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Article(id=1241793458441093453, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2025.0415, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1716480000000, receivedDateStr=2024-05-24, revisedDate=1734019200000, revisedDateStr=2024-12-13, acceptedDate=null, acceptedDateStr=null, onlineDate=1773996231899, onlineDateStr=2026-03-20, pubDate=1755792000000, pubDateStr=2025-08-22, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773996231899, onlineIssueDateStr=2026-03-20, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773996231898, creator=13701087609, updateTime=1773996231898, updator=13701087609, issue=Issue{id=1241793456876618047, tenantId=1146029695717560320, journalId=1241701559352995854, year='2025', volume='45', issue='4', pageStart='1', pageEnd='222', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773996231526, creator=13701087609, updateTime=1773997043565, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241796862877958695, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241796862877958696, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1241793456876618047, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=151, endPage=158, ext={EN=ArticleExt(id=1241793458717917528, articleId=1241793458441093453, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Fragility analysis of main building structure considering structure-equipment interaction, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

The main building structure in a thermal power plant houses a large number of mechanical and electrical equipment, which is an essential component of the entire building. In this study, a calculation model for the main building structure considering the interaction between equipment and structure was established. A separate structural model of the main building structure was used as a comparison. Through static push-over analysis, the seismic performance of the structure was evaluated. The seismic fragility analysis based on SPO2IDA was conducted for both models. It was found that the structure-equipment interaction system in the elastic-plastic stage has a higher stiffness. The coal bunker has a significant damping effect on the coal bunker layer and adjacent layers, but it slightly increases the inter-story drift angle on the floor with the maximum inter-story displacement angle. The seismic fragility curve of the structure-equipment interaction system in the main power plant is obtained based on the SPO2IDA method.

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火力发电厂的核心建筑主厂房中布置着大量机械设备、电气设备等，其内的设备是整个建筑的重要组成部分。该文建立考虑设备与结构相互作用的主厂房结构计算模型，并以单独的火力发电厂主厂房结构模型作为对比，通过静力推覆分析，对其进行抗震性能评估，并对两模型进行基于SPO2IDA的地震易损性分析，发现主厂房结构-设备相互作用体系弹塑性阶段具有更大的刚度，煤斗对于煤斗层及其相邻层有很大的减震作用，但对于出现最大层间位移角的楼层反而层间位移角有略微增大，得到基于SPO2IDA方法的主厂房结构-设备相互作用体系地震易损性曲线。

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柏文（1990—），男，副研究员，博士，主要从事结构和设备的减震和隔振技术研究。E-mail：
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胡扬（1987—），女，博士研究生，主要从事结构抗震研究。E-mail：

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胡扬（1987—），女，博士研究生，主要从事结构抗震研究。E-mail：

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胡扬（1987—），女，博士研究生，主要从事结构抗震研究。E-mail：

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Natural frequency characteristics of model A and model B

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阵型序号模型A模型B模型B与模型A对比存在的偏差/%
振动方向周期/s振动方向周期/s
1主厂房X向振动2.177主厂房X向振动2.111-3.03
2主厂房Y向振动1.441主厂房Y向振动1.408-2.29
3主厂房整体扭转1.309主厂房整体扭转1.246-4.81
4主厂房X向振动0.728主厂房X向振动0.694-4.67
5主厂房X向振动0.546主厂房X向振动0.544-0.37
6主厂房整体扭转0.495主厂房整体扭转0.491-0.81
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模型A、B自振特性

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阵型序号模型A模型B模型B与模型A对比存在的偏差/%
振动方向周期/s振动方向周期/s
1主厂房X向振动2.177主厂房X向振动2.111-3.03
2主厂房Y向振动1.441主厂房Y向振动1.408-2.29
3主厂房整体扭转1.309主厂房整体扭转1.246-4.81
4主厂房X向振动0.728主厂房X向振动0.694-4.67
5主厂房X向振动0.546主厂房X向振动0.544-0.37
6主厂房整体扭转0.495主厂房整体扭转0.491-0.81
), ArticleFig(id=1241802900834423451, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458441093453, language=EN, label=Table 2, caption=

Equivalent period and damping at performance points for two models

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地震烈度模型A模型B
Teq/sξeqTeq/sξeq
7度（0.1 g）多遇2.1660.0502.1000.050
罕遇3.0920.2312.9920.266
8度（0.2 g）多遇2.1700.0512.1040.051
罕遇4.2990.2574.0410.245
9度（0.4 g）多遇2.3960.1182.3390.122
罕遇5.4610.2624.9590.243
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模型在性能点处的等效周期和阻尼

