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Article(id=1149774728199631495, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149774724923880044, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2307941, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1697817600000, receivedDateStr=2023-10-21, revisedDate=1737388800000, revisedDateStr=2025-01-21, acceptedDate=null, acceptedDateStr=null, onlineDate=1752057256983, onlineDateStr=2025-07-09, pubDate=1745769600000, pubDateStr=2025-04-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752057256983, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752057256983, creator=13701087609, updateTime=1752057256983, updator=13701087609, issue=Issue{id=1149774724923880044, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='12', pageStart='4827', pageEnd='5272', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752057256203, creator=13701087609, updateTime=1768456746933, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218559174552764785, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149774724923880044, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218559174552764786, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149774724923880044, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=5128, endPage=5140, ext={EN=ArticleExt(id=1149774728568730251, articleId=1149774728199631495, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=Response Analysis of Fully Prefabricated Flexible Assembly Subway Station Structure in Liquefiable Site, columnId=1156262729917780302, journalTitle=Science Technology and Engineering, columnName=Papers·Architectural Science, runingTitle=null, highlight=null, articleAbstract=

In order to study the applicability of the assembled subway station structure in the liquefiable site of the seismic fortification area, based on the engineering practice of Shuangfeng Station of Changchun Metro, the seismic response analysis of the assembled subway station structure in the liquefiable stratum was carried out by using the finite difference software FLAC3D. Compared with the calculation results of the corresponding cast-in-place subway station conditions, the pore water pressure of the foundation, the dynamic response and floating characteristics of the subway station structure and the deformation characteristics of the assembled subway station structure were studied. The results show that, similar to the calculation condition of cast-in-place underground structure, in the calculation condition of assembled subway station in liquefiable site, the pore pressure ratio of site soil shows three stages: initial slow increase stage, middle rapid increase stage and final gentle stage. When the seismic intensity is high, the underground structure has a significant inhibitory effect on the liquefaction of the surrounding soil. The acceleration response of the prefabricated station structure is smaller than that of the cast-in-place structure, which reflects its flexible adaptation to the deformation of the terrain in the liquefiable site. The connection between the side wall and the middle plate is the key part of structural strength control. When the intensity of the input ground motion is low, the vertical displacement changes of the structure are manifested at different positions of the bottom plate show the development stage of a small amount of sinking at the beginning, then a sharp rise, and finally a downward trend, but with the increase of the intensity of the ground motion, this phenomenon is gradually not obvious. The deformation of the assembled subway station structure under horizontal ground motion is closer to the shear deformation. Its flexible connection is easier to adapt to the larger vertical relative deformation than the rigid connection of the cast-in-place station, and its anti-overturning ability is better.

, correspAuthors=Xue-hui 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=Jun-hai AN, Yan-hua ZHANG, Qiao-feng LIU, Xue-hui ZHANG), CN=ArticleExt(id=1149774776710951615, articleId=1149774728199631495, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=可液化场地中全预制柔性装配式地铁车站结构地震响应分析, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

为研究装配式地铁车站结构在地震设防区域可液化场地中的适用性,基于长春地铁双丰站的工程实际,采用有限差分软件FLAC3D开展可液化地层中装配式地铁车站结构的地震响应分析,并与相应的现浇地铁车站工况的计算结果对比,研究地基孔隙水压力、地铁车站结构的动力反应与上浮特征及装配式地铁车站结构的变形特点等。结果表明:与现浇地下结构计算工况类似,可液化场地中装配式地铁车站计算工况中,场地土孔压比呈现出三阶段:初始缓增阶段、中间急升阶段、最后平缓阶段;地震强度较高时,地下结构对周围土层发生液化具有的明显抑制作用;装配式车站结构的加速度反应小于现浇结构,体现了其在可液化场地中柔性适应地形变形的一面;侧墙与中板连接部位是结构强度控制的重点部位;在输入地震动的强度较低时,结构的竖向位移变化底板不同位置都表现出“起始少量下沉,随后急剧上浮,最后趋于下降”的发展阶段,但随着地震动强度的增加,这一现象逐渐不明显;装配式地铁车站结构在水平地震动作用下的变形更接近剪切型变形;其柔性连接比现浇车站的刚接更易适应较大的竖向相对变形,其抗倾覆的能力更好。

, correspAuthors=张学辉, authorNote=null, correspAuthorsNote=
* 张学辉(1980—),男,汉族,河北河间人,博士,副教授。研究方向:钢筋混凝土结构抗震。E-mail:。
, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=0H+bDnYtGw1z/f48pzy+3g==, magXml=dOTMowEZeqnt3rrflYB0nA==, pdfUrl=null, pdf=HYwvcMbpHtfzq0m+yJybAQ==, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=SRTuZ6iJFQcfC1zYFhfuyQ==, mapNumber=null, authorCompany=null, fund=null, authors=

安军海(1987—),男,汉族,河北邯郸人,博士,副教授。研究方向:地下结构抗震。E-mail:。

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2 河北省岩土与结构体系防灾减灾技术创新中心(筹), 石家庄 050018
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安军海(1987—),男,汉族,河北邯郸人,博士,副教授。研究方向:地下结构抗震。E-mail:。

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安军海(1987—),男,汉族,河北邯郸人,博士,副教授。研究方向:地下结构抗震。E-mail:。

