Title: TAMU Pemex Well Control
1TAMU - PemexWell Control
- Lesson 9
- Fracture Gradients
2Contents
- Allowable Wellbore Pressures
- Rock Mechanics Principles
- Hookes Law, Youngs Mudulus, Poissons Ratio
- Volumetric Strain, Bulk Modulus,
Compressibility - Triaxial Tests
3Contents contd
- Rock Mechanics Principles (cont.)
- Rock Properties from Sound Speed in Rocks
- Mohrs Circle
- Mohr-Coulomb Failure Criteria
4Fracture Gradients
- Read
- Fracture gradient prediction for the new
generation, by Ben Eaton and Travis Eaton. World
Oil, October, 1997. - Estimating Shallow Below Mudline Deepwater Gulf
of Mexico Fracture Gradients, by Barker and Wood.
5Lower Bound Wellbore Pressure
- Lower bound of allowable wellbore pressure is
controlled by - Formation pore pressure
- Wellbore collapse considerations
- This sets the minimum safe mud weight.
6Upper Bound Wellbore Pressure
- Upper bound allowable wellbore pressure may be
controlled by - The pressure integrity of the exposed
formations (fracture pressure) - The pressure rating of the casing
- The pressure rating of the BOP
- Chapter 3 deals with fracture gradient
prediction and measurement
7Fracture Gradients
- May be predicted from
- Pore pressure (vs. depth)
- Effective stress
- Overburden stress
- Formation strength
8Rock Mechanics
- How a rock reacts to an imposed stress, is
important in determining - Formation drillability
- Perforating gun performance
- Control of sand production
- Effect of compaction on reservoir performance
- Creating a fracture by applying a pressure to a
wellbore!!!
9Elastic Properties of Rock
10Elastic Properties of Rock
11Elastic Properties of Rock
- The vertical stress at any point can be
calculated by
- The axial and transverse strains are
12Elastic Properties of Rock
- Youngs Modulus
- E s/e (F/A)/(DL/L)
- E (FL)/(ADL)
13Hookes Law
Elastic Limit
Failure
Permanent strain or plastic deformation
14Typical Elastic Properties of Rock
15Poissons Ratio
- Poissons Ratio
- transverse strain/axial strain
- m -(ex/ez)
- Over the elastic range, for most metals, m
0.3 - Over the plastic range, m increases, and may
reach the limiting value of 0.5
16Volumetric Strain
17Bulk Modulus and Compressibility values in rock
18Shear Modulus (G)
- G is the ratio of shear stress to shear strain
- G is intrinsically related to Youngs modulus
and Poissons ratio - G t/g E/2(1m)
19Bulk Modulus (Kb)
- Kb is the ratio between the average normal
stress and the volumetric strain - Kb can be expressed in terms of Youngs modulus
and Poissons ratio. - Kb average normal stress/ volumetric strain
- Kb E/3(1-2m) (sx sysz)/3/ev
20Bulk Compressibility (cb)
- cb is the reciprocal of the bulk modulus
- cb 1/Kb
- 3(1-2m)/E
- ev / (sx sysz)/3
21Metals and Rocks
- Metallic alloys usually have well- defined and
well-behaved predictable elastic constants.
22Metals and Rocks
- In contrast, rock is part of the disordered
domain of nature. Its response to stress
depends on (e.g.) - Loading history
- Lithological constituents
- Cementing materials
- Porosity
- Inherent defects
23Metals and Rocks
- Even so, similar stress-strain behavior is
observed. - Triaxial tests include confining stress
24Rock Behavior Under Stress
Beyond B, plastic behavior may occur.
From A-B, linear elastic behavior is observed
From 0-A, microcracks and other defects are closed
25Youngs Modulus for a Sandstone
Et instantaneous slope at any specific stress
(tangent method)
Es secant modulus (Total
Stress/Total Strain) at any point
Ei Initial Modulus initial slope of
curve
26Transverse Strains for SS in Fig. 3.5
Youngs Modulus Poissons Ratio are stress
dependent.
27Example 3.1
- Using Fig. 3.5, determine Youngs Modulus and
Poissons ratio at an axial stress of 10,000 psi
and a confining stress of 1,450 psi. - From Fig 3.5, the given stress conditions are
within the elastic range of the material (e.g.
linear stress-strain behavior)
28Solution
Et ds/de (15,000-5,000) /(0.00538-0.00266) Et
3.7106 psi
m -ex/ez -(-0.00044/0.00404) 0.109
29Rock Properties
- Rocks tend to be more ductile with increasing
confining stress and increasing temperature - Sandstones often remain elastic until they fail
in brittle fashion. - Shales and rock salt are fairly ductile and will
exhibit substantial deformation before failure
30Rock Properties
- Poissons ratio for some plastic formations may
attain a value approaching the limit of 0.5 - Rocks tend to be anisotropic, so stress-strain
behavior depends on direction of the applied load.
311. An alternate form of Eq. 3.6 gives the dynamic
Poissons ratio
2. Use Eq. 3.7 to determine the dynamic Youngs
Modulus
32Fracturing is a static or quasistatic process so
elastic properties based on sonic measurements
may not be valid.
33We can orient a cubic element under any stress
state such that the shear stresses along the six
orthogonal planes vanish. The resultant normal
stresses are the three principal stresses
s3 minimum principal stress
s2 normal to the page is the intermediate
principal stress and is considered to be
inconsequential to the failure analysis
Along an arbitrary plane a, a shear stress will
exist.
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35c cohesion
w angle of internal friction
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39Note that the failure plane approaches 45o with
increasing confining stress
40Hydraulic Fracturing
- Hydraulic fracturing while drilling results in
one form of lost circulation (loss of whole mud
into the formation). - Lost circulation can also occur into
- vugs or solution channels
- natural fractures
- coarse-grained porosity
41For a fracture to form and propagate
- The wellbore pressure
- must be high enough to overcome the tensile
strength of the rock. - must be high enough to overcome stress
concentration at the hole wall - must exceed the minimum in situ rock stress
before the fracture can propagate to any
substantial extent.
42In Situ Rock Stresses
The simplest model assumes the subsurface stress
field is governed solely by the rocks linear
elastic response to the overburden load. When
loaded, the block would strain in the x and y
transverse directions according to Hookes Law.
43In Situ Rock Stresses
44In Situ Rock Stresses
Thus
Constraining the block on all sides prevents
lateral strain.
Setting eH 0,
Eliminating E and rearranging yields the
fundamental relationship
45In Situ Rock Stresses
- The above stressed block is analgous to a buried
rock element if the material assumptions remain
valid. - Using the books nomenclature for overburden
stress and substituting Terzaghis effective
stress equation leads to
46In Situ Rock Stresses
(with s 1)
47Fig. 3.13
Rock properties assumed constant with depth
48Fig. 3.14
sob is the max. principal stress
Failure (fracture) occurs perpendicular to the
least principal stress
49Fig. 3.15
- sH gt sob can be created by
- Tectonic forces
- Post-depositional erosion
- Glacial action or melting of glacier
- sH might be locked in while sob reduces
Fracture Pressure
50Fig. 3.16
Effect of tectonic movements on stresses
Lower sob
Is figure drawn correctly? Or should rock sample
come from right side fault?
51Fig. 3.17
Effect of topography on sob
52Overburden stress is not significantly changed by
abnormal pressure
Under abnormal pore pressure, the difference
between pore pressure and the least horizontal
stress (fracture pressure) get very small.
Small Tolerance
53Subnormal pressures have little effect on
overburden stress
But, result in a decrease in fracture pressure
54Stress concentrations around a borehole in a
uniform stress field
Tension
Additional compression