, figureFileSmall=null, figureFileBig=null, tableContent=
地震烈度模型A模型B
Teq/sξeqTeq/sξeq
7度（0.1 g）多遇2.1660.0502.1000.050
罕遇3.0920.2312.9920.266
8度（0.2 g）多遇2.1700.0512.1040.051
罕遇4.2990.2574.0410.245
9度（0.4 g）多遇2.3960.1182.3390.122
罕遇5.4610.2624.9590.243
), ArticleFig(id=1241802901081887413, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1241793458441093453, language=EN, label=Table 3, caption=

Fragility function parameters for model A and model B

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性能水平谱加速度Sa（T1）/g
模型A模型B
中值μ标准差β中值μ标准差β
S10.02930.600.02890.60
S20.05330.600.05240.60
S30.14350.600.13750.60
S40.28240.600.26440.60
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模型A和模型B易损性函数参数

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性能水平谱加速度Sa（T1）/g
模型A模型B
中值μ标准差β中值μ标准差β
S10.02930.600.02890.60
S20.05330.600.05240.60
S30.14350.600.13750.60
S40.28240.600.26440.60
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考虑结构与设备相互作用的主厂房结构易损性分析
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胡扬 1, 2, 3 , 柏文 1, 2 , 戴君武 1, 2 , 李庆文 3 , 胡激吉 4
地震工程与工程振动 | 2025,45(4): 151-158
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地震工程与工程振动 | 2025, 45(4): 151-158
考虑结构与设备相互作用的主厂房结构易损性分析
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胡扬1, 2, 3 , 柏文1, 2 , 戴君武1, 2, 李庆文3, 胡激吉4
作者信息
  • 1.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
  • 2.地震灾害防治应急管理部重点实验室，黑龙江 哈尔滨 150080
  • 3.中国能源建设集团辽宁电力勘测设计院有限公司，辽宁 沈阳 110170
  • 4.宁波市北仑区工务市政建设有限公司，浙江 宁波 315800

    • 胡扬（1987—），女，博士研究生，主要从事结构抗震研究。E-mail：

通讯作者:

柏文（1990—），男，副研究员，博士，主要从事结构和设备的减震和隔振技术研究。E-mail：
Fragility analysis of main building structure considering structure-equipment interaction
Yang HU1, 2, 3 , Wen BAI1, 2 , Junwu DAI1, 2, Qingwen LI3, Jiji HU4
Affiliations
  • 1.Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
  • 2.Key Laboratory of Earthquake Disaster Mitigation, Ministry of Emergency Management, Harbin 150080, China
  • 3.China Energy Engineering Group Liaoning Electric Power Survey & Design Institute Co., Ltd., Shenyang 110170, China
  • 4.Ningbo Beilun District Public Works and Municipal Construction Co., Ltd., Ningbo 315800, China
出版时间: 2025-08-22 doi: 10.13197/j.eeed.2025.0415
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摘要
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火力发电厂的核心建筑主厂房中布置着大量机械设备、电气设备等，其内的设备是整个建筑的重要组成部分。该文建立考虑设备与结构相互作用的主厂房结构计算模型，并以单独的火力发电厂主厂房结构模型作为对比，通过静力推覆分析，对其进行抗震性能评估，并对两模型进行基于SPO2IDA的地震易损性分析，发现主厂房结构-设备相互作用体系弹塑性阶段具有更大的刚度，煤斗对于煤斗层及其相邻层有很大的减震作用，但对于出现最大层间位移角的楼层反而层间位移角有略微增大，得到基于SPO2IDA方法的主厂房结构-设备相互作用体系地震易损性曲线。

结构-设备相互作用  /  静力推覆  /  SPO2IDA  /  地震易损性  /  火力发电厂主厂房结构

The main building structure in a thermal power plant houses a large number of mechanical and electrical equipment, which is an essential component of the entire building. In this study, a calculation model for the main building structure considering the interaction between equipment and structure was established. A separate structural model of the main building structure was used as a comparison. Through static push-over analysis, the seismic performance of the structure was evaluated. The seismic fragility analysis based on SPO2IDA was conducted for both models. It was found that the structure-equipment interaction system in the elastic-plastic stage has a higher stiffness. The coal bunker has a significant damping effect on the coal bunker layer and adjacent layers, but it slightly increases the inter-story drift angle on the floor with the maximum inter-story displacement angle. The seismic fragility curve of the structure-equipment interaction system in the main power plant is obtained based on the SPO2IDA method.

