geomechanical simulation of fluid-driven fracture · 2 presentation outline •benefits statement...
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Geomechanical simulation of
fluid-driven fracture DE-FE0002020
Joseph F. Labuz
Civil Engineering
University of Minnesota
U.S. Department of Energy
National Energy Technology Laboratory
Carbon Storage R&D Project Review Meeting
Developing the Technologies and Building the
Infrastructure for CO2 Storage
August 21-23, 2012
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2
Presentation Outline
• Benefits statement
• Goal, objectives
• Technical status: fracture code,
experimental results (poro, AE)
• Accomplishments
• Summary
0
50
100
150
200
250
300
350
0.00 0.05 0.10 0.15 0.20
Lateral displacement [mm]
Lo
ad
[kN
]
0
300
600
900
1200
1500
AE
even
ts
inelastic
deformation
peak
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Benefit to the Program
• Goal: develop technologies to predict CO2
storage capacity in geologic formations.
• Benefits statement: develop 3D boundary
element code & experimental techniques
(poro, AE) to simulate fracture in a porous
rock; this work contributes to the ability to
predict storage and containment.
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Project Overview: Goals and Objectives
• Goal: support/train graduate students
working on simulation of fracture.
• Objectives:
– devise techniques related to laboratory testing of
fluid-saturated rock (plane-strain apparatus);
– develop predictive models for the simulation of
fracture (3D BEM code);
– establish educational framework for geologic
storage issues (poroelastic, exp geomech, BEM).
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Technical Status
• Fracture code provides crack displacements of
fracture (& stresses); develop arbitrarily oriented
cracks & boundaries, higher order approximations &
crack tip shape functions; arbitrary body force.
• Experimental results.
5
1
2
3
4
5
6
0.00 0.05 0.10 0.15 0.20
Lateral displacement [mm]
Po
re p
ressu
re [
MP
a]
0
300
600
900
1200
1500
AE
even
ts
peak loadinelastic
deformation
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-1.5 -1 -0.5 0 0.5 1 1.5-1.5
-1
-0.5
0
0.5
1
1.5258 elements
-1.5 -1 -0.5 0 0.5 1 1.5-1.5
-1
-0.5
0
0.5
1
1.51032 elements
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0
0.1
0.2
0.3
0.4
0.5
0.6
r
f
258 elements BEM
1032 elements BEM
4128 elements BEM
Analytical soln.
Penny-shaped crack: mode I
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-1.5 -1 -0.5 0 0.5 1 1.5-1.5
-1
-0.5
0
0.5
1
1.5258 elements
-1.5 -1 -0.5 0 0.5 1 1.5-1.5
-1
-0.5
0
0.5
1
1.51032 elements
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
r
e
=0.15 ( 1032 elements BEM)
=0.3
=0.45
Analytical soln. =0.15
Analytical soln. =0.3
Analytical soln. =0.45
Penny-shaped crack: mode II
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Rock—porous media
Porous sandstone
= V / V = porosity
P = kk / 3 = mean stress
u = pore pressure
Representative volume element
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9 9
Drained condition
0duV
PVK
drained: du = 0
K = drained bulk modulus
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Undrained condition
0fdm
uV
PVK
f
ffV
uVK
f
ffV
uVK
undrained: dmf = 0
0fdm
uV
PVK
0fdmP
uB
Skempton’s
coefficient
fluid bulk
modulus
undrained bulk
modulus
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Unjacketed condition
dPdu
sV
uVK " dPdu
sV
uVK '
unjacketed: dP = du
dPdu
sV
uVK "
unjacketed bulk modulus
unjacketed pore bulk
modulus
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Equations of poroelasticity
'1
sK
K
Ku K2K
(1 ) K1
K f
1
K s"uKK0
uPP'
u
u
f
L
meas
cor
K
KK
K
K
V
V
B
B1
1
VL = volume of fluid in system
Biot’s coef (1955) effective stress:
generalized Gassman equation
