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Article(id=1245390363049967903, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390357958082790, articleNumber=null, orderNo=null, doi=10.13197/j.eeed.2024.0611, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1712937600000, receivedDateStr=2024-04-13, revisedDate=1716220800000, revisedDateStr=2024-05-21, acceptedDate=null, acceptedDateStr=null, onlineDate=1774853800785, onlineDateStr=2026-03-30, pubDate=null, pubDateStr=null, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1774853800785, onlineIssueDateStr=2026-03-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1774853800785, creator=13701087609, updateTime=1774853800785, updator=13701087609, issue=Issue{id=1245390357958082790, tenantId=1146029695717560320, journalId=1241701559352995854, year='2024', volume='44', issue='6', pageStart='1', pageEnd='237', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1774853799571, creator=13701087609, updateTime=1774854467826, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1245393160877224589, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390357958082790, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1245393160877224590, tenantId=1146029695717560320, journalId=1241701559352995854, issueId=1245390357958082790, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=117, endPage=124, ext={EN=ArticleExt(id=1245390363519729959, articleId=1245390363049967903, tenantId=1146029695717560320, journalId=1241701559352995854, language=EN, title=Study on the shaking table liquefaction model test of coral sand with controlled saturation, columnId=null, journalTitle=Earthquake Engineering and Engineering Dynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to investigate the anti-liquefaction capability of coral sand sites, this study conducted shaking table model tests controlling the degree of saturation to overcome the vague saturation state in general model tests. By comparing the dynamic response and liquefaction behavior of coral sand and quartz sand with similar degrees of saturation, gradation, and relative density, the liquefaction characteristics of coral sand sites were discussed. The experimental results show that both materials are in a liquefiable state under similar degrees of saturation without showing significant differences in anti-liquefaction strength. Before liquefaction, the shear modulus of coral sand is significantly higher than that of quartz sand. If current Vs liquefaction assessment method is directly applied, the site would be judged as non-liquefiable, thereby overlooking the liquefaction risk in the use of coral sand sites. After liquefaction, the shear modulus of both tends to be zero, indicating that the post-liquefaction seismic damage of both types of sites is similar. This study has proven through indoor model tests that coral sand is a liquefiable soil with anti-liquefaction strength similar to that of terrestrial sand, corroborating the results of previous seismic damage investigations. Furthermore, the model saturation preparation method and the degree of saturation evaluation method used in this study can provide technical reference for future coral soil model tests.

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为探究珊瑚砂场地的抗液化能力，本研究通过控制饱和度的振动台模型试验，克服一般模型试验中饱和度的模糊状态，对比研究了具有相似饱和度、级配和相对密度的珊瑚砂与石英砂的动态响应和液化行为，探讨了珊瑚砂场地的液化特性。研究结果表明：2种材料在相似饱和度条件下均表现为可液化状态，且在抗液化强度上未表现出较显著差异；液化前珊瑚砂的剪切模量显著高于石英砂，若直接套用现行剪切波速液化判别方法，该场地将判别为非液化场地，从而造成珊瑚砂场地使用中的液化风险被忽视；在液化发生后，二者的剪切模量皆趋于0，表明两类场地液化后的震害相似。研究应用室内模型试验证明了珊瑚砂是可液化土，抗液化强度与陆源砂土相近，这与以往震害调查的结果相互印证；研究中所使用的模型饱和制样方法以及饱和度评价方法可为未来的珊瑚土模型试验提供技术参考。

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汪云龙（1985—），男，副研究员，博士，主要从事岩土地震工程等方面的研究。E-mail：
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王义德（1995—），男，博士研究生，主要从事海洋岩土工程等方面的研究。E-mail：

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4.牛津大学 工程科学系，牛津 OX1 3PJ, bio={"content":"

王义德（1995—），男，博士研究生，主要从事海洋岩土工程等方面的研究。E-mail：

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王义德（1995—），男，博士研究生，主要从事海洋岩土工程等方面的研究。E-mail：

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Basic physical and mechanical parameters of foundation soil

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参数珊瑚砂石英砂参数珊瑚砂石英砂
Gs2.892.66d50/mm0.760.69
Cu3.093.18ρmax/（g/cm3）1.581.85
Cc1.100.85ρmin/（g/cm3）1.281.48
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地基土材料的基本物理力学参数