structure-equipment interaction  /  static push-over analysis  /  SPO2IDA  /  seismic fragility  /  main power plant structure in a thermal power plant
胡扬, 柏文, 戴君武, 李庆文, 胡激吉. 考虑结构与设备相互作用的主厂房结构易损性分析. 地震工程与工程振动, 2025 , 45 (4) : 151 -158 . DOI: 10.13197/j.eeed.2025.0415
Yang HU, Wen BAI, Junwu DAI, Qingwen LI, Jiji HU. Fragility analysis of main building structure considering structure-equipment interaction[J]. Earthquake Engineering and Engineering Dynamics, 2025 , 45 (4) : 151 -158 . DOI: 10.13197/j.eeed.2025.0415
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0　引言
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火力发电厂主厂房的设计核心在于满足复杂的电力生产工艺流程要求[1]，其结构布局首要服务于内部主要及辅助设备的合理布置、高效运行、便捷安装与检修。这使其显著区别于民用建筑。主厂房通常由锅炉房、汽机房、除氧间和煤仓间等关键功能单元组成，这些单元的组合形式及其内部设备的布置方案共同决定了主厂房的不同布置类型。尽管许多学者对主厂房结构的抗震性能进行了深入研究[2-8]，但对结构-设备动力相互作用的考量仍相对欠缺。
汽机房布置有汽轮发电机、给水泵、凝结水泵、回热加热器和供热设备等。除氧间一般分为3层，上层布置除氧器，中层布置管道，下层布置厂用配电装置。煤仓间的主要作用是储存原煤、磨制煤粉和向锅炉供应燃料。煤仓间一般分为3层，第1层即底层地面，布置磨煤机和排粉风机；第2层布置给煤机、煤秤、给粉机等设备，其上部悬设原煤仓或煤粉仓；第3层布置皮带输煤机。
合并的除氧煤仓间布置形式即将内煤仓与除氧间合并为单框架结构，与除氧间和煤仓间并列在汽机房和锅炉房之间形成双框架的布置形式相比，合并的除氧煤仓间布置形式具有汽水管道较短、节约合金材料、占地较小、土建费用较低的优点；其缺点是中间车间设备布置较为拥挤，且从结构上看，单框排架抗震更为不利。GB 50049—2011《小型火力发电厂设计规范》[9]中7.2.1条“主厂房的布置形式宜按汽机房、除氧间（或合并的除氧煤仓间）、煤仓间、锅炉房的顺序排列。当采用其他的布置形式时，应经技术经济比较后确定”，GB 50660—2011《大中型火力发电厂设计规范》[1]中6.1.3条“主厂房的布置可采用汽机房、煤仓间或除氧煤仓间、锅炉房3列式布置，汽机房、除氧间、煤仓间和锅炉房4列式布置，侧煤仓布置等多种布置形式。”国内各种规模的火力发电厂采用此种主厂房布置型式的比较多，且具有一定代表性。所以本文以合并的除氧煤仓间布置形式的主厂房为例，对考虑结构与设备相互作用的主厂房结构易损性进行研究。
火力发电厂主厂房中机械设备、电气设备众多。位于除氧煤仓间一层的厂用配电装置，以及位于汽机房一层的给水泵、凝结水泵等，直接安装在位于厂房内零米地面的设备基础上，不与主厂房结构产生关联；汽轮发电机组独立布置，四周留有与其他结构的变形缝；此类设备不需考虑设备对结构的影响。其他布置在主厂房楼板上的设备中，重点考虑质量较大，且质心位于楼层和楼层之间的设备，因此将煤斗、除氧器、消防水箱和给煤机作为对象，研究主厂房结构与设备之间的相互作用。
1　有限元模型建立及模态分析
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以某已投产的循环流化床（CFB）机组钢筋混凝土框排架主厂房为原型，厂房采用3列式布置，煤仓间与除氧间合并为单框架结构，汽机房、除氧煤仓间依次布置。
