Manolis Papadrakakis, Vagelis Plevris, Nikos D. Lagaros's Computational Methods in Earthquake Engineering: Volume 3 PDF

By Manolis Papadrakakis, Vagelis Plevris, Nikos D. Lagaros

ISBN-10: 331947796X

ISBN-13: 9783319477961

ISBN-10: 3319477986

ISBN-13: 9783319477985

This is the 3rd ebook in a chain on Computational equipment in Earthquake Engineering. the aim of this quantity is to assemble the clinical groups of Computational Mechanics and Structural Dynamics, delivering a large insurance of well timed concerns on modern Earthquake Engineering.

This quantity will facilitate the trade of principles in issues of mutual curiosity and will function a platform for developing hyperlinks among examine teams with complementary actions. The computational elements are emphasised to be able to handle tricky engineering difficulties of serious social and financial significance.

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Extra resources for Computational Methods in Earthquake Engineering: Volume 3

Example text

Among Eqs. (17) and (18), Eq. (18) is preferred for the determination of the amplitude A because the produced wavelet matches better the spectra for the desired value of damping. Typically, the pseudo-velocity spectrum for 5 % damping is used, thus Eq. 05. However, Eq. (17) should be used in case that one wants to calibrate the wavelets with the response spectrum for zero damping. 3 Determination of the Duration, c, and Phase Shift, m For the determination of the wavelet’s amplitude, A, from Eq.

In: Proceeding of 12th world conference on earthquake engineering, New Zealand 4. Rupakhety R, Sigurdsson SU, Papageorgiou AS, Sigbjornsson R (2011) Quantification of ground motion parameters and response spectra in the near field region. Bull Earthq Eng 9:893–930 5. Baker JW (2008) Identification of near-fault velocity pulses and prediction of resulting response spectra. In: Proceeding of geotechnical earthquake engineering and structural dynamics IV, Sacramento CA, 18–22 May 2008 6. Burks LS and Baker JW (2014) Fling in near-fault ground motions and its effect on structural collapse capacity.

In the results presented here, ae was calculated first for each record and each SDOF oscillator assuming elastic response. Then the inelastic response was calculated assuming that yielding was occurring at acceleration ay = ae/4 and that the system possesses a horizontal post-yield branch (elastic − perfectly plastic response without hardening). It is noted that ay was calculated only for the original record and this value was used in the calculation of the inelastic response under both the original record and the pulse excitation.

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Computational Methods in Earthquake Engineering: Volume 3 by Manolis Papadrakakis, Vagelis Plevris, Nikos D. Lagaros

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