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Article(id=1241064277130400085, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241064275599479114, articleNumber=null, orderNo=null, doi=10.3969/j.issn.0253-6099.2025.05.003, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1746979200000, receivedDateStr=2025-05-12, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773822381527, onlineDateStr=2026-03-18, pubDate=1759248000000, pubDateStr=2025-10-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773822381527, onlineIssueDateStr=2026-03-18, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773822381527, creator=13701087609, updateTime=1773822381527, updator=13701087609, issue=Issue{id=1241064275599479114, tenantId=1146029695717560320, journalId=1235980550691926019, year='2025', volume='45', issue='5', pageStart='1', pageEnd='201', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773822381162, creator=13701087609, updateTime=1773822785847, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241065973038501946, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241064275599479114, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241065973038501947, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241064275599479114, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=14, endPage=19, ext={EN=ArticleExt(id=1241064277386252639, articleId=1241064277130400085, tenantId=1146029695717560320, journalId=1235980550691926019, language=EN, title=Dynamic Response Characteristics of Saturated Mudstone Under Impact Load, columnId=1236276106018484431, journalTitle=Mining and Metallurgical Engineering, columnName=MINING, runingTitle=null, highlight=null, articleAbstract=

To analyze the damage effect of drilling and blasting in construction on the surrounding rock of roadway, a Hopkinson pressure bar (SHPB) test and numerical simulation were carried out to investigate the dynamic response characteristics of saturated mudstone under one-dimensional impact load. Under impact with different strain rate, rock samples undergo four deformation stages, including compaction, quasi-elasticity, yielding and unloading. The saturated mudstone has its dynamic elastic modulus in a linear relationship with the strain rate. As the strain rate increases, dynamic fragmentation of the rock samples is significantly enhanced, and the energy dissipation of saturated mudstone also correspondingly increases. The mean error between the peak stress obtained from the numerical simulation and the experiment is 7.9%, which accurately reflects the dynamic characteristics, such as morphology of mudstone fragmentation and dynamic stress-strain relationship, under impact with different strain rates. The strain rate effect of mudstone indicates that blasting disturbance will continuously change its energy state, so dynamic monitoring should be strengthened for the deformation of surrounding rock during tunneling.

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为分析钻爆法施工对巷道围岩造成的损伤效应，通过霍普金森压杆试验与数值模拟研究，分析一维冲击荷载下饱和泥岩的动力学响应特征。结果表明：在不同平均应变率条件下，岩样的冲击破坏经历了压密、似弹性、屈服与卸荷4个变形阶段；饱和泥岩的动弹性模量与应变率呈线性关系；随着应变率增加，岩样的动态破碎程度大幅提高，饱和泥岩的能量耗散程度也提高；数值模拟结果得到的峰值应力与试验结果的平均误差为7.9%，准确反映了不同应变率条件下泥岩破碎形态和动态应力应变关系等动力学特性。泥岩的应变率效应表明爆破扰动会持续改变其能量状态，在施工中须加强巷道围岩变形的动态监测。

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金翠叶（1985—），女（蒙古族），内蒙古赤峰人，硕士，讲师，主要研究方向为工程地质学。E-mail：

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金翠叶（1985—），女（蒙古族），内蒙古赤峰人，硕士，讲师，主要研究方向为工程地质学。E-mail：

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金翠叶（1985—），女（蒙古族），内蒙古赤峰人，硕士，讲师，主要研究方向为工程地质学。E-mail：

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Physical properties of mudstone

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干密度/(g·cm-3)天然含水率/%黏聚力/MPa内摩擦角/(°)变形模量/GPa
2.1510.48.5246.59.3
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泥岩的基本物理力学指标

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干密度/(g·cm-3)天然含水率/%黏聚力/MPa内摩擦角/(°)变形模量/GPa
2.1510.48.5246.59.3
), ArticleFig(id=1241064287381279643, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241064277130400085, language=EN, label=Table 2, caption=

SHPB test parameters of saturated mudstone

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样品组别直径/mm高度/mm平均应变率/s-1峰值应力/MPa破碎程度
S049.9350.0832.139.81粗破碎
S150.0249.9344.557.65中等破碎
S249.9650.0270.286.22中等破碎
S350.0750.1193.3109.30细破碎
S450.0549.93115.1145.14细破碎
), ArticleFig(id=1241064288920589228, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241064277130400085, language=CN, label=表2, caption=

