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A feasible approach to predicting time-dependent bearing performance of jacked piles from CPTu measurements

  • Lin Li
  • Jingpei LiEmail author
  • De’an Sun
  • Weibing Gong
Research Paper
  • 46 Downloads

Abstract

In this paper, a simple but feasible approach is proposed to predict the time-dependent load carrying behaviours of jacked piles from CPTu measurements. The corrected cone resistance, which considers the unequal area of the cone rod and the cone, is used to determine the soil parameters used in the proposed approach. The pile installation effects on the changes in the stress state of the surrounding soil are assessed by an analytical solution to undrained expansion of a cylindrical cavity in K0-consolidated anisotropic clayey soil. Considering the similarity and scale effects between the piezocone and the pile, the CPTu measurements are properly incorporated in the shaft and end resistance factors as well as in the load-transfer curves to predict the time-dependent load carrying behaviours of the pile. Centrifuge model tests are conducted and the measured load carrying behaviours of the model piles are compared with the predictions to validate the proposed approach. The proposed approach not only greatly saves the time of conducting time-consuming pile load tests, but also effectively avoids solving the complex partial differential equations involved in the consolidation analysis, and hence is feasible enough to determine the time-dependent load carrying behaviours of jacked piles in clay.

Keywords

Centrifuge model test Corrected cone resistance CPTu measurements Load carrying behaviours Time-dependent 

List of symbols

\( A,B \)

Parameters for simplifying expression

\( A_{1} , A_{2} \)

Cross-sectional areas of the cone rod and cone shaft

\( A_{\text{p}} \)

Cross-sectional area of pile

\( A_{{{\text{s}},i}} \)

Area of pile shaft in soil layer \( i \)

\( a \)

Net area ratio

\( a_{\text{b}} \left( t \right),a_{{{\text{s}},{\text{z}}}} \left( t \right) \)

Time-dependent model parameters of the load-transfer curve for pile toe and shaft, respectively

\( b_{\text{b}} \left( t \right),b_{{{\text{s}},{\text{z}}}} \left( t \right) \)

Time-dependent model parameters of the load-transfer curve for pile toe and shaft, respectively

\( C_{\text{q}} \left( t \right) \)

Time-dependent pile toe resistance factor

\( c_{\text{h}} \)

Horizontal consolidation coefficient

\( D_{\text{pile}} ,D_{\text{CPTu}} \)

Diameters of pile and piezocone

\( e \)

Void ratio

\( F_{\text{su}} \left( t \right), F_{\text{qu}} \left( t \right) \)

Time-dependent pile shaft bearing capacity and pile toe capacity

\( f_{\text{s}} \)

Sleeve friction

\( f_{\text{su}} \)

Ultimate shaft resistance

\( f_{{{\text{su}},i}} \left( t \right) \)

Time-dependent ultimate shaft resistance in layer \( i \)

\( f_{{{\text{su}},{\text{z}}}} \left( t \right) \)

Time-dependent ultimate shaft resistance at depth z

\( G \)

Shear modulus

\( G_{0} \)

In situ shear modulus

\( K_{0} \)

Coefficient of earth pressure at rest

\( K_{{0,{\text{b}}}} \left( t \right) \)

Time-dependent initial stiffness of pile toe

\( K_{{0,{\text{z}}}} \left( t \right) \)

Time-dependent initial stiffness of the soil column with unit length at the pile–soil interface

\( k_{\text{h}} \)

Horizontal coefficient of permeability

\( L \)

Length of pile

\( M \)

Slope of critical state line

\( N_{\text{c}} \)

Pile toe resistance factor

\( N_{\text{ke}} \)

Cone resistance factor

\( {\text{OCR}} \)

Overconsolidation ratio

\( p_{0}^{{\prime }} \)

Far-field geostatic mean effective stress

\( p^{{\prime }} \left( t \right) \)

Mean effective stress of the soil adjacent to the pile shaft during consolidation

\( p_{\text{f}}^{{\prime }} \)

Mean effective stress of soil in the vicinity of the pile immediately after pile installation

\( Q_{\text{u}} \left( t \right) \)

Time-dependent total load carrying capacity

\( q_{\text{b}} \left( t \right) \)

