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Article(id=1241442325835076203, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2023.01.021, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1663084800000, receivedDateStr=2022-09-14, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773912515362, onlineDateStr=2026-03-19, pubDate=1677600000000, pubDateStr=2023-03-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773912515362, onlineIssueDateStr=2026-03-19, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773912515362, creator=13701087609, updateTime=1773912515362, updator=13701087609, issue=Issue{id=1241442313185063097, tenantId=1146029695717560320, journalId=1240670690148397066, year='2023', volume='40', issue='1', pageStart='1', pageEnd='220', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773912512346, creator=13701087609, updateTime=1773912765519, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241443375145079400, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241443375145079401, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=154, endPage=159, ext={EN=ArticleExt(id=1241442327974171310, articleId=1241442325835076203, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Study on Dynamic Stability of Toppling Dangerous Rock Mass under Blasting Vibration Considering Size Effect, columnId=1240702076553065119, journalTitle=Blasting, columnName=BLASTING SAFETY, runingTitle=null, highlight=null, articleAbstract=

The stability calculation is the key to prevent and control the geological disaster of dangerous rock collapse, which is of great practical and prediction significance. However, the quasi-static method cannot depict the influence of factors as the shape and geometric size of the dangerous rock mass, the frequency and initial phase on the actual blasting vibration load. Based on conventional pseudo-static analysis and the slice method, a blasting dynamic stability analysis method considering size effect is established. This calculation program is compiled by using MATLAB. The results indicate that the calculated minimum stability coefficients of dangerous rock mass vary periodically with the initial phase of the blasting seismic waves. For a given calculation with specific parameters, the coefficients are proximate to those calculated by conventional quasi-static analysis. The relative difference of these two calculations is between 5.1% and 8.2%, which indicates the calculation method and program are reasonable and effective. When the number of slices is 1, the calculated results of the program are equivalent to those calculated by traditional quasi-static method. The method proposed in this study provides a reference for dynamic stability analysis and evaluation for dangerous rock mass.

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危岩体稳定性计算是危岩体崩塌地质灾害防治的关键，提出科学准确的危岩体稳定性计算方法对预测危岩体崩塌具有重要的现实意义。拟静力法进行危岩体爆破动力稳定分析，不能真实反映危岩体形状、尺寸及爆破地震频率、初相位等因素对动力荷载实际作用情况的影响。针对倾倒式危岩体，在传统极限平衡和条分法的基础上，考虑了危岩体形状、几何尺寸、爆破地震波频率和入射初相位等因素，建立了考虑尺寸效应的爆破动力稳定分析方法，利用MATLAB软件编制了相应计算程序。算例验证结果表明：计算出的稳定性系数随爆破地震入射初相位的变化呈现一定周期性规律变化，在参数一定的情况下，运用本文方法和程序计算出的危岩体最小稳定性系数与传统拟静力法计算结果比较接近，但均略大于传统拟静力法计算结果，相对差值在5.1%~8.2%之间，符合尺寸效应的讨论结果，计算方法和程序是合理有效的。在条分数取值为1时，所编制的程序计算结果等同于按照传统拟静力方法分析危岩体爆破振动动力稳定性。研究成果可为危岩体爆破动力稳定分析评价、工程建设中危岩体灾害防治以及控制爆破提供一定的参考和依据。

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李洪涛（1979-），男，博士、教授，主要从事工程爆破、岩石动力学方面的教学与研究工作，（E-mail）。
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曲芯雨（1998-），女，硕士研究生，主要从事水工结构、工程爆破方面的研究，（E-mail）。

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曲芯雨（1998-），女，硕士研究生，主要从事水工结构、工程爆破方面的研究，（E-mail）。

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曲芯雨（1998-），女，硕士研究生，主要从事水工结构、工程爆破方面的研究，（E-mail）。

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journalId=1240670690148397066, articleId=1241442325835076203, language=EN, label=Table 1, caption=

Parameter values of dangerous rock mass

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编号坐标位置主要参数
Qds1A（0，20）B（15，0）C（20，0）D（25，15）h=10、a=3、b=8、h0=1、σt=600
Qds2A（0，20）B（10，0）C（20，0）D（25，15）h=10、a=3、b=8、h0=10、σt=600
), ArticleFig(id=1241442341031039270, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442325835076203, language=CN, label=表1, caption=

