(^015)
30
45
60
75
90
105
120
135
150
(^195180165)
210
225
240
255
270
285
300
315
330
345
0.00E + 00
1.00E− 06
2.00E− 06
3.00E− 06
4.00E− 06
5.00E− 06
1m
4m
7m
8m
9m
Figure 12: Permeability tensor of the rock mass (unit: m/s).
0
10
20
30
40
50
60
70
80
90
012345678910
Sam ple size (m)
Devi
at
ion
of
the
hydraul
ic
conduct
ivi
ty
coe ci
ent
s (
%)
0
15
30
Figure 13: Deviation of the permeability values to that of 7 m
sample under different directions of samples in different sizes.
Table 4: The hydraulic conductivity coefficients퐾푖푗,damagetensor
퐷푖푖and Young’s modulus퐸푖푗,andshearmodulus퐺푖푗of the fracture
sample along joint plane direction.
Subscripts푖푗 퐾푖푗(×10−6m/s) 퐷푖푖 퐸푖푗(GPa) 퐺푖푗(GPa)
11 2.77 0.50 18.83 —
22 0.87 0.17 51.91 —
12 — — 9.34 10.97
- 00
- 00
- 00
- 00
- 00
- 00
- 00
0
15
30
45607590105120135150(^195180165)
210
225
240
255
270
285
300
315
330
345
3m
4m
7m
5m
10m
12m
Figure 14: Damage tensor (× 10 −1).
0
10
20
30
40
50
60
2 345678910111213
Sam ple size (m)
Devi
ati
on
of
the
dam age
val
ues
(%)
90
105
120
Figure 15: Deviation of the damage tensor to 7 m sample under
different directions of samples in different sizes.
plane direction used in the finite element code. The model
contains two roadways with a 3.5 m×3 m three-centered arch
sectionwithina50m×50 m domain. The bottom boundary
ofthedomainisfixedinalldirections,andtheleftand
the right boundaries are fixed in the horizontal direction.
In this regard, a pressure (휎푠)of5.97MPaisappliedon
the top boundary of the model to represent the 221 m deep
overburden strata. Under the steady-state groundwater flow
condition, a hydrostatic pressure,푝푤,of2.21MPaisapplied