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Article(id=1245390009457557622, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390004252426256, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0310, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1678723200000, receivedDateStr=2023-03-14, revisedDate=1696608000000, revisedDateStr=2023-10-07, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853716482, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853716482, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853716482, creator=13701087609, updateTime=1774853716482, updator=13701087609, issue=Issue{id=1245390004252426256, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='3', pageStart='1', pageEnd='230', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853715241, creator=13701087609, updateTime=1774854338522, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245392618545332491, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390004252426256, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245392618545332492, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390004252426256, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=108, endPage=115, ext={EN=ArticleExt(id=1245390009780519038, articleId=1245390009457557622, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Shaking table test of simply supported bridge considering ground liquefaction, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to study the collapse mechanism of simply supported bridges under liquefiable site conditions, this paper combines the actual earthquake damage investigation and carries out a shaking table model test on the widely used simply supported bridge under simulated liquefaction ground. Continuously enhanced white noise and sine wave excitation were used as the input of the shaking table. The collapse mechanism of the simply supported bridge under liquefaction ground is studied. The results show that the liquefaction phenomenon can be reproduced well by the shaking table test. The maximum strain position and the natural frequency of the piles decrease with the increasing liquefaction, and the increasing relative displacement between adjacent piles will lead to the bridge collapse. The damage mode of the experimental results is close to that of the actual seismic phenomena. This paper can provide a significant reference for the study of soil-structural interaction under earthquakes and also accumulate the experimental data for the seismic safety evaluation of existing similar bridges.

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为了探究简支桥梁在可液化场地条件下的倒塌机理，结合实际震害调查，并对量大面广的简支桥梁进行了模拟液化场地下的振动台模型试验，采用持续增强的白噪声和正弦波作为激励，研究了简支桥梁在可液化场地条件下的倒塌机理。结果表明，振动台试验结果能够很好地再现液化现象，桩截面峰值应变位置随着液化的逐渐加深而下移，桩基自振频率随场地液化的逐渐加深而持续降低，而邻桩间距的不断增大会导致桥梁倒塌，试验结果与实际震害现象较为接近。研究对桥梁结构在地震作用下的土-结构相互作用具有一定的参考价值，也为现存类似桥梁的地震安全性评价积累了部分试验资料。

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王飞（1988—），男，博士研究生，主要从事结构抗震方面的研究。E-mail：
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徐丹（1993—），男，助理研究员，博士，主要从事结构工程抗震方面的研究。E-mail：

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2.Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
3.Key Laboratory of Earthquake Disaster Mitigation, Ministry of Emergency Management, Harbin 150080, China
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2.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
3.地震灾害防治应急管理部重点实验室，黑龙江 哈尔滨 150080
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徐丹（1993—），男，助理研究员，博士，主要从事结构工程抗震方面的研究。E-mail：

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徐丹（1993—），男，助理研究员，博士，主要从事结构工程抗震方面的研究。E-mail：

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journalId=1241701559352995854, articleId=1245390009457557622, language=EN, label=Table 1, caption=

Similarity law of model parameters[20]

, figureFileSmall=null, figureFileBig=null, tableContent=
物理量相似律相似比原型参数实际参数
长度/ml14.44271.8
密度/（kg/m3）ρ0.8723502700
上部结构质量/kgρl326235150019.63
单桩帽质量/kgρl3262350001.96
群桩帽质量/kgρl32623115934.42
惯性矩（EI）ρl55.46×1045.63×1081030
), ArticleFig(id=1245390021109334894, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390009457557622, language=CN, label=表1, caption=

模型参数相似律[20]

, figureFileSmall=null, figureFileBig=null, tableContent=
物理量相似律相似比原型参数实际参数
长度/ml14.44271.8
密度/（kg/m3）ρ0.8723502700
上部结构质量/kgρl326235150019.63
单桩帽质量/kgρl3262350001.96
群桩帽质量/kgρl32623115934.42
惯性矩（EI）ρl55.46×1045.63×1081030
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考虑场地液化的简支桥梁振动台试验研究
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徐丹 1, 2, 3, 4 , 王飞 2, 3 , 郭杨 4 , 徐开元 2, 3 , 乐腾胜 4
地震工程与工程振动 | 2024,44(3): 108-115
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地震工程与工程振动 | 2024, 44(3): 108-115
考虑场地液化的简支桥梁振动台试验研究
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徐丹1, 2, 3, 4 , 王飞2, 3 , 郭杨4, 徐开元2, 3, 乐腾胜4
作者信息
  • 1.合肥工业大学 土木与水利工程学院，安徽 合肥 230009
  • 2.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
  • 3.地震灾害防治应急管理部重点实验室，黑龙江 哈尔滨 150080
  • 4.安徽省建筑科学研究设计院 绿色建筑与装配式建造安徽省重点实验室，安徽 合肥 230031

