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Article(id=1241416384635261706, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241416382559081210, articleNumber=null, orderNo=null, doi=10.3969/j.issn.0253-6099.2025.03.005, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1735488000000, receivedDateStr=2024-12-30, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773906330498, onlineDateStr=2026-03-19, pubDate=1748707200000, pubDateStr=2025-06-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773906330498, onlineIssueDateStr=2026-03-19, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773906330498, creator=13701087609, updateTime=1773906330498, updator=13701087609, issue=Issue{id=1241416382559081210, tenantId=1146029695717560320, journalId=1235980550691926019, year='2025', volume='45', issue='3', pageStart='1', pageEnd='223', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773906330003, creator=13701087609, updateTime=1773908015401, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241423451685179940, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241416382559081210, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241423451685179941, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241416382559081210, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=29, endPage=34, ext={EN=ArticleExt(id=1241416387051180860, articleId=1241416384635261706, tenantId=1146029695717560320, journalId=1235980550691926019, language=EN, title=Causes and Management Scheme of Slope Collapse at Bench Merging Section in Open-Pit Mines, columnId=1236276106018484431, journalTitle=Mining and Metallurgical Engineering, columnName=MINING, runingTitle=null, highlight=null, articleAbstract=

As for the slope collapse at bench merging section in an open-pit mine, engineering geological analysis, analysis with stereographic projection and mechanical analysis were employed to comprehensively explore the main factors inducing slope collapse. Based on the causes and instability characteristics of slope collapse, a management scheme was proposed and thoroughly demonstrated. The results show that the collapse of bench slope occurs under the combined effects of rainfall infiltration and excavation at bench merging section, and induced effects of rock mass properties and weathering fracture surfaces. A management scheme of “gravity retaining wall foot pressure + gravel soil backfilling + shotcrete and rock bolt support” was proposed. The overall stability coefficient of the slope after management is 1.39, meeting the safety standard requirements.

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针对某露天矿并段台阶边坡崩塌问题，综合运用工程地质分析、赤平投影分析及力学分析等手段，深入探讨诱导边坡崩塌的主要因素，基于边坡崩塌诱因及失稳特征提出了治理方案，并进行详细论证。结果表明：台阶边坡崩塌是在岩体性质及风化裂隙面的控制下受到降雨入渗及开挖并段的共同作用而产生，采用“重力式挡墙压脚+碎石土回填+锚喷支护”治理方案，治理后的边坡整体稳定性系数为1.39，满足安全标准要求。

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李京（1994—），男，山西孝义人，博士（后），讲师，主要从事岩石流变力学与露天矿高边坡稳定性分析等方面的研究。E-mail：
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刘杨（1995—），男，河南漯河人，工程师，主要从事矿山岩石力学及采矿设计等方面的工作。E-mail：

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刘杨（1995—），男，河南漯河人，工程师，主要从事矿山岩石力学及采矿设计等方面的工作。E-mail：

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刘杨（1995—），男，河南漯河人，工程师，主要从事矿山岩石力学及采矿设计等方面的工作。E-mail：

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（a）+994 m平台；（b）+976 m平台

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（a）应力分布云图；（b）塑性应变分布云图；（c）位移分布云图

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Physical and mechanical properties of rock and soil masses

, figureFileSmall=null, figureFileBig=null, tableContent=
名称容重γ/（kN·m-3）黏聚力/kPa内摩擦角/（°）
浆砌石23.0——
填土料22.05035
基底岩石24.032042
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岩土体物理力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
名称容重γ/（kN·m-3）黏聚力/kPa内摩擦角/（°）
浆砌石23.0——
填土料22.05035
基底岩石24.032042
), ArticleFig(id=1241422260012118369, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241416384635261706, language=EN, label=Table 2, caption=

Maximum allowable values of parameters in checking gravity retaining wall

, figureFileSmall=null, figureFileBig=null, tableContent=
墙身容许压应力/kPa墙身容许剪应力/kPa墙身容许拉应力/kPa墙身容许弯曲拉应力/kPa地基承载力特征值/kPa
2 100110150280500
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重力式挡墙验算参数最大允许值

