Ductile Seismic Retrofit of Steel Deck-Truss Bridges. II: Design Applications
Publication: Journal of Structural Engineering
Volume 124, Issue 11
Abstract
A companion paper has demonstrated how deck-truss bridges can be retrofitted by converting the end cross-frames and lower end panels adjacent to the truss supports into special ductile panels. However, the design of such retrofitted systems must respect constraints on flexibilities to limit global drifts and ductility demands, as well as other constraints germane to the type of ductile device introduced. Proposed, here, are performance based design procedures accompanied by graphical approaches that incorporate all of those constraints affecting seismic response of deck-truss bridges retrofitted using eccentrically braced frames, vertical shear links, or triangular-plate added damping and stiffness device ductile systems. Using the proposed method, ductile panels for a 80-m-span deck-truss example bridge using eccentrically braced frames, vertical shear links, and triangular-plate added damping and stiffness device were designed, detailed, and modeled by computer. From the results of nonlinear inelastic time history analyses of the retrofitted bridge, it is concluded that all three systems designed according to the proposed procedure perform satisfactorily and enhanced seismic performance of the deck-truss bridges.
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References
1.
Bouwkamp, J. G., Tamajani, N. G., Schneither, B., and Kakalagos, A. (1994). “Design of an eccentrically-braced test frame with vertical shear links.”Proc., 2nd Int. Conf. on Earthquake Resistant Constr. and Des.
2.
Bruneau, M., Uang, C. M., and Whittaker, A. (1997). Ductile design of steel structures. McGrawHill Inc., New York, N.Y.
3.
Canadian Standard Association (CSA). (1994). “Limit states of steel structures.”Rep. No. CAN/CSA-S16.1-M94, Rexdale, Ontario, Canada.
4.
Engelhardt, M. D., and Popov, E. P.(1989). “On the design of eccentrically braced frames.”Earthquake Spectra, 5(3), 495–511.
5.
Fehling, E., Pauli, W., and Bouwkamp, J. G. (1992). “Use of vertical shear-links in eccentrically braced frames.”Proc., 10th World Conf. on Earthquake Engrg., Vol. 8, A. A. Balkema, Rotterdam, The Netherlands, 4475–4479.
6.
Malley, J. O., and Popov, E. P. (1983). “Design considerations for shear links in eccentrically braced frames.”Rep. No. UCB/EERC-83/24, Earthquake Engrg. Res. Ctr., Univ. of California, Berkeley, Calif. Manual of steel construction (LRFD) . 2nd Ed., American Institute for Steel Construction, Chicago, Ill.
7.
Nakashima, M.(1994). “Energy dissipation behavior of shear panels made of low yield steel.”Earthquake Engrg. and Struct. Dyn., 23(12), 1299–1313.
8.
Prakash, V., Powell, G. H., and Campbell, S. (1994). “DRAIN-3DX base program description and user guide.”Rep. No. UCB/SEMM-94/07, Dept. of Civ. Engrg., Univ. of California, Berkeley, Calif.
9.
Roeder, C. W., and Popov, E. P. (1977). “Inelastic behavior of eccentrically braced steel frames under cyclic loadings.”Rep. No. UCB/EERC-77/18, Earthquake Engrg. Res. Ctr., Univ. of California, Berkeley, Calif.
10.
Sarraf, M., and Bruneau, M.(1998). “Ductile seismic retrofit of steel deck-truss bridges. I: Strategy and Modeling.”J. Struct. Engrg., ASCE, 124(11), 1253–1262.
11.
Tsai, K.-C., Chen, H.-W., Hong, C.-P., and Su, Y.-F.(1993). “Design of steel triangular plate energy absorbers for seismic-resistant construction.”Earthquake Spectra, 9(3), 505–528.
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Copyright © 1998 American Society of Civil Engineers.
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Published online: Nov 1, 1998
Published in print: Nov 1998
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