    • 徐丹（1993—），男，助理研究员，博士，主要从事结构工程抗震方面的研究。E-mail：

通讯作者:

王飞（1988—），男，博士研究生，主要从事结构抗震方面的研究。E-mail：
Shaking table test of simply supported bridge considering ground liquefaction
Dan XU1, 2, 3, 4 , Fei WANG2, 3 , Yang GUO4, Kaiyuan XU2, 3, Tengsheng YUE4
Affiliations
  • 1.School of Civil Engineering, Hefei University of Technology, Hefei 230009, China
  • 2.Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China
  • 3.Key Laboratory of Earthquake Disaster Mitigation, Ministry of Emergency Management, Harbin 150080, China
  • 4.Anhui Province Key Laboratory of Green Building and Assembly Construction, Anhui Institute of Building Research & Design, Hefei 230031, China
doi: 10.13197/j.eeed.2024.0310
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摘要
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为了探究简支桥梁在可液化场地条件下的倒塌机理，结合实际震害调查，并对量大面广的简支桥梁进行了模拟液化场地下的振动台模型试验，采用持续增强的白噪声和正弦波作为激励，研究了简支桥梁在可液化场地条件下的倒塌机理。结果表明，振动台试验结果能够很好地再现液化现象，桩截面峰值应变位置随着液化的逐渐加深而下移，桩基自振频率随场地液化的逐渐加深而持续降低，而邻桩间距的不断增大会导致桥梁倒塌，试验结果与实际震害现象较为接近。研究对桥梁结构在地震作用下的土-结构相互作用具有一定的参考价值，也为现存类似桥梁的地震安全性评价积累了部分试验资料。

震害调查  /  简支桥梁  /  液化  /  倒塌  /  振动台试验

In order to study the collapse mechanism of simply supported bridges under liquefiable site conditions, this paper combines the actual earthquake damage investigation and carries out a shaking table model test on the widely used simply supported bridge under simulated liquefaction ground. Continuously enhanced white noise and sine wave excitation were used as the input of the shaking table. The collapse mechanism of the simply supported bridge under liquefaction ground is studied. The results show that the liquefaction phenomenon can be reproduced well by the shaking table test. The maximum strain position and the natural frequency of the piles decrease with the increasing liquefaction, and the increasing relative displacement between adjacent piles will lead to the bridge collapse. The damage mode of the experimental results is close to that of the actual seismic phenomena. This paper can provide a significant reference for the study of soil-structural interaction under earthquakes and also accumulate the experimental data for the seismic safety evaluation of existing similar bridges.

