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Article(id=1244334014803329462, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, articleNumber=null, orderNo=null, doi=10.19994/j.cnki.WEE.2025.0066, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1721923200000, receivedDateStr=2024-07-26, revisedDate=1731686400000, revisedDateStr=2024-11-16, acceptedDate=null, acceptedDateStr=null, onlineDate=1774601947736, onlineDateStr=2026-03-27, pubDate=1759248000000, pubDateStr=2025-10-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774601947736, onlineIssueDateStr=2026-03-27, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774601947736, creator=13701087609, updateTime=1774601947736, updator=13701087609, issue=Issue{id=1244334009858240758, tenantId=1146029695717560320, journalId=1243988319449690156, year='2025', volume='41', issue='4', pageStart='1', pageEnd='211', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=1, specialIssue=null, createTime=1774601946558, creator=13701087609, updateTime=1774602401281, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1244335917167657884, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1244335917167657885, tenantId=1146029695717560320, journalId=1243988319449690156, issueId=1244334009858240758, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=134, endPage=144, ext={EN=ArticleExt(id=1244334019144434143, articleId=1244334014803329462, tenantId=1146029695717560320, journalId=1243988319449690156, language=EN, title=Seismic damage characteristics and quantitative analysis of the “3·11” Great East Japan Earthquake, columnId=null, journalTitle=World Earthquake Engineering, columnName=null, runingTitle=null, highlight=null, articleAbstract=

The Great East Japan Earthquake on March 11, 2011, triggered a massive tsunami that caused devastating destruction to buildings in coastal cities. However, in areas unaffected by the tsunami, buildings experienced relatively fewer collapses or severe damage, despite the high seismic intensity. This study explores the characteristics and impacts of seismic damage from this earthquake, reveals the intrinsic relationship between ground motion features and building damage, and analyzes the seismic damage data and spatial distribution of building clusters using a vulnerability model established based on the 1995 Great Hanshin Earthquake. Through the analysis of building collapse rate, we found that the computed results closely aligned with the actual seismic damage survey outcomes. The analysis indicates that seismic damage was concentrated in coastal areas such as Miyagi, Fukushima, and Ibaraki Prefectures, particularly in narrow inland zones near the coastline. Notably, the areas most severely affected were not always the closest to the epicenter or the zones with the highest intensity. Furthermore, significant differences in collapse rates were observed across different building codes, with buildings constructed under newer regulations showing a markedly lower collapse rate compared to those built under older standards. This research contributes to a better understanding of the seismic damage characteristics associated with offshore earthquakes, providing crucial insights for earthquake defense and disaster relief efforts.

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日本“3·11”大地震引发的巨大海啸导致沿海城市的房屋发生毁灭性破坏，而在未受海啸影响的地区，虽然地震烈度较高，但发生倒塌或严重破坏的房屋却相对较少。为探讨此次地震的震害特征及其影响，揭示了地震动特征与建筑物损坏之间的内在联系，文中运用1995年兵库县南部地震构建的易损性模型，对建筑群的震害数据及其空间分布进行了分析。通过对建筑群倒塌率的分析，发现计算结果与实际震害调查结果高度吻合，揭示了震害集中在宫城县、福岛县和茨城县等沿海区域，尤其是位于海岸线附近的内陆狭长地带，且受灾最严重区域并非总是震中最近或烈度最高的区域。此外，对于采用不同抗震设计规范建造的房屋，其倒塌率存在显著差异，即按照新规范建造的房屋倒塌率明显低于按照旧规范建造的房屋。本研究有助于更好地理解海域大地震的震害特征，为地震防御和救援提供重要依据。

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王鹏翔（1997—），男，硕士研究生，主要从事场地灾害效应研究。E-mail：
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宝音图（1980—），男，副教授，博士，主要从事地震灾害评估与减灾对策研究。E-mail：

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宝音图（1980—），男，副教授，博士，主要从事地震灾害评估与减灾对策研究。E-mail：

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宝音图（1980—），男，副教授，博士，主要从事地震灾害评估与减灾对策研究。E-mail：

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tableContent=null), ArticleFig(id=1244335216458838947, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334014803329462, language=EN, label=Fig. 15, caption=Comparison of calculated average collapse rate between building models, figureFileSmall=3Ctxfa68y2Xm7jkDva89Ag==, figureFileBig=zp8tv1UiGh8F1eOOjeTKjg==, tableContent=null), ArticleFig(id=1244335216572085160, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334014803329462, language=CN, label=图15, caption=建筑群计算平均倒塌率比较, figureFileSmall=3Ctxfa68y2Xm7jkDva89Ag==, figureFileBig=zp8tv1UiGh8F1eOOjeTKjg==, tableContent=null), ArticleFig(id=1244335216685331376, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334014803329462, language=EN, label=Table 1, caption=