危岩体计算参数取值

, figureFileSmall=null, figureFileBig=null, tableContent=
编号坐标位置主要参数
Qds1A（0，20）B（15，0）C（20，0）D（25，15）h=10、a=3、b=8、h0=1、σt=600
Qds2A（0，20）B（10，0）C（20，0）D（25，15）h=10、a=3、b=8、h0=10、σt=600
), ArticleFig(id=1241442341152674093, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442325835076203, language=EN, label=Table 2, caption=

Example calculation results of dangerous rock mass stability

, figureFileSmall=null, figureFileBig=null, tableContent=
编号最小稳定性系数最小稳定性系数对应爆破地震初相位
ϕxϕy
Qds11.4221.87 π0.87 π
Qds21.2801.94 π0.94 π
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危岩体稳定性分析算例计算结果

, figureFileSmall=null, figureFileBig=null, tableContent=
编号最小稳定性系数最小稳定性系数对应爆破地震初相位
ϕxϕy
Qds11.4221.87 π0.87 π
Qds21.2801.94 π0.94 π
), ArticleFig(id=1241442341362389310, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442325835076203, language=EN, label=Table 3, caption=

Calculation results of quasi-static method

, figureFileSmall=null, figureFileBig=null, tableContent=
编号加速度/（m·s-2）爆破地震荷载/kN危岩体抗拉强度/kPa稳定性系数Fs
Qds10.441606001.352
Qds20.442386001.197
), ArticleFig(id=1241442341492412742, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442325835076203, language=CN, label=表3, caption=

传统拟静力法计算结果

, figureFileSmall=null, figureFileBig=null, tableContent=
编号加速度/（m·s-2）爆破地震荷载/kN危岩体抗拉强度/kPa稳定性系数Fs
Qds10.441606001.352
Qds20.442386001.197
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考虑尺寸效应的倾倒式危岩体爆破振动动力稳定研究
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曲芯雨 a , 李洪涛 a, b , 姚强 a, b , 李程 a , 冯思敏 a
爆破 | 安全与管理 2023,40(1): 154-159
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爆破 | 安全与管理 2023, 40(1): 154-159
考虑尺寸效应的倾倒式危岩体爆破振动动力稳定研究
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曲芯雨a , 李洪涛a, b , 姚强a, b, 李程a, 冯思敏a
作者信息
  • a.四川大学　水利水电学院，成都　610065
  • b.四川大学　水力学与山区河流开发保护国家重点实验室，成都　610065

    • 曲芯雨（1998-），女，硕士研究生，主要从事水工结构、工程爆破方面的研究，（E-mail）。

通讯作者:

李洪涛（1979-），男，博士、教授，主要从事工程爆破、岩石动力学方面的教学与研究工作，（E-mail）。
Study on Dynamic Stability of Toppling Dangerous Rock Mass under Blasting Vibration Considering Size Effect
Xin-yu QUa , Hong-tao LIa, b , Qiang YAOa, b, Cheng LIa, Si-min FENGa
Affiliations
  • a.State Key Laboratory of Hydraulics and Mountain River Engineering, Chengdu 610065, China
  • b.College of Water Resource and Hydropower, Sichuan University, Chengdu 610065, China
出版时间: 2023-03-01 doi: 10.3963/j.issn.1001-487X.2023.01.021
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摘要
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危岩体稳定性计算是危岩体崩塌地质灾害防治的关键，提出科学准确的危岩体稳定性计算方法对预测危岩体崩塌具有重要的现实意义。拟静力法进行危岩体爆破动力稳定分析，不能真实反映危岩体形状、尺寸及爆破地震频率、初相位等因素对动力荷载实际作用情况的影响。针对倾倒式危岩体，在传统极限平衡和条分法的基础上，考虑了危岩体形状、几何尺寸、爆破地震波频率和入射初相位等因素，建立了考虑尺寸效应的爆破动力稳定分析方法，利用MATLAB软件编制了相应计算程序。算例验证结果表明：计算出的稳定性系数随爆破地震入射初相位的变化呈现一定周期性规律变化，在参数一定的情况下，运用本文方法和程序计算出的危岩体最小稳定性系数与传统拟静力法计算结果比较接近，但均略大于传统拟静力法计算结果，相对差值在5.1%~8.2%之间，符合尺寸效应的讨论结果，计算方法和程序是合理有效的。在条分数取值为1时，所编制的程序计算结果等同于按照传统拟静力方法分析危岩体爆破振动动力稳定性。研究成果可为危岩体爆破动力稳定分析评价、工程建设中危岩体灾害防治以及控制爆破提供一定的参考和依据。

