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Article(id=1322595072365933364, tenantId=1146029695717560320, journalId=1225396423026438145, issueId=1322594813749350688, articleNumber=null, orderNo=null, doi=null, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1711468800000, receivedDateStr=2024-03-27, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793260837879, onlineDateStr=2026-10-29, pubDate=1740412800000, pubDateStr=2025-02-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793260837879, onlineIssueDateStr=2026-10-29, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793260837879, creator=13701087609, updateTime=1793260837879, updator=13701087609, issue=Issue{id=1322594813749350688, tenantId=1146029695717560320, journalId=1225396423026438145, year='2025', volume='45', issue='2', pageStart='1', pageEnd='288', issueExtLink='null', onlineDate='null', pubDate='1740412800000', pubDateStr='2025-02-25', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1793260776220, creator='13701087609', updateTime=1793260776220, updator='13701087609', preIssue=null, nextIssue=null, articleTotal=null, ext=null, issueFiles=null, downloadFileDto=null}, startPage=83, endPage=89, ext={EN=ArticleExt(id=1322595072554677045, articleId=1322595072365933364, tenantId=1146029695717560320, journalId=1225396423026438145, language=EN, title=Study on Micromechanical Properties of Waste Rock-Aeolian Sand Cemented Backfill, columnId=null, journalTitle=Mining Research and Development, columnName=null, runingTitle=null, highlight=null, articleAbstract=

Aggregate size distribution of waste rock and the cement-sand ratio of backfill slurry have a significant effect on the mechanical properties of waste rock cemented backfill. In order to explore the relationship between the two and the mechanical properties of the backfill, the backfill ratio tests were carried out. The particle flow model was constructed. The laws of crack development, force chain evolution and particle failure in the process of uniaxial compression of waste rock cemented backfill were analyzed. The results show that the higher the cement-sand ratio, the higher the sensitivity of the strength of waste rock cemented backfill to the change of fractal dimension of aggregate size distribution. When the cement-sand ratio increases from 1:8 to 1:4, the strength range of samples with different fractal dimensions increases from 0.40 MPa to 1.54 MPa. In the cemented backfill, the interface between the aggregate and the cemented matrix is easy to be destroyed along the aggregate boundary and develops along the interface. With the increase of fractal dimension, the proportion of fine aggregate in the sample increases, and the proportion of shear crack increases. In addition, the higher the fractal dimension, the more conducive to the uniform distribution of the cemented matrix, which can better participate in the bearing capacity. In the design of backfill scheme, the strength of backfill can be flexibly adjusted to meet the actual needs by changing the fractal dimension of waste rock aggregate.

, authors=Bo XIONG1, Jun XING1, Xiaogang SUN1, Jingping QIU1, Shili HU1, 2, Qingsong ZHANG1, authorsList=Bo XIONG, Jun XING, Xiaogang SUN, Jingping QIU, Shili HU, Qingsong ZHANG, authorCompany=null, correspAuthors=Jun XING, 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, fund=null), CN=ArticleExt(id=1322595075985617758, articleId=1322595072365933364, tenantId=1146029695717560320, journalId=1225396423026438145, language=CN, title=废石-风积沙胶结充填体细观力学特性研究, columnId=1226462294490657775, journalTitle=矿业研究与开发, columnName=采矿与矿山充填, runingTitle=null, highlight=null, articleAbstract=

废石骨料粒径分布与充填料浆灰砂比对废石胶结充填体的力学特性有显著影响。为探究二者与充填体力学特性的关系，开展了充填体配比试验，构建了颗粒流模型，分析了废石胶结充填体单轴压缩过程中裂纹发育、力链演化和颗粒破坏的规律。结果表明：灰砂比越高，废石胶结充填体强度对骨料粒径分布分形维数变化的敏感性越高，灰砂比从1∶8提高至1∶4时，不同分形维数试样的强度极差从0.40 MPa增加至1.54 MPa；胶结充填体中，骨料与胶结基质间的界面易沿骨料边界破坏，并沿该界面发展，随着分形维数的增加，试样中细骨料占比增加，剪切裂纹的占比增加；此外，分形维数越高越有利于胶结基质均匀分布，胶结基质能更好地参与承载；在充填方案设计时，可以通过改变废石骨料的分形维数，灵活调整充填体的强度以满足实际需求。