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2 河北省岩土与结构体系防灾减灾技术创新中心(筹), 石家庄 050018
3 河北科技大学智能低碳装配式建筑技术研究中心, 石家庄 050018, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null)}, companyList=[AuthorCompany(id=1179790824633152226, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, xref=1, ext=[AuthorCompanyExt(id=1179790824641540835, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824633152226, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 School of Civil Engineering, Hebei University of Science and Technology, Shijiazhuang 050018, China), AuthorCompanyExt(id=1179790824645735140, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824633152226, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1 河北科技大学建筑工程学院, 石家庄 050018)]), AuthorCompany(id=1179790824704455397, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, xref=2, ext=[AuthorCompanyExt(id=1179790824717038310, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824704455397, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 Innovation Center of Disaster Prevention and Mitigation Technology for Geotechnical and Structural Systems of Hebei Province (Preparation), Shijiazhuang 050018, China), AuthorCompanyExt(id=1179790824721232615, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824704455397, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=2 河北省岩土与结构体系防灾减灾技术创新中心(筹), 石家庄 050018)]), AuthorCompany(id=1179790824784147176, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, xref=3, ext=[AuthorCompanyExt(id=1179790824796730089, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824784147176, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=3 Engineering Technology Research Center for Intelligent & Low-carbon Assembled Building, Hebei University of Science and Technology, Shijiazhuang 050018, China), AuthorCompanyExt(id=1179790824805118698, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824784147176, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=3 河北科技大学智能低碳装配式建筑技术研究中心, 石家庄 050018)])]), Author(id=1179790825388126970, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, orderNo=2, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=null, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1179790825472013054, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, authorId=1179790825388126970, language=EN, stringName=Qiao-feng LIU, firstName=Qiao-feng, middleName=null, lastName=LIU, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, 2, 3, address=1 School of Civil Engineering, Hebei University of Science and Technology, Shijiazhuang 050018, China
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AuthorCompanyExt(id=1179790824805118698, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, companyId=1179790824784147176, language=CN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=3 河北科技大学智能低碳装配式建筑技术研究中心, 石家庄 050018)])], figs=[ArticleFig(id=1179790826721915665, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.1, caption=On-site construction of Shuangfeng subway station, figureFileSmall=cTaxoHQ3R1LqDnBjCE/Qog==, figureFileBig=tD94tLLFIUOZQBJgg9btcg==, tableContent=null), ArticleFig(id=1179790826780635922, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图1, caption=双丰地铁车站现场施工图, figureFileSmall=cTaxoHQ3R1LqDnBjCE/Qog==, figureFileBig=tD94tLLFIUOZQBJgg9btcg==, tableContent=null), ArticleFig(id=1179790826839356179, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.2, caption=Section diagram of prefabricated subway station[17], figureFileSmall=lILRiUsayVcUQbIGZ7cbFg==, figureFileBig=Vpol1f5EmvR9R0jzirpKyQ==, tableContent=null), ArticleFig(id=1179790826902270740, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图2, caption=装配式地铁车站断面示意图[17], figureFileSmall=lILRiUsayVcUQbIGZ7cbFg==, figureFileBig=Vpol1f5EmvR9R0jzirpKyQ==, tableContent=null), ArticleFig(id=1179790826956796693, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.3, caption=Soil-underground structure dynamic interaction model, figureFileSmall=5ZQE+VVXiPwpvYJRfT+aAA==, figureFileBig=6GX+5RuMUehrrP2Rs5lg+A==, tableContent=null), ArticleFig(id=1179790827007128342, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图3, caption=土-地下结构动力相互作用模型, figureFileSmall=5ZQE+VVXiPwpvYJRfT+aAA==, figureFileBig=6GX+5RuMUehrrP2Rs5lg+A==, tableContent=null), ArticleFig(id=1179790827061654295, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.4, caption=Prefabricated subway station model, figureFileSmall=7GcYntAatjEUG1PUN2hJKA==, figureFileBig=3kIZM9uLwFqO3iIMgiK28w==, tableContent=null), ArticleFig(id=1179790827111985944, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图4, caption=地铁车站结构模型, figureFileSmall=7GcYntAatjEUG1PUN2hJKA==, figureFileBig=3kIZM9uLwFqO3iIMgiK28w==, tableContent=null), ArticleFig(id=1179790827195872025, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.5, caption=Monitoring point layout, figureFileSmall=fhueTb6Mwnthd9bcta32Mw==, figureFileBig=DFLj7KrunqrQhOQTW72GBQ==, tableContent=null), ArticleFig(id=1179790827250397978, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图5, caption=监测点布置图

p1~p4和A1~A15分别为模型土体孔隙水压力监测点、加速度监测点;Aa、Ab、Ac、Ad表示地铁车站结构左侧5 m处不同深度土层的加速度监测点,其中,A为加速度监测点,a、b、c和d分别为场地土中4个土层;Q1~Q5、B1~B5分别为结构侧墙、底板位置的监测点