危岩体  /  爆破振动  /  尺寸效应  /  稳定性计算程序

The stability calculation is the key to prevent and control the geological disaster of dangerous rock collapse, which is of great practical and prediction significance. However, the quasi-static method cannot depict the influence of factors as the shape and geometric size of the dangerous rock mass, the frequency and initial phase on the actual blasting vibration load. Based on conventional pseudo-static analysis and the slice method, a blasting dynamic stability analysis method considering size effect is established. This calculation program is compiled by using MATLAB. The results indicate that the calculated minimum stability coefficients of dangerous rock mass vary periodically with the initial phase of the blasting seismic waves. For a given calculation with specific parameters, the coefficients are proximate to those calculated by conventional quasi-static analysis. The relative difference of these two calculations is between 5.1% and 8.2%, which indicates the calculation method and program are reasonable and effective. When the number of slices is 1, the calculated results of the program are equivalent to those calculated by traditional quasi-static method. The method proposed in this study provides a reference for dynamic stability analysis and evaluation for dangerous rock mass.

dangerous rock mass  /  blasting vibration  /  size effect  /  stability calculation program
曲芯雨, 李洪涛, 姚强, 李程, 冯思敏. 考虑尺寸效应的倾倒式危岩体爆破振动动力稳定研究. 爆破, 2023 , 40 (1) : 154 -159 . DOI: 10.3963/j.issn.1001-487X.2023.01.021
Xin-yu QU, Hong-tao LI, Qiang YAO, Cheng LI, Si-min FENG. Study on Dynamic Stability of Toppling Dangerous Rock Mass under Blasting Vibration Considering Size Effect[J]. Blasting, 2023 , 40 (1) : 154 -159 . DOI: 10.3963/j.issn.1001-487X.2023.01.021
正文