饱和泥岩的SHPB试验参数

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样品组别直径/mm高度/mm平均应变率/s-1峰值应力/MPa破碎程度
S049.9350.0832.139.81粗破碎
S150.0249.9344.557.65中等破碎
S249.9650.0270.286.22中等破碎
S350.0750.1193.3109.30细破碎
S450.0549.93115.1145.14细破碎
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冲击荷载作用下饱和泥岩的动力学响应特征研究
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金翠叶 , 莎茹拉 , 马雪俐 , 宋开瑞
矿冶工程杂志 | 采矿 2025,45(5): 14-19
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矿冶工程杂志 | 采矿 2025, 45(5): 14-19
冲击荷载作用下饱和泥岩的动力学响应特征研究
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金翠叶 , 莎茹拉, 马雪俐, 宋开瑞
作者信息
  • 赤峰学院　资源环境与建筑工程学院，内蒙古　赤峰　024000

    • 金翠叶（1985—），女（蒙古族），内蒙古赤峰人，硕士，讲师，主要研究方向为工程地质学。E-mail：

Dynamic Response Characteristics of Saturated Mudstone Under Impact Load
Cuiye JIN , Rula SHA, Xueli MA, Kairui SONG
Affiliations
  • School of Resources, Environment and Architectural Engineering, Chifeng University, Chifeng 024000, Inner Mongolia, China
出版时间: 2025-10-01 doi: 10.3969/j.issn.0253-6099.2025.05.003
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为分析钻爆法施工对巷道围岩造成的损伤效应，通过霍普金森压杆试验与数值模拟研究，分析一维冲击荷载下饱和泥岩的动力学响应特征。结果表明：在不同平均应变率条件下，岩样的冲击破坏经历了压密、似弹性、屈服与卸荷4个变形阶段；饱和泥岩的动弹性模量与应变率呈线性关系；随着应变率增加，岩样的动态破碎程度大幅提高，饱和泥岩的能量耗散程度也提高；数值模拟结果得到的峰值应力与试验结果的平均误差为7.9%，准确反映了不同应变率条件下泥岩破碎形态和动态应力应变关系等动力学特性。泥岩的应变率效应表明爆破扰动会持续改变其能量状态，在施工中须加强巷道围岩变形的动态监测。

巷道施工  /  霍普金森压杆试验  /  泥岩  /  冲击荷载  /  动力学  /  破碎形态

To analyze the damage effect of drilling and blasting in construction on the surrounding rock of roadway, a Hopkinson pressure bar (SHPB) test and numerical simulation were carried out to investigate the dynamic response characteristics of saturated mudstone under one-dimensional impact load. Under impact with different strain rate, rock samples undergo four deformation stages, including compaction, quasi-elasticity, yielding and unloading. The saturated mudstone has its dynamic elastic modulus in a linear relationship with the strain rate. As the strain rate increases, dynamic fragmentation of the rock samples is significantly enhanced, and the energy dissipation of saturated mudstone also correspondingly increases. The mean error between the peak stress obtained from the numerical simulation and the experiment is 7.9%, which accurately reflects the dynamic characteristics, such as morphology of mudstone fragmentation and dynamic stress-strain relationship, under impact with different strain rates. The strain rate effect of mudstone indicates that blasting disturbance will continuously change its energy state, so dynamic monitoring should be strengthened for the deformation of surrounding rock during tunneling.