, figureFileSmall=fhueTb6Mwnthd9bcta32Mw==, figureFileBig=DFLj7KrunqrQhOQTW72GBQ==, tableContent=null), ArticleFig(id=1179790827317506843, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.6, caption=Schematic diagram of contact surface, figureFileSmall=1PzRL8XYMBSuOK7A/5vM0g==, figureFileBig=Vw8z1u74HP//o8OHH0bOBA==, tableContent=null), ArticleFig(id=1179790827422364444, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图6, caption=接触面示意图, figureFileSmall=1PzRL8XYMBSuOK7A/5vM0g==, figureFileBig=Vw8z1u74HP//o8OHH0bOBA==, tableContent=null), ArticleFig(id=1179790827476890397, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.7, caption=Time history curves of seismic waves, figureFileSmall=wAU4JIsIUxruDryV1dgPTg==, figureFileBig=+RaUWeksduT2WejwR2j8Ww==, tableContent=null), ArticleFig(id=1179790827527222046, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图7, caption=输入地震波时程曲线, figureFileSmall=wAU4JIsIUxruDryV1dgPTg==, figureFileBig=+RaUWeksduT2WejwR2j8Ww==, tableContent=null), ArticleFig(id=1179790827581747999, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.8, caption=Fourier spectra of seismic waves, figureFileSmall=7m3GvKP+IjgpoPrDoDiZgA==, figureFileBig=8bVZDH2aDrg7LlQGoS3d+A==, tableContent=null), ArticleFig(id=1179790827653051168, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图8, caption=输入地震波傅里叶谱, figureFileSmall=7m3GvKP+IjgpoPrDoDiZgA==, figureFileBig=8bVZDH2aDrg7LlQGoS3d+A==, tableContent=null), ArticleFig(id=1179790827711771425, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.9, caption=Time history curve of excess pore pressure ratio under different ground motions (0.15g assembly condition), figureFileSmall=J5+9WZXa21OFk93VI0VkqA==, figureFileBig=M5UHV7i6plUOT59cvt89KA==, tableContent=null), ArticleFig(id=1179790827762103074, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图9, caption=不同地震动下超孔压比时程曲线(0.15g装配式工况), figureFileSmall=J5+9WZXa21OFk93VI0VkqA==, figureFileBig=M5UHV7i6plUOT59cvt89KA==, tableContent=null), ArticleFig(id=1179790827812434723, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.10, caption=Time history curve of excess pore pressure ratio under different ground motions (0.25g assembly condition), figureFileSmall=gFbyQ8EarfC2n9fgcYom3Q==, figureFileBig=MfEFBVYC5O0RmO8RmAGNYQ==, tableContent=null), ArticleFig(id=1179790827866960676, tenantId=1146029695717560320, journalId=1146123166801305609, 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label=Fig.12, caption=Time history curve of excess pore pressure ratio of assembled structure (Changchun artificial wave condition), figureFileSmall=WwhNrae1tkyI6QzIxELUmg==, figureFileBig=Wvq0P5gnUrrgPN68dkdfkw==, tableContent=null), ArticleFig(id=1179790828097647400, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=图12, caption=装配式结构超孔压比时程曲线(长春人工波工况), figureFileSmall=WwhNrae1tkyI6QzIxELUmg==, figureFileBig=Wvq0P5gnUrrgPN68dkdfkw==, tableContent=null), ArticleFig(id=1179790828152173353, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Fig.13, caption=Time history curve of excess pore pressure ratio of cast-in-place structure(Changchun artificial wave condition), figureFileSmall=tu5f4DpLpf5lAQPPoW6czw==, figureFileBig=h8NyasM2EIv/cqh7CG61Vg==, tableContent=null), ArticleFig(id=1179790828215087914, tenantId=1146029695717560320, journalId=1146123166801305609, 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language=EN, label=Table 1, caption=

Physical and mechanical parameters of site soil layer

, figureFileSmall=null, figureFileBig=null, tableContent=
材料名称 厚度/m 体积模量/Pa 剪切模量/Pa 泊松比 内摩擦角/(°) 黏聚力/kPa 密度/(kg·m-3) 液化参数
人工填土 3 3.2×107 1.15×107 0.34 24 5 1 900 —
饱和粉细砂 24 2.8×107 1.20×106 0.31 35 0 1 800 Finn
C1=0.80
C2 =0.79
C3 =0.45
C4 =0.73
黏土 5 2.5×107 1.22×107 0.29 12 20 2 000 —
卵石 15 3.0×108 1.10×108 0.27 34 0 2 100 —
), ArticleFig(id=1179790829007811384, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=表1, caption=

场地土层物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
材料名称 厚度/m 体积模量/Pa 剪切模量/Pa 泊松比 内摩擦角/(°) 黏聚力/kPa 密度/(kg·m-3) 液化参数
人工填土 3 3.2×107 1.15×107 0.34 24 5 1 900 —
饱和粉细砂 24 2.8×107 1.20×106 0.31 35 0 1 800 Finn
C1=0.80
C2 =0.79
C3 =0.45
C4 =0.73
黏土 5 2.5×107 1.22×107 0.29 12 20 2 000 —
卵石 15 3.0×108 1.10×108 0.27 34 0 2 100 —
), ArticleFig(id=1179790829074920249, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Table 2, caption=

Physical and mechanical parameters of concrete

, figureFileSmall=null, figureFileBig=null, tableContent=
构件名称 密度/
(kg·m-3)		 弹性模量/
GPa		 泊松比
装配式构件A-E(C50) 2 500 34.5 0.20
中柱、底梁(C50) 2 500 34.5 0.20
中板(C40) 2 480 32.5 0.18
), ArticleFig(id=1179790829129446202, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=表2, caption=

混凝土物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
构件名称 密度/
(kg·m-3)		 弹性模量/
GPa		 泊松比
装配式构件A-E(C50) 2 500 34.5 0.20
中柱、底梁(C50) 2 500 34.5 0.20
中板(C40) 2 480 32.5 0.18
), ArticleFig(id=1179790829192360763, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Table 3, caption=

Assembly node contact surface unit parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
类型 法向刚度/
(Pa·m-1)		 切向刚度/
(Pa·m-1)		 黏聚力/
kPa		 内摩擦角/
(°)
接触面 3×1010 3×109 10 15
), ArticleFig(id=1179790829246886716, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=表3, caption=

装配节点接触面单元参数

, figureFileSmall=null, figureFileBig=null, tableContent=
类型 法向刚度/
(Pa·m-1)		 切向刚度/
(Pa·m-1)		 黏聚力/
kPa		 内摩擦角/
(°)
接触面 3×1010 3×109 10 15
), ArticleFig(id=1179790829305606973, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Table 4, caption=

