numerical modelling of peat behaviour farrell … · numerical modelling of peat behaviour ......
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NUMERICAL MODELLING OF PEAT BEHAVIOUR
Eric R Farrell
AGL Consulting and TrinityAGL Consulting and Trinity College, Dublin
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ObjectiveObjective
• Look at what the theoretical/laboratory studies oo at at t e t eo et ca / abo ato y stud escarried out to date add to practical design situations.
• This is addressed by taking an example of a floating road to take a heavy mobile load
• It has obvious relevance to the roads used in windfarm developments.
11/09/2013 ET Hanrahan Memorial Symposium 2
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PRESENTATION
Review some special aspects of pseudo fibrous peat b h ibehaviour
Outline some experience of floating roads on peatOutline some experience of floating roads on peat
Compare practical experience with numerical model p p ppredictions.
This comparison will be done with existing soil models, acknowledging that specially adapted soil models are being developed in research.g p
11/09/2013 ET Hanrahan Memorial Symposium 3
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ET Hanrahanh d f hAhead of his time in peat
• Lightweight fill (bales of g g (peat)
• Vacuum consolidation trials
• Effectiveness of surchargesurcharge
• Many other areas.Many other areas.
11/09/2013 ET Hanrahan Memorial Symposium 4
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SOME SPECIAL ASPECTS OF PSEUDO FIBROUS PEAT
Very low ρ – effective stress close to zero in many design situationssituations
Drained compression tests are essentially 1‐D (very low μ′) (Hebib & Farrell 1998 O’Kelly & Zhang 2013 )(Hebib & Farrell 1998, O Kelly & Zhang, 2013 )
Triaxial compression at low effective stresses, σ3f'≈ 0 ( ?? b b )(Termaat, ??, Hebib, 1997)
High φ’ in vertical compression, φ’ depends on direction of g φ p , φ ploading.
Anisotropic strength and stiffnessAnisotropic strength and stiffness
11/09/2013 ET Hanrahan Memorial Symposium 5
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Special aspect (cont)
High compressibilityHigh compressibility
Time dependent deformations (Den Haan 1992)Time dependent deformations (Den Haan, 1992)
Effect of structure (Zhang and O’Kelly, 2013)
Permeability dependent on void ratio (Hanrahan, 1954)
11/09/2013 ET Hanrahan Memorial Symposium 6
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SOME PRACTICAL EXPERIENCEOF FLOATING ROADS ON PEAT
11/09/2013 ET Hanrahan Memorial Symposium 7
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Floating road test Index test ‐ 65mmx 130mm vane versus 130mm x 220mm
Undrained Shear Strength c (kN/m2)
VST Results Max. height 2m in 8 No. liftsPeat depth 4 to 5m ave 4 65m
0.00
0.50
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Undrained Shear Strength, cu (kN/m ) Peat depth 4 to 5m, ave. 4.65m
Tree trunks 5m long and dia. <0.5mTensar geogrid and 500mm angular stone
1.00
1.50
2.00
400
500
600
2.50
3.00
3 50
Dep
th (m
)
200
300
400Settlemen
t (mm)
3.50
4.00
4.500
100
0 0.5 1 1.5 2 2.5
S
11/09/2013 ET Hanrahan Memorial Symposium 8
5.00 Geonor-H10 West Geonor-H10 East Geonor H10 Average ESBi Vane WestESBi Vane East ESBi Vane Average
Height of crushed rock (m)
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Typical profile through raised bog.Osorio‐Salas ‐ 2012
w (%) LOI
0.0
0.5
0% 500% 1000% 1500%
( )
0.0
0.5
0% 50% 100%
1.0
1.5
2.0
(m)
1.0
1.5
2.0
(m)
Transition zone –2.5
3.0
3.5
4 0
Dep
th
2.5
3.0
3.5
4 0Dep
th
important in some design situations
4.0
4.5
5.0
BH 1 BH 2 MBH 3 MBH 4
4.0
4.5
5.0
BH 1 BH 2 MBH 3 MBH 4
11/09/2011 ET Hanrahan Memorial Symposium 9
BH‐1 BH‐2 MBH‐3 MBH‐4 BH‐1 BH‐2 MBH‐3 MBH‐4
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NOTE:‐ CASE STUDY IS ON BLANKET BOG BUT WITH SIMILAR MOISTURE CONTENTS
0.7
0.8
0.9m
)
0 3
0.4
0.5
0.6
abov
e bt
m o
f pea
t.(m
0
0.1
0.2
0.3
0 200 400 600 800 1000 1200
Hei
ght
Moisture content %
Edge of slip Edge of slip after test
11/09/2013 ET Hanrahan Memorial Symposium 10
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Settlement parameters used in the peat models generallySettlement parameters used in the peat models generally obtained from work of Osorio‐Salas (2012) on raised bog which found good comparison with field performance ith l b t bt i d twith laboratory obtained parameters.
11/09/2013 ET Hanrahan Memorial Symposium 11
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Selection of effective stress fparameters of Peat
• c' ≈ 0 kPa• φ‘ = 50o and 35o (anisotropic)
Actually required c' ≈ 3 kPa to 5kPa
Due to effect of fibres but perhaps it matches the s profile from vane
ET Hanrahan Memorial Symposium 12
su profile from vane.