, figureFileSmall=null, figureFileBig=null, tableContent=
墙身容许压应力/kPa墙身容许剪应力/kPa墙身容许拉应力/kPa墙身容许弯曲拉应力/kPa地基承载力特征值/kPa
2 100110150280500
), ArticleFig(id=1241422260402188662, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241416384635261706, language=EN, label=Table 3, caption=

Checking results of gravity retaining wall

, figureFileSmall=null, figureFileBig=null, tableContent=
抗滑移安全系数抗倾覆安全系数最大土压力/kPa地基压应力/kPa
1.92.389125
), ArticleFig(id=1241422260620292481, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241416384635261706, language=CN, label=表3, caption=

重力式挡墙验算结果

, figureFileSmall=null, figureFileBig=null, tableContent=
抗滑移安全系数抗倾覆安全系数最大土压力/kPa地基压应力/kPa
1.92.389125
), ArticleFig(id=1241422260725150091, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241416384635261706, language=EN, label=Table 4, caption=

Checking results of anchor bolt design

, figureFileSmall=null, figureFileBig=null, tableContent=
验算内容钢筋截面面积/mm2锚固体与土层的锚固段长度/m钢筋与砂浆的锚固段长度/m
验算结果1 0442.721.02
设计值1 2323.003.00
), ArticleFig(id=1241422260871950744, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241416384635261706, language=CN, label=表4, caption=

锚杆设计验算结果

, figureFileSmall=null, figureFileBig=null, tableContent=
验算内容钢筋截面面积/mm2锚固体与土层的锚固段长度/m钢筋与砂浆的锚固段长度/m
验算结果1 0442.721.02
设计值1 2323.003.00
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露天矿并段台阶边坡崩塌诱因分析及治理方案研究
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刘杨 1 , 李京 2 , 张长锁 1 , 江科 3
矿冶工程杂志 | 采矿 2025,45(3): 29-34
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矿冶工程杂志 | 采矿 2025, 45(3): 29-34
露天矿并段台阶边坡崩塌诱因分析及治理方案研究
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刘杨1 , 李京2 , 张长锁1, 江科3
作者信息
  • 1.矿冶科技集团有限公司，北京　100160
  • 2.武汉科技大学　资源与环境工程学院，湖北　武汉　430081
  • 3.长沙矿山研究院有限责任公司，湖南　长沙　410012

    • 刘杨（1995—），男，河南漯河人，工程师，主要从事矿山岩石力学及采矿设计等方面的工作。E-mail：

通讯作者:

李京（1994—），男，山西孝义人，博士（后），讲师，主要从事岩石流变力学与露天矿高边坡稳定性分析等方面的研究。E-mail：
Causes and Management Scheme of Slope Collapse at Bench Merging Section in Open-Pit Mines
Yang LIU1 , Jing LI2 , Changsuo ZHANG1, Ke JIANG3
Affiliations
  • 1.BGRIMM Technology Group Co., Ltd., Beijing 100160, China
  • 2.School of Resource and Environmental Engineering, Wuhan University of Science and Technology, Wuhan 430081, Hubei, China
  • 3.Changsha Institute of Mining Research Co., Ltd., Changsha 410012, Hunan, China
出版时间: 2025-06-01 doi: 10.3969/j.issn.0253-6099.2025.03.005
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摘要
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针对某露天矿并段台阶边坡崩塌问题，综合运用工程地质分析、赤平投影分析及力学分析等手段，深入探讨诱导边坡崩塌的主要因素，基于边坡崩塌诱因及失稳特征提出了治理方案，并进行详细论证。结果表明：台阶边坡崩塌是在岩体性质及风化裂隙面的控制下受到降雨入渗及开挖并段的共同作用而产生，采用“重力式挡墙压脚+碎石土回填+锚喷支护”治理方案，治理后的边坡整体稳定性系数为1.39，满足安全标准要求。

