Nonlinear Dyn (2008) 52: 347–359 DOI 10.1007/s11071-007-9283-5 ORIGINAL PAPER Analysis for the optimal location of cable damping systems on stayed bridges Roberto Alvarado Cárdenas · Francisco Javier Carrión Viramontes · Aurelio Domínguez González · Gilberto Herrera Ruiz Received: 31 August 2006 / Accepted: 30 May 2007 / Published online: 4 August 2007 © Springer Science+Business Media B.V. 2007 Abstract Computational models are increasingly be- ing used for the dynamic analysis of structures with nonlinear or uncertain behavior, such as cables in stayed bridges, which nowadays are progressively more used as an alternative for long span and slim structures. In this work, a 3D nonlinear model is de- scribed to evaluate the wind dynamic effects on cables for this type of bridges under different scenarios, but also for health monitoring and structural simulation to guarantee performance, evaluate load capacity and estimate life prediction. Fatigue is one of the most rel- evant and complex failure causes in highway bridges, particularly on the anchorage elements of the cables in stayed bridges; where dampers may be used to min- imize the dynamic behavior of the structure and re- duce fatigue damage. With this nonlinear simulation model, different damper locations and configurations are evaluated to find the optimal position. A feasibility function is used as a weighting function to take into account the damper’s size and design. Analysis is par- ticularly focused for a real cable stayed bridge in the state of Veracruz in México. R.A. Cárdenas ( ) · F.J.C. Viramontes · A.D. González · G.H. Ruiz Universidad Autónoma de Querétaro, Cerro de las Campanas s/n Querétaro Qro., Mexico 76000, Mexico e-mail: ralvarad@itesm.mx F.J.C. Viramontes Instituto Mexicano del Transporte, Sanfandila, Querétaro, Mexico Although the geometry, the forces and the stresses on cable structures are a challenge, even for structural specialists, the results from this work using the pro- posed 3D nonlinear model showed to be accurate for the simulation of many different wind scenarios, and damper’s location and orientations. Finally, the feasi- bility weighting function enabled the geometrical lim- itations to estimate the best location of a damper sys- tem to minimize the risk for fatigue failure. Keywords Vibration control · Cable stayed bridge · Damping systems 1 Introduction Since the second half of the last century to these days, the cable-stayed bridge concept has been widely used for long span bridges like the Millau Viaduct in France and many others built around the world. With these types of bridges, when the length of the span is increased, their behavior becomes more complex and structural characteristics such as stiffness, exter- nal forces and dynamic stability, are even more im- portant to evaluate structural reliability and safety [1]. With large spans, the cable-stayed bridges are more sensitive to flutter instability, wind, earthquakes and traffic-induced vibrations, where highly nonlinear be- havior and structural coupling between cables and bridge deck, are some of the specific and complex