Main earthquake damage statistical data

, figureFileSmall=null, figureFileBig=null, tableContent=
地区震害种类火灾/件
人员伤亡/人常住房屋破损/栋非住房屋破损/栋
死亡失踪受伤程度彻底摧毁严重破损部分破损公共其他
重伤轻伤不明
北海道10030047174524
青森县312585030870195801 36311
岩手县4 9761 20533316619 1995 0138 6730033
宫城县10 3651 3945043 6072985 311151 719224 22517 7679 484137
秋田县00470005001
山形县20103500141 27981162
福岛县2 68622620162020 84170 901160 5350038
茨城县6113367602 63224 176185 1781 63817 52331
栃木县40712702602 10871 3174287 1550
群马县10142500717 675002
埼玉县10109402419816 3970012
千叶县20226226079910 02151 7031283218
东京都70209701719545840570135
神奈川401711700394540136
新潟县000300017450
山梨县00020004110
长野县00010000000
静冈县001200013000
三重县00010000000
大阪府00010000300
总数 18 131 2 892 694 5 304 195 129 391 265 096 743 298 20 283 37 645 330
阪神•淡路 6 343 3  43 729  104 906  390 506   
), ArticleFig(id=1244335216811160502, tenantId=1146029695717560320, journalId=1243988319449690156, articleId=1244334014803329462, language=CN, label=表1, caption=

主要的震害统计数据

, figureFileSmall=null, figureFileBig=null, tableContent=
地区震害种类火灾/件
人员伤亡/人常住房屋破损/栋非住房屋破损/栋
死亡失踪受伤程度彻底摧毁严重破损部分破损公共其他
重伤轻伤不明
北海道10030047174524
青森县312585030870195801 36311
岩手县4 9761 20533316619 1995 0138 6730033
宫城县10 3651 3945043 6072985 311151 719224 22517 7679 484137
秋田县00470005001
山形县20103500141 27981162
福岛县2 68622620162020 84170 901160 5350038
茨城县6113367602 63224 176185 1781 63817 52331
栃木县40712702602 10871 3174287 1550
群马县10142500717 675002
埼玉县10109402419816 3970012
千叶县20226226079910 02151 7031283218
东京都70209701719545840570135
神奈川401711700394540136
新潟县000300017450
山梨县00020004110
长野县00010000000
静冈县001200013000
三重县00010000000
大阪府00010000300
总数 18 131 2 892 694 5 304 195 129 391 265 096 743 298 20 283 37 645 330
阪神•淡路 6 343 3  43 729  104 906  390 506   
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日本“3·11”大地震震害特征与定量震害分析
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宝音图 1 , 王鹏翔 1 , 川濑博 2 , 松岛信一 3
世界地震工程 | 常规论文 2025,41(4): 134-144
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世界地震工程 | 常规论文 2025, 41(4): 134-144
日本“3·11”大地震震害特征与定量震害分析
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宝音图1 , 王鹏翔1 , 川濑博2, 松岛信一3
作者信息
  • 1.内蒙古大学　交通学院，内蒙古　呼和浩特　010020
  • 2.日本建筑综合试验所，大阪　565-0873
  • 3.京都大学　防灾研究所，京都　611-0011

    • 宝音图（1980—），男，副教授，博士，主要从事地震灾害评估与减灾对策研究。E-mail：

通讯作者:

王鹏翔（1997—），男，硕士研究生，主要从事场地灾害效应研究。E-mail：
Seismic damage characteristics and quantitative analysis of the “3·11” Great East Japan Earthquake
Baoyintu1 , Pengxiang WANG1 , Hiroshi KAWASE2, Shinichi MASTUSHIMA3
Affiliations
  • 1.Transportation Institute of Innermongolia University, Hohhot 010020, China
  • 2.General Building Research Corporation of Japan, Osaka 565-0873, Japan
  • 3.Disaster Prevention Research Institute, Kyoto University, Kyoto 611-0011, Japan
出版时间: 2025-10-01 doi: 10.19994/j.cnki.WEE.2025.0066
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摘要
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日本“3·11”大地震引发的巨大海啸导致沿海城市的房屋发生毁灭性破坏，而在未受海啸影响的地区，虽然地震烈度较高，但发生倒塌或严重破坏的房屋却相对较少。为探讨此次地震的震害特征及其影响，揭示了地震动特征与建筑物损坏之间的内在联系，文中运用1995年兵库县南部地震构建的易损性模型，对建筑群的震害数据及其空间分布进行了分析。通过对建筑群倒塌率的分析，发现计算结果与实际震害调查结果高度吻合，揭示了震害集中在宫城县、福岛县和茨城县等沿海区域，尤其是位于海岸线附近的内陆狭长地带，且受灾最严重区域并非总是震中最近或烈度最高的区域。此外，对于采用不同抗震设计规范建造的房屋，其倒塌率存在显著差异，即按照新规范建造的房屋倒塌率明显低于按照旧规范建造的房屋。本研究有助于更好地理解海域大地震的震害特征，为地震防御和救援提供重要依据。

日本“3·11”大地震  /  较高烈度  /  地震动破坏能  /  略短周期地震动  /  建筑物倒塌率

The Great East Japan Earthquake on March 11, 2011, triggered a massive tsunami that caused devastating destruction to buildings in coastal cities. However, in areas unaffected by the tsunami, buildings experienced relatively fewer collapses or severe damage, despite the high seismic intensity. This study explores the characteristics and impacts of seismic damage from this earthquake, reveals the intrinsic relationship between ground motion features and building damage, and analyzes the seismic damage data and spatial distribution of building clusters using a vulnerability model established based on the 1995 Great Hanshin Earthquake. Through the analysis of building collapse rate, we found that the computed results closely aligned with the actual seismic damage survey outcomes. The analysis indicates that seismic damage was concentrated in coastal areas such as Miyagi, Fukushima, and Ibaraki Prefectures, particularly in narrow inland zones near the coastline. Notably, the areas most severely affected were not always the closest to the epicenter or the zones with the highest intensity. Furthermore, significant differences in collapse rates were observed across different building codes, with buildings constructed under newer regulations showing a markedly lower collapse rate compared to those built under older standards. This research contributes to a better understanding of the seismic damage characteristics associated with offshore earthquakes, providing crucial insights for earthquake defense and disaster relief efforts.