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参数珊瑚砂石英砂参数珊瑚砂石英砂
Gs2.892.66d50/mm0.760.69
Cu3.093.18ρmax/（g/cm3）1.581.85
Cc1.100.85ρmin/（g/cm3）1.281.48
), ArticleFig(id=1245390384604496694, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390363049967903, language=EN, label=Table 2, caption=

Basic parameters of the ANCO shaking table

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项目参数值
台面尺寸/mm2200×1200
最大载重/t2
频率范围/Hz0.1~200
最大位移/mm±60
满载最大加速度/g1.5
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ANCO小型振动台基本参数

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项目参数值
台面尺寸/mm2200×1200
最大载重/t2
频率范围/Hz0.1~200
最大位移/mm±60
满载最大加速度/g1.5
), ArticleFig(id=1245390384864543557, tenantId=1146029695717560320, journalId=1241701559352995854, articleId=1245390363049967903, language=EN, label=Table 3, caption=

Basic parameters of sensors

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传感器类型型号量程精度/（%FS）尺寸/mm
加速度传感器（A）TG-1±2.5 g0.2ɸ28×40
孔压传感器（P）PPTS-90~14 kPa0.45ɸ8×12
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传感器基本参数

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传感器类型型号量程精度/（%FS）尺寸/mm
加速度传感器（A）TG-1±2.5 g0.2ɸ28×40
孔压传感器（P）PPTS-90~14 kPa0.45ɸ8×12
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控制饱和度的珊瑚砂振动台液化模型试验研究
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王义德 1, 2, 4 , 汪云龙 1, 2 , 刘荟达 3 , 张思宇 1, 2 , 袁晓铭 1, 2
地震工程与工程振动 | 2024,44(6): 117-124
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地震工程与工程振动 | 2024, 44(6): 117-124
控制饱和度的珊瑚砂振动台液化模型试验研究
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王义德1, 2, 4 , 汪云龙1, 2 , 刘荟达3, 张思宇1, 2, 袁晓铭1, 2
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.中国建设基础设施有限公司，北京 100044
  • 4.牛津大学 工程科学系，牛津 OX1 3PJ

    • 王义德（1995—），男，博士研究生，主要从事海洋岩土工程等方面的研究。E-mail：

通讯作者:

汪云龙（1985—），男，副研究员，博士，主要从事岩土地震工程等方面的研究。E-mail：
Study on the shaking table liquefaction model test of coral sand with controlled saturation
Yide WANG1, 2, 4 , Yunlong WANG1, 2 , Huida LIU3, Siyu ZHANG1, 2, Xiaoming YUAN1, 2
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 Construction Infrastructure Co., Ltd., Beijing 100044, China
  • 4.Department of Engineering Science, University of Oxford, Oxford OX1 3PJ, UK
doi: 10.13197/j.eeed.2024.0611
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摘要
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为探究珊瑚砂场地的抗液化能力，本研究通过控制饱和度的振动台模型试验，克服一般模型试验中饱和度的模糊状态，对比研究了具有相似饱和度、级配和相对密度的珊瑚砂与石英砂的动态响应和液化行为，探讨了珊瑚砂场地的液化特性。研究结果表明：2种材料在相似饱和度条件下均表现为可液化状态，且在抗液化强度上未表现出较显著差异；液化前珊瑚砂的剪切模量显著高于石英砂，若直接套用现行剪切波速液化判别方法，该场地将判别为非液化场地，从而造成珊瑚砂场地使用中的液化风险被忽视；在液化发生后，二者的剪切模量皆趋于0，表明两类场地液化后的震害相似。研究应用室内模型试验证明了珊瑚砂是可液化土，抗液化强度与陆源砂土相近，这与以往震害调查的结果相互印证；研究中所使用的模型饱和制样方法以及饱和度评价方法可为未来的珊瑚土模型试验提供技术参考。

