大面积高填方红黏土地基强夯处理现场试验研究

王帮团; 杨龙; 刘文连; 肖海东; 眭素刚; 周艳飞; 徐鹏飞

doi:10.20265/j.cnki.issn.1007-2993.2023-0940

大面积高填方红黏土地基强夯处理现场试验研究

doi: 10.20265/j.cnki.issn.1007-2993.2023-0940

王帮团^{1, 2,},
杨龙³,
刘文连^{1, 2},
肖海东³,
眭素刚^{1, 2},
周艳飞³,
徐鹏飞^{1, 2}

1.
中国有色金属工业昆明勘察设计研究院有限公司，云南昆明　650051
2.
云南省岩土工程与地质灾害重点实验室，云南昆明　650218
3.
云南省建设投资控股集团有限公司，云南昆明　650500

基金项目: 云南省科技计划项目（202105AG070006）

详细信息

作者简介:
王帮团，男，1985年生，硕士，高级工程师，主要从事特殊土工程特性及岩土体稳定性评价方面的研究工作。E-mail：515522536@qq.com

中图分类号: TU472
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- 文章访问数: 39
- HTML全文浏览量: 10
- PDF下载量: 11
- 被引次数: 0
出版历程
- 收稿日期: 2023-12-27
- 修回日期: 2024-07-02
- 录用日期: 2024-07-08
- 网络出版日期: 2025-04-07
- 刊出日期: 2025-04-08

Field test on dynamic compaction treatment of large area high-fill red clay foundation

Wang Bangtuan^{1, 2
,},
Yang Long³,
Liu Wenlian^{1, 2},
Xiao Haidong³,
Sui Sugang^{1, 2},
Zhou Yanfei³,
Xu Pengfei^{1, 2}

1.
Kunming Prospecting Design Institute of China Nonferrous Metals Industry Co., Ltd., Kunming 650051, Yunnan, China
2.
Yunnan Key Laboratory of Geotechnical Engineering and Geohazards, Kunming 650218, Yunnan, China
3.
Yunnan Construction and Investment Holding Group Co., Ltd., Kunming 650500, Yunnan, China

摘要

摘要: 以云南碳中和示范产业园基础设施建设项目大面积高填方工程为研究背景，针对红黏土回填地基填筑工艺及强夯处理效果开展试验研究。试验结果表明，在5000 kN·m能级工况下，强夯法处理红黏土采用土石分层堆填地基效果显著，4种填筑工况中，工况2（采用石料粒径≤300 mm、土石体积比5∶5的土石分层堆填）的地基强夯加固效果最优，地基承载力特征值可达240 kPa以上，变形模量大于14 MPa。根据本次强夯试验测试结果，结合云南地区强夯地基处理工程经验，对本地区红黏土回填地基强夯处理施工提出了具体建议。试验研究成果可为类似大面积高填方红黏土回填地基的设计与施工提供借鉴。
- 高填方地基 /
- 红黏土 /
- 填筑工艺 /
- 强夯处理
Abstract: Taking the large-scale high-fill engineering of the infrastructure construction project of Yunnan Carbon Neutral Demonstration Industrial Park as the research background, experimental research was conducted on the filling process and dynamic compaction treatment effect of the red clay backfill foundation. The experimental results show that under the energy level of 5000 kN·m, the dynamic compaction method has significant effects on treating the red clay soil-rock layered fill foundation. Among the four filling conditions, condition 2 (using soil-rock layered fill with stone particle size ≤300 mm and soil-rock volume ratio of 5∶5) has the best dynamic compaction reinforcement effect on the foundation, with a characteristic value of foundation bearing capacity of over 240 kPa and a deformation modulus of more than 14 MPa. Based on the test results of this experiment and combined with the experience in Yunnan, specific suggestions for the construction of red clay backfill foundation dynamic compaction treatment in this region are proposed. The experimental research results can provide a reference for the design and construction of similar large-scale high-fill red clay backfill foundations.
- high-fill foundation /
- red clay /
- filling process /
- dynamic compaction treatment

