vacuum consolidation in peat
DESCRIPTION
Vacuum Consolidation in PeatTRANSCRIPT
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VACUUM CONSOLIDATION IN PEAT
Eric R Farrell AGL Consulting and Trinity College
Brendan O’Kelly, Trinity College, Dublin and
Juan Pablo Osorio‐Salas Universidad de Antioquia, Colombia, formerly Trinity College
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Structure of Presentation Background
Principles of vacuum consolidation
Current practical applications
TCD/NRA test site Geotechnical/geology/hydroge
ology of test site Construction of test area Instrumentation Benchmark ground movement
readings.
Results from vacuum consolidation test Vacuum achieved Settlement versus time Practical difficulties
Numerical modelling Laboratory parameters Soil model Comparison of field
performance with predictions
Conclusions
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PRINCIPLES OF VACUUM CONSOLIDATION• Vacuum consolidation is a construction method used to accelerate
ground settlement by reducing the air pressure at the ground surface.
• Normally atmospheric pressure (patm ) is taken as the base line when computing σ′ = σ –u.
• patm is about 100kPa, and the pwp can reduced below atmospheric using vacuum pumps. This increases the effective stress without generally increasing the shear stresses.
• Vacuum consolidation was originally proposed by Kjellman in Sweden in the 1950s.
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Background ‐ Rampart roads• The construction of roads over peat
bogs in the 18th & 19th centuries opened up the bog for harvesting
• The easiest place to harvest was adjacent to the roads, roads ended up elevated above the adjacent ground. These are called Rampart Roads. Heights of 9m have been recorded.
• Many of these roads are used today, resulting in narrow and very dangerous roads.
• Vacuum consolidation may assist in overcoming some of the challenges in widening these roads.
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VACUUM CONSOLIDATION
Pump
PVDs
Granular bed
Airtight membrane
Atmospheric pressure = 100kPa
Pump creates a suction of up to 80kPa
u up to -80kPa (20kPa absolute)
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VACUUM CONSOLIDATION
Pa
Pore pressure reduction
Vacuum pressure
Dep
th, z PVD
zo
Initial pressure
Reducedpressure
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Current applicationsMenard vacuum
Baudrain – Cofra bv
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Hayashi et al, 2003
Shang, Tang & Miao (1998)
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TCD/NRA TEST SITE
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Raised Bog under milled peat production, therefore some peat has been removed. Site is at edge of bog.
Top 1m ‐ very clayey sandy Gravel f% ≈ 30%Below – slightly clayey sandy Gravel f% ≈ 4‐11%K = 1.96x10‐6 to 1.15x10‐5 m/s
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In‐situ vanes (55mm x 110mm)
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Hydrogeology
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Drain within 8m of edge of test area.
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Layer Depth (m) Description Observations and properties
1 0 – 0.7 Man‐made fill Black peat; occasional plastic bags, gravel, pieces of geotextile, machine parts.
2 0.7 – 4.0 Pseudo‐fibrous peat
w = 561 – 1340% GS = 1.38 – 1.59 LOI = 87 – 99% h = 9.57 – 10.56kN/m3
eo = 6.78 – 14.83 Sr = 94 – 100% pH = 4.5 – 6.2 Von Post = H4 – H7Cc = 2.2 – 6.4
3 4.0 – 7.0 Glacial till The clay fraction reduces with depth , about30% fines in top metre, reducing to 4‐11%.
Table 1 – Simplified soil profile
TCD/NRA VACUUM CONSOLIDATION FIELD TRIAL
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TCD/NRA VACUUM CONSOLIDATION FIELD TRIAL
0.85m sq. spacing
1.2m sq. spacing
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Instrumentation
• 10 No. Vibrating wire (VW) piezomters (also calibrated for suction)
• 6 No. push‐in VW settlement cells 0.9m, 1.5m & 2.65m
• Settlement plates
• Standpipes
• Barometric pressure/temp.
• Rain gauge
• Water meter
• Air pressure gauges
Acknowledge assistance of NVM Ireland Ltd.
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TCD/NRA VACUUM CONSOLIDATION FIELD TRIAL
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26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66
26
30
34
38
42
46
50
54
58
62
66
26
30
34
38
42
46
50
54
58
62
66
26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66
Test area
StandpipesBoreholes
Shearvanes tests
21
16
10
1415
26
12 11
24
25
13
17
BH-1
BH-2
Vane 3
Vane 2
Vane 1
N
12
37
8 945
6
18
19
2023
22
A
A'
B
B
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Pumping system: 30th Nov 2009 – 23rd Jun 2010• 1.5kW Centrifugal pump• 38mm diameter jet pump
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Pumping system: 29th Jul 2010 – 29th Oct 2010• 2.2kW Liquid ring pump• 1.5kW Centrifugal pump• 38mm diameter jet pump
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MONITORING BEFORE PUMPING
• Prior to starting the TCD/NRA vacuum consolidation field trial, four months of baseline monitoring were conducted.