, authors=熊博1, 邢军1, 孙晓刚1, 邱景平1, 胡世利1, 2, 张庆嵩1, authorsList=熊博, 邢军, 孙晓刚, 邱景平, 胡世利, 张庆嵩, authorCompany=null, correspAuthors=邢军, authorNote=

熊博（1999—），男，云南昭通人，硕士研究生，主要从事充填采矿方面的研究。E-mail:

, correspAuthorsNote=
邢军（1967—），男，辽宁本溪人，博士，教授，主要从事矿产资源综合利用、岩体破裂与失稳控制研究。E-mail:
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熊博（1999—），男，云南昭通人，硕士研究生，主要从事充填采矿方面的研究。E-mail:

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熊博（1999—），男，云南昭通人，硕士研究生，主要从事充填采矿方面的研究。E-mail:

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journalId=1225396423026438145, articleId=1322595072365933364, language=EN, label=Table 1, caption=

Test schemes

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编号分形维数D灰砂比
11.51:4
21.51:6
31.51:8
42.01:4
52.01:6
62.01:8
72.51:4
82.51:6
92.51:8
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试验方案

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编号分形维数D灰砂比
11.51:4
21.51:6
31.51:8
42.01:4
52.01:6
62.01:8
72.51:4
82.51:6
92.51:8
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Test results of uniaxial compression strength

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灰砂比分形维数平均值k极差R
1.52.02.5
1:44.613.633.073.77
1:63.433.012.783.071.38
1:82.622.452.122.39
平均值k3.553.032.65
极差R0.90
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单轴抗压强度试验结果

, figureFileSmall=null, figureFileBig=null, tableContent=
灰砂比分形维数平均值k极差R
1.52.02.5
1:44.613.633.073.77
1:63.433.012.783.071.38
1:82.622.452.122.39
平均值k3.553.032.65
极差R0.90
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Micromechanical parameters of each contact surface

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接触界面类型法向刚度/MPa切向刚度/MPa黏结强度/MPa抗拉强度/MPa内摩擦角/(°)摩擦因数
碎石颗粒界面15 0007 5008.0013.0390.8
浆液颗粒界面8902901.521.9300.6
碎石-浆液界面30100.901.8200.4
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各接触界面细观力学参数

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接触界面类型法向刚度/MPa切向刚度/MPa黏结强度/MPa抗拉强度/MPa内摩擦角/(°)摩擦因数
碎石颗粒界面15 0007 5008.0013.0390.8
浆液颗粒界面8902901.521.9300.6
碎石-浆液界面30100.901.8200.4
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废石-风积沙胶结充填体细观力学特性研究
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熊博 1 , 邢军 1 , 孙晓刚 1 , 邱景平 1 , 胡世利 1, 2 , 张庆嵩 1
矿业研究与开发 | 采矿与矿山充填 2025,45(2): 83-89
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矿业研究与开发 |采矿与矿山充填 2025 , 45 (2) : 83 -89
废石-风积沙胶结充填体细观力学特性研究
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熊博（1999—），男，云南昭通人，硕士研究生，主要从事充填采矿方面的研究。E-mail:

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熊博1 , 邢军1 , 孙晓刚1, 邱景平1, 胡世利1, 2, 张庆嵩1
作者信息
  • 1.东北大学 资源与土木工程学院，辽宁　沈阳　110819
  • 2.抚顺罕王傲牛矿业股份有限公司，辽宁　抚顺市　113116
通讯作者:
邢军（1967—），男，辽宁本溪人，博士，教授，主要从事矿产资源综合利用、岩体破裂与失稳控制研究。E-mail:
作者简介:

熊博（1999—），男，云南昭通人，硕士研究生，主要从事充填采矿方面的研究。E-mail:

Study on Micromechanical Properties of Waste Rock-Aeolian Sand Cemented Backfill
Bo XIONG1 , Jun XING1 , Xiaogang SUN1, Jingping QIU1, Shili HU1, 2, Qingsong ZHANG1
Affiliations
  • 1.School of Resources and Civil Engineering, Northeastern University, Shenyang, Liaoning 110819, China
  • 2.Fushun Hanwang Aoniu Mining Industry Co., Ltd., Fushun, Liaoning 113116, China
出版时间: 2025-02-25
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摘要
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废石骨料粒径分布与充填料浆灰砂比对废石胶结充填体的力学特性有显著影响。为探究二者与充填体力学特性的关系，开展了充填体配比试验，构建了颗粒流模型，分析了废石胶结充填体单轴压缩过程中裂纹发育、力链演化和颗粒破坏的规律。结果表明：灰砂比越高，废石胶结充填体强度对骨料粒径分布分形维数变化的敏感性越高，灰砂比从1∶8提高至1∶4时，不同分形维数试样的强度极差从0.40 MPa增加至1.54 MPa；胶结充填体中，骨料与胶结基质间的界面易沿骨料边界破坏，并沿该界面发展，随着分形维数的增加，试样中细骨料占比增加，剪切裂纹的占比增加；此外，分形维数越高越有利于胶结基质均匀分布，胶结基质能更好地参与承载；在充填方案设计时，可以通过改变废石骨料的分形维数，灵活调整充填体的强度以满足实际需求。

胶结充填体  /  骨料粒径分布  /  灰砂比  /  力学特性  /  细观结构演化

Aggregate size distribution of waste rock and the cement-sand ratio of backfill slurry have a significant effect on the mechanical properties of waste rock cemented backfill. In order to explore the relationship between the two and the mechanical properties of the backfill, the backfill ratio tests were carried out. The particle flow model was constructed. The laws of crack development, force chain evolution and particle failure in the process of uniaxial compression of waste rock cemented backfill were analyzed. The results show that the higher the cement-sand ratio, the higher the sensitivity of the strength of waste rock cemented backfill to the change of fractal dimension of aggregate size distribution. When the cement-sand ratio increases from 1:8 to 1:4, the strength range of samples with different fractal dimensions increases from 0.40 MPa to 1.54 MPa. In the cemented backfill, the interface between the aggregate and the cemented matrix is easy to be destroyed along the aggregate boundary and develops along the interface. With the increase of fractal dimension, the proportion of fine aggregate in the sample increases, and the proportion of shear crack increases. In addition, the higher the fractal dimension, the more conducive to the uniform distribution of the cemented matrix, which can better participate in the bearing capacity. In the design of backfill scheme, the strength of backfill can be flexibly adjusted to meet the actual needs by changing the fractal dimension of waste rock aggregate.

