兰州轨道交通扰动场地黄土浸水试验研究

梁庆国; 房军; 张晋东; 张延杰; 蒲建军; 王飞

doi:10.12090/j.issn.1006-6616.2018.24.06.083

兰州轨道交通扰动场地黄土浸水试验研究

doi: 10.12090/j.issn.1006-6616.2018.24.06.083

梁庆国^{1, 2,},
房军^2, ,,
张晋东^{2, 3},
张延杰^{1, 2},
蒲建军²,
王飞³

1.
土木工程国家级实验教学示范中心(兰州交通大学), 甘肃兰州 730070
2.
兰州交通大学土木工程学院, 甘肃兰州 730070
3.
中铁第一勘察设计院集团有限公司, 陕西西安 710043

基金项目:

国家自然科学基金 41562013

国家自然科学基金 41262010

详细信息

作者简介:
梁庆国(1976-), 男, 博士, 教授, 主要从事岩土与地下工程方面的教学与研究工作。E-mail:lqg_39@163.com

通讯作者:
房军(1989-), 男, 在读硕士, 从事岩土工程与隧道方面的研究。E-mail:fangjun623023@126.com

中图分类号: TU444
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- 文章访问数: 211
- HTML全文浏览量: 69
- PDF下载量: 8
- 被引次数: 0
出版历程
- 收稿日期: 2017-07-03
- 修回日期: 2018-08-02
- 刊出日期: 2018-12-01

IN-SITU SOAKING TEST ON THE DISTURBED LOESS SITE AT LANZHOU METRO, GANSU PROVINCE, CHINA

LIANG Qingguo^{1, 2
,},
FANG Jun^{2
, ,},
ZHANG Jindong^{2, 3},
ZHANG Yanjie^{1, 2},
PU Jianjun²,
WANG Fei³

1.
National Demonstration Center for Experimental Civil Engineering Education(Lanzhou Jiaotong University), Lanzhou 730070, Gansu, China
2.
School of Civil Engineering, Lanzhou Jiaotong University, Lanzhou 730070, Gansu, China
3.
China Railway First Survey & Design Institute Group Co., Ltd., Xi'an 710043, Shannxi, China

摘要

摘要: 由于受长期地表降水与排水下渗、前期施工、拆迁等加卸载作用及车辆交通荷载的扰动影响，城市拆迁场地土体的特性与处于原始地形地貌和地层分布的土体情况有所不同。目前尽管已经发表了大量黄土浸水试验的成果，但基本都是在原状黄土场地进行，而在这类扰动场地黄土中开展浸水试验的研究尚不多见。在兰州东岗轨道交通车辆段建设场地进行了累计观测时间超过100天的试坑原位浸水试验。结合室内土工试验和现场测试结果，讨论了该扰动场地黄土浸水产生沉降变形的特征。结果表明：该扰动场地浸水发生沉降变形的时间发展过程具有"缓慢增长-突增-趋于稳定"的特点，其总沉降也远小于既有原状黄土场地的实测结果，应理解为广义的浸水增湿湿陷，其变形包括压缩变形和湿陷变形两部分，二者比例近似为7：3；前期扰动导致的较低的孔隙比和试坑开挖造成的卸荷是其总变形量较小的原因，但是其浸水沉降变形增长过程中突增的湿陷变形和土层空间分布不均匀引起的差异沉降值得引起注意。研究结果对于进一步加深对黄土湿陷变形与水稳定性的理解，选择扰动场地黄土地基处理和防排水措施具有一定的参考价值。
- 兰州 /
- 扰动场地 /
- 黄土 /
- 浸水试验
Abstract: The underlying soil under the engineering construction on the levy and removing sites in cities is quite different from the soil on the sites with primitive landform and strata distributions due to the disturbing influence of loading and reloading caused by long-term water seepage from precipitation and drainage, previous construction & demolition, traffic loading and so on. Although there are a lot of published researches on the in-situ soaking test for loess sites, most of which are for the intact loess sites, very little research has been devoted to the disturbed loess sites. An in-situ soaking test on the loess test pit were carried out on the construction site of car depot of rail transit in Donggang, Lanzhou and the observation last for over 100 days. Combined with the laboratory experiments and the in-situ test, the settlement deformation patterns due to the soaking of the loess at this disturbed site were discussed. The results indicate that the characteristics of the settlement deformation of the loess site can be generalized as the process of 'slow increasing-sudden increasing-tending to be stable', and the total settlements are much less than those obtained from other similar studies, which can be interpreted as the broadly-defined humidifying collapsibility including the compressive deformation and collapsible deformation with the approximate proportion of 7:3 between them. The relatively low void ratio caused by previous disturbances and unloading resulted from excavation of test pit are the main reasons that the total settlements are quite small, but much attentions should be paid to the sudden collapsibility settlement during the development of settlement deformation due to soaking and differential settlement due to uneven distribution of soil strata. The result would help to comprehend the collapsible deformation and water stability of loess and provide reference to select the measures of foundation treatment and waterproof & drainage for loess site.
- Lanzhou /
- disturbed site /
- loess /
- in-situ soaking test

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图 1 试验场地与测点布置示意图

Figure 1. The test site and the layout of the monitoring points

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图 2 灌水量随时间变化曲线图

Figure 2. The irrigation amount vs.time

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图 3 浸水试验理论渗水扩散范围(单位：m)^[13]

