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Article(id=1322595113243619471, 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=1713283200000, receivedDateStr=2024-04-17, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1793260847625, onlineDateStr=2026-10-29, pubDate=1740412800000, pubDateStr=2025-02-25, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1793260847625, onlineIssueDateStr=2026-10-29, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1793260847625, creator=13701087609, updateTime=1793260847625, 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=132, endPage=138, ext={EN=ArticleExt(id=1322595113512054928, articleId=1322595113243619471, tenantId=1146029695717560320, journalId=1225396423026438145, language=EN, title=Application of Large-Diameter Anti-Slip Pile in Mine Slope Treatment, columnId=null, journalTitle=Mining Research and Development, columnName=null, runingTitle=null, highlight=null, articleAbstract=

On the basis of revealing the formation mechanism and development mechanism of the slope in the latent sliding zone of Shuguang Gold-Copper Mine, the treatment work of slope in the latent sliding zone was carried out. The formation factors and processes of the latent sliding zone were studied through on-site engineering geological investigation and limit equilibrium analysis. Based on engineering geological investigation, the formation factors of the latent sliding zone were divided into internal and external factors, and the formation process was divided into three stages, including the generation, development, and penetration of slope cracks. Combining the treatment conditions, a treatment scheme with large-diameter anti-slip piles has been formulated. Through engineering geological investigation and parameter back calculation, the rock mass parameters and the position of sliding surface of the latent sliding zone have been determined. Based on the residual sliding force calculation, a single row of circular anti-slip piles with a diameter of 800 mm, a length of 32 m, and a hole spacing of 4 m will be constructed on the 590 m platform. Three limit equilibrium analysis methods were used to verify the stability of the post-treatment slope, and the results show that anti-slip piles can effectively resist sliding. The research results can provide a reference for safety production and slope treatment in mines.

, authors=Chenchang WEI1, Zeng MA2, 3, Zhongguang ZHANG4, Yujun XIAO4, Hanqiang FEI2, 3, Chunhui SUN2, 3, authorsList=Chenchang WEI, Zeng MA, Zhongguang ZHANG, Yujun XIAO, Hanqiang FEI, Chunhui SUN, authorCompany=null, correspAuthors=Zeng MA, 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=1322595117521809571, articleId=1322595113243619471, tenantId=1146029695717560320, journalId=1225396423026438145, language=CN, title=大直径抗滑桩在矿山边坡治理中的应用, columnId=1226462295417598973, journalTitle=矿业研究与开发, columnName=矿山安全与环保, runingTitle=null, highlight=null, articleAbstract=

在揭示曙光金铜矿潜滑带边坡形成机理和发展机制的基础上，开展潜滑带边坡治理工作。通过现场工程地质调查和极限平衡分析，研究了潜滑带的形成因素和过程。基于工程地质调查，将潜滑带形成因素分为内在和外在因素，并将其形成过程划分为边坡裂缝的产生、发育和贯通3个阶段。结合治理条件，制定了大直径抗滑桩治理方案。通过工程地质调查和参数反算，确定了潜滑带岩体参数和滑面位置。依据剩余下滑力计算，在590 m平台施工直径为800 mm、长度为32 m、孔间距为4 m的单排圆形抗滑桩。采用3种极限平衡分析方法对治理后的边坡稳定性进行了验算，结果表明抗滑桩能够有效抗滑。研究成果可为矿山安全生产与边坡治理提供参考。

, authors=魏宸昌1, 马增2, 3, 张忠光4, 肖玉军4, 费汉强2, 3, 孙春辉2, 3, authorsList=魏宸昌, 马增, 张忠光, 肖玉军, 费汉强, 孙春辉, authorCompany=null, correspAuthors=马增, authorNote=

魏宸昌（1996—），男，福建龙岩人，工程师，主要从事矿山基建工程管理方面的工作。E-mail:

, correspAuthorsNote=
马增（1998—），男，河南南阳人，硕士，工程师，主要从事矿山岩石力学及边坡防灾减灾研究。E-mail:
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魏宸昌（1996—），男，福建龙岩人，工程师，主要从事矿山基建工程管理方面的工作。E-mail:

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魏宸昌（1996—），男，福建龙岩人，工程师，主要从事矿山基建工程管理方面的工作。E-mail:

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Rock mechanics parameters

, figureFileSmall=null, figureFileBig=null, tableContent=
岩性容重/(kN/m3)黏聚力/kPa内摩擦角/(°)
第四系岩层186520
花岗岩2720035
闪长岩2618535
蚀变破碎带185030
), ArticleFig(id=1322595125969137898, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322595113243619471, language=CN, label=表1, caption=

岩体力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
岩性容重/(kN/m3)黏聚力/kPa内摩擦角/(°)
第四系岩层186520
花岗岩2720035
闪长岩2618535
蚀变破碎带185030
), ArticleFig(id=1322595126094967019, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322595113243619471, language=EN, label=Table 2, caption=

Mechanical parameters of strongly weathered granite rock mass

, figureFileSmall=null, figureFileBig=null, tableContent=
容重/(kN/m3)黏聚力/kPa内摩擦角/(°)
257521
), ArticleFig(id=1322595126191436012, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322595113243619471, language=CN, label=表2, caption=

强风化花岗岩岩体力学参数

, figureFileSmall=null, figureFileBig=null, tableContent=
容重/(kN/m3)黏聚力/kPa内摩擦角/(°)
257521
), ArticleFig(id=1322595126308876525, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322595113243619471, language=EN, label=Table 3, caption=

Safety calculation of slope after treatment

, figureFileSmall=null, figureFileBig=null, tableContent=
工况简化 Bishop 法M-P法Spencer 法
工况Ⅰ1.3191.3481.397
工况Ⅱ1.2861.3151.365
工况Ⅲ1.2031.2371.281
), ArticleFig(id=1322595126409539822, tenantId=1146029695717560320, journalId=1225396423026438145, articleId=1322595113243619471, language=CN, label=表3, caption=

治理后边坡安全验算

, figureFileSmall=null, figureFileBig=null, tableContent=
工况简化 Bishop 法M-P法Spencer 法
工况Ⅰ1.3191.3481.397
工况Ⅱ1.2861.3151.365
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大直径抗滑桩在矿山边坡治理中的应用
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魏宸昌 1 , 马增 2, 3 , 张忠光 4 , 肖玉军 4 , 费汉强 2, 3 , 孙春辉 2, 3
矿业研究与开发 | 矿山安全与环保 2025,45(2): 132-138
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矿业研究与开发 |矿山安全与环保 2025 , 45 (2) : 132 -138
大直径抗滑桩在矿山边坡治理中的应用
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魏宸昌1 , 马增2, 3 , 张忠光4, 肖玉军4, 费汉强2, 3, 孙春辉2, 3
作者信息
  • 1.连城紫金矿业有限公司，福建　龙岩市　366208
  • 2.长沙矿山研究院有限责任公司 金属矿山安全技术国家重点实验室，湖南　长沙　410012
  • 3.湖南省矿山地质灾害防治与环境再造工程技术研究中心，湖南　长沙　410012
  • 4.珲春紫金矿业有限公司，吉林　珲春市　133312
通讯作者:
马增（1998—），男，河南南阳人，硕士，工程师，主要从事矿山岩石力学及边坡防灾减灾研究。E-mail:
作者简介:

魏宸昌（1996—），男，福建龙岩人，工程师，主要从事矿山基建工程管理方面的工作。E-mail:

Application of Large-Diameter Anti-Slip Pile in Mine Slope Treatment
Chenchang WEI1 , Zeng MA2, 3 , Zhongguang ZHANG4, Yujun XIAO4, Hanqiang FEI2, 3, Chunhui SUN2, 3
Affiliations
  • 1.Liancheng Zijin Mining Co., Ltd., Longyan, Fujian 366208, China
  • 2.State Key Laboratory of Safety Technology of Metal Mines, Changsha Institute of Mining Research Co., Ltd., Changsha, Hunan 410012, China
  • 3.Hunan Engineering Research Center of Prevention and Management of Mine Geological Hazard and Environmental Reconstruction, Changsha, Hunan 410012, China
  • 4.Hunchun Zijin Mining Co., Ltd., Hunchun, Jilin 133312, China
出版时间: 2025-02-25
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摘要
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在揭示曙光金铜矿潜滑带边坡形成机理和发展机制的基础上，开展潜滑带边坡治理工作。通过现场工程地质调查和极限平衡分析，研究了潜滑带的形成因素和过程。基于工程地质调查，将潜滑带形成因素分为内在和外在因素，并将其形成过程划分为边坡裂缝的产生、发育和贯通3个阶段。结合治理条件，制定了大直径抗滑桩治理方案。通过工程地质调查和参数反算，确定了潜滑带岩体参数和滑面位置。依据剩余下滑力计算，在590 m平台施工直径为800 mm、长度为32 m、孔间距为4 m的单排圆形抗滑桩。采用3种极限平衡分析方法对治理后的边坡稳定性进行了验算，结果表明抗滑桩能够有效抗滑。研究成果可为矿山安全生产与边坡治理提供参考。

边坡治理  /  大直径抗滑桩  /  地质调查  /  潜滑带

On the basis of revealing the formation mechanism and development mechanism of the slope in the latent sliding zone of Shuguang Gold-Copper Mine, the treatment work of slope in the latent sliding zone was carried out. The formation factors and processes of the latent sliding zone were studied through on-site engineering geological investigation and limit equilibrium analysis. Based on engineering geological investigation, the formation factors of the latent sliding zone were divided into internal and external factors, and the formation process was divided into three stages, including the generation, development, and penetration of slope cracks. Combining the treatment conditions, a treatment scheme with large-diameter anti-slip piles has been formulated. Through engineering geological investigation and parameter back calculation, the rock mass parameters and the position of sliding surface of the latent sliding zone have been determined. Based on the residual sliding force calculation, a single row of circular anti-slip piles with a diameter of 800 mm, a length of 32 m, and a hole spacing of 4 m will be constructed on the 590 m platform. Three limit equilibrium analysis methods were used to verify the stability of the post-treatment slope, and the results show that anti-slip piles can effectively resist sliding. The research results can provide a reference for safety production and slope treatment in mines.

