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Article(id=1241081033223893170, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241081025531540408, articleNumber=null, orderNo=null, doi=10.3969/j.issn.0253-6099.2024.04.031, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1710172800000, receivedDateStr=2024-03-12, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773826376490, onlineDateStr=2026-03-18, pubDate=1722441600000, pubDateStr=2024-08-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773826376490, onlineIssueDateStr=2026-03-18, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773826376490, creator=13701087609, updateTime=1773826376490, updator=13701087609, issue=Issue{id=1241081025531540408, tenantId=1146029695717560320, journalId=1235980550691926019, year='2024', volume='44', issue='4', pageStart='1', pageEnd='258', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773826374657, creator=13701087609, updateTime=1773827517159, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241085817590960730, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241081025531540408, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241085817590960731, tenantId=1146029695717560320, journalId=1235980550691926019, issueId=1241081025531540408, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=164, endPage=168, ext={EN=ArticleExt(id=1241081035518177545, articleId=1241081033223893170, tenantId=1146029695717560320, journalId=1235980550691926019, language=EN, title=Numerical Simulation Analysis of Stress Deformation and Anchoring Support Effect of Foundation Pit Slope for One Bridge on Gaofeng Bank of Yangtze River, columnId=1236276106018484431, journalTitle=Mining and Metallurgical Engineering, columnName=MINING, runingTitle=null, highlight=null, articleAbstract=

Based on the engineering geological data and the anchoring support scheme for a foundation pit, a three-dimensional geological generalization model was constructed with ANSYS software for the foundation pit of one bridge over the Yangtze River. This model was then imported into FLAC3D to simulate and analyze the stress, deformation and plastic zone evolution characteristics of the foundation pit during the process of excavation and anchoring support. The results show that during the excavation of the foundation pit, the rock mass is generally subjected to well-distributed compression, with less concentrated stress. After excavation, the foundation pit generally appears to have an upward rebound deformation, with the displacement of bottom plate maximally reaching 14.7 mm. It is shown that the counter-trend slope on the north side has the maximum deformation up to 8.65 mm. The volume of the plastic zone continues to increase, and then decreases during the excavation of the last step. After the excavation is completed, a large number of plastic zones appear in the rock mass on the north side of the foundation pit. Compared to the support scheme with only anchor rods, the support with anchor rods together with anchor cables can make the deformation of the rock mass of slope on the north side reduced by 16.6% on average, as well as the volume of plastic zone reduced by about 8 600 m3 and the distribution depth reduced from 15 m to 5 m after excavation is completed. It is concluded that the support scheme with both anchor bolts and anchor cables can not only effectively suppress the deformation of the slope on the north side, but also effectively reduce the distribution depth of plastic zone in the rock mass and improve the stability of rock mass, presenting better support effect for the foundation pit slope.

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依据工程地质资料及锚碇基坑支护设计方案，利用ANSYS软件构建长江某大桥锚碇基坑的三维地质概化模型，将模型导入FLAC3D中模拟分析了锚碇基坑开挖支护全过程中的应力、变形及塑性区演变特征。结果表明：基坑开挖过程中，岩体应力集中现象相对较轻，整体以压应力为主，分布较均匀；开挖后基坑的整体变形趋势是向上向临空面回弹变形，底板最大综合位移为14.7 mm，边坡最大变形出现在北侧反倾向边坡，变形值8.65 mm；塑性区体积持续增大，仅在最后一级开挖时有所降低；开挖完成后，基坑北侧的岩体内出现大量塑性区。与单一锚杆支护方案相比，锚杆+锚索支护方案北侧高边坡岩体变形平均减小16.6%，开挖完成后塑性区体积减小8 600 m3，最大分布深度从15 m减小到5 m。锚杆+锚索支护方案不仅较好地抑制北坡变形，而且有效减小岩体内塑性区分布深度，提高岩体稳定性，基坑边坡支护效果更好。

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林丽萍（1989—），女（满族），吉林辽源人，硕士，湖南科技大学访问学者，主要从事岩土、结构等方面的教学和科研。E-mail：

