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Abstract: The increase in capacity of displacement piles with time after installation is typically known as soil/pile set-up. A full-scale field test is carried out to observe the set-up effect for open-ended concrete pipe piles jacked into mixed soils. Both the total capacity and the average unit shaft resistance increase approximately linearly with logarithmic time. The average increase rate for unit shaft resistance is 44% per log cycle, while the average increase for total capacity is approximately 21%. A review on case histories for long-term set-up indicates an average set-up rate of approximately 40%. Based on this, the mechanism of pile set-up is discussed in detail and a three-phase model is suggested.

[1]Astedt, B., Weiner, L., Holm, G., 1992. Increase in Bearing Capacity with Time for Friction Piles in Silt and Sand. Proceedings of Nordic Geotechnical Meeting, p.411-416.

[2]Axelsson, G., 1993. Pile Test Report for the Bridge over Pite River at Bole. Skanska Teknik AB, Danderyd, Sweden.

[3]Axelsson, G., 1994. Pile Test Report for the Varby Bridge. Skanska Teknik AB, Danderyd, Sweden.

[4]Axelsson, G., 1998. Long-Term Set-up of Driven Piles in Sand Evaluated from Dynamic Tests on Penetration Rods. Proceedings of the 1st International Conference on Site Characterization, Atlanta, 2:895-900.

[5]Axelsson, G., 2000. Long-Term Set-up of Driven Piles in Non-Cohesive Soils. PhD Thesis, Royal Institute of Technology, Stockholm.

[6]Axelsson, G., 2002. A conceptual model of pile set-up for driven piles in non-cohesive soil. Geotechnical Special Publication, 116(1):64-79.

[7]Bogard, J.D., Matlock, H., 1990. Application of Model Pile Tests to Axial Pile Design. 22nd Annual Offshore Technology Conference, Houston, 3:271-278.

[8]Bullock, P.J., Schmertmann, J.H., McVay, M.C., Townsend, F.C., 2005a. Side shear setup. I: Test piles driven in Florida. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 131(3):292-300.

[9]Bullock, P.J., Schmertmann, J.H., McVay, M.C., Townsend, F.C., 2005b. Side shear setup. II: Results from Florida test piles. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 131(3):301-310.

[10]Camp III, W.M., Parmar, H.S., 1999. Characterization of pile capacity with time in the cooper marl: study of application of a past approach to predict long-term pile capacity. Journal of the Transportation Research Board, 1663(1):16-24.

[11]Chow, F.C., Jardine, R.J., Naroy, J.F., Brucy, F., 1998. Effects of time on capacity of pipe piles in dense marine sand. Journal of Geotechnical & Geoenvironmental Engineering, ASCE, 124(3):254-264.

[12]Doherty, P., Gavin, K., Gallagher, D. 2010. Field Investigation of the Undrained Base Resistance of Pipe Piles in Clay. Proceeding of the ICE Geotechnical Engineering, 163(1):13-22.

[13]Eriksson, H., 1992. Behaviour of Driven Piles Evaluated from Stress Wave Measurements Performed during Dynamic Probing. PhD Thesis, Royal Institute of Technology, Stockholm.

[14]Fellenius, B.H., Riker, R.E., O’Brian, A.J., Tracy, G.R., 1989. Dynamic and static testing in soils exhibiting set-up. Journal of Geotechnical & Geoenvironmental Engineering, ASCE, 115(7):984-1001.

[15]Fellenius, B.H., Edde, R.D., Beriault, L.L., 1992. Dynamic and Static Testing for Pile Capacity in a Fine-Grained Soil. Proceedings of the 4th International Conference Application Stress-Wave Theory to Piles, Hague, the Netherlands, p.401-408.

[16]Flaate, K., 1972. Effects of pile driving in clays. Canadian Geotechnical Journal, 9(1):81-88.

[17]Huang, S., 1988. Application of Dynamic Measurement on Long H-Pile Driven into Soft Ground in Shanghai. Proceedings of the 3rd International Conference on the Application of Stress-Wave Theory to Piles, Ottawa, Ontario, Canada, p.635-643.

[18]Hunt, S.W., Baker, C.N., 1988. Use of Stress-Wave Measurements to Evaluate Piles in High Set-up Conditions. Proceedings of the 3rd International Conference on the Application of Stress-Wave Theory to Piles, Ottawa, p.689-705.

