drained or undrained is that the question

www.fugro.com© Fugro 2013

Amin RismanchianNick Ramsey

Feb. 2014

Drained or Undrained:Is That the Question?

www.fugro.comDate

What I am going to talk about

What do I mean by “Drained” and “Undrained”?

Relevant soil parameters, and methods of assessing these parameters

Drained vs. undrained breakout resistance

Flaws of current methods

Conclusions

www.fugro.com

What do I mean by “drained” and “undrained”?

“Fully Drained is the condition under which water is able to flow into or out of a mass of soil in the length of time that the soil is subjected to some change in load.”

“Fully Undrained is the condition under which there is no flow of water into or out of a mass of soil in the length of time that the soil is subjected to some change in load. Changes in load cause changes in pore water pressure, because the water cannot move into or out in response to the tendency of volume change.”

Partially drained is the “twilight zone” between fully drained and fully undrained behaviour.

(Duncan and Wright 2005)

www.fugro.com

Example: Cone Penetration Test, Offshore WA

Is this test indicating undrained/drained or partially drained conditions in the surficial soils?

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10

0.5

1

1.5

2

2.5

3

Cone penetration resistance, qc (MPa)

Dept

h be

low

mud

line

(m)

-0.05 -0.025 0 0.025 0.05Pore pressure (MPa)

Generated pore pressure, u2

Hydrostatic pore pressure, uo

This slide is an example of a CPT performed in NWS Australia. Studying the excess pore pressures graph shows that both negative and positive excess pore pressures have been generated during this test, indicating an undrained condition based on the definition. However, we are not sure if it was really undrained or partially drained. Also we do not know how much the viscous effect contributed in the penetration resistance.

www.fugro.com

Twilight Zone: Partially Drained

Zone Soil Type

1a SILTS and low Ir CLAYS

1b CLAYS

2 Essentially drained SANDS

3 Transitional soils

-2 -1.5 -1 -0.5 0 0.5 1 1.5 21

10

100

1000

Δu/σ′vo (-)

Qt (

-)

2

3 1a

1b

Refer to Schneider et al. (2008) for the boundary lines.

www.fugro.com

-2 -1.5 -1 -0.5 0 0.5 1 1.5 21

10

100

1000

Δu/σ′vo

Qt

2

3 1a

1b

Twilight Zone: Partially Drained

Zone Soil Type

1a SILTS and low Ir CLAYS

1b CLAYS

2 Essentially drained SANDS

3 Transitional soils

Refer to Schneider et al. (2008) for the boundary lines.

When we plot the results of the CPT example from the previous slide on Schnider et al. (2008) chart, it is noted that the behaviour of this soil generally was partially drained. Can we use the results of this CPT in the design of drained or undrained cases?

www.fugro.com

Example: Cone Penetration Test, Offshore WA

0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10

0.5

1

1.5

2

2.5

3

Cone penetration resistance, qc (MPa)

Dept

h be

low

mud

line

(m)

-0.05 -0.025 0 0.025 0.05Pore pressure (MPa)

Generated pore pressure, u2

Hydrostatic pore pressure, uo

Twilight zone (partially drained)

Fully drained

Fully undrained

www.fugro.com

Drainage is a Function of the Normalised Velocity

CPT

Spudcan penetration

Pipeline penetration

Partially drained penetration

Undrained penetration

Pen

etra

tion

resi

stan

ceSpool

Drained penetration

Twilight zone

Normalised velocity of vd/cv is used to assess the drainage behaviour of soil. Where v is the penetration rate, d is the diameter of the penetrometer and cv is the coefficient of consolidation. Randolph and hope (2004) and Schneider et al. (2007) among other researchers showed that for V>30-100 the behaviour is undrained and for V<0.01-0.03 the behaviour is drained.Therefore, for the same soil penetration resistance of a spudcan can be lower than the recorded resistance by a CPT.

www.fugro.com

Parameters Affecting Drainage Behaviour of Soil

Rate and duration of loading/shearing– Estimated from

installation/operation conditions Drainage length

– Estimated from the geometry of the problem

Coefficient of consolidation– Laboratory methods

• Rowe cell• CRS• Indirectly from permeability

– Estimated from in-situ tests:• Dissipation tests• Twitch tests• Parkable piezoprobe

(Chatterjee et al. 2014)(Randolph and Hope 2004)

www.fugro.com

Parameters Affecting Drainage Behaviour of Soil

Rate and duration of loading/shearing– Estimated from

installation/operation conditions Drainage length

– Estimated from the geometry of the problem

Coefficient of consolidation– Laboratory methods

• Rowe cell• CRS• Indirectly from permeability

– Estimated from in-situ tests:• Dissipation tests• Twitch tests• Parkable piezoprobe

(Chatterjee et al. 2014)(Randolph and Hope 2004)

Range of uncertainty: Up to 1.5 times

Range of uncertainty: 100 to 1,000 timesBut it can be decreased!

Range of uncertainty: Depends on the application. Sometimes very high.

www.fugro.comDate

What I am going to talk about

What do I mean by “Drained” and “Undrained”?

Relevant soil parameters, and methods of assessing these parameters

Drained vs. undrained breakout resistance

Flaws of current methods

Conclusions

www.fugro.com

Twilight zone Lateral equivalent friction factor, H/W′

Normalised time, T = cvt/D2

Short breakout duration; impermeable soil

Long breakout duration; permeable soil

Drained behaviour

Undrained behaviour

Slow thermally- induced buckling

‘Snap’ buckling

Significant difference in lateral equivalent friction factor dependent on breakout duration

Dilatant soil (e.g. silty SAND/sandy

SILT in NWS)

Why Drainage is the Question

www.fugro.com

Lateral equivalent friction factor, H/W′




Drained behaviour

Undrained behaviour

Slow thermally- induced feed-in

‘Snap’ buckling


SILT in NWS)


More permeable soil (or longer breakout duration)

Insignificant difference in lateral equivalent friction factor dependent on breakout duration

www.fugro.com





Drained behaviour

Undrained behaviour

Slow thermally- induced feed-in

‘Snap’ buckling


SILT in NWS)


Insignificant difference in lateral equivalent friction factor dependent on breakout duration

Less permeable soil (or shorter breakout duration)

www.fugro.com

Drained behaviour

Undrained behaviour

Best estimate

LB

UB

Possible values

UB

LB

P50

Probability

Uncertainty

UB

LB

BE

H/W′Lateral equivalent friction factor, H/W′


High Uncertainty

www.fugro.com

Best estimate

LB

UB

Possible values

UB

LB

P50

ProbabilityUncertainty

UB

LB

BE

H/W′

Reasonable definition of volume change behaviour and velocities Narrowing of uncertainty



Drained behaviour

Undrained behaviour

Reducing the Uncertainty

www.fugro.com

Conclusions and Discussions Every soil type can behave drained/partially-drained/undrained

depending on:– Rate or duration of loading– Drainage length– Coefficient of consolidation (cv)

Site investigations should be specifically targeted to suit the field events and design requirements

In specific soils (e.g. silty sands/sandy silts) both drained and undrained behaviours should be checked

Narrowing down the range of the above parameters, significantly reduces uncertainties (e.g. by in-situ estimation of cv)

There is no means of being conservative or unconservative.

www.fugro.com

Thank You

All materials and content contained within this presentation remain the property of Fugro (© Fugro 2013) and may not be copied, reproduced, distributed or displayed without Fugro's express written permission. All third party information featured within the presentation remains the intellectual property of their respective originators.

First author:– Prof. David White, Dr. Fraser Bransby and other

colleagues at Fugro.

Acknowledgments

drained or undrained is that the question

Engineering