软土地区桩承式加筋路堤力学行为现场试验研究

杨广庆; 王昕; 王锡朝; 靳进钊; 张超

doi:10.11779/CJGE202211015

软土地区桩承式加筋路堤力学行为现场试验研究 English Version

杨广庆^{1, 2,},
王昕^{1, 3, ,},
王锡朝⁴,
靳进钊⁵,
张超⁵

1.
石家庄铁道大学省部共建交通工程结构力学行为与系统安全国家重点实验室, 河北石家庄 050043
2.
石家庄铁道大学土木工程学院, 河北石家庄 050043
3.
石家庄铁道大学交通运输学院, 河北石家庄 050043
4.
河北科技大学建筑工程学院, 河北石家庄 050018
5.
河北雄安荣乌高速公路有限公司, 河北容城 050000

基金项目:

国家自然科学基金项目 52079078

河北省重点研发计划项目 20375504D

河北省交通运输厅科技项目 RW-202014

详细信息

作者简介:
杨广庆(1971—)，男，教授，博士，博士生导师，主要从事路基工程力学行为控制与耐久性提升研究。E-mail: yanggq@stdu.edu.cn

通讯作者:
王昕, E-mail: wangx@stdu.edu.cn

中图分类号: TU472
计量
- 文章访问数: 161
- HTML全文浏览量: 24
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出版历程
- 收稿日期: 2020-10-26
- 网络出版日期: 2022-12-08
- 刊出日期: 2022-10-31

Field tests on mechanical behavior of pile-supported embankment in soft soil area

YANG Guang-qing^{1, 2,},
WANG Xin^{1, 3, ,},
WANG Xi Zhao⁴,
JIN Jin Zhao⁵,
ZHANG Chao⁵

1.
State Key Laboratory of Mechanical Behavior and System Safety of Traffic Engineering Structures, Shijiazhuang Tiedao University, Shijiazhuang 050043, China
2.
School of Civil Engineering, Shijiazhuang Tiedao University, Shijiazhuang 050043, China
3.
School of Traffic and Transportation, Shijiazhuang Tiedao University, Shijiazhuang 050043, China
4.
Hebei University of Science and Technology, Shijiazhuang 050018, China
5.
Hebei Xiongan Rongwu Highway Co., Ltd., Rongcheng 050000, China

摘要

摘要: 依托现场试验，研究了桩间距和垫层形式对高速公路桩承式加筋路堤力学行为的影响。通过埋设测试元件，对路堤中心线、中心线右侧10 m、路肩垂线对应位置的桩顶土压力、桩间土应力以及土工格栅变形进行了监测，分析了桩、土应力变化规律、路基横断面荷载变化规律以及路基横断面土工格栅筋材变形规律。研究结果表明：路堤临界高度为1~1.5倍桩净间距；以路堤中心线开始向路肩方向，应力折减系数逐渐增大，应力集中效应逐渐减小；以路堤中心线开始向路肩方向，土工格栅变形量逐渐减小；桩承式路堤的荷载转移以土拱效应为主，拉膜效应为辅；将试验结果与5种理论方法的计算结果进行比较，评价了各种方法的适用性。
- 现场试验 /
- 桩承式加筋路堤 /
- 土工格栅 /
- 土拱效应 /
- 变形
Abstract: Based on the field tests, the influences of pile spacing and reinforcement form on the mechanical behavior of pile-supported reinforced embankment are studied. The soil pressures at the top of the pile, the soil stresses between the piles and the deformations of the geogrid at the center line of embankment, 10 m to the right of the center line and shoulder vertical line, are monitored. The variation of stresses of piles and soil, the variation of loads on cross section of subgrade and the deformation laws of geogrid of cross section of subgrade are analyzed. The results show that the critical height of embankment is 1~1.5 times the net spacing of piles. From the embankment center line to the shoulder direction, the stress reduction coefficient increases gradually, and the stress concentration effect decreases gradually. From the embankment center line to the shoulder direction, the deformation of geogrid decreases gradually. The load transfer of pile-supported embankment is mainly based on soil arching effect and supplemented by membrane effect. The test results are compared with the calculated ones of five theoretical methods to evaluate the applicability of the five methods.
- field test /
- pile-supported reinforced embankment /
- geogrid /
- soil arching effect /
- deformation