本工程厂址区域场地类别为Ⅱ类，地震基本烈度为7度，设计基本地震加速度为0.15 g，设计地震分组第1组。根据GB 50223—2008《建筑工程抗震设防分类标准》[10]，GB 50011—2010（2016年版）《建筑抗震设计规范》[11]及DL/T 5022—2023《发电厂土建结构设计规定》[12]，本工程抗震设防类别为标准设防类（丙类）电厂。主厂房抗震设防分类为丙类，地震作用按7度（0.15 g）设计，抗震措施按7度考虑。
模型以基础顶、框架柱底标高-4.0 m处作为上部结构嵌固端，主厂房结构纵向柱距为8 m，7个柱距，除氧煤仓间跨度为13.5 m，结构为8层：零米厂用配电装置为±0.0 m、管道层为4.5 m、运转层为8.0 m、除氧器和给煤机层为16.0 m、皮带层为30.5 m，皮带拉紧层为24.5 m、皮带头部楼层标高为37.0 m，水箱间为43.2 m。除氧煤仓间屋面标高为37.0 m，局部为49.6 m。汽机房跨度为21 m，其内设汽机基础及加热器平台，与主厂房结构通过设置伸缩缝不连为一体，本模型不考虑其内部汽机基础及加热器平台，所以汽机房为屋面结构采用梯形钢屋架的大跨单层结构，与除氧煤仓间形成单框排架。主要考虑主厂房内部布置在结构楼层上，且质量较大、质心距其支承楼板有一定距离的设备，所以把煤斗、除氧器、消防水箱和给煤机作为此模型中对于主厂房中设备的考察对象，建立考虑结构与设备相互作用的主厂房结构模型，编号为模型B，见图2，同时把单独的主厂房结构模型A作为本研究的不考虑结构与设备相互作用的主厂房结构对照模型。模型A将设备以质量的形式施加在设备支座所在的楼板位置上，而模型B根据设备实际的大小、高度、重量以及与楼板的连接方式进行建模，目的是反映设备的质心高度以及设备与结构的连接方式对结构的影响，由于本研究并不考虑设备的损坏，因此，在对设备建模时，以能够反映设备质量分布及设备-结构连接方式为原则，选用梁单元或壳单元进行建模。整个结构加设备总质量约11800 t。
主厂房原型为2炉2机，每台锅炉对应2个煤斗，每个钢煤斗对应2台称重刮板给煤机，设2台除氧器。钢煤斗单个含煤重340 t，悬挂在30.5 m层煤斗大梁下，钢煤斗与主厂房煤斗大梁上预留的钢埋件通过焊缝相连，在模型B中煤斗采用壳单元按实际煤斗大小及材料属性建模，并考虑满煤时质量，与模型中煤斗大梁处采用共用节点的形式连接。给煤机布置在16 m层，通过给煤机支座与楼板预留埋件焊接固定，在模型B采用梁单元按实际给煤机高度及质量分布进行建模，支座处与16 m楼板共用节点，每个煤斗对应2台给煤机，每台给煤机重约9 t。除氧器同样布置在16 m层，为卧放的圆筒形设备，成套设备含水重110 t，每个除氧器有2个支座，其中1个为固定支座，1个为可沿圆桶轴向滑动的滑动支座，除氧器中心线距楼面为2.5 m，模型B采用梁单元按实际除氧器高度及质量分布进行建模，固定支座处与楼板对应节点采用约束3个方向的平动及沿轴向转动的节点约束，滑动支座处与楼板对应节点采用约束除轴向外2个方向的平动及沿轴向转动的节点约束。消防水箱位于主厂房顶层，整个水箱含水重25.5 t，水箱置于高于楼层1.9 m的混凝土支座上，水箱通过焊接方式与混凝土制作上埋件连接，在模型B中水箱采用壳单元按实际大小及材料属性建模，并考虑满水时质量，与模型中混凝土支座处采用共用节点的形式连接。设备总重约占结构与设备总重的14.2%。
模型B其他建模方式及设计参数与模型A一致，梁、柱、桁架及支撑采用梁单元，楼、屋面板采用薄壳单元来模拟；主厂房屋面系统的钢屋架及屋面支撑按实际建模。混凝土梁柱材料的非线性由塑性铰来模拟，塑性铰描述的是框架截面整体的力和位移之间的关系，框架梁两端添加弯矩铰，框架柱两端添加P-M2-M3铰，塑性铰的属性由梁柱截面配筋决定。模型中采用的阻尼为Rayleigh经典阻尼，取值为0.05。本文以模型B与模型A作为对比模型，对结构与设备相互作用体系进行研究。
对模型B进行模态分析，得到模型B的前6阶模态，见图3。模型A和模型B前6阶模态周期对比见表1。由图3和表1可知，模型A和模型B前6阶模态振动方向一致，模型B各阶周期均略小于模型A，但相差不大于5%。
2　静力推覆分析