(Brown and Korringa 1975)
corrected Skempton coefficient
(Bishop 1976)
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Plane strain testing
University of Minnesota
Plane Strain Apparatus
U.S. Patent 5,063,785
5 LVDTs
8 AE sensors
Specimen size:
100 x 86 x 44 mm
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Berea sandstone
Slightly anisotropic (5% difference for
ultrasonic velocities and 10% in UCS)
Porosity = 23%, permeability = 40 mD (at
5 MPa eff stress), density = 2100 kg/m3 ,
E = 13-15 GPa, = 0.31
cp = P-wave velocity
increasing with mean stress
and pore pressure
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3.4
0 1 2 3 4 5 6
Pressure [MPa]
cp [
km
/sec]
confining pressure
(dry specimen)
pore pressure
(5 MPa confinement)
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Results
Test # P [MPa] u [MPa] E [GPa] K, Ku [GPa] G [GPa]
BxBs-6d 6 0 10.9 0.31 9.6 4.2
BxBs-11d 5 0 10.8 0.32 10.0 4.1
BxBs-2u 8.2 2.8 13.2 0.34 13.8 4.9
BxBs-3u 10 3.8 13.5 0.35 15.0 5.0
BxBs-12u 10 3.4 15.3 0.34 15.9 5.9
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Acoustic Emission
Inelastic response (yielding) of rock is associated with microcracks,
which generate elastic waves called acoustic emission (AE).
Transient elastic wave can be recorded by transducers placed on the
surface; statistics (rate) and locations (1st arrival) can be studied.
t
V
transducer
microcrack
elastic wave
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Acoustic Emission
In dry rock, increase in AE rate when
deformation becomes inelastic. What about liquid-
saturated rock?
Microphotograph of a fractured rock
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AE system
1. AE sensors (0.3-1.8 MHz, 3.6 mm diameter, PA S9225)
2. Preamplifiers (0.1-1.2 MHz filter, 40 dB gain, PA 1220C)
3. Digitizer (LeCroy 6840 or NationaI Instruments 5112)
4. Amplitude threshold trigger
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Location of AE
iipi ttcr
222zzyyxxr iiii
Four unknowns: (x, y, z) and t, event coordinates and time
Know: (xi, yi, zi) sensor coordinates, ti arrival time at the ith sensor,
cp P-wave velocity
Distance between the source and the ith sensor
Levenberg-Marquardt optimization - minimize I:
N
i
iI1
2
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AE locations (dry test)
AE events:
- random before peak
- localized in post-peak
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AE locations (unjacketed)
Possible to detect
AE locations in
liquid saturated rock
153 events were
located with error
less than 3 mm
Failure mechanism –
axial splitting
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AE rate - load
Drained Undrained
Drained: Undrained:
2700 events in pre-peak 170 events in pre-peak
0
50
100
150
200
250
300
350
0.00 0.03 0.06 0.09 0.12
Lateral displacement [mm]
Lo
ad
[kN
]
0
900
1800
2700
3600
4500
AE
even
ts
inelastic
deformation
peak
0
50
100
150
200
250
300
350
0.00 0.05 0.10 0.15 0.20
Lateral displacement [mm]
Lo
ad
[kN
]
0
300
600
900
1200
1500
AE
even
ts
inelastic
deformation
peak
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AE rate - deformation
Drained Undrained
Drained (rates): Undrained (rates):
inelastic 130 events/min inelastic 3 events/min
post-peak 410 events/min post-peak 210 events/min
-2
-1.5
-1
-0.5
0
0.5
1
1.5
0.00 0.03 0.06 0.09 0.12
Lateral displacement [mm]
Vo
lum
etr
ic s
train
[10
-3]
0
900
1800
2700
3600
4500
AE
even
ts
inelastic deformation peak
load
1
2
3
4
5
6
0.00 0.05 0.10 0.15 0.20
Lateral displacement [mm]
Po
re p
ressu
re [
MP
a]
0
300
600
900
1200
1500
AE
even
ts
peak loadinelastic
deformation
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Accomplishments to Date
– BEM code to simulate crack propagation; needed to
assess storage/containment.
