1. CHAPTER 5
RHEOLOGY

2. Introduction Rheology is the study of the flow of material.
In Other words: The relation between stress and strain with time.
Do rocks flow?
Geologically speaking and due to the availability of time, rocks are able to flow. Not in the same physical meaning, but with the final result, which can be achieved by rocks.

3. Strain Rate
Strain rate (ė) is the time interval it takes to accumulate a certain amount of strain; and it is defined as the elongation per time.
ė = e/t = l/l0t t in second
Example: 30% finite longitudinal strain (|e|= 0.3) is achieved in an experiment that lasts one hour (3600 s). The correspond strain rate is ė = 0.3/3600 = 8.3 x 10–5/s
Now let’s see what happens to the strain rate when we change the time interval, but maintain the same amount of finite strain of 30%.
t=1 day (86.4 x 103 s) ė =3.5 x 10–6/s
t=1 year (3.15 x 107 s) ė =9.5 x 10–9/s
t=1 m.y. (3.15 x 1013 s) ė =9.5 x 10–15/s

4. Q: What is the strain rate of a 200 km long thrust sheet moving 50 km in 1 m.y.?
Answer: Now we can calculate the strain rate
ė = e/t =  l/l0t = 50/(200 x 3.15 x 1013 )
ė = 0.8 x 10-14/s
In some cases, shear strain rate preferred to be used rather than strain rate.The relation between shear strain rate (γׂ) and strain rate is: γׂ= 2 ė

5. A widely used estimate is based on the Quaternary displacement along the San Andreas Fault in California, which gives a strain rate on the order of 10–14/s (moderate geological strain).
Which agrees well with present-day observation of plate velocities.
For geological processes, the typical range of strain rate is between 10-12/s to 10-15/s. There are some exceptions.

6. General behavior: the creep curve
Three creep regimes are obtained:
I. Primary or transient creep
(decreasing strain rate)
II. Secondary or
steady-state creep
(constant strain rate)
III. Tertiary or
accelerated creep
(increase strain rate)

7. Rheologic Relationships
The behavior of materials can be divided into three types:
1. Elastic behavior: recoverable and
instaneous response to stress (time independent)
2. Viscous behavior (Plastic behavior in rock)
3. Combination of elastic and viscous behaviors (visco-elastic and elastico-viscous)

8. The stress-strain relation is commonly expressed in graphs known as stress-strain diagrams.
1. Curve A is a brittle substance.
2. Curve B is an ideal plastic substance.
3. Curve C more normal type of plastic behavior
4. Curve D another
common type of
plastic deformation.

9. Stress-strain curve showing three types of rheological behavior:
1. Elastic region: Stress is proportional to strain (Hook’s law)
2. Plastic region: Behave according to ductile flow.
3. Brittle Failure region : fracture.
* Elastic limit is the maximum
stress under which the material
exhibits elastic strain. Beyond
this value, the material
undergoes permanent
deformation by ductile flow
or by brittle fracture.

10. MODULE OF ELASTICITY

11. Modulus of Elasticity or Young’s Modulus
We can express elastic behavior by the equation:
σ = E • e,
where E is the modulus of elasticity or Young’s Modulus

12. Dimensions of Young’s Modulus
Since strain I dimensionless, Young’s modulus has the same units as stress, Pascals
A typical value of Young’s modulus for rocks is Pa
The sign is negative because we apply a positive stress (compression) to produce a negative elongation (shortening)

13. Shear Modulus or Rigidity
Another expression for elastic behavior is given by
σs = G • γ
where G is the rigidity and γ is shear strain

14. Bulk Modulus or Compressibility
We can also write equations for dilation:
σ = K • ((V - V0)/V0)
K is the bulk modulus, or incompressibility
Its reciprocal is the compressibility, β

15. Poisson’s Ratio This ratio may be expressed as: ν = e ┴ /e //
where e┴ is the elongation perpendicular to the compressive stress
e// is the elongation parallel to compressive stress

16. Stress Removal
After stress is removed, there is a rapid drop in strain, followed by a period of relaxation, during which the strain decreases a bit more before

17. Viscous Behavior Diagram
The symbol to the left is a “dashpot”, a type of leaky piston-cylinder apparatus
Resistance encountered by the piston depends on the viscosity of the fluid

18. Definition of Viscosity
Viscosity is defined by the term η in the equation relating stress and strain rate:
σ = η ė
Viscosity dimensions may be deduced from the equation.

19. Low Viscosity
Position after short period of flow
Initial position

20. Moderate Viscosity Videos of pahoehoe flows, Hawaii
Upper video phhropes.avi from
Lower video bubbms.avi from

21. Relative Viscosities Substance Viscosity (Pa s) Air (at 18 oC)
1.9 x 10-5 ( )
Water (at 20 oC)
1 x 10-3 (0.001)
Canola Oil at room temp.
0.1
Motor Oil at room temp. 1
Corn syrup at room temp. 8
Pahoehoe lava
100 to 1,000
A'a lava
1000 to 10,000
Andesite lava
106 to 107
Rhyolite lava
1011 to 1012

22. Visco-elastic Equation
The equation for visco-elastic behavior is:
σ = E • e + η ė
An example is a sponge filled with water

23. Strength versus Depth

24. Natural Rocks
It is very important to examine the relationships between stress, strain and strain rate by using natural rocks to have better understanding of the flow of rock (Rheology).
What are the main reasons of doing experiments on natural rocks?
1. We observe the actual behavior of natural rocks.
2. We can vary several parameters in our experiments such as pressure, temperature, time and fluid pressure, and to examine their role in rock deformation.

