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Article(id=1322940841563664970, tenantId=1146029695717560320, journalId=1281212831689347082, issueId=1322940829001724376, articleNumber=null, orderNo=null, doi=10.14075/j.jgg.2024.05.221, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=research-article, receivedDate=1715356800000, receivedDateStr=2024-05-11, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793343275680, onlineDateStr=2026-10-30, pubDate=1747238400000, pubDateStr=2025-05-15, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793343275680, onlineIssueDateStr=2026-10-30, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793343275680, creator=13701087609, updateTime=1793343275680, updator=13701087609, issue=Issue{id=1322940829001724376, tenantId=1146029695717560320, journalId=1281212831689347082, year='2025', volume='45', issue='5', pageStart='441', pageEnd='550', issueExtLink='null', onlineDate='null', pubDate='1747238400000', pubDateStr='2025-05-15', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1793343272686, creator='13701087609', updateTime=1793343272686, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext=null, issueFiles=null, downloadFileDto=null}, startPage=477, endPage=481, 493, ext={EN=ArticleExt(id=1322940841861460555, articleId=1322940841563664970, tenantId=1146029695717560320, journalId=1281212831689347082, language=EN, title=Nonlinear Dynamic Characteristics of Muddy Soft Soil in the Jianghan Basin, columnId=null, journalTitle=Journal of Geodesy and Geodynamics, columnName=null, runingTitle=null, highlight=null, articleAbstract=

In order to deeply study the dynamic characteristics of muddy soft soil layer in the Jianghan basin, we conduct a series of undrained dynamic tests using a self-vibrating column tester, and analyze the characteristics of dynamic shear modulus ratio G/G0 and damping ratio λ with the change of shear strain γ for the soft soil samples in this area. Different dynamic constitutive models are used to fit the G/G0-γ and λ-γ curves of the muddy soft soil, and the optimal fitting curves are obtained. The results indicate that the nonlinear characteristics of soft soils in the Jianghan basin show strong regional features and are obviously different from the average level in China. The findings can provide more knowledge about dynamic characteristics of the muddy soft soils in this area, and can be used as a reference when the measured dynamic parameters of muddy soft soils are insufficient.

, authors=Qing HU1, 2, Chao QI3, Yong TANG1, 2, authorsList=Qing HU, Chao QI, Yong TANG, authorCompany=null, correspAuthors=null, authorNote=

HU Qing, senior engineer, majors in engineering earthquake, earthquake disaster risk assessment and zoning, E-mail:

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为深入研究江汉盆地淤泥质软土层的动力特性, 采用自振柱试验仪进行一系列不排水动力试验, 分析该地区软土层动剪切模量比G/G0、阻尼比λ随剪应变γ的变化特征。分别使用不同的动力本构模型拟合本地区淤泥质软土层G/G0-γ曲线和λ-γ曲线, 并分析最优拟合曲线。结果表明, 江汉盆地软土的非线性特征表现出强烈的区域性, 且与全国平均值存在明显差异。研究结果有利于加深对江汉盆地淤泥质软土层的动力特性认识, 可在该地区软土层土动力参数实测数据不足时提供参考。

, authors=胡庆1, 2, 祁超3, 汤勇1, 2, authorsList=胡庆, 祁超, 汤勇, authorCompany=null, correspAuthors=null, authorNote=

胡庆, 高级工程师, 主要从事工程地震、地震灾害风险评估与区划等研究, E-mail:

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HU Qing, senior engineer, majors in engineering earthquake, earthquake disaster risk assessment and zoning, E-mail:

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HU Qing, senior engineer, majors in engineering earthquake, earthquake disaster risk assessment and zoning, E-mail:

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胡庆, 高级工程师, 主要从事工程地震、地震灾害风险评估与区划等研究, E-mail:

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胡庆, 高级工程师, 主要从事工程地震、地震灾害风险评估与区划等研究, E-mail:

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parameters between Jianghan basin and national average values, figureFileSmall=7g8qx1JwZQT4qV36DGlaog==, figureFileBig=mtIPLFYNro+orsAxp2HSDg==, tableContent=null), ArticleFig(id=1322940851130872476, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, language=CN, label=图9, caption=江汉盆地的非线性参数与全国平均值的相对差异, figureFileSmall=7g8qx1JwZQT4qV36DGlaog==, figureFileBig=mtIPLFYNro+orsAxp2HSDg==, tableContent=null), ArticleFig(id=1322940851218952861, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, language=EN, label=Tab. 1, caption=

Basic physical parameters of typical samples

, figureFileSmall=null, figureFileBig=null, tableContent=
土样编号 埋深/m 天然密度/g·cm-3 含水率ω/% 固结压力/kPa
ZK9-1 4.6 1.823 35 50
ZK11-1 3.0 1.801 37 30
ZK18-3 8.8 1.674 42 100
ZK46-1 1.8 1.712 38 20
ZK82-3 7.1 1.779 35 70
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土样编号 埋深/m 天然密度/g·cm-3 含水率ω/% 固结压力/kPa
ZK9-1 4.6 1.823 35 50
ZK11-1 3.0 1.801 37 30
ZK18-3 8.8 1.674 42 100
ZK46-1 1.8 1.712 38 20
ZK82-3 7.1 1.779 35 70
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Fitting parameters of different constitutive models

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本构模型 A B γ0/10-4 R2 均方差/10-4
Davidenkov 1.21 0.42 4.80 0.952 2.58
Hardin-Drnevich 1.00 0.50 5.67 0.939 2.70
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不同本构模型的拟合参数

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本构模型 A B γ0/10-4 R2 均方差/10-4
Davidenkov 1.21 0.42 4.80 0.952 2.58
Hardin-Drnevich 1.00 0.50 5.67 0.939 2.70
), ArticleFig(id=1322940852414329505, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, language=EN, label=Tab. 3, caption=

Fitting parameters and effects of different formulas

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关系式 λmin λ0 m R2 均方差/10-4
式(5) - 0.160 0.477 0.881 14.54
式(6) 0.013 0.194 0.705 0.883 7.24
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不同公式拟合参数及效果

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关系式 λmin λ0 m R2 均方差/10-4
式(5) - 0.160 0.477 0.881 14.54
式(6) 0.013 0.194 0.705 0.883 7.24
), ArticleFig(id=1322940852754068131, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, language=EN, label=Tab. 4, caption=

G/G0 and λ values under typical shear strain γ

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类别 参数 剪应变γ/10-4
0.05 0.1 0.5 1 5 10 50 100
拟合值 G/G0 0.990 6 0.981 3 0.915 2 0.847 6 0.558 7 0.406 9 0.146 3 0.086 9
λ 0.020 0 0.024 5 0.046 9 0.064 6 0.123 5 0.149 7 0.190 4 0.199 2
全国平均值[9] G/G0 0.995 4 0.989 8 0.946 8 0.898 0 0.635 8 0.465 8 0.148 4 0.080 1
λ 0.019 0 0.021 0 0.034 7 0.052 1 0.115 9 0.147 6 0.198 1 0.208 0
), ArticleFig(id=1322940854343709348, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, language=CN, label=表4, caption=