Main stress response amplitude of subway station structure

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主应力 主应力幅值/MPa
Q1 Q2 Q3 Q4 Q5
0.15g 装配式 最小 -2.29 -2.01 -4.24 -3.04 -3.23
最大 0.52 0.15 2.11 0.57 0.21
现浇 最小 -2.26 -2.02 -4.01 -3.06 -3.13
最大 0.72 0.15 1.98 0.58 0.05
0.25g 装配式 最小 -2.35 -2.10 -4.74 -3.09 -3.76
最大 0.56 0.16 2.36 0.59 0.27
现浇 最小 -2.30 -2.10 -4.52 -3.10 -3.54
最大 0.77 0.16 2.26 0.60 0.09
0.4g 装配式 最小 -2.43 -2.15 -4.65 -3.19 -3.81
最大 0.56 0.17 2.54 0.70 0.13
现浇 最小 -2.33 -2.17 -4.21 -3.22 -3.59
最大 0.80 0.17 2.77 0.71 0.28
), ArticleFig(id=1179790829381104446, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=表4, caption=

地铁车站结构主应力反应幅值

, figureFileSmall=null, figureFileBig=null, tableContent=
工况 主应力 主应力幅值/MPa
Q1 Q2 Q3 Q4 Q5
0.15g 装配式 最小 -2.29 -2.01 -4.24 -3.04 -3.23
最大 0.52 0.15 2.11 0.57 0.21
现浇 最小 -2.26 -2.02 -4.01 -3.06 -3.13
最大 0.72 0.15 1.98 0.58 0.05
0.25g 装配式 最小 -2.35 -2.10 -4.74 -3.09 -3.76
最大 0.56 0.16 2.36 0.59 0.27
现浇 最小 -2.30 -2.10 -4.52 -3.10 -3.54
最大 0.77 0.16 2.26 0.60 0.09
0.4g 装配式 最小 -2.43 -2.15 -4.65 -3.19 -3.81
最大 0.56 0.17 2.54 0.70 0.13
现浇 最小 -2.33 -2.17 -4.21 -3.22 -3.59
最大 0.80 0.17 2.77 0.71 0.28
), ArticleFig(id=1179790829460796223, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=EN, label=Table 5, caption=

Horizontal peak deformation of structure

, figureFileSmall=null, figureFileBig=null, tableContent=
输入地震动
加速度峰值		 楼层 结构形式 最大层间
位移/mm		 最大层间
位移角
0.15g 负一层 装配式 -5.91 1/1 320
现浇 -6.97 1/1 119
负二层 装配式 -6.85 1/1 197
现浇 -8.50 1/965
0.25g 负一层 装配式 -8.42 1/926
现浇 -9.64 1/809
负二层 装配式 -10.50 1/781
现浇 -11.02 1/744
0.4g 负一层 装配式 -16.28 1/479
现浇 -16.62 1/469
负二层 装配式 -20.23 1/405
现浇 -20.05 1/409
), ArticleFig(id=1179790829527905088, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149774728199631495, language=CN, label=表5, caption=

结构水平向峰值变形

, figureFileSmall=null, figureFileBig=null, tableContent=
输入地震动
加速度峰值		 楼层 结构形式 最大层间
位移/mm		 最大层间
位移角
0.15g 负一层 装配式 -5.91 1/1 320
现浇 -6.97 1/1 119
负二层 装配式 -6.85 1/1 197
现浇 -8.50 1/965
0.25g 负一层 装配式 -8.42 1/926
现浇 -9.64 1/809
负二层 装配式 -10.50 1/781
现浇 -11.02 1/744
0.4g 负一层 装配式 -16.28 1/479
现浇 -16.62 1/469
负二层 装配式 -20.23 1/405
现浇 -20.05 1/409
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可液化场地中全预制柔性装配式地铁车站结构地震响应分析
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安军海 1, 2, 3 , 张彦华 1, 2, 3 , 刘巧凤 1, 2, 3 , 张学辉 1, 2, 3, *
科学技术与工程 | 论文·建筑科学 2025,25(12): 5128-5140
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科学技术与工程 | 论文·建筑科学 2025, 25(12): 5128-5140
可液化场地中全预制柔性装配式地铁车站结构地震响应分析
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安军海1, 2, 3 , 张彦华1, 2, 3, 刘巧凤1, 2, 3, 张学辉1, 2, 3, *
作者信息
  • 1 河北科技大学建筑工程学院, 石家庄 050018
  • 2 河北省岩土与结构体系防灾减灾技术创新中心(筹), 石家庄 050018
  • 3 河北科技大学智能低碳装配式建筑技术研究中心, 石家庄 050018

    • 安军海(1987—),男,汉族,河北邯郸人,博士,副教授。研究方向:地下结构抗震。E-mail:。

通讯作者:

* 张学辉(1980—),男,汉族,河北河间人,博士,副教授。研究方向:钢筋混凝土结构抗震。E-mail:。
Response Analysis of Fully Prefabricated Flexible Assembly Subway Station Structure in Liquefiable Site
Jun-hai AN1, 2, 3 , Yan-hua ZHANG1, 2, 3, Qiao-feng LIU1, 2, 3, Xue-hui ZHANG1, 2, 3, *
Affiliations
  • 1 School of Civil Engineering, Hebei University of Science and Technology, Shijiazhuang 050018, China
  • 2 Innovation Center of Disaster Prevention and Mitigation Technology for Geotechnical and Structural Systems of Hebei Province (Preparation), Shijiazhuang 050018, China
  • 3 Engineering Technology Research Center for Intelligent & Low-carbon Assembled Building, Hebei University of Science and Technology, Shijiazhuang 050018, China
出版时间: 2025-04-28 doi: 10.12404/j.issn.1671-1815.2307941
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摘要
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为研究装配式地铁车站结构在地震设防区域可液化场地中的适用性,基于长春地铁双丰站的工程实际,采用有限差分软件FLAC3D开展可液化地层中装配式地铁车站结构的地震响应分析,并与相应的现浇地铁车站工况的计算结果对比,研究地基孔隙水压力、地铁车站结构的动力反应与上浮特征及装配式地铁车站结构的变形特点等。结果表明:与现浇地下结构计算工况类似,可液化场地中装配式地铁车站计算工况中,场地土孔压比呈现出三阶段:初始缓增阶段、中间急升阶段、最后平缓阶段;地震强度较高时,地下结构对周围土层发生液化具有的明显抑制作用;装配式车站结构的加速度反应小于现浇结构,体现了其在可液化场地中柔性适应地形变形的一面;侧墙与中板连接部位是结构强度控制的重点部位;在输入地震动的强度较低时,结构的竖向位移变化底板不同位置都表现出“起始少量下沉,随后急剧上浮,最后趋于下降”的发展阶段,但随着地震动强度的增加,这一现象逐渐不明显;装配式地铁车站结构在水平地震动作用下的变形更接近剪切型变形;其柔性连接比现浇车站的刚接更易适应较大的竖向相对变形,其抗倾覆的能力更好。

装配式地铁车站结构  /  液化  /  地震响应  /  变形适应性  /  数值模拟

In order to study the applicability of the assembled subway station structure in the liquefiable site of the seismic fortification area, based on the engineering practice of Shuangfeng Station of Changchun Metro, the seismic response analysis of the assembled subway station structure in the liquefiable stratum was carried out by using the finite difference software FLAC3D. Compared with the calculation results of the corresponding cast-in-place subway station conditions, the pore water pressure of the foundation, the dynamic response and floating characteristics of the subway station structure and the deformation characteristics of the assembled subway station structure were studied. The results show that, similar to the calculation condition of cast-in-place underground structure, in the calculation condition of assembled subway station in liquefiable site, the pore pressure ratio of site soil shows three stages: initial slow increase stage, middle rapid increase stage and final gentle stage. When the seismic intensity is high, the underground structure has a significant inhibitory effect on the liquefaction of the surrounding soil. The acceleration response of the prefabricated station structure is smaller than that of the cast-in-place structure, which reflects its flexible adaptation to the deformation of the terrain in the liquefiable site. The connection between the side wall and the middle plate is the key part of structural strength control. When the intensity of the input ground motion is low, the vertical displacement changes of the structure are manifested at different positions of the bottom plate show the development stage of a small amount of sinking at the beginning, then a sharp rise, and finally a downward trend, but with the increase of the intensity of the ground motion, this phenomenon is gradually not obvious. The deformation of the assembled subway station structure under horizontal ground motion is closer to the shear deformation. Its flexible connection is easier to adapt to the larger vertical relative deformation than the rigid connection of the cast-in-place station, and its anti-overturning ability is better.

