2　模型设计与制作
1.2.1　模型设计
结构模型的原型选取位于中国东北的农村砌体结构房屋,试验中对2种模型进行对比,无隔震模型（无岩土隔震的2层砖砌体结构）和隔震模型（有岩土隔震的2层砖砌体结构）,结构模型布局见图2。2层砌体结构模型的总高度为1650 mm,平面尺寸为1800 mm×1425 mm,外墙厚度为90 mm,内墙厚度为60 mm。
1.2.2　相似关系
试验模型包括结构模型和土体模型,结构模型的相似关系见表1。选取长度比例尺Sl=0.25,弹性模量比例尺SE=1.00,加速度比例尺Sa=2.00作为基本相似参数。按各层重力荷载代表值的比例,在各楼板上均匀设置相应比例的配重。需要注意的是,在土体或土-结构动力相互作用的振动台试验中,由于土是离散颗粒组成的特殊结构,土体的重力相似关系很难满足。因此,在试验中未考虑土体模型的相似关系。
1.2.3　模型材料
结构模型材料主要包含砖块、微粒混凝土、砂浆和钢筋。模型砖块由标准砖切割形成,尺寸为56 mm×26 mm×21 mm,砂浆厚度为3~5 mm。楼板和圈梁的混凝土强度等级为C20,楼板钢筋采用双层4 mm镀锌铁丝网,间距为55 mm。地基土模型材料主要包含玻璃珠、天然土和砂土,其材料性质详见文献[21]。
1.2.4　模型制作
模型制作示意图见图3。为便于对比,隔震模型和无隔震模型的上部结构保持一致。首先,制作200 mm高的基础梁,并绑扎好构造柱钢筋。其次,在基础梁上砌筑1层砖墙,绑扎1层圈梁钢筋并支模浇筑。然后,吊装1层楼板,砌筑2层砖墙,绑扎2层圈梁钢筋并支模浇筑。最后,吊装2层楼板,养护刷白灰。
无隔震模型的地基土模型为1000 mm厚天然土,隔震模型的地基土模型在1000 mm厚的天然土基础上开挖并回填一个400 mm厚的砂垫层和一个滑动层。首先,在振动台上安装好土箱[22],并按照分层压实的方法制备1000 mm厚度的天然土地基,每层土厚度为200 mm,尽可能保持土层上下均匀一致。其次,在1000 mm的地基土中向下开挖出深度为600 mm的基槽,之后在基槽内均匀铺设400 mm厚的砂土并夯实。最后,在砂土表面铺满一层玻璃珠,并用平直木板将玻璃珠均匀嵌入砂土,形成玻璃珠-砂垫层滑动层,并静置48 h。土体模型完成后,将结构模型吊装到地基土模型上。最后,在基础埋深范围内回填砂土。
1.3　传感器布设方案
试验中分别使用加速度计、拉线位移计观察测试过程中的加速度、位移。加速度计位于2种模型的土箱底部、地基土、结构基础和楼板,分别用字母A和SA表示,见图4。拉线位移计沿Y方向布置在土箱的不同高度处和结构模型基础和楼板,以字母D表示。
1.4　加载方案
选取El Centro地震波的南北分量作为模型的输入地震动。输入地震动的加速度时程及其傅里叶谱见图5。输入地震动峰值（peak input acceleration, PIA）范围从0.1~0.4 g,包括白噪声在内共有5种加载工况。试验加载工况见表2。
2　试验结果与分析
收起
2.1　试验现象
随着输入地震幅值的增加,2种模型的破坏模式表现出不同的特征。试验观察如下结果：
对于无隔震模型,在0.4 g地震动加载下,南墙和北墙沿振动方向的门窗角沿对角线开裂,出现斜裂缝（图6）,窗间墙沿出现贯穿裂缝,墙体发生剪切破坏,整个结构呈现出剪切变形特征。在所有加载工况中,无隔震模型的回填土基本没有发生破坏,砖墙上门窗洞口等薄弱部位出现了裂缝。
对于隔震模型,在0.2 g地震动加载前,上部结构和滑移层未出现明显的相对滑移现象,说明耗能和隔震主要依靠砂垫层。在加载0.2、0.4 g地震动加载时,上部结构与滑移层之间均有滑移运动现象,但0.4 g地震动加载时,滑移运动更明显,回填砂土在结构基础挤压作用下发生破坏出现了裂缝,见图7。在所有加载工况中,隔震模型结构由于上部结构与滑移层之间的相对滑动而完好无损,说明与无隔震模型相比, GSI-GBSC隔震系统对于2层农村砌体结构房屋具有良好的隔震效果。
2.2　位移反应
不同加速度峰值工况下隔震模型的地基土与结构之间的相对位移曲线,见图8。不同加速度峰值工况下隔震模型和无隔震模型上部结构层间变形,见图9。不同加速度峰值工况下隔震模型和无隔震模型各层水平位移峰值,见图10。
由图8可知,由于隔震垫层中玻璃珠易于滑动的原因,当输入加速度峰值为0.2、0.4 g时,隔震模型的地基土与上部结构之间产生了相对滑移,这与试验中观察到的现象一致,并且输入加速度峰值越大滑移位移越大。0.4 g地震动加载工况,本文GSI-GBSC隔震系统的相对位移峰值为3.49 mm,而同一地震动强度加载工况下,文献[21]中GSI-GBSC隔震系统相对位移峰值为6.21 mm。由此可见,2层结构模型（本文）相对1层结构模型（文献[21]）,增大了上部结构重量及高宽比,对GSI-GBSC隔震系统的砂土-玻璃珠滑移层的滑移性能有所降低。
