**Author details**

Lan Lin *Department of Building, Civil and Environmental Engineering, Concordia University, Montreal, Canada* 

Nove Naumoski and Murat Saatcioglu *Department of Civil Engineering, University of Ottawa, Ottawa, Canada* 

#### **10. References**


[10] Adams, J., and Atkinson, G. 2003. Development of seismic hazard maps for the proposed 2005 edition of the National Building Code of Canada. Canadian Journal of Civil Engineering, 30: 255-271.

278 Earthquake Engineering

concern regarding the safety of the bridge.

*Department of Building, Civil and Environmental Engineering,* 

*Department of Civil Engineering, University of Ottawa, Ottawa, Canada* 

Bridge. Canadian Journal of Civil Engineering, 24: 882-897.

girder bridges in general.

*Concordia University, Montreal, Canada*  Nove Naumoski and Murat Saatcioglu

Association, Rexdale, Ontario.

Ontario, Downsview, Ontario.

Engineering, 24: 850-866.

**Author details** 

**10. References** 

Lan Lin

uniform hazard spectra) were found to be about 20% larger than the design values. Considering the conservatism in the design through the use of factored material strengths and specified safety factors, as well as the characteristics of the uniform hazard spectra, the exceedance of the design responses by 20% does not represent any

The general conclusion is that the seismic effects considered in the design are

 A finite element model consisting of 3D beam elements is suitable for the Confederation Bridge provided that the foundation flexibility is taken into account in the modeling. The modeling method used in this study is considered to be applicable to single-box

[1] CSA. 1988. Design of highway bridges. Standard CAN/CSA-S6-88, Canadian Standards

[2] MTO. 1991. Ontario Highway Bridge Design Code. Ministry of Transportation of

[3] MacGregor, J.G., Kenedy, D.J.L., Barlett, F.M., Chernenko, D., Maes, M.A., and Dunascegi, L. 1997. Design criteria and load and resistance factors for the Confederation

[4] Tadros, G. 1997. The Confederation Bridge: an overview. Canadian Journal of Civil

[5] JMS. 1996. Design criteria – Northumberland Strait Crossing Project. Revision 7.2. J.

[6] Jaeger, L.G., Mufti, A.A., Tadros, G., and Wong, P. 1997. Seismic design for the

[7] NRC. 1990. National Building Code of Canada 1990. Institute for Research in

[8] Newmark, N.M., and Hall, W.J. 1982. Earthquake spectra and design. Monograph,

[9] Newmark, N.M., Blume, J.A., and Kapur, K.K. 1973. Seismic design spectra for nuclear

Muller International – Stanley Joint Venture Inc., San Diego, California.

Confederation Bridge. Canadian Journal of Civil Engineering, 24: 922-933.

power plants. Journal of the Power Division, Vol. 99, No. PO2, pp. 287-303.

Construction, National Research Council of Canada, Ottawa, Ontario.

Earthquake Engineering Research Institute, Berkeley, California.

appropriate for the required safety during the service life of the bridge.


[24] CSA. 2006. Canadian Highway Bridge Design Code. Standard CAN/CSA-S6-06, Canadian Standard Association (CSA), Mississauga, Ontario.

**Chapter 11** 

© 2012 Yalçiner and Marar, licensee InTech. This is an open access chapter distributed under the terms of the Creative Commons Attribution License (http://creativecommons.org/licenses/by/3.0), which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Attribution License (http://creativecommons.org/licenses/by/3.0), which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

© 2012 Yalçiner and Marar, licensee InTech. This is a paper distributed under the terms of the Creative Commons

**Seismic Performance Evaluation of Corroded** 

**and User-Defined Plastic Hinge Properties** 

Hakan Yalçiner and Khaled Marar

http://dx.doi.org/10.5772/47783

**1. Introduction** 

Additional information is available at the end of the chapter

**Reinforced Concrete Structures by Using Default** 

There are several methods exist to define the seismic performance levels of reinforced concrete (*RC*) structures. Among these methods, the nonlinear dynamic and the static analyses in which both methods involve sophisticated computational procedures because of the non-linear behaviour of the *RC* composite materials. In order to simplify these analyses for engineers, different suggested guidelines such as *FEMA-356* (Federal emergency management agency [*FEMA-356*], 2000) and *ATC*-40 (Applied Technology Council [ATC-40, 1996]) were prepared to define the plastic hinges properties for *RC* structures in the United States, and thus they have been used by many computer programs (i.e., ETABS [CSI, 2003], SAP2000 [CSI, 2008]) as a default or ready plastic hinge documents. However, there are still contradictions exist in the available literature due to the use of these ready documents in which the buildings are not designed based on the earthquake code of United States. The assessment of seismic performance of structures under future earthquakes is an important problem in earthquake engineering (Abbas, 2011). The use of methods and assumptions to define the seismic performance levels of *RC* buildings become more and more important issue with time dependent effects of corrosion. Moreover, to the knowledge of the author, no any study has been performed up to date, which studies define the possible difference in the time-dependent seismic performance levels of *RC* buildings under the impact of

The primary objectives of this study was to investigate the effects of default hinge properties based on *FEMA-356* (FEMA-356, 2000) and user-defined hinge properties on the timedependent seismic performance levels of corroded *RC* buildings. An assumed corrosion rate was used to predict the capacity curve of the buildings by using default and user-defined plastic hinge properties as a function of time (*t*: 25 years, and *t*: 50 years). Two, four and

corrosion by using default and user-defined plastic hinge properties.

Hakan Yalçiner and Khaled Marar

Additional information is available at the end of the chapter

http://dx.doi.org/10.5772/47783