prefabricated subway station structure  /  liquefaction  /  seismic response  /  adaptability to deformation  /  numerical simulation
安军海, 张彦华, 刘巧凤, 张学辉. 可液化场地中全预制柔性装配式地铁车站结构地震响应分析. 科学技术与工程, 2025 , 25 (12) : 5128 -5140 . DOI: 10.12404/j.issn.1671-1815.2307941
Jun-hai AN, Yan-hua ZHANG, Qiao-feng LIU, Xue-hui ZHANG. Response Analysis of Fully Prefabricated Flexible Assembly Subway Station Structure in Liquefiable Site[J]. Science Technology and Engineering, 2025 , 25 (12) : 5128 -5140 . DOI: 10.12404/j.issn.1671-1815.2307941
正文
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预制装配建造技术是实现建筑模式由现场作业向工厂制造转移、由劳动密集型向机械化转变的基石。与地面建筑相比,除盾构法隧道外,地下工程在装配式建造技术方面的研究和应用起步较晚,尤其在大型地下工程领域近乎处于空白状态[1]。长春地处季节性冻土地区,每年冻结期长达6个月之久,冻土的冻胀特性会威胁到地铁施工安全[2]。杨秀仁[3]首先提出了采用全预制装配技术建造明挖地铁车站的建设理念并成功将其付诸于长春地铁2号线部分车站工程实践。与作为刚性结构体系的现浇地铁车站结构相比,装配式地铁车站结构是由独立的预制构件及其榫槽节点拼装而成,为柔性结构体系,二者在结构形式、构件连接方式、受力特性、施工工艺等方面明显不同,其地震响应与抗震性能也必然有显著区别。因此,装配式地铁车站结构的抗震设计不宜直接沿用已有现浇结构的研究数据和结论。
近年来,中外学者对装配式地铁车站结构的抗震性能开展了系列研究。Liu等[4]、杜修力等[5]开展了地震作用下预制装配式车站构件套筒连接区的破坏形态和力学性能试验,发现灌浆套筒区域有明显的刚域效应。Tao等[6]基于振动台试验研究了单拱大跨预制装配式地铁车站结构的地震反应,发现其在罕遇地震作用下将发生严重损伤并可能退化为三铰拱机制。Ding等[7]、陶连金等[8]采用有限元软件ABAQUS分析了某预制装配式地铁车站结构在不同场地类别、不同地震波入射角度工况下的抗震性能,结果表明,设防地震作用下,预制装配式地铁车站结构比现浇结构具有更好的抗震性能。江志伟等[9]基于数值模拟的方法研究了全装配式和同型现浇车站结构在八度区设防、罕遇以及极罕遇地震下的变形、内力和损伤等反应的区别。以上研究从不同角度揭示了装配式车站结构的地震变形模式及破坏机理,为结构的抗震设计提供了理论支持,但其均是将装配式地下车站结构置于一般地层中,并未考虑可液化地层的影响。而已有震害及研究成果表明,地震液化引起的土体大变形才是地下结构发生破坏的最主要外部因素[10-11]。
张梓鸿等[12]基于离心机振动台模型试验研究了液化场地下的某现浇单层双跨地铁车站,发现随着输入地震动峰值的增大,可液化土层液化程度逐渐提高,地震动传递到饱和砂土层后峰值明显减小,且呈现出高频滤波的现象。胡记磊等[13]通过数值模拟分析了现浇单层双跨地铁车站在临空可液化场地条件下的地震响应特征及规律,结果表明,地铁车站在超孔隙水压力累积和消散的过程中先上浮再沉降。邱宇等[14]利用有限差分软件FLAC3D对不同地面倾角工况下液化场地铁车站进行动力分析,发现地铁车站四周液化较严重,随着地面倾角的增大,地铁车站发生不均匀上浮,导致车站发生旋转。张国强[15]借助FLAC3D有限差分软件研究了液化土侧向流动效应、地震波特性以及结构埋深等因素对某现浇单层三跨地下综合管廊地震响应的影响规律。以上研究成果从各自的角度研究了可液化场地以及地下结构的地震响应规律及破坏机理,但其研究对象都是现浇地铁车站结构或者地下综合管廊,并未考虑装配式地铁车站结构在可液化场地中的影响。
目前,对可液化地层中装配式地铁车站结构地震响应特性及破坏机理的研究仍尚未见刊,这为其不同地层条件下的进一步推广应用带来巨大挑战。基于此,依托长春双丰站(榫槽连接式的装配式地铁车站结构)工程实际,考虑将其置于可液化地层中,基于有限差分软件FLAC3D建立土-装配式地铁车站结构动力相互作用数值分析模型,通过对比分析全预制装配式与现浇地铁车站结构及模型土体的动力特性,深入揭示可液化场地中装配式车站结构的地震反应规律,以期为其进一步工程应用提供有价值的参考。
1 工程概况
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长春地铁双丰站为地下两层单拱大跨装配式地铁车站结构,采用“桩+锚”体系明挖法施工,如图1所示。车站结构宽20.5 m、高17.45 m。车站框架外墙主体按纵向两米一环拼装布置,每三环设置一根中柱,一环由七块预制构件组成,现场拼装连接,各构件之间采用榫槽式接头连接,接头部位连接缝隙注入改良型环氧树脂进行密封,车站中板、中柱及底梁均为后浇构件,详细构造尺寸参考文献[16]。装配式地铁车站结构断面示意图如图2[17]所示。
2 土-结构相互作用体系数值模型
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2.1 数值模型
依据长春双丰地铁车站结构开展数值模拟分析,模型尺寸设置为160 m×46 m×20 m,地铁车站结构埋深为3 m,其中结构所在的土层为可液化土层,动力计算中模型边界采用自由场边界条件,模型土体部分最大网格尺寸为1 m,地铁车站结构模型网格进行加密处理,最小网格尺寸为0.2 m,以保证计算结果的精度。数值计算模型如图3所示。
全装配式地铁车站结构模型尺寸同实际工程,宽为20.5 m,高为17.45 m。单环结构外轮廓由7块预制构件组成,编号依次为A、B1、B2、C1、C2、D、E,两相邻构件之间为榫槽式连接。中板厚度为400 mm,中柱截面尺寸为500 mm×500 mm,如图4(a)所示。图4(b)为同型现浇地铁车站结构模型。图5为监测点布置图。
2.2 场地条件及参数选取
