By Robert Jankowski, Sayed Mahmoud
This books analyzes various methods to modeling earthquake-induced structural pounding and indicates the result of the stories on collisions among structures and among bridge segments in the course of flooring motions. facets with regards to the mitigation of pounding results in addition to the layout of buildings vulnerable to pounding also are mentioned.
Earthquake-induced structural pounding among insufficiently separated structures, and among bridge segments, has been time and again saw in the course of floor motions. The experiences after earthquakes point out that it can bring about restricted neighborhood harm in terms of reasonable seismic occasions, or in substantial destruction or perhaps the cave in of colliding constructions in the course of serious floor motions. Pounding in structures is generally because of the diversities in dynamic homes among constructions, which cause them to vibrate out-of-phase lower than seismic excitation. by contrast, relating to longer bridge constructions, it's extra frequently the seismic wave propagation impact that induces collisions among superstructure segments in the course of earthquakes.
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Additional info for Earthquake-Induced Structural Pounding
7 Response time histories for the second storeys of buildings (Jankowski 2008). a Displacement histories. b Pounding force history. c Storey shear force history for the left building. d Storey shear force history for the right building collision took place only at the level of the third storeys. 8a indicate that already after the ﬁrst impact, the left building (lighter and more flexible one) rebounded so substantially that it entered into the yielding range at the level of all three storeys (see Figs.
3 Peak displacement with respect to the natural period of the left building. a Left building. 5 105 1 106 Mass (kg) Fig. 4 Peak displacement with respect to the mass of the left building. a Left building. b Right building prove that the peak displacement of the lighter left building is very sensitive to a change of different structural parameters, such as gap size between structures as well as the period and mass of that structure. On the other hand, the response of the heavier right building has been found to be influenced only slightly.
F Peak pounding force at the right base (see Richart and Whitman 1967; Spyrakos et al. 2009) have been included in the numerical model (see Fig. 16). Additionally, let us also investigate in this section, the change in the energy imparted to buildings, as the result of incorporation of SSI in the numerical analysis. The inelastic dynamic equation of motion for two colliding buildings with incorporation of SSI, as shown in Fig. 16, can be written as [see Spyrakos 2009; Mahmoud et al. 2013 and compare Eqs.