饱和黏性土场地引孔深度对管桩施工参数及承载性状的影响分析

盛志强; 朱肇京; 任鑫健; 孟佳晖; 林黎; 秋仁东; 朱春明

doi:10.20265/j.cnki.issn.1007-2993.2025-0228

饱和黏性土场地引孔深度对管桩施工参数及承载性状的影响分析

doi: 10.20265/j.cnki.issn.1007-2993.2025-0228

盛志强^{1, 2, 3, 4, 5,},
朱肇京^{1, 2, 3, 4, ,},
任鑫健^{1, 2, 3, 4},
孟佳晖^{1, 2, 3, 4},
林黎^{1, 2, 3, 4, 5},
秋仁东^{1, 2, 3, 4},
朱春明^{1, 2, 3, 4}

1.
建筑安全与环境国家重点实验室，北京　100013
2.
国家建筑工程技术研究中心，北京　100013
3.
中国建筑科学研究院有限公司地基基础研究所，北京　100013
4.
建研地基基础工程有限责任公司，北京　100013
5.
建研院检测中心有限公司，北京　100013

详细信息

作者简介:
盛志强，男，1987年生，博士，高级工程师，主要从事地基基础工程技术方面的研究工作。E-mail：sheng123zq@163.com

通讯作者:
朱肇京，男，1997年生，大学本科，助理工程师，主要从事地基基础方面的研究工作。E-mail：1121839796@qq.com

中图分类号: TU473
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- 被引次数: 0
出版历程
- 收稿日期: 2025-05-27
- 修回日期: 2025-08-11
- 录用日期: 2025-08-25
- 网络出版日期: 2026-10-08
- 刊出日期: 2026-10-08

Influence of pilot hole depth on construction parameters and bearing behavior of pipe piles in saturated clay sites

SHENG Zhiqiang^{1, 2, 3, 4, 5
,},
ZHU Zhaojing^{1, 2, 3, 4
, ,},
REN Xinjian^{1, 2, 3, 4},
MENG Jiahui^{1, 2, 3, 4},
LIN Li^{1, 2, 3, 4, 5},
QIU Rendong^{1, 2, 3, 4},
ZHU Chunming^{1, 2, 3, 4}

1.
State Key Laboratory of Building Safety and Built Environment, Beijing 100013, China
2.
National Engineering Research Center of Building Technology, Beijing 100013, China
3.
Institute of Foundation Engineering, China Academy of Building Research, Beijing 100013, China
4.
CABR Foundation Engineering Co., Ltd., Beijing 100013, China
5.
CABR Testing Center Co., Ltd., Beijing 100013, China

