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Article(id=1149768942874439741, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, articleNumber=null, orderNo=null, doi=10.12404/j.issn.1671-1815.2406900, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1726243200000, receivedDateStr=2024-09-14, revisedDate=1747152000000, revisedDateStr=2025-05-14, acceptedDate=null, acceptedDateStr=null, onlineDate=1752055877655, onlineDateStr=2025-07-09, pubDate=1748361600000, pubDateStr=2025-05-28, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1752055877655, onlineIssueDateStr=2025-07-09, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1752055877655, creator=13701087609, updateTime=1752055877655, updator=13701087609, issue=Issue{id=1149768937925165147, tenantId=1146029695717560320, journalId=1146123166801305609, year='2025', volume='25', issue='15', pageStart='6155', pageEnd='6586', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=0, createTime=1752055876475, creator=13701087609, updateTime=1768456822194, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1218559490207699090, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, language=EN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1218559490211893395, tenantId=1146029695717560320, journalId=1146123166801305609, issueId=1149768937925165147, language=CN, specialIssueTitle=, coverIllustrator=, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=6439, endPage=6445, ext={EN=ArticleExt(id=1149768943868489796, articleId=1149768942874439741, tenantId=1146029695717560320, journalId=1146123166801305609, language=EN, title=DEM Simulation of K0 Compression Considering the Effect of Aspect Ratio of Rockfill, columnId=1156963932482130535, journalTitle=Science Technology and Engineering, columnName=Architectural Science, runingTitle=null, highlight=null, articleAbstract=

In frastructure projects such as hydropower, harbours and transport are usually constructed by rockfill of aggregates from local materials, however, the shapes of rockfill of aggregates in different regions are quite different. In order to study the effect of aspect ratio on the K0 consolidation characteristics of rockfill, firstly, 10 kinds of particle clusters with different aspect ratios were generated by the discrete element method, and then the same equivalent particle size was taken to generate the specimens with the same initial state in the same way, and then the K0 consolidation test was carried out at last, and the effect of the aspect ratio of the particles on the K0 consolidation characteristics of the heap stone materials and its micro-mechanisms were explored in detail. The results of the study show these as fouows At the macro level, the specimens with different aspect ratios of rockfill are divided by AR=0.5, when the AR is 0.5~1, the K0 value of the specimens increases with the increase of aspect ratio, and when the AR is 0.2~0.5, the trend of the change of the K0 value of the specimens with the increase of the aspect ratio is unknown. This suggests that the particles in the interval of aspect ratio 0.5~1 need to be focused on during engineering design. At the microscopic level, the smaller the particle aspect ratio (the longer the particles), the larger the coordination number, the smaller the average force between the particles, and the smaller the cumulative angle of rotation of the particles, which suggests that the contact between the particles of the specimens with smaller particle aspect ratios is closer, the contact force chain is more dispersed, and the particles are more resistant to rotation. This may be the reason for the differences in K0 consolidation properties of rockfill with different aspect ratios. The research results can provide theoretical references for the evaluation of K0 values in areas where there are particle shape differences, and provide a basis for selecting appropriate rockfill materials, ensuring the safety of the project.

, correspAuthors=Qing-lu DENG, authorNote=null, correspAuthorsNote=null, copyrightStatement=null, copyrightOwner=null, extLink=null, articleAbsUrl=null, sourceXml=null, magXml=null, pdfUrl=null, pdf=null, pdfFileSize=null, pdfExtLink=null, richHtmlUrl=null, mobilePdfUrl=null, reviewReport=null, pdfFirstPage=null, abstractGraph=null, abstractGraphContent=null, abstractVideo=null, citation=null, cebUrl=null, magXmlContent=null, mapNumber=null, authorCompany=null, fund=null, authors=null, authorsList=Lu ZHOU, Zhi-peng TAO, Liang HUANG, Qing-lu DENG), CN=ArticleExt(id=1149768973186675488, articleId=1149768942874439741, tenantId=1146029695717560320, journalId=1146123166801305609, language=CN, title=考虑堆石料纵横比影响的K0压缩离散元模拟, columnId=1156262730517565784, journalTitle=科学技术与工程, columnName=论文·建筑科学, runingTitle=null, highlight=null, articleAbstract=

