基于平衡设计法的硅质砂岩用作沥青稳定碎石基层配比设计研究

doi:10.16552/j.cnki.issn1001-1625.2025.1294

摘要/Abstract

摘要：

为了进一步丰富沥青路面可用石料种类，以实现公路建设资源利用最大化。本文以西南地区硅质砂岩作为高等级沥青路面基层集料，通过测试其力学特性及路用性能指标，对比传统马歇尔配比设计法和基于抗高温变形与抗低温开裂性能平衡的配比设计法来确定硅质砂岩沥青稳定碎石的最佳油石比。结果显示：硅质砂岩集料的各项性能指标均符合规范要求，其在天然状态下单轴抗压强度大于80 MPa，在饱水状态下单轴抗压强度为42 MPa；由马歇尔设计法和平衡设计法确定的最佳油石比分别为4.1%与3.8%，在满足低温性能要求的基础上，按平衡设计法得到硅质砂岩沥青稳定碎石的动稳定度比按马歇尔设计法相应结果高44.2%，更适用于高温地区；通过浸水残留稳定度与冻融劈裂试验发现，硅质砂岩沥青稳定碎石的水稳定性较差且不满足规范要求，通过掺入占集料总质量1.4%~2.0%的42.5级普通硅酸盐水泥代替矿粉作为抗剥落剂，可使硅质砂岩沥青稳定碎石的浸水残留稳定度和冻融劈裂强度比分别提升34.2%和36.7%，以满足规范要求。最后，通过在不同温度与加载频率下动态模量试验，基于时温等效原理，运用Sigmoidal函数建立了硅质砂岩沥青稳定碎石的动态模量主曲线，在相应标准温度20 ℃与荷载作用频率5 Hz下的硅质砂岩沥青稳定碎石动态模量为5 614 MPa，具有良好的承载能力，其用作高等级沥青路面基层是合理、可行的。

关键词: 硅质砂岩, 沥青稳定碎石基层, 平衡设计法, 水稳定性, 动态模量主曲线

Abstract:

To diversify aggregate sources and maximize resource utilization in highway construction， siliceous sandstone from Southwest China was evaluated as an aggregate for high-grade asphalt pavement base layers. The mechanical properties of the aggregate and the performance of the resulting mixture were investigated. To determine the optimum asphalt-aggregate ratio， two design approaches were compared： the Marshall mix design and a balanced mix design approach， aiming to balance high-temperature deformation resistance with low-temperature cracking resistance. Results indicate that the siliceous sandstone aggregate meets all standard specification requirements， exhibiting a uniaxial compressive strength exceeding 80 MPa in the natural state and 42 MPa in the water-saturated state. The Marshall mix design and the balanced mix design yield optimum asphalt content of 4.1% and 3.8%， respectively. While both designs satisfied low-temperature performance requirements， the mixture designed via balanced mix design demonstrates a dynamic stability 44.2% higher than the mixture via Marshall mix design， indicating superior suitability for high-temperature regions. Replacing mineral filler with 1.4% to 2.0% 42.5-grade ordinary Portland cement （by mass） effectively addresses the insufficient water stability revealed by the initial immersion residual stability and freeze-thaw splitting tests. Consequently， the immersion residual stability and freeze-thaw splitting strength ratios are improved by 34.2% and 36.7%， respectively， meeting specification requirements. Finally， a dynamic modulus master curve was constructed using the Sigmoidal function based on the time-temperature superposition principle. At 20 ℃ and 5 Hz， the dynamic modulus is recorded at 5 614 MPa， indicating good bearing capacity. Its use as a base layer for high-grade asphalt pavement is reasonable and feasible.

Key words: siliceous sandstone, asphalt-treated base, balanced mix design, water stability, dynamic modulus master curve

中图分类号:

U416.1

邹德强, 万兵, 杨博, 汤佳乐, 任江瀚. 基于平衡设计法的硅质砂岩用作沥青稳定碎石基层配比设计研究[J]. 硅酸盐通报, 2026, 45(7): 2573-2582.

ZOU Deqiang, WAN Bing, YANG Bo, TANG Jiale, REN Jianghan. Mixture Design of Siliceous Sandstone Used as Asphalt-Treated Base Based on Balanced Mix Design[J]. BULLETIN OF THE CHINESE CERAMIC SOCIETY, 2026, 45(7): 2573-2582.

