**Author details**

The results obtained from the analysis of the Case 2 showed that the failure resulted from the initial soil cohesion of 0 kPa with the internal friction varied from 40° to 21.5°. The resulted failure model corresponded to this cumulative displacement curve was reduced to the 3rd order polynomial equation, y <sup>¼</sup> <sup>19</sup>*:*4*x*<sup>3</sup> � <sup>73</sup>*:*8*x*<sup>2</sup> þ 94*:*9*x* � 25*:*5 . Contrary to the Case 1, the displacement inverse-velocity curve of the Case 2 showed the pattern of linear equation,y ¼ �1*:*6x þ 2*:*9, and the values of A ¼ 2*:*05 and α ¼ 1*:*79 were obtained therefrom. The pattern of this curve was similar to that in the case of 'The Failure of the Cut Slope of Selborne' in the United

When the road is constructed by the development of the urban, it is essential to cut-slope. However, the slope has gradually degraded the strength of the soil due to the time-dependent deterioration, and progressive slope failure is induced. This study developed an integrated analysis method for stability analysis and maintenance of cut-slopes in urban. The slope stability analysis was performed using the finite element model, and the progressive slope failure by time-dependent deterioration was quantified by using the strength parameters of soil applying the SRF. The displacements until the slope failure by slope stability analysis were quantified by cumulative displacement curve, velocity curve, and inverse velocity curve and, applied to the slope maintenance method. The inverse-velocity curve applied to the prediction of the time of slope failure was regressed to the 1st linear equation in the brittle material and the 3rd polynomial equation in the ductile material. This is consistent with the proposed formula of Fukuzono [1] and also shows similar

Recently, sensors and communication technologies for measuring the behavior of slopes have been dramatically developed. However, there is no technique or management method to interpret it. This study aims to solve these problems.

The proposed method integrates the existing slope stability analysis and maintenance techniques. It is difficult to obtain the measurement data of the collapsed slope, but the proposed technique should be verified through the failure of the model slope. And the behavior of ductile and brittle behavior appeared depending on the characteristics of the materials constituting the slope. Research on this part is also necessary. In the future, integrated analysis method should be improved through additional research. And it should be applied to cut-slope of urban to

In this study, the proposed method was carried out only on homogeneous

heterogeneous and anisotropic is needed. Also, the proposed method should be verified by applying it to the 3D rock slope which causes collapse along the joint

This work was supported by Seoul Institute of Technology (SIT) [(2020- AA-007) Development and Application Plan on Smart GNSS Technology for Monitoring Displacement of Urban Infrastructure] The content of this chapter is the rewriting of Dr. Park Min-cheol's doctoral dissertation [36] and a paper [35]

slopes consist of soil. In the future, research on the slope with the

Kingdom.

*Slope Engineering*

**6. Conclusions**

prevent disasters.

**Acknowledgements**

already published in Korea.

of rock.

**174**

behavior to the existing failure case.

Mincheol Park<sup>1</sup> \*, Heuisoo Han2 and Yoonhwa Jin<sup>2</sup>


\*Address all correspondence to: mcpark@sit.re.kr

<sup>© 2020</sup> The Author(s). Licensee IntechOpen. This chapter is distributed under the terms of the Creative Commons Attribution License (http://creativecommons.org/licenses/ by/3.0), which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.