Mobilized resistance at pile toe

\( q_{\text{bu}} \)

Ultimate pile toe resistance

\( q_{\text{bu}} \left( t \right) \)

Pile toe resistance at any time after pile installation

\( q_{\text{c}} \)

Cone tip resistance

\( q_{\text{e}} \)

Effective cone tip resistance

\( \bar{q}_{\text{e}} \)

Average effective cone resistance in pile toe influence zone

\( q_{\text{t}} \)

Corrected cone tip resistance

\( R_{\text{f}} \)

Failure ratio

\( r \)

Radial distance from pile axis

\( r_{\text{m}} \)

Limiting radius beyond which shear stress induced by pile loading is negligible

\( r_{\text{p}} \)

Pile radius

\( \gamma_{\text{w}} \)

Unit weight of water

\( r_{\text{y}} \)

Radius of plastic zone developed around pile

\( s_{{{\text{u}},{\text{tc}}}} , s_{{{\text{u}},{\text{ps}}}} \)

Undrained shear strengths of soil under triaxial compression condition and plane strain condition, respectively

\( T \)

Non-dimensional time

\( T_{\text{pile}} ,T_{\text{CPTu}} \)

Non-dimensional time for dissipation of normalized excess pore pressure around the pile and piezocone, respectively

\( t_{\text{pile}} ,t_{\text{CPTu}} \)

Real consolidation time of the soil around the pile and piezocone

\( U_{\text{pile}} \left( t \right),U_{\text{pile}} \left( t \right) \)

Degrees of consolidation of the soil around the pile and piezocone

\( u \)

Pore water pressure

\( u_{1} ,u_{2} ,u_{3} \)

Measured pore water pressures at cone tip, shoulder and shaft

\( v^{{\prime }} \)

Effective Poisson’s ratio

\( W_{\text{b}} \)

Displacement at pile toe

\( W_{{{\text{s}},z}} \)

Pile–soil relative displacement at depth \( z \)

\( \alpha \)

Shaft resistance factor of total stress method

\( \alpha_{\text{c}} \left( t \right) \)

Time-dependent shaft resistance factor

\( \beta \)

Shaft resistance factor of effective stress method

\( \Delta u \)

Excess pore water pressure

\( \Delta u_{\text{pile}} ,\Delta u_{\text{CPTu}} \)

Excess pore water pressure around the pile and the piezocone

\( \Delta u_{\text{t}} \)

Limit excess pore water pressure developed at the wall of an expanding spherical cavity

\( \eta_{0} \)

Initial stress ratio of soil

\( \eta_{\text{y}}^{*} \)

Relative stress ratio at the elastic–plastic boundary

\( \kappa \)

Slope of swelling line in \( e \)-ln \( p^{{\prime }} \) plane

\( \Uplambda \)

Plastic volumetric strain ratio

\( \lambda \)

Slope of compression line in \( e \)-ln \( p^{{\prime }} \) plane

\( \upsilon \)

Specific volume

\( \xi \)

Parameter for simplifying expression

\( \rho_{\text{s}} \)

Ratio of undrained shear strength at any given time after installation to in situ undrained shear strength

\( \rho_{\text{G}} \)

Ratio of shear modulus at any given time after installation to in situ shear modulus

\( \sigma_{\text{r}}^{{\prime }} ,\sigma_{\text{z}}^{{\prime }} \)

Radial and vertical effective stresses

\( \sigma_{\text{u}} \)

Limit expansion pressure

\( \sigma_{{{\text{v}}0}}^{{\prime }} \)

Effective vertical stress

\( \sigma_{\text{rf}}^{\prime} ,\sigma_{\text{zf}}^{\prime} \)

Radial and vertical effective stresses at failure

\( \tau_{\text{rzf}} \)

Shear stress at failure

\( \tau_{{{\text{s}},{\text{z}}}} \left( t \right) \)

Mobilized shaft shear resistance

\( \varphi^{{\prime }} \)

Internal effective friction angle of soil

\( \chi \)

Ratio of soil shear modulus at middle depth to that of the pile toe

\( \psi_{\text{f}} \)

Stress-transformed parameter under plane strain condition

Notes

Acknowledgements

The authors are grateful for the financial support provided by the National Natural Science Foundation of China (Grant No. 41772290) for this research work.