25. The effect of the following parameters in the triaxial tests are:

26. Effective Pressure pc - pf is equal to the effective pressure
Pistons at both ends of the cylinder allow the experimenter to impose pressure along the vertical axis, called the axial stress
Image:

27. 1. Confining (Lithostatic) Pressure (Pc)
Acts equally in all direction (1 = 2 = 3)
By changing the confining pressure during the experiments, we observe a very important characteristic.
1. With increasing confining pressure greater amounts of strain accumulate before failure occurs.
2. Increasing confining pressure, increases the viscous component and the rock’s ability to flow.
3. Higher confining pressures increasingly resist the opening of fractures.

28. Clapping Underwater
Clapping one’s hand in the air is easy, but doing it under water is much harder
The water resists movement

30. By increasing the experimental temperatures the effects of confining pressure become clear.
4. Larger strain can be achieved before failure with increasing depths in the Earth (lithostatic).

31. The amount of strain before failure (ductility) differs significantly among the various rock types

32. 2. Temperature
A change in temperature conditions also produces a marked change in response.
1. The block fails readily at low T.
2. At these conditions most of the strain prior to failure is recoverable (elastic).
3. When T increases, the elastic portion of the strain decreases while the ductility (viscosity)
increases.
4. Rocks have lower strength and become more ductile with depth in the Earth, where we find higher T.

34. Differential Stress vs. Temperature
Effect of increasing temperature on the ability of various rocks to withstand a given differential stress
In all cases, the rocks grow weaker as temperature increases, but the effect is much higher on pure calcite than other materials.

35. 3. Strain Rate
1. Decreasing the strain rate results in decreased rock strength and increased ductility (viscosity)
2. T. changes produce similar effects as strain rate variations in rocks experiments (h. T  s. ė)

36. Young Experimentalist
Human factors also play a role
Old experimenters may die or become incapacitated
Younger experimenters, who face lower odds of either event happening, have to obtain results quickly to justify continued funding
Watercolor by Nancy Ruhl

37. 4. Pore-fluid Pressure
Some rock types (sandstone, shale) contain a significant fluid component that affects their behavior under stress.
Experiments show that
increasing the pore-fluid
pressure produces a drop
in the strength and
reduces the ductility
of the sample.

38. Quartz, Wet and Dry Effect of water on the mineral quartz
Strength decreases as temperature increases, while the quartz is dry, but plummets when it is wet.

39. Rocks are weaker when the pore-fluid pressure is high.
Increasing the pore-fluid pressure will have the same effect as decreasing the confining pressure of the experiment.
Effect pressure = Confining pressure – fluid pressure (Pe = Pc – Pf)

40. Significance of Experiments to Natural Conditions
Increasing the confining pressure (Pc) and fluid pressure (Pf) have an opposite effects.
Increasing temperature (T) and lowering strain rate (ė) have the same effects.
Confining pressure and temperature, which both increase with depth in the Earth, result in rocks that increasingly resist failure, while at the same time they allow larger strain accumulation, and increase the ability for rocks to flow.
High fluid content is more complex and may promote fracturing if Pf is high.

42. Strain Softening and Hardening
Curve D no elastic component, with strain softening
Curve E is elastic-plastic behavior, with permanent strain at constant stress above the yield stress.
Curve F is elastic strain followed by permanent strain that requires increasingly higher stresses to accumulate (strain hardening)

43. Terminology We also need to introduce some other terms
Strength is the stress a rock can withstand without failure
Competency compares the resistance of various rock to flow
Qualitative competency guides have been developed from field observations and from experimental data

44. Competency Guides, Sedimentary Rocks
In increasing order of competency:
Salt (Low)
Shale
Limestone
Graywacke
Sandstone
Dolomite (High)

45. Competency Guides, Crystalline Rocks
In increasing order of competency:
Schist (Low)
Marble
Quartzite
Gneiss
Granite
Basalt (High)

46. Rheological Properties of Minerals
Experimental data can also be used to categorize rheological properties on the basis of properties of the major minerals which comprise the rocks.

47. From the previous observation we would predict that:
1. Brittle behavior (fracturing) is largely restricted to the upper crust. (faulting and earthquakes < 15km depth).
2. Ductile behavior (flow) dominates at greater depth.

48. One of the geological structure’s classification based on the cohesiveness during deformation:
Brittle  Fracture system
Ductile  Fold system
Brittle-ductile  Shear zones

49. Brittle-Ductile Classification Scheme
(a) brittle (Faults)
(b) brittle-ductile (faults and folds)
(c ) brittle-ductile (small crack faulting and folding)
(d) ductile (folding)