Cemented backfill  /  Aggregate size distribution  /  Cement-sand ratio  /  Mechanical property  /  Microstructure evolution
熊博, 邢军, 孙晓刚, 邱景平, 胡世利, 张庆嵩. 废石-风积沙胶结充填体细观力学特性研究. 矿业研究与开发, 2025 , 45 (2) : 83 -89 .
Bo XIONG, Jun XING, Xiaogang SUN, Jingping QIU, Shili HU, Qingsong ZHANG. Study on Micromechanical Properties of Waste Rock-Aeolian Sand Cemented Backfill[J]. Mining Research and Development, 2025 , 45 (2) : 83 -89 .
正文
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0　引言
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随着矿产资源开采量的逐年增加，矿山开采过程中产生了大量的废石、尾矿等固体废弃物。矿山废石堆积不仅占用大量土地，还对周边生态环境产生威胁。据统计，目前我国尾矿和废石累计堆存量已接近700 亿 t，其中废石堆存约520 亿 t[1]。
近年来，国内矿山积极响应国家号召，充填采矿法的应用比例逐渐增大，废石胶结充填采矿法也得到了广泛应用。影响废石胶结充填体力学性能的因素较复杂，废石粒径及含量、充填料浆配比等均对充填体力学性能有一定影响。国内外学者针对废石胶结充填体的影响因素开展了广泛的研究。ZHENG等[2]认为废石胶结充填体是一种弹塑性材料，通过料浆胶结作用，废石散体具备承载能力。戚亮等[3]发现采用尾砂和废石作为充填骨料时，灰砂比、料浆浓度、废石掺量对充填体抗压强度均有影响，其中灰砂比对抗压强度的影响最大。高承等[4]针对料浆质量浓度、水泥掺量、粗骨料含量及减水剂掺量等因素开展了四因素四水平的正交试验，发现粗骨料含量及料浆质量浓度为充填体早期强度的显著性影响因素。WU等[5]通过宏观力学和细观扫描试验，研究了碳纳米管和分形集料加固胶结堆石的力学性能和微观结构，发现适量的碳纳米管可以通过桥接充填体中微裂缝、压实结构中微孔和强化胶结基体等作用强化胶结充填体，而过量碳纳米管会使充填体中形成胶结团簇和空心胶结基体，从而影响充填体强度。LINGGA等[6]开展了直剪试验和三轴压缩试验，研究了废石胶结充填体的剪切特性，结果表明，当骨料粒径分布相同时，单轴抗压强度较高的试块内摩擦角略低，但黏聚力较高。侯永强等[7]开展了扫描电子显微镜微观测试，研究混合骨料胶结充填体的微观结构，发现废石掺量比例较高时，充填体内部微观结构的致密性会显著降低，从而降低充填体的强度。李聪等[8]应用骨料堆积密实度模型得出了混合骨料最佳掺和比。谭伟等[9]通过相似模拟试验，发现废石胶结充填体存在充填体强度四周高、中间低的非均质现象。GAO等[10]对废石胶结充填体进行了相似模拟试验，利用OpenCV和神经网络分析了颗粒离析和充填体强度的空间分布规律，发现重力偏析导致天然级配废石分布不均匀，且该神经网络对充填体强度的预测较可靠。BEHERA等[11]建立了三维模拟模型，用于预测所需的充填体强度，并将其应用于印度东部和西部几个地下矿山的充填体强度估算。