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图 1 工程总平面布置图

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图 2 场地地层剖面示意图

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图 3 试验区布置示意图

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图 4 工况1—工况4填筑体剖面示意图

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图 5 载荷试验p-s曲线

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图 6 波速测试图

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表 1 红黏土主要物理力学性质指标

土层代号及名称	天然重度 γ/(kN·m⁻³)	天然含水量 w/%	天然孔隙比e	液性指数 I_L	含水比 α_w	液塑比 I_r	自由膨胀率 δ_ef/%	固结快剪		直接快剪
土层代号及名称	天然重度 γ/(kN·m⁻³)	天然含水量 w/%	天然孔隙比e	液性指数 I_L	含水比 α_w	液塑比 I_r	自由膨胀率 δ_ef/%	黏聚力 c_k/kPa	内摩擦角 φ_k/(°)	黏聚力 c_q/kPa	内摩擦角 φ_q/(°)
Q^dl+pl 次生红黏土（硬塑）	17.3	44.0	1.292	0.18	0.67	1.67	25.4	56.7	11.2	39.5	9.9
Q^dl+el 原生红黏土（硬塑）	17.4	43.8	1.259	0.13	0.64	1.67	32.1	60.7	11.6	43.3	10.3
Q^dl+el 原生红黏土（可塑）	17.1	49.4	1.433	0.36	0.74	1.67	33.0	39.8	9.7	25.4	6.8

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表 2 各试验工况施工参数设计表

试验区	试验工况	土石比	石料粒径 /mm	夯锤直径 d/m	点夯				满夯
试验区	试验工况	土石比	石料粒径 /mm	夯锤直径 d/m	能级 /(kN·m)	夯点布置	单点击数	夯击遍数	能级 /(kN·m)	夯点布置	单点击数	夯击遍数
A1	工况1	6:0		2.52	5000	5 m×5 m 正方形布置	12	2	2000	d/3搭接	3	1
A1	工况2	5:5	≤300
A2	工况3	6:4	≤300
A2	工况4	5:5	≤800

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表 3 各试验工况夯沉量统计表

测试工况	夯击序数	夯击数/击	单点累计夯沉量 /mm	最后两击平均夯沉量 /mm	场地强夯前后沉降量 /mm
工况1	第一序	5～7	1440～3000	125～625	640～1150
	第一序（补）	5～7	1090～2460	160～490
	第二序	7～8	1400～2490	80～475
	第二序（补）	5	960～1880	155～460
工况2	第一序	9～11	1580～3284	44.0～97.5	50～320
工况2	第二序	9～11	1637～2946	21.5～98.5	50～320
工况3	第一序	8～13	247～497	7.5～38.0	360～750
工况3	第二序	10～13	265～344	7.5～13.0	360～750
工况4	第一序	6～11	68～262	11.0～66.5	350～680
工况4	第二序	8～11	250～330	10.5～20.0	350～680

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表 4 载荷试验成果统计表

试验位置		承载力特征值/kPa	对应沉降量/mm	变形模量/MPa
工况1	7-P1	225	14.14	16
	7-P2	207	14.14	15
	7-P3	226	14.14	16
工况2	4-P1	246	14.72	17
	4-P2	278	20.20	14
	4-P3	244	9.53	26
工况3	5-P1	203	11.82	18
	5-P2	206	10.49	20
	5-P3	203	11.43	18
工况4	6-P1	244	10.57	24
	6-P2	244	14.57	17
	6-P3	244	9.46	27

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表 5 现场剪切试验成果统计表

试验工况	试验状态	试验深度 /m	黏聚力 c/kPa	内摩擦角 φ/（°）	含水率 w/%
工况1	自然	1.2	45.3	15.7	36
工况1	浸水	1.3	36.6	13.2	44
工况2	自然	0.8	72.9	15.9	34
工况2	浸水	0.7	59.7	14.0	38
工况3	自然	0.8	64.9	15.7	33
工况3	浸水	0.8	55.1	12.6	37
工况4	自然	0.7	71.7	16.0	36
工况4	浸水	0.6	58.8	12.9	43

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表 6 标准贯入试验成果统计表

孔号	试验段深度/m	标贯击数平均值/击	标贯击数修正值/击
HHK1	1.2～5.8	8	7.6
HHK2	4.9～6.1	9	7.8
HHK3	1.4～5.4	10.5	9.9
HHK4	1.0～5.6	8	7.6
HHK5	1.3～5.7	8.3	7.8
HHK6	1.2~6.1	8	7.6

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表 7 重型圆锥动力触探试验成果统计表

试验位置		界限值/击	修正值/击
工况2	夯墩	3~25	11.2
工况2	墩间土	3~27	10.4
工况3	夯墩	2~30	8.8
工况3	墩间土	2~30	9.3
工况4	夯墩	2~27	9.6
工况4	墩间土	2~23	7.3

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表 8 土石分层强夯施工主要参数建议表

土石体积比	石料粒径 /mm	填土厚度/m	施工方式	能级 /(kN·m)	夯点布置	单点击数/击	夯击遍数/遍
5:5	≤300	6	点夯	5000	5 m×5 m 正方形布置	12	2
5:5	≤300	6	满夯	2000	d/3搭接	3	1

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