Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (6): 1612-1623.doi: 10.13229/j.cnki.jdxbgxb.20220930

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Experiment on cyclic shear of geosynthetic reinforced construction waste soil

Li-hua LI1,2(),Zi-jian LI1,2,Heng-lin XIAO1,2(),Wen-zhe CAO1,2,Xin-long ZHOU1,2,Shao-ping HUANG1,2   

  1. 1.School of Civil Engineering，Architecture and Environment，Hubei University of Technology，Wuhan 430068，China
    2.Key Laboratory of Health Intelligent Perception and Ecological Restoration of River and Lake，Ministry of Education，Hubei University of Technology，Wuhan 430068，China
  • Received:2022-07-24 Online:2024-06-01 Published:2024-07-23
  • Contact: Heng-lin XIAO E-mail:researchmailbox@163.com;xiaohenglin_0909@163.com

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Abstract:

In order to study the shear behavior of geosynthetic-soil interface reinforcement of biaxial geogrid reinforced construction waste under different sizes normal stress and shear amplitude， Monotonic direct shear test and cyclic shear test of the reinforced soil were carried out by large direct shear apparatus， thus， the influence law and mechanism of normal stress and shear amplitude on shear characteristics of reinforcement-soil interface were revealed. Results show that obvious shear softening occurs in both monotonic and post cyclic direct shear tests， however， the interfacial shear strength and residual strength of the specimens are greater after cyclic shear under the same normal stress conditions. In monotonic direct shear test， the sample exhibits a small expansion at the initial stage of shearing， followed by significant shrinkage， the shear shrinkage rate slows down when the shear displacement exceeds 20 mm. In the post cyclic monotonic direct shear test， the specimen shows obvious dilatancy and produces larger volumetric strain under the same shear displacement. During the cyclic shearing process， the sample undergoes obvious shear hardening， and the shear hardening phenomenon is more obvious in the cyclic shear unloading direction， damping ratio decreases with the increase of interface stiffness， under the same shear amplitude， the damping ratio decreases with the increase of cyclic number and tends to the same value under different normal stresses. The maximum shear stress in different directions increases with the increase of normal stress and shear amplitude， with the increase of cycle times， the degree of shear hardening also increases gradually. The shear strength of reinforced construction waste soil increased significantly after cyclic loading， and the increase of cohesion and internal friction angle is 22.4 % and 9.6 % respectively.

Key words: geotechnical engineering, reinforced construction waste soil, biaxial geogrid, cyclic shear test, monotonic direct shear test

CLC Number: 

  • TU41

Fig.1

Large-scale cyclic shear apparatus"

Fig.2

Mixed construction waste filler"

Fig.3

Compaction curve of construction waste filler"

Fig.4

Grading curve of construction waste filler"

Fig.5

Geogrid for experiment"

Table 1

Technical index of Geogrid"

材料单位面积质量/（g·m-2）网孔尺寸长×宽/mm极限延伸率/%极限抗拉强度/（kN·m-1）
横向纵向横向纵向
聚丙烯25035×2513.215.620

Table 2

Experiment scheme"

试验类型法向应力/kPa剪切幅值/mm
直接剪切试验100， 200， 300-
循环剪切试验100， 200， 3002
2001，2，3
循环后直剪试验100， 200， 3002
2001，2，3

Fig.6

Cyclic loading route"

Fig.7

Shear stress-shear displacement curve"

Fig.8

Shear displacement vertical displacement"

Fig.9

Shear load-shear displacement curves under different normal stress"

Fig.10

Shear stress-shear displacement curves under different shear amplitudes"

Fig.11

Shear load-shear displacement curves under different under different normal stress"

Fig.12

Time-shear stress curves in cyclic shear tests under different normal stresses"

Fig.13

Curves of the number of cycles of the interface between the reinforced soil and the peak shear stress under different normal stress"

Fig.14

Curves of the number of cycles of the interface between the reinforced soil and the peak shear stress under different shear amplitudes"

Fig.15

Calculation of secant damping ratio from hysteresis loop"

Fig.16

Variation of shear stiffness with number of cycles under different normal stress"

Fig.17

Variation of damping ratio with number of cycles under different normal stress"

Fig.18

Variation of shear stiffness with number of cycles under different shear amplitudes"

Fig.19

Variation of damping ratio with number of cycles under different shear amplitudes"

Fig.20

Comparison of shear stress shear displacement curves before and after cyclic loading under different normal stress"

Fig.21

Shear displacement-vertical displacement curve of direct shear test before and after cyclic loading"

Fig.22

Shear displacement-vertical displacement curve of direct shear test after cyclic loading"

Table 3

Shear strength of monotonic direct shear test and post cyclic direct shear test"

试验类型c/kPaφ/（°）
直剪试验124.435.4
循环后直剪试验152.338.8
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