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静力推覆分析（static pushover）的基本做法是在结构分析模型上施加符合水平地震作用分布规律的侧向力。通过逐步增加水平侧向力，使结构的各个构件相继进入塑性状态，直到结构模型的控制点位移达到目标位移或结构倾覆为止，也被称为静力弹塑性分析方法。
对模型A和模型B进行具有与第1模态成比例的侧向荷载模式的静力推覆分析，对结构施加水平荷载进行推覆之前，首先要定义重力非线性工况，本文初始荷载采用自重标准值和各可变荷载组合值之和，可变荷载组合值系数取值依据DL/T 5022—2023《发电厂土建结构设计规程》[12]。水平荷载施加采用位移控制方式，使用除氧煤仓间顶层节点进行位移监测，将第1振型推覆目标位移拟定为1 300 mm。得到模型A和模型B的SPO曲线见图4。由图4可知，2种结构的SPO曲线的不同，模型A的SPO曲线呈现三线型，并出现明显下降段；模型A更接近双线型，没有出现下降段。两模型SPO曲线的弹性段基本重合，进入弹塑性后，模型B与模型A相比，刚度下降更小，表现出更大的刚度，这是由于模型A中只考虑了设备对结构的质量贡献，而模型B中同时考虑了设备对结构的质量贡献和刚度贡献。
本文采用ATC-40能力谱法对模型A和模型B进行抗震性能评估，为考察设备与结构相互作用的影响，需要考查对比两模型在不同强度地震下的抗震性能，按照GB 50011—2010《建筑抗震设计规范（2016版）》[11]中场地类别为Ⅱ类，地震分组为第1组，地震烈度为7度（0.1 g）、8度（0.2 g）、9度（0.4 g），分别考虑多遇地震和罕遇地震，建立规范反应谱，并将其转化为需求谱，与SPO曲线转化为的能力谱绘于同一坐标系中，两曲线交点即为性能点。性能点，即为在此地震强度水平下，该结构的地震反应，从而评估结构的抗震性能。
模型A和模型B的初始基本周期分别为2.177、2.111 s，初始阻尼均为0.05。两模型在不同地震烈度的规范反应谱的性能点处的等效周期和等效阻尼见表2。由表可知，地震强度越大，等效周期和阻尼与初始情况相比增加的越多，尤其是9度多遇地震和7、8、9度罕遇地震，表明此阶段结构已经进入明显的塑性变形阶段。在塑性变形阶段，模型A与模型B相比，等效周期和阻尼增长更快，说明模型A的刚度下降更多，与两模型SPO曲线对比得到的结论相吻合。
两模型在各性能点处各层位移见图5。由于主厂房框架柱截面较大，两模型并没有表现出框架结构典型的剪切型变形，而是介于剪切型和弯曲型之间。7度多遇工况，结构处于小变形阶段，重力工况的变形会对结果产生较大影响，使结果有较大误差，所以对7度多遇不进行讨论。当两模型进入塑性变形阶段，两模型第1~5层位移接近，第6~9层位移有明显区分，模型B小于模型A。
两模型在各性能点处各层层间位移角见图6。当两模型进入塑性变形阶段，两模型最大层间位移角出现在第3层，两模型第3层的层间位移角接近，模型A稍小于模型B；可明显看出，模型B的第5、6、9层的层间位移角与模型A相比明显减小。根据文献[13]给出的主厂房结构性能指标，两模型在7度多遇和8度多遇地震时均能满足最大层间位移角θmax≤1/550，S1正常使用；9度多遇地震时能满足最大层间位移角1/550≤θmax≤1/300，S2立即使用；7度罕遇地震时能满足最大层间位移角1/300≤θmax≤1/110，S3修复后使用；8度罕遇地震时能满足最大层间位移角1/110≤θmax≤1/55，S4大修可用；9度罕遇地震时最大层间位移角θmax≥1/55，完全破坏。
综上所述，钢煤斗连煤总重1360 t，占整个结构总质量的11.5%，悬吊于结构的第6层，质心位于结构第5层和第6层之间，煤斗的存在对主厂房结构起到明显的减震作用，使模型B的第5层和第6层层间位移角以及5层以上的层位移明显小于模型A，但由于主厂房自身结构特点，最大层间位移角位于第3层（除氧器层），煤斗对结构的减震作用并未影响到结构的最大层间位移角，考虑设备（除氧器、给煤机）的作用对结构第3层的层间位移角的影响比较细微，但却与煤斗对结构的作用相反，略微增加了第3层的层间位移角。煤斗、水箱、除氧器和给煤机这4类设备重量不同，自身频率不同，与结构的连接方式不同，对结构也产生了不同的影响。最终对于结构的最大层间位移角，考虑设备与结构相互作用的模型B的最大层间位移角稍大于不考虑设备与结构相互作用的模型A。
3　易损性分析