计算模型中,非液化土层选用Mohr-Coulomb模型,地下结构所在土层为饱和粉细砂土层,采用FLAC3D中的PL-Finn模型,其在Mohr-Coulomb模型基础上考虑了动孔压因素以及发生初始液化后的零有效应力状态和非零有效应力状态,即增加了砂土液化后的计算模块[18]。土层分布及其物理力学参数如表1所示。地铁车站结构部分选用各向同性弹性模型,采用局部阻尼,阻尼比为5%,结构物理力学参数如表2所示。
2.3 接触面设置
装配式构件之间的连接处建立接触面,接触面设置采用FLAC3D软件中的导来导去法,该方法是将建立的模型分为两部分,首先导入要建立接触面的部分,建立接触面,再将另一部分模型导入。装配节点接触面参数如表3所示。建立的装配式地铁车站结构节点接触面如图6所示。
2.4 输入地震动
地震波选用不同频谱特性的长春人工波、Kobe波和EL-Centro波,将地震波峰值加速度分别调整为0.15g、0.25g、0.4g(g为重力加速度)从基岩底部作为水平向地震动输入,持时为30 s,加速度时程曲线及傅里叶谱如图7、图8所示。动力计算前,首先获取土-结构相互作用数值模型在重力荷载下的应力状态;并将其最终状态作为动力计算的初始状态平衡地应力,之后输入地震动开展时程分析。
3 地层地震响应分析
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3.1 孔隙水压力分析
图9~图11给出了峰值加速度为0.15g、0.25g和0.4g输入地震动作用下,装配式地铁车站结构底板左侧监测点P1~P4(各监测点间隔5 m)的超孔压比时程曲线。由图9~图11可知,在地震波持时范围内,同一深度处各监测点的超孔压比均呈现出三段式:初始缓增阶段、中间急升阶段、最后平缓阶段。但不同地震动作用下,不同时刻的土层孔压比有较大不同、达到峰值时刻所需时间也不同,这是由输入地震波的频谱特性不同决定的。在输入地震动初始阶段,土体测点出现了些许负孔隙水压力,这是因为开始激振时,土体发生了很小的剪胀现象,尤以EL-Centro波工况最为显著。当输入地震波的峰值加速度为0.15g时,越靠近地下结构的土层测点孔压比越大,地震强度较低时,结构周围的土层更易液化;当峰值加速度达到0.25g时,各测点的超孔压比没有明显规律。当峰值加速度达到0.4g时,靠近地下结构的土层测点孔压比小于远离结构土层测点,说明强震下,地下结构对周围土层发生液化具有的明显抑制作用,这可能是由于此时结构侧墙附近形成排水通道而导致孔压降低。
整体上看,输入地震动峰值加速度越大,土体达到最大超孔压比的时间越短,在0.4g工况下的各土体测点均发生了液化。其中,人工波工况的超孔压比最大,液化发生时间最短,说明该可液化场地对中高频分布的地震波反应较为强烈。因此,下面的地震响应结果分析重点关注长春人工波作用下的计算数据。
为了比较装配式车站结构和现浇车站结构对周围可液化土层孔隙水压力的反作用区别,图12、图13给出了二者同一深度测点超孔压比时程曲线。由图12、图13可知,在地震波输入持时范围内,两种工况下的土体孔隙水压力变化趋势大致相同,但输入的地震动强度较低(峰值加速度为0.15g)时,仅有很小一部分土体发生液化,装配式工况的土体孔压消散的更快;当输入的地震动峰值加速度达到0.25g及其以上时,模型地基几乎全部液化,两种工况下的超孔压比峰值及变化情况趋于一致。整体来看,不同地震动输入时,尤其是高强度的地震波作用下,两种结构对周围可液化土体的孔压影响相差不大,在做好密封防水的前提下,建造于高烈度区的装配式车站结构可适用于可液化场地条件。
3.2 加速度分析
3.2.1 地表峰值加速度
图14给出了输入地震动峰值不同的人工波时,模型地基地表不同监测点A1~A15的最大加速度反应。以车站结构左侧墙为原点、向右为水平轴正向。由图14可知,无论是装配式工况还是现浇工况,车站结构正上方的土体监测点加速度明显小于侧方土体的加速度反应,且随着与地下结构距离的增加而增加,直至到距离车站结构左侧墙50 m处,地表的加速度反应趋于平稳并有所降低,说明地下结构对地表加速度反应有一定的隔震作用;对比不同峰值加速度输入时的装配式工况和现浇工况地表峰值加速度反应,当输入较低强度的地震动(0.15g)时,装配式车站工况的地表峰值加速度略大于现浇工况,尤其是车站结构正上方的测点,这可能是由于装配式车站结构刚度小于现浇结构刚度而导致其隔震作用小于现浇结构造成的,此时的模型地基尚未发生地震液化,整体上仍处于弹性;当输入较高强度的地震动(0.25g及其以上)时,模型地基已发生明显地震液化。
3.2.2 不同土层加速度反应
为了分析地铁车站结构对模型地基加速度反应的影响,图15给出了装配式工况、现浇工况和自由场工况中地铁车站结构左侧5 m处不同深度土层的加速度放大系数曲线,图15中纵轴0点取至模型地基的基岩面。可以看出,地下结构的存在一定程度上减少了土体的加速度反应,而现浇工况和装配式工况的土体加速度区别相差不大,从基岩到地表,均表现出先增大后减小的趋势;输入地震动强度越大,拐点位置出现得越早,且二者拐点位置接近。
从自由场工况中可以看出,输入较小的地震动峰值加速度(0.15g)时,土层加速度反应自下而上逐渐增加;随着输入地震动强度的不断增加,土体液化范围逐渐扩展,但加速度反应沿土层深度变化已无明显规律。
4 地铁车站结构地震响应分析
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4.1 加速度分析
为比较可液化场地中装配式车站结构与现浇车站结构的加速度反应,图16给出了结构侧墙(构件C1)不同高度处的峰值加速度,测点Q1~Q5。由图16可知,随着输入地震动强度的增加,各测点的加速度反应逐渐增大。总体上,结构下部的加速度反应明显大于上部,尤其是现浇车站工况;可液化场地中,装配式车站结构负一层侧墙的峰值加速度与现浇车站相差无几,而其负二层侧墙峰值加速度明显小于现浇车站工况,这是因为装配式地铁车站结构的整体刚度小于现浇结构。综上,装配式车站结构的加速度反应小于现浇结构,体现了其在可液化场地中柔性适应地形变形的一面。
4.2 装配式地铁车站结构应力分析
表4给出了装配式和现浇两种工况下地铁车站结构侧墙的主应力反应幅值。由表4可知,当输入地震动的峰值加速度较低时,两种工况下各测点的最大和最小主应力峰值均相差不大;随着地震动强度的增大,现浇车站结构的最大主应力幅值开始明显大于装配式工况的,说明采用柔性连接的装配式车站结构在其节点处承担的拉应力更小,结构也更安全;侧墙各监测部位中,各工况下最大、最小主应力峰值均在侧墙与中板连接位置处(Q3),由于中板的存在,致使地下两层车站在竖向空间上刚度发生突变,是结构强度控制的重点部位。
