Analytical expression between the impact damping ratio and the coefficient of restitution in the non‐linear viscoelastic model of structural pounding

Jankowski, Robert

doi:10.1002/eqe.537

Cited by 117 publications

(105 citation statements)

References 8 publications

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“…, where ζ is the damping ratio being related to the restitution factor by ζ = 9 √5 2 1− 2 ( (9 π−16)+16) [Jankowski 2006a]. The objective of this model is to eliminate the jumps that appear in the modified Kelvin-Voigt model at the beginning and the end of the contact; this objective is reached, but the transition from deformation to restitution phase of contact is not smooth.…”

Section: Nonlinear Viscoelastic Modelmentioning

confidence: 99%

State-of-the-Art of Research on Seismic Pounding Between Buildings with Aligned Slabs

Kharazian

Almansa

2017

Arch Computat Methods Eng

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Collision between adjoining buildings with aligned slabs is relevant, since the huge impact forces significantly modify the buildings dynamic behavior. The separation required by the regulations avoids pounding; however, even in recent buildings, impact can occur due to not fulfillment of codes and seismicity underestimation. Given the importance of this issue, a significant research effort has been undertaken worldwide, and a considerable number of papers are available. The complexity of this field and this abundance of information might require a review task. This paper presents a summary of the theoretical developments, discusses the most common simulation software, provides an overview of the previous research, offers recommendations to researchers, and identifies research needs.

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Section: Nonlinear Viscoelastic Modelmentioning

confidence: 99%

State-of-the-Art of Research on Seismic Pounding Between Buildings with Aligned Slabs

Kharazian

Almansa

2017

Arch Computat Methods Eng

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“…It should be noted that the analysed problem is somewhat similar to a problem of a bilinear oscillator with an infinite stiffness in one direction (Dyskin et al, , 2013Guzek et al, 2016) or a ball bouncing off a solid wall (Luck and Mehta, 1993;Anagnostopoulos, 2004;Jankowski, 2006), with the same coefficient of restitution, in terms of the amplitude. The main difference is that, described by Eq.…”

Section: A Pair Of Fragments Of Impact Dampingmentioning

confidence: 99%

Continuum model of wave propagation in fragmented media: linear damping approximation

Khudyakov

Dyskin

Pasternak

2017

Nonlin. Processes Geophys.

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Abstract. Energy dissipation during wave propagation in fragmented geomaterials can be caused by independent movement of fragments leading to energy loss on their impact. By considering a pair of impacting fragments at times much greater than the period of their oscillations, we show that at a large timescale, the dynamics of the pair can be described by a linear viscous model with damping coefficients expressed through the restitution coefficient representing energy loss on impact. Wave propagation in fragmented geomaterials is also considered at the large timescale assuming that the wavelengths are much larger than the fragment sizes such that the attenuation associated with wave scattering on the fragment interfaces can be neglected. These assumptions lead to the Kelvin-Voigt model of damping during wave propagation, which allows the determination of a dispersion relationship. As the attenuation and dispersion are not related to the rate dependence of rock deformation, but rather to the interaction of fragments, the increased energy dispersion at low frequencies can be seen as an indication of the fragmented nature of the geomaterial and the capacity of the fragments for independent movement.

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“…2(b)) of the building and the two-node joint elements are inserted to roughly simulate the lateral reaction due to contact between adjacent units. The element to model the colliding behavior is classified into three kinds: linear viscoelastic model (Anagnostopoulos 1992;Jankowski 1998, Anagnostopoulos 1998, Valles and Reinhorn 1997, nonlinear elastic model (Jing and Young 1991;Pantelides and Ma 1998;Chau and Wei 2001;Goldsmith 1960), and nonlinear viscoelastic model (Jankowski 2005(Jankowski , 2006. It has been pointed out that the linear viscoelastic model, which assumes the same damping coefficient during the whole time of collision, is not fully consistent with the reality comparing the latter two models (Goldsmith 1960;Valles and Reinhorn 1997).…”

Section: Preliminary Analyses Of Entire Buildingmentioning

confidence: 99%

“…Fine 3D numerical models of a large number of degrees of freedom have also been used to estimate impact loads due to tsunami waves (Salem et al 2014) and traffic accidents (Yi et al 2015). Seismic poundings of adjacent buildings have been conducted by scaled model tests (Goland 1955;van Mier et al 1991;Zhu et al 2002;Jankowski 2010) and analytical methods (Anagnostopoulos et al 1992;Maison et al 1992;Davis 1992;Jankowski 2005;Jankowski 2006;Anagnostopoulos et al 2008;Isobe et al 2012). Jankowski conducted a finite element analysis of (Jankowski 2009) the pounding behavior between main building and stairway tower of Olive View Hospital damaged in San Fernando earthquake in 1971.…”

Section: Introductionmentioning

confidence: 99%

Experimental and Analytical Investigations of Seismic Pounding of Adjacent 14-Story Reinforced Concrete Buildings Damaged in 1985 Mexico Earthquake

Chujo

Yoshikado

Sato

et al. 2016

ACT

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Seismic pounding of a 14-story reinforced concrete building, Nuevo León, damaged in the 1985 Mexico Earthquake is investigated by means of dynamic finite element analyses and cyclic loading tests of columns specimens. The building consisted of three adjacent units connected with 100-mm wide expansion joints. It was thought that the poundings caused impact lateral forces and frictions that resulted in serious structural damage. This study attempts quantification of the impact lateral load by the following four steps.(1) Two kinds of seismic response finite element analyses of a single unit of the building are conducted with /without simplified contact modeling with joint elements to approximately estimate the overall structural behavior. (2) Cyclic load test of two column specimens that represent a column of the building. One of the specimens is a simple column while the other consists of four pounding units, to which the column contacts during loading. Comparison of the two specimens indicates that the contact induces additional lateral shear force to the column. (3) Repeated cyclic responses of the two specimens are computed by static finite element analyses. The contact and friction behaviors are classified into normal and shear components to develop a constitutive model to be implemented into the two-node joint element. (4) A finite element model of two partial building units connected with the two-node joint elements is subjected to seismic response analysis. The analysis result indicates that the pounding causes an impact load equivalent to 0.9% of the total weight of a building unit.

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Analytical expression between the impact damping ratio and the coefficient of restitution in the non‐linear viscoelastic model of structural pounding

Cited by 117 publications

References 8 publications

State-of-the-Art of Research on Seismic Pounding Between Buildings with Aligned Slabs

State-of-the-Art of Research on Seismic Pounding Between Buildings with Aligned Slabs

Continuum model of wave propagation in fragmented media: linear damping approximation

Experimental and Analytical Investigations of Seismic Pounding of Adjacent 14-Story Reinforced Concrete Buildings Damaged in 1985 Mexico Earthquake

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