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2.Hunan University of Science and Technology, Xiangtan 411201, Hunan, China, bio=null, bioImg=null, bioContent=null, aboutCorrespAuthor=null), CN=AuthorExt(id=1241081044565291821, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241081033223893170, authorId=1241081044233941770, language=CN, stringName=林丽萍, firstName=null, middleName=null, lastName=null, prefix=null, suffix=null, authorComment=null, nameInitials=null, affiliation=null, department=null, xref=1, 2, address=1.湖南城建职业技术学院，湖南 湘潭 411100
2.湖南科技大学，湖南 湘潭 411201, bio={"content":"

林丽萍（1989—），女（满族），吉林辽源人，硕士，湖南科技大学访问学者，主要从事岩土、结构等方面的教学和科研。E-mail：

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林丽萍（1989—），女（满族），吉林辽源人，硕士，湖南科技大学访问学者，主要从事岩土、结构等方面的教学和科研。E-mail：

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tableContent=
开挖（浇筑）施工步骤高程范围/m
第1层地表～242.00
第2层242.00～232.00
第3层232.00～222.00
第4层222.00～214.00
第5层214.00～206.00
第6层206.00～198.00
), ArticleFig(id=1241081053255889181, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241081033223893170, language=CN, label=表1, caption=

基坑边坡数值模拟分析施工步骤设置

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开挖（浇筑）施工步骤高程范围/m
第1层地表～242.00
第2层242.00～232.00
第3层232.00～222.00
第4层222.00～214.00
第5层214.00～206.00
第6层206.00～198.00
), ArticleFig(id=1241081053394301221, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241081033223893170, language=EN, label=null, caption=null, figureFileSmall=null, figureFileBig=null, tableContent=
岩土名称天然密度/（g·cm-3）饱和抗压强度/MPa抗剪断强度泊松比变形模量/GPa
C/kPaφ/（°）
覆盖层2.00—25150.380.5
泥岩2.545.65250280.321.6
砂岩2.5124.40800390.256.0
砂质泥岩2.5411.20330300.313.0
岩层层面——4016——
岩层层面（饱和）——2513——
), ArticleFig(id=1241081053494964522, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241081033223893170, language=CN, label=表2, caption=

数值模拟物理参数取值

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岩土名称天然密度/（g·cm-3）饱和抗压强度/MPa抗剪断强度泊松比变形模量/GPa
C/kPaφ/（°）
覆盖层2.00—25150.380.5
泥岩2.545.65250280.321.6
砂岩2.5124.40800390.256.0
砂质泥岩2.5411.20330300.313.0
岩层层面——4016——
岩层层面（饱和）——2513——
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支护方式开挖步骤变形极值/mm出现部位
单一锚杆支护第4层-8.67高程222.0～232.0 m台阶N2～N3段中部
第5层-10.15
第6层-10.70
锚杆+锚索支护第4层-7.62高程232.0～242.0 m台阶N2～N3段中部
第5层-8.35高程222.0～232.0 m台阶N2～N3段中部
第6层-8.65
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不同支护方式下高峰岸北侧高边坡y向变形极值

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支护方式开挖步骤变形极值/mm出现部位
单一锚杆支护第4层-8.67高程222.0～232.0 m台阶N2～N3段中部
第5层-10.15
第6层-10.70
锚杆+锚索支护第4层-7.62高程232.0～242.0 m台阶N2～N3段中部
第5层-8.35高程222.0～232.0 m台阶N2～N3段中部
第6层-8.65
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高程/my向位移
单一锚杆支护锚杆+锚索支护
218（第4层）
210（第5层）
202（第6层）
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各开挖层面中部水平剖面y向位移对比

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单一锚杆支护锚杆+锚索支护
218（第4层）
210（第5层）
202（第6层）
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开挖步骤塑性区体积/m3
单一锚杆支护锚杆+锚索支护
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第5层55 24552 192
第6层58 72050 141
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不同支护方式下塑性区体积变化

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开挖步骤塑性区体积/m3
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第6层58 72050 141
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高程/my向塑性区分布
单一锚杆支护锚杆+锚索支护
218（第4层）
210（第5层）
202（第6层）
), ArticleFig(id=1241081054375768413, tenantId=1146029695717560320, journalId=1235980550691926019, articleId=1241081033223893170, language=CN, label=表6, caption=