4.3 装配式地铁车站结构横向变形分析
装配式车站结构和现浇车站结构在不同地震强度作用下的层间相对位移时程曲线如图17、图18所示。可以看出,地震动输入过程中,装配式车站结构和现浇车站结构工况的负一层和负二层的相对位移时程曲线相差很小,且变形幅值发生时刻也基本上一致,只是激震的后半段,两种工况结构的左摆变形和右摆变形有较小的不同。因此,整体上现浇车站结构和装配式车站结构的整体地震变形量差异不大。
为了进一步分析结构的层间变形,表5给出了装配式车站和现浇车站工况下的负一层、负二层的层间位移及其最大层间位移角。由表5可知,输入地震动的峰值加速度为0.15g和0.25g时,两种工况下的结构负二层的变形均大于负一层,表明此时结构仍发生的是剪切型变形,但是装配式工况的最大层角位移角要略小于现浇工况,说明装配式车站结构具有更好的地层变形适应能力;当输入地震动的峰值加速度为0.4g时,两种工况下的结构负一层与负二层相差不大,但其最大层间位移角均超过了1/550,说明结构进入弹塑性状态,而进入弹塑性状态后的两种工况结构具有相似的地层适应性。
4.4 装配式地铁车站结构上浮分析
图20给出了地铁车站结构底板不同位置监测点竖向位移时程曲线。可以看出,在输入地震动的强度较低时(0.15g),结构的竖向位移变化底板不同位置B1~B5都表现出“起始少量下沉,随后急剧上浮,最后趋于下降”的发展阶段,出现沉降现象的原因主要是结构下方松散的土体在地震动作用下会发生震密以及结构周围土体发生液化后孔隙水压力的变化;而随着输入地震动强度增加至0.25g时,前12 s时间段内,结构表现为在0点处附近振荡变化,而后急剧上浮,最后趋于平稳;当输入地震动强度增加至0.4g时,振荡变化时间段进一步下降为5 s。说明输入地震动强度越大,其结构出现上浮并达到其峰值的时间越短。
输入地震动的峰值加速度为0.15g时,装配式工况和现浇工况结构底板两侧上浮量的差值分别为8.10 mm和11.69 mm;输入地震动的峰值加速度为0.25g时,二者上浮量相差分别为13.04 mm和14.66 mm;输入地震动的峰值加速度为0.4g时,二者上浮量相差分别为32.53 mm和32.88 mm,激震结束后装配式和现浇地铁车站结构左右两侧上浮量差值随地震动强度的增加而增大,而装配式地铁车站结构的上浮量差值要略小于现浇结构,说明装配式车站结构抗倾覆的能力更好,这是由于装配式结构有很多榫槽连接形成的拼装节点,其柔性连接比现浇结构刚接更容易适应较大的竖向相对变形。
5 结论
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依托于长春地铁2号线双丰站实际工程,建立了装配式地铁车站结构数值分析模型,并与相应的现浇结构工况的计算结果进行对比,得到主要结论如下。
(1)与现浇地下结构计算工况类似,可液化场地中装配式地铁车站计算工况中,同一深度处各监测点的超孔压比发展历程与现浇工况相似,均呈现出三阶段:初始缓增阶段、中间急升阶段、最后平缓阶段;地震强度较低时(0.15g),结构周围的土层更易液化,地震强度较高时(0.4g),地下结构对周围土层发生液化具有的明显抑制作用,但两种结构对周围可液化土体的孔压影响相差不大。
(2)地下结构对模型土体地表加速度反应有一定的隔震作用;当输入较低强度的地震动(0.15g)时,装配式车站工况的地表峰值加速度略大于现浇工况,尤其是车站结构正上方的测点,此时的模型地基尚未发生地震液化;当输入较高强度的地震动(0.25g及以上)时,两种工况下的地表加速度相差不大,此时的模型地基已发生明显地震液化;且两种结构工况中的可液化场地土体加速度反应也较为接近。
(3)装配式车站结构的加速度反应小于现浇结构,体现了其在可液化场地中柔性适应地形变形的一面;侧墙各监测部位中,各工况下最大、最小主应力峰值均在侧墙与中板连接位置处(Q3),由于中板的存在,致使地下两层车站在竖向空间上刚度发生突变,是结构强度控制的重点部位。
(4)在输入地震动的强度较低时(0.15g),结构的竖向位移变化底板不同位置B1~B5都表现出“起始少量下沉,随后急剧上浮,最后趋于下降”的发展阶段,但随着地震动强度的增加,这一现象逐渐不明显。
(5)输入地震动强度越大,装配式地铁车站结构出现上浮并达到其峰值的时间越短,其在水平地震动作用下的变形更接近剪切型变形;装配式车站结构的柔性连接比现浇车站的刚接更易适应较大的竖向相对变形,其抗倾覆的能力更好。
基金
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  • 河北省自然科学基金(E2024208050)
  • 河北省高等学校科学技术研究项目(QN2023079)
文献
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2025年第25卷第12期
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文章信息
doi: 10.12404/j.issn.1671-1815.2307941
  • 接收时间：2023-10-21
  • 首发时间：2025-07-09
  • 出版时间：2025-04-28
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出版历史
  • 收稿日期：2023-10-21
  • 修回日期：2025-01-21
基金
河北省自然科学基金(E2024208050)
河北省高等学校科学技术研究项目(QN2023079)
作者信息
    1 河北科技大学建筑工程学院, 石家庄 050018
    2 河北省岩土与结构体系防灾减灾技术创新中心(筹), 石家庄 050018
    3 河北科技大学智能低碳装配式建筑技术研究中心, 石家庄 050018

通讯作者:

* 张学辉(1980—),男,汉族,河北河间人,博士,副教授。研究方向:钢筋混凝土结构抗震。E-mail:。
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2种不同金属材料的力学参数
科
Family		 属数
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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