Road performance and engineering application of recycled soil-aggregate mixed green base material
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摘要: 在“双碳”目标和城镇化进程快速发展的背景下，一方面优质石料资源开采受到限制，导致产量削减；另一方面路用填料的需求增大，建筑废弃土、废弃混凝土石料的排放量仍保持高位增长。为解决优质石料紧缺与废弃土消纳困难两大工程问题，以高掺量改良废弃土与废石料替代水稳层中的骨料成分，制备路用性能良好的再生土石混合绿色基层材料。结合无侧限抗压强度（UCS）、弯拉强度、弹性模量、水稳定性试验，探究合适的土石混合配比以制备强度与耐久性良好的绿色基层材料。基于Box-Behnken响应面法，通过方差分析提出土石比4∶6、水泥掺量6%、材料压实度为98%的优选应用方案。将室内试验结果推广应用大规模填料化改良工厂，实现基层材料集约化生产并在试验段应用，发现现场弯沉、取芯及UCS检测结果良好，满足设计要求，验证了再生土石混合绿色基层材料的可行性。Abstract: In the context of the rapid development of "Carbon Peaking and Carbon Neutrality Goals" and urbanization, on the one hand, the mining of high-quality stone resources is restricted, resulting in production cuts. On the other hand, the demand for road fillers increases, the emissions of construction waste soil and waste concrete stone will remain high. To address the two major engineering issues of the shortage of high-quality stone materials and the difficulty in disposing of waste soil, a high-volume mixture of improved waste soil and waste stone materials is used to replace the aggregate components in the cement stabilized layer, preparing a recycled soil-stone mixed green base material with excellent road performance. By combining unconfined compressive strength (UCS), flexural tensile strength, elastic modulus, and water stability tests, the appropriate soil-stone mixture ratio is explored to prepare green base materials with good strength and durability. Based on the Box-Behnken response surface method, through variance analysis, it is proposed that a soil-stone ratio of 4:6, a cement content of 6%, and a material compaction degree of 98% are the optimal application scheme. The results of indoor tests are extended to large-scale fill material improvement factories, achieving intensive production of base materials and application in test sections. It is found that the on-site flexural deflection, coring, and UCS testing results are good, meeting the design requirements, and verifying the feasibility of the recycled soil-stone mixed green base material.
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Key words:
- waste soil /
- resource utilization /
- recycled aggregate /
- service performance /
- engineering application
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图 5 不同水泥掺量试样7d-UCS试验结果
Figure 5. 7d-UCS test results of samples with different cement content
图 8 水泥掺量为4%试样的水稳定性试验结果
Figure 8. Experimental results of water stability of samples with cement content of 4%
图 9 水泥掺量为6%试样的水稳定性试验结果
Figure 9. Experimental results of water stability of samples with cement content of 6%
表 1 各档废弃混凝土筛余情况
Table 1. Screen residue of waste concrete
筛孔尺寸/mm 过筛质量百分率/% A类 B类 C类 D类 E类 混合料 31.5 100.0 100.0 100.0 100.0 100.0 100.0 26.5 100.0 100.0 87.0 100.0 100.0 93.7 19.0 100.0 100.0 52.6 100.0 100.0 78.3 9.5 96.2 17.9 12.1 100.0 95.2 52.3 4.75 54.4 6.6 2.2 88.7 49.3 33.5 2.36 23.9 4.5 0 73.2 23.9 20.9 0.6 7.6 0 0 49.2 11.3 12.5 0.075 1.8 0 0 15.3 1.0 3.5 
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表 2 再生骨料与天然骨料基本性能对比
Table 2. Comparison of fundamental properties between recycled aggregate and natural aggregate
基本性质 压碎值/% 表观密度
/（kg∙m−3）吸水率/% 堆积密度
/（kg∙m−3）针片状
含量/%再生骨料 8.7 2583 6.68 1370 24.97 天然骨料 7.2 2768 4.49 1510 8.57 技术要求 <20 >2450 <10 >1350 <22
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表 3 弯拉强度和弹性模量试验结果
Table 3. Test results of tensile strength and elastic modulus
试验组 弯拉强度/MPa 弹性模量/MPa WL46-100 1.95 24339 WL46-98 1.78 20574 WL46-96 1.53 18531 WL28-96 0.65 6224 WL55-96 1.22 9056
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表 4 响应面试验因素水平
Table 4. Response surface test factor levels
限值 土石比A 水泥掺量B/% 压实度C/% 最小值 40 4 96 最大值 80 6 100
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表 5 响应面试验设计与结果
Table 5. Design and results of response surface experiment
试验号 土石比A 水泥掺量B/% 压实度C/% UCS/MPa 1 80 4 100 2.9 2 80 4 96 2.5 3 80 6 100 4.7 4 80 6 96 4.0 5 80 5 98 3.5 6 60 4 100 4.2 7 60 5 100 5.0 8 60 6 100 6.4 9 60 6 98 5.7 10 60 6 96 5.2 11 60 5 96 4.1 12 60 4 98 3.7 13 50 6 100 5.0 14 50 5 100 4.5 15 50 4 100 3.7 16 50 6 96 4.1 17 50 4 96 2.9 18 40 6 100 3.5 19 40 4 96 2.0 20 40 5 98 2.7 21 40 5 100 2.9
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表 6 回归模型方差分析
Table 6. Analysis of variance of regression model
方差来源 平方和 自由度 均方 F P 模型 24.38 9 2.71 40.83 < 0.0001 A 9.66 1 9.66 145.67 < 0.0001 B 3.84 1 3.84 57.92 < 0.0001 C 1.40 1 1.40 21.11 0.0008 AB 0.2218 1 0.2218 3.34 0.0947 AC 0.0022 1 0.0022 0.0326 0.8599 BC 0.1087 1 0.1087 1.64 0.2269 A² 10.24 1 10.24 154.38 < 0.0001 B² 0.0150 1 0.0150 0.2258 0.6440 C² 0.0049 1 0.0049 0.0743 0.7902 残差 0.7298 11 0.0663 总和 25.11 20
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表 7 模型可信度分析
Table 7. Model reliability analysis
模型 R2 修正 R2 预测 R2 变异系数 信噪比 7 d UCS 0.9762 0.9693 0.9728 3.44 33.4324
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