Site response analysis is an important method to simulate the seismic waves from the underlying bedrock to ground shaking through local soil conditions. The properties of the local soil conditions such as the layering, the shear wave velocity ( ) and the modulus reduction and damping (MRD) curves have significant influence to ground shaking.
Characteristics of local soils have been carried out in many works. By assuming constant values of both the shear modulus and the damping factor of a soil, Seed and Idriss (1969) provided an appropriate analysis to estimate the surface response during earthquakes. Based on comparison between the laboratory and field tests, Seed et al. (1986) proposed numerical models of relationship between nonlinear shear modulus reduction and material damping increase curves for sandy and gravelly soils. Effects of nonlinear dynamic soil properties are investigated in studies of Hardin and Drnevich, (1972) – HD72; Anderson and Woods, (1975) – AW75; Darendeli, (2001) – Da01. An analytical model of nonlinear soil behavior with shear strain, namely hyperbolic model was developed by HD72. Later a modified hyperbolic model was included the research performed by Da01 to model the relationship between material damping ratio and strain.
The other model is a Ramberg-Osgood model which used by AW75 to describe the variation of shear modulus with shearing strain.
Ishibashi and Zhang (1993) collected available experimental data on dynamic shear modulus and damping ratios of soil properties including strain-dependent shear modulus and damping ratio, and proposed formulas for properties.
Based on the previous researches, Menq (2003) developed and presented a multi-mode device to evaluate the dynamic properties of sandy and gravelly soils. The dynamic properties of sandy and gravelly soils using a multi-mode device is investigated by Menq (2003).
The soil profiles with the corresponding properties such as thickness, , density, shear modulus also have an important impact on the soil behavior. Many researchers also present probabilistic approaches in practical earthquake engineering applications (Koutsourelakis et al., 2002; Popescu et al., 2006; Rathje et al., 2010 – Ra10). Koutsourelakis (2002) used non-Gaussian random fields and ground motion as a non-stationary random process for soil properties model. The variation of profile and nonlinear soil properties was considered to evaluate the effects of soil characterization (Ra10).
Additional work by Bazzurro and Cornell (2004) for considering the influence of stochastic soil layers on ground motion intensity at the surface of soil. Andrade, J. E., & Borja, R. I. (2006) investigated the soil response by comparing the equivalent linear (Idriss and Sun, 1992 – IS92) and time domain nonlinear (Borja et al, 2000) model. Kwok (2008), who evaluated the soil behavior of specific site in Turkey Flat using the nonlinear and equivalent-linear ground-response computer code DEEPSOIL (Hashash et al., 2012 – Ha12) and compared with the prediction to measurements. Nour et al. (2003) presented a finite element model for the probabilistic seismic response, which the is randomized by using the non-Gaussian distribution.
Usually, in engineering practice, there is no data available about the stochastic variable, example the layer thickness, . Therefore, it is necessary to develop a simulation technique of uncertainty processes. An essential part of the probabilistic methods is the selection of probability distribution functions to represent the uncertainty of the random variables considered.
In this study, the good solution namely PSHAKE based on the original SHAKE91 framework of site response analysis is proposed. The site response analyses are conducted using randomized soil deposit (soil profile and nonlinear soil properties). The property randomization includes the variation of the shear wave velocities and thickness of soil deposit from the surface to bedrock using the different probabilistic distribution. The random is assumed to be station stochastic process but with the different probabilistic distribution including normal and log-normal distribution. In Toro (1995) – To95 process, the is described as a non-Gaussian distribution. The layer thickness can be modelled using either a uniform, normal or log-normal distribution. The results of fifty randomized profiles are used to confirm the influence of layering and on the site response analyses. The results of maximum peak ground motion at each layer, the amplification function and the response spectrum of ground motion are presented for evaluating the effects of probabilistic distribution.