珊瑚砂  /  振动液化  /  振动台试验  /  模型试验  /  饱和度

In order to investigate the anti-liquefaction capability of coral sand sites, this study conducted shaking table model tests controlling the degree of saturation to overcome the vague saturation state in general model tests. By comparing the dynamic response and liquefaction behavior of coral sand and quartz sand with similar degrees of saturation, gradation, and relative density, the liquefaction characteristics of coral sand sites were discussed. The experimental results show that both materials are in a liquefiable state under similar degrees of saturation without showing significant differences in anti-liquefaction strength. Before liquefaction, the shear modulus of coral sand is significantly higher than that of quartz sand. If current Vs liquefaction assessment method is directly applied, the site would be judged as non-liquefiable, thereby overlooking the liquefaction risk in the use of coral sand sites. After liquefaction, the shear modulus of both tends to be zero, indicating that the post-liquefaction seismic damage of both types of sites is similar. This study has proven through indoor model tests that coral sand is a liquefiable soil with anti-liquefaction strength similar to that of terrestrial sand, corroborating the results of previous seismic damage investigations. Furthermore, the model saturation preparation method and the degree of saturation evaluation method used in this study can provide technical reference for future coral soil model tests.

coral sand  /  liquefaction  /  shaking table test  /  model test  /  saturation
王义德, 汪云龙, 刘荟达, 张思宇, 袁晓铭. 控制饱和度的珊瑚砂振动台液化模型试验研究. 地震工程与工程振动, 2024 , 44 (6) : 117 -124 . DOI: 10.13197/j.eeed.2024.0611
Yide WANG, Yunlong WANG, Huida LIU, Siyu ZHANG, Xiaoming YUAN. Study on the shaking table liquefaction model test of coral sand with controlled saturation[J]. Earthquake Engineering and Engineering Dynamics, 2024 , 44 (6) : 117 -124 . DOI: 10.13197/j.eeed.2024.0611
正文
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0　引言