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采用基于SPO2IDA[14-15]的易损性分析方法对模型A和模型B进行易损性分析。首先对两模型的SPO曲线进行分段线性拟合[16]，根据两模型的SPO曲线形状，对模型A采用三线性拟合，对模型B采用双线性拟合。拟合结果见图7。
利用SPO2IDA方法获得模型A和模型B近似的IDA中位数曲线及其16%和84%的分位数曲线，见图8。通过这3条曲线提供的中位数和相应的离散程度，以及文献[13]定义的主厂房结构的性能指标，可以得到模型A和模型B相应的4个性能指标的易损性曲线[17-18]见图9，易损性参数见表3。
由图8可知，在相同地震谱加速度下，模型B的最大层间位移角大于模型A，随着地震谱加速度的增加，模型A、模型B的最大层间位移差越来越大；在最大层间位移角达到0.04时，模型A的IDA曲线开始进入平台段，模型B在最大层间位移角达到0.05时IDA曲线进入平台段。
由图9和表3可知，模型A和模型B对应性能水平S1和性能水平S2的易损性函数中值相差不大，模型B比模型A略小0.01 g，两模型的易损性曲线几乎重合。对于性能水平S3和性能水平S4，两模型的易损性曲线出现轻微差别，同一地震强度指标下，模型B的失效概率大于模型A。说明当采用最大层间位移角作为地震需求参数时，相对于模型A，模型B具有更高的易损性。这与静力推覆分析的结果相吻合。
4　结束语
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本文建立了考虑设备与结构相互作用的主厂房结构计算模型B，与单独的主厂房结构模型A进行对比两者的动力特性。结果表明，模型B各阶周期均略小于模型A，但相差不大于5%。对两模型进行静力推覆分析，采用能力谱法对模型A和模型B进行抗震性能评估，并对两模型进行基于SPO2IDA的地震易损性分析，发现考虑设备与结构相互作用的模型弹塑性阶段具有更大的刚度，煤斗对结构煤斗层有明显的减震作用，但出现最大层间位移角的楼层的层间位移角有小幅度增大。由于基于SPO2IDA的地震易损性分析采用最大层间位移角作为需求参数，因此考虑设备与结构相互作用的主厂房结构计算模型B相对于模型A，具有更大的易损性，但这种差别并不明显。
基金
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  • 中国地震局工程力学研究所基本科研业务费专项资助项目(2024C22)
  • 云南省市一体化项目(202202AH210004)
  • 国家自然科学基金项目(52378542; 52008382)
文献
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2025年第45卷第4期
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doi: 10.13197/j.eeed.2025.0415
  • 接收时间：2024-05-24
  • 首发时间：2026-03-20
  • 出版时间：2025-08-22
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  • 收稿日期：2024-05-24
  • 修回日期：2024-12-13
基金
中国地震局工程力学研究所基本科研业务费专项资助项目(2024C22)
云南省市一体化项目(202202AH210004)
国家自然科学基金项目(52378542; 52008382)
作者信息
    1.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
    2.地震灾害防治应急管理部重点实验室，黑龙江 哈尔滨 150080
    3.中国能源建设集团辽宁电力勘测设计院有限公司，辽宁 沈阳 110170
    4.宁波市北仑区工务市政建设有限公司，浙江 宁波 315800

通讯作者:

柏文（1990—），男，副研究员，博士，主要从事结构和设备的减震和隔振技术研究。E-mail：
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