Slope treatment  /  Large-diameter anti-slip pile  /  Geologic investigation  /  Latent sliding zone
魏宸昌, 马增, 张忠光, 肖玉军, 费汉强, 孙春辉. 大直径抗滑桩在矿山边坡治理中的应用. 矿业研究与开发, 2025 , 45 (2) : 132 -138 .
Chenchang WEI, Zeng MA, Zhongguang ZHANG, Yujun XIAO, Hanqiang FEI, Chunhui SUN. Application of Large-Diameter Anti-Slip Pile in Mine Slope Treatment[J]. Mining Research and Development, 2025 , 45 (2) : 132 -138 .
正文
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0　引言
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抗滑桩是边坡加固以及滑坡防治的重要措施[1-3]，抗滑桩不仅自身能够抵抗滑坡推力荷载，还能够通过多桩之间的土拱效应抵抗岩土体滑动起到抵抗坡体滑动的效果[4]，抗滑桩桩径越大，抗滑效果越好[5-7]。随着抗滑桩钻孔施工机械的不断研发，大直径抗滑桩在公路边坡、水利水电边坡中得到了广泛应用[8-9]。大直径抗滑桩的钻孔施工方式可分为机械成孔和人工成孔，抗滑桩钻孔形状可分为方形孔和圆形孔，桩身制作方法可分为灌注桩、预制桩和搅拌桩[10]。
当前大直径抗滑桩在矿山边坡治理中的应用资料和研究成果相对匮乏，因此，在开展珲春紫金曙光金铜矿边坡治理设计时，参考了应用于公路边坡和水力水电边坡的大直径抗滑桩设计和施工资料。杨校辉等[11]在处理江顶崖H1复活堆积体滑坡时，采用桩身截面尺寸为3 m×4 m的方形人工挖孔抗滑桩，基于简化单滑面模型进行计算，通过多种监测手段验证了大直径抗滑桩的治理效果。包天鹏[12]对贵州某高速公路抢险工程中滑坡现状和成因进行分析后，采用直径为2.6 m的圆形抗滑桩对其进行治理，治理后效果较好。颜涛等[13]在破碎岩土体中施工大直径抗滑桩，并总结了防治塌孔、桩底沉渣等问题的有效办法。罗刚[4]在开春高速公路采用双排直径为2 m的圆形抗滑桩，抗滑桩采用帽梁连接，为了避免施工时水渗入岩体，采用大型旋挖机机械干法进行施工，施工完成后边坡保持稳定，验证了大直径圆形抗滑桩在边坡支护中的应用效果和可行性。
鉴于上述研究成果，本文依托曙光金铜矿潜滑带治理工程，以潜滑带形成因素、形成过程及治理条件为基础，结合工程地质调查和计算分析结果，选择大直径抗滑桩对矿山边坡进行治理设计。
1　矿山概况
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珲春紫金矿业曙光金铜矿（原小西南岔金铜矿）位于吉林省珲春市春化镇西15 km的小西南岔处，东临日本海，属珲春市春化镇管辖。研究区位于曙光金铜矿北山段，属中低山地貌单元，边坡勘察区的最低点标高为400 m，最高点标高为755 m，相对高差为355 m。山脊走向近东西向，自然坡角为40°~60°。该区域气候类型为半海洋半高山气候，年平均气温为5.34 ℃。6月至8月为雨季，期间常出现暴雨[14-16]。
矿区地处天山—阴山东西向构造带与长白山新华夏系构造带交接处的东部，印支期乌苏里江俯冲带、燕山期锡霍特俯冲带的西侧，属吉黑褶皱系延边优地槽褶皱带，具体位于延边复向斜春化—四道沟中间凸起区、汪清—珲春内陆断陷盆地边缘隆起区内。矿区内出露的地层由老至新分别为下古生界青龙村群变质岩系、侏罗系火山岩和第四系岩层。由于华力西晚期至燕山期岩浆的大规模侵入，使青龙村群地层多呈捕虏体散布于岩体中，并在沟谷中广泛分布。边坡区域出露的岩性主要为花岗岩和闪长岩，地质条件简单[17]。
矿山经过近三十年的开采，自北西帮上缘730 m平台至采区南部400 m平台共形成了24级台阶，每级台阶高约12 m，部分台阶并段高度达24 m，终了设计总体边坡角度为38°~46°，台阶坡面角为65°，边坡总高度近340 m。
