Abstract
Previously, in situ tests have been conducted in cold regions since infrastructures such as pipelines have been actively built on frozen ground. However, the engineering properties such as shear strength have not been directly evaluated from in situ tests. The objective of this study is to correlate the shear strength of frozen soils determined by the direct shear tests with the dynamic cone penetration index (DCPI) measured by the instrumented dynamic cone penetrometer (IDCP). The IDCP, which incorporates strain gauges and an accelerometer to measure the energy transferred to the cone tip, is used to estimate the energy-corrected dynamic cone penetration index (energy-corrected DCPI). The direct shear apparatus and the calibration chamber for the IDCP application test are placed in the freezer. The sand–silt mixtures are prepared in the shear box and the calibration chamber at the degree of saturation of 10% and relative density of 60%. Vertical confining stresses are applied to the specimens during the freezing and strength evaluating phases, such as direct shearing or penetrating the IDCP, to determine the effect of the vertical confining condition. The experimental results show that the shear strength of the frozen soils increases in a nonlinear parabolic shape with an increase in the vertical confining stress. Furthermore, the vertical confining stress during the strength evaluating phase has more influence on the strength than that during the freezing phase because the degree of saturation of specimens is low. As the energy transferred to the cone tip is affected by the soil conditions under the cone tip, the energy-corrected DCPI, which is inversely proportional to the shear strength, has a better relationship with the shear strength. This study demonstrates that the energy-corrected DCPI can be effectively used for the evaluation of the shear strength of frozen soils.
Similar content being viewed by others
References
Acar YB, El-Tahir ETA (1986) Low strain dynamic properties of artificially cemented sand. J Geotech Eng ASCE 112(11):1001–1015
Ahmadi MM, Robertson PK (2008) A numerical study of chamber size and boundary effects on CPT tip resistance in NC sand. Sci Iran 15(5):541–553
Al-Amoudi OSB, Aiban SA, Hamid AM (2015) Usage of dynamic cone penetration test to assess the engineering properties of sand. In: The eighth international structural engineering and construction conference, Sydney, Australia, pp 37–42
Anderson DM, Morgenstern NR (1973) Physics, chemistry, and mechanics of frozen ground: a review. In: Permafrost: the North American contribution to the second international conference. National Academy of Sciences, Washington DC, pp 257–288
Anisimov OA, Shiklomanov NI, Nelson FE (1997) Global warming and active-layer thickness: results from transient general circulation models. Glob Planet Change 15(3–4):61–77
Anteneh G (2012) Correlating dynamic cone penetration index (DCPI) with undrained shear strength for clayey soils. Doctoral dissertation, Addis Ababa University
ASTM D3080 (2002) Standard test method for direct shear test of soils under consolidated drained conditions. Annual Book of ASTM Standard, ASTM International, West Conshohocken, PA
ASTM D4633 (2005) Standard test method for energy measurement for dynamic penetrometers. Annual Book of ASTM Standard, ASTM International, West Conshohocken, PA
ASTM D6951 (2009) Standard test method for use of the dynamic cone penetrometer in shallow pavement applications. Annual Book of ASTM Standard, ASTM International, West Conshohocken, PA
Ayers ME, Thompson MR, Uzarski DR (1989) Rapid shear strength evaluation of in situ granular materials. Transp Res Rec 1227:134–146
Bragg RA, Andersland OB (1981) Strain rate, temperature, and sample size effects on compression and tensile properties of frozen sand. Eng Geol 18(1):35–46
Buteau S, Fortier R, Allard M (2005) Rate-controlled cone penetration tests in permafrost. Can Geotech J 42(1):184–197
Byun YH, Lee JS (2013) Instrumented dynamic cone penetrometer corrected with transferred energy into a cone tip: a laboratory study. Geotech Test J ASTM 36(4):1–10
Byun YH, Yoon HK, Kim YS, Hong SS, Lee JS (2014) Active layer characterization by instrumented dynamic cone penetrometer in Ny-Alesund, Svalbard. Cold Reg Sci Technol 104:45–53
Chang TS, Woods RD (1987) Effect of confining pressure on shear modulus of cemented sand. Dev Geotech Eng 43:193–208
Chenaf D, Stämpfli N, Chapuis RP (2012) Uniaxial compression tests on diesel-contaminated frozen silty-soil specimens. J Cold Reg Eng ASCE 27(3):132–154
Christ M, Park JB (2010) Laboratory determination of strength properties of frozen rubber–sand mixtures. Cold Reg Sci Technol 60(2):169–175
Consoli NC, Prietto PD, Ulbrich LA (1998) Influence of fiber and cement addition on behavior of sandy soil. J Geotech Geoenviron Eng ASCE 124(12):1211–1214
Detournay E (1986) Elastoplastic model of a deep tunnel for a rock with variable dilatancy. Rock Mech Rock Eng 19(2):99–108
Fortier R, Allard M, Seguin MK (1994) Effect of physical properties of frozen ground on electrical resistivity logging. Cold Reg Sci Technol 22(4):361–384
