Generalized Method for Three-Dimensional Slope Stability Analysis

Huang, Chun-Yueh; Tsai, Cheng Chen; Chen, Yu Hong

doi:10.1061/(asce)1090-0241(2002)128:10(836)

Cited by 119 publications

(50 citation statements)

References 19 publications

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“…In the present study, arching effect is introduced in the proposed procedure through the coefficient μ, given by Equation (11). Overlapping of the wedges behind the piles, as illustrated in Figure 10(a), shows arching effect in the analysis.…”

Section: Arching Effectmentioning

confidence: 99%

“…Cursory review of available literature shows that slope stabilization using piles has been analysed by various researchers using different methods [2][3][4][5][6]. These methods can be divided into three categories: (1) shear strength reduction method [7][8]; (2) limit equilibrium methods [9][10][11][12]; and (3) limit analysis method based on upper bound and lower bound theories [13][14][15][16].…”

Section: Introductionmentioning

confidence: 99%

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Analytical approach to evaluate stability of pile-stabilized slope

2017

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Section: Arching Effectmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Analytical approach to evaluate stability of pile-stabilized slope

2017

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“…It was based on as sump tions pro vided by Hungr (1987), and followed by Hungr et al (1989). De vel oped and sup ple mented by Huang et al (2002), it pro vides a ba sis for spa tial anal y sis of slid ing bod ies of land slides. It anal y ses two di rec tions: par al lel and per pen dic u lar to the as sumed dis place ment.…”

Section: Assumptionsmentioning

confidence: 99%

“…Re sults ob tained so far are lim ited to a great extent, be ing some times sub ject to many mod i fi ca tions; in some cases there are no sat is fy ing re sults. For over 30 years, many work ers have dealt with this sub ject mat ter, for ex am ple Chen and Chemeau (1983), Hutch in son and Sarma (1985), Hungr (1987), Zhang (1988), Michalowski (1989), Huang and Tsai (2000), Huang et al (2002), Cheng et al (2005), Griffiths and Marquez (2007), Wei et al (2009) and Kalatehjari et al (2015), who tried to con sider the 3D pro file of slope sta bil ity anal y sis.…”

Section: Introductionmentioning

confidence: 99%

Stability estimation of slopes having their slip surface determined by means of the STAB-3D method based on sliding body equilibrium analysis

Ukleja

2016

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ulty of Civil En gi neer ing and Ar chi tec ture, Katowicka 48, 45-061 Opole, Po land Ukleja, J., 2016. Sta bil ity es ti ma tion of slopes hav ing their slip sur face de ter mined by means of the STAB-3D method based on slid ing body equi lib rium anal y sis. Geo log i cal Quar terly, 60 (3): 597-609, doi: 10.7306/gq.1276Most of the three-di men sional anal y ses of land slides are based on sim ple 2D meth ods ana lys ing cho sen char ac ter is tic flat sec tions of the ana lysed slid ing body. As sump tions of the method of flat limit equi lib rium anal y sis for a spa tial so lu tion have been elab o rated. This is a com bi na tion of 2D anal y sis of flat sec tional views and 3D anal y sis of the land slide's slid ing body, which dis re gards any stress that does not af fect equi lib rium. It is as sumed, how ever, to ap ply only when deal ing with structural slope fail ure (i.e. when the soil lay ers have the pre dis po si tion to shape the de ter mined slip sur face with a con sis tent decrease and ex plicit slide di rec tion). This can also ap ply when ex am in ing the sta bil ity of a scarp or slope for the lay ered soil of po ten tial slip sur faces and slide di rec tion to be de fined. The ba sic as sump tions, equi lib rium equa tions, and prac ti cal us age of the method have been de scribed for an ex em plary land slide. This method al lows one to de fine in a straight for ward man ner the sta bil ity of slopes, to plan a way of pre vent ing po ten tial land slides, and to con trol those that have al ready arisen.

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“…Many 3D analysis methods of slope stability problems have been proposed. (Hovland, 1977;Chen and Chameau, 1982;Gens et al1988;Lam and Fredlund, 1993;Huang et al 2002 andzheng 2012. ) * Corresponding author A geographical information system (GIS) is a relatively new software tool for geotechnical engineers (Carraea et al1995), it become an important tool for landslide susceptibility mapping because it provides various functions of capturing, inputting, manipulating, visualizing, combining, querying, analyzing, modeling, and outputting of the geospatial data.…”

Section: Introductionmentioning

confidence: 99%

Slope Stability Analysis Using Gis

Bouajaj

Bahi

Ouadif

et al. 2016

Int. Arch. Photogramm. Remote Sens. Spatial Inf. Sci.

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An analysis of slope stability using Geographic Information System (GIS) is presented in this paper. The methodology is based on the calculation of the safety factor in 2D and 3D using ArcGis. Hovland's Method in 3D and 2D were used in the stability analysis of the slope located at the 34 kilometer point (K.P.34) on the highway in the North of Morocco connecting Tangier to Ksar Sghir. Results shows that the safety factors obtained in 3D are always higher than those obtained in 2D and the slope becomes unstable when the water table level is less than 1 m.

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Generalized Method for Three-Dimensional Slope Stability Analysis

Cited by 119 publications

References 19 publications

Analytical approach to evaluate stability of pile-stabilized slope

Analytical approach to evaluate stability of pile-stabilized slope

Stability estimation of slopes having their slip surface determined by means of the STAB-3D method based on sliding body equilibrium analysis

Slope Stability Analysis Using Gis

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