破碎基岩建筑桩基承载力理论研究与应用

袁建飞; 王锟毅; 李胜群; 张建伟; 李连祥; 国睿

doi:10.20265/j.cnki.issn.1007-2993.2025-0244

破碎基岩建筑桩基承载力理论研究与应用

doi: 10.20265/j.cnki.issn.1007-2993.2025-0244

袁建飞^1,,
王锟毅²,
李胜群^{3, 4},
张建伟⁵,
李连祥^{3, 4, 6},
国睿^{3, 4,}

1.
中铁一局集团第五工程有限公司，陕西宝鸡　712100
2.
中铁十七局集团第一工程有限公司，山东青岛　030006
3.
山东大学土建与水利学院，山东济南　250061
4.
山东大学基坑与深基础工程技术研究中心，山东济南　250061
5.
山东轨道交通勘察设计院有限公司，山东济南　250014
6.
山东高速岩土工程有限公司，山东济南　250102

基金项目: 国家自然科学基金项目（51508310）；山东省优秀中青年科学家科研基金项目（BS2013SF024）；济南市科技计划项目（201201145）

详细信息

作者简介:
袁建飞，男，1979年生，大学本科，正高级工程师，主要从事隧道与桥梁工程施工和技术研究。E-mail：10368564@qq.com

中图分类号: TU473；TU443
计量
- 文章访问数: 46
- HTML全文浏览量: 16
- PDF下载量: 9
- 被引次数: 0
出版历程
- 收稿日期: 2025-06-04
- 修回日期: 2025-06-19
- 录用日期: 2025-06-24
- 网络出版日期: 2026-10-08
- 刊出日期: 2026-10-08

Theoretical study and application of pile foundation bearing capacity of broken bedrock building

YUAN Jianfei^1
,,
WANG Kunyi²,
LI Shengqun^{3, 4},
ZHANG Jianwei⁵,
LI Lianxiang^{3, 4, 6},
GUO Rui^{3, 4
,}

1.
China Railway First Group Fifth Engineering Co., Ltd., Baoji 712100, Shaanxi, China
2.
China Railway 17th Bureau Group First Engineering Co., Ltd., Qingdao 030006, Shandong, China
3.
School of Civil and Hydraulic Engineering, Shandong University, Jinan 250061, Shandong, China
4.
Foundation Pit and Deep Foundation Engineering Research Center, Shandong University, Jinan 250061, Shandong, China
5.
Shandong Railway Transit Survey and Design Institute Co., Ltd., Jinan 250014, Shandong, China
6.
Shandong High-Speed Geotechnical Engineering Co., Ltd., Jinan 250102, Shandong, China

摘要

摘要: 为解决破碎基岩区嵌岩桩设计问题，通过分析国内两种行业规范嵌岩桩承载力计算方法、计算参数和适用范围，根据《公路桥涵地基与基础设计规范》计入岩石完整程度的基桩端阻、侧阻发挥系数的思路，确定了破碎基岩对应的承载力折减比例，对《建筑桩基技术规范》的嵌岩桩计算系数进行了修正，获得适于建筑桩基的破碎基岩嵌岩桩承载力计算方法。使用基于修正Hoek-Brown准则等效的Mohr-Coulomb抗剪强度指标进行有限元模拟，得到较破碎基岩嵌岩桩单桩极限承载力，针对不同完整程度持力层建立桩筏基础模型，分析其承载能力与单桩承载性状。结果表明，修正后的承载力计算方法具有合理性，较破碎基岩作为群桩基础的持力层具有较好的承载能力。研究成果应用于济南破碎基岩区某超高层项目的桩基优化设计，相关成果可供同类工程参考。
- 破碎基岩 /
- 嵌岩桩 /
- 承载性状 /
- 桩基优化
Abstract: In order to solve the problem of designing embedded piles in fractured bedrock areas, the bearing capacity calculation methods, calculation parameters and application scope of embedded piles used in two domestic codes are analysed. According to the “Code for Design of Foundation and Subgrade of Highway Bridges and Culvert”, the approach to accounting for the bearing capacity factors of end and side resistance of piles considering rock integrity, the method of calculating the bearing capacity of embedded piles with broken bedrock is modified to obtain a method suitable for broken bedrock building. The Mohr-Coulomb parameter based on the modified Hoek-Brown criterion is used to carry out finite element simulations to obtain the ultimate bearing capacity of monopiles with fractured bedrock embedded piles, and to model pile raft foundations with different degrees of integrity and analyse their bearing capacity and monopile bearing properties. The results show that the modified bearing capacity calculation method is scientific and the fractured bedrock still has good bearing capacity as the bearing layer of group pile foundation. The results are applied to the optimal design of pile foundation for a super high-rise project in the fractured bedrock area of Jinan, and the relevant results can be used as reference for similar projects.
- broken bedrock /
- rock-socketed pile /
- load-bearing properties /
- pile foundation optimization

