固废基免烧人工骨料强度力学性能与微观机制研究

刘桂芬; 王俊天; 张奕; 卢一鸣; 陈龙; 叶梓

doi:10.20265/j.cnki.issn.1007-2993.2025-0174

固废基免烧人工骨料强度力学性能与微观机制研究

doi: 10.20265/j.cnki.issn.1007-2993.2025-0174

刘桂芬^1,,
王俊天¹,
张奕¹,
卢一鸣²,
陈龙^{2, 3},
叶梓^{2, 3, ,}

1.
杭州市交通运输发展保障中心，浙江杭州　310030
2.
江苏省岩土工程技术工程研究中心，江苏南京　210098
3.
河海大学苏州研究院，江苏苏州　215100

基金项目: 浙江省交通运输厅重大交通建设工程科研项目（2024-GCKY-03）；国家重点研发计划（2024YFC3211000）；国家自然科学基金（52478335）

详细信息

作者简介:
刘桂芬，女，1981年生，大学本科，高级工程师，主要从事道路工程研究。E-mail：30676882@qq.com

通讯作者:
叶　梓，男，1995年生，工学博士，副教授，主要从事淤泥渣土资源化利用研究。E-mail：ziye_1995@163.com

中图分类号: TU411
计量
- 文章访问数: 28
- HTML全文浏览量: 9
- PDF下载量: 3
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-15
- 修回日期: 2025-07-29
- 录用日期: 2025-08-25
- 刊出日期: 2026-08-08

Strength mechanical properties and microscopic mechanism of unburned artificial aggregate based on solid wastes

LIU Guifen^1
,,
WANG Juntian¹,
ZHANG Yi¹,
LU Yiming²,
CHEN Long^{2, 3},
YE Zi^{2, 3
, ,}

1.
Hangzhou Transportation Development Security Center, Hangzhou 310030, Zhejiang, China
2.
Jiangsu Geotechnical Engineering Research Center, Nanjing 210098, Jiangsu, China
3.
Suzhou Research Institute of Hohai University, Suzhou 215100, Jiangsu, China

摘要

摘要: 随着建筑行业对天然骨料需求的增长，资源短缺与环境问题日益凸显，开发人工骨料意义重大。本文以粉细砂、黏土、水泥等为原料制备固废基人工骨料，研究其力学性能，并探究其微观机制。通过无侧限抗压强度试验，发现制样压力在5～10 MPa时，试样强度明显上升，10～15 MPa时轻微上升，15 MPa以上强度不再随压力增加而持续增加。此外，50%剂泥比下免烧人工骨料强度有显著提升，同时在粉细砂中辅掺黏土可改良土体性质，添加40%黏土时人工骨料强度提升最显著，但过量掺入会使强度下降。利用扫描电镜（SEM）和压汞技术（MIP）对材料微观结构进行表征，结果表明，50%剂泥比试样水化产物最多且分布均匀，75%剂泥比试样内部形成片状结构，抑制水泥水化，导致试样强度降低；15 MPa制样压力下试样孔隙直径主要分布在5～20 nm。本研究确定了固废基免烧人工骨料的最佳制备参数，为解决天然骨料短缺问题、实现资源可持续利用提供了理论依据和技术支持。
- 粉细砂 /
- 资源化利用 /
- 免烧人工骨料 /
- 力学性能 /
- 微观机制
Abstract: As the demand for natural aggregates in the construction industry increases, resource shortages and environmental concerns have become more prominent, making the development of artificial aggregates highly significant. This study investigates solid waste-based artificial aggregates prepared from fine sand, clay, cement, and other raw materials, focusing on their mechanical properties and underlying microscopic mechanisms. The unconfined compressive strength tests revealed that when the sample preparation pressure ranged from 5~10 MPa, strength increased significantly, with a slight increase observed between 10~15 MPa. Above 15 MPa, no further increase in strength was observed. Furthermore, the strength of unburned artificial aggregates was notably improved at a 50% agent-to-mud ratio. The addition of clay to fine sand enhanced soil properties, with strength peaking when 40% clay was added; however, excessive clay content reduced strength. Microstructural analysis using scanning electron microscopy (SEM) and mercury intrusion porosimetry (MIP) indicated that the sample with a 50% cement ratio exhibited the highest and most evenly distributed hydration products. In contrast, the 75% cement ratio sample formed a lamellar structure that hindered cement hydration, leading to reduced strength. Pore diameters were mainly in the 5~20 nm range under a 15 MPa preparation pressure. This study establishes the optimal parameters for producing solid waste-based artificial aggregates, offering a theoretical and technical foundation for addressing natural aggregate shortages and promoting sustainable resource utilization.
- silty fine sand /
- resource utilization /
- unburned artificial aggregate /
- mechanical properties /
- microscopic mechanism

HTML全文

图 1 颗粒级配曲线图

Figure 1. Grain gradation curve

下载: 全尺寸图片幻灯片

图 2 不同制样压力无侧限抗压强度图

Figure 2. Unconfined compressive strength diagram of different sample preparation pressures

下载: 全尺寸图片幻灯片

图 3 不同剂泥比含量无侧限抗压强度图

Figure 3. Unconfined compressive strength diagram of different agent–mud ratio contents

下载: 全尺寸图片幻灯片

图 4 不同黏土掺量无侧限抗压强度图

Figure 4. Unconfined compressive strength diagram of different clay content

下载: 全尺寸图片幻灯片

图 5 15 MPa制样压力下不同剂泥比SEM图（3 d养护）

Figure 5. SEM images of different agent–mud ratios under 15 MPa sample preparation pressure （3 d curing day）

下载: 全尺寸图片幻灯片

图 6 15 MPa制样压力下不同剂泥比SEM图（28 d养护）

Figure 6. SEM images of different agent–mud ratios under 15 MPa sample preparation pressure (28 d curing day)

下载: 全尺寸图片幻灯片

图 7 不同制样压力下50%剂泥比SEM图（3 d养护）

Figure 7. SEM image of 50% agent–mud ratio under different sample preparation pressures (3 d curing)

下载: 全尺寸图片幻灯片

图 8 15 MPa制样压力下不同剂泥比孔径分布图

Figure 8. Distribution of specific pore diameter of different agents and mud under 15 MPa sample preparation pressure

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图 9 不同制样压力下50%剂泥比试样孔径分布图

Figure 9. Pore diameter distribution of 50% agent–mud ratio sample under different sample preparation pressures

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表 1 试验用粉细砂物理性质指标

Table 1. Physical characteristic indicators of experimental soils

土类	密度/（g∙cm⁻³）	含水率/%	液限/%	塑限/%	粉粒占比/%	黏粒占比/%
粉细砂	1.64	26	34	25	98.4	1.6
黏土	1.68	42	45	27	45.9	54.1

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表 2 多组试样配比表

Table 2. Proportion table of multi-group samples

制样压力 /MPa	水泥掺量/%	固体激发剂掺量/%	液体激发剂掺量/%	密度 /（g∙cm⁻³）	养护时间/d
3	22.2	11.1	0.1	1.94	3～28
5	22.2	11.1	0.1	1.94	3～28
10	22.2	11.1	0.1	1.99	3～28
15	25	0	0.1	2.05	3～28
15	23.5	5.9	0.1	2.05	3～28
15	22.2	11.1	0.1	2.05	3～28
15	21.1	15.8	0.1	2.05	3～28
20	22.2	11.1	0.1	2.08	3～28

下载: 导出CSV

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