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Frontiers of Structural and Civil Engineering

ISSN 2095-2430

ISSN 2095-2449(Online)

CN 10-1023/X

Postal Subscription Code 80-968

2018 Impact Factor: 1.272

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Front Struc Civil Eng    2013, Vol. 7 Issue (1) : 32-38    https://doi.org/10.1007/s11709-013-0187-9
RESEARCH ARTICLE
Characterization on jointed rock masses based on PFC2D
Peitao WANG(), Tianhong YANG, Qinglei YU, Honglei LIU, Penghai ZHANG
P.O. Box 138, Northeastern University, Shenyang 110819, China
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Abstract

Geometrical parameters of discontinuities, such as spacing, length, dip and fault throw between joints have a great influence on the mechanical behavior of jointed rock masses. Accurate characterization for discontinuities is important for investigate the stability of rock masses. In this paper, the PFC2D is combined with joint network generation method to examine the mechanical behaviors of jointed mass. Taking Miaogou Open-pit Mine as an example, the information and statistical distributions of discontinuities of the slope rock masses are measured by ShapeMetriX3D measuring tool. Then, the automatic generation algorithm of random joints network based on the Monte-Carlo method is proposed using the programming language (FISH) embedded within PFC2D. This algorithm could represent the discontinuities compared with the geological surveys. In simulating the compression test of a jointed rock sample, the mechanical behavior and crack propagation were investigated. The results reveal that the failure mode and crack propagation of the jointed rock are dominated by the distribution of joints in addition to the intact rock properties. The simulation result shows the feasibility of the joints generating method in application to jointed rock mass.
Keywords jointed rock masses      shape metrix3D      monte-carlo stochastic simulation method      PFC2D     
Corresponding Author(s): WANG Peitao,Email:peitaowpt@163.com   
Issue Date: 05 March 2013
 Cite this article:   
Peitao WANG,Tianhong YANG,Qinglei YU, et al. Characterization on jointed rock masses based on PFC2D[J]. Front Struc Civil Eng, 2013, 7(1): 32-38.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-013-0187-9
https://academic.hep.com.cn/fsce/EN/Y2013/V7/I1/32
Fig.1  (a) Photo of rock slope looking left; (b) photo of rock slope looking right
Fig.2  Geological mapping and geometric measurements around the generic 3D image
Fig.3  Hemispherical plot of three discontinuity sets
Fig.4  Spacing map of the structural plane. (a) Set 1#; (b) set 2#; (c) set 3#
setdensity/m-2dip direction/degfracture characteristic
dip/degtrace length/ degfault throw/mspacing/m
typeavg.std.typeavg.std.typeavg.std.typeavg.std.
1#1.944.3274.612.111.88/40.280..1410.53/
2#1.5147.9217.51.921.460.6140.530.3410.68/
3#1.1326.1254.201.311.5/40.420.2710.90/
Tab.1  Characteristics of the discontinuities
Fig.5  Flow chart of the main routine of Monte-Carlo Stochastic Simulation Method (MCSSM)
Fig.6  Jointed rock model for the verification. (a) Bonded particle assembly; (b) jointed network model
itemvalue
ballsRmax/Rmin1.0
particle density/(kg·m-3)2700
particle contact normal stiffness/(N·m-1)6.0 × 109
particle normal to shear stiffness0.45
particle friction coefficient0.3
contact bondcontact bond normal strength/N1 × 105
contact bond shear strength/N1 × 106
jointscontact bond normal strength/N3 × 104
contact bond shear strength/N3 × 105
Tab.2  Parameters for model in the uniaxial compression test
Fig.7  Computational model and failure process of rock specimen
Fig.8  Fracture behaviors f the jointed rock mass from PFC simulation.
(The red lines indicate shear cracks and black lines represent tensile cracks.)
Fig.9  Complete stress-strain curve and cracks number of the specimen
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