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珊瑚砂是具有砂级配特征的珊瑚土，通常由海洋生物遗骸及其成岩矿物风化形成，在我国南海地区分布广泛[1]。随着我国南海岛礁的建设以及“一带一路”倡议的推进，珊瑚砂逐渐成为相关地区工程场地的主要地基材料。我国南海地区位于亚欧板块、太平洋板块和印度板块的交汇处，未来存在遭遇强震的客观风险[2-3]。
地震液化将导致地面基础设施的倒塌和地下结构物的损毁，是地震诱发的主要的工程地质灾害之一[4-6]。袁晓铭等[1]对历史地震中珊瑚土场地液化震害调查结果进行了综合分析，指明珊瑚土场地液化的地震动触发条件与一般陆源砂土场地相近。振动台模型试验是研究场地液化规律的重要手段之一。目前，针对饱和珊瑚砂的振动台模型试验研究尚少见报道。丁选明等[7]对饱和的珊瑚砂和石英砂地基模型进行了振动台试验对比研究，并认为珊瑚砂地基较石英砂地基更难以液化，这与震害调查的结果不甚相符。段志刚等[8]对振冲密实加固后的饱和珊瑚砂地基进行了振动台模型试验，指出振冲可有效降低地震输入时珊瑚砂地基的超孔压发展并显著减少加速度的放大效应。以上报道的珊瑚砂液化振动台试验均未提及对模型饱和度的定量控制。
土工模型试验成果的可靠性依赖于试验制样的稳定性，液化试验中试样的饱和度控制是试样制备的重要环节。根据循环三轴液化试验的成果，如果试样的饱和度被高估1%时，试样的抗液化强度将被高估达60%~70%以上[9-10]。而针对珊瑚砂的液化试验，由于珊瑚砂颗粒多孔隙的特殊性，在采用相同的制样方法时，珊瑚砂更加难以达到饱和[11-16]。这为准确研究珊瑚砂的液化机理带来了技术困难。因此，在珊瑚砂的液化模型试验中，饱和度的定量控制显得尤为必要。
由于试样体量以及边界条件等多种因素制约，土工模型试验的饱和度评估与控制较长时间内一直停留在定性上。针对这一技术难题，WANG等[10]提出了一种应用于无黏性土的液化模型试验的饱和度评估方法，该方法以波义耳-马略特定律为基础，能够简单有效地评估土工模型的饱和度，为珊瑚砂模型液化试验中饱和度的定量控制提供了技术方案。
本文介绍了饱和度控制条件下的振动台循环加载的液化模型试验方法，并通过对一组饱和度、级配和相对密度均近似相同的珊瑚砂和石英砂场地模型试验研究了2种场地在动力响应等方面的液化特性的差异性和相似性，以期为我国南海珊瑚砂场地工程抗震设计提供一定的参考，并为相关物理模拟试验的开展提供技术支持。
1　试验方案
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1.1　试验材料的物理性质
试验为探索珊瑚砂的液化基本特征，以取自某岛礁工程场地的珊瑚砂为试验材料，陆源石英砂为对照组试验材料。2种材料基本物理参数见表1，其级配曲线见图1。由表1和图1可知，试验中珊瑚砂材料为岛礁工程某场地取料的原级配砂土，石英砂材料则参照珊瑚砂材料的级配配制而成。
1.2　试验设备与模型设计
试验采用中国地震局工程力学研究所的ANCO小型振动台及自主研发的2个带有缓冲层-通流层结构的模型箱完成[17]。试验利用TMR-200动态信号采集仪共24通道同时进行数据采集。试验中使用的振动台设备的相关参数如表2所示。
珊瑚砂与石英砂模型场地分别在2个模型箱中制作。该专利模型箱可实现自底板基础而上的稳态渗流，适用于饱和模型的成型工艺。在模型试验中，通常应用相似原理构建模型与原型之间的相似关系。由于本研究主要对地基土场地进行模拟，并未设置构筑物，因此，研究中的模型试验相似比定为1，试样尺寸为700 mm×500 mm×415 mm，模型地基为均一土层，控制相对密度50%，根据该设计相对密度采用干砂雨法分层成型。砂雨法中相对密度的控制方法标定与饱和过程的饱和度控制方法等2个主要的制模工艺将在后文进行详细说明。
试验时将2个地基模型固定于振动台面上并同步加载，以保证对比分析中2个模型场地输入荷载的一致性。由于自然重力振动台试验模型土层较浅，不能完全反映真实场地土层的振动放大效应。因此，试验中采用较大幅值的振动加载。试验加载波形为正弦波，加速度幅值为0.4 g，振动持时为30 s，频率为2 Hz。台面实际输入波形如图2所示。试验所用振动台为伺服电机控制，由于液化现象对模型重心、基频等因素改变，导致振动台伺服反馈与标定状态不一致，造成振动台输出荷载幅值在液化发生后逐渐降低并趋于稳定约0.38 g。
模型中传感器布置如图3所示。传感器在平面上布置于平行振动方向的中轴线，为尽量避免振动中边界效应干扰，加速度传感器仅布置于模型平面中心；为尽量全面反映模型孔压的增长过程，则在模型中部及1/4位置布置孔压传感器。加速度传感器在纵向剖面的布置为尽可能记录振动信息，自下而上布置4层加速度传感器，满足传感器间距小于1/8振动波长。传感器的基本参数如表3所示。为了控制液化过程中传感器位置变化对试验结果造成的影响，在制样和拆样时都对传感器的位置进行了测量，并以此作为超孔压比计算与校正的基础。
图4展示的是加载前，2个模型置于振动台面上。由图4可知，土层表面设置标识点，方便直观观察液化发生的过程及地表响应。
1.3　砂雨法中模型相对密度的控制