HTML全文

图 1 桩基施工平面图

Figure 1. Construction drawing of pile foundation

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图 2 平面面积等效法

Figure 2. Plane area equivalence method

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图 3 离心试验回溯计算结果

Figure 3. Backtracking results of centrifugal test

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图 4 模型网格划分

Figure 4. Model grid generation

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图 5 有限元计算结果

Figure 5. Result of finite element calculation

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图 6 有限元模型

Figure 6. Finite element model

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图 7 数值模拟结果与监测结果

Figure 7. Numerical simulation results and monitoring results

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图 8 不同持力层群桩荷载沉降曲线

Figure 8. Settlement curves for group pile loads at different bearing levels

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图 9 桩身轴力沿深度的分布

Figure 9. Distribution of pile shaft forces along depth

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表 1 嵌岩段侧阻力系数、端阻系数及侧阻和端阻综合系数

Table 1. End resistance coefficient and side resistance and end resistance composite coefficient of the embedded rock segment

嵌岩深径比h_r/d		0	0.5	1	2	3	4	5	6	7	8
极软岩和软岩	ζ_s	0	0.052	0.056	0.056	0.054	0.051	0.048	0.045	0.042	0.04
	ζ_p	0.6	0.7	0.73	0.73	0.7	0.66	0.61	0.55	0.48	0.42
	ζ_r	0.6	0.8	0.95	1.18	1.35	1.48	1.57	1.63	1.66	1.7
较硬岩和坚硬岩	ζ_s	0	0.05	0.052	0.05	0.045	0.04
	ζ_p	0.45	0.55	0.6	0.5	0.46	0.4
	ζ_r	0.45	0.65	0.81	0.9	1	1.04

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表 2 嵌岩桩侧阻与端阻发挥系数

Table 2. Exertion coefficients of side and end resistance of rock-socketed piles

岩石情况	c₁	c₂
完整、较完整	0.6	0.05
较破碎	0.5	0.04
破碎、极破碎	0.4	0.03
注：①当嵌岩深度≤0.5 m时，$ {c}_{1} $乘以0.75的折减系数，$ {c}_{2} $=0；②对钻孔桩，系数$ {c}_{1} $，$ {c}_{2} $在列表值乘0.8使用；③持力层为中等风化岩石，系数$ {c}_{1} $，$ {c}_{2} $在列表值乘0.75使用。

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表 3 不同规范嵌岩桩承载力计算理论对比

Table 3. Comparison of the theory of carrying capacity calculation of different specifications of embedded rock piles

	计算公式	计算参数	适用条件	侧阻系数	端阻系数
文献[4]	$ Q\mathrm{_{rk}}=\zeta_{\mathrm{p}}A_{\mathrm{p}}f\mathrm{_{rk}}+\zeta\mathrm{_s}uh_{\mathrm{r}}f\mathrm{_{rk}} $	直径、嵌岩深度、岩石饱和单轴抗压强度、侧阻影响系数、端阻影响系数	持力层为完整、较完整基岩	与岩性、桩身材料、成桩清孔情况有关	与岩性、嵌岩深度、成桩清底情况有关
文献[22]	$ R_{\mathrm{a}}=c_1A_{\mathrm{p}}f\mathrm{_{rk}}+c_2uh_{\mathrm{r}}f\mathrm{_{rk}} $	直径、嵌岩深度、岩石饱和单轴抗压强度、侧阻发挥系数、端阻发挥系数	持力层为任意完整程度基岩	与岩石破碎程度、清孔情况、施工工艺、岩石风化程度有关	与岩石破碎程度、清孔情况、施工工艺、岩石风化程度有关

