SEISMIC SAFETY EVALUATION OF ABDUL MANNAN OVERPASS IN CHITTAGONG, BANGLADESH
DOI:
https://doi.org/10.11113/mjce.v29.15602Keywords:
Environmental isotopes, Groundwater origin, Isotopic compositions, MMWL, Recharge zone, Wadon springs., Lateral strength, ductility, pushover analysis, moment-curvature relationship, force-displacement relationship, retrofit, fragility.Abstract
A number of multi-span overpasses in major cities of Bangladesh, such as Dhaka (the capital city) and Chittagong (the principal seaport city) have been constructed for the last few years with a view to reducing the traffic congestion at critical junctions. Abdul Mannan overpass is one of these, which is located in Chittagong city. It has been launched in the year of 2012 with a prime objective of reducing the traffic congestion within Chittagong city. This study is devoted towards assessing seismic safety of this overpass, which comprises in two phases: the first phase is dedicated towards the evaluation of seismic lateral strength and ductility whereas the second phase is aimed at assessing seismic fragility and retrofit of the overpass. In this regard, the first phase utilizes the ductility method as suggested by Japan Road Association (JRA) to evaluate lateral strength and ductility of piers of the overpass considering their different modes of failure. The lateral strengths of pier sections in bending are obtained based on their nonlinear sectional analyses results, while the shear strengths are estimated using JRA suggested method. The fiber models with conventional constitutive models for concrete and steel are used to obtain the moment-curvature relationships at critical sections of the overpass pier. The pushover analysis method is employed to derive the force-displacement relationships of piers using the results of the moment-curvature relationships. Subsequently, the lateral seismic demand, allowable lateral force, yield displacement, ultimate displacement and displacement ductility are obtained using the standard methods. In the second phase, the nonlinear dynamic analysis of a typical pier of the overpass is carried out for seismic fragility assessment followed by an assessment of seismic retrofit strategy suitable for the overpass. The numerical results of the study indicate that most of the piers of the overpass do not comply seismic safety requirements for design earthquake ground motion rerecords, which warrants the retrofit of piers of the overpass.References
AASHTO (2002).LRFD Bridge Design Specifications, American Association of State Highway and Transportation Officials, 2nd ed., Washington, D.C., USA.
Akhter, S. H. (2010). Earthquake of Dhaka, A report on Seismicity of Bangladesh
Alam, M. Shahria, · Bhuiyan, M. A. Rahman and Billah, A. H. M. Muntasir (2012). Seismic fragility assessment of SMA-bar restrained multi-span continuous highway bridge isolated by different laminated rubber bearings in medium to strong seismic risk zones. Bulletin of Earthquake Engineering, 10:1885–1909.
Ali, M. H. and J. R. Choudhury. 1992. Tectonics and earthquake occurrence in Bangladesh. Proc. of the 36th Annual Convention of the Institution Engineers, Bangladesh, Dhaka
Alim, H., (2014). Reliability based seismic performance analysis of retrofitted concrete bridge bent, M. Engineering Thesis, Department of Civil Engineering, Chittagong University of Engineering and Technology (CUET), Chittagong, Bangladesh.
Applied Technology Council (ATC) (1985). Earthquake damage evaluation data for California, Report No. ATC-13, Applied Technology Council.
Bangladesh National Building Code (BNBC), (2006). House Building Research Institute, Dhaka, Bangladesh.
Basöz, N., Kiremidjian, A.S., King, S.A., and Law, K.H., (1998). Statistical analysis of bridge damage data from the 1994 Northridge, CA, Earthquake, Earthquake Spectra, 15: 25-53.
Bhuiyan, A.R., (2009). Rheology modeling of laminated rubber bearings, PhD dissertation, Graduate School of Science and Engineering, Saitama University, Japan
Bhuiyan, M. A. Rahman and Alam, M. Shahria (2012). Seismic vulnerability assessment of a multi-span continuous highway bridge fitted with shape memory alloy bars and laminated rubber bearings. Earthquake Spectra, 28(4):1379–1404.