“3·11” Great East Japan Earthquake  /  high intensity  /  seismic damage energy  /  slightly shorter-period ground motion  /  building collapse rate
宝音图, 王鹏翔, 川濑博, 松岛信一. 日本“3·11”大地震震害特征与定量震害分析. 世界地震工程, 2025 , 41 (4) : 134 -144 . DOI: 10.19994/j.cnki.WEE.2025.0066
Baoyintu, Pengxiang WANG, Hiroshi KAWASE, Shinichi MASTUSHIMA. Seismic damage characteristics and quantitative analysis of the “3·11” Great East Japan Earthquake[J]. World Earthquake Engineering, 2025 , 41 (4) : 134 -144 . DOI: 10.19994/j.cnki.WEE.2025.0066
正文
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0　引言
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日本位于多个板块交界处，频繁的板块运动使其成为全球地震灾害的高风险区，全球约20%的地震在日本发生。自20世纪以来，日本经历了多次极具破坏性的地震，如1923年M7.9的关东大地震和1995年M7.3的兵库县南部地震（也称“阪神•淡路大震害”），均造成大量人员伤亡和经济损失，引起了国内外专家学者的高度关注[1]。近年来，随着计算机性能的提升和数值模拟技术的发展，应用强震动数值模拟方法已经能够较精准地再现历史地震，并预测某一地区发生地震的可能性（概率）、规模（震级）和强度（烈度）。然而，对建筑群震害评估精确度的研究相对滞后，在一定程度上制约了防震减灾策略的制定[2]。因此，如何准确评估地震对建筑群的影响，成为当前地震工程研究的重要课题。对于内陆地震，已有研究利用地震波观测记录、场地土特性及建筑物的实际损坏数据，构建了建筑群易损性预测模型，并在震害评估中得到了广泛应用。然而，对于海域大地震，由于缺乏充分的历史数据，其风险评估仍具有较大的挑战性，特别是伴随海啸的灾害评估，仍存在不确定性[3]。因此，针对海域大地震，开展震害预测的研究显得尤为重要。
2011年日本东北部海域发生的M9.0大地震引发了巨大海啸，造成了大规模的破坏，导致18 131人遇难，并引发了福岛核事故。此次地震中，尽管地震峰值加速度较高，但直接由地震动引起倒塌和严重破坏的房屋数量较少。类似地，在2024年能登半岛MJ7.6地震中，烈度等级达到最高7度的台站周边的房屋受损较轻[4]。这一震害特征表明，深入研究不同震源类型和场地条件下的震害评估差异至关重要。本研究基于1995年兵库县南部地震的震害数据，采用地震动弹性反应谱分析，构建了适用于既有建筑不同结构类型、层数和建设年代的建筑群非线性震害预测模型，再现了日本“3•11”大地震中的建筑群倒塌率及其空间分布。本文不仅拓展了内陆地震的震害评估方法，还对海域大地震的震害进行了更全面的分析。研究结果有望提升未来地震风险预测的精度，并为制定更有效的防震减灾策略提供科学依据。
1　地震概况与震害特征
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1.1　“3•11”大地震概况
2011年3月11日14时46分（北京时间13时46分），日本宫城县附近海域发生了一场震级高达M9.0的巨大地震，震源深度24 km。此次地震是由板块交界处的相互作用引发，造成了俯冲带海域的强烈震动。地震的峰值加速度高、持续时间长，导致东部沿海的广阔区域内的计测烈度均超过6-度弱（相当于中国标准烈度9度），日本气象厅（Japan Meteorological Agency，JMA）发布的烈度分布图，如图1所示，砂土液化现象如图2所示。在宫城县栗原市强震动观测台站，记录到了日本烈度标准下的最高等级7度（中国标准烈度11度或更高）；在宫城县、福岛县等4个县的36个市区，均观测到了烈度6-度弱以上；至少有18个强震观测台记录到的峰值加速度超过了重力加速度值980 cm/s2[5]。