水电、港口、交通等基础工程建设材料通常就地取材采用堆石料,然而不同地区的堆石料形状存在较大差异。为研究堆石料纵横比对其K0压缩特性的影响,首先采用离散元法生成 10种不同纵横比的颗粒簇,之后取相同的等效颗粒粒径,以同样的方法分别生成相同初始状态的试样,最后进行静止土压力系数K0压缩试验,就颗粒纵横比对堆石料K0压缩特性的影响及其微观机理做了详细的探讨。研究结果表明:①在宏观层面,不同纵横比堆石料试样以AR=0.5为分界,当AR在0.5~1时,试样的K0随着纵横比的增大而增大,当AR在0.2~0.5区间时,试样的K0值随着纵横比的增大无明显规律。这表明在工程设计时,需要重点考虑纵横比0.5~1这段区间的颗粒。②在微观层面,颗粒纵横比越小(颗粒越长)的试样配位数越大、颗粒间的平均力和颗粒累计旋转角度越小,这表明颗粒纵横比越小的试样颗粒间的接触更紧密,接触力力链更分散,颗粒的抗旋转能力越强。这可能是造成不同纵横比堆石料K0压缩特性差异的原因。研究成果可为存在颗粒形状差异地区的K0评估提供理论参考,并为选择合适的堆石料材料提供依据,确保工程安全。

, correspAuthors=邓清禄, authorNote=null, correspAuthorsNote=
* 邓清禄 (1962—), 男, 汉族, 福建上杭人, 博士,教授。研究方向: 岩土体稳定性、地质工程安全监测技术。E-mail:。
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周璐(1986—), 男, 汉族, 江西南昌人,工程师。研究方向: 自动化技术在土木工程结构监测中的应用。E-mail:。

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周璐(1986—), 男, 汉族, 江西南昌人,工程师。研究方向: 自动化技术在土木工程结构监测中的应用。E-mail:。

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周璐(1986—), 男, 汉族, 江西南昌人,工程师。研究方向: 自动化技术在土木工程结构监测中的应用。E-mail:。

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dmax为颗粒最大等效圆直径

, figureFileSmall=wg98Tgy84m3JgrEBRnUIdA==, figureFileBig=BMdAJ2nYzehf5N6AO+sL8Q==, tableContent=null), ArticleFig(id=1172924214836347401, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=EN, label=Fig.2, caption=Schematic diagram of specimens with different aspect ratios of rockfill particle, figureFileSmall=PIoafcpEJCSqQbD5HiuNDg==, figureFileBig=UZsOrFKih2yjQoJb/LzALg==, tableContent=null), ArticleFig(id=1172924214957982218, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=CN, label=图2, caption=不同纵横比堆石料试样示意图, figureFileSmall=PIoafcpEJCSqQbD5HiuNDg==, figureFileBig=UZsOrFKih2yjQoJb/LzALg==, tableContent=null), ArticleFig(id=1172924215029285387, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=EN, label=Fig.3, caption=K0 evolution of specimens with different aspect ratios during loading, figureFileSmall=aqZurHOCnTMmzWNAHX22Nw==, figureFileBig=6v3GyKvgGm7OG91EgImA0A==, tableContent=null), ArticleFig(id=1172924215125754380, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=CN, label=图3, caption=不同纵横比试样在加载过程中的 K0演化, figureFileSmall=aqZurHOCnTMmzWNAHX22Nw==, figureFileBig=6v3GyKvgGm7OG91EgImA0A==, tableContent=null), ArticleFig(id=1172924215222223373, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=EN, label=Fig.4, caption=K0 evolution of specimens with different aspect ratios during unloading, figureFileSmall=btvu9wEc3WRfylB5o4UOzw==, figureFileBig=JzhAG8lHBJLGKjd0XTSoVA==, tableContent=null), ArticleFig(id=1172924215293526542, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=CN, label=图4, caption=卸载过程中的 K0演化, figureFileSmall=btvu9wEc3WRfylB5o4UOzw==, figureFileBig=JzhAG8lHBJLGKjd0XTSoVA==, tableContent=null), ArticleFig(id=1172924215373218319, 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label=Fig.8, caption=Rotation angle of particles for different AR samples (σv=1 000 kPa), figureFileSmall=TH7pt8M2eMP3b7sBbDrdtA==, figureFileBig=swEMgzSeXt3Fxge69LA1vQ==, tableContent=null), ArticleFig(id=1172924216031724054, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=CN, label=图8, caption=不同AR样本颗粒的旋转角度(σv=1 000 kPa), figureFileSmall=TH7pt8M2eMP3b7sBbDrdtA==, figureFileBig=swEMgzSeXt3Fxge69LA1vQ==, tableContent=null), ArticleFig(id=1172924216216273431, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=EN, label=Fig.9, caption=Evolution of particle rotation angle in loading and unloading of specimens with different aspect ratios, figureFileSmall=5KoR+hJKG3dGu1mFXhgEuw==, figureFileBig=F8N8KZvE8761Uic3PQHMzA==, tableContent=null), ArticleFig(id=1172924216300159512, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=CN, label=图9, caption=加卸载过程中颗粒旋转角度的演化, figureFileSmall=5KoR+hJKG3dGu1mFXhgEuw==, figureFileBig=F8N8KZvE8761Uic3PQHMzA==, tableContent=null), ArticleFig(id=1172924216358879769, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=EN, label=Table 1, caption=

