HANDBOOK FOR THE POST - EARTHQUAKE SAFETY EVALUATION OF BRIDGES AND ROADS
Author: Julio A. RAMIREZ, Robert J. FROSCH, Mete A. SOZEN, A. Murat TURK School of Civil Engineering, Pu rdue University under the JTRP Contract No. 2377 | Size: 11.3 MB | Format:PDF | Quality:Unspecified | Year: 2000 | pages: 134
In 1999, the Indiana Department of Transportation contracted, through the Joint Transportation Research Program at the School of Civil Engineering in Purdue University, with Professor’s
Julio A. Ramirez, Robert J. Frosch and Mete A. Sozen to develop a training program for post- earthquake safety evaluation of highway bridges. Professor’s Julio A. Ramirez, Robert. J. Frosch, Mete A. Sozen, and Dr. A. Murat Turk, post-
doctoral research associate, prepared this manual and an accompanying training video that was produced by the Center of Instructional Services of Purdue University. Overall view and
guidance for the project was provided by B. Rinard, W. Dittelberger and J. Thompson of the Indiana Department of Transportation. The principal investigators gratefully acknowledge the participation of Prof. Marc Eberhard from University of Washington, Seattle in the preparation of this material. Bridge damage examples and pictures were reproduced from; EQIIS Image Database, Earthquake Engineering Research Center (EERC, University of California at Berkeley), Kandilli Observatory and Earthquake Research Institute (KOERI, Bogazici University, Istanbul), National Center for Research on Earthquake Engineering, Taiwan.
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FAILURE OF SHOWA BRIDGE DURING THE 1964 NIIGATA EARTHQUAKE: LATERAL SPREADING OR BUCKLING INSTABILI TY
Author: A. A. Kerciku , S. Bhattacharya , Z. A. Lubkowski , and H. J. Burd | Size: 1.3 MB | Format:PDF | Quality:Unspecified | Publisher: The 14 th World Conference on Earthquake Engineering October 12-17, 2008, Beijing, China | Year: 2008 | pages: 08
Following the 1964 Niigata earthquake many bridges, including the Showa Bridge, over the Shinano river collapsed. The newly-constructed Showa Bridge demonstrated one of the worst instances of damage, and there are still uncertainties and controversies regarding the causes of collapse. The collapse of the Showa Bridge has been, throughout the years, an iconic case study for demonstrating the devastating effects of the lateral spreading of liquefied soil. In this paper, this widely accepted collapse hypothesis has been challenged. The documented eyewitnesses’ observations and post-collapse damage reports have been reanalysed, and the all the major studies on the collapse of the bridge compared and contrasted. It has been shown that the current, widely accepted,
failure mechanism based on bending due to lateral spreading, cannot explain the failure. This paper presents a new hypothesis based on buckling failure due to axial loads in conjunction with residual, earthquake-induced, lateral displacements. This alternative explanation has been evaluated quantitatively using the method suggested by Kerciku et al. (2008) for estimating the buckling capacity of piles in liquefied soil, and Eurocode 3 (1993) recommendations for steel members subjected to bending and axial compression.
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SEISMIC VULNERABILITY OF OREGON STATE HIGHWAY BRIDGES
Author: Oregon Department of Transportation Bridge Engineering Section November 2009 | Size: 3.5 MB | Format:PDF | Quality:Unspecified | Year: 2009 | pages: 62
Hundreds of Oregon bridges remain vulnerable to earthquake damage. Although 15-20 earthquakes of magnitude M>3.0 are felt each year in the Pacific Northwest, modern Seismic Design Specifications were not available or used for bridge design until early 1990. With a majority of state owned bridges designed and built between 1950 and 1980, the state of Oregon would face a devastating post earthquake situation if a major event occurred in the state. The Oregon Department of Transportation (ODOT) has begun a study to define the magnitude of the problem by evaluating the vulnerability of state highway bridges in western Oregon. This report is intended to be a first step in a comprehensive look at seismic risk to transportation systems that could include slides, fill slopes,
local roads and bridges, and supply lines, such as fuel depots, electricity, water and sewer lines. This report marks the culmination of two years of study jointly conducted by ODOT and Portland State University. The study makes use of a computer program called REDARS2 that simulates damage to bridges within a transportation network. It can predict ground motions for a speci c location and magnitude of earthquake, resulting bridge damage and the cost of the
damage, as well as the cost to the public for traffic delays due to detours around damaged bridges. Estimated damage and delay costs are presented for major highways in Western Oregon, where most of the earthquake
damage is predicted to occur.
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This paper attempts to study the effects of dynamic pile-soil-structure interaction (PSSI) on the seismic performance of an energy dissipation subsidiary pier with pile foundation in a deep soil stratum overlying rigid bed rock. Pushover analysis and a series of a nonlinear and inelastic time history analysis on seismic behavior of the pier subjected to various earthquake events were carried out using three models of the structure. In the seismic analysis of pile-soil-pier system, the soil equivalent linear properties of soil were adopted and the seismic input was applied at bed rock, which is an equivalent force. In order to obtain the equivalent linear properties of soil and the bedrock motion, the seismic response analysis for free-field was performed. The results of the comparative analysis reveal that PSSI has slight effect on the seismic capacity of the pier, but significant impact on the seismic responses of the pier, especially under strong earthquake.