• The vacuum consolidation trial was run from 30thNovember 2009 and was terminated on 29thOctober 2010
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Btm of ditch
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Flooding in August 2009
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MONITORING DURING PUMPING• The TCD/NRA vacuum preloading field trial commenced on the 30th November 2009.
• The results for the eleven months of pumping presented here.
• Rain, water table, vacuum, settlement and pore water pressure are presented.
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Sett=1.11m for 0.85m spacingSett=1.09m for 1.20m spacing
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Volume of water extracted
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umax = 38.9 ‐ 53.2kPa for depths 0.90 to 2.65m.umax = 13.9kPa for 4.05m depth.
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MAXIMUM SURFACE SETTLEMENT 1.23m (Strain of 33%)
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Visual 1st June 2010
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CRACKS AT EDGE
Chai et al. (2005)
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0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
7.5
8
8.5
9
9.5
10
10.5
11
11.5
12
12.5
0.1 1 10 100 1000 10000
Cha
nge
in H
eigh
t mm
Log Time minTIME SETTLEMENT
12.5 kN/m2
100kPa
200kPa
400kPa
800kPa
Primary24 hr
creep
SETTLEMENT OF PEAT
Rate of settlement
cv; cvh; chh
k ; kv; kh
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Δe=Ck Δ logtCk ≈ 0.25eo
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0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
0 50 100 150 200 250 300
Strain %
Stress
2.4m to 3.2m Oed 4 Spreadsheet
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
1 10 100 1000
Void ra
tio e
Effective stress kPa
2.4m to 3.2m Oed 4 Cc Model
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Soil models investigated• Simple EOP Cs & Cc (CR = Cc/{(1+eo)} & RR) and vc’
• Soft Soil model (SS) Plaxis (*= Cc/{2.3(1+eo)}, к*)
• Soft Soil Creep model Plaxis (*= Cc/{2.3(1+eo)}, к*, *)
•
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0.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
1 10 100 1000Stress
2.4m to 3.2m Oed 4 Spreadsheet 1.5m to 2.3m
1 10 100
Strain %
Stress
E'=100kPa
E'= 100kPa
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Modelling vacuum consolidation
x
y
1
1
1
2
2
2
3
3
3
4
4
4
5
5
5
6
6
6
7
7
7
8
8
8
9
9
9
10
10
10
AA AA
A
A
A
A
A A
0 1
23
4 5
67
89 10
11
1213141516
17 18 19 20 21
22 23 24 25
26 27 28 29
30 313233 34 35 36 37 38 39 40 41
42 434445 46 47 48 49 50 51 52 53
5455
56
5758
59
60 61
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Upper peat Middle peat Lower peatPOP 10 5 11l* 0.125 0.16 0.16k* 0.05 0.055 0.04m* 0.0065 0.0078 0.009g 10.45 10.1 10.06eo 7.42 13.81 12.05
kv=kH(m/day)
0.3 0.2 0.01
ck 1.8 3.44 3.44
VALUES USED ON BACK ANALYSIS WITH SSC MODEL
PARAMETERS INTERPRETED FROMLABORATORY OEDOMETER TESTS
Upper peat Middle peat Lower peatPOP 10 5 11l* 0.11 to 0.125 0.14 to 0.16 0.16 to 0.2k* 0.022 to 0.05 0.03 to 0.055 0.033 to 0.04m* 0.0065 to
0.0080.0078 to 0.01 0.0065 to 0.009
g 10.45 10.1 10.06eo 6.78 – 8.69 13.43 – 14.5 11.5 – 12.5
kv=kH(m/day)
0.011 to 0.128 0.0053 to 0.011 0.0015 to 0.0029
ck 1.8 3.44 3.44
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• Swell using simple soil model = 0.161m
• Swell measured = 0.13m
• Equivalent E’ ≈ 100kPa at this very low effective stress.
0
0.5
1
1.5
2
2.5
3
3.5
4
0 5 10 15 20 25 30 35 40
18th August
18th Sept
pwp kPa
Dep
th (m
)
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• The TCD/NRA vacuum preloading field trial was implemented and showed that this technique can be successfully used in peat soils.
• The drainage system comprising PVDs, horizontal drains and a granular bed, was effective in distributing the applied vacuum pressure and collecting the drained water.
CONCLUSIONS
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Practical difficulties/Observations• Summer conditions general water table was lower than side barrier.
• Higher suctions achieved with vacuum pump but more stable values with liquid ring pump
• Pore pressure reduction at edges was slightly lower (2kPa to 8.5kPa) than at centre.
• PWP roughly uniform with depth
• Vacuum pressure adequately transmitted in 0.85m and 1.2m spacings.
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continued
• Calcification of pumps a significant issue
• Freezing, tears, bursts electrical cuts affected the performance.
• Airtight cover could be improved, use of water seal should be considered.
• Vacuum consolidation had little effect on the water table outside the test area.
• Behaviour can be simulated using standard soil models.
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ACKNOWLEDGEMENTS
• National Road Authority.
• Trinity College Dublin.
• Geotechnical Trust Fund Award (Engineers Ireland).
• Universidad de Antioquia
• Bord na Móna