此次地震引发的海啸袭击了日本东北沿海地区，造成了大量建筑物的毁灭性破坏和大量人员伤亡，并导致了福岛第一核电站的严重放射性物质泄漏。与历史上典型的城市直下型地震（如1995年兵库县南部地震）相比，本次地震中的建筑物经受了更长的强地震动时程。此次地震还导致了大规模的砂土液化现象，甚至是在距离震中较远的东京湾地区也观察到了显著的砂土液化，砂土液化不仅破坏了生命线工程设施，还导致建筑物发生不均匀沉降，进一步扩大了震害影响范围[6]。
1.2　震害统计与分析
强震及其引发的次生灾害给灾区造成了严重影响，包括大规模余震（最高震级为MJ7.3）、巨大海啸、砂土液化、火灾和核事故等。此次地震造成经济损失约为2 350亿美元，成为日本历史上经济损失最严重的自然灾害之一[7]。
根据日本消防总部的统计数据，截至2012年9月，此次巨大地震所引发的震害情况见表1，共有18 131人遇难，2 829人失踪，6 193人受伤，数十万人被迫疏散，流离失所[8]。在所有受影响的都府县中，宫城县遭受的人员损失最为惨重，共有10 365人遇难，1 349人失踪[9]。紧随其后的是岩手县，该县有4 976人遇难，1 205人失踪。福岛县的遇难人数为2 686人，失踪人数为226人。在此次震害中，约有12.9万栋建筑物发生彻底摧毁，26.5万栋建筑物为严重破损，74.3万栋建筑物为部分破损，这些损毁大部分是由巨大海啸造成的。根据2012年9月日本警察厅的公布资料，如图3（a）所示，溺水事故成为造成此次地震死亡的主要原因，占比高达90.6%[9]。在地震导致的伤亡中，65岁以上老年人的死亡比例高达56.35%，这是由于许多老年人未能及时响应海啸警告，没有及时前往高地避险导致的，如图3（b）所示。此外，强震和海啸共引发了330起火灾，这些火灾分布在从北海道到神奈川县的极其广泛的地区，主要集中在海啸受灾区或且计测烈度达5-度弱以上的区域。此次地震引发了一系列震害特征，其中包括震害破坏面积广、建筑物的严重破坏（主要由巨大海啸引起）、大规模的砂土液化现象以及火灾。通过表1中与1995年兵库县南部地震的主要震害统计数据的对比发现，在建筑物被彻底摧毁栋数相近条件下，此次地震中失踪的人数较多、受伤人数较少，成为海域地震特有的震害特征。
2　地震动破坏力分析
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2.1　建筑物受损情况
此次地震对宫城县、福岛县和茨城县等多地造成了深远的影响，许多地区的地震烈度超过了6-度弱。尽管如此，建筑的整体破坏程度相对较轻，倒塌或严重损坏的建筑并不多见。通过对宫城县计测烈度达到6-度弱以上的强震观测点及其周边的建筑物受损情况进行调查，发现尽管大部分地区的建筑物出现了轻微损坏，例如外墙的轻微开裂和表面涂层脱落，但出现彻底摧毁或严重损坏的情况极为罕见[10]。在烈度为6+度强的宫城县仙台市，许多钢筋混凝土（reinforced concrete，RC）结构建筑遭受了严重破坏，这些建筑多数建于1978年宫城县地震之前，采用了旧的抗震设计规范，抗震能力相对不足，并且由于年代久远，结构老化问题较为严重。值得注意的是，此次大地震的破坏程度与计测烈度不完全吻合，即建筑物损坏严重的区域并不一定是烈度最高的区域。
2.2　地震动的波谱分析
通过对日本“3•11”大地震的强震动观测记录进行分析，探讨此次地震中建筑物受损相对较轻的原因。根据日本气象厅发布的数据，位于栗原市的K-NET筑馆（MYG004）观测台站记录到的地震峰值加速度（peak ground acceleration，PGA）高达2 933.7 cm/s2（水平方向矢量和）。如图4所示，虽然峰值加速度持续时间长，但在对未受海啸影响的该台站周边地区进行调查时，发现建筑物并没有出现彻底摧毁或严重破坏。因此，此次地震中建筑物的彻底摧毁或严重损坏主要是由海啸导致的，而直接由地震动引起的建筑物损坏相对较轻。明确此次地震中建筑物的受损原因，对于今后防止类似灾害的发生具有重要意义。
为了探讨地震动特征与建筑损坏之间的内在联系，本文分析了防灾科学技术研究所的强震观测网（K-NET，KiK-net）中计测烈度达到6-度弱以上的62个观测台站的数据，计算出在NS和EW方向的伪速度反应谱（阻尼比5%）。图5展示了日本“3•11”大地震的速度反应谱平均值及其标准差范围（红色曲线），图中还包含1995年兵库县南部地震时JMA神户观测台站的速度反应谱（黄、蓝色曲线）。在0.5~2.0 s的“略短周期”范围内，日本“3•11”大地震的速度反应谱幅值相对较低，而兵库县南部地震的速度反应谱则显著增加，约为日本“3•11”大地震平均反应谱的两倍。1995年兵库县南部地震的强震动使大量建筑物遭受重创，而在日本“3•11”大地震中，直接由地震动引发的建筑损坏则相对较少。这一显著差异表明，地震对建筑物的破坏程度与“略短周期”内的响应特性密切相关，突显了在建筑设计与抗震措施中考虑地震动频谱特性的必要性。
2.3　建筑物易损性分析