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随着人类生存发展空间不断向山区扩大，危岩体崩塌成为最常见的岩质边坡危险源之一[1]。如果在施工作业中对爆破振动效应控制不当，可能诱发边坡危岩体发生失稳崩塌，对工程和周围人民生命财产安全带来威胁[2]。
危岩体稳定性计算是危岩体崩塌地质灾害防治的关键，提出科学准确的危岩体动力稳定性计算方法对预测评估危岩体崩塌风险具有重要的现实意义，国内外学者做了大量的研究。Zhao Ruixin等基于京沪高速公路改扩建工程现场实测数据[3]，建立了微差爆破动荷载时程曲线，采用拟静力法分析了微差爆破作用下岩石高边坡的稳定性。Peng Xiaoyong等通过力学分析[4]，结合危险岩体失稳模式和破坏机制，基于极限平衡法，考虑爆破开挖对危岩体动力特性的影响，推导出爆炸荷载作用下相邻边坡爆破开挖危险岩体的稳定性方程；Wang Yunjin等采用拟静力法对滑移式危岩体进行了稳定性分析并验证[5]。龚昱文基于极限平衡法和断裂力学理论[6]，对危岩进行力学模型概化，对最大周向应力断裂准则和最大剪应力断裂准则进行了分析，并推导出危岩的稳定性系数表达式；文玉忠等以大丫山水电站厂房后山边坡为例[7]，采用拟静力法对危岩体的稳定性进行了计算，并提出了边坡治理方案。周游等基于刚体极限平衡法和一次二阶矩阵法[8]，研究了滑移式危岩体在各种工况下的稳定系数和失稳概率，并给出了稳定性评判标准。王玉平等基于极限平衡理论和岩体结构理论[9]，根据危岩体倾倒式、滑移式和崩塌式的三种失稳模式，建立了倾倒式危岩破坏模式下稳定系数的表达式。张祎等基于可靠度理论和拟静力法[10]，建立了考虑爆破振动作用下不同失稳模式下危岩体的功能函数、可靠指标和失稳概率计算方法。舒家军等基于极限平衡分析理论[11]，对极限平衡理论下高寒地区危岩体稳定性计算参数进行研究。
综上所述，在爆破振动对危岩体影响方面，目前基本仍然是借鉴规范中的拟静力法进行极限平衡分析，荷载的施加参照天然地震的施加方法，在危岩体稳定性最不利方向施加统一大小的荷载，但爆破地震与天然地震在频率、波长等方面有显著区别，同时危岩体地质条件、形状尺寸的影响，可能会使稳定性分析结果有所偏差，不能反映爆破地震作用于危岩体的实际情况[12-14]。
针对拟静力法进行危岩体稳定分析和评价的缺陷，本文在传统极限平衡分析方法的基础上，综合考虑危岩体形状、几何尺寸，爆破地震加速度的频率、初相位等因素的影响，提出考虑尺寸效应的危岩体爆破动力稳定分析方法，并编制相应计算程序，开展算例验证，对于工程建设中危岩体崩塌地质灾害防治具有理论意义和实用价值。
1　基于极限平衡的危岩体爆破动力稳定分析
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1.1　危岩体失稳模式
危岩体分类复杂，目前还没有形成统一的标准。根据重庆交通大学、成都理工大学、重庆市质量技术监督局等单位的研究，按照危岩体脱离母体后的破坏模式，可以分为滑移式、倾倒式和坠落式三种形式[15-18]。本文主要针对倾倒式危岩体开展研究。
倾倒式危岩体主要发育在坡度较陡的斜坡中，其后部主控结构面的倾斜程度与边坡坡度接近相同，此外该类危岩体下部岩体出现局部临空现象，其重心大多数情况下处于基座支点的外侧（图1）。
在爆破地震荷载等外力的作用下，倾倒式危岩体失稳破坏的主要特征是：造成岩体后缘的陡倾主控结构面松弛，强度降低，切割裂隙逐渐扩展，被震裂的岩体临空条件好。其稳定性主要受倾覆力矩的作用，当在爆破地震荷载作用下，如果倾覆力矩大于抗倾力矩时，危岩体将发生倾倒破坏[19,20]。爆破地震荷载作用下的倾倒式危岩体动力稳定分析根据其重心位于倾覆点的内侧和外侧分为2种情况。参照基于极限平衡的危岩体稳定分析方法，可以推导得到倾倒式危岩体的爆破动力稳定性计算公式。
1.2　倾倒式危岩体爆破动力稳定计算公式
（1）第一类倾倒式危岩体
对于第一类倾倒式危岩体，其重心位于倾覆点O的内侧。其力学模型示意图如图2。
当第一类倾倒式危岩体的抗倾力矩大于倾覆力矩时，则危岩体保持稳定状态，其在爆破地震荷载作用下的稳定性系数Fs为
（2）第二类倾倒式危岩体
对于第二类倾倒式危岩体，其重心位于倾覆点O的外侧。其力学模型如图3所示。
此类倾倒式危岩体稳定性系数通常低于第一类，根据倾覆点O处的倾覆力矩、抗倾力矩得出爆破地震荷载作用下的第二类倾倒式危岩体稳定性系数Fs为
