粉质黏土地基螺旋桩抗压承载性能研究

李志刚; 李阳; 王晓峰; 柴贤东; 任刚; 常洪林; 邓天尧

doi:10.20265/j.cnki.issn.1007-2993.2024-0127

粉质黏土地基螺旋桩抗压承载性能研究

doi: 10.20265/j.cnki.issn.1007-2993.2024-0127

1.
国网阜阳供电公司，安徽阜阳　236017
2.
安徽华电工程咨询设计有限公司，安徽合肥　230022
3.
河海大学岩土力学与堤坝工程教育部重点实验室，江苏南京　210024

详细信息

作者简介:
李志刚，男，1971年生，大学本科，工程师，主要从事电力建设工程技术研究。E-mail：601173028@qq.com

通讯作者:
邓天尧，男，1999年生，硕士研究生，主要从事螺旋桩基础方面的研究。E-mail：dty13763603427@163.com

中图分类号: TU476
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- 被引次数: 0
出版历程
- 收稿日期: 2024-03-21
- 修回日期: 2024-05-12
- 录用日期: 2024-08-29
- 刊出日期: 2025-08-08

Compressive bearing performance of the helical pile embedded in silty clay

1.
State Grid Fuyang Power Supply Company, Fuyang 236017, Anhui, China
2.
Anhui Huadian Engineering Consultating and Design Co., Ltd., Hefei 230022, Anhui, China
3.
Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering, Hohai University, Nanjing 210024, Jiangsu, China

摘要

摘要: 螺旋桩结构简单、施工方便、绿色环保，正逐渐应用于输电线塔基础。开展粉质黏土地基中螺旋桩抗压承载力现场试验，探讨了不同极限承载力判定方法的适用性；基于有限元软件ABAQUS建立螺旋桩–土体现场试验三维模型，研究了下压荷载作用下螺旋桩的桩身轴力、侧摩阻力及土体破坏形式，通过规范计算和数值模拟对比分析了极限状态下锚杆和锚盘的荷载分担占比。结果表明：下压荷载作用下螺旋桩的荷载–桩顶位移曲线整体呈现出典型的线性–高度非线性–近似线性趋势，可使用lg P-s法与Reese & O’Neill方法辅助确定极限抗压承载力；螺旋桩锚盘上部区域锚杆发挥侧摩阻力较少，主要通过锚盘端阻力和锚盘之间锚杆的侧摩阻力抵抗下压荷载；极限荷载下3个锚盘之间的土体位移产生贯穿，形成较为完整的圆柱形滑裂面；底盘下部土体应力和塑性应变最大，率先发生剪切破坏；极限状态下螺旋桩各部位承担荷载比例大小依次为底盘>中间盘>首盘>锚杆，锚盘共可承担约85%的荷载。
- 螺旋桩 /
- 粉质黏土 /
- 抗压承载性能 /
- 现场试验 /
- 数值模拟
Abstract: The helical pile has advantages such as simple structure, convenient construction, and environmental friendliness, and is gradually being applied to the foundation of transmission line towers. Field tests on compressive bearing capacity of helical pile in silty clay foundation were carried out, and the applicability of different determination methods for ultimate bearing capacity was discussed. A three-dimensional model of the helical pile and soil was established using the finite element software ABAQUS. The axial force and lateral frictional resistance of the helical pile, and soil failure mode under vertical compression load were studied. The load sharing ratio of anchor rod and anchor plates under ultimate state was comparatively analyzed through code-based calculation and numerical simulation. The research results show that under vertical compression load, the load-displacement curve of the helical pile exhibits a typical linear-highly nonlinear-approximate linear trend. The lg P-s method and Reese & O’Neill method can be used to assist in determining the ultimate compressive bearing capacity. The upper region of anchor plate exhibits less lateral frictional resistance from the anchor rod, the vertical compression load is mainly resisted through the end resistance of the anchor plate and the lateral friction resistance of the anchor rod between anchor plates. Under ultimate load, soil displacement occurs through three anchor plates to form a relatively complete cylindrical slip surface. The maximum stress and plastic strain of soil under the bottom plate occur first, leading to shear failure. Under ultimate conditions, the load distribution among different parts of the helical pile is as follows: bottom plate > middle plate > top plate > anchor rod. The anchor plates collectively bear around 85% of the load.
- helical pile /
- silty clay /
- compressive bearing performance /
- field test /
- numerical simulation

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图 1 螺旋桩尺寸示意图（单位：mm）

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图 2 试验装置

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图 3 螺旋桩下压荷载–桩顶位移曲线

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图 4 lg P-s法确定螺旋桩的抗压极限承载力

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图 5 有限元模型示意图

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图 6 下压荷载–桩顶位移曲线模拟值与实测值对比

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图 7 不同下压荷载下桩身轴力分布曲线

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图 8 不同下压荷载下桩身侧摩阻力分布曲线

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图 9 极限荷载作用下桩土位移、应力及等效塑性应变云图

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图 10 极限状态下螺旋桩锚盘和锚杆荷载分担占比

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表 1 桩周土体物理性质和力学参数

土质	层厚/m	重度γ /（kN·m⁻³）	黏聚力 c/kPa	内摩擦角 φ/(°)	压缩模量 E_s/MPa	承载力特征值f_ak/kPa
粉质黏土	9.0	18.8	35	12	7.0	140
粉土	2.0	19.5		25	12	160

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表 2 不同方法确定螺旋桩的抗压极限承载力

编号	方法名称	判定依据	对应极限承载力的桩顶位移/mm	极限承载力/kN
1	B Livneh & M H El Naggar法^[14]	对应极限承载力的桩顶位移：$ s = \dfrac{{PL}}{{AE}} + 0.08{D_{\max }} $	54.3
2	修正Davisson方法^[15]	对应极限承载力的桩顶位移：$ s = \dfrac{{PL}}{{AE}} + 0.1{D_{{\text{avg}}}} $	66.3
3	Davisson方法^[10]	对应极限承载力的桩顶位移：$ s = \dfrac{{PL}}{{AE}} + \dfrac{D}{{120}} + 4 $	15.3	560
4	lg P-s法^[11]	首先将桩P-s曲线处理为lg P-s曲线，找出相应的陡降初始点为极限荷载	23.4	640
5	Reese & O’Neill方法^[12]	桩顶位移为5%D时对应的荷载	30	720
6	《建筑基桩检测技术规范》（JGJ 106–2014）^[13]	对于缓变型Q-s曲线，宜根据桩顶总沉降量，取s等于40 mm对应的荷载值	40	800
注：L为锚杆的总长度；P为桩顶荷载；A为锚杆截面面积；E为钢材弹性模量；D为螺旋桩锚盘直径，其中D_max和D_avg分别为锚盘的最大直径和平均直径，本次试验中锚盘直径都相同，D_max=D_avg=D。

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表 3 极限状态下螺旋桩各锚盘和锚杆承担荷载

获取方式	首盘承担荷载/kN	中间盘承担荷载/kN	底盘承担荷载/kN	锚杆承担荷载/kN	极限承载力/kN
模拟值	150	164	315	110	740
理论值	207.97	227.89	240.0	104.67	780.53
实测值					800

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