当地震动的卓越频率与建筑物的固有频率相近时，会引发共振现象，导致结构响应的放大，从而增加结构破坏的风险[11]。日本建筑物的共振现象通常发生在易损阶段（0.5~2.0 s），即所谓的“略短周期”内。在许多地震事件的历史记录中，0.5 s以下的“极短周期”较为显著，而与建筑物严重损坏相关的0.5~2.0 s的地震波响应则相对较小。因此，尽管地震震级较大，但造成的建筑物破坏却很轻微[12]。相反，若“略短周期”内的响应较为显著，即使震级较小，也有可能造成建筑物的彻底摧毁或严重破损。例如，2004年新潟县中越地震（MJ6.8）和2007年能登半岛地震（MJ6.9）导致了建筑物的严重损坏[13-14]。在2024年能登半岛MJ7.6地震中，受灾最严重、伤亡人数最多的区域（珠洲、轮岛和穴水）加速度反应谱在“略短周期”范围内的反应谱幅值较高。相比之下，志贺町K-NET（富来）台站的加速度反应谱在“略短周期”范围内的振幅值较低，这与该地区房屋结构受损较轻的实际情况相吻合[4]。由此可见，地震的破坏程度并不完全取决于震级大小。
日本“3•11”大地震引发的强地震动影响范围广泛，观测台站中计测烈度6-度弱以上的情况非常普遍。然而，大部分地震动的卓越周期都在0.5 s以下的“极短周期”内，与中、低层建筑物的大规模破坏无显著关联。尽管海啸造成了严重破坏，但地震动直接导致的建筑物破坏相对较轻。这并不意味着建筑物具有良好的抗震性能，而是由于“极短周期”地震动通常不会造成建筑物的严重破坏。根据多次地震事件后的建筑物损坏情况来看，日本建筑物的严重破坏与“略短周期”内地震动的响应密切相关。因此，单凭地震的震级和峰值加速度来评估受灾情况是不严谨的。在未来的防灾减灾研究中，应重点关注如何避免建筑物的自振周期与地震动卓越周期相近，以减少共振效应对结构的损坏。
日本过去的震害调查研究表明当峰值速度（peak ground velocity，PGV）超过100 cm/s且峰值加速度（PGA）超过800 cm/s2，同时，等效振动频率（PGA/2πPGV）处于0.5~2.0 Hz（0.5~2.0 s）范围内时，受地震动影响的建筑物更容易遭到严重破坏，甚至倒塌[15]。图6展示了用于研究强震动观测指标与建筑物震害之间关系的峰值加速度（PGA）-等效振动频率（PGA/2πPGV）图。在日本“3•11”大地震中，大多数台站都位于易损区域之外（如图中红线区域所示），而峰值加速度较大的台站则多数位于易损区域的右侧（MYG004台站除外）。尽管在此次地震中记录到的峰值加速度相对较大，但地震动卓越频率大多在2.0 Hz以上，峰值速度不超过100 cm/s（MYG004台站除外）。因此，地震对建筑物造成的损坏相对较轻，这一受损特征的原因不能简单地归因于建筑物的“高抗震性”，而应考虑到在“略短周期”（0.5~2.0 s）内，地震动对木结构建筑和中低层建筑物产生的破坏力较小。
3　建筑群模型非线性分析
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3.1　NAGATO-KAWASE建筑群模型简介
为深入分析日本“3•11”大地震中地震动对建筑物破坏较轻的震害特征，本文收集了防灾科学技术研究所的K-NET和KiK-net强震动观测台网，以及日本气象厅JMA的观测网台站记录的强震动数据。这些台站之间的平均间隔小于20 km，能够有效记录南北（NS）、东西（EW）和垂直（UD）方向的加速度数据，同时包括震源的位置、深度和台站的位置信息。本研究筛选出峰值加速度水平分量（EW和NS方向）达到或超过200 cm/s2的地震波数据，并绘制了峰值加速度分布及相应台站峰值速度的分布，如图7所示。
本研究采用NAGATO和KAWASE构建的建筑物模型，以下简称NAGATO-KAWASE建筑群模型[16-18]。通过对该建筑群模型的抗震性能进行调整，能够精确地模拟1995年兵库县南部地震时建筑群的倒塌情况，并针对不同结构类型、层数以及建筑年代，构建了相应的非线性反应模型[19]。该建筑群包括了2层木结构建筑，以及符合新旧抗震设计规范的3、6、9、12层钢筋混凝土（RC）结构建筑，以及3、4、5层钢（steel，S）结构建筑，共计15个模型。在考虑新旧抗震规范时，主要是依据1981年开始实施的《新抗震设计法》修订内容进行了划分，即1981年之前竣工的建筑物被划分为遵循旧抗震规范的类别，而1981年之后完成的建筑物则被视为符合新抗震规范的范畴。旧抗震规范通常采用较少的纵向和横向支撑，导致建筑物的抗震能力较弱；而新抗震规范则通过“中震下的容许应力设计和大震下的极限抗震性能验算的两阶段设计”确保建筑的地震安全性[20]。此外，新规范还要求在设计中考虑地震荷载的多种方向，以增强建筑在地震中的稳定性和韧性。
