基于正交设计的风化砂岩流态固化土抗剪强度试验研究

朱彦鹏; 王浩; 刘东瑞; 吕玉宝; 张志琦

doi:10.11779/CJGE2022S1009

基于正交设计的风化砂岩流态固化土抗剪强度试验研究 English Version

朱彦鹏^{1, 2, 3,},
王浩^{1, 2, 3, ,},
刘东瑞^{1, 2, 3},
吕玉宝^{1, 2, 3},
张志琦^{1, 2, 3}

1.
兰州理工大学土木工程学院, 甘肃兰州 730050
2.
甘肃省土木工程防灾减灾重点实验室, 甘肃兰州 730050
3.
西部土木工程防灾减灾教育部工程研究中心, 甘肃兰州 730050

基金项目:

国家自然科学基金面上项目 51978321

国家重点研发计划项目 2019YFD1101004

教育部长江学者和创新团队支持计划项目 IRT_17R51

详细信息

作者简介:
朱彦鹏(1960—)，男，甘肃庆阳人，教授，博士生导师，主要从事支挡结构、地基处理和工程事故分析与处理等方面的研究与教学工作。E-mail: zhuyp1@163.con

通讯作者:
王浩, E-mail: 1799848207@qq.com

中图分类号: TU471.6
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出版历程
- 收稿日期: 2022-09-22
- 网络出版日期: 2023-02-06
- 刊出日期: 2022-11-30

Experimental study on shear strength of fluid-solidified soil of weathered sandstone based on orthogonal design

ZHU Yan-peng^{1, 2, 3,},
WANG Hao^{1, 2, 3, ,},
LIU Dong-rui^{1, 2, 3},
LÜ Yu-bao^{1, 2, 3},
ZHANG Zhi-qi^{1, 2, 3}

1.
School of Civil Engineering, Lanzhou University of Technology, Lanzhou 730050, China
2.
Key Laboratory of Disaster Prevention and Mitigation in Civil Engineering of Gansu Province, Lanzhou 730050, China
3.
Western Engineering Research Center of Disaster Mitigation in Civil Engineering of Ministry of Education, Lanzhou 730050, China

摘要

摘要: 为保护生态环境、降低工程造价，将开挖出的风化砂岩进行破碎后，掺入一定比例的黄土、膨润土、水泥和泵送剂进行固化改良作为流态填筑材料。以兰州某基坑回填工程为依托，通过正交设计，对不同配比的流态固化土进行快速剪切试验，分析抗剪强度的影响因素及其显著性大小，并给出抗剪强度的回归方程。试验表明：对内摩擦角和黏聚力影响最为显著的因素分别是泵送剂和膨润土。各因素对内摩擦角影响大小排序为：泵送剂→水泥→风化砂岩细骨料→黄土→膨润土→风化砂岩粗骨料；对黏聚力影响大小排序为：膨润土→风化砂岩粗骨料→泵送剂→黄土→风化砂岩细骨料→水泥。根据各配比的试验结果，建立预测流态固化土内摩擦角和黏聚力的回归方程。研究结果对评价风化砂岩作为流态填筑材料具有一定的参考价值。
- 风化砂岩 /
- 正交试验 /
- 流态固化土 /
- 抗剪强度 /
- 回归分析
Abstract: In order to protect the ecological environment and reduce the project cost, the excavated weathered sandstone is crushed and mixed with a certain proportion of loess, bentonite, cement and pumping agent for solidification and improvement as the fluid-filling materials. Based on the backfill project of a foundation pit in Lanzhou, through orthogonal design, the rapid shear tests on the fluid-solidified soil with different proportions are carried out. The influence factors and significance of shear strength are analyzed, and the regression equation for the shear strength is given. The tests show that the most significant factors affecting the internal friction angle and cohesion are the pumping agent and the bentonite respectively. The order of influence of each factor on the internal friction angle can be arranged as follows: pumping agent→ cement→ fine aggregate of weathered sandstone→ loess→ bentonite→ coarse aggregate of weathered sandstone. The order of influence on the cohesion can be arranged as follows: bentonite→ coarse aggregate of weathered sandstone→ pumping agent→ loess→ fine aggregate of weathered sandstone→ cement. According to the test results of various proportions, the regression equation for predicting the internal friction angle and the cohesion of the fluid-solidified soil is established. The research results have certain reference value for evaluating the weathered sandstone as the fluid-filling materials.
- weathered sandstone /
- orthogonal test /
- fluid-solidified soil /
- shear strength /
- regression analysis

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图 1 试样放置图

Figure 1. Diagram of sample placement

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图 2 各因素与内摩擦角关系图

Figure 2. Relationship between various factors and internal friction angle

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图 3 各因素与黏聚力关系图

Figure 3. Relationship between various factors and cohesion

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图 4 内摩擦角实测值与预测值关系图

Figure 4. Relationship between measured value and predicted value of internal friction angle

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图 5 黏聚力实测值与预测值关系图

Figure 5. Relationship between measured and predicted values of cohesion

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表 1 试验材料基本物理力学性质指标

Table 1 Basic physical and mechanical properties of test materials

土体类型	干密度/(g·cm^-3)	G_s	孔隙比e₀	黏聚力/kPa	内摩擦角/(°)
黄土	1.71	2.17	1.15	47.2	24.9
风化砂岩	1.83	2.60	1.42	23.1	32.35