式（1）和（2）中：σt代表危岩体和基座间的抗拉强度标准值，kPa；[σt]是危岩体本身的抗拉强度允许值，kPa；当基座为硬岩时，取[σt]=σt；当基座为软岩时，取该软岩的抗拉强度标准值；a代表危岩体重心位置与倾覆点之间的水平距离，m；b表示危岩体主控结构面的底端与倾覆点O之间的距离，m；h0代表危岩体重心到基座的垂直距离，m。θ为危岩体处坡角，°；H为危岩体的垂直高度，m；h为后缘裂隙垂直深度，m；G为危岩体的重量，kN；Fy为危岩体竖直方向上作用的爆破地震荷载，kN；Fx为危岩体水平方向上作用的爆破地震荷载，kN；P为水平地震力，kN/m2；S为裂隙水压力，kN；hw为为后缘裂隙的充水高度，m，根据裂隙深度和汇水条件确定，天然状态取1/3竖直贯通裂隙高度，即hw=h/3，暴雨状态期间取2/3竖直贯通裂隙高度，即hw=2h/3[20]。
2　考虑尺寸效应的危岩体爆破振动动力稳定分析
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2.1　爆破地震作用于危岩体的尺寸效应
目前通常采用的爆破地震荷载作用下的危岩体稳定性分析，基本参照天然地震的处理方法，对爆破地震荷载按照最不利方向，以一个统一的值加于危岩体重心处。但爆破地震与天然地震有着显著区别，特别是在频率方面，可以达到几十Hz甚至更高。以主频为50 Hz的爆破地震波为例，按照4000 m/s的传播速度，其波长为80 m，则半波长为40 m[21]。危岩体尺寸在几米量级时，爆破地震对危岩体的作用与天然地震类似，稳定性计算可以参照天然地震作用下的极限平衡分析方法。但当危岩体尺寸变大，达到几十米量级时，危岩体所受动力荷载情况会有所不同，如图4所示，当爆破地震波传播到危岩体部位时，危岩体不同部位受地震荷载的大小和方向是不一致的，此时如果仍然按照天然地震的计算方法，计算结果与实际情况可能存在较大出入。因此，危岩体爆破动力稳定分析中，不能忽略危岩体的尺寸效应，必须考虑爆破地震波频率、相位及岩体破地震荷载实际施加情况的影响[22]。
基于此，本文在传统极限平衡分析的基础上，对危岩体进行条分，建立考虑尺寸效应的危岩体爆破动力稳定分析方法。计算中，危岩体的刚体和平面结构假定维持不变，在爆破地震荷载施加和计算时尽可能贴近实际情况，但为分析方便，做如下简化和假定：
1）对危岩体进行条分时不考虑条间摩擦。
2）将每个微条块上作用的爆破地震荷载看成是独立的，忽略每个微条块对危岩体重心处的力矩作用；
3）爆破地震波在危岩体范围内不发生衰减。
4）爆破地震波频率成分复杂，将其简化为正弦波处理，正弦波频率与爆破地震主频一致，沿危岩体竖直和水平向的爆破地震波波长相同，且加速度幅值、频率一致。
2.2　危岩体爆破地震荷载计算
根据基本假定，在危岩体上爆破振动加速度不发生衰减；其次为了计算方便将水平径向和竖直向上的爆破振动加速度的幅值、频率以及波速均视为是一致的，且以单波的形式进行爆破地震波的能量传递，可以得到水平径向和竖直向上的爆破振动加速度的表示形式[23]
式（3）和式（4）中：A为爆破振动加速度的幅值，m/s2；a（x）、a（y）为水平径向和竖直向上爆破振动加速度表达式；f为爆破振动加速度的频率，Hz；v为爆破地震波的传播速度，m/s；ϕx、ϕy表示水平径向和竖直向上的爆破振动加速度初相位。
为了确定危岩体上各部位作用的荷载大小和方向，以条分法为基础，综合考虑危岩体形状，几何尺寸，根据质量计算公式和牛顿第二定律，对每个“微条块”上作用的水平径向和竖直向上的爆破地震荷载进行矢量叠加，可求出整个危岩体竖直向上和水平径向作用的爆破地震荷载Fx和Fy（kN）
在式（5）中，mxi为危岩体在水平方向上划分任意“微条块”的质量，kg；myi为危岩体在竖直方向上划分任意“微条块”的质量，kg；axi、ayi为作用在对应“微条块”上作用的水平径向和竖直向上的爆破振动加速度值，m/s2。
综上所述，通过式（5）和（6）求出危岩体上作用的水平径向和竖直向上的爆破地震荷载Fx、Fy后，即可参与式（1）和式（2）的稳定极限平衡分析，求得倾倒式危岩体爆破动力稳定性系数。
2.3　考虑尺寸效应的危岩体稳定计算程序
根据上述假定和公式推导，利用MATLAB软件编制了考虑尺寸效应的危岩体爆破动力稳定分析程序，其架构和计算流程如图5所示。
3　算例验证
收起
对程序进行验证，选取确定的危岩体尺寸（此处选取20 m级进行验算），取爆破地震加速度的幅值A=0.4 m/s2、频率f=50 Hz、波速v=4000 m/s、条分数n=50。