NAGATO-KAWASE建筑群模型是一个依据日本抗震规范构建的建筑物群体模型，旨在再现1995年兵库县南部地震中建筑物的倒塌情况。该建筑群模型不仅为理解和预测不同抗震规范下建筑物的地震响应提供了重要的分析工具，而且在地震风险评估、建筑物的设计和加固，以及城市规划和灾害管理中发挥了关键作用。为评估木结构房屋的倒塌，该模型设定了层间位移角超过1/10 rad的标准，而对于钢筋混凝土（RC）结构和钢（S）结构，则设定为层间位移角超过1/30 rad。自1981年日本采用新的抗震规范以来，不同时期建造的建筑物在抗震设计和倒塌风险方面呈现出显著的差异性[21]。统计数据表明，日本“3•11”大地震中，大多数受损的建筑物是基于旧的抗震规范设计的，而那些经过适当抗震加固和改造的建筑物通常能够幸免于难。由于新旧抗震设计、材料选择和施工质量等因素的个体差异，同区域建筑群中的建筑物可能展现出不同的抗震性能。为了减少这种性能差异带来的倒塌风险预测不确定性，每个建筑群模型都采用了12个具有不同倒塌率的子模型，以充分捕捉群体中建筑物的个体特性，如图8和图9所示。该建筑群模型已被用于计算1995年兵库县南部地震中的详细建筑群受损情况，图10展示了1995年兵库县南部地震中东滩区2层木结构房屋的计算倒塌率分布，并与通过统计震害现场调查数据得到的实际建筑物倒塌率分布作了对比。结果表明，计算倒塌率与实际倒塌率相近，表明所采用的模型可用于评估建筑物的倒塌风险。
3.2　基于NAGATO-KAWASE建筑群计算倒塌率分布
基于NAGATO-KAWASE建筑群模型，以超过200 cm/s2的波形数据为基础，采用强震动非线性响应分析方法对日本“3•11”大地震中建筑物的倒塌率进行了计算。通过对比实际的建筑物倒塌率分布，计算倒塌率基本能够再现整体受灾情况。图11~图13展示了在不同抗震规范、不同结构类型和楼层的建筑物在峰值加速度超过200 cm/s2的观测点的计算倒塌率分布情况。其中，图11为不分年代的2层木结构建筑与新抗震规范下12层钢筋混凝土（RC）结构建筑的计算倒塌率分布情况。图12为在新旧抗震规范下，3、4、5层钢（S）结构建筑的计算倒塌率分布。图13为在相同新旧抗震规范下，3、6、9层钢筋混凝土（RC）结构建筑的计算倒塌率分布。这些结果为了解不同抗震规范和不同结构类型的建筑在极端地震条件下的抗震能力提供了宝贵的参考材料。图中实心圆（•）所在处为峰值加速度到达或超过200 cm/s2的观测站，圆的颜色越接近红色，表示计算倒塌率越高；颜色越浅，表示计算倒塌率越低。
此次地震造成的受灾区域分布较广，主要集中在沿海地带，尤其是距离海岸线40~60 km的内陆狭长区域。研究结果显示，新抗震规范下建筑物的倒塌率明显低于旧抗震规范下的倒塌率，表明依据新抗震规范建造的建筑物具有更强的抗震性能。此外，不同类型和层高的建筑物的倒塌率也存在显著差异。例如，在新抗震规范下，12层钢筋混凝土（RC）结构的倒塌率低于任何年代的2层木结构。无论是新标准还是旧标准，RC结构的整体倒塌率均低于钢结构（S结构）。值得注意的是，对于中低层建筑物，随着建筑层数的增加，RC结构和S结构的倒塌率均显著降低。在所有建筑中，旧抗震规范下的3层S结构的倒塌率最高，而新抗震标准下的9层RC结构的倒塌率最低。尽管新抗震规范下的S结构倒塌率有所下降，但仍存在许多倒塌率较高的观测点；相对而言，新抗震规范下的RC结构呈现出非常低的倒塌率。综上所述，新抗震规范下的建筑物表现出较高的抗震性能，且RC结构的抗震性能高于S结构和木结构。此外，楼层高度也会影响建筑物的抗震性能。
此外，计算结果还表明多数观测台站的计算倒塌率为0%或低于10%，这与震害调查研究报告中关于地震动对建筑物的破坏影响相对较小的观点相一致。值得注意的是，计算倒塌率较高的地点并不一定位于距离震中最近的位置。即使在同一观测台站，由于新旧抗震规范、建筑类型和高度的差异，计算的倒塌率也存在变化。因此，为了有效降低地震引发的人员伤亡和财产损失，必须充分考虑地震动的振动特性及建筑物的动力响应。总体而言，上述研究结果与实际的震害调查结果（由地震动直接引起的建筑群倒塌率分布）高度吻合，这为未来的地震研究、防震减灾工作提供了重要分析手段。
3.3　建筑群倒塌率分析
为了进一步分析日本“3•11”大地震中建筑物的受损情况，需要构建建筑倒塌率与地震动强度（如峰值速度）之间的震害函数关系[24]，并能够定量评估损害程度。同时，通过对比不同建筑类型和抗震标准下的计算倒塌率总和与输入地震动条数关系计算了平均倒塌率，揭示了影响建筑损害的关键因素。
图14比较了各响应分析模型中，不同损坏率范围内的分析点比例变化趋势。结果表明，具备旧抗震标准的建筑更容易损坏，尤其是在损坏率超过30%的情况下。钢（S）结构建筑的损坏率最高，其次是木结构建筑，最后是钢筋混凝土（RC）结构建筑。