潜滑带区域位于矿山边坡西北侧560 m平台以上，潜滑带宽度为233.4 m，高度为174 m。潜滑带上部区域各台阶布满裂缝，裂缝最长近83 m，沉降量达到4.71 m，最大宽度为0.8 m，如图1所示。通过矿山监测数据分析可知，潜滑带日最大变形量为133.82 mm，潜滑带变形量随季节变化较大，累计位移量不断增大，对矿山安全生产造成了严重威胁。
2　潜滑带形成机理
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2.1　潜滑带形成因素
基于矿山施工的工程地质钻孔、岩性模型以及其他相关资料，对矿山潜滑带开展了现场工程地质调查，结合边坡雷达监测数据，将潜滑带的形成因素分为内在因素和外在因素。
2.1.1　内在因素
成矿构造和成矿后地质构造作用造成断裂使边坡岩体破碎。成矿构造表现为一个由南向北铺展的帚状构造系统，造成岩体呈糜棱岩化和片理化，多级断裂交叉密布，断裂的影响自西向东逐渐减弱；成矿后地质构造作用主要是断裂构造，具体可分为北东东向扭性断层和北东向压性冲断层，断裂带擦痕发育，并伴有强裂的糜棱岩化。
根据现场工程地质调查结果可知，矿山岩性为花岗岩和闪长岩，岩块强度较大，岩块棱角明显且锐利，但节理较为发育，因此岩体强度较小，这是潜滑带产生的根本原因。
2.1.2　外在因素
季节性降雨是影响潜滑带变形的关键因素。通过监测数据分析可以看出，潜滑带变形速度与季节性降雨天气存在显著关系。边坡位移监测数据如图2所示，边坡位移量增长在7月至8月存在一个明显的加速过程，在9月以后边坡位移量增速放缓，10月边坡位移量逐渐稳定。7月至8月为矿区的雨季，而9月以后为矿区的冰冻期，因此，季节性降雨是影响潜滑带稳定的危险因素，而冰冻则是控制潜滑带的有利因素。
下部区域强化开采，边坡迅速靠帮引起潜滑带变形加剧。由于矿山已开采至后期，且开采年限仅剩余2 a，采矿权无延续可能。为高效利用资源，矿山决定集中力量将下部矿体全部采出，使得下部边坡迅速靠帮，开采过程岩体经历剧烈的卸荷回弹过程，导致上部潜滑带岩体裂隙失去支撑作用，变形量显著加剧。
2.2　潜滑带形成过程
潜滑带形成过程可分为以下3个阶段。
（1）边坡裂隙产生阶段。边坡裂隙开始只存在于686 m平台以上至坡后的林地区域，裂隙沿采场境界线向外扩展，形成“圈椅状”分布，从采场内向边坡后侧逐渐减弱。686 m边坡底部鼓出，边坡裂缝向临空面倾倒。裂缝产生形态和分布特征表明，边坡顶部裂缝由张拉作用产生，边坡面上的倾倒型裂缝主要由挤压作用产生，综合判断上部边坡产生的滑动为推移式滑动。
（2）边坡裂隙发育阶段。受下部区域强化开采和降雨等不利因素的扰动，边坡在614~560 m出现变形，表现为平台上出现了与边坡眉线平行的裂缝，裂缝深切，长度较长，裂缝回填后较短时间内便会再次出现，在560 m的坡面能够明显地看出由挤压作用形成的裂缝和边坡底部鼓出现象。从614~560 m边坡滑动情况来看，该区域滑动仍然属于推移式滑动，但对于整个潜滑带而言，下部的变形移动导致上部岩体失去了原有支撑，进而引起了牵引式滑动。
（3）边坡裂隙贯通阶段。潜滑带受到上部推移和下部牵引的作用，中部区域(即614~686 m)产生变形，裂隙逐渐向深部发展，滑面逐渐与上下滑面贯通。截至治理工程结束，上下滑面并未完全贯通，没有造成边坡岩体整体滑动或滑坡现象。
2.3　潜滑带治理条件
目前潜滑带形成了560 m、590 m、614 m、638 m、662 m、686 m、710 m和734 m共8个平台，638 m平台以上矿山已经进行了覆土绿化，种植了密集的乔木，绿化效果较好。614 m平台宽度较窄，仅有6~7 m,590 m和560 m平台宽度较宽，局部宽度为18~20 m。
采场外围用地为林地，根据目前用地政策，变更林地属性的程序较为复杂且周期较长，与矿山仅剩余2 a的开采年限不匹配，同时，矿方没有将已经绿化的638 m平台至坡顶区域破坏重建的意愿。结合以上治理条件和矿山可短时间内组织的施工机械设备，对比目前可采用的治理措施，综合考虑在590 m平台施工大直径抗滑桩作为本次边坡治理的方案。
3　大直径抗滑桩设计及施工
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3.1　滑动面确定
