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浙江大学学报(工学版)
浙江大学学报(工学版)  2023, Vol. 57 Issue (9): 1727-1735    DOI: 10.3785/j.issn.1008-973X.2023.09.004
土木工程、水利工程     
纤维和纳米材料改性水泥稳定道路固废的直剪力学行为
王伟1,2(),黄帅帅1,俞文杰3,车旭明1,李娜1,2,*()
1. 绍兴文理学院 土木工程学院，浙江 绍兴 312000
2. 绍兴市软土地基与建筑结构协同作用重点实验室，浙江 绍兴 312000
3. 绍兴市柯诸高速公路有限公司，浙江 绍兴 312000
Direct shear mechanical behavior of cement stabilized road solid waste modified by fibers and nanomaterials
Wei WANG1,2(),Shuai-shuai HUANG1,Wen-jie YU3,Xu-ming CHE1,Na LI1,2,*()
1. School of Civil Engineering, Shaoxing University, Shaoxing 312000, China
2. Shaoxing Key Laboratory of Interaction between Soft Soil Foundation and Building Structure, Shaoxing 312000, China
3. Shaoxing Kezhu Expressway Limited Company, Shaoxing 312000, China
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摘要：

为了研究纤维-纳米材料对水泥稳定道路固废再生集料抗剪特性的影响，通过直剪试验对水泥稳定再生集料(CA)、聚丙烯纤维水泥稳定再生集料(PCA)、纳米氧化镁水泥稳定再生集料(MCA)、纳米二氧化硅水泥稳定再生集料(SCA)、聚丙烯纤维-纳米氧化镁水泥稳定再生集料(PMCA)和聚丙烯纤维-纳米二氧化硅水泥稳定再生集料(PSCA)的抗剪强度特性进行评价和表征. 试验结果表明：各组试样的剪应力-位移曲线随着垂直压力的增加逐渐由软化型向硬化型转变；MCA、SCA、PMCA、PSCA的摩擦角比CA的摩擦角更大，PCA、MCA、SCA、PMCA、PSCA的黏聚力均大于CA. 提出复合正弦-幂函数(CSP)模型，该模型可以有效地模拟软化型和硬化型应力-位移曲线，比传统模型更具适用性. 建立各组试样的应力-位移关系的通用公式，该公式与实测数据拟合效果良好.
关键词： 道路固废;  再生集料;  纤维-纳米材料;  抗剪强度;  复合正弦-幂函数(CSP)模型    
Abstract:

To study the effect of fiber-nano materials on the shear characteristics of cement stabilized road solid waste recycled aggregates, the shear strength characteristics of cement-stabilized recycled aggregate (CA), the polypropylene fiber cement-stabilized recycled aggregates (PCA), the nano-magnesia cement-stabilized recycled aggregate (MCA), the nano-silica cement-stabilized recycled aggregate (SCA), the polypropylene fiber-nano-magnesia cement-stabilized recycled aggregate (PMCA), and the polypropylene fiber-nano-silica cement-stabilized recycled aggregate (PSCA) were evaluated and characterized by the direct shear tests. Experimental results showed that the shear stress-displacement curve of each group of the samples gradually changed from the softening to the hardening with the increase of the vertical pressure. MCA, SCA, PMCA and PSCA showed larger friction angle than CA, and the cohesion of PCA、MCA、SCA、PMCA、PSCA was greater than that of CA. A composite sine-power function (CSP) model was proposed, which was more applicable than traditional models. And the softening and the hardening stress-displacement curves were simulated effectively by the CSP model. A general formula for the stress-displacement relationship of each group of the samples was established, and the formula fitted well with the measured data.
Key words: road solid waste    recycled aggregate    fiber-nano materials    shear strength    composite sine-power function (CSP) model
收稿日期: 2022-11-25 出版日期: 2023-10-16
CLC:  TU 447  
基金资助: 国家自然科学基金资助项目(52179107)
通讯作者: 李娜     E-mail: wellswang@usx.edu.cn;lina@usx.edu.cn
作者简介: 王伟（1977—），男，教授，从事软土加固减灾技术研究. orcid.org/0000-0002-7231-6675. E-mail： wellswang@usx.edu.cn
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引用本文:

王伟,黄帅帅,俞文杰,车旭明,李娜. 纤维和纳米材料改性水泥稳定道路固废的直剪力学行为[J]. 浙江大学学报(工学版), 2023, 57(9): 1727-1735.

Wei WANG,Shuai-shuai HUANG,Wen-jie YU,Xu-ming CHE,Na LI. Direct shear mechanical behavior of cement stabilized road solid waste modified by fibers and nanomaterials. Journal of ZheJiang University (Engineering Science), 2023, 57(9): 1727-1735.

