自重湿陷性黄土中螺旋锚上拔承载特性试验与理论研究

鄂天龙; 张毅明; 冯杨州; 张权; 屈讼昭; 黄林柯; 张毅军; 杨健; 郭咏华

doi:10.3724/j.gyjzG24112901

自重湿陷性黄土中螺旋锚上拔承载特性试验与理论研究

doi: 10.3724/j.gyjzG24112901

1. 国网甘肃省电力公司, 兰州 730030;
2. 河南城建学院土木与交通工程学院, 河南平顶山 467036;
3. 甘肃送变电工程有限公司, 兰州 730030;
4. 中国电建集团河南省电力勘测设计院有限公司, 郑州 450199

基金项目:

国家自然科学基金项目（52208165）；河南省自然科学基金青年基金项目（222300420105）；河南城建学院学术技术带头人培养项目（YCJXSJSDTR202202）；河南省高等学校青年骨干教师培养计划（2024GGJS125）。

详细信息

作者简介:
鄂天龙，硕士，高级工程师。

通讯作者:
屈讼昭，qusongzhao@huuc.edu.cn。

计量
- 文章访问数: 22
- HTML全文浏览量: 8
- PDF下载量: 0
- 被引次数: 0
出版历程
- 收稿日期: 2024-11-29
- 网络出版日期: 2026-07-06

Experimental and Theoretical Research on Uplift Bearing Characteristics of Helical Anchors in Self-Weight Collapsible Loess

1. State Grid Gansu Electric Power Company, Lanzhou 730030, China;
2. School of Civil Engineering and Transportation, Henan University of Urban Construction, Pingdingshan 467036, China;
3. Gansu Transmission and Transformation Engineering Co., Ltd., Lanzhou 730030, China;
4. China Electric Power Construction Group Henan Electric Power Survey & Design Institute, Zhengzhou 450199, China

摘要

摘要: 为了研究自重湿陷性黄土中螺旋锚的上拔承载性能，基于某特高压工程对湿陷性黄土中的螺旋锚开展原位试验研究和耦合的欧拉-拉格朗日方法（CEL）数值仿真，揭示了湿陷性黄土中螺旋锚在上拔荷载作用下的力-位移关系，阐明了锚盘周围土体应力、应变分布模式及随锚盘间距改变的发生规律，明确了湿陷性黄土中螺旋锚的失效模式，建立了针对不同位移控制条件下的承载力计算式。结果表明：当螺旋锚极限状态受位移控制时，建议忽略土体内摩擦角对承载力的贡献；螺旋锚上拔荷载作用下，底锚率先出现最大应变，然后是中间锚盘，最后向上延伸逐步扩大到整个区域；锚盘间距为1D（D为锚盘直径）时，螺旋锚发生盘间土整体剪切失效；螺旋锚间距为3D时，螺旋锚发生单盘独立失效；螺旋锚间距为2D时，螺旋锚失效模式介于两者之间；盘间土整体剪切法计算承载力与10%D法确定的试验承载力吻合较好；采用盘间土整体剪切破坏和盘周土局部失效两种破坏模式对应计算承载力最小值与50 mm确定的试验承载力吻合较好。
- 自重湿陷性黄土 /
- 螺旋锚 /
- 受力性能 /
- 失效模式 /
- 轴向承载力
Abstract: To investigate the uplift bearing performance of helical anchors in self-weight collapsible loess， in-situ experiments and CEL numerical simulations were conducted on helical anchors embedded in collapsible loess， based on an ultra-high voltage project. This study revealed the force-displacement relationship of helical anchors under uplift load in collapsible loess， clarified the stress and strain distribution patterns of the soil surrounding the helical plates， and elucidated how these patterns varied with the spacing between helical plates. Furthermore， the failure modes of helical anchors in collapsible loess were identified， and a bearing capacity calculation formula tailored to different displacement control conditions was established. The results indicated that when the limit state of helical anchors was governed by displacement， the contribution of soil internal friction angle to bearing capacity could be neglected. During uplift， the maximum strain initially occurred in the bottom helical plate， followed by the intermediate helical plate， and gradually extended upward to encompass the entire region. When the spacing between helical plates was 1D（D=anchor plate diameter）， the helical anchor experienced overall shear failure of the soil between plates. Conversely， at a spacing of 3D， independent failure of individual helical plates occurred. At a spacing of 2D， the failure mode of the helical anchor lay between these two extremes. The bearing capacity calculated using the overall shear method for soil between helical plates agreed well with the experimental bearing capacity determined by the 10%D method. Additionally， the minimum calculated bearing capacity， which incorporates both the overall shear failure of soil between helical plates and local failure of soil around helical plates， agreed well with the experimental bearing capacity determined by a 50 mm displacement criterion.
- self-weight collapsible loess /
- helical anchor /
- mechanical properties /
- failure mode /
- axial bearing capacity

HTML全文

参考文献(26)