常规试验方式难以观察到充填体在受载过程中的损伤演化，因此开展充填体受载全程的细观结构模拟具有重要意义。WU等[12]在PFC3D数值软件中建立颗粒流模型，模拟胶结充填体试件的裂纹演化和颗粒破坏过程，发现胶结堆石体的强度除了与初始裂缝的数量有关，还与结构中裂缝的分布有关。程爱平等[13]使用PFC软件建立了充填体试样模型，进行单轴压缩模拟试验，对模拟充填体试样的主要细观力学参数进行敏感性分析，研究结果显示，平行黏结强度对充填体试样强度的影响最为显著。刘瑛等[14]借助颗粒流程序从细观角度分析了充填体的裂纹演化和细观声发射特征，发现充填体单轴抗压强度与加载速率呈二次函数关系。许长新等[15]建立了RFPA2D数值力学模型，分析胶结充填体的细观破坏演化模式和声发射特性，发现试件的破坏首先发生于力学性质较为薄弱的部位，经过微观、细观、宏观跨尺度发展，最终导致充填体破坏。马乾天等[16]基于PFC程序对块石胶结充填体模型进行蠕变模拟研究，发现模型内部的块石在分级恒载作用下会发生移动。目前，关于利用废石作为充填骨料的充填体细观结构演化方面的研究相对匮乏，且先前的研究鲜有考虑不同废石颗粒级配对充填体承载过程细观结构演化的影响。因此，研究考虑分形维数的颗粒级配对充填体细观承载结构的演化具有重要意义。
本文采用某萤石矿所用的风积沙、废石等材料，开展充填材料配比试验，研究废石粒径分布分形维数与充填料浆灰砂比对废石胶结充填体强度的影响；并构建颗粒流模型以分析废石胶结充填体单轴压缩过程中裂纹发育、力链演化和颗粒破坏的规律；进而探究废石骨料粒径分布分形维数对充填体强度性质的影响。
1　试验方法
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1.1　试验材料
试验中使用矿渣硅酸盐水泥作为胶结剂，采用某萤石矿所用的风积沙作为细骨料，制备胶结料浆。风积沙粒径分布如图1所示。由图1可知，风积沙的整体粒度在600 μm以内，粒径占比达到50%的粒径范围在35.34 μm以下，总体较细。所用废石为该矿山掘进废石，岩性为碳质板岩。
1.2　试验过程
试件采用立方三联砂浆抗压试模制成100 mm×100 mm×100 mm的标准试块。为调整不同试验方案下的废石骨料粒径分布分形维数，使用直径为1.0, 4.5, 10.0, 15.0, 20.0 mm的5种筛网对碎石进行分级筛分。为避免骨料尺寸效应产生的影响，试验中碎石最大尺寸为20 mm。根据间断分形级配理论，若废石骨料颗粒数量为N，直径为d，则有基于分形理论的骨料粒径分布公式[17]：
式中：Pi为该区间粒径分布质量分数；Mi为粒径处于区间内的骨料质量；Mt为所有骨料质量；di为所用分级筛的孔径；D为骨料粒径分布分形维数；dmin为骨料最小粒径；dmax为骨料最大粒径。
由式(1)可知，随着粒径分布分形维数的增加，粒径较小的骨料质量分数逐渐增大，废石骨料粒度整体更小。碎石粒径分布如图2所示。
试验方案见表1。试验中碎石粒径分布分形维数D取1.5,2.0,2.5三个水平，充填料浆灰砂比分别取1∶4,1∶6,1∶8三个水平，料浆质量浓度设置为70%。试块制作时，先将分级筛分后的碎石混合均匀并放入模具中。在确保碎石间相互接触后，将制备的浆液倒入模具中[18]，并进行充分振动，使料浆分布均匀。待试样初凝后保持95%湿度和25 ℃温度养护28 d。每种方案制备3个试块以评估结果的离散性。养护期满后，使用YAW-2000B型压力试验机测量试样单轴抗压强度，加载速率设置为1 mm/min。
1.3　试验结果分析
图3为充填体强度随废石骨料分布分形维数与充填料浆灰砂比变化的趋势，从图3可以看出，随着分形维数的增大和灰砂比的降低，充填体单轴抗压强度逐渐降低。
试块单轴抗压强度试验结果见表2。灰砂比从1∶4降到1∶8时，充填体的平均强度降低了1.38 MPa，分形维数从1.5增大至2.5时，充填体的平均强度降低了0.90 MPa。与废石骨料粒径分布分形维数相比，灰砂比对充填体抗压强度的影响更显著。当灰砂比一定时，随着骨料粒径分布分形维数的增加，试块的单轴抗压强度逐渐降低。灰砂比为1∶8时，不同分形维数试块强度的极差为0.40 MPa；灰砂比为1∶4时，不同分形维数试块的极差增加至1.54 MPa。这表明灰砂比越高，废石胶结充填体强度对分形维数的变化敏感性越高。为研究废石分形维数对胶结充填体力学特性的影响，后续研究中选取灰砂比为1∶4的试样强度参数标定颗粒流模型。
2　数值模拟
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2.1　颗粒流模型建立