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Selection of stiffness parametersCase Histories
E=200kPa
E=75kPa
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Landva & Rochelle, 1983
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Stiffness parameters for soil modelsStiffness parameters for soil modelsModel γ
kN/m3E'
kPaμ' Source
Elastic M‐C 10.5 350 0.1 To give approx. same strain at 200kPa as lab. Test (ignores stress dependency of E')
Model γkN/m3
λ* κ* μ* eo Source
Soft Soil 10.5 0.19 0.04 N/A 12.15 Osario‐Salas (2010)
Soft Soil Creep
10.5 0.2 0.04 0.009 12.15 Osario‐Salas (2010)Creep
11/09/2013 ET Hanrahan Memorial Symposium 14
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Stiffness parameters cont.Stiffness parameters cont.
Model γ m Eref50 Erefoed Erefur ur SourcekN/m3 kPa kPa kPa
H‐S 10.5 1.0 530 530 4500 0.2 See below
Hand calculations :‐ eo=12.15; Cc = 6.1 ; Cs=0.8, σc‘ = 9kPa
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500
600
300
400
E‘ kPa
0
100
200
O'Kelly & Zhang, 2013
O’Kelly & Zhang, 2013 0
0 20 40 60 80 100 120
p' kPa
Eref using 500kPa O'K&Z
Ref
O Kelly & Zhang, 2013
11/09/2013 ET Hanrahan Memorial Symposium 16
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Apparent preconsolidation pressure of peat
• Uncertainty regarding the apparent preconsolidation pressure
• 9kPa & 9.5kPa from lab. Tests (Osario‐Salas‐2010)
• Published information ≈ 8 to 10 kPa (Farrell, 2012)
UPDATED MESH OPTION???
11/09/2013 ET Hanrahan Memorial Symposium 17
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PermeabilityPermeability
BALLYDERMOT BOG - BOREHOLE 1 ko= 0.0023m/day
9101112131415
ko 0.0023m/day2.6x10‐8 m/sCk =3.44
3456789
e
D=0.90-1.55m
kave= 10‐8 m/s
012
1.00E-11 1.00E-10 1.00E-09 1.00E-08 1.00E-07 1.00E-06 1.00E-05
kv log (m/s)
D=1.50-3.20m
Log. (D=0.90-1.55m)
Log. (D=1.50-3.20m)
v-log ( )
11/09/2013 ET Hanrahan Memorial Symposium 18
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Comparison with lab. resultsComparison with lab. results
Stress Stress
0.00
10.00
0 50 100 150 200 250 300
0.00
10.00
1 10 100
20.00
30.00
train %
20.00
30.00
train %
40.00
50.00
60.00
S 40.00
50.00
60.00S
70.00
2.4m to 3.2m Oed 4 Spreadsheet
Soft Soil SSCreep
70.00
2.4m to 3.2m Oed 4 Spreadsheet
Soft Soil SSCreep
11/09/2013 ET Hanrahan Memorial Symposium 19
HS Lin E M‐C HS Lin E M‐C
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UNDRAINED TRIAXIAL q/p' plotsUNDRAINED TRIAXIAL q/p plots60.00
40.00
50.00
M C 10kPa
30.00
q kPa
M‐C 10kPa
M‐C 40kPa
SS 10kPa
SS40
SSC 10kPa
SSC 40kP
10.00
20.00 SSC 40kPa
HS 10Kpa
HS 40kPa
0.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00
p' kPa
11/09/2013 ET Hanrahan Memorial Symposium 20
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s /σ3 'su/σ3c
35
25
30
15
20
s ukPa
M‐C
Soft Soil
SSC
5
10 HS
0
0 5 10 15 20 25 30 35 40 45
σ3c'
11/09/2013 ET Hanrahan Memorial Symposium 21
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Undrained stress vs strainlTriaxial compression
70
50
60
30
40
σ 1‐σ
3
M‐C
HS
20
30SS
SSC
0
10
0 5 10 15 20 25 30 35
11/09/2013 ET Hanrahan Memorial Symposium 22
0 5 10 15 20 25 30 35
Axial strain %
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Modelling Floating RoadModelling Floating Road
11/09/2013 ET Hanrahan Memorial Symposium 23
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Parameters used to model floating droad
Model Length(m)
E GPa
Trunkdia.
EAkN/m
EIkNm2/m
WkN/m/m
Timber Plate 5 13 0.3m 3063060 17230 6.2
Model E' μ' c' φ' γkPa kN/m2
Gravel ElasticM‐C
60000 0.2 1 45 20
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Construction process modelled.Construction process modelled.
• Allowed to consolidate after construction ofAllowed to consolidate after construction of road.
• Two loading scenarios considered:‐– Loading completely undrained
– Loading applied over 0.5 days with consolidation.