图/表 20

表1 70#石油沥青的主要性能指标

Table 1 Main performance characteristics of 70# petroleum asphalt

Item	Technical specification	Test result
Penetration （25 ℃， 5 s， 100 g）/（0.1 mm）	60~80	68.9
Softening point/℃	≥46	48.5
Ductility （15 ℃）/cm	≥100	>100

图1 硅质砂岩偏光图像

Fig.1 Siliceous sandstone polarized light images

表2 硅质砂岩主要矿物成分及含量

Table 2 Main mineral composition and content of siliceous sandstone

Mineral name	Quartz	Lithic fragment	Potassium feldspar	Plagioclase	Muscovite	Biotite	Heavy mineral	Matrix
Mass fraction/%	81.5	1.5	5.0	2.0	2.0	2.5	1.5	4.0

表3 粗集料的主要性能指标

Table 3 Main performance characteristics of coarse aggregate

Item	Technical specification	Test result
Crushing value/%	≤28	21.7
Los Angeles abrasion value/%	≤30	25.2
Apparent relative density	≥2.5	2.8
Water absorption/%	≤3.0	0.7
Flakiness and elongation index/%	≤18	15.2
Dust content （<0.075 mm）/%	≤1	0.9
Soundness/%	≤12	8.8

表4 细集料的主要性能指标

Table 4 Main performance characteristics of fine aggregate

Item	Technical specification	Test result
Apparent relative density	≥2.5	2.6
Soundness/%	≤12	10.5
Clay content/%	≤3.0	1.7
Methylene blue value/（g·kg^-1）	≤25	16.0
Angularity/%	≥30	40.0

表5 矿粉的主要性能指标

Table 5 Main performance characteristics of mineral filler?

Item	Technical specification	Test result
Apparent density/（t·m^-3）	≥2.5	2.7
Water content/%	≤1	0.4
Content （particle size range<0.6 mm）/%	100	100.0
Content （particle size range<0.15 mm）/%	90~100	92.6
Content （particle size range<0.075 mm）/%	75~100	84.2
Appearance	No lumps	No lumps
Hydrophilic coefficient	<1	0.8
Heating stability	Test record	No color change

图2 ATB-25目标级配

Fig.2 Target gradation of ATB-25

图3 毛体积相对密度与油石比的关系曲线

Fig.3 Relationship curve between bulk relative density and asphalt-aggregate ratio

图4 空隙率与油石比的关系曲线

Fig.4 Relationship curve between volume of air voids and asphalt-aggregate ratio

图5 沥青饱和度与油石比的关系曲线

Fig.5 Relationship curve between voids filled with asphalt and asphalt-aggregate ratio

图6 矿料间隙率与油石比的关系曲线

Fig.6 Relationship curve between voids in mineral aggregate and asphalt-aggregate ratio

图7 稳定度与油石比的关系曲线

Fig.7 Relationship curve between Marshall stability and asphalt-aggregate ratio

图8 流值与油石比的关系曲线

Fig.8 Relationship curve between flow value and asphalt-aggregate ratio

图9 动稳定度和弯曲破坏应变-油石比曲线

Fig.9 Dynamic stability and flexural failure strain-asphalt-aggregate ratio curves

表6 两种最佳油石比确定方法结果汇总

Table 6 Summary of results of two methods for determining optimum asphalt-aggregate ratio

Design method	Optimum asphalt-aggregate ratio/%	Dynamic stability/（times·mm^-1）	Specification requirement of dynamic stability/（times·mm^-1）	Flexural failure strain/με	Specification requirement of failure strain/με
Marshall mix design	4.1	1 023	≥1 000	2 231	≥2 000
Balanced mix design	3.8	1 475	≥1 000	2 033	≥2 000

图10 浸水马歇尔试验结果

Fig.10 Immersion Marshall test results

图11 冻融劈裂试验结果

Fig.11 Freeze-thaw splitting test results

图12 动态模量试验结果

Fig.12 Dynamic modulus test results

表 7 动态模量主曲线参数

Table 7 Master curve parameters of dynamic modulus

δ	α	β	γ	C₁	C₂	R²
1.97	2.68	-0.37	-0.41	-50.30	97.89	0.97

图13 动态模量主曲线

Fig.13 Dynamic modulus master curve

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