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Pages 8-18

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From page 8...
... 8 3.1 General One-dimensional effective-stress SRA is usually preceded by at least one of two types of total stress analysis (TSA)
From page 9...
... Site Response Analysis – Theoretical Background 9   Soil nonlinearity is accounted for by modulus reduction and damping curves. Modulus reduction and damping curves are developed from the results of drained testing, including cyclic direct simple shear (CyDSS)
From page 10...
... 10 Seismic Site Response Analysis with Pore Water Pressure Generation: Guidelines by fitting of these curves, they are referred to as the "Seed–Idriss" constitutive model and are abbreviated in the balance of this study as the S-I constitutive model. Equivalent-linear analysis is used in this study as the reference analysis for validation of nonlinear models (see Section 7.2.3.2)
From page 11...
... Site Response Analysis – Theoretical Background 11   For the Central and Eastern United States (CEUS) , an assumption of fmax = 50 Hz is commonly used, and the maximum layer thickness is calculated as: h 002EUSC maxi s i = V` ` `j j j (Equation 4)
From page 12...
... 12 Seismic Site Response Analysis with Pore Water Pressure Generation: Guidelines is frequency dependent (i.e., it changes during shaking, especially when soil is modeled by nonlinear soil models with PWP generation and dissipation where soil period is reduced as shaking progresses) , and therefore, a better way to evaluate it is by means of an appropriate model.
From page 13...
... Site Response Analysis – Theoretical Background 13   Once information on soil deposit layering, groundwater elevation, mass density, stiffness, and viscous damping has been evaluated, matrices [M]
From page 14...
... 14 Seismic Site Response Analysis with Pore Water Pressure Generation: Guidelines Cyclic loading and reloading can be accounted for by applying rules for loading and reloading that are commonly referred to as the Masing rules (Masing, 1926)
From page 15...
... Site Response Analysis – Theoretical Background 15   Several rules for soil strength and stiffness degradation due to PWP buildup are available. These rules include the degradation index δ, which is an empirical parameter proposed by Idriss et al.
From page 16...
... 16 Seismic Site Response Analysis with Pore Water Pressure Generation: Guidelines increases beyond γtvp, generation of excess PWP is initiated. Excess PWP degrades both soil strength and stiffness, as schematically illustrated in Figure 3-5.
From page 17...
... Site Response Analysis – Theoretical Background 17   There are three advantages of this class of effective-stress CMs: (i) physical interpretation of the real-world phenomenon is, arguably, more accurate, (ii)
From page 18...
... 18 Seismic Site Response Analysis with Pore Water Pressure Generation: Guidelines 3.6 Development of Model Parameters Documentation for most CMs includes tables of generic material parameters. For advanced CMs, two generic parameter tables are usually provided, one for stress-controlled testing and another one for strain-controlled testing.

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