Moduli and Damping Factors for Dynamic Analyses of Cohesionless Soils

Numerical simulation of liquefaction effects on seismic SSI

“…Figure 6 shows the responses of these DCS tests obtained by the model of the loose sand at σ ′ mo =40 and 80kPa. The tests results are compared with the reference curves given by Seed et al [17]. We can notice that the obtained G/G max − γ curves match relatively good though for strains less than 0.01% the damping D is underestimated while for large strains it is overestimated.…”

“…6. Comparison between simulated and reference curves obtained by Seed et al [17] The obtained curve of cyclic stress ratio (τ /σ ′ m ) as a function of the number of loading cycles to produce liquefaction (N ) at σ ′ m =40kPa is given in figure 7. The modelled test result is compared with the reference curves given by Seed and Idriss [18] for sands at different densities (i.e.…”

“…We can notice that the obtained G/G max − γ curves match relatively good though for strains less than 0.01% the damping D is underestimated while for large strains it is overestimated. Simulation σ' mo = 80kPa Seed et al 1986 Simulation σ' mo = 40kPa Simulation σ' mo = 80kPa Seed et al 1986 Fig. 6.…”

Effects of soil–foundation–structure interaction on seismic structural response via robust Monte Carlo simulation

“…Note that in the second phase of this study which is reported elsewhere [20], the SFSI effects on structural nonlinear response were considered. The soil-foundation part is represented by an equivalent linear cone model [21] taking into account nonlinearity in the soil stress-strain behaviour via the equivalent linear approach [22]. It should be acknowledged that the adopted soil-foundation element does not cover the extreme material nonlinearity or geometrical nonlinearity (uplift or sliding) since they are beyond the scope of this study.…”

Analysis of Shear Modulus(G)-Shear Strain(γ)-Degree of Saturation(S) Characteristics of Compacted Subgrade Soil used as Railway Trackbed

“…흙재료의 전단탄성계수(G)는 전단변형률(γ)이 증가할수록 감소하며 전단탄성계수(G)와 전단응력(τ) 및 전단변 형률(γ) 사이의 상관식은 식 (3)과 같다. [5]. 비파괴시험으로부터 얻은 저변형률에서의 현장 최대전단탄성계수(G max )로부터 정규화 전단탄성계수 감소곡선과 변형계수 (E) 및 축변형률(ε)로의 변환을 통해 중간변형률 영역에서의 설계 변형계수(E) 결정이 가능하다.…”