在典型剪应变γ下的G/G0和λ值

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类别 参数 剪应变γ/10-4
0.05 0.1 0.5 1 5 10 50 100
拟合值 G/G0 0.990 6 0.981 3 0.915 2 0.847 6 0.558 7 0.406 9 0.146 3 0.086 9
λ 0.020 0 0.024 5 0.046 9 0.064 6 0.123 5 0.149 7 0.190 4 0.199 2
全国平均值[9] G/G0 0.995 4 0.989 8 0.946 8 0.898 0 0.635 8 0.465 8 0.148 4 0.080 1
λ 0.019 0 0.021 0 0.034 7 0.052 1 0.115 9 0.147 6 0.198 1 0.208 0
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江汉盆地淤泥质软土非线性动力特性
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胡庆 1, 2 , 祁超 3 , 汤勇 1, 2
大地测量与地球动力学 | 地震地质 2025,45(5): 477-481, 493
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江汉盆地淤泥质软土非线性动力特性
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[Author(id=1322940846361948779, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, orderNo=0, firstName=null, middleName=null, lastName=null, nameCn=null, orcid=null, stid=null, country=null, authorPic=null, dead=0, email=huqing011054@126.com, emailSecond=null, emailThird=null, correspondingAuthor=0, authorType=1, ext={EN=AuthorExt(id=1322940846441640558, tenantId=1146029695717560320, journalId=1281212831689347082, articleId=1322940841563664970, authorId=1322940846361948779, language=EN, stringName=Qing HU, firstName=Qing, middleName=null, lastName=HU, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, 2, address=1 Hubei Key Laboratory of Earthquake Early Warning, Institute of Seismology, CEA, 40 Hongshance Road, Wuhan 430071, China
2 Wuhan Institute of Earthquake Engineering Co Ltd, 40 Hongshance Road, Wuhan 430071, China, bio={"content":"

HU Qing, senior engineer, majors in engineering earthquake, earthquake disaster risk assessment and zoning, E-mail:

"}, bioImg=null, bioContent=

HU Qing, senior engineer, majors in engineering earthquake, earthquake disaster risk assessment and zoning, E-mail:

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2 武汉地震工程研究院有限公司, 武汉市洪山侧路40号, 430071, bio={"content":"

胡庆, 高级工程师, 主要从事工程地震、地震灾害风险评估与区划等研究, E-mail:

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胡庆, 高级工程师, 主要从事工程地震、地震灾害风险评估与区划等研究, E-mail:

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胡庆1, 2 , 祁超3, 汤勇1, 2
作者信息
  • 1 中国地震局地震研究所地震预警湖北省重点实验室, 武汉市洪山侧路40号, 430071
  • 2 武汉地震工程研究院有限公司, 武汉市洪山侧路40号, 430071
  • 3 武汉军山新城基础投资建设有限公司, 武汉市军山街特1号, 430058
作者简介:

胡庆, 高级工程师, 主要从事工程地震、地震灾害风险评估与区划等研究, E-mail:

Nonlinear Dynamic Characteristics of Muddy Soft Soil in the Jianghan Basin
Qing HU1, 2 , Chao QI3, Yong TANG1, 2
Affiliations
  • 1 Hubei Key Laboratory of Earthquake Early Warning, Institute of Seismology, CEA, 40 Hongshance Road, Wuhan 430071, China
  • 2 Wuhan Institute of Earthquake Engineering Co Ltd, 40 Hongshance Road, Wuhan 430071, China
  • 3 Wuhan Junshan New City Fundamental Investment and Construction Co Ltd, 1 Junshan Street, Wuhan 430058, China

    • HU Qing, senior engineer, majors in engineering earthquake, earthquake disaster risk assessment and zoning, E-mail:

出版时间: 2025-05-15 doi: 10.14075/j.jgg.2024.05.221
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摘要
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为深入研究江汉盆地淤泥质软土层的动力特性, 采用自振柱试验仪进行一系列不排水动力试验, 分析该地区软土层动剪切模量比G/G0、阻尼比λ随剪应变γ的变化特征。分别使用不同的动力本构模型拟合本地区淤泥质软土层G/G0-γ曲线和λ-γ曲线, 并分析最优拟合曲线。结果表明, 江汉盆地软土的非线性特征表现出强烈的区域性, 且与全国平均值存在明显差异。研究结果有利于加深对江汉盆地淤泥质软土层的动力特性认识, 可在该地区软土层土动力参数实测数据不足时提供参考。