图15显示了建筑群的计算平均倒塌率较低，与地震动作用下的建筑震害较轻实际情况较吻合。分析结果表明，旧抗震建筑的损坏率高于新抗震建筑。钢结构建筑的损坏率随着楼层数减少而增加，RC建筑的损坏率在9层时最高。对于具备旧抗震和新抗震标准的建筑，3层钢结构建筑与12层RC建筑的损坏率顺序相反，这与1995年兵库县南部地震的实际统计损坏率预测结果一致，原因在于目标建筑数量较少，导致损坏率分布异常。
4　总结和建议
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本文对日本“3•11”大地震的地震动特性及其引发的灾害特征进行了深入分析，采用NAGATO-KAWASE建筑群模型对建筑群震害进行了定量评估，旨在实现对海域大地震震害的精确量化。主要结论如下：
1）日本“3•11”大地震导致了大量的人员伤亡和建筑物破坏，但大多数建筑物的破坏是由海啸导致的，而直接由地震动造成的建筑损坏相对较轻。建筑物的破坏程度主要与弹性速度反应谱在“略短周期”（0.5~2.0 s）范围内的响应特征相关。“极短周期”内（0.5 s以下）的地震动虽然能引起建筑物产生显著的晃动，但对中低层建筑物的破坏影响相对较小。
2）当地震动的强度指标满足PGV超过100 cm/s且PGA超过800 cm/s2、等效振动频率值在0.5~2.0 Hz的（略短频率）范围内时，房屋更容易发生倒塌或严重破坏。此次地震中，极震区的地震动均不满足上述条件（MYG004台站除外），再次验证了上述3个指标阈值的合理性，这为未来的地震灾害评估和预测提供重要的科学依据。
3）利用NAGATO-KAWASE建筑群模型进行的震害定量评估表明，除了少数观测台站外，大多数台站的计算倒塌率为0%或均低于10%。这一结果与现有调查报告所示的地震动对建筑物震害影响相对较小的结论相吻合。
4）基于旧抗震规范建造的建筑物遭受了严重破坏，而符合新抗震规范或经过适当加固和改建的建筑物则表现出较好的抗震性能，计算倒塌率的结果与调查结果一致。
5）建筑物受灾的空间分布相对集中，主要集中在沿海岸线的古河床、冲积平原和软弱场地土，尤其是在距离海岸线40~60 km的内陆狭长地带。
6）由于建筑物的结构类型、建设年代和高度等因素的差异，以及不同地区地震动基本参数和场地土性质的不同，受灾程度呈现出明显的差异。此外，受灾程度较高的地区并不总是位于距离震中最近或计测烈度最大的台站附近。
基于上述地震灾害特征，本文提出以下建议：强化沿海地区的海啸防护措施，例如在现有的结构设计规范中增加防御海啸的相关设计条款，以增强其抵御海啸冲击的能力；考虑到新旧抗震规范建筑物的倒塌率存在显著差异，为旧抗震规范建筑物的抗震加固和改造工作提供财政补贴和技术援助显得尤为重要；加强对建筑物在地震作用下的动力响应研究，尤其是针对“略短周期”地震动的响应，将有助于提高建筑抗震性能评估的准确性。此外，应完善灾害预警和应急救援体系，积极开展公众防灾教育，以增强社区的抗灾韧性，在灾害发生时最大限度地减少人员伤亡和降低财产损失。
基金
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  • 都大学防灾研究所国际合作研究项目(2023LS-09)
  • 内蒙古自然科学基金项目(2019ms05082)
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2025年第41卷第4期
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doi: 10.19994/j.cnki.WEE.2025.0066
  • 接收时间：2024-07-26
  • 首发时间：2026-03-27
  • 出版时间：2025-10-01
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  • 收稿日期：2024-07-26
  • 修回日期：2024-11-16
基金
都大学防灾研究所国际合作研究项目(2023LS-09)
内蒙古自然科学基金项目(2019ms05082)
作者信息
    1.内蒙古大学　交通学院，内蒙古　呼和浩特　010020
    2.日本建筑综合试验所，大阪　565-0873
    3.京都大学　防灾研究所，京都　611-0011

通讯作者:

王鹏翔（1997—），男，硕士研究生，主要从事场地灾害效应研究。E-mail：
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