根据现场边坡稳定性研究报告，开展了岩石力学参数试验和岩体力学参数研究，综合选取边坡岩体力学参数见表1。
结合边坡工程地质调查结果，对边坡风化层进行划分。考虑到目前边坡已经产生较为明显的蠕滑现象，因此，需要对强风化花岗岩岩体力学参数进行反算。采用Slide 6.0软件计算边坡典型剖面自重+地下水工况下折线滑动的安全系数，采用的计算方法主要为简化Bishop法、M-P法和Spencer法，并取其平均值作为最终的安全系数。采用正交分析法，按上部边坡安全系数范围(0.92~0.96)对强风化花岗岩岩体力学参数进行反算，确定强风化花岗岩岩体力学参数见表2，计算滑动面位置如图3所示。
由于北山西矿剩余开采年限较短，安全系数取1.15，自动解算出潜在滑动面前缘剩余下滑力，剩余下滑力曲线如图4所示。根据计算结果，590 m边坡剩余下滑力为5 821.192 kN。
3.2　大直径抗滑桩设计
设计钻孔抗滑桩孔径为800 mm，孔内注浆C30混凝土，抗滑桩纵筋采用直径为25 mm的HRB400型钢筋，箍筋采用直径为6 mm的HPB300钢筋，抗滑桩承载力验算结果如图5所示。
由图5可知，在+590 m平台设置抗滑桩时，桩受到滑坡推力作用会产生弯矩与位移，但桩结构满足滑坡推力要求，同时土反力提供地基承载力满足变形需求。
根据抗滑桩验算结果，确定抗滑桩设计参数为桩身长32 m，纵筋配筋面积为2 768 mm2，抗剪箍筋配筋面积为161 mm2。
该区域边坡滑移下沉量较大，为保证边坡安全，设计在北山西矿上部边坡590 m台阶布设钻孔抗滑桩进行加固，孔距为4 m，前排孔距坡底线2 m。钻孔抗滑桩设计孔径为800 mm，孔深32 m（可根据现场调整深度，须穿过风化层至基岩孔深1/4），内设直径为700 mm（外径）的钢筋笼，C30混凝土现浇。
抗滑桩连接梁纵筋采用8根直径为25 mm的螺纹钢筋连接抗滑桩出露钢筋，采用直径为8 mm、间距为200 mm的箍筋加固，形成整体的钢筋网，并用混凝土浇筑在一起使之成为一体。
共布置62根抗滑桩，布置位置为590 m平台，布置位置如图6所示。
3.3　大直径抗滑桩施工
按照设计工程，确定合理的施工顺序：施工前准备→测量定位→钻孔施工→钢筋笼加工与安装→混凝土灌注→地表混凝土浇筑。
（1）施工前准备。钻孔施工前应编制好分项施工组织设计，清理地表浮石松渣，平整场地，钻孔区域内地表开挖宽1 000 mm、深500 mm的沟槽，清理土石方作业必须与钻孔施工配合。
（2）测量定位。测量放线前首先校核仪器精度，2台仪器相互校正，测点准确后再进行孔位放线；按照施工图中钻孔位置放点，放点位置用钢筋或木楔定位；钻孔开孔前复核开孔位置，严格控制钻孔垂直偏差。
（3）钻孔施工。在590 m台阶滑动区域上设置抗滑桩钻孔，前排孔距坡底线2 m，孔径为800 mm，孔距为4 m, 孔深32 m(可根据现场调整深度，须穿过风化层打到基岩), 成孔孔位的容许误差不大于100 mm, 孔深不小于设计值，桩身垂直偏差应小于0.5%, 桩身方位角偏差应小于2°, 孔距允许偏差为100 mm, 孔底沉渣厚度不大于100 mm。在施工抗滑桩时，钻孔施工按照时间间隔自西向东施工。
（4）钢筋笼加工与安装。钢筋笼直径为700 mm，与孔壁之间留50 mm保护层，长纵筋采用直径为25 mm的HRB400螺纹钢，环形箍筋采用直径为6 mm的HPB300钢筋，每个钻孔布置16根长纵筋，纵筋间距为129.34 mm（钢筋中心距），箍筋间距为200 mm，纵向受力钢筋的焊接接头应错开，钢筋焊接接头连接区段的长度为350 mm，连接处箍筋间距加密，取100 mm，每隔2 000 mm布置定位片。钢筋笼采用吊车吊装，下放过程中对准孔位中心，保持钢筋笼垂直，慢慢下放到孔内。检查合格后，将钢筋笼进行固定，以防止在浇筑过程中上浮，并固定钢筋笼水平位置，防止钢筋笼偏移。
（5）混凝土灌注。采用C30细石混凝土进行灌注，C30细石混凝土粗骨料碎石直径不大于15 mm，控制混凝土塌落度在180~220 mm范围；混凝土浇筑必须保证连续性，并用软轴插入式振捣器振实，软轴插入式振捣器长度不小于25 m，以表面泛浆不明显下沉为止，不得过振，防止洞壁土体坍塌。开始灌注时导管底部与孔底距离宜为300~500 mm，灌注过程中导管埋入混凝深度不宜小于2.0 m，严禁将导管拔出混凝土面。