淤泥质软土  /  动剪切模量比  /  阻尼比  /  江汉盆地  /  动力试验

In order to deeply study the dynamic characteristics of muddy soft soil layer in the Jianghan basin, we conduct a series of undrained dynamic tests using a self-vibrating column tester, and analyze the characteristics of dynamic shear modulus ratio G/G0 and damping ratio λ with the change of shear strain γ for the soft soil samples in this area. Different dynamic constitutive models are used to fit the G/G0-γ and λ-γ curves of the muddy soft soil, and the optimal fitting curves are obtained. The results indicate that the nonlinear characteristics of soft soils in the Jianghan basin show strong regional features and are obviously different from the average level in China. The findings can provide more knowledge about dynamic characteristics of the muddy soft soils in this area, and can be used as a reference when the measured dynamic parameters of muddy soft soils are insufficient.

muddy soft soil  /  dynamic shear modulus ratio  /  damping ratio  /  Jianghan basin  /  dynamic test
胡庆, 祁超, 汤勇. 江汉盆地淤泥质软土非线性动力特性. 大地测量与地球动力学, 2025 , 45 (5) : 477 -481, 493 . DOI: 10.14075/j.jgg.2024.05.221
Qing HU, Chao QI, Yong TANG. Nonlinear Dynamic Characteristics of Muddy Soft Soil in the Jianghan Basin[J]. Journal of Geodesy and Geodynamics, 2025 , 45 (5) : 477 -481, 493 . DOI: 10.14075/j.jgg.2024.05.221
正文
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江汉盆地位于长江中游，是湖北省面积最大、发育最全的盆地，第四纪以来有活动断裂发育，历史破坏性地震频发，地震活动较周边地区强烈[1]。全新世晚期江汉平原与长江水沙交换，使得盆地新近沉积具有深、软、厚的特征[2]。盆地场地卓越周期长，一旦发生破坏性地震，可能对长周期的高层建筑造成潜在危险，如1985年墨西哥8.1级地震对距离震中约400 km的墨西哥城数千栋高层建筑造成不同程度的破坏[3]。
土体非线性模型及参数会影响场地地震效应，因此确定非线性本构关系具有重要意义。陈国兴等[4-5]对南京新近沉积的淤泥质粉质黏土等开展自振柱试验，给出土层动剪切模量比G/G0和阻尼比λ随剪应变γ的典型值及推荐曲线，并提出修正的Davidenkov模型。刘齐建[6]对上海软土的动力特性进行研究，发现软土存在应力随应变增大而减小的现象，符合“应变软化”规律。荣棉水等[7]利用Hardin-Drnevich模型、Davidenkov模型等本构模型，分析渤海海域软表层土与陆域软土的动力特性差异。兰景岩等[8]对天津滨海软土开展动三轴平行试验，分析固结时间对软土动力特性参数的影响。上述研究表明，不同地区土体的动剪切模量比和阻尼比存在较大的区域性差异。
为探索合适的非线性动力本构关系，本文借助自振柱试验仪开展动力试验，研究江汉盆地淤泥质软土在动荷载作用下的动剪切模量比和阻尼比随剪应变的变化关系，并分析淤泥质软表层的场地地震效应特征。研究结果可为探索该地区软弱土体的非线性动力特性提供重要参考依据。