3.1　危岩体稳定性计算分析
倾倒式危岩体的参数取值如表1所示，计算结果如图6、表2所示。
从计算结果可以看出，利用本文提出的危岩爆破地震作用下体的动力稳定分析方法和程序，考虑了危岩体尺寸、爆破地震频率等因素影响，计算出的稳定性系数随着爆破地震入射初相位的变化呈现一定的周期性规律变化。
3.2　与传统拟静力法比较
在计算参数不变的情况下，运用传统拟静力法对表1中不同失稳模式危岩体在荷载组合[危岩体自重+裂隙水压力（暴雨工况）+爆破地震荷载]工况下进行稳定性计算，结果见表3所示。
根据表2、表3可知，对于给定的危岩体算例，在参数一定的情况下，运用本文方法和程序（wytwdxxs）计算出的危岩体稳定性系数与传统拟静力法计算结果比较接近，但均大于传统拟静力法计算结果，相对差值在5.2%~6.9%之间，符合尺寸效应的讨论结果，计算方法和程序是合理有效的。
根据计算结果可以看出，传统拟静力法按照在最不利方向施加统一的峰值荷载，对比本文计算方法，计算出的稳定性系数相对实际情况会偏小，在安全性评价方面会偏于保守。而如果随着爆破地震频率增大，波长减小，在振速幅值一定的情况下，加速度幅值会相应增大，按照两种方法计算得到的稳定性系数的绝对差值会进一步加大。
4　结论
收起
1）危岩体爆破动力稳定分析中，不能忽略危岩体的尺寸效应，本文在传统极限平衡分析的基础上，综合考虑了爆破地震波频率、相位及危岩体尺寸等因素，在爆破地震以正弦波简化假定前提下，通过每个微条块上的动力荷载累积计算获得爆破地震附加荷载，提出了考虑尺寸效应的危岩体爆破动力稳定分析方法，利用MATLAB软件编制了相应的计算程序，并与传统方法进行对比验证。
2）本文方法和程序的稳定性系数计算结果，是取不同相位地震荷载对应稳定系数的最小值，所以存在一种极限情况，即条分数n=1时，当两个方向爆破地震波的初相位刚好使得最不利作用方向的峰值处于危岩体重心处时，此时对应的稳定性系数计算值与传统拟静力法相等。因此，本文所编制的程序也适用于按照传统拟静力方法分析危岩体爆破振动动力稳定性。
3）提出的考虑尺寸效应的危岩体爆破动力稳定分析方法，在危岩体尺寸较大、爆破地震频率较高、幅值较大时，计算结果较传统拟静力法能够比较真实地反映各因素对爆破地震荷载实际施加情况的影响。同时由于没有考虑爆破地震在危岩体范围内的衰减，所计算的稳定系数仍然是偏于保守的。
基金
收起
  • 国家自然科学基金项目资助(51809188)
  • 四川省国际科技创新合作项目(2022YFH0078)
文献
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2023年第40卷第1期
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doi: 10.3963/j.issn.1001-487X.2023.01.021
  • 接收时间：2022-09-14
  • 首发时间：2026-03-19
  • 出版时间：2023-03-01
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  • 收稿日期：2022-09-14
基金
国家自然科学基金项目资助(51809188)
四川省国际科技创新合作项目(2022YFH0078)
作者信息
    a.四川大学　水利水电学院，成都　610065
    b.四川大学　水力学与山区河流开发保护国家重点实验室，成都　610065

通讯作者:

李洪涛（1979-），男，博士、教授，主要从事工程爆破、岩石动力学方面的教学与研究工作，（E-mail）。
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2种不同金属材料的力学参数
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total species (%)		 属
Genus		 种数
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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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