– Poroelastic parameters from drained and undrained
plane-strain compression; needed to predict
reservoir response.
– AE rates found to be different under drained and
undrained conditions; rock’s tendency to dilate
delayed under undrained condition. To assess
reservoir response, inelastic behavior must be
understood.
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Summary
– Key Findings: 3D BEM fracture code with
body forces; poroelastic parmeters from
plane strain compression testing.
– Lessons Learned: saturation critical.
– Future Plans: assessment of risks related to
fracturing of the reservoir and the caprock;
heterogeneity of rock mass; body force (pore
pressure gradient induced) a significant
feature.
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Appendix
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1
2
3
4
5
6
0.00 0.05 0.10 0.15 0.20
Lateral displacement [mm]
Po
re p
ressu
re [
MP
a]
0
300
600
900
1200
1500
AE
even
ts
peak loadinelastic
deformation
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Organization “Chart”
• J.F. Labuz, PI: experimentalist, with two patents;
fracture and strength of rock, acoustic emission. E.
Detournay, co-PI: poroelasticity, hydraulic fracturing.
S. Mogilevskaya, co-PI: applied mathematician,
boundary integral methods, especially modeling
fracture propagation.
• R. Makhnenko, D. Nikolski: Ph.D. students; A.
Pyatigorets: Ph.D., partial support; J. Meyer: M.S.,
partial support.
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Gantt Chart
Time (1 block = 2 months)
Activities
Year 1 Year 2 Year 3
Task 1.0 Project management
Task 2.0 Experiments
2.1 System calibration
2.2.1 Undrained testing
2.2.2 Drained testing
2.3 AE/damage assessment
Task 3.0 Numerical modeling
3.1 Two-D BEM
3.2 Three-D BEM
3.3 Fluid coupling
Task 4.0 Course development
4.1 Experimental mechanics
4.2 Poro/thermal elasticity
4.3 Boundary element modeling
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Bibliography
• Refereed
– Mogilevskaya, S.G., Crouch, S.L. 2012. Combining Maxwell's methodology with
the BEM for evaluating the two-dimensional effective properties of composite
and micro-cracked materials. Computational Mechanics. In print, DOI:
10.1007/s00466-012-0735-5.
– Pyatigorets, A.V., Mogilevskaya, S.G. 2011. Evaluation of effective transverse
mechanical properties of isotropic viscoelastic composite materials. Journal of
Composite Materials. 45, 2641 - 2658.
• Proceedings
– Nikolski, D.V., Mogilevskaya, S. G. and Labuz, J.F., 2012. Three-dimensional
Boundary Element modeling of fracture under gravity load. Proc. 46th U.S.
Symposium Rock Mechanics, 24-27 June, Chicago, IL, ARMA 12-450.
– Mogilevskaya, S. G., Labuz, J.F. and Crouch, S. L., 2012. Extension of
Maxwell’s methodology for evaluating the effective properties of rock. Proc.
46th U.S. Symposium Rock Mechanics, 24-27 June, Chicago, IL, ARMA 12-446.
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Bibliography
• Proceedings
– Makhnenko, R.Y. Labuz, J.F. 2012. AE in saturated rock under plane strain
compression. Proc. Acoustic Emission Working Group 54th Meeting (AEWG-
54), Princeton, NJ, 21-22 May 2012.
– Makhnenko, R.Y., Ge, C., Labuz, J.F. 2012. AE from undrained and unjacketed
tests on sandstone. Proc. 46th U.S. Symposium Rock Mechanics, Chicago, IL,
24-27 June, ARMA 12-581.
– Makhnenko, R., Labuz, J.F. 2012 Drained and undrained plane strain
compression of porous rock. Proc. XXIII International Conference of
Theoretical and Applied Mechanics (ICTAM2012), Beijing, China, 19-24 August,
paper FS10-020.
– Nikolski, D.V., Mogilevskaya, S.G., Labuz, J.F., 2011. Three-dimensional
boundary element modeling of fractures under gravity load. Symposium
International Association for Boundary Element Methods. Brescia, Italy 5-8
September, p. 237.
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