摘要

摘要: 以饱和黏性土场地为背景，通过对比不同引孔深度（3.0, 4.5, 6.0 m）下预制管桩（桩长为9.0 m）的施工参数及单桩静载试验结果，系统分析了引孔深度对沉桩工艺、土塞效应及承载性能的影响。研究表明：（1）静压沉桩工艺中，引孔深度小于1/2桩长时，不同引孔深度的管桩终压力变化较小，在引孔深度达桩长2/3（6.0 m）时终压力显著降低；锤击沉桩工艺中，引孔深度范围内锤击数显著减少，在引孔深度达桩长2/3（6.0 m）时，最后80 cm的锤击数明显减少；（2）引孔深度增加导致静压沉桩土塞长度减小，而锤击沉桩土塞长度整体增大，引孔更易促使土体填充锤击工艺的管桩空芯；（3）单桩承载力随引孔深度增加呈下降趋势；引孔深度小于桩长1/2时，主要削弱桩侧阻力；引孔深度达桩长2/3时，桩侧与桩端阻力均显著降低；（4）试验所得单桩竖向抗压承载力特征值与终压力之比的平均值为0.293，接近于《静压预制混凝土桩基础技术规程》（DBJ/T 15—94—2013）4.3.3条给出的下限值（0.30），表明在饱和黏性土引孔条件下，仍可采用终压力估算承载力，当无地区经验时，可将安全系数在规范取值基础上提高11%～26%；（5）综合施工可行性与承载力损失控制，建议饱和黏性土场地管桩引孔深度宜控制在0.4～0.5倍桩长范围内，此时既可削弱挤土效应，又能降低承载力的损失。研究成果为饱和黏性土场地中管桩引孔工艺的设计与施工提供了参考。
- 引孔深度 /
- 锤击沉桩 /
- 静压沉桩 /
- 土塞效应 /
- 承载力 /
- 挤土效应
Abstract: Taking the saturated clay site as the background, the influence of pilot hole depth on pile installation, soil plugging effect, and bearing performance was systematically analyzed by comparing the construction parameters and single pile static load test results of prefabricated pipe piles (pile length of 9.0 m) with different pilot hole depths (3.0, 4.5, 6.0 m). Key findings include: (1) For jacked pile installation, the final pressure showed minimal variation when pilot hole depths were less than half the pile length (4.5 m), but significantly reduced at two-thirds pile length (6.0 m). In hammer-driven piles, the blow count decreased substantially with pilot hole depth, particularly for the final 80 cm penetration at 6.0 m depth. (2) Increasing pilot hole depth reduced soil plug length in jacked piles but increased it in hammer-driven piles, indicating greater soil intrusion into pile cavities during dynamic installation. (3) The ultimate bearing capacity of single piles decreased with pilot hole depth. Shaft resistance dominated capacity reduction at depths 4.5 m, while both shaft and tip resistances significantly diminished at 6.0 m depth. (4) The experimental ratio of the characteristic vertical compressive bearing capacity to the final jacking force averaged 0.293, approaching the lower bound of 0.30 stipulated in Clause 4.3.3 of the Technical Specification for Static Pressing Precast Concrete Pile Foundations (DBJ/T 15—94—2013). This indicates that the bearing capacity can still be estimated from the final pressure under pilot-hole conditions in saturated clay. In the absence of regional experience, the safety factor should be amplified by 11%~26% relative to the code value. (5) Considering both construction feasibility and bearing-capacity loss control, the pilot hole depth for pipe piles in saturated clay sites is recommended to be 0.4~0.5 times the pile length, which effectively mitigates extrusion effects while limiting capacity reduction. These findings provide a reliable reference for the design and construction of pilot hole techniques for pipe piles in saturated clay strata.
- pilot hole depth /
- hammer-driven pile /
- static pressure pile /
- soil plugging effect /
- bearing capacity /
- extrusion effects

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图 1 试验桩平面位置

Figure 1. Location of test piles

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图 2 地层分布与设计参数

Figure 2. Strata distribution and design parameters

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图 3 引孔深度与终压力

Figure 3. Pilot hole depth & final pressure

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图 4 引孔深度与最后80 cm的锤击数

Figure 4. Pilot hole depth & blow count in the final 80 cm

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图 5 引孔深度与土塞高度（静压沉桩工艺）

Figure 5. Pilot hole depth & soil plug height (jacked pile installation)

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图 6 引孔深度与土塞高度（锤击沉桩工艺）

Figure 6. Pilot hole depth & soil plug height (hammer-driven pile installation)

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图 7 引孔深度与单桩竖向抗压极限承载力

Figure 7. Pilot hole depth & ultimate vertical compressive bearing capacity of single pile

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图 8 Q–s曲线

Figure 8. Q–s curve

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图 9 log Q–s曲线

Figure 9. log Q–s curve

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表 1 试验桩施工参数表

Table 1. Construction parameters of test piles

引孔深度/m	静压沉桩		锤击沉桩
引孔深度/m	桩号	终压力/kN	桩号	总锤击数	锤击数(0～3.0 m)	锤击数(0～4.5 m)	锤击数(0～6.0 m)	最后80 cm锤击数
不引孔	10	780	42	132	7	18	32	34
	17	680	46	118	5	15	28	28
	19	754	52	143	5	17	30	33
3.0	7	754	40	98	5			31
	13	680	37	101	4			28
	20	754	48	83	5			25
	26	680	44	124	2			27
4.5	8	680	36	108		4		35
	16	740	43	127		3		31
	11	680	50	89		5		26
	29	740	34	114		5		28
6.0	14	600	45	92			13	32
	15	628	51	105			3	24
	23	660	41	81			5	20
	24	650	38	70			10	16