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图 1 地基土层分布示意图

Figure 1. Distribution of soil layers of foundation

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图 2 监测元件布置示意图

Figure 2. Schematic diagram of monitoring element

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图 3 土压力随路堤填筑高度的变化曲线

Figure 3. Curves of earth pressure with embankment height

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图 4 各测试断面桩土应力比与路堤高度的关系曲线

Figure 4. Curves of pile-soil stress ratio with embankment height

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图 5 各测试断面荷载分担比与路堤高度的关系曲线

Figure 5. Curves of load sharing ratio with embankment height

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图 6 各测试断面桩、土应力沿路基横断面的分布

Figure 6. Stress distribution of piles and soil along embankment cross section

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图 7 横断面不同位置应力折减系数与路堤高度的关系曲线

Figure 7. Curves of stress reduction coefficient

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图 8 路基横断面不同位置土工格栅应变随时间的变化曲线

Figure 8. Curves of geogrid deformation with time of each test section

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图 9 荷载分担比计算值与实测值的比较

Figure 9. Load sharing ratios between calculated and measured values

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表 1 试验断面土层工程性质

Table 1 Engineering properties of soil layers in test section

层序号	岩土名称	主要物理指标							主要力学指标
层序号	岩土名称	含水率ω/%	重度γ /(kN·m^-3)	孔隙比e	液限ω_L/%	塑限 ω_p/%	塑性指数I_p/%	液性指数I_L	压缩系数a_v1-2 /(MPa^-1)	压缩模量E_s1-2/MPa	黏聚力c/kPa	内摩擦角φ/(°)
①₁	粉质黏土	24.9	19.2	0.778	32.2	18.8	13.4	0.44	0.32	6.3	24.5	13.8
①₃	粉质黏土	33.4	18.2	1.007	37.9	21.4	16.5	0.74	0.45	4.5	24.8	11.4
②₁	粉土	21.2	19.1	0.718	26.2	17.4	8.8	0.43	0.23	8.7	11.5	20.8
②	粉质黏土	24.2	19.6	0.737	31.2	18.7	12.5	0.43	0.31	5.9	24.7	12.9
②₃	粉质黏土	35.4	18.4	1.018	39.4	22.5	16.9	0.77	0.50	4.2	22.6	41.1
③₃	粉质黏土	33.5	18.9	0.932	37.2	21.5	15.7	0.77	0.47	4.1	18.5	15.5
③₁	粉质黏土	24.1	20.0	0.691	30.5	18.0	12.5	0.47	0.33	5.8	26.7	15.5
③	粉土	19.8	20.4	0.588	25.8	16.6	9.2	0.35	0.23	8.8	12.8	21.3

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表 2 试验断面状况

Table 2 Conditions of test cross section

断面编号	断面里程	地基处理方法	垫层厚度/m	路堤高度/m	桩长/m	桩径/m	桩间距/m
Ⅰ	K42+450	预应力管桩+垫层	0.3	7.2	14	0.4	2.0
Ⅱ	K42+470	预应力管桩+垫层	0.3	7.3	14	0.4	2.2
Ⅲ	K42+950	预应力管桩+双向土工格栅+垫层	0.3	5.3	14	0.4	2.0
Ⅳ	K42+970	预应力管桩+双向土工格栅+垫层	0.3	5.1	14	0.4	2.2

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表 3 临界高度计算方法

Table 3 Method for calculating critical height

规范名称	理论依据	临界高度	备注
英国规范BS 8006^[9]	Marston等沉面模型和H & R半球拱模型	1.4（s-a）	S为桩间距，A为桩帽宽度，S_d为相邻对角桩的桩间距
德国规范EBGEO^[11]	Zeaske & Kempfert的多拱模型	0.7S_d
中国规范JTG/T D31—02—2013^[13]	陈云敏改进的H & R模型	1.4（s-a）
北欧设计指南Nordic^[15]	Carlsson的楔形体土拱模型	1.2（s-a）

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表 4 各试验断面桩间土应力

Table 4 Soil stresses between piles of each test section

路堤填高 /m	断面	P_s/kPa			增幅/%
路堤填高 /m	断面	路基中心	中心右侧10 m处	路肩	增幅/%
2	Ⅰ	19	19	22	16
	Ⅱ	21	25	28	33
	Ⅲ	15	17	18	20
	Ⅳ	17	19	20	18
4	Ⅰ	36	40	41	14
	Ⅱ	36	41	48	33
	Ⅲ	29	31	33	14
	Ⅳ	31	32	35	13

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