roadway construction  /  Hopkinson pressure bar (SHPB) test  /  mudstone  /  impact load  /  dynamics  /  morphology of fragmentation
金翠叶, 莎茹拉, 马雪俐, 宋开瑞. 冲击荷载作用下饱和泥岩的动力学响应特征研究. 矿冶工程杂志, 2025 , 45 (5) : 14 -19 . DOI: 10.3969/j.issn.0253-6099.2025.05.003
Cuiye JIN, Rula SHA, Xueli MA, Kairui SONG. Dynamic Response Characteristics of Saturated Mudstone Under Impact Load[J]. Mining and Metallurgical Engineering, 2025 , 45 (5) : 14 -19 . DOI: 10.3969/j.issn.0253-6099.2025.05.003
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钻爆法是巷道掘进施工常用的方法之一，爆破施工产生的冲击动力扰动效应会对巷道围岩稳定性造成严重影响，诱发巷道围岩大变形，进而引起巷道失稳破坏甚至坍塌，严重威胁施工安全[1-2]。许多学者对爆破施工过程中的岩石受力开展了研究，其中霍普金森压杆（SHPB）试验得到了广泛应用[3-6]。近年来，随着数值仿真技术的发展，大量学者采用数值模拟对岩石动力学进行仿真计算，取得了丰硕成果[7]。
泥岩是我国地层中分布广泛的一类沉积岩，经地表风化作用形成的风化泥岩具有一系列独特的工程性质[8]。由于风化泥岩松散程度较高，岩体内赋存大量孔隙，饱和湿化过程会造成其强度软化和泥化崩解现象，进而引起巷道围岩稳定性降低[9]。另外，受爆破施工、岩爆、地震等动力扰动，冲击荷载作用会对巷道开挖中的岩体稳定性造成显著影响，形成围岩松动圈[10]。应变率效应是动态加载条件下的一种特殊岩石力学表现。当岩石遭受动力扰动时，其变形特性，如强度、应力-应变关系等，会伴随冲击速率的改变而改变[11]。应变率效应主要归因于岩石内部应力传递与变形机制呈现出的不同动力响应特性[12-14]。在钻爆法施工条件下，有必要针对饱和泥岩动力学响应机制及其冲击破坏机理进行理论试验研究。本文以巷道围岩中的饱和泥岩为研究对象，进行了不同平均应变率条件下的SHPB试验，并结合数值仿真分析探讨泥岩破坏过程及应变率效应，为富水泥岩地层巷道爆破开挖提供施工建议。
1　试验
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1.1　试验材料
内蒙古东升庙矿区西部锌硫矿巷道施工过程中需穿越深厚的风化泥岩地层。风化泥岩的节理和裂隙发育程度高，围岩完整性差，钻爆法开挖易导致围岩稳定性受损。泥岩的粒径分布曲线如图1所示，室内物理力学试验获得的风化泥岩的基本物理指标如表1所示。依据《岩土工程勘察规范》（GB 50021—2020），泥岩粒度主要集中在粉粒（0.003 9～0.062 5 mm）和黏粒（-0.003 9 mm），表明该泥岩粒度较为细小。风化泥岩具有特殊的泥质结构，微观上表现为显微鳞片构造、显微毡状构造和显微定向构造。
1.2　试件制备
为了获得扰动程度较小的风化泥岩样品，先从现场采集几何尺寸较大的块状泥岩试件，并用保鲜膜封装好运回实验室；然后用线性切割机将完整的岩块削切成直径50 mm、长50 mm的圆柱体试件；并用砂纸将试件两端精磨，保证试件两端面平整度小于0.1 mm。采用真空泵对泥岩进行抽气饱和。首先，将泥岩试件装入真空饱和装置的饱和器内；将装有试件的饱和器垂直放入真空缸内，并确保密封良好；启动真空泵，对真空缸进行抽气，使其内部处于负压状态；打开注水阀注入去离子水，静置12 h，使蒸馏水充分渗入泥岩试件的孔隙中。饱和后的试件饱和度达到98%，含水率为19.5%。
1.3　试验方法
SHPB动态测试系统可实现不同波形条件下的加载和数据采集。动态应变测试系统和数据处理系统可实时监测试件破裂过程和变形。SHPB试验装置的组成部件包括入射杆、透射杆与子弹等，应变片可以测量应变信号，经信号处理得到动态应力、应变数据。为保证入射波顺利通过界面，压杆端面须满足光滑和平整的要求，保证试件受力均匀。试验设置了5种平均应变率，分别为32.1、44.5、70.2、93.3、115.1 s-1，对应的试验组别分别为S0、S1、S2、S3、S4，施加一维冲击荷载，直到试件破坏为止。
1.4　模型建立