Model parameters

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离散元模拟参数 参量值
颗粒密度ρ/(kg·m-3) 2 650
弹性模量Ec/Pa 5×108
颗粒刚度比值kn/ks 4/3
颗粒摩擦因数fe 0.5
墙体摩擦系数fw 0
墙体刚度kw/(N·m-3) 1×109
), ArticleFig(id=1172924216472125978, tenantId=1146029695717560320, journalId=1146123166801305609, articleId=1149768942874439741, language=CN, label=表1, caption=

模型参数

, figureFileSmall=null, figureFileBig=null, tableContent=
离散元模拟参数 参量值
颗粒密度ρ/(kg·m-3) 2 650
弹性模量Ec/Pa 5×108
颗粒刚度比值kn/ks 4/3
颗粒摩擦因数fe 0.5
墙体摩擦系数fw 0
墙体刚度kw/(N·m-3) 1×109
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考虑堆石料纵横比影响的K0压缩离散元模拟
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周璐 1 , 陶志鹏 2 , 黄良 3 , 邓清禄 3, *
科学技术与工程 | 论文·建筑科学 2025,25(15): 6439-6445
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科学技术与工程 | 论文·建筑科学 2025, 25(15): 6439-6445
考虑堆石料纵横比影响的K0压缩离散元模拟
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周璐1 , 陶志鹏2, 黄良3, 邓清禄3, *
作者信息
  • 1 江西省港航建设投资集团有限公司, 南昌 330025
  • 2 江西省交通科学研究院有限公司, 南昌 330025
  • 3 中国地质大学 (武汉) 工程学院, 武汉 430074

    • 周璐(1986—), 男, 汉族, 江西南昌人,工程师。研究方向: 自动化技术在土木工程结构监测中的应用。E-mail:。

通讯作者:

* 邓清禄 (1962—), 男, 汉族, 福建上杭人, 博士,教授。研究方向: 岩土体稳定性、地质工程安全监测技术。E-mail:。
DEM Simulation of K0 Compression Considering the Effect of Aspect Ratio of Rockfill
Lu ZHOU1 , Zhi-peng TAO2, Liang HUANG3, Qing-lu DENG3, *
Affiliations
  • 1 Jiangxi Port & Waterway Construction Investment Group Co., Ltd., Nanchang 330025, China
  • 2 Jiangxi Transportation Institute Co., Ltd., Nanchang 330025, China
  • 3 Faculty of Engineering, China University of Geosciences, Wuhan 430074, China
出版时间: 2025-05-28 doi: 10.12404/j.issn.1671-1815.2406900
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摘要
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水电、港口、交通等基础工程建设材料通常就地取材采用堆石料,然而不同地区的堆石料形状存在较大差异。为研究堆石料纵横比对其K0压缩特性的影响,首先采用离散元法生成 10种不同纵横比的颗粒簇,之后取相同的等效颗粒粒径,以同样的方法分别生成相同初始状态的试样,最后进行静止土压力系数K0压缩试验,就颗粒纵横比对堆石料K0压缩特性的影响及其微观机理做了详细的探讨。研究结果表明:①在宏观层面,不同纵横比堆石料试样以AR=0.5为分界,当AR在0.5~1时,试样的K0随着纵横比的增大而增大,当AR在0.2~0.5区间时,试样的K0值随着纵横比的增大无明显规律。这表明在工程设计时,需要重点考虑纵横比0.5~1这段区间的颗粒。②在微观层面,颗粒纵横比越小(颗粒越长)的试样配位数越大、颗粒间的平均力和颗粒累计旋转角度越小,这表明颗粒纵横比越小的试样颗粒间的接触更紧密,接触力力链更分散,颗粒的抗旋转能力越强。这可能是造成不同纵横比堆石料K0压缩特性差异的原因。研究成果可为存在颗粒形状差异地区的K0评估提供理论参考,并为选择合适的堆石料材料提供依据,确保工程安全。

堆石料  /  颗粒形状  /  静止土压力系数(K0)  /  离散元方法

In frastructure projects such as hydropower, harbours and transport are usually constructed by rockfill of aggregates from local materials, however, the shapes of rockfill of aggregates in different regions are quite different. In order to study the effect of aspect ratio on the K0 consolidation characteristics of rockfill, firstly, 10 kinds of particle clusters with different aspect ratios were generated by the discrete element method, and then the same equivalent particle size was taken to generate the specimens with the same initial state in the same way, and then the K0 consolidation test was carried out at last, and the effect of the aspect ratio of the particles on the K0 consolidation characteristics of the heap stone materials and its micro-mechanisms were explored in detail. The results of the study show these as fouows At the macro level, the specimens with different aspect ratios of rockfill are divided by AR=0.5, when the AR is 0.5~1, the K0 value of the specimens increases with the increase of aspect ratio, and when the AR is 0.2~0.5, the trend of the change of the K0 value of the specimens with the increase of the aspect ratio is unknown. This suggests that the particles in the interval of aspect ratio 0.5~1 need to be focused on during engineering design. At the microscopic level, the smaller the particle aspect ratio (the longer the particles), the larger the coordination number, the smaller the average force between the particles, and the smaller the cumulative angle of rotation of the particles, which suggests that the contact between the particles of the specimens with smaller particle aspect ratios is closer, the contact force chain is more dispersed, and the particles are more resistant to rotation. This may be the reason for the differences in K0 consolidation properties of rockfill with different aspect ratios. The research results can provide theoretical references for the evaluation of K0 values in areas where there are particle shape differences, and provide a basis for selecting appropriate rockfill materials, ensuring the safety of the project.