Figure 3. The theoretic permeable diffusion ranges in soaking test (unit: m)^[13]

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图 4 单层灌水体积和累计灌水体积计算值随深度变化

Figure 4. The irrigation amount in each single layer and the total amount vs.time

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图 5 水分传感器读数随时间变化

Figure 5. The readings from moisture transducer vs.time

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图 6 沉降变形随时间变化关系

Figure 6. The settlement deformations vs.time

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图 7 深标点埋深深度与最大沉降速率出现时间的相关关系

Figure 7. The correlativity between the burial depth of the deep monitoring points and the occurrence time of the maximum settlements

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图 8 不同方向沉降变化特征

Figure 8. Settlement characteristics in different directions

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图 9 浅标点三维沉降分布图

Figure 9. The three-dimensional settlement distribution of the surface monitoring points

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图 10 圆心面积均布荷载作用下圆心下附加应力随深度衰减

Figure 10. The additional stress under the center of a circular uniform load vs.depth

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表 1 试验场地黄土物理力学参数汇总表

Table 1. The physical and mechanical parameters of loess in the test site

深度/m	密度/(g/cm³)	含水率/%	液限/%	塑限/%	塑性指数	液性指数	颗粒比重	初始孔隙比	饱和度/%	粘聚力/kPa	内摩擦角/(°)	标贯击数	自重湿陷系数
2	1.65	7.6	28.1	18.6	8.5	0.8	2.70	0.76	26.9	61.86	30.25	26	0.025
3	1.65	8.4	30.3	19.9	10.4	-0.92	2.71	0.78	29.2	63.23	26.65	26	0.034
4	1.6	8.9	25.8	16.8	9.0	0.44	2.70	0.84	28.7	71.71	30.49	24	0.026
5	1.65	10.5	25.9	16.8	9.1	-0.28	2.70	0.81	35.1	95.29	31.6	23	0.030
6	1.7	12.2	25.7	16.8	9.0	0.42	2.70	0.78	42.0	76.42	32.22	27	0.027
7	1.7	13.1	25.5	16.7	8.8	-0.83	2.70	0.80	44.4	74.54	29.68	20	0.047
8	1.85	17.3	25.6	16.7	8.9	0.33	2.70	0.71	65.5	79.25	27.34	19	0.049
9	1.9	21.3	26.7	17.2	9.5	0.09	2.70	0.73	79.4	99.8	25.00	22	0.045
10	1.95	23.0	27.0	17.3	9.7	-0.04	2.70	0.71	88.2	92.46	36.61	19	0.037
11	1.9	21.9	26.8	17.2	9.6	0.2	2.70	0.73	80.5	74	27.03	17	0.025
12	1.92	22.3	26.6	17.1	9.4	-0.15	2.70	0.72	83.6	80.47	26.83	16	0.034

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表 2 深标点和浅标点位置最终沉降量汇总表

Table 2. The summary of the monitoring points and the related total settlements

序号	浅标点编号	灌水结束沉降量/mm	观测结束沉降量/mm	灌水结束沉降量占总沉降比值/%	深标点编号	埋设深度/m	灌水结束沉降量/mm	观测结束沉降量/mm	灌水结束沉降量占总沉降比值/%
1	Q1	96	105	91.4	S1	6	73	72	101.4
2	Q2	207	215	96.3	S2	7	70	77	90.9
3	Q3	226	236	95.8	S3	8	84	84	100.0
4	Q4	261	268	97.4	S4	9	76	75	101.3
5	Q5	260	268	97.0	S5	5	86	84	102.4
6	Q6	280	288	97.2	S6	4	97	100	97.0
7	Q7	370	381	97.1	S7	12	86	81	106.2
8	Q8	66	70	94.3	S8	11	78	82	95.1
9	Q9	51	61	83.6	S9	10	98	85	115.3
10	Q10	47	58	81.0	S10	3	80	83	96.4
11	Q11	79	92	85.9	S11	2	92	88	104.5
12	Q12	55	69	79.7
注：浅标点埋设深度统一为自然地面以下2.6 m，试坑表面以下0.3 m。

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表 3 各测点最大沉降速率及其对应时间

Table 3. The maximum settlement velocities and their corresponding time

深标点编号	埋深/m	最大沉降速率/mm	最大沉降发生时间/d	占总沉降比值/%	浅标点编号	最大沉降速率/mm	最大沉降速率发生时间/d	占总沉降比值/%	湿陷变形占总变形比例/%
S1	6	15	23	80.6	Q1	32	26	84.8	30.5
S2	7	13	11	74.0	Q2	65	26	80.5	30.2
S3	8	11	11	42.9	Q3	81	26	88.6	34.3
S4	9	12	12	48.0	Q4	87	26	96.3	32.5
S5	5	12	10	65.5	Q5	75	26	95.5	28.0
S6	4	10	15	78.0	Q6	110	26	94.4	38.2
S7	12	15	14	56.8	Q7	109	25	66.9	28.6
S8	11	14	13	56.1	Q8	17	27	100	24.3
S9	10	10	13	62.4	Q9	16	26	60.7	26.2
S10	3	12	6	44.6	Q10	16	26	72.4	27.6
S11	2	11	20	88.6	Q11	32	28	78.3	34.8
					Q12	16	23	52.2	30.5

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