References

  1. 1.
    Abufarsakh MY, Titi HH (2004) Assessment of direct cone penetration test methods for predicting the ultimate capacity of friction driven piles. J Geotech Geoenviron Eng 130(9):935–944CrossRefGoogle Scholar
  2. 2.
    Abufarsakh MY, Rosti F, Souri A (2015) Evaluating pile installation and subsequent thixotropic and consolidation effects on setup by numerical simulation for full-scale pile load tests. Can Geotech J 52(11):1734–1746CrossRefGoogle Scholar
  3. 3.
    Agaiby S, Mayne PW (2018) Interpretation of piezocone penetration and dissipation tests in sensitive Leda clay at Gloucester test site. Can Geotech J 55(12):1781–1794CrossRefGoogle Scholar
  4. 4.
    Augustesen AH (2006) The effects of time on soil behaviour and pile capacity. Doctoral dissertation, Aalborg University, Department of Civil EngineeringGoogle Scholar
  5. 5.
    Baligh MM (1985) Strain path method. J Geotech Eng 111(9):1108–1136CrossRefGoogle Scholar
  6. 6.
    Basu P, Prezzi M, Salgado R, Chakraborty T (2014) Shaft resistance and setup factors for piles jacked in clay. J Geotech Geoenviron Eng 140(3):04013026CrossRefGoogle Scholar
  7. 7.
    Bond AJ (1989) Behaviour of displacement piles in overconsolidated clays. Ph.D. thesis, Imperial College London, London, UKGoogle Scholar
  8. 8.
    Bullock PJ, Schmertmann JH, McVay MC, Townsend FC (2005) Side shear setup. I: test piles driven in Florida. J Geotech Geoenviron Eng 131(3):292–300CrossRefGoogle Scholar
  9. 9.
    Burns SE, Mayne PW (1995) Coefficient of consolidation (ch) from type 2 piezocone dissipation in overconsolidated clays. In: Proceedings, International Symposium on Cone Penetration Testing (CPT ‘95), Linkøping, Sweden, vol 2, pp 137–142Google Scholar
  10. 10.
    Burns SE, Mayne PW (1998) Monotonic and dilatory pore-pressure decay during piezocone tests in clay. Can Geotech J 35(6):1063–1073CrossRefGoogle Scholar
  11. 11.
    Cai GJ, Liu SY, Tong LY, Du GY (2009) Assessment of direct CPT and CPTU methods for predicting the ultimate bearing capacity of single piles. Eng Geol 104(3–4):211–222CrossRefGoogle Scholar
  12. 12.
    Cao LF, Teh CI, Chang MF (2001) Undrained cavity expansion in modified Cam clay I: theoretical analysis. Géotechnique 51(4):323–334CrossRefGoogle Scholar
  13. 13.
    Chang MF, Teh CI, Cao LF (2001) Undrained cavity expansion in modified Cam clay II: application to the interpretation of the piezocone test. Géotechnique 51(4):335–350CrossRefGoogle Scholar
  14. 14.
    Chen JJ, Zhang LY (2013) Effect of spatial correlation of cone tip resistance on the bearing capacity of piles. J Geotech Geoenviron Eng 139(3):494–500MathSciNetCrossRefGoogle Scholar
  15. 15.
    Chow FC (1997) Investigations into the behaviour of displacement piles for offshore foundations. Imperial College London, LondonGoogle Scholar
  16. 16.
    Clough GW, Duncan JM (1971) Finite element analyses of retaining wall behavior. J Soil Mech Found Div ASCE 97(12):1657–1673Google Scholar
  17. 17.
    Dafalias YF (1987) An anisotropic critical state clay plasticity model. In: Proceedings of the constitutive laws for engineering materials: theory and applications, Tucson, pp 513–521Google Scholar
  18. 18.
    De Chaunac H, Holeyman A (2018) Numerical analysis of the set-up around the shaft of a closed-ended pile driven in clay. Géotechnique 68(4):332–344CrossRefGoogle Scholar
  19. 19.
    De Kuiter J, Beringen FL (1979) Pile foundations for large North Sea structures. Mar Georesour Geotechnol 3(3):267–314CrossRefGoogle Scholar