露天矿  /  边坡稳定性  /  并段台阶  /  边坡崩塌  /  重力式挡墙  /  锚喷支护  /  治理方案  /  降雨入渗

As for the slope collapse at bench merging section in an open-pit mine, engineering geological analysis, analysis with stereographic projection and mechanical analysis were employed to comprehensively explore the main factors inducing slope collapse. Based on the causes and instability characteristics of slope collapse, a management scheme was proposed and thoroughly demonstrated. The results show that the collapse of bench slope occurs under the combined effects of rainfall infiltration and excavation at bench merging section, and induced effects of rock mass properties and weathering fracture surfaces. A management scheme of “gravity retaining wall foot pressure + gravel soil backfilling + shotcrete and rock bolt support” was proposed. The overall stability coefficient of the slope after management is 1.39, meeting the safety standard requirements.

open-pit mine  /  slope stability  /  bench merging section  /  slope collapse  /  gravity retaining wall  /  shotcrete support  /  management scheme  /  rainfall infiltration
刘杨, 李京, 张长锁, 江科. 露天矿并段台阶边坡崩塌诱因分析及治理方案研究. 矿冶工程杂志, 2025 , 45 (3) : 29 -34 . DOI: 10.3969/j.issn.0253-6099.2025.03.005
Yang LIU, Jing LI, Changsuo ZHANG, Ke JIANG. Causes and Management Scheme of Slope Collapse at Bench Merging Section in Open-Pit Mines[J]. Mining and Metallurgical Engineering, 2025 , 45 (3) : 29 -34 . DOI: 10.3969/j.issn.0253-6099.2025.03.005
正文
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边坡崩塌是露天采矿活动中频发的工程灾害之一[1]，在露天采场局部台阶边坡中尤为显著，尽管此类灾害的规模相对较小，但其潜在的安全风险仍不容忽视。诱导边坡崩塌的因素众多，包括区域环境、地质条件、人类活动等[2-3]，如何精准判别诱导边坡崩塌的原因，制定经济高效、科学合理的治理方案，已成为亟待深入探讨与解决的关键问题。
关于矿山边坡崩塌的治理问题，已有众多学者开展了研究，针对不同灾害诱因和破坏模式下的边坡问题形成了多样化的边坡治理技术和方法[4-8]。在边坡治理过程中，应充分考虑边坡灾害的发育特征和矿山实际作业条件与工作环境，以确保治理方案的合理性。
本文以某露天矿并段作业后崩塌的台阶边坡为研究对象，采用工程地质分析、赤平投影分析及力学分析等多种技术手段，对诱导该台阶边坡崩塌的多种因素进行深入探讨，并结合边坡崩塌特征及矿山现场条件，提出“重力式挡墙压脚+碎石土回填+锚喷支护”的边坡崩塌综合治理方案，依据相关技术规范，进一步采用有限元强度折减法对该治理方案进行验证。