1 试样及试验方法
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本文试样均为原状土，采自江汉盆地汉川至东西湖一带，试样埋深10 m以内，属河湖冲、洪积相，呈软塑状，含水率高、孔隙比大，形态松软。本次从150个钻孔中获得淤泥质粉质黏土样36件，其中部分代表性土样的基本物理力学性质指标见表1。
试验在中国地震局工程力学研究所GZZ-50型自振柱试验仪上进行。在微机控制下，土柱首先在一个扭矩作用下产生一个扭转位移，然后突然释放，使之自由振动。根据振动频率和振幅值，按波动理论计算相应的动剪切模量和动剪应变。根据衰减的振幅值，计算相应的阻尼比。
试验时先对土样进行固结排水，根据取土深度的不同，固结压力取为不同数值，采用各向等压固结，固结时间为8 h。试样直径为39.1 mm，高度为80 mm，最大扭转力矩为200 N ·cm，允许最大侧向压力为700 kPa，扭转频率范围为0~300 Hz，试验有效剪应变范围为10-6~10-4。
2 试验结果及分析
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图1为不同围压下淤泥质软土的动剪切模量比G/G0与剪应变γ的关系曲线。可以看出，在同一应变条件下，随着围压增大，动剪切模量比G/G0有增大趋势，但并不显著，G/G0分布在较小的条带范围内。在同一围压条件下，当γ小于1×10-5时，随着γ增长，G/G0变化不明显；当γ介于(1~4)×10-5之间时，G/G0显示出非线性特征，即随着γ增大而明显减小；而当γ超过4×10-5后， G/G0减小速度加快。
图2为各围压条件下软弱黏性土的阻尼比λ与剪应变γ的关系曲线。由图可知，围压对λ的影响更加明显，即当围压增加，λ随着γ增长而迅速增大。当γ超过1×10-5时，λ随着γ增大而明显增大；而当λ超过4×10-5后，λ增大速度加快。该变化趋势与土层应力-应变关系的非线性、滞后性规律一致。对比图1、2可知，λ-γ数据点范围较G/G0-γ略宽，表明围压对软弱黏性土阻尼比λ的影响稍大于G/G0。
对于软弱土层的土动力参数，文献[9]和文献[4]分别给出全国淤泥质土和南京淤泥质粉质黏土在8个典型剪应变时的G/G0和λ推荐值。图3为本次试验点G/G0-γ和λ-γ数据分布，本文将二者的推荐值分别用曲线连接，图中超过90%的试验点位于二者推荐曲线范围内。对于动剪切模量比，文献[9]推荐的G/G0-γ曲线位于试验点上缘，而文献[4]推荐的G/G0-γ曲线低于所有试验点；对于阻尼比，文献[9]推荐的λ-γ曲线位于试验点下缘，而文献[4]推荐的λ-γ曲线位于试验点上缘，少数试验点高于文献[4]推荐的λ-γ曲线。上述分析表明，江汉盆地淤泥质软土的非线性弱于南京新近沉积的淤泥质粉质黏土，而强于全国淤泥质土的推荐值。
3 本构模型曲线分析
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3.1 G/G0-γ曲线
软土动力特性的本构关系研究一直是土力学的研究热点，目前常利用骨干曲线和滞回曲线构造一维土体的应力-应变关系。Hardin等[10]提出采用双曲线来描述土体的应力-应变关系，称为Hardin-Drnevich模型，表达式为：
$G / G_0=1-H(\gamma)$
$H(\gamma)=\frac{\gamma / \gamma_r}{1+\gamma / \gamma_r}$
式中，G为剪切模量；G0为初始最大剪切模量；γ为剪应变幅值；γr为参考剪应变。
Martin等[11]采用Davidenkov骨架曲线来描述上述关系，称为Davidenkov模型，其将H(γ)改写成如下形式：
$H(\gamma)=\left[\frac{\left(\gamma / \gamma_0\right)^{2 B}}{1+\left(\gamma / \gamma_0\right)^{2 B}}\right]^A$
式中，A和B为与土性相关的拟合参数。此处，γ0仅为拟合参数，不再是具有明确物理意义的参考剪应变值。当A=1.0、B=0.5、γ0=γr时，Davidenkov模型自动退化为Massing双曲线模型。
分别采用Hardin-Drnevich模型和Davidenkov模型对江汉盆地淤泥质软弱土进行拟合，拟合参数见表2。图4为2种本构模型对G/G0-γ曲线的拟合效果，2种拟合曲线位于文献[9]和文献[4]推荐曲线之间。当γ小于1×10-4时，2种拟合曲线几乎一致；当γ超过1×10-4时，Davidenkov模型拟合曲线高于Hardin-Drnevich模型拟合曲线。从拟合R2和均方差角度来看，2种本构模型拟合效果均较好，且Davidenkov模型稍优于Hardin-Drnevich模型。