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表 4 不同嵌岩深径比下的折减系数

Table 4. Reduction factor under the depth-diameter ratio of different embedded rocks

嵌岩深径比h_r/d	0	0.5	1	2	3	4	5	6	7	8
完整、较完整	1.0	1.0	1.0	1.0	1.0	1.0	1.0	1.0	1.0	1.0
较破碎	0.833	0.829	0.825	0.820	0.817	0.814	0.813	0.811	0.810	0.809
破碎、极破碎	0.667	0.657	0.650	0.640	0.633	0.629	0.625	0.622	0.620	0.618

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表 5 各地层物理性质

Table 5. Physical properties of each stratum

岩层	k_v	RQD/%	平均厚度/m	f_rk /MPa	Q_sik/kPa
④碎石			0.5		120
⑤-1强风化石灰岩	0.07	0~10	3.13		500
⑤-2中等风化石灰岩	0.47	25~50	4.39	30	1000
⑤-3中等风化石灰岩	0.73	70~80		45	1200
⑤-4溶洞填充物			0.94(洞高)		70
⑤-5全风化泥质灰岩			5.5		110
⑤-6强风化泥质灰岩	0.19	0~10	3.1		130

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表 6 桩基设计参数

Table 6. Design parameters of pile foundation

直径/m	桩长/m	嵌岩深度/m	持力层	竖向承载力特征值/MN
3	12.0	1.5	⑤-3中等风化石灰岩	87
2.8	11.0	1.5	⑤-3中等风化石灰岩	76
2.4	10.5	1.5	⑤-3中等风化石灰岩	45

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表 7 不同方法单桩承载力计算结果

Table 7. Calculation results of characteristic values of bearing capacity by different methods

桩径/m	嵌岩深度/m	式（3）/MN	式（10）/MN	折减系数$ C\mathrm{_a} $
3.0	3.0	101	84	0.83
2.8	2.8	88	73	0.83
2.4	2.4	65	54	0.83

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表 8 持力层岩体参数

Table 8. Rock parameters of the bearing layer

编号	GSI	σ_c/MPa	E_i/MPa	m_i	v_p/（m·s⁻¹）	D
⑤-2	38.73	30	21210	10	3082	0
⑤-3	50.19	45	23565	10	3846	0

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表 9 数值模拟地层参数

Table 9. Numerical simulation of formation parameters

地层编号	岩土层	厚度/m	天然重度/(kN·m⁻³)	黏聚力/kPa	内摩擦角/（°）	膨胀角/（°）	弹性模量/MPa	泊松比
1	⑤-1强风化石灰岩	3	24.64	100	25	12.5	110	0.27
2	⑤-2中等风化石灰岩	7	24.92	761	33.2	16.2	3104	0.23
3	⑤-3中等风化石灰岩	7	24.87	1389	36.9	18.5	7322	0.23

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表 10 各岩层物理参数^[26]

Table 10. Physical parameters of rock formations^[26]

名称	厚度/m	弹性模量/MPa	泊松比	内摩擦角/（°）	黏聚力/kPa	重度 /（kN·m⁻³）
强风化花岗岩	20	40	0.27	28	47.5	21.0
中等风化花岗岩	20	6500	0.25	35	4000	25.5
微风化花岗岩	10	30000	0.2	45	9000	26.3

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表 11 数值模拟计算结果

Table 11. Numerical simulation results

桩径/m	极限状态桩顶荷载/MN	极限状态桩顶沉降/mm	承载力特征值/MN
2.4	132	17.48	66
2.8	160	18.85	80
3.0	174	18.81	87

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