# Study on Improvement Characteristics of a Novel Geotextile with Stitched Transverse Ribs
## 3 Experimental Results
### Comparison of Shear Strength of Stitched Rib Geotextile Reinforcement  
The relationship curves between shear stress and displacement of geotextile B stitched one, two, and three transverse ribs are shown in Figure 7. It can be seen that the shear stress increases with the increase of the shear displacement during the test. The positions of the peak points under three working conditions are different; the displacement corresponding to the peak shear stress point is about 60 mm, 50 mm, and 40 mm, when one, two, and three transverse ribs are stitched, respectively. This is mainly because the distance between the transverse ribs will decrease with the number of transverse ribs, resulting in stronger constraints from the soil and faster-achieved peak strength in the shear process. It can be summarized as follows: as the number of transverse ribs increases, the displacement peak value increases gradually, and the peak position advances gradually, which indicates that the structure has a strong ability to limit deformation. In practical application, it can exert its strength earlier, limit the deformation of the reinforced structure, and thus ensure the safety of the overall structure. Figure 8 shows the picture of the geotextile after damage. It can be seen that the damage occurs mainly at the stitching between the transverse ribs and the bottom geotextile, while a slight tear also appears at the edge of the bottom geotextile. According to the damage degree of the geotextile stitched with three transverse ribs, the damage is most serious at the first transverse rib joint, which is torn almost completely; a slight tear occurs at the second transverse rib joint, while the third transverse rib is intact with no breakage. It can be concluded that the order of the reinforcement effect on the three layers of transverse ribs in the test is: the first layer \(>\) the second layer \(>\) the third layer, where the first layer is closest to the outer edge, and the second and third layers are more inward sequentially. With the movement of the shear box, the soil on the left side of the transverse rib is squeezed first, so the friction force and the resistance of the transverse rib on the left side of the geotextile are exerted, and the shear force on the right side is weak. With the increase of the shear displacement, the strength on the left side of the reinforcement soil interface and the strength of the transverse rib gradually reach the limit value. Then, the right side of the \begin{table}
\begin{tabular}{c c c} \hline \hline
**Interface** & **Cohesion/kPa** & **Friction Angle/\({}^{\circ}\)** \\ \hline Steel plate-sand & 2.54 & 20.86 \\ Geotextile A–sand & 5.07 & 22.67 \\ Geotextile B–sand & 5.38 & 23.82 \\ Geotextile C–sand & 4.20 & 22.44 \\ Geotextile D–sand & 6.64 & 20.18 \\ Geogrid–sand & 13.86 & 25.85 \\ \hline \hline \end{tabular}
\end{table} 
Table 4: Interface strength under different working conditions. Figure 6: Curves of maximum shear stress and normal stress. reinforcement begins to bear more loads, and the shear force gradually shifts to the right side. It can be seen from the shear stress displacement curves of the tiled reinforcement and the stitched rib reinforcement that the shear displacement reaches the stable maximum value before 15 mm when the reinforcement is tiled. The shear displacement of the stitched transverse ribs reinforcement comes to 40\(\sim\)60 mm at the peak value of the shear stress, which is the value required for tensile failure at the fabric joint. At this time, the failure of the main stressed transverse rib (that is, the first transverse rib) reduces the overall shear stress. Figure 8: Geotextile B after destruction. Figure 7: Shear stress–displacement curves of sutured ribbed geotextiles with reinforcement.