[19]JGJ106-2003. China Academy of Building Research. Chinese Technical Code for Testing of Building Foundation. China Architecture and Building Press, Beijing, China, (in Chinese).

[20]Komurka, V.E., Wagner, A.B., Edil, T.B., 2003. Estimating Soil/Pile Set-up. Wisconsin Department of Transportation, USA WHRP Report No. 03-05.

[21]Lehane, B.M., Gavin, K.G., 2001. Base resistance of jacked pipe piles in sand. Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 127(6):473-480.

[22]Long, J.H., Bozkurt, D., Kerrigan, J.A., Wysockey, M.H., 1999. Value of methods for predicting axial pile capacity. Journal of the Transportation Research Board, 1663(1):57-63.

[23]Moe, D., Arvesen, H., Holm, O.S., 1981. Friction bearing pile piles at Calabar Port. Proceedings of the 10th International Conference Soil Mechanics and Foundation Engineering, Stockholm, 2:781-786.

[24]Preim, M.J., March, R., Hussein, M., 1989. Bearing Capacity of Piles in Soils with Time Dependent Characteristics. Proceedings of the 3rd International Conference on Piling and Deep Foundations, Brookfield, p.363-370.

[25]Randolph, M.F., 2003. Science and empiricism in pile foundation design. Geotechnique, 53(10):847-875.

[26]Randolph, M.F., Carter, J.P., Wroth, C.P., 1979. Driven piles in clay—the effects of installation and subsequent consolidation. Geotechnique, 29(4):361-393.

[27]Randolph, M.F., Leong, E.C., Houlsby, G.T., 1991. One-dimensional analysis of soil plugs in pipe piles. Geotechnique, 41(4):587-598.

[28]Samson, L., Authier, J., 1986. Change in pile capacity with time: Case histories. Canadian Geotechnical Journal, 23(2):174-180.

[29]Seidel, J.P., Haustorfer, I.J., Plesiotis, S., 1988. Comparison of Dynamic and Static Testing for Piles Founded into Limestone. Proceedings of the 3rd International Conference on the Application of Stress-Wave Theory to Piles, Ottawa, p.717-723.

[30]Skov, R., Denver, H., 1988. Time-Dependence of Bearing Capacity of Piles. Proceedings of the 3rd International Conference on the Application of Stress-Wave Theory to Piles, Vancouver, BC, p.879-888.

[31]Soderberg, L.O., 1961. Consolidation theory applied to foundation pile time effects. Geotechnique, 11(3):217-225.

[32]Svinkin, M.R., Morgano, C.M., Morvant, M., 1994. Pile Capacity as a Function of Time in Clayey and Sandy Soils. Proceedings of the 5th International Conference and Exhibition on Piling and Deep Foundations, Belgium, p.1.11.1-1.11.8.

[33]Tan, S.L., Cuthbertson, J., Kimmerling, R.E., 2004. Prediction of pile set-up in non-cohesive soils. Geotechnical Special Publication, 125:50-65.

[34]Tavenas, F., Audy, R., 1972. Limitations of the driving formulas for predicting bearing capacities of piles in sand. Canadian Geotechnical Journal, 9(1):47-62.

[35]Thomann, T.G., Hryciw, R.D., 1992. Stiffness and strength changes in cohesionless soils due to disturbance. Canadian Geotechnical Journal, 29(5):853-861.

[36]Wendel, E., 1900. On the Test Loading of Piles and Its Application to Foundation Problems in Gothenburg. Tekniska Samf Goteberg handl, 7:3-62.

[37]Wong, P., 1988. The Use of Pile Driving Analyzer at a Hospital Complex in Malasya. Proceedings of the 3rd International Conference on the Application of Stress-Wave Theory to Piles, Ottawa, p.762-770.

[38]York, D.L., Brusey, G.B., Clemente, F.M., Law, S.K., 1995. Set-up and relaxation in glacial sand. International Journal of Rock Mechanics and Mining Sciences and Geomechanics Abstracts, 32(6):265A-265A(1).

[39]Zhang, M.Y., Liu, J.W., Yu, X.X., 2009. Field test study of time effect on ultimate bearing capacity of jacked pipe pile in soft clay. Rock and Soil Mechanics, 30(10):3005-3008 (in Chinese).

[40]Zhu, G.Y., 1988. Wave Equation Applications for Piles in Soft Ground. Proceedings of the 3rd International Conference on the Application of Stress-Wave Theory to Piles, Ottawa, Ontario, Canada, p.831-836.