Evaluation of the stability of terraced slopes in clayey gravel soil using a novel numerical technique

doi:10.1007/s11709-023-0922-9

Front. Struct. Civ. Eng.

2023, Vol. 17

Issue (5) : 796-811 https://doi.org/10.1007/s11709-023-0922-9

RESEARCH ARTICLE

Evaluation of the stability of terraced slopes in clayey gravel soil using a novel numerical technique

Mehrdad KARAMI¹(

), Mohammad NAZARI-SHARABIAN², James BRISTOW³, Moses KARAKOUZIAN¹

¹. Department of Civil and Environmental Engineering and Construction, University of Nevada, Las Vegas, Las Vegas, NV 89154, USA
². Department of Mathematics, Engineering, and Computer Science, West Virginia State University, Institute, WV 25112, USA
³. R&D Department, Universal Engineering Sciences, Las Vegas, NV 89118, USA

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Abstract

Conventional geotechnical software limits the use of the strength reduction method (SRM) based on the Mohr–Coulomb failure criterion to analyze the slope safety factor (SF). The use of this constitutive model is impractical for predicting the behavior of all soil types. In the present study, an innovative numerical technique based on SRM was developed to determine SF using the finite element method and considering the extended Cam–clay constitutive model for clayey gravel soil as opposed to the Mohr–Coulomb model. In this regard, a novel user subroutine code was employed in ABAQUS to reduce the stabilizing forces to determine the failure surfaces and resist and drive shear stresses on a slope. After validating the proposed technique, it was employed to investigate the performance of terraced slopes in the context of a case study. The impacts of geometric parameters and different water table elevations on the SF were examined. The results indicated that an increase in the upper and lower slope heights led to a decrease in SF, and a slight increase in the horizontal offset led to an increase in the SF. Moreover, when the water table elevation was lower than the toe of the terraced slope, the SF increased because of the increase in the uplift force as a resistant component.

Keywords terraced slope safety factor finite element method ABAQUS extended Cam–clay

Corresponding Author(s): Mehrdad KARAMI

Just Accepted Date: 14 March 2023 Online First Date: 30 June 2023 Issue Date: 14 July 2023

Cite this article:

Mehrdad KARAMI,Mohammad NAZARI-SHARABIAN,James BRISTOW, et al. Evaluation of the stability of terraced slopes in clayey gravel soil using a novel numerical technique[J]. Front. Struct. Civ. Eng., 2023, 17(5): 796-811.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-023-0922-9
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I5/796

Fig.1 Multiple-level slope.

Tab.1 Characteristics of the soil profile in the case study

Fig.2 Oedometer test: (a) consolidation curves (the horizontal axis is in the logarithmic scale); (b) modified cap model hardening curve.

item	parameter	value
general	k (m/s)	3.63 × 10⁻⁶
	e (–)	0.606
	γ_t (kN/m³)	17.9
	γ_d (kN/m³)	16.5
	G_s (–)	2.67
elasticity	κ (–)	C_s/2.3 = 0.007
elasticity	ν (–)	0.28
extended Cam−clay plasticity	λ (–)	C_c/2.3 = 0.07
	M (–)	1.12
	a (MPa)	0.22 (calibrated)
	χ (–)	1 (calibrated)
	K (–)	0.788 (calibrated)
modified Drucker−Prager/Cap plasticity	d (kPa)	66.03
	Β (° )	48.28
	R (–)	1 (calibrated)
	$ε v o l p l$ (–)	0
	α (–)	0.05 (calibrated)
	K (–)	0.79 (calibrated)
Mohr–Coulomb plasticity	c (kPa)	8.820
	$φ$ (° )	28.2
	ψ (° )	0.1
	E (MPa)	30

Tab.2 Soil properties used in constitutive models in ABAQUS

Fig.3 Triaxial test for cell pressures 1.5, 3, and 4.5 kg/cm² and shear strength parameters of the test.

Fig.4 Boundary conditions in 3D finite element model of the soil sample in CD triaxial test.

Fig.5 Comparison between numerical and laboratory CD triaxial test results for the representative soil of the area. Cell pressure is 4.5 kg/cm².

Fig.6 Algorithm used in the proposed numerical technique in ABAQUS.

Fig.7 Terraced slope modeled in FEM, and its mechanical properties.

Fig.8 (a) Reduction rate of the stresses matrix; (b) energy changes to control dynamic effect.

Fig.9 Comparison between FEM and LEM results.

Fig.10 Variable parameters and model geometry.

Tab.3 Different scenarios in the present study

Fig.11 (a) Meshing of the model; (b) formation of the global and local slide surfaces in the model due to plastic strains; (c) mobilization of the displacement vectors at early stages of failure (S-18: H₁ = 20 m; H₂ = 20 m; L = 20 m; β₂ = 25°; β₁ = 40°).

Fig.12 SFs at different heights of the lower slope (symbol lines indicate the behavior of A, B, C, and D nodes for all diagrams in this study): (a) H₁ = 30 m; (b) H₁ = 25 m; (c) H₁ = 20 m; (d) H₁ = 15 m; (e) H₁ = 10 m; (f) H₁ = 5 m.

Fig.13 SFs at different heights of the upper slope: (a) H₂ = 30 m; (b) H₂ = 25 m; (c) H₂ = 15 m; (d) H₂ = 10 m; (e) H₂ = 5 m.

Fig.14 SFs at different horizontal offsets: (a) L = 25 m; (b) L = 15 m; (c) L = 5 m.

Fig.15 SFs at different angles of the lower slope: (a) β₁ = 45°; (b) β₁ = 40°; (c) β₁ = 35°; (d) β₁ = 20°; (e) β₁ = 15°.

Fig.16 SFs at different upper slope angles: (a) β₂ = 45°; (b) β₂ = 40°; (c) β₂ = 35°; (d) β₂ = 20°; (e) β₂ = 15°.

Fig.17 SFs at different water-table elevations: (a) w = 50 m; (b) w = 40 m; (c) w = 30 m; (d) w = 20 m; (e) w = 10 m.

Tab.4 Summary of the results for SF in different scenarios

Fig.18 Impact of parameter changes on the SF (case (f) is not normalized): (a)

H^1

; (b)

H^2

; (c)

L^

; (d)

β^1

; (e)

β^2

; (f) w.

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