USING PUSHOVER ANALYSIS METHOD IN SEISMIC ANALYSIS OF BRIDGES - Printable Version +- Civil Engineering Association (https://forum.civilea.com) +-- Forum: eBooks (https://forum.civilea.com/forum-63.html) +--- Forum: Journals, Papers and Presentations (https://forum.civilea.com/forum-74.html) +--- Thread: USING PUSHOVER ANALYSIS METHOD IN SEISMIC ANALYSIS OF BRIDGES (/thread-44565.html) |
USING PUSHOVER ANALYSIS METHOD IN SEISMIC ANALYSIS OF BRIDGES - TAFATNEB - 09-04-2013 USING PUSHOVER ANALYSIS METHOD IN SEISMIC ANALYSIS OF BRIDGES Author: Hamed AlAyed1 and Chung C. Fu2 | Size: 0.325 MB | Format: PDF | Quality: Unspecified | pages: 12
Nonlinear Static (Pushover) Procedure (NSP) is specified in the guidelines for seismic rehabilitation of buildings presented by FEMA-273 [1] as an analytical procedure that can be used in systematic rehabilitation of structures. However, those guidelines were presented to apply the Displacement Coefficient Method (DCM) only for buildings. This study is intended to evaluate the applicability of NSP by implementing the DCM to bridges. For comparison purposes, the Nonlinear Dynamic Procedure (NDP) (or nonlinear time-history analysis), which is considered to be the most accurate and reliable method of nonlinear seismic analysis, is also performed. A three-span bridge of 97.5 meters (320 ft) in total length was analyzed using both the NSP-DCM and nonlinear time-history. Nine time-histories were implemented to perform the nonlinear time-history analysis. Three load patterns were used to represent distribution of the inertia forces resulting from earthquakes. Demand (target) displacement, base shear, and deformation of plastic hinges obtained from the NSP are compared with the corresponding values resulting from the nonlinear time history analysis. Analysis was performed using two levels of seismic load intensities (Design level and Maximum Considered Earthquake (MCE) level). Performance of the bridge was evaluated against these two seismic loads. Comparison shows that the NSP gives conservative results, compared to the nonlinear time history analysis, in the Design Level while it gives more conservative results in the MCE Level. Code: *************************************** |