1　工程概况
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某露天矿有南、北2个采坑，露天境界呈长条状，整体为北偏东走向，南北向长度约2 200 m，东西向宽度约550 m，开采标高为+835～+1 045 m，根据矿体走向及岩性分布，将采场沿中线分为上、下盘；矿区内围岩为绢云母石英片岩、绿泥石英片岩，矿体为石英脉岩，属于块状硬质岩类，矿体顶板围岩以块状岩石为主，受风化作用影响，节理裂隙发育，岩体破碎，其完整性及稳固性较差；矿区为干旱半干旱季风气候，年降雨量少，蒸发量大，多年平均降雨量207.2 mm，主要集中在7～9月，地震峰值加速度为0.05g，地震烈度为Ⅵ度。
该采场南坑下盘一处并段后的台阶边坡在下段采掘区的生产过程中发生崩塌，崩塌位置临近采场最南端，标高为+976～+994 m，破坏高度为18 m，台阶宽度为6 m，坡面角为67°，如图1所示。由于边坡监测系统提前进行了预警，作业人员及时撤离现场，边坡崩塌未造成设备损失及人员伤亡。
2　台阶边坡崩塌诱因分析
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2.1　台阶边坡崩塌特征分析
失稳台阶边坡岩性为绢云母石英片岩，受风化作用影响，岩体较为破碎，结构性差，崩塌块石多为碎裂状及块状；崩塌块体堆积高度约10 m，底部堆积宽度约30 m，顶部+994 m平台破坏宽度约12 m，堆积方量约1 000 m3。
台阶边坡失稳后，崩塌体后缘揭露出两组风化裂隙面，裂隙面1的产状为305°∠58°，裂隙面2的产状为320°∠83°；同时+994 m平台形成了一处临空危岩体，临空段的长度约6 m，严重影响了周边位置的安全作业。并段台阶边坡崩塌情况如图2所示。
2.2　台阶边坡崩塌诱因分析
结合台阶边坡崩塌失稳特征及矿山开采现状，对该并段台阶的崩塌诱因进行分析。
台阶崩塌位置标高为+976～+994 m，处于强～中风化岩层内，岩体质量较差，结构破碎，节理裂隙发育，是造成此次崩塌破坏的根本原因；边坡崩塌后，堆积体后缘揭露出了两组风化裂隙面，利用赤平投影分析法[7]判断这两组裂隙面对台阶边坡的影响，如图3所示。由图3可知，两组裂隙面与台阶坡面的倾向相同，属于顺层边坡，极点1落在边坡的破坏区域内，说明裂隙面1是控制边坡崩塌的主破坏面，极点2未落在破坏区域内，即仅在裂隙面2的作用下不会造成边坡的滑动破坏，从裂隙面与台阶边坡的空间关系上分析，裂隙面2的倾角接近90°，大于并段台阶的边坡角，定性判断裂隙面2不是边坡崩塌的主滑面，其主要是控制边坡崩塌危岩体的范围及边界。
根据气象资料显示，边坡崩塌时矿区正处在雨季，且破坏前一周曾连续发生短时间的强降雨，边坡失稳前矿区降雨情况如图4所示。虽然矿山不属于多雨地区，但连续的降雨作用仍会对边坡造成不利影响，短时间的强降雨会快速集聚形成坡面径流，雨水入渗至风化裂隙面内，对危岩体施加额外的静水压力，同时，雨水的入渗进一步弱化了岩体的力学特性，从而增加边坡的安全风险。结合现场踏勘情况，崩塌的块石及碎石土呈现潮湿状态，表明雨水已经渗入了岩体内部。
对降雨入渗后的边坡危岩体进行受力分析[9-10]，结果如图5所示。危岩体除受自身重力G及外部荷载Q、Gb外，两组风化裂隙面分别受到了两组静水压力U1、U2的作用。
采用不平衡推力传递法对危岩体进行条块划分，单条块的稳定性系数Fs按式（1）计算。
式中：Ri为第i滑动条块上的抗滑力，kN/m；Ti为第i滑动条块上的下滑力，kN/m；Gi为第i滑动条块的自重，kN/m；Gbi为第i滑动条块竖向附加荷载，kN/m；Ui为第i滑动条块水平荷载，kN/m；ci为第i滑动条块底面的黏聚力，kPa；φi为第i滑动条块底面的内摩擦角，（°）；li为第i滑动条块宽度，m；αi为第i滑动条块底面与水平面的夹角，（°）。
由式（1）可以看出，静水压力的施加及力学参数的弱化会减小边坡抗滑力，从而降低边坡稳定性系数。
台阶并段后改变了边坡原来的高度及坡面角，台阶高度由9 m提高至18 m，台阶坡面角由60°提升至67°，坡体形态的改变加剧了边坡失稳的风险，并段台阶边坡崩塌诱因分析如图6所示。