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A field load testing is an effective method for understanding the behavior
and fundamental characteristics of cable-stayed bridges. This paper presents results of the behavior of the reconstructed cable-stayed bridge over river Danube in Novi Sad under test load. The bridge was built between 1976 and 1981 and in 1999 was heavily damaged by two Tomahawk missiles. In 2003 process of the reconstruction began and at the end of 2005 Faculty of Civil Engineering, University of Belgrade was invited to test reconstructed bridge structure.
The results of static load testing presented herein include displacements,
rotations and strains of the 351 m long main span. Vibrations of the bridge
were obtained by impact load produced by heavy truck passing the bridge and the time history response of vertical accelerations was recorded. The frequency content of the signals was determined using Fourier transformation and five flexural natural periods were extracted. The geological structure and engineering properties of the soil are also given. A finite element model of the bridge was made and a good agreement is achieved between the experimental and analytical results. These results have shown that the bridge is in the elastic state under the code-specified serviceability load, which indicates that the bridge has adequate load-carrying capacity and can be put safely into service.
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Finite Elements Analysis Techniques of Ve ssel Collision with Cable-Stayed Bridge
Author: Ashraf R. Sayed and Walid A. Attia | Size: 1.3 MB | Format:PDF | Quality:Unspecified | Publisher: Life Science Journal, 2012;9(2) | Year: 2012 | pages: 12
Abstract: Vessel collision design for bridges crossing navigable waterways is an important consideration since it significantly affects the total cost of bridges. Economical design requires appropriate determination of impact loads imparted to bridge piers. While the collision force is dynamic in nature, current provisions for bridge design are based on static approximations of structural behavior and limited experimental data, it prescribed by current bridge design specifications (Method II probabilistic approach as outlined in " the AASHTO Guide Specifications for
Vessel Collision Design of Highway Bridges"). Collision force and structural deformations predicted by the static and the dynamic analysis techniques are compared for vessel collisions of varying mass (DWT) and Velocity.This
research is concerned with the effect of vessel impact forces on long span cable-stayed bridge. The Contact-Stiffness Approach was applied to determine the maximum impact force of a vessel collision as a function of the vessel velocity, and the deadweight tonnage of the vessel. Impact force is applied to the tower of bridge at the point above water level. A comparative study was conducted to investigate the effect of vessel impact force on Tatara cablestayed bridges, with a center span of 890 m, cases of loading with different values of the vessel velocity, and deadweight tonnage of the vessel were studied for Static and dynamic Analysis finite element bridge Structure usingANSYS program. Results from such comparisons indicate that, dynamic analysis technique are preferable. For more severe collision conditions, the use of equivalent static force for design purposes is acceptable
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Seismic Retrofit of a Cable-S tayed Bridge with Passive Control Techniques: A Comp arative Investigation through Non-Linear Dynamic Analyses
Author: M.D. Martínez-Rodrigo ; A. Filiatrault | Size: 536 KB | Format:PDF | Quality:Unspecified | Publisher: Department. of Civil, Structural and Environmental Engineering, State University of New York at Buffalo, USA | Year: 2012 | pages: 10
The present contribution deals with the seismic performance of an existing cable-stayed steel bridge. The structure experienced damage during the Saguenay earthquake in 1988 needing structural rehabilitation. As an alternative, in this study the retrofit of the structure with different passive supplemental damping and seismic isolation systems is proposed and evaluated in order to achieve an admissible performance of the bridge under a set of seismic events of different magnitudes including near field records. To this end a Finite Element numerical planar model is implemented and the bridge response is obtained trough non-linear dynamic analyses. Strength degradation capabilities are included in the model allowing the occurrence of brittle failure when certain levels of ductility are exceeded in the members. The major improvement in the overall response of the bridge is shown
and conclusions regarding the most appropriate retrofit alternative for the particular case are derived.
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It is shown that current design methods are inadequate to prevent progressive collapse. Definitions for the terms collapse resistance and robustness are proposed. An approach for designing against progressive collapse is suggested and a set of corresponding design criteria is presented. These include requirements, design objectives, design strategies, and verification procedures. In addition to the better-known design methods providing specific local resistance or alternate load paths, an approach based on isolation by compartmentalization is presented and discussed. It is found that the terms continuity, redundancy, and robustness should be carefully distinguished. The general concepts and findings presented here are applied to bridges.
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This paper describes the seismic performance verification and retrofit method examination of a cable-stayed bridge in the Sakitama Bridge. First, the input earthquake motion was specified for use in both the target seismic performance and the bridge verification, while the parts and members of the latter were verified by seismic response analysis. The main tower and caisson foundation that were difficult to evaluate were verified by a nonlinear finite element analysis. Based on the verification results, regions requiring a seismic retrofit were identified, and the retrofit methods were examined.
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