Numerical evaluation of the influence of compaction and soil strength parameters on GRSW

Leone César Meireles

Samarco Mineração, Belo Horizonte, MG, Brasil.

Mario Vicente Riccio Filho

Universidade Federal de Juiz de Fora, Faculdade de Engenharia, Juiz de Fora, MG, Brasil.

Heraldo Nunes Pitanga

Universidade Federal de Juiz de Fora, Faculdade de Engenharia, Juiz de Fora, MG, Brasil.

Roberto Lopes Ferraz

Universidade Federal de Viçosa, Departamento de Engenharia Civil, Viçosa, MG, Brasil.

Taciano Oliveira da Silva

Universidade Federal de Viçosa, Departamento de Engenharia Civil, Viçosa, MG, Brasil.

Sérgio Leandro Scher Dias Neto^##Corresponding author. E-mail address: sergio.neto@ufv.br

Universidade Federal de Viçosa, Departamento de Engenharia Civil, Viçosa, MG, Brasil.

Declaration of interest

The authors have no conflicts of interest to declare. All co-authors have observed and affirmed the contents of the paper and there is no financial interest to report.

Authors’ contributions

Leone César Meireles: conceptualization, investigation, data curation, formal analysis, writing - original draft, writing - review and editing. Mario Vicente Riccio Filho: conceptualization, investigation, data curation, formal analysis, writing - review and editing. Heraldo Nunes Pitanga: conceptualization, investigation, data curation, formal analysis, writing - review and editing. Roberto Lopes Ferraz: conceptualization, investigation, data curation, formal analysis, writing - review and editing. Taciano Oliveira da Silva: conceptualization, investigation, data curation, formal analysis, writing - review and editing. Sérgio Leandro Scher Dias Neto: conceptualization, investigation, data curation, formal analysis, writing - review and editing.

Description	Value
Free height (m)	4.20
Face inlay (m)	0.40
Face inclination	1H:10V
Length of reinforcements (m)	3.50
Vertical spacing between reinforcements (m)	0.40

∅^* * ∅: effective diameter of soil particles. ≤ 2 μm (%)	∅ ≤ 20 μm (%)	∅ ≤ 2 mm (%)	w_opt (%)	γ_d,max (kN/m³)
10	22	100	13.8	17.43

Materials	Backfill soil^* * The backfill soil parameters are listed in detail in item 3.1.		Drainage layer	Blocks	Foundation
Constitutive Model	Hardening Soil Model		Hardening Soil Model	Linear elastic	Elastoplastic with Mohr-Coulomb failure criterion
Stress path	Total	Effective	-	-	-
Friction angle, ϕ (°)	60	36	40	-	35
Cohesion (kPa)	20	6	0	-	10
Dilatancy angle, ψ (º)	2	2	0	-	0
Unit weight,γ (kN/m³)	20	19	20	25	20
$E_{50}^{r e f}$ (MPa)	9	9	40	-	-
$E_{o e d}^{r e f}$ (MPa)	9	9	55	-	-
$E_{u r}^{r e f}$ (MPa)	22	22	120	-	-
Exponent modulus, m	0.7	0.7	0.5	-	-
Young modulus, E (MPa)	-	-	-	50	50
Poisson Coefficient, υ	0.3	0.3	-	0.2	0.3

Shear failure envelope	Reinforcement	a (cm) Distance of Heavy compaction from the face	Code
Effective stress (ES)	R1 (J = 400 kN/m)	0	ES-R1-0
		25	ES-R1-25
		50	ES-R1-50
		100	ES-R1-100
	R2 (J = 800 kN/m)	0	ES-R2-0
		25	ES-R2-25
		50	ES-R2-50
		100	ES-R2-100
	R3 (J = 1500 kN/m)	0	ES-R3-0
		25	ES-R3-25
		50	ES-R3-50
		100	ES-R3-100
Total stress (TS)	R1 (J = 400 kN/m)	0	TS-R1-0
		25	TS-R1-25
		50	TS-R1-50
		100	TS-R1-100
	R2 (J = 800 kN/m)	0	TS-R2-0
		25	TS-R2-25
		50	TS-R2-50
		100	TS-R2-100
	R3 (J = 1500 kN/m)	0	TS-R3-0
		25	TS-R3-25
		50	TS-R3-50
		100	TS-R3-100

Brasil