Fortier R, Allard M, Sheriff F (1996) Field estimation of water ice phase composition of permafrost samples using a calorimetric method. Can Geotech J 33(2):355–362
Gabr MA, Hopkins K, Coonse J, Hearne T (2000) DCP criteria for performance evaluation of pavement layers. J Perform Constr Facil ASCE 14(4):141–148
Hamid AM (2013) Assessment of density and shear strength of eastern Saudi sands using dynamic cone penetration testing (DCPT). Doctoral dissertation, Master’s Thesis, King Fahd University of Petroleum and Minerals, Dhahran, Saudi Arabia
Hettiarachchi H, Brown T (2009) Use of SPT blow counts to estimate shear strength properties of soils: energy balance approach. J Geotech Geoenviron Eng ASCE 135(6):830–834
Hinkel KM, Paetzold F, Nelson FE, Bockheim JG (2001) Patterns of soil temperature and moisture in the active layer and upper permafrost at Barrow, Alaska: 1993–1999. Glob Planet Change 29(3):293–309
Ladanyi B (1976) Use of the static penetration test in frozen soils. Can Geotech J 13(2):95–110
Ladanyi B (1985) Use of the cone penetration test for the design of piles in permafrost. J Energy Res Technol 107(2):183–187
Ladanyi B, Lunne T, Vergobbi P, Lhuillier B (1995) Predicting creep settlements of foundations in permafrost from the results of cone penetration tests. Can Geotech J 32(5):835–847
Lee C, Lee JS, An S, Lee W (2009) Effect of secondary impacts on SPT rod energy and sampler penetration. J Geotech Geoenviron Eng ASCE 136(3):522–526
Lee C, Truong QH, Lee JS (2010) Cementation and bond degradation of rubber–sand mixtures. Can Geotech J 47(7):763–774
Leshchinsky D (2001) Design dilemma: use peak or residual strength of soil. Geotext Geomembr 19(2):111–125
Li H, Yang H, Chang C, Sun X (2001) Experimental investigation on compressive strength of frozen soil versus strain rate. J Cold Reg Eng ASCE 15(2):125–133
Ma W, Wu Z, Zhang L, Chang X (1999) Analyses of process on the strength decrease in frozen soils under high confining pressures. Cold Reg Sci Technol 29(1):1–7
Meyerhof GG (1959) Compaction of sands and bearing capacity of piles. J Soil Mech Found Div ASCE 85(6):1–30
Mohammadi M, Robertson PK (2008) A numerical study of chamber size and boundary effects on CPT tip resistance in nc sand. Sci Iran 15(5):541–553
Mohammadi SD, Nikoudel MR, Rahimi H, Khamehchiyan M (2008) Application of the dynamic cone penetrometer (DCP) for determination of the engineering parameters of sandy soils. Eng Geol 101(3):195–203
Nixon WA, Weber LJ (1995) Reinforcement percentage effects on bending strength of soil-ice mixtures. J Cold Reg Eng ASCE 9(3):152–163
Parkin AK (1988) The calibration of cone penetrometers. In: Proceedings of 1st international symposium on penetration testing, ISOPT-1, Orlando, Rotterdam, pp 221–243
Rogers JD (2006) Subsurface exploration using the standard penetration test and the cone penetrometer test. Environ Eng Geosci 12(2):161–179
Saxena S, Reddy KR, Avramidis AS (1988) Static behaviour of artificially cemented sand. Indian Geotech J 18(2):111–141
Shibuya S, Mitachi T, Tamate S (1997) Interpretation of direct shear box testing of sands as quasi-simple shear. Geotechnique 47(4):769–790
Sivrikaya O, Toğrol E (2006) Determination of undrained strength of fine-grained soils by means of SPT and its application in Turkey. Eng Geol 86(1):52–69
Stark TD, Eid HT (1994) Drained residual strength of cohesive soils. J Geotech Eng ASCE 120(5):856–871
Takada N (1993) Mikasa’s direct shear apparatus, test procedures and results. Geotech Test J ASTM 16(3):314–322
Ting JM, Torrence Martin R, Ladd CC (1983) Mechanisms of strength for frozen sand. J Geotech Eng ASCE 109(10):1286–1302
Weaver JS, Morgenstern NR (1981) Pile design in permafrost. Can Geotech J 18(3):357–370
Yang Y, Lai Y, Chang X (2010) Laboratory and theoretical investigations on the deformation and strength behaviors of artificial frozen soil. Cold Reg Sci Technol 64(1):39–45
Yasufuku N, Springman SM, Arenson LU, Ramholt T (2003) Stress-dilatancy behaviour of frozen sand in direct shear. In: 8th international conference on permafrost, Zurich. Balkema, Rotterdam, pp 1253–1258
Zhang S, Lai Y, Sun Z, Gao Z (2007) Volumetric strain and strength behavior of frozen soils under confinement. Cold Reg Sci Technol 47(3):263–270
Acknowledgements
This research was supported by Basic Science Research Program through the National Research Foundation of Korea (NRF) funded by the Ministry of Science, ICT and Future Planning (NRF-2017R1A2B3008466).
Author information
Authors and Affiliations
Corresponding author
Additional information
Publisher's Note
Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations.
Rights and permissions
About this article
Cite this article
Kim, S.Y., Lee, JS. Energy correction of dynamic cone penetration index for reliable evaluation of shear strength in frozen sand–silt mixtures. Acta Geotech. 15, 947–961 (2020). https://doi.org/10.1007/s11440-019-00812-y
Received:
Accepted:
Published:
Issue Date:
DOI: https://doi.org/10.1007/s11440-019-00812-y