seismic damage investigation  /  simply supported bridge  /  liquefaction  /  collapse  /  shaking table test
徐丹, 王飞, 郭杨, 徐开元, 乐腾胜. 考虑场地液化的简支桥梁振动台试验研究. 地震工程与工程振动, 2024 , 44 (3) : 108 -115 . DOI: 10.13197/j.eeed.2024.0310
Dan XU, Fei WANG, Yang GUO, Kaiyuan XU, Tengsheng YUE. Shaking table test of simply supported bridge considering ground liquefaction[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (3) : 108 -115 . DOI: 10.13197/j.eeed.2024.0310
正文
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0　引言
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桥梁作为基础设施系统的重要组成部分，在灾害发生之后，其安全性对保障灾后应急救援至关重要。历次的震害调查显示，地震引发的桥梁倒塌震害时有发生[1]，如2008年汶川地震，受损桥梁数量高达6140座[2]，1995年日本阪神地震，造成了320座桥梁损毁[3]等。
桥梁结构在地震中的倒塌机理，一直以来是地震工程的研究重点。2021年5月22日，青海果洛州玛多县发生7.4级地震，造成距离震中距28.0 km处的野马滩2号大桥发生严重的连续倒塌破坏，由于桥梁附近无强震动观测台站，没有获得大桥附近的地震动记录，这对准确分析野马滩2号大桥在地震作用下的动力响应和破坏机理造成一定困难[4]。
国内外学者在场地土-桩相互作用方面做了大量的研究，常采用数值模拟[5-7]和振动台模型试验[8-10]等研究手段，取得了重要的研究进展[11-13]。其中，大量的震害调查显示，液化引起的地基失效是导致桥梁损毁的主要原因之一[14-15]。近年来，随着我国基础建设的不断推进，“五纵六横七连线”高速铁路网初具规模[16]，其中，多跨混凝土桩基简支桥梁体系应用最为广泛，且建桥区多为可液化场地[17]，这对新时期我国桥梁结构的抗震设防能力提出了更新、更高的要求。
基于目前对我国量大面广的多跨简支桥梁在液化场地下倒塌机理研究的需要，本文对玛多地震中倒塌的野马滩2号大桥进行震害调查，以典型的液化场地倒塌的简支桥梁为研究对象，结合前期研究进行的振动台模型试验，深入分析场地-简支桥梁在地震作用下的动力响应，以揭示简支桥梁结构的土-桩-桥梁结构动力响应和破坏机理。
1　野马滩2号大桥震害分析
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2021年5月22日，青海果洛州玛多县发生的玛多地震为7.4级，其震源深度为17.0 km。在此次地震中发生倒塌破坏的是野马滩2号大桥，震中距约为28.0 km，桥梁采用简支梁构造，桥梁在双向车道均发生连续倒塌破坏，如图1所示。
1.1　场地条件和地震烈度
野马滩2号大桥位于G0613西丽高速共玉路段K503+600 m，公路全线穿越冻土区，其中多年冻土路段长达227.7 km，占路线总长的35.8%，全线平均海拔在4 100 m以上，地理和水文地质条件较为复杂，覆盖层为松软细砂，属于可液化土层。应急管理部、中国地震局现场工作队通过实地震害调查和强震动观测记录确定了此次地震的烈度分布情况，野马滩2号大桥所在位置地震烈度影响均超过8度。
1.2　梁体移位
通过对比大桥震前和震后的现场照片，如图2（a）、（b）所示。由图2（b）可知，梁体存在明显的整体平动，当水平位移超过梁体与桥台的搭接长度时，会产生“落梁”现象；梁端存在明显的竖向错动，由于桥面路面铺装对梁体有一定的竖向约束作用，梁体尚未发生“落梁”。图2（c）为边坡路面变形情况，这是由于强烈的地震作用，桥梁上部结构由于惯性作用，发生整体平动，对边坡水平挤压，造成路面挤压隆起。
1.3　支座破坏
由于桥梁遭遇超过设计水准的地震作用（8度设防水准设计），隔震支座破坏严重，如图3所示。隔震支座水平位移超出限值，连接部位全部断开，此外，由于“落梁”造成的梁体转动，竖向限位装置及相关构造措施破坏严重。
1.4　桩基破坏和场地液化
桩基裂缝开展情况如图4所示。桩台底部出现水平裂缝，这是因为梁体转动对桩顶施加集中转动弯矩，此外，由于梁体水平运动，对桩基顶部施加水平剪力，导致桩身出现水平受弯裂缝和斜向受剪裂缝。
值得注意的是，在现场发现了大量场地液化的痕迹，如图5所示。在发生落梁破坏的附近1 km范围内液化严重，而桥梁破坏较轻位置则液化较轻，由此可初步判定，场地的液化可能增大了桥梁动力响应，加剧了桥梁破坏。