rockfill  /  particle shape  /  the coefficient of lateral earth pressure at rest (K0)  /  discrete element method(DEM)
周璐, 陶志鹏, 黄良, 邓清禄. 考虑堆石料纵横比影响的K0压缩离散元模拟. 科学技术与工程, 2025 , 25 (15) : 6439 -6445 . DOI: 10.12404/j.issn.1671-1815.2406900
Lu ZHOU, Zhi-peng TAO, Liang HUANG, Qing-lu DENG. DEM Simulation of K0 Compression Considering the Effect of Aspect Ratio of Rockfill[J]. Science Technology and Engineering, 2025 , 25 (15) : 6439 -6445 . DOI: 10.12404/j.issn.1671-1815.2406900
正文
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堆石料是岩土工程中常用的建筑材料,其具有高强度和透水性良好的特点,这些特性使得堆石料在需要高承载能力和良好排水性能的路堤、大坝及其他大型土石结构等工程中得到了广泛应用[1-2]。堆石料往往就近取材,通常包括粗砂、砾石、漂石等不同材料的复杂组合,不同工程不同场地采用的堆石料在碎石强度、形状以及级配等方面差异很大[3-6]。在诸多形状要素中,纵横比(AR=a/b,其中a和b分别代表颗粒的长轴和短轴)是一个衡量颗粒形状规则与否的重要指标,也是影响堆石料物理力学性能的重要因素之一。
静止土压力系数(K0=σ'h/σ'v,其中σ'h和σ'v分别代表土体在无侧向应变条件下有效水平应力和有效竖向应力)是一个关键参数。在大型水电、港口、交通等基础设施的建设中,计算地基承载力、土坡稳定性和挡土墙土压力时均需要使用到K0。因此准确评估K0值的大小及其随压力变化的特征,对于评价与预测大坝等构筑物施工期间及整个生命周期内的变形及稳定性问题至关重要[7-9],准确计算K0值有助于提高港口、交通等工程的承载能力和稳定性。因此,国内外众多学者围绕K0系数的测定及其影响因素开展了一系列研究,Gu等[10]基于离散元方法(discrete element method, DEM)研究了试样初始应力状态、初始孔隙比对K0压缩过程的影响,并从微观角度进行了机理分析;Wang等[11]探究了级配、初始干密度对砂质泥岩K0的影响规律;蒋明杰等[12-13]通过自行研制的大型K0测试仪对粗粒土进行了K0试验,结果表明粗粒土的相对密实度和最大粒径与K0呈负相关关系。上述研究成果为准确评估K0提供了重要理论依据。然而前人的研究尚未见有将堆石料颗粒纵横比与K0压缩特性相联系,且缺乏相关机理的解释[14-16]。而通过建立相关K0压缩数值模型,对颗粒形状进行调整来探究K0演化规律,既可规避试验中设备和人为造成的误差,又可以探究造成不同形状堆石料压缩性质差异的微观机理。帮助工程师更准确地评估堆石料的K0值,并选择合适的堆石料材料,从而优化工程设计,确保工程安全。
基于颗粒流程序,通过Clump命令构建10种不同纵横比的颗粒簇单元,对其进行K0压缩试验,探究颗粒纵横比的变化对堆石料K0压缩特性的影响及其微观机理。研究成果可丰富K0评估的理论认识。
1 离散元模型构建
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1.1 微观参数设置
采用二维颗粒流程序进行数值模拟,使用简单高效的线性弹簧接触模型,以模拟颗粒之间及颗粒与墙体之间的相互作用,主要微观参数有颗粒间弹性模量、刚度比及密度等,参考以往研究[17-19]进行了适当修改,具体取值如表1所示。
1.2 试样制备及模拟方案