砂雨法是液化模型试验的常用制模方法，通过标定试验，可在制模中选择合适的出砂口及落距，达到控制模型相对密度的效果。本试验中，砂雨法设备出砂口宽度固定为7 mm，在级配相似条件下可控制较为稳定的出砂流速。2种试验材料的相对密度与落距的关系标定曲线如图5所示。
由图5可知，一方面，2种材料成型相对密度皆与砂雨落距呈线性关系，拟合优度R2皆大于0.95；另一方面，本试验模型控制相对密度为0.50，该目标值位于标定曲线的中部，由此可知，通过该标定曲线可以在砂雨法中实现对模型相对密度的有效控制。
1.4　试验模型中饱和度的控制
饱和度从机理上影响土的液化行为，如引言所述，饱和度未达标将严重高估土的抗液化强度。动三轴等单元体试验可通过B值进行饱和度检测，而模型试验通常基于经验判断模型的饱和度是否达标，这为液化研究带来潜在风险。本文作者前期研究并提出针对水平成层场地的液化模型试验饱和度评估方法[10]，结合负压与二氧化碳循环填充[18-19]的饱和方法，被用于本试验的饱和度控制。这也是本试验研究的主要特色。
在正式试验制模前，需要对试验材料进行专门的饱和度标定试验。标定试验与正式模型规模及饱和方法一致，获得模型漫水后的静置时间与饱和度的标定曲线如图6所示，其中饱和度的测试方法如文献[10]所述，限于篇幅，本文不再赘述。由图6可知，经负压与二氧化碳3个循环的填充，并采用脱气水从模型底部进行稳态漫水后，模型的初始饱和度可以达到99.5%，约相当于单元体试验B值为0.8左右的饱和度水平，经一段时间静置后，试样的饱和度有一定提高，40 h后，两者趋于稳定到99.9%左右，相当于B值0.9以上的饱和度水平，但石英砂的饱和效率显著高于珊瑚砂，这符合前期研究中获得的珊瑚砂难于饱和的认识。
为保证试样饱和度的稳定，正式试验制模时的静置时间控制在72 h。由此，本试验使用的饱和制样方法符合液化试验的饱和度要求，且能够使珊瑚砂试样达到与石英砂试样相同的饱和度。本试验中实现了对作为主要试验变量的模型“饱和度”进行了有效控制，而这一重要因素在以往的模型试验中通常被经验所估计。
2　试验结果与分析
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因试验模型有限，本文结果为针对图1级配曲线给出，不具严格意义的通用性，但本文试样取自南海某岛礁工程实际场地的珊瑚砂土层，其试验结果一定程度上定性地代表实践中该类珊瑚砂材料的力学性能。
2.1　超孔隙水压力试验结果
根据液化的定义与力学机制，孔隙水压力的增长并达到初始上覆有效应力是判识液化的基本指标，孔隙水压力在试验中可通过孔压传感器直接测量获得，一般定义超孔压与初始上覆有效应力的比为孔压比，原则上认为超孔压比为1时，试样发生初始液化，但由于模型试验的开放边界特性，有些研究也指出，当孔压比达到0.8，也可以认为试验模型发生了液化破坏[7]。
试验中发现，加载开始后3~4 s时间，2个模型外观均出现了明显的液化现象，模型表面有大量的水涌出，模型表面的标识点发生显著相对位移。典型超孔压比试验结果（P2传感器）如图7所示。由图7可知，试验开始4 s内，2个模型的超孔压比都超过0.8，可以认为试样已经发生了液化破坏。随着振动循环周数的增加，石英砂在4.5 s超孔压比达到1.0，随后，珊瑚砂在5.5 s超孔压比达到1.0。8.0 s以后，超孔压出现一定程度消散，珊瑚砂模型的超孔压消散更快。振动结束时，石英砂的超孔压比降低至0.3左右，珊瑚砂的超孔压比降低至0.05左右。从超孔压比的表现看，在本试验的物理状态下，珊瑚砂与石英砂的抗液化强度是相似的，这与震害调查的结果相符。
2.2　加速度试验结果
加速度是模型分析模型动力响应的主要指标，也是位移等运动参数分析的基础，试验中由加速度传感器直接测量获得。图8给出了2个模型不同深度位置处的加速度时程，图9给出了加速度峰值放大系数随深度的变化情况。
由图8可知，2个模型场地均发生了显著的加速度放大，结合图7的超孔压发展情况可知，各土层的加速度峰值均出现在液化发生以后，且加速度峰值的出现时间与超孔压比开始降低的时间具有一致性，且随着超孔压的消散，土层的加速度也有所降低。由图9可知，2个模型场地加速度的放大模式存在区别，珊瑚砂浅层的加速度放大效应较为明显，而深层无明显放大效应，石英砂的放大则随深度的增加而呈现线性减小的特点。可见液化下，2种地基都有对地震动的放大效果，但放大模式不同，这是由于二者地基刚度分布的不同特征引起，这对地下结构的抗震设计具有显著影响，其发生机理有待进一步研究。
2.3　剪切模量分析
土层的剪切模量直接反映土体的刚度，一定程度上也可以反映土体的强度，分析剪切模量随振动的发展模式，有助于理解液化引发的场地灾变过程。但在场地模型试验中，剪切模量一般不能直接测量，需要根据加速度记录反演出的应力-应变关系分析获得。
液化是典型的非线性过程，但限于模型试验数据量，应力-应变的反演及剪切模量的计算一般采用线性方法代替。王永志等[20]对包含ZEGHAL法[21]在内的3种模型试验中常用的反演方法进行了试验验证，结果表明，在大应变、强非线性的情况下，当加速度传感器布置满足波长的一定比例关系时，线性法仍具有较好的可靠性和稳定性。