综上所述，通过现场震害调查，研究人员分析造成野马滩2号大桥倒塌的因素主要有：①超罕遇地震作用下，桥梁响应超过设计值，由于较大的惯性作用，梁体产生较大的水平位移；②场地液化导致桩基自由段加长，桩顶动力响应放大；③桥梁与桥台的搭接长度不足以及支座变形能力较小，导致“落梁”的发生。
为了进一步理解地震作用下简支桥梁的破坏机理以及尝试解释导致本次桥梁震害的原因，本文对前期研究进行的液化场地下简支桥梁的振动台试验数据深入挖掘，并增加破坏现象与震害现象类似的振动台试验研究，在以往仅关注简支桥梁动力响应和地震损伤机理研究的基础上[18-19]，进一步研究可液化场地下简支桥梁在地震作用下的结构倒塌机理。
2　试验概况
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2.1　模型相似比设计
本文原型结构参考在1976年唐山大地震中倒塌的胜利桥，上部结构质量51 000 kg，桥桩长度27 m，直径0.8 m。
试验在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进行。考虑到桩基承载力对连续落梁现象的产生影响较小，综合场地限制以及缩尺之后的混凝土桥桩制作较为困难。为了较为准确地反映原型结构在液化场地条件下的整体结构的动力响应，从构件层次来分析，以截面抗弯承载力符合相似比为原则进行缩尺模型设计。因此，本文采用6063 T5铝合金管作为制作桥桩材料，缩尺比例为1∶14.44，桥面采用简支梁形式，左侧与桥台铰接，右侧与桥台自由搭接，搭接长度为20 mm。对于桥桩的设计，边跨采用2×2群桩基础，中柱采用单桩基础，原型与缩尺模型的相似关系如表1所示[20]。
为了增加场地土液化之后流动的可能性和模拟各桩基埋深的变化，场地土采用“V”型布置模拟地形变化，采用剪切型动力土箱模拟边界条件[21]，碎石和砂子模拟场地土体分层变化，重度分别为19、16.7 kN/m3，底层木板和碎石模拟基岩，各桩基固结在木板之上。密实砂土层采用分层夯实与静压相结合的方式装填，装填完毕之后由预埋水管向土箱内缓慢注水，水位高于砂层最低位置20 mm，然后静置24 h，并开展后续振动台模型试验研究。
试验的测量内容包括位移、加速度和应变。采用加速度计测量台面输入、场地土和结构加速度响应，应变片测量桩基受力，位移计测量桩顶和土箱位移，模型安装及测点布置如图6所示。
2.2　加载方案
为了准确获得各桩基自振频率的变化和持续的液化现象，振动台台面采用强度递增的连续白噪声[14]和正弦波作为输入信号，其中白噪声信号每段持续80 s，强度分别为0.035、0.08、0.15、0.20 g，白噪声功率谱如图7（a）所示。
为了激发单桩基础产生共振并放大其动力响应，从而产生落梁现象，正弦波信号采用与单桩基础较为接近的频率输入，为0.8 Hz，幅值按5、10、15、20、30、40、60、80 mm逐级递增，每个幅值加载2圈，如图7（b）所示。
3　试验结果
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3.1　场地液化
参考文献[20]中关于孔隙水压力分析结果，总体上，各孔隙水压力随时间变化的规律基本保持一致，P1至P6位置处孔隙水压力不断增大，P1位于较难液化的碎石层，孔隙水压稍低。孔隙水压随着白噪声激励信号的增强而增大，而后随着时间的推移达到一个平衡。采用有效应力方法判别场地是否发生液化，结果表明，随着白噪声激励信号的不断增强，液化持续加深。图8为白噪声激励之后土表冒水和地基沉降现象，进一步说明了孔隙水压到达峰值之后突然下降的原因是由于孔隙水压释放造成的。
3.2　自振频率
将白噪声信号分成16段，每段持续时间20 s，通过计算各桩基的频率响应，可获得各桩基自振频率随时间的变化规律，各桩基自振频率变化的归一化处理结果，如图9所示。
各桩基自振频率变化规律基本一致，0.035 g和0.08 g地震动激励时，自振频率不断下降，Z1、Z2和Z3在160 s降低比例分别为8.83%、7.34%、20.8%，中柱Z3自振频率下降比例最大；当地震动提升至0.15 g，各桩基自振频率下降较多，分别为46.14%、45.57%、50.80%，随后略微上升，如图9所示。如3.1节所述，在0.035 g和0.08 g地震激励下，0.15 m埋深处出现液化，当0.15 g激励时，在0.35 m处出现液化，随后由于砂层被震密实，自振频率上升。
3.3　砂层加速度
如图10所示，在0.6 m高度处埋入加速度传感器A2，实时监测该位置处砂层加速度响应，总体上场地土加速度响应随着台面地震作用的提高而不断增大，当0.035 g和0.08 g地震动激励时，A2位置由于未液化，加速度放大系数分别为1.43和1.50，当0.15 g地震动输入，在180 s附近，A2位置加速度放大系数有所降低，为1.14，这是因为该位置出现液化现象，土体呈现“流动”状态。图11为试验前后土体流动留下的痕迹，整体上，土体从地势较高处向中间位置流动，由于中柱（Z4）的阻挡，中间位置较两侧土体流动距离较短，这说明本次试验中存在土体与桩基的相互作用。