通过Clump命令构建了纵横比AR分别为0.2、0.22、0.25、0.29、0.33、0.4、0.5、0.67、0.8、1的颗粒簇,然后使用边界等向压缩法制备试样,具体步骤图1所示。①在由4个刚性墙模拟的大矩形区域内生成3 000个等效粒径在0.16~0.24 m,级配服从均匀分布、方向随机、没有接触的特定颗粒簇[20]。②为获得各向同性的不同密实度试样,暂时将粒子间和粒子壁的摩擦系数设置为定值(本文中取0.3),利用软件自带的伺服控制机制使墙体等向压缩颗粒,当试样压缩到 25 kPa的各向同性应力,且平均不平衡力与平均接触力的比值小于10-5时,认为试样达到准静态。③重新将粒子-粒子接触之间的摩擦系数设置为0.5,使试样再次运行至准静态。在试样中设置测量圆[21],用来检测配位数等微观参数。所有样品的尺寸约为 10 m×10 m。Jamiolkowski等[22]建议样品尺寸与最大粒径的比值应大于5,以避免尺寸效应,本次模拟中所有试样的比值均大于40。④制备完成后,固定左、右及底部墙体,通过顶部墙体向下移动施加轴向压力。本次分别进行了加载和卸载轴向压力两类模拟,加载阶段的轴向压力梯度为25、50、100、150、200、250、300、400、600、800、1 000 kPa,卸载阶段则为1 000、800、600、400、300、200、100、25 kPa。制备完成后的不同纵横比试样局部放大图如图2所示。
2 模拟结果分析
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2.1 宏观K0压缩特性
2.1.1 轴向应力加载阶段
图3(a)为试验过程中不同纵横比试样K0随轴向应力的演化路径。可以看到,加载过程中不同试样的K0均随轴向压力增大呈现减小趋势,当轴向压力大于200 kPa时,K0变化较小,这与Gu等[10]、蒋明杰等[12-13]试验时的K0变化规律类似。此外,图3(a)也表明,在相同轴向应力的情况下(如400 kPa),不同纵横比试样的K0值存在差异。因此,为了进一步量化纵横比的影响,将不同压力下试样K0与纵横比的关系绘制于图3(b)。从图3(b)中可以看出,K0与纵横比间存在一定的相关性,具体表现为试样以纵横比AR=0.5为分界,表现为两个区域:当AR在0.5~1时,试样的K0随着纵横比的增大而增大,例如,当轴向应力为1 000 kPa时,AR=0.5、0.67、0.8、1对应的K0值分别为0.45、0.52、0.57、0.67;当AR在0.2~0.5时,试样的K0随着纵横比的增大变化趋势不明显,例如,当轴向应力为1 000 kPa时,AR=0.2、0.22、0.25、0.29、0.33、0.4、0.5对应的K0分别0.59、0.50、0.48、0.48、0.46、0.46、0.45。这表明在工程设计时,需要重点考虑纵横比0.5~1这段区间的颗粒。
2.1.2 轴向应力卸载阶段
在轴向应力卸载阶段(图4),不同纵横比试样的K0均随轴向压力减小呈现增大趋势,无明显的阶段性;此外,可以看到在同一轴向压力下,试样在卸载阶段的K0大于在加载阶段的K0。以AR=1试样为例,当轴向应力为400 kPa时,试样在加载阶段的K0=0.71,卸载阶段的K0=0.97;而当轴向应力为25 kPa时,试样在加载阶段的K0=1,卸载阶段的K0=1.19。
此外,从图4(b)中可以看出,与加载阶段类似,卸载阶段K0与纵横比间存在一定的相关性,同样以纵横比AR=0.5为分界,表现为两个区域:当AR在0.5~1时,试样的K0随着纵横比的增大而增大;当AR在0.2~5时,试样的K0随着纵横比的增大无明显规律。
2.2 微观机理分析及讨论
2.2.1 配位数角度
配位数 (coordination number, CN)是土体颗粒微观结构最重要的指标之一,定义为
CN= ∑ i = 1 N C i N
式(1)中:N为颗粒总数;Ci为第i个颗粒的接触数。
将不同纵横比试样在不同轴向压力下CN值关系绘制于图5。可以看到,CN值随着轴向应力的增长而增长,这也对应着K0随着CN的增大而减小,这与Gu等[9]的研究结果一致;同时注意到,随着颗粒纵横比的增加,试样有更小的CN。由于CN反映了颗粒与颗粒间的紧密程度,即CN越大样本中的颗粒接触更紧密,因此纵横比大的试样在相同轴向应力下表现出更大的K0(图3)。
2.2.2 力链角度
力链网络的结构与演变在颗粒系统的复杂力学行为中起到支配性作用[19]。AR等于0.2和1样本在轴向压力等于1 000 kPa时的接触力F链分布如图6所示,其中力链的粗细和颜色差异代表了其不同的接触力大小。可以看到AR=0.2的样本接触数大于AR=1的样本,且相比纵横比较小的样本(AR=0.2),AR=1的样本接触力链要更粗。即纵横比大的颗粒其颗粒与颗粒间的接触力传递的路径少而集中,这与上文中图5的配位数CN相对应。此外,为从进一步力链角度对不同试样间K0的差异进行解释,引入了颗粒间的平均接触力。图7为不同纵横比颗粒试样平均接触力与轴向应力增长的变化曲线。从图7(a)可以看到,在轴向应力加载阶段,轴向应力越大,平均接触力越大,且纵横比最大的试样(AR=1)有最大的平均力。轴向应力卸载阶段的图7(b)表现有类似的趋势。
2.2.3 颗粒旋转角度