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表 2 水泥的化学成分

Table 2 Chemical compositions of cement

组成	SiO₂	Fe₂O₃	Al₂O₃	CaO	烧失量
质量含量/%	80.71	3.66	3.26	5.44	5.36

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表 3 膨润土的基本性质指标

Table 3 Basic properties of bentonite

材料名称	蒙脱石含量/%	表观黏度	膨胀倍数	密度/(g·cm^-3)	硬度
膨润土	98	500	35	2.60	5

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表 4 泵送剂性能指标

Table 4 Performance indexes of pumping agent

类型	含固量/%	含气量/%	密度/(g·cm^-3)	塌落度增加值/mm	抗压强度比/MPa
缓凝型	36.5	5.0	1.08	80	85

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表 5 正交试验因素水平表

Table 5 Factors and levels of orthogonal tests (%)

水平	因素
水平	A	B	C	D	E	F
1	80	10	20	2	1	0.2
2	75	15	25	4	3	0.4
3	70	20	30	6	5	0.6
4	65	25	35	8	7	0.8
5	60	30	40	10	10	1.0

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表 6 正交试验数据表

Table 6 Data of orthogonal tests

编号	A	B	C	D	E	F	内摩擦角/(°)	黏聚力/kPa
1	A₅	B₁	C₅	D₄	E₃	F₄	38.36	77.8
2	A₃	B₄	C₅	D₂	E₄	F₁	36.58	29.8
3	A₄	B₅	C₅	D₃	E₁	F₅	34.37	68.4
4	A₁	B₄	C₃	D₃	E₃	F₂	41.31	62.7
5	A₂	B₃	C₅	D₁	E₂	F₂	26.49	9.6
6	A₅	B₄	C₂	D₁	E₅	F₅	28.87	101.4
7	A₅	B₅	C₁	D₅	E₄	F₂	43.27	87.3
8	A₅	B₃	C₃	D₂	E₁	F₃	38.28	74.6
9	A₂	B₅	C₃	D₄	E₅	F₁	37.32	69.9
10	A₃	B₅	C₄	D₁	E₃	F₃	52.62	25.3
11	A₁	B₂	C₅	D₅	E₅	F₃	44.91	109.8
12	A₁	B₃	C₄	D₄	E₄	F₅	42.86	78.2
13	A₁	B₁	C₁	D₁	E₁	F₁	15.23	31.9
14	A₂	B₄	C₄	D₅	E₁	F₄	41.06	79.1
15	A₅	B₂	C₄	D₃	E₂	F₁	28.46	46.6
16	A₄	B₃	C₂	D₅	E₃	F₁	39.85	32.1
17	A₂	B₂	C₁	D₂	E₃	F₅	31.67	25.3
18	A₃	B₂	C₂	D₄	E₁	F₂	40.43	31.2
19	A₂	B₁	C₂	D₃	E₄	F₃	43.76	49.4
20	A₁	B₅	C₂	D₂	E₂	F₄	37.44	88.3
21	A₃	B₁	C₃	D₅	E₂	F₅	32.92	86.8
22	A₄	B₄	C₁	D₄	E₂	F₃	44.88	30.1
23	A₃	B₃	C₁	D₃	E₅	F₄	31.23	41.8
24	A₄	B₂	C₃	D₁	E₄	F₄	46.03	31.2
25	A₄	B₁	C₄	D₂	E₅	F₂	36.25	45.1

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表 7 内摩擦角极差分析结果

Table 7 Results of range analysis of internal friction angle

${K_1}$ 值	因素
${K_1}$ 值	A	B	C	D	E	F
${K_1}$	181.750	166.520	166.280	169.240	169.370	157.440
${K_2}$	180.300	191.500	190.350	180.220	170.190	187.750
${K_3}$	193.780	178.710	195.860	179.130	203.810	224.450
${K_4}$	201.380	192.700	201.250	203.850	212.500	194.120
${K_5}$	177.240	205.020	180.710	202.010	178.580	170.690
$\overline {{K_1}}$	36.350	33.304	33.256	33.848	33.874	31.488
$\overline {{K_2}}$	36.060	38.300	38.070	36.044	34.038	37.550
$\overline {{K_3}}$	38.756	35.742	39.172	35.826	40.762	44.890
$\overline {{K_4}}$	40.276	38.540	40.250	40.770	42.500	38.824
$\overline {{K_5}}$	35.448	41.004	36.142	40.402	35.716	34.138
$R$	24.140	38.500	34.970	34.610	43.130	67.010

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表 8 黏聚力极差分析结果

Table 8 Results of range analysis of cohesion

${K_1}$ 值	因素
${K_1}$ 值	A	B	C	D	E	F
${K_1}$	370.90	291.00	216.40	199.40	285.20	210.30
${K_2}$	233.30	244.10	302.40	263.10	261.40	235.90
${K_3}$	214.90	236.30	325.20	268.90	223.20	289.20
${K_4}$	206.90	303.10	274.30	287.20	275.90	318.20
${K_5}$	387.70	339.20	295.40	395.10	268.00	325.80
$\overline {{K_1}}$	74.18	58.20	43.28	39.88	57.04	42.06
$\overline {{K_2}}$	46.66	48.82	60.48	52.62	52.28	47.18
$\overline {{K_3}}$	42.98	47.26	65.04	53.78	44.64	57.84
$\overline {{K_4}}$	41.38	60.62	29.86	57.44	55.18	63.64
$\overline {{K_5}}$	77.54	67.84	54.86	79.02	73.60	65.16
$R$	180.80	102.90	108.80	195.70	62.00	115.50

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