链接本文:

https://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2023.09.004    或    https://www.zjujournals.com/eng/CN/Y2023/V57/I9/1727

图 1  道路固废再生集料来源
材料 参数 数值
道路固废再生集料 d 2.69
塑限ωp/% 10.29
液限ωL/% 18.95
塑性指数IP 8.66
液性指数IL ?1.61
最大干密度/(g·cm?3) 2.04
wwp/% 10
wm/% 33.03
聚丙烯纤维 密度/(g·cm?3) 2.6
平均长度/mm 6
直径/μm 19-49
弹性模量/GPa >3.5
抗拉强度/MPa >349
拉伸极限/% >15
熔点/℃ >145
纳米MgO 产品纯度/% 99.8
平均粒度/nm 15-20
理论密度/(g·cm?3) 3.58
纳米SiO2 产品纯度/% 99.90
平均粒度/nm 17
理论密度/(g·cm?3) 0.045
表 1  纤维-纳米材料水泥稳定道路固废试验材料基本参数
图 2  道路固废再生集料的颗粒级配
集料名称 wc/% ww/% wpp/% wMgO/% wSi/%
CA 10 30 0 0 0
PCA 0.6 0 0
MCA 0 1.5 0
SCA 0 0 0.2
PMCA 0.6 1.5 0
PSCA 0.6 0 0.2
表 2  改性道路固废直剪试验方案
图 3  改性道路固废试样的直剪试验曲线
图 4  不同垂直压力下改性道路固废试样的抗剪强度
图 5  垂直压力为100 kPa的改性道路固废试样抗剪强度增幅
集料名称 抗剪强度表达式 $c$/kPa $\varphi $/(°)
CA $\tau_{\rm{m}}= 0.66p+46.67$ 46.67 33.42
PCA $\tau_{\rm{m}} = 0.64p+74.78$ 74.78 32.62
MCA $ \tau_{\rm{m}} = 0.70p+61.58 $ 61.58 34.99
SCA $ \tau_{\rm{m}} = 0.72p+66.84 $ 66.84 35.75
PMCA $ \tau_{\rm{m}} = 0.73p+70.27 $ 70.27 36.13
PSCA $ \tau_{\rm{m}} = 0.75p+75.68 $ 75.68 36.87
表 3  改性道路固废试样的抗剪强度指标
图 6  剪应力-位移特征曲线
图 7  复合正弦-幂函数模型参数不同取值时的典型曲线
集料名称 p/kPa a/kPa b c/kPa d R2
CA 100 115.38 2.75 0.75 0.87 0.978
200 168.55 2.89 0.36 0.79 0.998
300 246.40 3.00 0.24 0.78 0.998
400 353.11 2.10 0.23 0.75 0.999
PCA 100 134.79 2.61 0.51 1.01 0.994
200 200.09 3.01 0.29 0.82 0.997
300 267.15 6.00 0.07 0.66 0.997
400 352.33 8.58 0.04 0.70 0.999
MCA 100 134.83 2.55 0.82 1.19 0.994
200 194.31 3.17 0.31 0.89 0.997
300 272.13 4.04 0.12 0.68 0.999
400 355.98 5.76 0.07 0.77 0.999
SCA 100 130.68 2.61 1.05 1.09 0.996
200 199.03 3.11 0.36 0.88 0.998
300 277.80 2.95 0.35 1.11 0.998
400 353.75 4.46 0.12 0.90 0.999
PMCA 100 144.49 2.68 0.70 1.15 0.994
200 208.26 2.52 0.49 1.00 0.999
300 286.45 2.73 0.26 0.92 0.999
400 380.82 2.34 0.31 1.03 0.999
PSCA 100 155.21 2.66 0.67 1.13 0.988
200 209.14 3.39 0.27 0.68 0.991
300 297.23 2.67 0.39 1.09 0.998
400 385.63 3.08 0.21 1.00 0.999
表 4  改性道路固废试样的CSP模型拟合参数
集料名称 关系式 集料名称 关系式
CA a=791.04p+23.1 SCA a=747.98p+53.32
b=?26p2+11.16p+1.85 b=25.25p2?7.23p+3.2
c=9.5p2?6.43p+1.29 c=11.5p2?8.55p+1.74
d=1.25p2?p+0.95 d=?0.34p+1.08
PCA a=719.68p+58.67 PMCA a=787.18p+58.21
b=54.5p2?6.35p+2.55 b=?5.75p2+2.06p+2.48
c=4.75p2?4.01p+0.87 c=6.5p^2?4.65p+1.12
d=5.75p2?3.97p+1.36 d=6.5p2?3.69p+1.46
MCA a=741.27p+54 PSCA a=779.35p+66.96
b=27.5p2?3.25p+2.63 b=?8p2+4.54p+2.42
c=11.5p2?8.19p+1.52 c=5.5p2?4.01p+0.97
d=9.75p2?6.35p+1.74 d=9p2?4.48p+1.42
表 5  改性道路固废试样CSP模型参数与垂直压力关系
图 8  CSP模型预测曲线与改性道路固废直剪试验实测值
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