3.4　桩顶位移
地震动输入时，各桩基顶部相对位移时程曲线，如图12所示。由图可知，由于Z1和Z5采用群桩基础，Z2~Z4采用单桩基础，D1和D4相对位移较大。随着液化程度的加深，相邻桩基之间的相对位移不断增大；而在170 s之后，Z1和Z5动力响应增大，也产生了一定程度右移，导致D1和D4相对位移分别减小和增大，最大相对位移为12.8 mm，小于桥台搭接长度（20 mm），因此，在白噪声工况中未发生“落梁”现象。
随后，采用0.8 Hz的正弦波输入，如图13所示。小幅值下，各桩基之间相对位移较小，当位移幅值增加到15 mm时，边跨首先发生落梁，随着幅值的不断增大，其余桥面相继发生落梁现象，如图14所示。边跨首先发生落梁的原因是由于采用群桩基础的Z5与单桩Z4自振频率相差较大，Z4的响应较激励位移增大约4倍，发生共振现象，随着Z4与Z5相对位移的不断增大，发生落梁现象，以致于产生连锁反应，随着加载的不断增大，发生连续倒塌现象，这与野马滩2号大桥的震害现象较为接近。
3.5　桩基应变
由于桥梁为对称结构，在Z1、Z2和Z3不同高度处安装应变片，测量不同时刻的截面应变数据，地震作用下不同高度处的峰值应变如图15所示。由图可知，各桩基最大应变位置基本处于各层交界面附近，随着地震作用的增大，桩基最大应变不断增大，在0.035 g和0.08 g地震作用下，Z2和Z3的峰值应变位置为0.95 m，在0.15 g地震作用下，Z2和Z3的峰值应变位置为0.25 m，说明场地液化导致桩基埋深发生变化，峰值应变处于液化土层和未液化土层交界面附近。Z1由于采用群桩基础，峰值应变位置变化规律不够明显。
4　结论
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为了验证液化土条件下桩基桥梁倒塌的机理，对可液化场地条件下缩尺简支桥模型进行了振动台试验研究。采用白噪声作为振动台台面输入，主要结论如下：
1）对野马滩2号大桥震害分析得出可液化场地条件下，造成桥梁倒塌因素主要有：超罕遇地震作用下，桥梁响应超过设计值，由于惯性作用梁体水平位移较大，梁体搭接不足以及支座变形能力超限导致“落梁”；场地液化导致桩基自由段加长，桩顶动力响应放大。
2）振动台模型试验很好的再现场地液化现象，可为研究液化场地-桩-桥梁结构的相互作用，以及桥梁倒塌机制提供可靠数据。
3）随着地震动输入强度的提高，场地土体加速度响应提高，孔隙水压不断上升，当场地液化之后，土体呈“流动状态”，孔隙水压被释放，土体变密实，场地土再次达到平衡状态，再次激励场地液化的难度提高。
4）随着桩基周围土体液化深度的逐渐增大，桩基的自振频率逐渐降低，桩基峰值应变（截面弯矩）的位置随着液化的加深而不断下降。
基金
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  • 绿色建筑与装配式建造安徽省重点实验室开放基金项目(2022-JKYL-001)
  • 安徽省住房城乡建设科学技术计划项目(2023-YF080; 2022-YF164)
文献
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2024年第44卷第3期
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doi: 10.13197/j.eeed.2024.0310
  • 接收时间：2023-03-14
  • 首发时间：2026-03-30
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  • 收稿日期：2023-03-14
  • 修回日期：2023-10-07
基金
绿色建筑与装配式建造安徽省重点实验室开放基金项目(2022-JKYL-001)
安徽省住房城乡建设科学技术计划项目(2023-YF080; 2022-YF164)
作者信息
    1.合肥工业大学 土木与水利工程学院，安徽 合肥 230009
    2.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
    3.地震灾害防治应急管理部重点实验室，黑龙江 哈尔滨 150080
    4.安徽省建筑科学研究设计院 绿色建筑与装配式建造安徽省重点实验室，安徽 合肥 230031

通讯作者:

王飞（1988—），男，博士研究生，主要从事结构抗震方面的研究。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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