Deformation properties of highly plastic fissured Palaeogene clay Lack of stress memory? Anette Krogsbøll Ole Hededal Niels Foged
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1 Deformation properties of highly plastic fissured Palaeogene clay Lack of stress memory? Anette Krogsbøll Ole Hededal Niels Foged
2 Outline Introduction Oedometer test Long term test of Lillebælt Clay Selected test results from Fehmarn Belt project stress paths in K 0 -tests Overconsolidation ratios Discussions Conclusions 2 DTU Civil Engineering, Technical University of Denmark
3 Lillebælt Clay oedometer test Deformation properties several load cycles Compression and swelling index, C c, C s Oedometer modulus, E oed Secondary strain index, s very long time curves Lillebælt Clay Eocene clay Depth 21 m below surface Initial water content 40% Initial porosity 50% Clay content 80% Plasticity Index 140% 3 DTU Civil Engineering, Technical University of Denmark
4 Lillebælt Clay oedometer test Swelling pressure 250 kpa 900 kpa 340 kpa 1,3 1, v [kpa] 1,1 1,0 0,9 0,8 e 4 DTU Civil Engineering, Technical University of Denmark
![100 1000 10000 v [kpa] 1,1 1,0 0,9 0,8 e 4](/docs-images/45/9289102/images/page_4.jpg "DTU Civil Engineering, Technical University")
5 Lillebælt Clay oedometer test Swelling pressure 250 kpa 900 kpa 340 kpa 900 kpa 170 kpa 1,3 1,2 1, v [kpa] 1,0 0,9 0,8 e 5 DTU Civil Engineering, Technical University of Denmark
![1,1 10 100 1000 10000 v [kpa] 1,0 0,9 0,8 e 5](/docs-images/45/9289102/images/page_5.jpg "DTU Civil Engineering, Technical University of")
6 Lillebælt Clay oedometer test Swelling pressure 250 kpa 900 kpa 340 kpa 900 kpa 170 kpa 900 kpa 85 kpa 1,3 1,2 1,1 1, v [kpa] 0,9 0,8 e 6 DTU Civil Engineering, Technical University of Denmark
![1,3 1,2 1,1 1,0 10 100 1000 10000 v [kpa] 0,9 0,8 e](/docs-images/45/9289102/images/page_6.jpg "6 DTU Civil Engineering, Technical University of")
7 Lillebælt Clay oedometer test Swelling pressure 250 kpa 900 kpa 340 kpa 900 kpa 170 kpa 900 kpa 85 kpa 4800 kpa 25 kpa 1,3 1,2 1,1 1, v [kpa] 0,9 0,8 e Cc = DTU Civil Engineering, Technical University of Denmark
![1,3 1,2 1,1 1,0 10 100 1000 10000 1 v [kpa] 0,9 0,8 e 2 3 4](/docs-images/45/9289102/images/page_7.jpg "Cc = 0.")
8 Lillebælt Clay oedometer test Swelling pressure 250 kpa 900 kpa 340 kpa 900 kpa 170 kpa 900 kpa 85 kpa 4800 kpa 25 kpa 4800 kpa 170 kpa 1,3 1,2 1,1 1,0 0,9 0, v [kpa] e Cc = DTU Civil Engineering, Technical University of Denmark
![170 kpa 1,3 1,2 1,1 1,0 0,9 0,8 10 100 1000 10000 v [kpa] e 1 2 3](/docs-images/45/9289102/images/page_8.jpg "4 5 Cc = 0.")
9 Compression and Swelling index Compression: C c,max = ,40 0,30 C c, C s Swelling: C s,max = ,20 0,10 0,00 v [kpa] Cs 1 - Cc 2 - Cs 2 - Cc 3 - Cs 3 - Cc 4 - Cs 4 - Cc 5 - Cs 5 - Cc 9 DTU Civil Engineering, Technical University of Denmark
![22 0,20 0,10 0,00 v [kpa] 10 100 1000 10000 1 - Cs 1 - Cc 2 - Cs 2](/docs-images/45/9289102/images/page_9.jpg "- Cc 3 - Cs 3 - Cc 4 - Cs 4 - Cc 5 - Cs 5 - Cc 9 DTU Civil")
10 Oedometer modulus Low values of E oed Low values of pc (Janbu) E oed [kpa] NC v [kpa] DTU Civil Engineering, Technical University of Denmark
![oed [kpa] 1 2 3 4 5 NC v [kpa] 0 1000 2000 3000 4000](/docs-images/45/9289102/images/page_10.jpg "5000 10 DTU Civil Engineering, Technical University of")
11 Secondary Strain index Determined from long timecurves (T>2) Very high values in swelling 0,6 0,4 0,2 0,0-0,2-0,4-0,6-0,8-1,0-1,2 s [%/logt] v [kpa] DTU Civil Engineering, Technical University of Denmark
![0,0-0,2-0,4-0,6-0,8-1,0-1,2 s [%/logt] v [kpa] 10 100 1000](/docs-images/45/9289102/images/page_11.jpg "10000 1 2 3 4 5 11 DTU Civil Engineering, Technical")
12 Lillebælt Clay oedometer test Seems to forget stresses Secondary strain index is very high in unloading 1,3 1, v [kpa] Probably due to Destructurization/ Debonding 1,1 (Burland 1990) 1,0 0,9 0,8 e Cc = DTU Civil Engineering, Technical University of Denmark
13 Just after test 13 DTU Civil Engineering, Technical University of Denmark
14 Drying out 14 DTU Civil Engineering, Technical University of Denmark
15 Palaeogene clays below glacial deposits Miocene Oligocene Eocene Paleocene Palaeogene Cretaceous Pre-Cretaceous Holmstrup Little Belt (Eocene) (Paleocene) Great Belt Fehmern Belt (Paleocene) (Eocene & Paleocene) 15 DTU Civil Engineering, Technical University of Denmark
