Recent UCD Research on Peat
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1 Hanrahan Memorial Symposium - 11 th September 2013 Recent UCD Research on Peat Mike Long (Noel Boylan, ex UCD) UCD School of Civil, Structural and Environmental Engineering.
2 Presentation Outline Characterisation of peat Landslides in peat Shear strength of peat o Laboratory tests o In situ tests 1D compression of peat* 2/41
3 Characterisation of peat 3/41
4 Peat sampling with Russian sampler 4/41
5 Surface morphology / peat thickness with GPR Various GPR antenna can be used via all terrain vehicle or by man hauling (APEX Geoservices) 5/41
6 GPR-II Variable frequency antennae (GSI) 6/41
7 GPR Clara Bog 80 MHz 40 MHz Probing showed 5.6 m peat. Same result from GPR Internal fen / sphagnum boundary at 2.5 m 7/41
8 GPR and peat profiling Aghnamona bog Roosky: Integration of GPR and GPS (APEX) 8/41
9 Landslides 9/41
10 Number of events Seems quiet at present? Source: GSI database Charise Mc Keown 10/41
11 Ballincollig Hill, Co. Kerry August /41
12 Failure of raised bog at Roosky Bog slope 1 Deep peat Failure most likely due to drainage construction / seepage forces 12/41
13 Carn Park Bog Image courtesy NPWS 13/41
14 Shear strength of peat 14/41
15 In-situ Vane Tests Problems with vane test in peat Voids facilitating drainage Compression of peat Failure surface differs from theoretical Fibres tend to wrap around vane resulting in high strengths 1.2 Oi Original i Position Void Behind Vane Rotation Tearing of Fibres s u-max s u / Typical Clay Peat Rotation (deg) 15/41
16 Problems with vane test Quinn (1967) test open to criticism as the failure mechanism is one of tearing rather than shearing Helenelund (1967) test not reliable in fibrous peat Landva (1980) of little engineering value in fibrous material Hanrahan et al. (1994) 16/41
17 Vane test - examples SW Donegal Glinsk, Co. Mayo Clearly time to move on. Alternatives? 17/41
18 Shear strength alternatives to vane test Triaxial DSS Piezoball Shear wave velocity Simple correlations with water content (w) 18/41
19 Peat strength Significant efforts in UCD into developing equipment for strength determination in lab and field TC TE DSS 19/41
20 High Quality Sampling Sherbrooke block sampling of peat in the Netherlands by TU Delft (François Mathijssen), NGI, UCD, Dec 2006 SGI peat sampler 20/41
21 Issues with triaxial test End platen roughness Membrane stiffness effects Accuracy ± 2 kpa Use differential pressure transducer Large volume change on consolidation Maintaining verticality of specimen Stress v strain curve shows no peak Zero effective stress at failure 21/41
22 Triaxial testing of peat Boylan (2008) advocated d MUUC test σ r = u 0 Results shown are for Anaholty Bog Mid plane pore pressure probe (Hight, 1983) 22/41
23 DSS Testing Classic GEONOR device 80 mm 23/41
24 UCD DSS Boylan, /41
25 Analysis of test results using PIV 25/41
26 Typical GEONOR DSS results w = 977%, 652% H = 4 to 5 s u taken at 15% shear strain s u depends on σ vc and on w 26/41
27 DSS testing program Natural material variability: large body of data 20 Irish sites so far + 2 Dutch sites + 1 Scottish site 27/41
28 Summary of DSS results σ vc important s u decreases with increasing w For w 1000%, s u = 3 kpa to 8 kpa (Dutch experience 7-8 kpa) OCR important 28/41
29 Field approach s u-avg s u-dss Standard 10cm 2 Cone T-bar Penetrometer 100cm 2 Ball Penetrometer 100cm 2 29/41
30 Piezoball (In Situ Site Investigations) Mid-face Equator Tip 30/41
31 s u from piezoball (and DSS) s u = q ball / N ball Dutch experience similar Worth pursuing? 31/41
32 1D Compression of peat 32/41
33 1D compression 50 mm 54 mm Sample size very important Used Janbu torvødometers 33/41
34 Norwegian / Irish link Tiller (Kvenild) quick clay research site in same area 34/41
35 Database of test results 35/41
36 1D Compression p vy` Example for peat from Charlestown Bypass Simple model Peat shows clear soil like behaviour p vy` critical Before p vy` it is stiff (M 0 ) After p vy ` it is more compressible (C c ) High k and c v before p vy` Very low k and c v after p vy` Same with Creep 36/41
37 1D parameters from simple correlations 37/41
38 C c and C sec 38/41
39 Field behaviour 5 sites Athlone Bypass Knock Bypass Longfordpass (Hanrahan, Plant and Sheedy) Carrick on Shannon Heimdalsmyra (Trondheim) 39/41
40 Findings from field behaviour Can predict immediate settlement well (M 0 ) Can predict field primary compression (C c) very well Will underpredict creep (model too simple?) Surcharging will work without vertical drains if: load < p vy` If load > p vy ` you need vertical drains at close centres (variation in k / c v with stress) 40/41
41 Conclusion Our hope is that we have continued our research into peat mechanics with a main objective being to serve engineering g practice in the spirit of Eamon Hanrahan Strongly encourage future industry / university collaboration Future international collaboration also essential Thank You For Listening 41/41
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