各开挖层面中部水平剖面y向塑性区分布

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高程/my向塑性区分布
单一锚杆支护锚杆+锚索支护
218（第4层）
210（第5层）
202（第6层）
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长江某大桥高峰岸锚碇基坑边坡应力变形及支护效果数值模拟分析
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林丽萍 1, 2 , 蒋鑫 3 , 李军伟 4 , 段艳平 4 , 梅松华 5
矿冶工程杂志 | 采矿 2024,44(4): 164-168
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矿冶工程杂志 | 采矿 2024, 44(4): 164-168
长江某大桥高峰岸锚碇基坑边坡应力变形及支护效果数值模拟分析
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林丽萍1, 2 , 蒋鑫3, 李军伟4, 段艳平4, 梅松华5
作者信息
  • 1.湖南城建职业技术学院，湖南 湘潭 411100
  • 2.湖南科技大学，湖南 湘潭 411201
  • 3.湖南省地质地理信息所，湖南 长沙 410014
  • 4.湖南省自然资源调查所，湖南 长沙 410014
  • 5.中国电建集团中南勘测设计研究院有限公司，湖南 长沙 410014

    • 林丽萍（1989—），女（满族），吉林辽源人，硕士，湖南科技大学访问学者，主要从事岩土、结构等方面的教学和科研。E-mail：

Numerical Simulation Analysis of Stress Deformation and Anchoring Support Effect of Foundation Pit Slope for One Bridge on Gaofeng Bank of Yangtze River
Liping LIN1, 2 , Xin JIANG3, Junwei LI4, Yanping DUAN4, Songhua MEI5
Affiliations
  • 1.Hunan Urban Construction College, Xiangtan 411100, Hunan, China
  • 2.Hunan University of Science and Technology, Xiangtan 411201, Hunan, China
  • 3.Geological and Geographic Information Institute of Hunan Province, Changsha 410014, Hunan, China
  • 4.Natural Resources Survey Institute of Hunan Province, Changsha 410014, Hunan, China
  • 5.POWERCHINA Zhongnan Engineering Corporation Limited, Changsha 410014, Hunan, China
出版时间: 2024-08-01 doi: 10.3969/j.issn.0253-6099.2024.04.031
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摘要
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依据工程地质资料及锚碇基坑支护设计方案，利用ANSYS软件构建长江某大桥锚碇基坑的三维地质概化模型，将模型导入FLAC3D中模拟分析了锚碇基坑开挖支护全过程中的应力、变形及塑性区演变特征。结果表明：基坑开挖过程中，岩体应力集中现象相对较轻，整体以压应力为主，分布较均匀；开挖后基坑的整体变形趋势是向上向临空面回弹变形，底板最大综合位移为14.7 mm，边坡最大变形出现在北侧反倾向边坡，变形值8.65 mm；塑性区体积持续增大，仅在最后一级开挖时有所降低；开挖完成后，基坑北侧的岩体内出现大量塑性区。与单一锚杆支护方案相比，锚杆+锚索支护方案北侧高边坡岩体变形平均减小16.6%，开挖完成后塑性区体积减小8 600 m3，最大分布深度从15 m减小到5 m。锚杆+锚索支护方案不仅较好地抑制北坡变形，而且有效减小岩体内塑性区分布深度，提高岩体稳定性，基坑边坡支护效果更好。

锚碇基坑  /  反倾向边坡  /  应力  /  变形  /  基坑支护  /  数值模拟  /  锚杆支护  /  锚索支护

Based on the engineering geological data and the anchoring support scheme for a foundation pit, a three-dimensional geological generalization model was constructed with ANSYS software for the foundation pit of one bridge over the Yangtze River. This model was then imported into FLAC3D to simulate and analyze the stress, deformation and plastic zone evolution characteristics of the foundation pit during the process of excavation and anchoring support. The results show that during the excavation of the foundation pit, the rock mass is generally subjected to well-distributed compression, with less concentrated stress. After excavation, the foundation pit generally appears to have an upward rebound deformation, with the displacement of bottom plate maximally reaching 14.7 mm. It is shown that the counter-trend slope on the north side has the maximum deformation up to 8.65 mm. The volume of the plastic zone continues to increase, and then decreases during the excavation of the last step. After the excavation is completed, a large number of plastic zones appear in the rock mass on the north side of the foundation pit. Compared to the support scheme with only anchor rods, the support with anchor rods together with anchor cables can make the deformation of the rock mass of slope on the north side reduced by 16.6% on average, as well as the volume of plastic zone reduced by about 8 600 m3 and the distribution depth reduced from 15 m to 5 m after excavation is completed. It is concluded that the support scheme with both anchor bolts and anchor cables can not only effectively suppress the deformation of the slope on the north side, but also effectively reduce the distribution depth of plastic zone in the rock mass and improve the stability of rock mass, presenting better support effect for the foundation pit slope.

