Kinematic response of single piles for different boundary conditions: Analytical solutions and normalization schemes

Reduction of Seismic Loading on Structures Induced by Piles in Inhomogeneous Soil

“…Results are plotted in Figure 2 for the soil-pile cases 5, 6, 7 and 8 reported in Table 1, referring to V s,30 = 200m/s and d = 1m. It can be noticed that in the case of homogeneous soil, employing the static value of λ with δ = 1.2 is the best choice for assessing pile-to-soil acceleration ratio, in agreement with the findings by Anoyatis et al (2013). For inhomogeneous soils, two issues are noteworthy: First, for f < 3f 1 , with f 1 being the fundamental frequency of the soil, the realvalued λ still provides more accurate results, while for higher frequencies the complex value seems more appropriate; and second, the optimum value of δ depends on the excitation frequency and the subsoil conditions.…”

“…Comprehensive reviews of literature expressions for stiffness and damping coefficients may be found in the recent works by Anoyatis & Lemnitzer (2016) and Karatzia & Mylonakis (2016b). Anoyatis et al (2013) showed that the kinematic interaction factor I u of a flexible fixedhead pile in a homogeneous layer, with shear wave velocity V s , is controlled by the single dimensionless frequency a oλ (= ω/λV s ):…”

Axial kinematic response of end‐bearing piles to P waves

“…In Winkler analyses, λL is a dimensionless slenderness parameter controlling pile response. In the same token, in continuum models, L m = ( L ∕ d )( E p ∕ E s ) − 1 ∕ 2 may be viewed as a mechanical slenderness , which, like λL , encompasses geometrical slenderness and pile–soil stiffness ratio. Evidently, pile–soil systems characterized by similar values of mechanical slenderness L m tend to behave in a similar way.…”

Piles-Induced Filtering Action and Its Effect on the Seismic Response of Buildings

“…All the studies above and further studies on the subject [6][7][8][9][10][11] demonstrate that for motions that are rich in high frequency components, even practically flexible piles may not be able to follow the wavy movements of the free-field. On the other hand, if low-frequency compo-nents of the input motion are predominant, the scattered field is weak, and the support motion can be expected to be approximately equal to that of the free-field [12][13][14].…”