采用Abaqus 13.1有限元软件平台进行SHPB试验过程的仿真模拟。Abaqus软件显式算法可以解决复杂非线性结构问题，包括大变形和动态情况。该软件在接触算法方面采用了动态约束法和分布参数法，在建模方法上使用流固耦合算法，求解过程主要包括前处理、求解计算和后处理3个步骤。前处理阶段涉及定义材料模型和单元类型、建立模型、划分网格等；求解计算阶段通过求解器对关键字文件进行运算；最后建立岩石、压杆以及子弹的有限元模型，其中压杆两端所有节点添加固定单点约束，压杆为刚性单元。建立的试件有限元数值模型如图2所示。
2　试验结果分析
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2.1　应力-应变关系
在SHPB试验中，应力和应变的计算满足一维应力波传播和应力平衡的假设。饱和泥岩在不同平均应变率冲击荷载下的应力-应变曲线如图3所示。
不同平均应变率条件下，饱和泥岩的应力-应变演变趋势基本相似。根据曲线发展趋势可将冲击加载过程分为初始压密、近似线弹性变形、应力屈服和快速卸荷4个阶段。初始压密阶段，泥岩动态应力-应变曲线呈轻微上凹趋势，这时试件中的孔洞逐渐发生闭合，原始裂隙减少，岩石的抗变形能力得到了强化；近似线弹性变形阶段，泥岩动应力随着动应变增加大致呈直线上升发展趋势，这时泥岩内部颗粒发生挤压，伴有次生裂隙的萌生和扩展；应力屈服阶段，泥岩动应力呈向上凸形增长直至顶峰，次生裂隙快速发展，并形成破裂面；泥岩动应力超过峰值后进入快速卸荷阶段，曲线迅速跌落。试验结果表明，93.3、115.1 s-1为泥岩的高应变速率，在这2种平均应变率条件下，泥岩变形和破坏过程非常迅速，伴随着裂纹高速扩展；44.5、70.2 s-1为泥岩的中应变速率，此时泥岩变形和破坏过程依旧较快，伴随着短时间内动应力快速上升现象；32.1 s-1为泥岩的低应变速率，此时泥岩变形和破坏过程相对较为缓和，但仍属于动态加载范畴。
极限强度σu是材料在受力情况下所能承受的最大应力值，当应力达到材料极限强度时，材料会出现十分明显的塑性变形现象。分析图3，获取了饱和泥岩的SHPB试验参数，结果如表2所示。结果表明，随着平均应变率的增加，泥岩的动极限强度呈现显著增大的趋势。内部结构变化、孔隙水压力变化以及应变硬化现象的综合作用，使得泥岩能够在快速加载条件下展现出更高的承载能力和抗破坏性能[15]。此外，泥岩的动应力-应变曲线具有显著非线性、初始斜率较大且随着应变增加而减小、峰值后迅速下降的特点，与砂岩和花岗岩等硬质岩石相比，其能量吸收能力较弱，且具有较低的弹性模量和较高的塑性变形能力[16]。
2.2　动力学特征指标
根据应力-应变曲线计算弹性变形过程中应力与应变的比值，即动弹性模量Ed。Ed反映了材料抵抗动态变形的能力，与静弹性模量不同，Ed受到岩石内部晶体的阻尼效应和惯性效应等因素的影响[17]。泥岩的Ed与平均应变率之间存在正相关的一次函数递增关系，拟合关系如式（1）所示。随着平均应变率的增大，动弹性模量呈现较为稳定且持续的增长趋势，饱和泥岩的动力特性与应变率之间存在密切的正相关关系。在高应变率条件下，泥岩试件在高速加载过程中表现出更优的抗拉性能，导致岩石材料的延性增强，进而能够承受更大的冲击荷载作用。这种延性增强使得材料能够吸收更多的冲击能量，最终表现为更高的峰值动应力和更大的破坏动应变。因此，通过动弹性模量可以进一步量化泥岩动力学特性对不同应变率条件的响应特征。
式中为平均应变率，s-1。
2.3　冲击破坏状态
不同平均应变率下的饱和岩样冲击破碎形态如图4所示，试验后采用筛孔直径分别为2 mm和10 mm的筛子对破碎试件进行筛分，岩石破碎后的粒度分布与应变率的关系曲线如图5所示。
在不同平均应变率动荷载下，饱和泥岩呈现粗破碎、中等破碎和细粉碎3种破坏程度。S0试件受到冲击作用后呈现粗破碎的形态，未见明显的碎块崩落，仅表面可见数条径向裂缝，破碎后的粒度严重两极分化，95%以上的粒度为大颗粒。S1和S2试件为中等破碎，破碎的岩石块体尺寸较大，破碎后的岩块粒度分布发生变化，粗颗粒比例下降，中、小颗粒比例上升，但粒度小于2 mm的细颗粒占比不足15%。S3和S4试件破坏后呈现细破碎状态，细小裂隙在其周围延展扩散，试件整体破碎，可见明显碎块崩落，粒度小于2 mm的小颗粒占比明显增加。S4试件的粉碎现象十分明显，粒度小于2 mm的颗粒占比接近40%。
试验结果表明，饱和泥岩试件破坏形态与冲击速率密切相关，随着平均应变率增加，试件破坏从以轴向劈裂为主的破坏模式过渡到粉碎性压裂模式，冲击破坏的能量耗散大幅增加。究其原因，冲击入射波提供的能量值随着平均应变率增加快速提高，累积能量耗散程度增加趋势加快，导致岩石发生冲击破坏后的裂纹数量和结构损伤程度显著上升。冲击破坏后的破碎形态变化体现了饱和泥岩吸能耗能特性具有明显的应变率效应。
3　数值模拟分析
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3.1　岩样的破坏模式