  20. 20.
    Doherty P, Gavin K (2011) The shaft capacity of displacement piles in clay: a state of the art review. Geotech Geol Eng 29(4):389–410CrossRefGoogle Scholar
  21. 21.
    Eslami A, Fellenius BH (1997) Pile capacity by direct CPT and CPTu methods applied to 102 case histories. Can Geotech J 34(6):886–904CrossRefGoogle Scholar
  22. 22.
    Fateh AMA, Eslami A, Fahimifar A (2017) Direct CPT and CPTu methods for determining bearing capacity of helical piles. Mar Georesour Geotechnol 35(2):193–207CrossRefGoogle Scholar
  23. 23.
    Guo WD (2000) Visco-elastic consolidation subsequent to pile installation. Comput Geotech 26(2):113–144CrossRefGoogle Scholar
  24. 24.
    Hesham M, Naggar E, Sakr M (2000) Evaluation of axial performance of tapered piles from centrifuge tests. Can Geotech J 37(6):1295–1308CrossRefGoogle Scholar
  25. 25.
    Hu Z, McVay M, Bloomquist D, Horhota D, Lai P (2012) New ultimate pile capacity prediction method based on cone penetration test (CPT). Can Geotech J 49(8):961–967CrossRefGoogle Scholar
  26. 26.
    Huang W, Sheng D, Sloan SW, Yu HS (2004) Finite element analysis of cone penetration in cohesionless soil. Comput Geotech 31(7):517–528CrossRefGoogle Scholar
  27. 27.
    Khanmohammadi M, Fakharian K (2017) Numerical modelling of pile installation and set-up effects on pile shaft capacity. Int J Geotech Eng 13:484–498CrossRefGoogle Scholar
  28. 28.
    Khanmohammadi M, Fakharian K (2018) Numerical simulation of soil stress state variations due to mini-pile penetration in clay. Int J Civ Eng 16(4):409–419CrossRefGoogle Scholar
  29. 29.
    Kraft LM, Focht JA, Amerasinghe SF (1981) Friction capacity of piles driven into clay. J Geotech Geoenviron Eng 107(GT 11):1521–1541Google Scholar
  30. 30.
    Kraft LM, Ray RP, Kakaaki T (1981) Theoretical t–z curves. J Geotech Eng Div 107(11):1543–1561Google Scholar
  31. 31.
    Lee KM, Xiao ZR (2001) A simplified nonlinear approach for pile group settlement analysis in multilayered soils. Can Geotech J 38(5):1063–1080CrossRefGoogle Scholar
  32. 32.
    Li L, Li JP, Sun DA (2016) Anisotropically elasto-plastic solution to undrained cylindrical cavity expansion in K0-consolidated clay. Comput Geotech 73:83–90CrossRefGoogle Scholar
  33. 33.
    Li L, Li JP, Sun DA, Gong WB (2017) Analysis of time-dependent bearing capacity of a driven pile in clayey soils by total stress method. Int J Geomech 17(7):04016156CrossRefGoogle Scholar
  34. 34.
    Li L, Li JP, Sun DA, Gong WB (2017) Semi-analytical approach for time-dependent load–settlement response of a jacked pile in clay strata. Can Geotech J 54(12):1682–1692CrossRefGoogle Scholar
  35. 35.
    Lunne T, Eidsmoen T, Gillespie D, Howland JD (1986) Laboratory and field evaluation of cone penetrometers. In: Proceedings of the ASCE specialty conference on use of in situ tests in geotechnical engineering, Blacksburg, Virginia, pp 714–729Google Scholar
  36. 36.
    Matsuoka H (1976) On the significance of the “spatial mobilized plane”. Soils Found 16(1):91–100CrossRefGoogle Scholar
  37. 37.
    Matsuoka H, Sun DA (2006) The SMP concept-based 3D constitutive models for geomaterials. Taylor and Francis, LeidenGoogle Scholar
  38. 38.
    Matsuoka H, Yao Y, Sun D (1999) The Cam-clay models revised by the SMP criterion. Soils Found 39(1):81–95CrossRefGoogle Scholar
  39. 39.
