钻孔灌注复合桩的受力性能研究

蒋功成; 王红军

doi:10.20265/j.cnki.issn.1007-2993.2024-0571

钻孔灌注复合桩的受力性能研究

doi: 10.20265/j.cnki.issn.1007-2993.2024-0571

中信建筑设计研究总院有限公司，湖北武汉　430014

详细信息

作者简介:
蒋功成，男，1993年生，硕士，工程师，主要从事建筑结构设计工作。E–mail：191284323@qq.com

中图分类号: TU473.1
计量
- 文章访问数: 41
- HTML全文浏览量: 12
- PDF下载量: 10
- 被引次数: 0
出版历程
- 收稿日期: 2024-12-05
- 修回日期: 2025-02-24
- 录用日期: 2025-04-09
- 网络出版日期: 2026-06-08
- 刊出日期: 2026-06-08

Load-bearing performance of composite bored piles

CITIC General Institute of Architectural Design and Research Co., Ltd., Wuhan 430014, Hubei, China

摘要

摘要: 劲性复合桩因具有施工便捷和承载力高的优势，在土木工程领域得到了广泛应用。然而，对于土中存在孤石或岩层较浅的复杂地质区域，会存在预先搅拌困难，沉桩振动和噪声较大等缺点。本文结合某实际工程，提出了预先钻孔灌注细石混凝土并植入预应力混凝土实心方桩的旋挖植桩技术，解决了预制桩不能进入中等风化等硬质岩层的难题，通过现场载荷试验验证了该钻孔灌注复合桩技术的可靠性和实用性，并采用ABAQUS有限元软件对钻孔灌注复合桩的荷载传递规律及承载性能进行了分析。结果表明：预先钻孔灌注细石混凝土可使预制桩端进入硬质岩层，能有效降低预制桩的沉降，提高预制桩的承载能力；预应力混凝土实心芯桩−细石混凝土接触面能有效传递上部荷载，在加载过程中表现出了良好的稳定性及可靠性；钻孔灌注复合桩在施工过程中对桩周土产生挤密作用，使桩的侧摩阻力得到强化。
- 钻孔灌注复合桩 /
- 载荷试验 /
- 旋挖植桩 /
- 有限元分析
Abstract: Strength composite piles have been widely used in the field of civil engineering due to their advantages of convenient construction and high bearing capacity. However, in complex geological areas with boulders in the soil and relatively shallow rock strata, there are disadvantages such as difficulty in pre-mixing and relatively large noise and vibration during pile driving. This paper, combined with an actual project, puts forward a rotary drilling and pile-implanting technique of pouring fine stone concrete after drilling and implanting precast prestressed concrete solid square piles (composite bored piles), which solves the problem that precast piles cannot enter moderately weathered rock strata. Through on-site load tests, the reliability and practicability of this drilled and poured composite pile have been verified. The load transfer law and bearing capacity of the composite bored piles were analyzed using ABAQUS finite element software. The results showed that pour fine concrete after drilling can effectively reduce the settlement of prefabricated piles and improve their bearing capacity; The interface between the prestressed concrete solid core pile and the fine aggregate concrete can effectively transfer the upper load, demonstrating excellent stability and reliability during the loading process. The bored grouted composite pile effectively induces compaction of the surrounding soil during construction, and under the action of the upper load, the lateral friction resistance along the pile shaft can be significantly enhanced.
- composite bored pile /
- load test /
- rotary bored piling /
- finite element analysis

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图 1 典型剖面图

Figure 1. Typical cross-section

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图 2 钻孔灌注复合桩构造（单位：mm）

Figure 2. Construction of composite bored pile (Unit：mm)

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图 3 荷载−位移曲线图

Figure 3. Load−displacement curve

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图 4 ABAQUS模型及网格划分

Figure 4. ABAQUS model and mesh generation

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图 5 混凝土单轴应力−应变关系曲线

Figure 5. Uniaxial stress−strain relationship curve of concrete

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图 6 荷载−位移曲线图

Figure 6. Load−displacement curve

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图 7 芯桩轴力分布曲线

Figure 7. Axial force distribution of core pile

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图 8 细石混凝土外芯轴力分布曲线

Figure 8. Axial force distribution curve of fine-aggregate concrete outer core

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图 9 钻孔灌注复合桩轴力分布曲线

Figure 9. Axial force distribution of composite bored pile

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图 10 芯桩侧摩阻力分布曲线

Figure 10. Side friction resistance distribution of core pile

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图 11 钻孔灌注复合桩侧摩阻力分布曲线

Figure 11. Side friction resistance distribution of composite bored pile

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图 12 接触面相对滑移量曲线图

Figure 12. Relative slip amount curve diagram of contact surface

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表 1 岩土层主要物理力学参数

Table 1. Soil parameters

土层名称	厚度/m	承载力$ f\mathrm{_{ak}} $/kPa	压缩模量E_s/MPa	压缩系数$ {a_{1 - 2}} $/MPa⁻¹	黏聚力c/kPa	内摩擦角φ/（°）
②-2粉质黏土	0～4.9	120	6	0.33	26.6	12.2
③粉质黏土	0～2.3	200	10	0.17	42	16.9
④-1强风化砂岩	3.6～8.6	500	46	0.15	50	28
④-2中等风化砂岩	未揭穿	1800

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表 2 基桩设计参数

Table 2. Design parameters of pile foundation

土层名称	厚度/m	侧阻力特征值 $ q_{\mathrm{s}i\mathrm{k}} $/kPa	端阻力特征值 $ q\mathrm{_{pk}} $/kPa
②-2粉质黏土	0～4.9	30
③粉质黏土	0～2.3	43
④-1强风化砂岩	3.6～8.6	80
④-2中等风化砂岩	未揭穿	150	2500

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表 3 桩基检测结果

Table 3. Test results of pile foundation

序号	桩号	最大试验荷载 /kN	对应沉降 /mm	残余沉降/mm	极限承载力/kN	承载力特征值/kN	对应沉降 /mm
1	ZH1	5600	15.24	12.63	≥5600	2800	3.69
2	ZH2	5600	20.51	18.26	≥5600	2800	5.63
3	ZH3	5600	17.19	15.03	≥5600	2800	4.82

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