foundation with anchoring support  /  counter-trend slope  /  stress  /  deformation  /  foundation pit support  /  numerical simulation  /  anchor rod support  /  anchor cable support
林丽萍, 蒋鑫, 李军伟, 段艳平, 梅松华. 长江某大桥高峰岸锚碇基坑边坡应力变形及支护效果数值模拟分析. 矿冶工程杂志, 2024 , 44 (4) : 164 -168 . DOI: 10.3969/j.issn.0253-6099.2024.04.031
Liping LIN, Xin JIANG, Junwei LI, Yanping DUAN, Songhua MEI. Numerical Simulation Analysis of Stress Deformation and Anchoring Support Effect of Foundation Pit Slope for One Bridge on Gaofeng Bank of Yangtze River[J]. Mining and Metallurgical Engineering, 2024 , 44 (4) : 164 -168 . DOI: 10.3969/j.issn.0253-6099.2024.04.031
正文
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层状边坡包括顺倾向和反倾向边坡。反倾向边坡一旦发生失稳破坏，将产生严重的工程灾害。大多数反倾向岩质边坡的破坏模式无法判别为滑移或倾倒，且边坡破坏形式复杂多变[1]。应用岩土力学理论分析与三维数值模拟软件相结合的方法预判反倾向边坡的变形趋势、评价和预测基坑开挖支护方案及效果是较为有效的方式[2-6]。边坡工程中常利用锚杆（索）对地质体进行人工加固以保证其稳定性[7-9]，但未对锚索加入后的锚固体系协同变形破坏规律进行深入的理论分析[10]。本文依据工程地质及锚碇设计方案，利用ANSYS软件构建长江某大桥锚碇基坑的三维地质概化模型，将模型导入FLAC3D中模拟分析锚碇基坑开挖支护全过程中的应力、变形及塑性区演变特征，对比分析不同支护方案的效果，为锚碇基坑支护方案的设计和比选提供参考依据。
1 工程概况
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某大桥桥位区属长江河谷地貌，整体呈两岸高、中部段低的“U”字形状态，长江175水位江面宽约1 003 m、深80～100 m。垂直两岸的纵向轴线，地面高程为254 m～92 m～265 m，相对高差173 m，高峰岸地形呈阶梯状，总体发育有两级陡崖和两段陡坡，地形坡度70°～85°，陡坡区域主要被第四系崩坡积体覆盖，局部基岩出露，自然坡角15°～45°，总体地形坡度约40°，坡向约208°，与岩层大角度相交，为缓倾反倾向边坡。基坑开挖后北侧边坡高44.1 m，形成高边坡。地层主要由泥岩和砂岩组成，地表覆盖少量块石土，强度较低，锚碇基础大部分位于中风化泥岩中，如图1所示。大量实践经验证明，开挖过程存在北侧坡面（N1～N3坡段）开挖边坡较陡、高度大、开挖范围大等情况，导致基坑边坡整个开挖坡面发生整体滑动或垮塌，各开挖坡面因岩体节理、层面以及各种裂隙切割形成的楔形体会发生滑移和局部块体掉块、崩塌。大桥运行阶段，锚碇区上部泥岩可能由于水平力促发局部滑动破坏。
2 基坑边坡变形监测及支护方案
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2.1 变形监测方案
为保证基坑边坡在施工过程中处于安全状态，预判变形趋势，分别在底板中点、基坑四侧边坡各级开挖平台布置变形监测点。三维模型以垂直桥轴线，北偏东向延伸向为y轴正向，所以监测点以“中点”、“北1”、“东2”、“西3”等方式命名，其中“北”指y轴正向，数字代表第几开挖步骤揭露的平台，位移监测点位置见图2。
2.2 开挖支护方案
基坑分6步开挖，详见表1。N1～N3方向的支护措施为：在高程222.0 m以上的3个台阶（第1～3层），以倾角20°、间距2 m、长4～9 m的锚杆进行边坡支护；在高程198.0～222.0 m的3个台阶（第4～6层）以间距3 m、长20～40 m的预应力锚索进行边坡支护；整个坡面均采用厚50 cm的C30混凝土墙护坡。