    Mayne PW (1991) Determination of OCR in clays by piezocone tests using cavity expansion and critical state concepts. Soils Found 31(2):65–76MathSciNetCrossRefGoogle Scholar
  40. 40.
    Mayne PW, Elhakim A (2002) Axial pile response evaluation by geophysical piezocone tests. In: Proceedings of the 9th international conference on piling and deep foundations, DFI, Nice, Presses de l’ecole nationale des Ponts et chaussees, pp 543–550Google Scholar
  41. 41.
    Mayne PW, Holtz RD (1988) Profiling stress history from piezocone soundings. Soils Found 28(1):16–28CrossRefGoogle Scholar
  42. 42.
    Mayne PW, Kulhawy FH (1982) K0-OCR relationships in soil. J Geotech Eng Div 108(6):851–872Google Scholar
  43. 43.
    Mayne PW, Niazi FS (2009) Evaluating axial elastic pile response from cone penetration tests (The 2009 Michael W. O’Neill Lecture). DFI J J Deep Found Inst 3(1):3–12CrossRefGoogle Scholar
  44. 44.
    Motta E (1994) Approximate elastic-plastic solution for axially loaded piles. J Geotech Eng 120(9):1616–1624CrossRefGoogle Scholar
  45. 45.
    Niazi FS, Mayne PW (2013) Cone penetration test based direct methods for evaluating static axial capacity of single piles. Geotech Geol Eng 31(4):979–1009CrossRefGoogle Scholar
  46. 46.
    Niazi FS, Mayne PW (2016) CPTu-based enhanced UniCone method for pile capacity. Eng Geol 212:21–34CrossRefGoogle Scholar
  47. 47.
    Randolph MF (2003) Science and empiricism in pile foundation design. Géotechnique 53(10):847–876CrossRefGoogle Scholar
  48. 48.
    Randolph MF, Wroth CP (1979) An analysis of the vertical deformation of pile groups. Géotechnique 29(4):423–439CrossRefGoogle Scholar
  49. 49.
    Randolph MF, Wroth CP (1979) An analytical solution for the consolidation around a driven pile. Int J Numer Anal Methods Geomech 3(3):217–229zbMATHCrossRefGoogle Scholar
  50. 50.
    Randolph MF, Wroth CP (1981) Application of the failure state in undrained simple shear to the shaft capacity of driven piles. Géotechnique 31(1):143–157CrossRefGoogle Scholar
  51. 51.
    Randolph MF, Carter JP, Wroth CP (1979) Driven piles in clay-the effects of installation and subsequent consolidation. Géotechnique 29(4):361–393CrossRefGoogle Scholar
  52. 52.
    Robertson PK, Woeller DJ, Gillespie D (1990) Evaluation of excess pore pressures and drainage conditions around driven piles using the cone penetration test with pore pressure measurements. Can Geotech J 27(2):249–254CrossRefGoogle Scholar
  53. 53.
    Roy M, Blanchet R, Tavenas F, Rochelle PL (1981) Behaviour of a sensitive clay during pile driving. Can Geotech J 18(1):67–85CrossRefGoogle Scholar
  54. 54.
    Roy M, Tremblay M, Tavenas F, Rochelle PL (1982) Development of pore pressures in quasi-static penetration tests in sensitive clay. Can Geotech J 19(2):124–138CrossRefGoogle Scholar
  55. 55.
    Saldivar EE, Jardine RJ (2005) Application of an effective stress design method to concrete piles driven in Mexico City clay. Can Geotech J 42(6):1495–1508CrossRefGoogle Scholar
  56. 56.
    Samson L, Authier J (1986) Change in pile capacity with time: case histories. Can Geotech J 23(2):174–180CrossRefGoogle Scholar
  57. 57.
    Schneider JA, Xu X, Lehane B (2008) Database assessment of CPT-based design methods for axial capacity of driven piles in siliceous sands. J Geotech Geoenviron Eng 134(9):1227–1244CrossRefGoogle Scholar
  58. 58.
    Skov R, Denver H (1988) Time dependence of bearing capacity of piles. In: Fellenius BH (ed) Proceedings of 3rd international conference on the application of stress-wave theory to piles. BiTech, Ottawa, pp 879–888Google Scholar