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表 2 引孔深度与土塞高度

Table 2. Pilot hole depth & soil plug height

引孔深度 /m	桩号	终压力 /kN	土塞长度 /m	桩号	总锤击数	土塞长度 /m
不引孔	10	780	1.44	42	132	1.41
	17	680	1.55	46	118	1.44
	19	754	1.39	52	143	1.36
3.0	7	754	1.53	40	98	2.17
	13	680	1.55	37	101	2.12
	20	754	1.37	48	83	2.23
	26	680	1.46	44	124	2.01
4.5	8	680	1.23	36	108	1.75
	16	740	1.36	43	127	2.00
	11	680	1.21	50	89	1.41
	29	740	1.33	34	114	1.88
6.0	14	600	0.85	45	92	2.14
	15	628	0.81	51	105	2.51
	23	660	0.74	41	81	2.27
	24	650	0.92	38	70	1.77

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表 3 单桩竖向抗压极限承载力与对应桩顶沉降

Table 3. Ultimate vertical compressive bearing capacity of single pile and corresponding pile head settlement

沉桩工艺	引孔深度/m	桩号	陡降前一级荷载 (极限承载力)/kN	对应沉降 /mm
静压	3.0	7	432	10.30
	3.0	13	432	5.71
	4.5	16	384	15.00
	4.5	8	384	21.52
	6.0	15	365	14.79
	6.0	14	384	18.44
锤击	4.5	43	408	19.04
锤击	6.0	51	350	15.07

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表 4 Δs/Δlog Q比值

Table 4. Δs/Δlog Q ratio

	7^#-3.0(压)		13^#-3.0(压)		16^#-4.5(压)		8^#-4.5(压)		15^#-6.0(压)		14^#-6.0(压)		43^#-4.5(锤)		51^#-6.0(锤)
Q/kN	s/mm	Δ/Δ	s/mm	Δ/Δ	s/mm	Δ/Δ	s/mm	Δ/Δ	s/mm	Δ/Δ	s/mm	Δ/Δ	s/mm	Δ/Δ	s/mm	Δ/Δ
96	0.81		0.13		1.22		1.64		0.63		0.54		3.32		1.39
144	1.08	1.53	0.35	1.25	2.22	5.68	2.92	7.27	1.08	2.56	1.02	2.73	4.16	4.77	2.23	4.77
192	1.38	2.40	0.58	1.84	3.65	11.45	4.63	13.69	1.46	3.04	1.83	6.48	4.73	4.56	3.13	7.20
240	1.73	3.61	0.97	4.02	5.41	18.16	7.00	24.46	2.28	8.46	3.43	16.51	6.55	18.78	4.38	12.90
288	2.21	6.06	1.33	4.55	7.76	29.68	9.86	36.12	3.89	20.33	6.00	32.46	8.67	26.77	6.05	21.09
336	2.89	10.16	2.31	14.64	10.70	43.92	14.02	62.14	7.46	53.33	10.10	61.24	11.24	38.39	8.63	38.54
350															15.07	363.25
365									14.79	203.87
384	4.11	21.04	2.99	11.73	15.00	74.15	21.52	129.33			18.44	143.81	13.81	44.32
408													19.04	198.64
432	10.30	121.01	5.71	53.17
注：Δ/Δ列表示Δs/Δlog Q；7^#-3.0（压）表示7号桩-引孔深度3.0 m（静压沉桩），43^#-4.5（锤）表示43号桩-引孔深度4.5 m（锤击沉桩），余同。

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表 5 桩侧阻与端阻极限值

Table 5. Ultimate values of shaft resistance and tip resistance

引孔深度/m	桩号	成桩工艺	极限侧阻/kN	极限端阻/kN
3.0	7^#	静压	355	77
3.0	13^#	静压	339	93
4.5	43^#	锤击	326	82
6.0	15^#	静压	309	56
6.0	51^#	锤击	319	31

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表 6 终压力与单桩竖向抗压承载力特征值的关系

Table 6. Relationship between final pressure and characteristic value of single pile vertical compressive bearing capacity

桩号	P_ze /kN	Q_u /kN	R_a /kN	R_a/P_ze
7	754	432	216	0.286
13	680	432	216	0.318
8	680	384	192	0.282
16	740	384	192	0.259
14	600	384	192	0.320
15	628	365	182.5	0.291
注：Q_u为单桩竖向抗压承载力极限值；R_a为单桩竖向抗压承载力特征值；P_ze为终压力。

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