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1Department of Industrial Engineering, Science & Research Branch of Islamic Azad University, Tehran, Iran
2Civil engineering, non-profit institution of higher education, Aba - Abyek, Qazvin, Iran
Pushover analysis application development is greatly increased in recent years and numerous advanced methods to evaluate the seismic pushover are provided. Because these methods have been proposed mainly for building structures and given the fundamental differences between the behavior of bridge structures and buildings using pushover methods on the bridge structure with the uncertainties faced. 1. First, the effect of non-linear pushover results (time history) 2. Choose a target displacement due to the finite element model should be examined in order to understand the prediction of the seismic capacity. Thus a pushover analysis is presented for evaluation of seismic bridge pylons and deck where the effects of displacement and deformation of the plastic joints, structural changes in the modal characteristics of change used plastic forms and effects of higher modes can be seen clearly. The method is able to accurately approximate the dynamic response of the nonlinear analysis. Ultimately this method compared with analysis time history.
Seismic Analysis, Non-linear Static Analysis, Non-linear Dynamic Analysis, Cable Stayed Bridge
Mohammad Taghipour, Hesamoldin Yazdi. (2015). Seismic Analysis (Non-linear Static Analysis (Pushover) and Nonlinear Dynamic) on Cable - Stayed Bridge. American Journal of Civil Engineering, 3(5), 129-139. https://doi.org/10.11648/j.ajce.20150305.11
Copyright © 2015 Authors retain the copyright of this article.
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|1.||S. A. Freeman, J. P. Nicoletti, and J. V. Tyrell, 1975, “Evaluations of Existing Buildings for Seismic Risk – A Case Study of Puget Sound Naval Shipyard, Bremerton, Washington,” Proc. of the First U.S. Nat. Conf. on Earthq. Engng, Oakland,California, pp. 113-122|
|2.||P. Fajfar, M. Fischinger, N2 - A method for non-linear seismic analysis of regular buildings. Proc. of the 9th WCEE, August 2-9 Tokyo-Kyoto, Japan, 1988.|
|3.||T. J. Sullivan. (2012). Formulation of a Direct Displacement-Based Design Procedure for Steel Eccentrically Braced Frame structures.|
|4.||Priestly M. J. N, Kowalsky M. J, Calvi G. M. (2007). Displacment – Based Design Seismic Design of Structures. IUSS. Press:Pavia|
|5.||Priestly M. J. N, Kowalsky M. J, Calvi G. M. (2007). Displacment – Based Design Seismic Design Of Structures. IUSS. Press:Pavia|
|6.||Goel RK Chopra AK (1998). Period formulas for concrete shear wall building. Journal of Structural Engineering ASCE 124(ST4), 426-433.|
|8.||Aprile A, Benedetti A, Grassucci F. Assessment of cracking and collapse for old brick masonry columns. J Struct Eng 2001; 127(12):1427–35.|
|9.||Hernلndez-Montes E, Kwon OS, Aschheim M. An energy-based formulation for first and multiple-mode nonlinear static (pushover) analyses. J Earthq Eng 2004; 8(1):69–88.|
|10.||Fajfar P. A. nonlinear analysis method for performance-based seismic design. Earthq Spectra 2000.|