在试样压缩过程中,颗粒通过旋转和接触滑动来调节试样的整体变形,其中颗粒旋转是颗粒围绕其自身特定点的旋转运动。特别需要注意的是,圆形颗粒绕圆心旋转不会改变它们与周围颗粒的接触特性,而非圆形颗粒的旋转会改变它们与周围颗粒的接触特性[19]。图8为AR=0.2和1样本在轴向压力等于1 000 kPa时的颗粒旋转角度图。可以看到相比纵横比较小的样本(AR=0.2),AR=1样本颗粒的旋转角度范围更大,发生旋转的颗粒数目更多。图9为加卸载过程中不同纵横比颗粒的累计旋转角度变化图。首先,对比图9(a)和图9(b)可以发现,相比轴向应力卸载阶段,加载过程中颗粒旋转角度的变化更大,例如,AR = 1的试样在轴向应力从25 kPa增大至1 000 kPa时,角度增大了3 772°,而从1 000 kPa减小至25 kPa时,仅增大了1 136°。此外,对比不同纵横比试样可知,纵横比越小则颗粒旋转角度越小。例如,在轴向应力加载阶段,当轴向压力为100 kPa时,AR从0-1试样的K0值分别为94、104、106、104、97、94、151、234、322、398 kPa,整体表现为上升趋势。而从卸载阶段可以看到,AR≥0.67的样本累计旋转角度在上升,但AR<0.67样本累计旋转角度在下降。上述现象表明纵横比会影响颗粒的抗旋转能力,使较大纵横比的试样有更少的颗粒累计旋转角度。这也表明纵横比大的颗粒更耐旋转,更有可能是通过接触滑动来调节试样的整体变形[19]。此外还发现,AR在0.2~0.5范围内样本的旋转角度变化不大,这与图3(b)的K0-AR和图6中的F-AR演化趋势类似,这也说明不同颗粒纵横比试样更多的是颗粒的抗旋转能力来影响K0。
综合分析图 5~图9,颗粒纵横比对K0压缩的影响可以解释为:颗粒纵横比对K0值的影响是一个复杂的机理,涉及到配位数、平均力和颗粒旋转等多个因素。纵横比大的颗粒具有更弱的抗旋转能力,更容易通过旋转而不是接触滑动来调节变形,从而保持较大的接触力和较小的CN值,最终导致K0值较高。相反,纵横比小的颗粒更不容易发生旋转,通过接触滑动来调节变形,且接触面积和接触力减小,因此K0值较小。
3 结论
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构建了10种不同纵横比的堆石料颗粒簇单元,进行了K0压缩离散元模拟,就颗粒纵横比对堆石料K0压缩特性的影响及其微观机理做了详细的探讨,获得以下结论。
(1)不同纵横比颗粒样本在K0压缩加卸载阶段均表现为随压力增大K0减小的趋势,整体来说纵横比AR越大(接近1)K0越大,但AR在0.2~0.5的样本K0变化不明显。
(2)堆石料颗粒的纵横比越大则颗粒之间的配位数越大,但平均接触力和颗粒旋转角度越小,即表明纵横比越小的颗粒抗旋转能力越强,更多通过接触滑动来调节试样的整体变形。因此不同颗粒纵横比试样可能更多的是颗粒的抗旋转能力来影响K0。
基金
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  • 江西省交通运输厅科技项目(2019C0012)
  • 国家自然科学基金(42077269)
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2025年第25卷第15期
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doi: 10.12404/j.issn.1671-1815.2406900
  • 接收时间：2024-09-14
  • 首发时间：2025-07-09
  • 出版时间：2025-05-28
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  • 收稿日期：2024-09-14
  • 修回日期：2025-05-14
基金
江西省交通运输厅科技项目(2019C0012)
国家自然科学基金(42077269)
作者信息
    1 江西省港航建设投资集团有限公司, 南昌 330025
    2 江西省交通科学研究院有限公司, 南昌 330025
    3 中国地质大学 (武汉) 工程学院, 武汉 430074

通讯作者:

* 邓清禄 (1962—), 男, 汉族, 福建上杭人, 博士,教授。研究方向: 岩土体稳定性、地质工程安全监测技术。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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