本文考虑了废石骨料粒径分布对充填体抗压强度的影响，建立了充填体颗粒流模型，如图4所示。该模型为包含废石骨料和胶结基质两种材料的颗粒流模型。为简化模型，模型中假设充填料浆由单一颗粒构成，碎石骨料介质为废石骨料颗粒组合成的圆形团簇。模型中生成的废石胶结充填体是由废石骨料与充填料浆胶结形成的多孔结构。为简化模型，假设废石骨料被胶结基质充分包裹[19]。
模型中存在3种接触界面，分别是废石骨料颗粒-废石骨料颗粒界面、胶结基质颗粒-胶结基质颗粒界面和胶结基质颗粒-废石骨料颗粒接触界面，分别描述废石骨料、胶结材料、界面过渡区间力学特性。以上3种接触均采用平行黏结模型进行表征。平行黏结模型可以在不同实体间传递力和力矩，在计算中若黏结断裂则该处黏结力、力矩和刚度均会去除，模型退化为线性模型，仍可摩擦承载。本文采用Python编程生成随机的粒径分布满足间断分形级配公式的碎石骨料颗粒，并对生成的骨料颗粒施加重力，再将计算平衡后的废石骨料颗粒导入颗粒流模型中。这样生成的颗粒流模型中的废石骨料颗粒与试验部分所用废石骨料粒径分布分形维数及孔隙率一致。
平行黏结模型如图5所示。在荷载作用下，[A]、[B]两颗粒黏结的平行黏结模型中的拉应力和剪应力可以通过式(2)[20]得到：
其中，A、J、I的计算式如下：
式中：A为平行黏结接触处面积；为平行黏结接触的平均半径；J为转动惯量；I为惯性矩；为法向力；为法向力矩；为切向力；为切向力矩。
当法向力或者切向力超过允许的应力值时，平行黏结破坏，产生微裂纹。
基于前述试验结果，细观模型中碎石骨料与充填料浆的细观力学参数参照碳质板岩试样及纯料浆试样宏观力学参数标定。碎石骨料和水泥浆的界面参数则通过不同骨料粒径分形维数的试样标定。各接触界面的细观力学参数见表4。
充填体单轴压缩应力-应变曲线与试验结果的对比如图6所示。由图6可知，模拟结果与试验结果的峰值应力与弹性模量一致，应力-应变曲线吻合度较高。这表明该模型与废石胶结充填体试块在单轴压缩试验中的力学行为和破坏特征相一致。
2.2　模拟结果与分析
2.2.1　裂纹发育分析
各试样的裂纹分布情况如图7所示。从图7可以看出，裂纹主要萌生于废石骨料与料浆胶结基质接触界面，大多为拉裂纹。这意味着充填体受力过程中，废石骨料与料浆胶结基质间的界面较薄弱，因而沿该界面易发生断裂。持续加载下裂纹会沿该界面发展，贯穿胶结基质，形成主导裂缝。随着分形维数的逐渐增大，试样中细颗粒占比逐渐增大，试样中剪切裂纹的占比也逐渐增大，这可能是由于细颗粒间更容易产生相对滑动，剪切裂纹更易发育。对于骨料分形维数为1.5的试样，其裂纹分布不均匀，主要分布于大粒径骨料周边且该处有明显的局部裂纹积累，这表明裂纹主要沿大粒径骨料边缘发育。骨料分形维数为2.5的试样裂纹数量明显增加，这可能是由于细骨料占比增加后，试样中强度相对较低的界面过渡区面积扩大，更易产生裂缝。
图8为试样裂纹总数与应变的关系。从图8可以看出，试样中裂纹总数并非充填体强度的决定性因素。骨料分形维数为1.5的试样裂纹总数较骨料分形维数为2.0的试样多，但因其粗骨料颗粒较多，裂纹发育后，粗骨料间依旧能承担载荷，这使其峰值强度更高。
2.2.2　模型力链分析
试样单轴压缩过程的力链演化如图9所示。从图9可以看出，粗骨料和胶结基质共同构成了充填体的承载结构。力链主要在大粒径骨料间传导，表明粗骨料在承载时起关键作用，料浆胶结基质在承载过程中起链接和固定骨料的作用。随着载荷的增加，力链逐渐密集，特别是在大粒径骨料间的料浆胶结基质处。加载过程中，应力主要集中在大粒径骨料间的料浆胶结基质部分。由于该区域应力较集中，这部分胶结基质易产生裂纹，这也与之前观察到的裂纹分布情况相一致。
2.2.3　颗粒破坏分析
骨料粒径分布分形维数对充填体颗粒破坏的影响如图10所示。分形维数对试样的破坏形态有显著影响。分形维数较低的试样粗骨料含量更高，由于力链主要在大粒径骨料间传导，充填体更易出现局部颗粒破坏。在分形维数为1.5的试样中，结构破坏主要由试样左下部的局部碎胀颗粒诱发。这说明在粗骨料占比高的结构中，主要破坏机制为颗粒碎胀。分形维数较高的试样中细骨料占比更高，胶结基质分布更加均匀，可以更好地参与承载。此时颗粒的破坏主要沿着块石骨料的边界发展。在分形维数为2.5的试样中，结构破坏主要由细骨料及胶结基质引起。这说明在细骨料占比较高的结构中，结构破坏与胶结基质的损伤有关。