3 数值模拟分析
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3.1 地质概化模型
数值模拟分析模型依据工程地质及锚碇设计方案确定，三维模型网格共划分180 839个单元、64 789个节点，如图3所示。
建模前对工程地质进行概化。该大桥锚碇区地质岩层总体走向较规则，岩层分界面以相应的地质剖面图为参照，由于强风化岩层分界线较浅，将其概化到覆盖层，整体概化为5 m。建立模型的三维空间走向视为直线且平行，以避免模型网格复杂化，且由于锚碇上部结构对基坑边坡应力变形影响甚微，概化时将其完全简化。
模型坐标系：大桥轴线方向为x轴，指向高峰岸为正；垂直大桥轴线方向为y轴，北偏东延伸向为正；竖直方向为z轴，向上为正。
模型范围界定：模型x轴、y轴均为-250～250 m，模型z轴从原点取至底面标高，原点设置在锚碇基坑底板中心。
计算时所施加的边界约束条件：地表无约束，底面全约束，侧面施加水平约束。数值模拟数据中，视拉应力为正值、压应力为负值。
3.2 数值模拟物理参数取值
依据长江某大桥地质详勘岩层基本参数，通过改进的GSI方法结合类似工程经验计算分析，确定数值模拟物理参数取值详见表2。
3.3 基坑开挖后应力变形分析
3.3.1 应力分析
高峰岸基坑开挖后最大主应力和最小主应力分别如图4和图5所示。从图4～5可看出，高峰岸锚碇结构较复杂，基坑内设置了三级阶地，开挖面积较大，应力集中现象相对较轻，围岩表面最大拉应力为297 kPa，出现在近地表区域，整体以压应力为主，分布较均匀。
3.3.2 变形分析
高峰岸锚碇基础基坑开挖后各边坡变形监测点变形分布见图6，北侧反倾向边坡变形分布见图7。由图6～7可见，基坑开挖后四周边坡坡度陡峭，整体变形复杂，整体位移除趋向地表临空方向回弹，还向基坑内侧卸荷方向变形。随着开挖进行，基坑底板出现向山体内向上变形的规律，最大综合位移为14.7 mm，与常规规律相符。从其他各监测点变形发展情况看，基坑x方向的两侧边坡开挖卸荷程度接近，应力分布规律，所以各点x向变形都较小，x向变形最大值为2.12 mm，出现在基坑东侧边坡。由于基坑y轴负向，即南侧自然临空，开挖后边坡各点均发生了较大的y向变形，最大y向变形值为8.65 mm，出现在北侧坡面第3层开挖面上，北侧坡上部覆盖层整体变形较小，约3 mm。
3.3.3 塑性区分析
高峰岸基坑开挖后塑性区分布见图8。由于基坑锚碇区自然坡度较大，锚碇基础又主要坐落在强度较低的泥岩范围内，基坑开挖过程中，塑性区体积持续增大，仅在最后一级开挖时有所降低。开挖完成后，基坑围岩内出现了大量塑性区，主要分布在基坑北侧的岩体内。基坑第2层和第3层坡面岩体内塑性区分布范围较大，第4～6层边坡塑性区分布范围有所减小。第1～3层塑性区最大深度约15 m，第4层塑性区最大深度约10 m，第5层和第6层塑性区最大深度约5 m。
4 支护效果分析
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高峰岸锚碇基坑北侧开挖后形成高边坡，坡比较大，且基坑岩体为泥岩，强度较低，开挖过程中边坡岩体的稳定性对工程至关重要。这里重点对比和分析单一锚杆支护和锚杆+锚索支护方式下边坡变形和塑性区分布规律。
无论是单一锚杆支护还是锚杆+锚索支护，第1～3层开挖后均采用锚杆支护，第4～6层开挖后支护方法不同，故这里只对第4～6层开挖后的支护效果进行对比分析。
4.1 变形抑制效果分析
不同支护方式下第4～6层北坡坡面岩体y向变形极值对比见表3，各层开挖层面中部水平剖面y向位移对比见表4。从表3～4可知，随着开挖深度增加，北坡y向变形增大。单一锚杆支护方式下，变形最大值出现在222.0～232.0 m台阶N2～N3段中部。锚杆+锚索支护方式下，开挖第4层后锚索加固时，变形最大值出现在232.0～242.0 m台阶N2～N3段中部；开挖第5层和第6层后锚索加固时，变形最大值出现在222.00～232.00 m台阶N2～N3段中部。相较于单一锚杆支护，采用锚杆+锚索支护，y向变形值平均减小了16.6%，说明锚杆+锚索支护对北坡变形发展起到了抑制作用。
4.2 塑性区抑制效果分析
