(1. Key Laboratory of Ministry of Education for Geomechanics and Embankment Engineering，Hohai University，Nanjing，Jiangsu 210098，China；2. Research Institute of Geotechnical Engineering，Hohai University，Nanjing，Jiangsu 210098，China；3. National Engineering Research Center of Water Resources Efficient Utilization and Engineering Safety，Hohai University，
Nanjing，Jiangsu 210098，China)
Abstract：Considering the hysteretic damping of soil and coupled vibration between pile，outer and inner soil，the frequency-domain vertical vibration response of cast-in-place concrete large diameter pipe pile in viscoelastic soil is investigated. The pile and the soil are treated as one-dimensional rod and axisymmetric viscoelastic medium，respectively. The frequency domain solutions of outer and inner soil are obtained by Laplace transformation technique and separation of variables method. The dynamic response of pile is then obtained based on the continuity assumption of displacement and stress between pile and outer soil as well as inner soil. The solution is compared with that of solid pile to verify its rationality. Moreover，by analyzing the effects of pile length，shear modulus of soil and pile radii on the complex stiffness of pile，the regularity of variations of vibration characteristic with parameters is obtained. Analysis shows that the oscillation amplitudes and resonance frequencies of complex impedance of pile decrease with the increasing pile length，but when pile length increases to a critical length，the effect tends to vanish；the oscillation amplitudes of complex impedance decrease with the increasing shear modulus of soil，and the effect of shear modulus of outer soil is larger than that of inner soil；the oscillation amplitudes of complex impedance increase with the increasing outer radius or decreasing inner radius.
MILITANO G，RAJAPAKSE R. Dynamic response of a pile in a multi-layered soil to transient torsional and axial loading[J]. Geotechnique，1999，49(1)：91-109.
<body>Your browse does not support frame!</body>
2014, Vol. 33 