Billah, A. H.M. Muntasir, Alam, M. S. and Bhuiyan, M. A. R., (2013). Fragility analysis of retrofitted multi-column bridge bent subjected to near fault and far field ground motion, ASCE Journal of Bridge Engineering, 108(10): 992-1004.
Caltrans. (1999). Bridge design specifications manual, California Department of Transportation, Sacramento, CA., USA.
Choi, E., DesRoches, R. and Nielson, B.G., (2004). Seismic fragility of typical bridges in moderate seismic zones, Engineering Structures, 26: 187-199
Cornell, A. C., Jalayer, F., Hamburger, R. O., (2002). Probabilistic basis for 2000 SAC Federal Emergency Management Agency steel moment frame guidelines, ASCE Journal of Structural Engineering, 128(4):526-532.
Eurocode 8. (1998). Design provisions for earthquake resistance of structures, European Standards, Brussels.
Federal Emergency Management Agency (FEMA) (2003), HAZUS-MH software, Washington DC.
Ghobarah, A., and Ali, H. M., (1988). Seismic performance of highway bridges, Engineering Structures, 10(3):157–166.
Hoshikuma, J., Kawashima, K., Nagaya, K., and Taylor, A.W., (1997). Stress-strain Model for reinforced concrete in bridge piers, ASCE Journal of Structural Engineering, 123(5):624-633.
Hwang, H., Jernigan, J.B., and Lin, Y.-W., (2000). Evaluation of seismic damage to Memphis bridges and highway systems. ASCE Journal of Bridge Engineering, 5: 322-30.
Hwang, H., Liu, J.B., and Chiu Y.-H., (2001). Seismic fragility analysis of highway bridges, MAEC Report: Project MAEC RR-4. Urbana: Mid-America Earthquake Center.
Japan Road Association (JRA) (2002). Specifications for highway bridges- Part V: Seismic design, Japan Road Association ,Tokyo, Japan.
Karim, K.R. and Yamazaki, F., (2001). Effect of earthquake ground motions on fragility curves of highway bridge piers based on numerical simulation,Earthquake Engineering and Structural Dynamics, 30: 1839–1856.
Mackie, K. R, Stojadinovi¢, B., (2004). Fragility curves for reinforced concrete highway overpass bridges,Proc. of 13th World Conference on Earthquake Engineering, Paper No. 1553.
Madas, P., and Elnashai, A. S., (1992). A new passive confinement model for transient analysis of reinforced concrete structures, Earthquake Engineering and Structural Dynamics, 21: 409-431.
Nielson, B., and DesRoches, R., (2007a). Seismic fragility curves for typical highway bridge classes in the Central and Southeastern United States. Earthquake Spectra, 23: 615–633.
Nielson, B.G. and DesRoches, R.,( 2007b),“Seismic fragility methodology for highway bridges using a component level approachâ€, Earthquake Engineering and Structural Dynamics, 36, 823–839
Padgett, J.E., and DesRoches, R., (2008). Methodology for the development of analytical fragility curves for retrofitted bridges. Earthquake Engineering and Structural Dynamics, 37: 157-174.
Park, Y. J., and Ang, A. H. S., (1985). Mechanistic Seismic Damage Model for Reinforced Concrete. ASCEJournal of Structural Engineering, 111 (4): 722-739.
Response (2000). Manual for Windows Version.
SeismoStruct (2011). SeismoStruct help file. Available from www.seismsoft.com
Shinozuka, M, Feng, M.Q., Kim, H.-K., and Kim, S.-H.,( 2000). Nonlinear static procedure for fragility curve development. Journal of Engineering Mechanics, 126: 1287-95
Spoelstra, M., and Monti, G., (1999). FRP Confined Concrete Model.ASCE Journal of Composites for Construction, 3:143-150.
Yamazaki, F., Motomura, H., and Hamada, T., (2000). Damage assessment of expressway networks in Japan based on seismic monitoring. Proc. of 12th World Conference on Earthquake Engineering, CD-ROM, 2000: Paper No. 0551.