在单一锚杆支护和锚杆+锚索支护两种工况下，基坑开挖范围内塑性区体积变化对比见表5，各开挖层面中部水平剖面y向塑性区分布见表6。从表5～6可知，基坑锚碇区自然坡度较大，锚碇基础又主要坐落在强度较低的泥岩范围内，基坑开挖过程中塑性区体积持续增大。与单一锚杆支护相比，在高峰岸锚碇基坑第4层开挖时施加锚索，塑性区体积变化尚不明显，但在第5层和第6层开挖时锚杆+锚索支护后塑性区体积明显减少，开挖支护完成后塑性区体积减小约8 600 m3，减少的塑性区主要分布在北侧反倾向边坡内。从分布深度看，开挖第4～6层，坡面后部岩体内塑性区分布深度明显减小，最大深度从15 m减小到5 m，说明锚杆+锚索支护可以有效减小岩体内塑性区分布深度，提高岩体稳定性。
5 结论
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依据长江某大桥地质详勘成果及规范，通过改进GSI方法结合类似工程经验确定数值模拟物理参数；依据工程地质资料及锚碇基坑支护设计方案，利用ANSYS软件构建长江某大桥锚碇基础基坑的三维地质概化模型，将模型导入FLAC3D中模拟分析锚碇基坑开挖支护全过程中应力、变形及塑性区演变特征，得到以下结论。
1）基坑开挖过程中，岩体应力集中现象相对较轻，整体以压应力为主，分布较为均匀。
2）开挖后基坑的整体变形趋势是向上向临空面回弹变形，底板最大综合位移为14.7 mm，边坡最大变形出现在北侧反倾向边坡，变形值为8.65 mm。
3）基坑开挖过程中，塑性区体积持续增大，仅在最后一级开挖时有所降低。开挖完成后，基坑北侧岩体内出现大量塑性区。
4）与单一锚杆支护相比，采用锚杆+锚索支护，北侧反倾向边坡岩体变形平均减小16.6%，开挖完成后塑性区体积减小约8 600 m3，最大分布深度从15 m减小到5 m。锚杆+锚索支护不仅较好地抑制了北侧边坡变形，而且有效减小了岩体内塑性区分布深度，提高了岩体稳定性，基坑边坡支护效果更佳。
基金
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  • 湖南省教育厅科学研究项目(23C0528)
  • 湖南省自然资源科研（标准）项目(湘自资科20230143DZ)
  • 湖南建投集团有限公司科技计划项目(JGJTK2021-14)
文献
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2024年第44卷第4期
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doi: 10.3969/j.issn.0253-6099.2024.04.031
  • 接收时间：2024-03-12
  • 首发时间：2026-03-18
  • 出版时间：2024-08-01
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  • 收稿日期：2024-03-12
基金
湖南省教育厅科学研究项目(23C0528)
湖南省自然资源科研（标准）项目(湘自资科20230143DZ)
湖南建投集团有限公司科技计划项目(JGJTK2021-14)
作者信息
    1.湖南城建职业技术学院，湖南 湘潭 411100
    2.湖南科技大学，湖南 湘潭 411201
    3.湖南省地质地理信息所，湖南 长沙 410014
    4.湖南省自然资源调查所，湖南 长沙 410014
    5.中国电建集团中南勘测设计研究院有限公司，湖南 长沙 410014
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https://castjournals.cast.org.cn/joweb/kygczz/CN/10.3969/j.issn.0253-6099.2024.04.031
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2种不同金属材料的力学参数
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栓菌属 Trametes 5 2.39
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