利用数值模拟软件对泥岩SHPB试验进行仿真计算，分析动载作用下岩石破坏过程。以低应变率（32.1 s-1）和高应变率（115.1 s-1）为例，得到泥岩冲击破坏的主应力分布云图如图6所示。随着冲击荷载的施加，饱和泥岩试件的破坏程度逐渐累积，冲击荷载造成的试件开裂逐渐明显。冲击荷载中试件所吸收的能量使其内部裂纹发生扩展，最终导致试件发生失稳破坏。在低应变率条件下，试件破碎后的大粒度碎块主要呈现为劈裂状柱体，截面产生数条径向裂隙。当应变率增加至115.1 s-1后，试件破坏后的小粒度碎块数量明显增加，冲击破坏后的试件表面产生大量微裂纹并动态扩展，导致边缘表面单元逐渐脱落，同时岩样端面的微裂纹聚集、扩展、贯通，发生完全破碎解体。根据岩石动态损伤机理[18]研究，岩石所受冲击速率越快，断裂面积变化越快，应变能和累积比能耗散也越高，进而使其破损程度明显加剧，这种特性反映能量吸收和耗散特性的应变率效应。在低应变率条件下，试件受到冲击破坏耗散的能量较小，激活的破坏裂纹相对较少，形成沿压应力方向扩展的主裂隙面，宏观上表现为轴向劈裂损伤模式。在高应变率条件下，入射波吸收的能量更大，试件受到冲击动力作用后形成了更广泛的结构损伤。数值模拟与SHPB试验结果均有效反映了应变率对饱和泥岩的损伤状态存在显著影响。
3.2　泥岩的动态应力-应变曲线
数值模拟软件中，需从入射杆和反射杆的中间部分选取一个单元，以对应试验中连接应变片的位置，并输出应变-时间曲线。参考平移修正两波法的数据处理方法，计算出相应的动态应力-应变曲线，并将模拟结果与试验结果进行比较，结果如图7所示。
由图7可知，模拟结果与试验结果变化趋势一致，应变率由32.1 s-1增加到115.1 s-1时，数值模拟试件破坏时的峰值应力由41.3 MPa上升至158.94 MPa，与试验得到的峰值应力的平均相对误差仅7.9%，主要原因是真实的泥岩试件端面与内部存在一定缺陷，为非均匀介质，而利用数值模拟建立的模型为完整均匀的材料。
数值模拟结果与试验结果吻合度相对较高，均证明泥岩在一维冲击荷载下的动力学响应存在明显的应变率效应，且高速冲击耗散更多的应变能，增大岩石破坏后的粉碎性。说明高速冲击严重影响饱和泥岩的整体稳定性，需要充分重视钻爆法施工过程中高速冲击荷载造成的围岩损伤效应。在实际工程中，需要结合围岩存在的缺陷和裂隙进行探测，并对裂隙进行及时注浆封堵。同时，在爆破作业前，要选择合适的抗冲击缓冲材料，如高密度聚氨酯缓冲层进行围岩防护，以提高施工的安全性。
4　结论
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1）随着平均应变率增加，饱和泥岩的峰值动应力和破坏应变呈增加趋势，动弹性模量与应变率呈线性函数关系。
2）在一维冲击荷载作用下，破坏的碎块粒度随着平均应变率增加而减小，破碎程度提高，表明随着冲击速率提高，岩样冲击破坏过程中的能量耗散明显增加，冲击韧性显著降低。
3）数值模拟得到的饱和泥岩动应力-应变关系及破坏模式，与试验结果呈现较高的吻合度，共同印证了饱和泥岩在动力作用下的响应存在显著的应变率效应。
4）试验和模拟结果表明，在巷道爆破开挖过程中，必须高度重视高速冲击荷载给围岩结构造成的损伤，采取科学防护措施，以提高施工巷道围岩稳定性和安全性。
基金
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  • 内蒙古高校科研项目(NJZY7308)
文献
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2025年第45卷第5期
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doi: 10.3969/j.issn.0253-6099.2025.05.003
  • 接收时间：2025-05-12
  • 首发时间：2026-03-18
  • 出版时间：2025-10-01
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  • 收稿日期：2025-05-12
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内蒙古高校科研项目(NJZY7308)
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    赤峰学院　资源环境与建筑工程学院，内蒙古　赤峰　024000
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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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