Øysand research site: Geotechnical characterisation of deltaic sandy-silty soils

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ØYSAND RESEARCH SITE: GEOTECHNICAL CHARACTERISATION OF DELTAIC SANDY-SILTY SOILS

DOC.NO. 20190154-09-R REV.NO. 0 / 2019-12-04

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Project title: Norwegian GeoTest Sites (NGTS)

Document title: Øysand research site: Geotechnical characterisation of deltaic sandy-silty soils

Document no.: 20190154-09-R

Date: 2019-12-04

Revision no. /rev. date: 0

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Client: Research Council of Norway (RCN) Client contact person: Herman Fabrot

Contract reference: RCN project number 245650

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Project manager: Jean-Sebastien L'Heureux

Prepared by: santiago Quinteros, Aleksander Gundersen, Jean Sebastien L'Heureux, J. Antonio H. Carraro, Richard Jardine

Reviewed by: Priscilla Paniagua

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Document no.: 20190154-09-R Date: 2019-12-04

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1 Introduction 6

2 Regional setting 7

3 Overview of field and laboratory data 8

4 Engineering geology 11

4.1 Deglaciation history and depositional environment 11

4.2 Source of material 11

4.3 Hydrological conditions and stress history 12

4.4 Stratigraphy 13

5 Soil composition 17

5.1 Grain size distribution 17

5.2 Grain angularity 19

5.3 Soil fabric 20

6 Index parameters 21

6.1 Water content 21

6.2 Unit weight of solid particles 21

6.3 Bulk or total unit weight 21

6.4 Indirect estimation of in situ relative density 22

7 In situ testing 24

7.1 Total sounding (TS) 24

7.2 Cone penetration testing (CPTU) 25

7.3 Flat dilatometer (DMT) 27

7.4 Shear wave velocities (vs) and small strain stiffness (Gmax) 29

7.5 Permeability (k) 31

7.6 Soil temperature 34

8 Advanced laboratory testing 35

8.1 Drained triaxial compression tests 35

9 Engineering parameters 36

9.1 Overconsolidation ratio (OCR) 36

9.2 Coefficient of earth pressure at rest, K0, and estimated in situ effective stresses 37 9.3 Effective stress-strength parameters—field and laboratory testing 38 10 Further geotechnical characterisation considerations 41

10.1 Impact of cone penetrometer type on CPTU results 41

10.2 Sample quality research in progress 42

10.3 Frost heave susceptibility of Unit II sandy/silty soils 42

11 Summary and conclusions 43

Acknowledgments 44

Conflict of Interest 44

References 45

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Figure 1. Geological map of Øysand peninsula (data from www.ngu.no).

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Figure 2. Location of the Øysand research site (modified from Google Maps 2017).

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Figure 3. Location of field tests at Øysand research site.

Test Abbreviation Measured/Controlle

d Interprete

d Reference/Comment

Geophysical/non-intrusive

Electrical resistivity tomography (ERT) OYSER Resistivity zbedrock, soil

type by NGI¹

Ground penetration radar (GPR) OYSG FDT zbedrock by NGI

Multi-channel analysis of surface waves (MASW) OYSM vp, ω vs, Gmax by APEX², and Reykjavik University In situ

Total sounding (TS) OYSTS

Cone penetration test (CPTU, SCPT) OYSC qc, fs, u2, vs,vh σ'p, Gvh,max,

φ'

Seismic flat dilatometer (SDMT) OYSD P0, P1, ID, KD, ED, vvh K0, σ'p, φ'

Piezometers (PZ) OYSPI u, t u0 Pore pressure

Thermistor string (THS) OYSTH T, t -

Slug tests (SLU) OYSSL Pressure head k

NGI permeability probe (NGI-flow cone) OYSC Flow k Sampling

Geonor fixed piston composite (PS Ø 54 mm) OYSB_PS54 - - 2 BH, 12 tubes Thin wall push piston sampler (PS, Ø 72 mm) OYSB_PS72 - - 4 tubes

Gel Push Sampler (GPS, Ø 72 mm) OYSB_GPS - - 2 tubes

Ground freezing (Ø 100 mm) OYSB_GF - - April & May 2019

Laboratory

Water content - w -

Unit weight (density) - γ_d, γ_t (ρ_d, ρ_t) -

Unit weight of solid particles - γ_s -

Grain size distribution - - % gravel,

sand, silt, clay

Multi sensor core logging (MSCL) - ρ, MS N NGU in-house³

Split core imaging - - - NGU in-house

Hydraulic conductivity - kv kv

Triaxial test: CAUC, CADC - εa, εr, εp, u, p, q φls, φp, E

Bender element test (BE) - vs,vh Gvh,max

Micro computed tomography (CT) - - - On each tube and

specimen

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Figure 4. Piezometer results: (a) pore pressure with time, (b) pore pressure with depth.

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Figure 5. Possible erosion of the site by the Gaula River (data from www.hoydedata.no).

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Figure 6. Stratigraphy based on soil sampled towards the south of site (OYSB09).

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Figure 7. Borehole log (OYSB09).

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Figure 8. ERT interpretation: (a) ERT01 and (b) ERT05.

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Figure 9. GPR interpreted 3D model.

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Figure 10. (a) Grain size distributions at Øysand from OYSB09, (b) classification triangle.

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Table 3. Angularity and sphericity (after [15]).

Angularity (from a total of 642 particles observed) Sphericity Very angular Angular Sub-angular Sub-rounded Rounded Well-rounded Low High

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Figure 11. Micro CT scans of shallow gravelly sand 2.5 to 3.6 m depth (from OYSB09).

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Figure 12. CT-scans of (a) 14.0 m depth, (b) 15.4 m and 16.7 m depth (from OYSB09).

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Figure 13. (a) Dry unit weight, maximum and minimum unit weights, (b) relative density, and (c) fines content (from OYSB09).

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Figure 14. TS tests at Øysand: (a) Drilling rate, (b) force with depth, (c) location plan.

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Figure 15. CPTUs around the Øysand site perimeter: (a) qc, (b) fs, (c) u2 with depth, and (d) location plan.

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Figure 16. CPTU qt: (a) uncorrected, (b) corrected depth “in-phase” (modified from [21]).

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Figure 17. DMT results: (a) Material index, ID, (b) Horizontal stress index, KD, and (c) Dilatometer modulus, ED with depth, and (d) location plan.

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Figure 18. (a) vs and (b) Gmax with depth, (c) location plan.

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Figure 19. Locations used for permeability assessment.

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Figure 20. Slug tests: (a) testing scheme (b) tests on OYSB03, and (b) tests on OYSB04.

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Figure 21. Cone resistance, soil behaviour type index and permeability from [7].

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Figure 22. Temperature fluctuations between October 2017 and February 2018.

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Figure 23. Triaxial test results on Øysand samples from OYSB09.

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Figure 24. Estimation of: (a) OCR, (b) K0, and effective stresses with depth.

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Figure 25. Variation of friction angles from drained triaxial tests on samples from OYB09 with depth.

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Figure 26. Variation of CPTU readings depending on cone type: (a) qc, (b) fs, (c) u2 with depth.

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Figure 27. Installation of soil freezing pipes at Øysand in March 2019.

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Figure 28. Frost susceptibility test on Øysand soils.

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