粉煤灰基地聚物加固土的强度及抗冻融性能试验研究

陈忠清; 朱泽威; 吕越

doi:10.16030/j.cnki.issn.1000-3665.202111045

粉煤灰基地聚物加固土的强度及抗冻融性能试验研究

1.
绍兴文理学院土木工程学院, 浙江绍兴　312000

2.
浙江省岩石力学与地质灾害重点实验室, 浙江绍兴　312000

基金项目: 浙江省自然科学基金项目（LY22D020001）

详细信息

作者简介: 陈忠清（1984-），男，博士，副教授，主要从事地基处理及固体废弃物资源化研究。E-mail：q_chen_yk@163.com

中图分类号: TU411.6

收稿日期: 2021-11-16

修回日期: 2021-12-23

刊出日期: 2022-07-25

Laboratory investigation on the strength and freezing-thawing resistance of fly ash based geopolymer stabilized soil

1.
School of Civil Engineering, Shaoxing University, Shaoxing, Zhejiang　312000, China

2.
Key Laboratory of Rock Mechanics and Geohazards of Zhejiang Province, Shaoxing, Zhejiang　312000, China

Received Date: 16 November 2021

Revised Date: 23 December 2021

Publish Date: 25 July 2022

摘要

摘要:
粉煤灰基地聚物作为一种低碳胶凝材料，在地基处理中的应用越来越受到关注。但是目前关于碱激发胶凝材料加固土在冻融极端气候条件下的工程特性尚不清楚，有必要进一步开展冻融循环条件下加固土的强度、变形特征及其影响因素研究。通过室内试验研究了原材料硅铝比、碱激发剂模数及碱溶液浓度对粉煤灰基地聚物固化土的强度与抗冻融性能的影响及微观机理。结果表明：地聚物加固土的无侧限抗压强度在碱激发剂模数增大及碱溶液浓度减小条件下，表现出降低趋势，而与原材料硅铝比之间在1.15~1.35范围内呈现出正相关变化趋势，28 d地聚物加固土的无侧限抗压强度最高可达8.98 MPa；当硅铝比在1.25~1.35范围、碱溶液浓度为5.42~22.78 mol/L时，28 d地聚物加固土能够抵御1次以上冻融循环，最高可达6次；地聚物加固土表现出最佳的抗冻融性能与聚合反应生成的凝胶数量多且以富硅相为主相关，而表现出抗压强度高则与聚合反应生成的凝胶数量多且以富铝相为主相关。研究成果将为粉煤灰地基地聚物加固土配合比设计提供技术参考，促进碱激发胶凝材料在地基处理中的应用。
- 地基处理 /
- 粉煤灰基地聚物 /
- 黏性土 /
- 冻融循环 /
- 无侧限抗压强度
Abstract:
As a low-carbon cementitious material, the application of fly ash based geopolymer in ground improvement has attracted more and more attention. However, the engineering characteristics of the soil stabilized by alkali activated cementitious material under the freezing-thawing extreme climate conditions are not clear. It is necessary to further study the strength, deformation characteristics and their influencing factors of the improved soil under the freezing-thawing cycle. Several laboratory tests are carried out to investigate the effects of the ratio of silicon to aluminum in raw material (Si/Al), modulus of alkali-activator and alkali solution concentration on the unconfined compressive strength (UCS) and the freezing-thawing resistance of fly ash based geopolymer stabilized soil, and the corresponding micro mechanism. The results show that (1) the UCS of geopolymer stabilized soil decreases with the increasing alkali-activator modulus and the decreasing alkali solution concentration, while increases with the Si/Al value in the range of 1.15 to 1.35, and the unconfined compressive strength of 28 d geopolymer stabilized soil can reach 8.98 MPa. (2) When the Si/Al value changes from 1.25 to 1.35 and the alkali solution concentration is within the range of 5.42 to 22.78 mol/L, the 28 d geopolymer stabilized soil can resist more than one (up to 6) freezing-thawing cycle. (3) The best performance of the freezing-thawing resistance of fly ash based geopolymer stabilized soil is mainly related to large number of Si-rich aluminosilicate gel generated by polymerization, while the highest compressive strength is related to the amount of Al-rich aluminosilicate gel generated by polymerization. The research results will provide technical reference for the mix design of soil stabilization with fly ash based geopolymer, and promote the application of alkali activated cementitious material in ground improvement.
- ground improvement /
- fly ash based geopolymer /
- cohesive soil /
- freezing-throwing cycle /
- unconfined compressive strength

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图 1 试验材料的级配曲线

Figure 1.

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图 2 粉煤灰及试验用土的XRD图

Figure 2.

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图 3 地聚物加固土28 d无侧限抗压强度变化曲线

Figure 3.

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图 4 吸水量与冻融循环数随模数变化曲线

Figure 4.

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图 5 地聚物加固土的XRD图

Figure 5.

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图 6 地聚物加固土的SEM图

Figure 6.

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图 7 地聚物加固土中凝胶的EDS图谱

Figure 7.

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图 8 地聚物加固土、地聚物及原材料的FTIR结果

Figure 8.

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表 1 试验用土的主要物理性质指标

Table 1. Main physical properties of the test soil

天然含水率w/%	液限w_L/%	塑限w_P/%	液性指数I_L	塑性指数I_P
43.0	45.0	22.5	0.91	22.5

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表 2 试验分组

Table 2. Test groups

组号	Si/Al	M	L/S	C/（mol·L⁻¹）	A	B
A1	1.15	1.0	0.3	4.66	2.17	0.67
A2	1.15	1.2	0.3	3.25	2.25	0.71
A3	1.15	1.4	0.3	2.20	2.32	0.75
A4	1.15	1.6	0.3	1.40	2.38	0.78
A5	1.15	1.8	0.3	0.76	2.42	0.80
B1	1.20	1.0	0.3	7.42	1.90	0.97
B2	1.20	1.2	0.3	5.09	1.97	1.05
B3	1.20	1.4	0.3	3.57	2.07	1.15
B4	1.20	1.6	0.3	2.27	2.12	1.23
B5	1.20	1.8	0.3	1.25	2.18	1.29
C1	1.25	1.0	0.3	11.00	1.69	1.29
C2	1.25	1.2	0.3	8.10	1.78	1.46
C3	1.25	1.4	0.3	5.42	1.86	1.65
C4	1.25	1.6	0.3	3.50	1.93	1.80
C5	1.25	1.8	0.3	1.92	1.98	1.94
D1	1.30	1.0	0.3	15.89	1.52	1.64
D2	1.30	1.2	0.3	11.53	1.62	1.95
D3	1.30	1.4	0.3	8.09	1.70	2.26
D4	1.30	1.6	0.3	5.28	1.76	2.56
D5	1.30	1.8	0.3	2.94	1.81	2.86
E1	1.35	1.0	0.3	22.78	1.38	2.02
E2	1.35	1.2	0.3	17.05	1.48	2.51
E3	1.35	1.4	0.3	12.23	1.56	3.04
E4	1.35	1.6	0.3	8.13	1.62	3.61
E5	1.35	1.8	0.3	4.61	1.67	4.23

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表 3 地聚物加固土的冻融循环次数

Table 3. Freezing-thawing cycles of different groups

组号	C1	C2	C3	D1	D2	D3	E1	E2	E3
冻融循环次数	2	2	2	3	3	2	6	4	3
注：其余试验组的冻融循环次数均小于2次。

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