由图9可知,当输入加速度峰值为0.1 g时,隔震模型与无隔震模型的上部结构层间变形很接近；当输入加速度峰值为0.2 g和0.4 g时,由于隔震模型发生相对位移的原因,造成隔震模型的上部结构层间变形小于无隔震模型,隔震模型有效降低了上部结构的层间变形。
由图10可知,隔震模型上部结构在不同加速度峰值输入工况下,上部结构各层的位移峰值差别均较小,上部结构以平动为主；无隔震模型上部结构位移响应随着输入加速度峰值的增大各层水平位移峰值差距逐渐增大,结构顶部水平位移峰值大于结构底部。
2.3　加速度反应
不同加速度峰值工况下隔震模型和无隔震模型上部结构各层加速度峰值见图11。由图可知,隔震模型和无隔震模型的结构加速度响应随楼层增大逐渐增大,但随着输入加速度峰值增大,隔震模型相对于无隔震模型的结构各层加速度响应显著减小,隔震系统的隔震效果良好。
结构顶部归一化后的加速度时程曲线见图12。由图可知,隔震模型的结构顶部加速度响应小于无隔震模型的结构顶部加速度响应,随着输入加速度峰值的增大,隔震模型的结构顶部加速度响应减小程度逐渐增大,当输入加速度峰值为0.2、0.4 g时,隔震模型2层砌体结构模型的结构顶部加速度响应相比较无隔震模型减小程度分别达28%和36%,隔震效果良好。文献[21]中具有GSI-GBSC隔震系统的1层砌体结构模型的结构顶部加速度峰值相比较无隔震模型分别减小了29%和50%。可见,相比较1层砌体结构, GSI-GBSC隔震系统对于2层砌体结构顶部加速度反应的降低效果稍差。
3　结论
收起
本文制作了2层砌体结构农村建筑试验模型,对隔震模型和非隔震模型进行了地震模拟振动台试验,得到以下结论：
1）GSI-GBSC隔震系统中玻璃珠-砂垫层易于滑移错动,当输入加速度峰值为0.2、0.4 g时,隔震模型的地基土与上部结构之间产生了相对滑移,降低了上部结构的地震反应,这与观察到的隔震模型上部结构无肉眼可见裂缝,而无隔震模型未出现裂缝现象一致。
2）综合考虑结构层间变形和结构各层水平位移峰值,在不同加速度峰值输入工况下,隔震模型上部结构以平动为主,无隔震模型上部结构位移响应随着输入加速度峰值的增大且各层水平位移峰值差距逐渐增大,而隔震模型上部结构层间变形显著减小。
3）隔震模型相对于无隔震模型的结构各层加速度响应显著减小,当输入加速度峰值为0.2、0.4 g时,隔震模型的结构顶部加速度响应相比较无隔震模型减小程度分别达28%、36%。
4）2层砌体结构相比较1层砌体结构,由于结构的重量和高宽比增大, GSI-GBSC隔震系统的砂土-玻璃珠滑移层的滑移性能有所降低,且GSI-GBSC隔震系统对上部结构的地震反应的减小程度稍有降低。总言之, GSI-GBSC隔震系统对1层和2层农村砌体结构均有较好的隔震效果,但增大结构的重量和高宽比, GSI-GBSC隔震系统的隔震效果稍有降低。
基金
收起
  • 湖南省自然科学基金项目(2024JJ7299)
  • 黑龙江科技大学引进高层次人才科研启动基金项目(HKDQDJ202426)
  • 国家自然科学基金项目(52308500)
文献
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2025年第45卷第5期
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doi: 10.13197/j.eeed.2025.0519
  • 接收时间：2024-06-30
  • 首发时间：2026-03-20
  • 出版时间：2025-10-22
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  • 收稿日期：2024-06-30
  • 修回日期：2024-09-12
基金
湖南省自然科学基金项目(2024JJ7299)
黑龙江科技大学引进高层次人才科研启动基金项目(HKDQDJ202426)
国家自然科学基金项目(52308500)
作者信息
    1.黑龙江科技大学建筑工程学院,黑龙江哈尔滨150080
    2.湖南文理学院芙蓉学院,湖南常德415000
    3.湖南工业大学土木工程学院,湖南株洲412700
    4.中国地震局工程力学研究所地震工程与工程振动重点实验室,黑龙江哈尔滨150080
    5.地震灾害防治应急管理部重点实验室,黑龙江哈尔滨150080

通讯作者:

尹志勇（1993—）,男,讲师,博士,主要从事岩土地震工程与工程结构抗震研究。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
genus		 种数
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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