本研究使用ZEGHAL等[21]基于现场地震加速度记录提出了剪应力-剪应变线性反演方法计算出剪应变时程，剪应力计算如式（1）所示：
式中：i为自地表0算起，竖向第i个加速度测点；t为加速度记录任意时刻；τi为测点i处剪应力；ai为测点i处加速度幅值；Δzk为第k测点与k-1测点竖向距离；ρ为土体密度。与剪应力对应的线性剪应变可由式（2）计算得到：
式中：γi为测点i处剪应变；ui为加速度信号处理和双重积分获取的测点i处位移。
根据剪应力与剪应变的反演结果，可以计算得到A2位置处的模量随时间变化的情况，如图10所示。由图10可知，试验开始时，珊瑚砂地基的剪切模量高于石英砂，前者约为后者的2倍，这与珊瑚土液化场地现场勘察测试结果相符[22]。随着动荷加载的持续，石英砂与珊瑚砂场地的剪切模量都发生显著衰减并趋近于0，显示二者基本在同一时刻发生了液化，这一时间与图7中超孔压比时程反应的液化发生时间一致。二者剪切模量同时趋0，也反映2个模型场地地基同时失效，震害情况相当。
袁晓铭等[1]在对历史上几次珊瑚土场地地震液化进行分析后发现，高剪切波速珊瑚土层在遭遇强地震作用时会发生同陆相砂土、砾性土场地一样显著的液化现象，这一结论与本研究中的剪切模量的衰减现象可以相互印证。
3　结论
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本文进一步通过振动台模型试验，在控制饱和度条件下进行了珊瑚砂（砂级配珊瑚土）与石英砂模型场地的液化特性的比较研究，主要结论如下：
1）在控制饱和度满足液化试验要求的条件下，通过模型试验复现了珊瑚砂地基的液化现象。经过比较珊瑚砂模型地基与石英砂模型地基内超孔压比增长情况及剪切模量衰减趋0现象，指出珊瑚砂地基为可液化地基，且其抗液化强度与石英砂场地相似。该结论与震害调查及本团队以往动三轴试验结果相互印证。
2）本研究所使用基于负压与二氧化碳填充循环的饱和制样方法、基于波义尔-马略特定律的饱和度测试标定方法并设置合理的静置时间可以有效地控制试样的饱和状态，是模型试验复现珊瑚砂场地液化现象的重要技术基础。另一方面，从饱和度与静置时间的标定曲线可见，若不进行合理的饱和度控制，将高估试样的饱和度，这也是一般模型试验高估试样的抗液化能力的原因之一。
3）震前珊瑚砂地基的地基刚度显著高于石英砂地基，但二者的液化过程及剪切模量衰减结果相似，反映出珊瑚砂地基静力性能与动力性能上的显著差异，对通过静态方法评估珊瑚土地基的抗液化能力的传统判别方法提出了挑战，应当引起重视，并进一步研究。
4）比较珊瑚砂地基与石英砂地基在液化过程中对地震动的放大效应，尽管最终的放大效果相近，但在地层中传播过程的放大模式却不尽相同，由此提示，在珊瑚砂场地的地下结构地震响应防控设计中，如果应用一般砂土场地内的设计方法应予以进一步研究。
基金
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  • 黑龙江省自然科学基金项目(ZD2023E007)
  • 黑龙江省交通投资集团有限公司科研项目(JT-100000-ZC-FW-20220088)
  • 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(2023C07)
文献
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2024年第44卷第6期
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doi: 10.13197/j.eeed.2024.0611
  • 接收时间：2024-04-13
  • 首发时间：2026-03-30
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  • 收稿日期：2024-04-13
  • 修回日期：2024-05-21
基金
黑龙江省自然科学基金项目(ZD2023E007)
黑龙江省交通投资集团有限公司科研项目(JT-100000-ZC-FW-20220088)
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(2023C07)
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.中国建设基础设施有限公司，北京 100044
    4.牛津大学 工程科学系，牛津 OX1 3PJ

通讯作者:

汪云龙（1985—），男，副研究员，博士，主要从事岩土地震工程等方面的研究。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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