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Propagation of Earthquake Waves in Buildings with Soft First Floor

Authors:
  • Tianjin University and University of Southern California

Abstract

Simplified response of buildings with a soft first floor and excited by propagating wave motion at the base are studied, so that the physical phenomena associated with phased input excitation can be characterized. Analytical solutions are obtained for two-dimensional continuous building models, neglecting the soilstructure interaction, and for monochromatic antiplane excitation. It is shown that the wave energy does not always propagate from the ground into the building, depending on the value of the horizontal phase velocity of the ground motion. There is a possibility that it propagates only into the "soft" first floor, which then acts as an "isolation layer" for the upper floors. However, this is at the expense of very large deformations of the columns of the first floor, that are not considered in the conventional analysis of buildings. Also, the out-of-phase motion of the base may excite torsional vibrations with large amplitudes. It is concluded that the design for P-delta effects in the soft first floor should not ignore those additional wave passage effects.
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... Spatial and temporal stochastic representations of strong earthquake motion required for such analyses have been investigated in many papers and in a recent book by Zerva [5]. The consequences of differential ground motion have been studied for the bridges [6][7][8], long building [9][10][11][12], and dams [13][14][15]. However, with few exceptions, engineering applications of the response spectrum method ignore the wave propagation effects in the foundation soil, or consider only a simplified stochastic representation of the differences in motion among separate supports. ...
... According to Fig.A3 we can obtain the system of equations of motion of the model as follows 11 ...
... Taking the first and second derivatives of Eq. (A.6) with respect to time and substituting into Eq. (A.5) gives 11 ...
... The effects of differential strong earthquake ground motion become considerable when the distance between the multiple supports is large and must be considered in design analyses of structures. 2 These effects have been investigated by many researchers for structures, such as bridges, [3][4][5] dams, [6][7][8] simple models of structures, 9 beams, [10][11][12] and long buildings. [13][14][15][16] Wave passage effects of strong motion have also been included in the extended responsespectrum method based on the Taylor series approximations of long-waves. [17][18][19][20][21][22] Hao, 23 Zanardo and Hao, 24 and Chouw and Hao [25][26][27] confirmed the need to consider spatially nonuniform ground motions and soil-structure interaction (SSI) in analyses of pounding and unseating of adjacent bridge decks. ...
Article
A simple model of a three‐span, simply supported bridge consisting of three rigid decks supported by two axially rigid piers and rigid abutments at two ends is analyzed by solving the dynamic differential equations. The response spectrum method is not considered, and it is assumed that there is no soil–structure interaction. The bridge is acted upon by the acceleration of gravity, g, and excited by differential horizontal‐, vertical‐, and point‐ and cord‐rocking components of near‐fault ground motion. The model's in‐plane linear response shows that the vertical and rocking ground‐motion components have no noticeable effect on the maximum pounding force between bridge segments when computed for horizontal ground motion only. For the model with system periods longer than 1 s subjected to the strong motion pulse corresponding to magnitude M = 7, the vertical ground‐motion component contributes to the destabilizing effect of the gravity. For bridge periods longer than 0.5 s, the simultaneous action of horizontal and vertical ground‐motion components can noticeably increase the minimum gap size required to prevent pounding and the minimum seating length to avoid the unseating of bridge segments when computed for horizontal ground motion only. For system periods shorter than 1 s, the time delay of input ground motion has a significant effect on the minimum gap size to prevent pounding as well as on the minimum seating length to avoid unseating of the deck. The response of the bridge subjected to differential horizontal, vertical, and point‐rocking ground‐motion components is almost the same as the response under differential horizontal and vertical components of the ground motion. The main contribution to changes in the response, which is computed for horizontal ground motion only, is caused by the vertical and cord rocking of the ground motion. The minimum seating length to avoid the unseating of bridge segments suggested in seismic Iranian Code, No: 463 (Road and railway bridges seismic‐resistant design code, 2008), is conservative for pulses with magnitudes M = 5 and 6, but not conservative for bridge periods longer than about 0.6 s and a near‐field pulse with M = 7 magnitude.
... Examples of simple models are shear and Timoshenko beams, which can model 1D vertically propagating waves, the latter considering the effect of dispersion caused by bending deformation, beams with slabs, which consider dispersion due to periodicity of the floors, and shear plates, which can also model the wave passage effects. 1,9,[20][21][22][23]34,45 In contrast to these simple models, which assume that plane sections remain plane, the more complex models, such as frames and generalized beams derived by homogenization of frames, take into account internal deformations in the structure. 51-55 These generic models studied typically are prismatic, with uniform or piecewise uniform cross-sections. ...
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One dimensional wave propagation is studied in a cantilever conical structure deforming in shear. The structure has rectangular cross-section both dimensions of which decrease linearly along the polar axis (hence, doubly tapered). The equation motion is derived and solved in terms of spherical Bessel functions, which can be expressed exactly as finite algebraic expressions in terms of powers and sine and cosine functions of the polar coordinate. The transfer-matrix for a truncated pyramid element is then derived and generalized to a chain of elements. The model is used to represent a 48-story pyramid-shaped steel-frame skyscraper, the Transamerica Tower in San Francisco, California, in which the Loma Prieta, 1989 earthquake ( Mw=6.9, epicentral distance, R=90 km) was recorded by an array of accelerometers. The building is modeled by homogeneous and layered truncated pyramids. Wave propagation through the building is studied by analysis of impulse response functions computed from the observed earthquake accelerations. In addition, its equivalent homogeneous beam shear-wave velocity is identified solely from its geometry and observed fundamental frequency of vibration. Further, the variation of wave velocity along is height is identified by least squares fit of a layered pyramid model in the observed impulse response functions. The results reveal equivalent homogeneous pyramid wave velocity of about 150-160 m/s in both directions, which is similar to other steel-frame structures. The identified wave velocity profiles are consistent with the structural design. The identified parameters can be used as reference in future structural health monitoring of this structure.
... Understanding these spatial variations and their dependence on the local soil and geologic site conditions is important for the design of long surface and subsurface structures, and for structures with large plan dimensions, in general (e.g., nuclear power plants, bridges and dams). Physically correct characterization of these spatial variations is essential for specifying representative, site-specific characteristics of design ground motions (Hao, 1993;Jalali and Trifunac, 2007, 2009, 2011Kashefi and Trifunac, 1986;Lee, 1990;Todorovska and Trifunac, 1989, 1990a, 1990b, 1997Trifunac, 1994Trifunac, , 2009aTrifunac, , 2009bTrifunac and Gičev, 2006;Trifunac and Todorovska, 1997;Trifunac et al., 1999;Wong and Trifunac, 1975). ...
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... This is illustrated in Fig. 3 in terms of the ratio of the building dimensions and the wavelength of ground motion waves. Numerical tests with two-dimensional (2D) soil-structure models confirm that the structural response may be approximated by means of SDOF only roughly for d/λ<<1/4 [10][11][12][24][25][26]29]. For shorter waves, wave propagation methods must be used to compute the structural response. ...
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