16 Simplified geological profile Fehmarn Belt 16 DTU Civil Engineering, Technical University of Denmark
17 Samples and formations Lillebælt sample (test at DTU) Lillebælt Clay (1) Fehmarn Belt samples (test results from GIR, 2011) Røsnæs Clay (14) Intact formation Folded formation Holmehus Clay (1) Lillebælt Clay (2) Ølst Clay(1) Samples for tests and data provided by Fehmarn Belt 17 DTU Civil Engineering, Technical University of Denmark
18 Fehmarn Belt - Test principles Oedometer tests with K 0 measurements Overconsolidation ratio OCR lab achieved by Unloading from estimated preconsolidation stress level Unloading from high stress level (referred to as destructured ) Unloading from low stress with swelling Tests carried out by Deltares 18 DTU Civil Engineering, Technical University of Denmark
19 K 0 -test Røsnæs Clay a,max =1904 kpa q [kpa] = 19.6 p' [kpa] p 1 ' ' ' 3 ( a 2 r) ' ' q a r RC Intact 19 DTU Civil Engineering, Technical University of Denmark
![6 p' [kpa] 0 500 1000 1500 p 1 ' ' ' 3 ( a 2 r)](/docs-images/45/9289102/images/page_19.jpg "' ' q a r RC Intact 19 DTU Civil Engineering,")
20 K 0 -test Røsnæs Clay a,max =1904 kpa q [kpa] = 19.6 p' [kpa] RC Intact K0 = p 1 ' ' ' 3 ( a 2 r) ' ' q a r c=0 kpa c=14 kpa 20 DTU Civil Engineering, Technical University of Denmark
21 K 0 -test Røsnæs Clay a,max =1904 kpa Lillebælt CLay a,max =7-800 kpa q [kpa] Holmehus a,max =2000 kpa Ølst a,max =1400 kpa = 19.6 p' [kpa] p 1 ' ' ' 3 ( a 2 r) ' ' q a r Lillebælt Ølst K0 = c=14 kpa RC Intact Holmehus c=0 kpa 21 DTU Civil Engineering, Technical University of Denmark
22 K 0 -test 1000 q [kpa] = 19.6 p' [kpa] p 1 ' ' ' 3 ( a 2 r) ' ' q a r RC Folded Lillebælt RC Intact Ølst Holmehus K0 = c=0 kpa c=14 kpa 22 DTU Civil Engineering, Technical University of Denmark
23 K 0 -test Intact Clay 10 K 0 1 RC Intact 0,1 OCR DTU Civil Engineering, Technical University of Denmark
24 K 0 -test Intact Clay 10 K 0 1 RC Intact Ølst Lillebælt Holmehus 0,1 OCR DTU Civil Engineering, Technical University of Denmark
25 K 0 -test Røsnæs Clay 10 K 0 1 RC Intact RC Folded Trend - RC Folded 0,1 OCR DTU Civil Engineering, Technical University of Denmark
26 K 0 -test Røsnæs Clay 10 K 0 1 RC Intact RC Folded RC Folded Destr. RC Swelling Trend - RC Folded 0,1 OCR DTU Civil Engineering, Technical University of Denmark
27 K 0 -test Røsnæs Clay 10 K 0 MC-criterion = 19.6 c =0 kpa 1 0,1 RC Intact RC Folded RC Folded Destr. RC Swelling Shear failure Trend - RC Folded OCR DTU Civil Engineering, Technical University of Denmark
28 Summary of K 0 versus OCR Formation K 0,nc N Røsnæs Folded Røsnæs Folded, Destr Røsnæs Folded, Swell Røsnæs Intact Lillebælt Holmehus Ølst K K OCR OCR , oc 0, nc 0.57 lab 28 DTU Civil Engineering, Technical University of Denmark
29 Lillebælt Clay oedometer 3000 q [kpa] From Lillebælt-FB (intact) K0, nc From Lillebælt-FB (intact), : K0, oc 0.58 OCR 0.60 lab From Røsnæs-folded & desctructurized new K0, oc 0.58 OCR 0.41 lab = 19.6 p' [kpa] LC#1 (0.41) LC#1 (0.60) Lillebælt-FB RC Folded desctr MC-criterion c=14 kpa 29 DTU Civil Engineering, Technical University of Denmark
30 Feasible stress states High OCR lab : 500 q [kpa] Lower stresses Expansion Limited by MC-criterion Limits also K 0 Shear strains = 19.6 p' [kpa] LC#1 (0.41) LC#1 (0.60) Lillebælt-FB MC-criterion RC Folded desctr c=14 kpa 30 DTU Civil Engineering, Technical University of Denmark
31 Conclusions Samples are destructurized by high loading and by swelling deformation parameters are significantly changed (C c, s ) Destructurization/debonding by swelling is explained by the limit of feasible stresses (MC-criterion) K 0 OCR relation depend on formation and lab-test procedure For Palaeogene clays of high plasticity OCR is not perfect as a state parameter Due to destructurization/debonding the clay forgets preconsolidation stress when unloaded significantly Acknowledgements: We thank Fehmarn Belt A/S for access to results and for the opportunity to perform tests on samples from Fehmarn Belt A/S. 31 DTU Civil Engineering, Technical University of Denmark
32 32 DTU Civil Engineering, Technical University of Denmark
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