3.2 λ-γ曲线
阻尼比可用来定量描述材料在循环荷载作用下的能量耗散特性，定义为一个应力循环中的能量耗散ΔW与4π倍弹性应变能W的比值，即λ=ΔW/(4πW)，图5中ΔW为滞回圈ABCDA的面积，W为三角形AOE的面积。土体阻尼比λ随剪应变γ变化的规律较为复杂，当使用Davidenkov模型来描述应力-应变关系的骨架曲线时，按照Massing法则，可推导出土体阻尼比的计算公式如下：
$\lambda=\frac{2}{\pi}\left\{\frac{\gamma_c^2-\int_0^{\gamma_c} \gamma H(\gamma) \mathrm{d} \gamma}{\gamma_c^2\left[1-H\left(\gamma_c^2\right)\right]}-1\right\}$
式中，可采用数值求积法进行积分求解。
工程上常采用式(5)形式来描述动剪切模量比G/G0与阻尼比λ的关系，简称为通用公式。陈国兴等[5]对南京大量新近沉积土的动剪切模量比和阻尼比试验结果进行分析，在式(5)基础上增加一个小应变阻尼比，简称为改进公式(式(6))。表达式为：
$\lambda=\lambda_0\left(1-G / G_0\right)^m$
$\lambda=\lambda_{\min }+\lambda_0\left(1-G / G_0\right)^m$
式中，λmin为反映土体固有属性的小应变阻尼比，与土体沉积环境、固结状态等因素有关；λ0、m为与土性有关的阻尼比曲线形状拟合参数。
图6为各土样的λ-λmin与1-G/G0试验数据拟合关系。lg(λ-λmin)与lg(1-G/G0)关系可用直线拟合，直线斜率即为式中土样参数m，其95%置信区间值为0.672~0.738，平均值为0.705；直线在纵轴上的截距lgλ0，其95%置信区间值为-0.745~-0.675，平均值为-0.711，得到λ0平均值为0.194(图6(a))。若λmin取值0，式(6)退化为式(5)形式，采取同样方法求得m平均值为0.477，得到λ0值为0.160(图6(b))。
图7为使用式(4)~(6)得到的江汉盆地淤泥质软土阻尼比均值拟合结果。由图可知，在不同阻尼比关系拟合曲线中，利用Davidenkov模型拟合的λ-γ曲线在应变γ超过1×10-4时，阻尼比λ值明显高于其他曲线。研究表明[12]，当γ=0.01时，各类土体的λ值约为0.15~0.19，这与式(5)、(6)拟合结果相符，而式(4)拟合曲线在剪应变为1×10-2时，其阻尼比远大于0.19。另外，Davidenkov模型λ-γ拟合结果与荣棉水等[7]的研究结论一致，即Davidenkov模型计算结果在小应变范围内低估阻尼比，而在大应变范围内高估阻尼比。因此，Davidenkov模型对该区域淤泥质软土阻尼比适用性不佳。式(5)通用公式在剪应变小于1×10-4时，与文献[9]和文献[4]推荐值较为接近；而在剪应变超过1×10-4时，其结果大幅向下偏离推荐值。式(6)改进公式的拟合结果总体上在推荐值附近。表3为不同公式的拟合效果及参数，从拟合R2和均方差角度来看，式(6)拟合效果更优。
4 非线性特征离散性分析
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按照式(1)~(3)、式(6)和表2、3的最优拟合参数，得到江汉盆地淤泥质软土G/G0-γ曲线和λ-γ曲线，并按实测数据点分别绘制其包络线(图8)。在同等剪应变条件下，江汉盆地淤泥质软土G/G0值比全国淤泥质土的平均值小，而λ值在中小应变时比全国平均值大；G/G0-γ外包络线接近全国淤泥质土的平均曲线，而λ-γ外包络线略低于全国平均曲线。这进一步说明江汉盆地淤泥质软土的非线性强于全国淤泥质土的平均水平。
表4为图8中各类曲线在8个典型剪应变条件下的G/G0和λ值，其中拟合值作为本文推荐的江汉盆地淤泥质软土的非线性动力参数。为直观比较江汉盆地淤泥质软土G/G0-γ曲线和λ-γ曲线与全国平均值的差异，分别设定G/G0-γ和λ-γ的相对差异性参数RG和Rλ：
$R_G=100 \% *\left(G_f-G_r\right) / G_r$
$R_\lambda=100 \% *\left(\lambda_f-\lambda_r\right) / \lambda_r$
式中，RG、Rλ分别为动剪切模量比、阻尼比的相对差异幅度；Gf、λf分别为本文拟合得到的G/G0、λ值；Gr、λr分别为文献[9]推荐的G/G0、λ全国平均值。