综上，台阶边坡崩塌失稳是在岩体性质及风化裂隙面的控制下受到降雨入渗及开挖并段的共同作用产生，岩体性质及风化裂隙面的存在是诱导此次边坡失稳的内在因素，降雨入渗、台阶开挖并段是诱导此次边坡失稳的外在因素。
3　治理方案研究
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3.1　台阶边坡治理方案
3.1.1　治理方案优选
削坡减载是露天矿普遍使用的边坡治理方法[11]，但该垮落台阶上部的平台均已实施并段，扩展至最终境界，边坡已无向外削坡的空间，因此该方法不再适用。
借鉴建筑边坡中常用的支护手段，考虑使用“采空区回填+挡墙支撑”[12-13]的治理方式，该方案可利用垮落的块石、碎石堆砌挡墙、回填采空区，相较于其他支护方式，具有明显的成本优势。综合考虑支护成本、安全性及适用性等因素，最终采用“重力式挡墙压脚+碎石土回填+锚喷支护”的方式对该台阶边坡实施治理。
3.1.2　治理方案设计
首先，使用挖机将台阶两侧悬空的危岩体清除，确保施工过程中无块石掉落；其次，利用垮落下来的大块岩石做浆砌石材料，用来堆筑重力式挡墙；将剩余的小块碎石配合矿山开挖的黏性土用作填土料，填充边坡垮塌下的采空区；最后使用锚喷支护对挡墙上部的填土料进行支撑。
施工过程中先进行重力式挡墙的堆砌，之后自下而上进行填土料填充，每填充完一层进行一层的锚杆支护。填土料填充高度18 m，顶部平台宽度4 m，挡墙上方填料边坡的坡度57°；锚杆支护高度14 m，共设置6道锚杆，水平及竖向间距均为2 m，采用菱形布置，锚杆的钢筋选型为HRB400，2Φ28 mm，锚杆倾角15°，锚固段长3 m，锚固体直径0.1 m，第1道锚杆长10 m，第2道锚杆长11 m，第3～6道锚杆各长12 m；填土料坡面喷射200 mm厚的C30混凝土，采用HRB300双层钢筋网，钢筋网设计尺寸为Φ8 mm×200 mm×200 mm，台阶边坡支护方案如图7所示。
因挡墙后需要填土，设计使用俯斜式重力式挡墙，墙身高5 m，墙顶宽1 m，埋深1 m，墙面倾斜坡度为1∶0.3，墙背倾斜坡度为1∶0.2，采用1个扩展墙址台阶，墙趾台阶宽0.5 m，高0.3 m，墙趾面垂直，墙底斜坡率0.2∶1。挡墙墙身使用M7.5级水泥砂浆堆砌，墙面用砂浆抹平。为降低降雨入渗的影响，在墙身设置2排泄水孔，按“品”字形布孔，水平间距为3 m，竖直间距为2 m，泄水孔向外坡度为5%，墙后孔口设置300 mm厚的反滤层，最底部一排泄水孔在墙后设置300 mm厚的隔水层，防止雨水下渗；同时，在坡底开挖排水沟，沟深0.4 m，底宽0.4 m，坡度1∶0.3，经核算，可满足地表径流排洪的要求。重力式挡墙断面设计如图8所示。
3.2　治理后台阶边坡稳定性验算
3.2.1　重力式挡墙验算
根据相关技术规范[13-15]，对重力式挡墙进行抗滑移、抗倾覆及地基承载力验算，要求抗滑移安全系数不小于1.3，抗倾覆安全系数不小于1.6。根据《建筑边坡工程技术规范》，挡墙墙背粗糙，排水良好，墙背与填土摩擦角取0.5φ（φ为墙后填土的摩擦角，取填土料的自然休止角35°），岩土体物理力学参数见表1；因挡墙底部为中～强风化岩体，属较软岩，因此墙底摩擦因数取0.6，挡墙容许应力及地基承载力按照经验参数选取，最终的重力式挡墙验算参数最大允许值如表2所示，因挡墙上方的填土料有锚喷支护的作用，取其支护后的等效内摩擦角进行验算，根据经验参数，填土料的等效内摩擦角取75°。
利用计算软件对重力式挡墙的稳定性进行验算，采用库仑理论计算墙后主动土压力，墙后土压力沿墙背向下呈线性分布[16]，重力式挡墙验算结果如表3所示。由表3可知，重力式挡墙抗滑移及抗倾覆的安全系数均大于安全值，最大土压力小于墙身容许应力值，地基压应力小于地基承载力特征值，即重力式挡墙的设计满足安全标准的要求。
3.2.2　锚杆设计验算
根据相关技术规范[13-15]，对锚杆进行锚固长度及钢筋截面面积验算，其中边坡工程重要性系数取1.10。根据《非煤露天矿边坡工程技术规范》，锚固岩石属于软岩，因此岩石与锚固体的黏结强度取300 kPa，M30水泥浆与螺纹钢筋的黏结强度取2.4 MPa；另外根据填土料侧向压力的计算，锚杆轴向拉力的设计值取244 kN，HRB400钢筋抗拉强度设计值取360 MPa。
锚杆设计的验算结果如表4所示，由表4可知，钢筋截面面积的设计值大于验算的最小截面面积，设计的锚固段长度大于验算的锚固体与土层、钢筋与砂浆的锚固段长度，即锚杆的设计参数均满足安全要求。
3.2.3　边坡整体稳定性验算