（6）地表混凝土浇筑。地表用直径为25 mm的螺纹钢筋将钻孔出露钢筋连接在一起，并采用箍筋固定，最后用C30混凝土浇筑成梁，其中纵梁长度为245 m，每20 m设置一条伸缩缝。
4　治理后效果评价
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矿权剩余开采时间不足2 a，应当充分保证矿山在未来2~3 a的开采时间内安全稳定。在计算边坡稳定性时充分考虑现场因素，综合选取适当的计算分析工况和许用安全系数。
根据《滑坡防治工程设计与施工技术规范》(DZ/T 0219—2006)第5.1条规定，该滑坡的防治工程级别为Ⅱ~Ⅲ级。
选择以下3种工况进行计算：
（1）工况Ⅰ，自重+地下水，[K]≥1.20；
（2）工况Ⅱ，自重+地下水+降雨，[K]≥1.15；
（3）工况Ⅲ，自重+地下水+Ⅳ级地震（校核工况),[K]≥1.15。
采用简化 Bishop 法、Spencer 法和 M-P法对治理后的边坡进行安全验算，结果见表3。
根据计算结果与选用的许用安全系数进行对比可知，治理后滑动面安全系数能够满足《滑坡防治工程设计与施工技术规范》（DZ/T0219—2006）规范要求，抗滑桩能够起到抗滑作用。
通过在边坡上设置监测点的方式对抗滑桩施工前后边坡位移变化进行监测，监测点位移变化如图7所示。
从图7可以看出，在抗滑桩施工过程中边坡变形依然存在，位移增速为0.019 m/d，治理后边坡位移增速变缓，位移增速为0.010 mm/d，特别是在施工后的20 d内，位移增速为0.008 m/d，治理后边坡位移增速明显降低，抗滑桩对边坡治理效果明显。综上所述，抗滑桩对边坡治理效果较好。
5　结论
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基于现场地质调查和资料分析，结合潜滑带的形成因素和形成过程等条件，采用理论分析方法对潜滑带区域制定了大直径抗滑桩治理设计方案并在现场进行实施，得到如下结论。
（1）矿山边坡形成宽度为233.4 m、高度为174 m的潜滑带，在现场工程地质调查的基础上将潜滑带形成因素分为成矿构造和成矿后地质构造作用造成断裂使边坡岩体破碎的内在因素和季节性降雨、下部强化开采的外在因素。
（2）潜滑带形成过程划分为3个阶段，分别为边坡裂隙产生阶段、边坡裂隙发育阶段和边坡裂隙贯通阶段。
（3） 结合矿山施工条件和潜滑带滑面位置的分析结果，制定了在590 m平台施工大直径抗滑桩的治理方案，方案根据剩余下滑力计算结果设计了大直径抗滑桩的深度以及配筋要求。
（4）对治理后的潜滑带进行极限平衡分析，得出不同工况下的剖面安全系数，均能够满足许用安全系数要求，且治理后边坡位移增速明显降低，因此，大直径抗滑桩对潜滑带的治理效果较好。

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  • 接收时间：2024-04-17
  • 首发时间：2026-10-29
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  • 收稿日期：2024-04-17
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    1.连城紫金矿业有限公司，福建　龙岩市　366208
    2.长沙矿山研究院有限责任公司 金属矿山安全技术国家重点实验室，湖南　长沙　410012
    3.湖南省矿山地质灾害防治与环境再造工程技术研究中心，湖南　长沙　410012
    4.珲春紫金矿业有限公司，吉林　珲春市　133312

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马增（1998—），男，河南南阳人，硕士，工程师，主要从事矿山岩石力学及边坡防灾减灾研究。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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