将表4中参数代入式(7)、(8)，得到G/G0-γ和λ-γ的相对差异(图9)。相比于全国平均值，江汉盆地淤泥质软土G/G0的相对差异RG一般不超过±10%，而λ的相对差异Rλ则更为显著，尤其是在小应变时达到30%以上。造成上述相对差异的原因可能为：全国淤泥质土的平均值是由来自全国十几个不同地区的土样经共振柱试验平均化得到，而江汉盆地因其独特的沉积环境、埋藏条件、土粒成份等因素，其淤泥质软土的非线性动力特征表现出强烈的区域性。另外，试验设备和方法的更新也会对结果产生影响。
土体非线性动力特性是影响场地地震效应的重要因素，因测试原因或土动力参数选用不当等都会对土层反应计算结果造成不良影响[13]。因此，在选择江汉盆地软土的非线性参数时，不宜直接使用全国软土的平均值来替代。
5 结语
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通过本次研究，得到以下结论：1)通过试验和理论分析得到江汉盆地淤泥质软土的G/G0和λ随γ变化的拟合曲线、包络线及其参数推荐值。
2) Davidenkov模型和Hardin-Drnevich模型均能较好地拟合江汉盆地淤泥质软土的G/G0-γ曲线，且Davidenkov模型拟合效果更优。
3) Davidenkov模型对江汉盆地淤泥质软土阻尼比适用性不佳，在应变超过1×10-4时会高估阻尼比；本文改进的公式对江汉盆地淤泥质软土λ-γ曲线拟合效果较好。
4) 江汉盆地淤泥质软土的非线性特征明显区别于全国平均值，其G/G0值比全国平均值小，相对差异幅度在±10%范围内；而λ值比全国平均值大，相对差异幅度在小应变时达到30%以上。
本文得到的江汉盆地淤泥质软土的G/G0-γ曲线和λ-γ曲线表现出明显的区域性特征，故不宜使用其他地区软土动力参数直接替代本地区的软土参数。本次研究对认识江汉盆地软土的非线性动力特征具有重要意义，其结果可在该地区软土的土动力参数实测数据不足时提供参考。但对于重大建设工程场地，仍建议开展土动力特性试验，以保证场地地震反应分析结果的可靠性。
基金
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  • 中国地震局地震研究所和应急管理部国家自然灾害防治研究院基本科研业务费专项(IS202426356)
  • 中国地震局地震研究所和应急管理部国家自然灾害防治研究院基本科研业务费专项(IS202336346)
文献
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2025年第45卷第5期
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doi: 10.14075/j.jgg.2024.05.221
  • 接收时间：2024-05-11
  • 首发时间：2026-10-30
  • 出版时间：2025-05-15
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  • 收稿日期：2024-05-11
基金
Scientific Research Fund of Institute of Seismology, CEA and National Institute of Natural Hazards, MEM(IS202426356)
中国地震局地震研究所和应急管理部国家自然灾害防治研究院基本科研业务费专项(IS202426356)
Scientific Research Fund of Institute of Seismology, CEA and National Institute of Natural Hazards, MEM(IS202336346)
中国地震局地震研究所和应急管理部国家自然灾害防治研究院基本科研业务费专项(IS202336346)
作者信息
    1 中国地震局地震研究所地震预警湖北省重点实验室, 武汉市洪山侧路40号, 430071
    2 武汉地震工程研究院有限公司, 武汉市洪山侧路40号, 430071
    3 武汉军山新城基础投资建设有限公司, 武汉市军山街特1号, 430058
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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
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