采用有限元软件建立模型，边坡岩土体材料赋予Mohr-Coulomb模型，锚杆材料赋予线弹性模型，单元网格划分选择4节点平面应变单元，对模型左右两侧进行水平位移约束，底部进行水平及垂直位移约束，初始应力状态为原始边坡开挖后的应力水平，并赋予模型重力荷载；基于有限元强度折减法[17]对治理后的边坡进行数值模拟及稳定性验算，危岩体使用饱和状态下的物理力学参数（见表1），最终模拟结果如图9～10所示。
由图9可知，锚杆应力分布总体沿轴向呈现先增大后减小的趋势，其峰值应力多出现在锚杆自由段，锚头及锚固段所受的应力水平较小；第6道锚杆的峰值应力位于锚头，应力分布沿轴向呈现降低趋势；对比分析六道锚杆的受力情况，锚杆1到锚杆6所受的应力水平（峰值应力）逐步增大且受力端逐步靠近锚头；六道锚杆所受的最大拉应力为29.1 MPa，主要集中在第6道锚杆的锚头区域，该值远小于锚杆的抗拉强度，锚杆结构整体稳定。
治理工作完成后，填土料与支护结构相互作用，边坡应力重新分布。由图10（a）可知，重分布的应力主要在锚杆及重力式挡墙的墙趾内，应力整体分布均匀，并未产生较大的应力集中现象，重分布的应力达到平衡状态；由图10（b）可知，边坡的塑性应变主要发生在挡墙上方的填土料内，填土料是边坡潜在的破坏区域，塑性区自挡墙墙背向上逐渐延展至后缘裂隙面内，但由于整体的塑性应变较小，边坡整体较为稳定；由图10（c）可知，边坡的位移主要在+994 m平台以下位置，最大位移量为2.566 cm，变形量较小，边坡无变形破坏的风险。
根据《非煤露天矿边坡工程技术规范》，该并段台阶边坡整体高度为50 m，边坡危害等级为Ⅱ级，确定边坡的安全等级为Ⅲ级，选取该边坡的安全系数为1.10；由强度折减法计算的边坡稳定性系数为1.39，治理后的边坡稳定性系数显著高于安全标准要求，说明边坡处于稳定状态。
4　结论
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1）该并段台阶边坡的崩塌失稳是在岩体性质及风化裂隙面的控制下受到降雨入渗及开挖并段的共同作用产生的。
2）采用“重力式挡墙压脚+碎石土回填+锚喷支护”的方案进行台阶边坡治理，设计俯斜式重力式挡墙高6 m，墙顶宽1 m，墙后回填高度18 m，台阶顶宽4 m，坡度57°，填土料由六道锚杆支护，锚杆间距2 m，锚固段长3 m，倾角15°。
3）验证结果表明重力式挡墙及锚杆的设计均满足相关技术规范的要求，治理后的边坡应力分布均匀，无较大的塑性应变及位移变形，稳定性系数为1.39，大于安全系数，边坡整体稳定，治理方案切实可靠。
基金
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  • 国家自然科学基金(42307252)
文献
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2025年第45卷第3期
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doi: 10.3969/j.issn.0253-6099.2025.03.005
  • 接收时间：2024-12-30
  • 首发时间：2026-03-19
  • 出版时间：2025-06-01
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  • 收稿日期：2024-12-30
基金
国家自然科学基金(42307252)
作者信息
    1.矿冶科技集团有限公司，北京　100160
    2.武汉科技大学　资源与环境工程学院，湖北　武汉　430081
    3.长沙矿山研究院有限责任公司，湖南　长沙　410012

通讯作者:

李京（1994—），男，山西孝义人，博士（后），讲师，主要从事岩石流变力学与露天矿高边坡稳定性分析等方面的研究。E-mail：
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2种不同金属材料的力学参数
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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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