  59. 59.
    Sully JP, Robertson PK, Campanella RG, Woeller DJ (1999) An approach to evaluation of field CPTU dissipation data in overconsolidated fine-grained soils. Can Geotech J 36(2):369–381CrossRefGoogle Scholar
  60. 60.
    Sun DA, Matsuoka H, Yao YP, Ishii H (2004) An anisotropic hardening elastoplastic model for clays and sands and its application to FE analysis. Comput Geotech 31(1):37–46CrossRefGoogle Scholar
  61. 61.
    Suzuki Y, Lehane BM (2015) Analysis of CPT end resistance at variable penetration rates using the spherical cavity expansion method in normally consolidated soils. Comput Geotech 69:141–152CrossRefGoogle Scholar
  62. 62.
    Teh CI, Houlsby GT (1991) Analytical study of the cone penetration test in clay. Géotechnique 41(1):17–34CrossRefGoogle Scholar
  63. 63.
    Torstensson BA (1977) The pore pressure probe. Geoteknikkdagen, Oslo, Paper 34, pp 34.1–34.15Google Scholar
  64. 64.
    Vardanega PJ, Williamson MG, Bolton MD (2012) Bored pile design in stiff clay II: mechanisms and uncertainty. Proc Inst Civ Eng Geotech Eng 165(4):233–246CrossRefGoogle Scholar
  65. 65.
    Wang ZJ, Xie XY, Wang JC (2012) A new nonlinear method for vertical settlement prediction of a single pile and pile groups in layered soils. Comput Geotech 45:118–126CrossRefGoogle Scholar
  66. 66.
    Wardle IF, Price G, Freeman J (1992) Effect of time and maintained load on the ultimate capacity of pile in stiff clay. Piling: European Practice and Worldwide Trends: Proceedings of the Conference Organized by the ICE, London, pp 92–99Google Scholar
  67. 67.
    Wheeler SJ, Naatanen A, Karstunen M, Lojander M (2003) An anisotropic elastoplastic model for soft clays. Can Geotech J 40(2):403–418CrossRefGoogle Scholar
  68. 68.
    Wood DM (1990) Soil behaviour and critical state soil mechanics. Cambridge University Press, CambridgezbMATHGoogle Scholar
  69. 69.
    Xu X, Schneider JA, Lehane B (2008) Cone penetration test (CPT) methods for end-bearing assessment of open- and closed-ended driven piles in siliceous sand. Can Geotech J 45(8):1130–1141CrossRefGoogle Scholar
  70. 70.
    Ye WM, Huang Y, Tang YQ, Lu PJ (2000) Time-effect of bearing capacity of driven pile in saturated soil. Rock Soil Mech 21(4):367–369Google Scholar
  71. 71.
    Yu HS (2000) Cavity expansion methods in geomechanics. Kluwer Academic Publishers, DordrechtzbMATHCrossRefGoogle Scholar
  72. 72.
    Zhang LY, Chen JJ (2012) Effect of spatial correlation of SPT data on bearing capacity of driven piles in sand. Can Geotech J 49(4):394–402CrossRefGoogle Scholar
  73. 73.
    Zhang QQ, Zhang ZM (2012) A simplified nonlinear approach for single pile settlement analysis. Can Geotech J 49(11):1256–1266CrossRefGoogle Scholar
  74. 74.
    Zheng JJ, Lu YE, Yin JH, Guo J (2010) Radial consolidation with variable compressibility and permeability following pile installation. Comput Geotech 37(3):408–412CrossRefGoogle Scholar
  75. 75.
    Zhu H, Chang MF (2002) Load transfer curves along bored piles considering modulus degradation. J Geotech Geoenviron Eng 128:764–774CrossRefGoogle Scholar

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© Springer-Verlag GmbH Germany, part of Springer Nature 2019

Authors and Affiliations

  1. 1.Department of Geotechnical EngineeringTongji UniversityShanghaiChina
  2. 2.Department of Civil EngineeringShanghai UniversityShanghaiChina

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