[1]	SAKR M． Installation and performance characteristics of high capacity helical piles in cohesionless soils[J]． DFI Journal-the Journal of the Deep Foundations Institute，2011，5（1）:39-57．
[2]	张新春，韩春雨，白云灿，等．叶片可伸缩钢管螺旋桩结构的承载特性及设计方法[J]．中国工程机械学报，2018，16（2）:130-135．
[3]	SCHMIDT R，NASR M.Screw piles:uses and considerations[J].Structure Magazine，2004，23:29-31.
[4]	LIVNEH B，Naggar M H EI． Axial testing and numerical modeling of square shaft helical piles under compressive and tensile loading[J]． Canadian Geotechnical Journal，2008，45（8）:1142-1155．
[5]	何泽群，张新春，朱昂．砂土中螺旋锚上拔承载力与安装扭矩之间的关系研究[J]．应用力学学报，2020，37（5）:1894-1899．
[6]	Geotechnics Arup.Design of screw piles:assessment of pile design methodology[M].London:Ove Arup & Partners Ltd.，2005.
[7]	TROFIMENKOV J G，MARUIPOLSHII L G.Screw piles used for mast and tower foundations[C]//Proceedings of the 6th International Conference on Soil Mechanics and Foundation Engineering.Montreal，Canada:1965:328-332.
[8]	ADAMS J I，KLYM T W． A study of anchorages for transmission tower foundations[J]． Canadian Geotechnical Journal，1972，9（1）:89-104．
[9]	MITSCH M P，CLEMENCE S P.The uplift capacity of helix anchors in sand[C]//Uplift Behavior of Anchor Foundations in Soil.Reston，VA:American Society of Civil Engineers（ASCE），1985:26-47.
[10]	MOONEY J S，ADAMCZAK S，CLEMENCE S P.Uplift Capacity of Helix Anchors in Clay and Silt[M].Reston:American Society of Civil Engineers（ASCE），1985.
[11]	SAKR M.Lateral resistance of high capacity helical piles:case study[C]//Proceedings of the 63rd Canadian Geotechnical and 6th Canadian Permafrost Conference.Calgary:2010:402-412.
[12]	PACK J S.Design of helical piles for heavily loaded structures[C]//New Technological and Design Developments in Deep Foundations.Denver，Colorado:2000:353-367.
[13]	PERLOW Jr M.Helical pile acceptance criteria，design guidelines，and load test verification[M]//Advances in Geotechnical Engineering.Reston:ASCE，2011:94-102.
[14]	MERIFIELD R S． Ultimate uplift capacity of multiplate helical type anchors in clay[J]． Journal of Geotechnical and Geoenvironmental Engineering，2011，137（7）:704-716．
[15]	屈讼昭，郭咏华，王仪，等.大锚片螺旋锚在粉质黏土中上拔受力性能的原位试验研究及数值模拟分析[J].岩石力学与工程学报，2020，39（增刊2）:3655-3668.
[16]	胡伟，林天宇，林志，等.砂土地基中螺旋锚上拔承载特性试验与理论研究[J].岩土工程学报，2024，46（8）:1582-1595.
[17]	屈讼昭，郭咏华，王仪，等．大锚片螺旋锚在粉质黏土中的下压承载性能[J]．土木与环境工程学报（中英文），2021，43（5）:34-44．
[18]	陈俊锋，杨守富，段译斐，等.黄土地区螺旋锚基础承载力试验研究[J/OL].应用力学学报，1-16[ 2024-09-15].http://kns.cnki.net/kcms/detail/61.1112.O3.20240322.1032.002.html.
[19]	新华社.螺旋锚技术助力我国特高压基础施工建设升级[EB/OL].[ 2024-08-03].https://baijiahao.baidu.com/sid=1806350581619718997 &wfr=spider &for=pc.
[20]	DAS B M，SHUKLA S K.Earth Anchors[M].2nd ed.Florida:J.Ross Publishing，Inc，2013.
[21]	国家电网有限公司.架空输电线路螺旋锚基础设计规范:Q/GDW 10584—2022[S].北京:中国电力出版社，2022.
[22]	国家能源局.架空输电线路基础设计规程:DL/T 5219—2023[S].北京:中国电力出版社，2024.
[23]	YU H，ZHOU H，SHEIL B，et al.Finite element modelling of helical pile installation and its influence on uplift capacity in strain softening clay[J].Canadian Geotechnical Journal，2022，59（12）:2050-2066.
[24]	KWON O，LEE J，KIM G，et al.Investigation of pullout load capacity for helical anchors subjected to inclined loading conditions using coupled Eulerian-Lagrangian analyses[J].Computers and Geotechnics，2019，111:66-75.
[25]	QIU G，HENKE S，GRABE J.Application of a coupled Eulerian-Lagrangian approach on geomechanical problems involving large deformations[J].Computers and Geotechnics，2011，38（1）:30-39.
[26]	The Institute of Electrical and Electronics Engineers，Inc，IEEE）.IEEE guide for transmission structure foundation design and testing[S].New York，USA:The Institute of Electrical and Electronics Engineers，Inc.（IEEE），2001．