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FEA Modelling of load test – 30kPad d dLoading stage undrained
15/08/2013 ET Hanrahan Memorial Symposium 26
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Observations at centrelineObservations at centrelineVertical settlement are uniform
4 5
5
0 10 20 30
σyy'kPa
0 10 20 30
σyy'kPa
Effective stresses are low, as expected
Deformations sensitive to pre‐3.5
4
4.50
0.5
1
0
0.5
1Deformations sensitive to preconsolidation pressure.
c' = 3 to 5 kPa required for stability h φ‘
2.5
3
Dep
th (m
)
Cons 0.5day
No cons
1.5
2
m)
Floating Rd only
30kPa No cons
1
1.5
2
)
Floating Rd only
30kPa No cons
30kPa 0.5d conswith φ‘ = 35o
φ‘ = 50o lesser benefit.1
1.5
2No cons
Floating Rd2.5
3
3 5
Dep
th (m 30kPa 0.5d cons
2.5
3Dep
th (m
)
After 30d
Full cons
0
0.5
1
0 10 20 30
3.5
4
4.5
3.5
4
4.5
11/09/2013 ET Hanrahan Memorial Symposium 27
0 10 20 30
σyy'55
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30
350
15
20
25
30
ertical Stress (kPa
0
No cons
Soft Soil Model
0
5
10
0 1 2 3 4 5
Total V
Distance along Floating Road (m)
200
250
)
100
150
200
Displacem
ent (mm
No cons
0
50Vertical D No cons
11/09/2013 ET Hanrahan Memorial Symposium 28
0 1 2 3 4 5
Distance along Floating Road (m)
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500
600
400
mm) SS ‐ No cons
200
300
Settlemen
t (m SS‐wt cons
SSC ‐No cons
SSC wt Cons
Measured
M C No cons
100
200 M‐C No cons
M‐C Cons
0
0 5 10 15 20 25 30 35
Applied Stress on road surface kPaSettlement after 24hrs was about
11/09/2013 ET Hanrahan Memorial Symposium 29
24hrs was about 0.9m
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CommentsCommentsNEED TO IDENTIFY SOURCES OF THE DIFFERENCE BETWEEN FIELD PERFORMANCE AND NUMERICAL PREDICTIONS
600
400
500
nt (m
m)
SS ‐ No cons
SS‐wt cons
SSC ‐No cons Soft Soil model ith ‘ 7kP
100
200
300
Settlemen SSC wt Cons
Measured
M‐C No cons
M‐C Cons
with σc‘ = 7kPa(with cons)
0
100
0 5 10 15 20 25 30 35
Applied Stress on road surface kPa
M C Cons
SS‐ 7kPa‐ wt consLarge plastic strains with σc‘ = 6kPa.
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Time/Settlement under 30kPaTime/Settlement under 30kPa
Time (days)
0.00
100.00
1 10 100 1,000
Time (days)
200.00
300.00
mm
)
SS Full cons
400.00
500.00
tlem
ent (
m SSC
m‐c
600.00
700.00
Sett
11/09/2013 ET Hanrahan Memorial Symposium 31
800.00
900.00
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Some points made by O’Loughlin(2001) based on lab. and field t distudies.
Summary of testSummary of test
i ld l d li d 9k 2 b• Field load test applied 7.9kPa over a 5.2m by 4.175m area using large capacity water tanks ( l h h b f h k i h i(although submergence of the tanks with time reduced the effective stress). The tanks settled b 860 iabout 860mm in two years.
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O’L hli 2001
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O’Loughlin, 2001
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CONCLUSIONSCONCLUSIONS• Virgin pseudo fibrous peat has many unique features which make it difficult to modelwhich make it difficult to model.
• Numerical modelling can assist in interpreting the behaviour of peat but further advances are required.
• More long term field monitoring is required to feed• More long term field monitoring is required to feed into the numerical modelling developments.
• Given the prevalence of floating roads for windfarms, data on their performance, preferably with comparison with predictions, should be collected for p presearch.
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ReferencesReferences
• Farrell & Hebib, 1998, The determination of the geotechnical ti f i il P bl ti il fproperties of organic soils, Problematic soils conf.
• Zang and O’Kelly, 2013, The principle of effective stress and triaxialcompression testing of peatcompression testing of peat.
• O’Kelly and Zang, 2013, Consolidated‐drained triaxial compression testing of peat Geotechnical Testing Jnltesting of peat, Geotechnical Testing Jnl.
• Hanrahan, 1954, An investigation into some physical properties of peat Geotechniquepeat. Geotechnique
• Den Haan, 1992, The formulation of Virgin Compression of Soils, Geotechnique., q
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References contd.
• Hebib, 1997, Study of the shear strength of peat under different stress paths MSc thesis TCDpaths, MSc thesis, TCD.
• Osorio‐Salas, 2012, Vacuum consolidation field test on a pseudo‐fibrous peat, PhD Thesis, TCD.p , ,
• Hebib, 2001, Experimental investigation on the stabilisation of Irish peat. PhD Thesis, TCD.
• O’Loughlin, 2001, The one‐dimensional compression of fibrous peat and other organic soils., PhD Thesis, TCD.
• O’Loughlin & Lehane, 2001, Modelling one dimensional compression of a fibrous peat, 15th ISSMGE
•• .
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