3　结论
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本文基于某萤石矿现有充填材料，开展了充填材料配比试验，研究了废石分形维数与充填料浆灰砂比对废石胶结充填体强度的影响；构建了废石骨料颗粒满足分形分布的颗粒流模型，探究了充填体单轴压缩过程中裂纹发育、力链演化和颗粒破坏的规律；探究了废石骨料粒径分布分形维数对充填体力学特性的影响，为充填方案设计提供了理论支撑。
（1）随着骨料粒径分布分形维数的增大和灰砂比的降低，试样的强度逐渐降低。灰砂比对充填体单轴抗压强度的影响大于骨料粒径分布分形维数。充填体强度对分形维数变化的敏感性随着灰砂比的增加而增加，灰砂比从1∶8增加至1∶4时，不同分形维数试样的强度极差从0.40 MPa增加至1.54 MPa。
（2）骨料与胶结基质之间的界面易发生破坏，并沿该界面形成贯穿胶结基质的裂缝。随着分形维数的增加，细颗粒占比增加，导致试样中剪切裂纹的占比增加。
（3）废石胶结充填体的主要承载结构为胶结基质包裹的废石骨料，力链主要在粗骨料间传导。加载时，应力集中在粗骨料间的胶结基质部分。分形维数为1.5的试样粗骨料占比高，试样破坏与颗粒碎胀有关。分形维数为2.5的试样细骨料占比高，胶结基质分布更均匀，能更好地参与承载，胶结基质损坏是结构破坏的主要原因。
（4）骨料分形维数对充填体的裂纹演化和破坏机制具有重要影响。在充填方案设计时，可以通过改变废石骨料的分形维数，灵活调整充填体的强度以满足实际需求。
基金
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  • 国家自然科学基金项目(52374116; 52234004)
文献
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2025年第45卷第2期
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  • 接收时间：2024-03-27
  • 首发时间：2026-10-29
  • 出版时间：2025-02-25
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  • 收稿日期：2024-03-27
基金
国家自然科学基金项目(52374116; 52234004)
作者信息
    1.东北大学 资源与土木工程学院，辽宁　沈阳　110819
    2.抚顺罕王傲牛矿业股份有限公司，辽宁　抚顺市　113116

通讯作者:

邢军（1967—），男，辽宁本溪人，博士，教授，主要从事矿产资源综合利用、岩体破裂与失稳控制研究。E-mail:
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2种不同金属材料的力学参数
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Number of
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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
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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
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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