A life-cycle seismic evaluation method of some existing reinforced concrete bridges considering the effects of corrosion of steel reinforcement is proposed in this thesis. The evaluation method is based on the well-known ATC-40 nonlinear static pushover analysis procedure and is implemented in common commercial software familiar to engineers. Chloride and carbonation attacks make a reinforced concrete structure prone to corrosion of steel reinforcement. The effects of steel corrosion are considered by modeling degradation of mechanical properties of steel reinforcement, softening of cover concrete in compression, and reduction of bond between concrete and steel reinforcement. Twenty four existing reinforced concrete bridges in Taiwan are analyzed using the proposed method. Fragility curves express the probabilities of exceeding damage limit stages, under various levels of seismic excitation. In order to know the probability of exceeding damage limit stages and relationship between corrosion level and capacity, the analytical fragility curves are developed by results of the nonlinear static pushover analysis procedure with respect to the Peak Ground Acceleration for seismic damage assessment of bridges. Evaluation of twenty four bridges in Taiwan shows that material degradation due to corrosion in bridges structure affect either the pushover analysis result of the bridges and PGA capacity of the bridges. From the service year and PGA reduction relationship shows that 1st Bridge has the quickest time (47 year) to get Ac X < design PGA. It is because 1st bridge has closer distance to the ocean (0.9 km). That’s why 1st bridge satisfies the performance in the initial condition but After 47 years of service, collapse PGA becomes not satisfying because of corrosion.
The relationship also shows that 10th bridge has the highest reduction for PGA, 0.01g /10year. It’s because this bridge located in medium distance to the ocean (6.5 km), have thin cover depth and small diameter size of longitudinal bar. The closer distance to the ocean, thinner depth of cover concrete and smaller size of longitudinal bar will higher reduce the PGA value. Therefore reduction of PGA value depends on distance to the ocean, thin or thickness of cover concrete depth and diameter size of longitudinal reinforcement.
Based on the seismic fragility curves, Normalized PGA vs Corrosion level shows that corrosion level 20% in longitudinal reinforcement is enough to get half capacity in x or y direction exceeding 50% damage. Thus it is very important to consider corrosion in reinforced concrete bridges.

A life-cycle seismic evaluation method of some existing reinforced concrete bridges considering the effects of corrosion of steel reinforcement is proposed in this thesis. The evaluation method is based on the well-known ATC-40 nonlinear static pushover analysis procedure and is implemented in common commercial software familiar to engineers. Chloride and carbonation attacks make a reinforced concrete structure prone to corrosion of steel reinforcement. The effects of steel corrosion are considered by modeling degradation of mechanical properties of steel reinforcement, softening of cover concrete in compression, and reduction of bond between concrete and steel reinforcement. Twenty four existing reinforced concrete bridges in Taiwan are analyzed using the proposed method. Fragility curves express the probabilities of exceeding damage limit stages, under various levels of seismic excitation. In order to know the probability of exceeding damage limit stages and relationship between corrosion level and capacity, the analytical fragility curves are developed by results of the nonlinear static pushover analysis procedure with respect to the Peak Ground Acceleration for seismic damage assessment of bridges. Evaluation of twenty four bridges in Taiwan shows that material degradation due to corrosion in bridges structure affect either the pushover analysis result of the bridges and PGA capacity of the bridges. From the service year and PGA reduction relationship shows that 1st Bridge has the quickest time (47 year) to get Ac X < design PGA. It is because 1st bridge has closer distance to the ocean (0.9 km). That’s why 1st bridge satisfies the performance in the initial condition but After 47 years of service, collapse PGA becomes not satisfying because of corrosion.
The relationship also shows that 10th bridge has the highest reduction for PGA, 0.01g /10year. It’s because this bridge located in medium distance to the ocean (6.5 km), have thin cover depth and small diameter size of longitudinal bar. The closer distance to the ocean, thinner depth of cover concrete and smaller size of longitudinal bar will higher reduce the PGA value. Therefore reduction of PGA value depends on distance to the ocean, thin or thickness of cover concrete depth and diameter size of longitudinal reinforcement.
Based on the seismic fragility curves, Normalized PGA vs Corrosion level shows that corrosion level 20% in longitudinal reinforcement is enough to get half capacity in x or y direction exceeding 50% damage. Thus it is very important to consider corrosion in reinforced concrete bridges.

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