The employment of capacity curves for the assessment of seismic performance of buildings has found prominence in various procedures, such as, N2 Method and Capacity Spectrum Method. This paper examines the various modelling techniques to identify their strengths in relation to the accuracy of seismic capacity curves prediction and their applicability for seismic performance evaluation. The case of Reinforced Concrete structural system is considered with the inclusion in the analyses of infill panels, in order to determine the limits and differences of these modelling techniques. The present study is conducted within the framework of the research project “Global Vulnerability Estimation Methods” funded by the Global Earthquake Model (GEM) foundation. The purpose of the project is to develop guidelines for the derivation of robust analytical seismic vulnerability functions and fragility curves for applicability worldwide.

Toward Worldwide Guidelines for the Development of Analytical Vulnerability Functions and Fragility Curves at Regional Level

The growing use of timber structures in seismic regions has led to the development of numerous 
innovative construction s ystems using Cross-Laminated-Timber (CLT) walls or tim ber frames 
(platform frame and heavy frame). Despite this development, sei smic design practices remain 
incomplete. In particular a ppropriate force modification factors (q-factors) used for the design 
of innovative construction ty pologies need to be determ ined. Available seism ic codes provide 
the q-factor only for standard building ty pologies based on results fro m specific experimental 
cyclic loading tests that give an estimation of the ductility class, and therefore of the most suitable q-factor range. From a research point of vi ew there are essentially two methods for q-factor 
evaluation, with those being experimental and numerical approaches. On one hand both methods provide an accurate and precise estimation of q-factors, but on the other han d they are highly time-consuming, require large computational effort and are exp ensive. Moreover, they provide a good estimation of the q-factor applicable to specific investigations of buil dings, and 
therefore derived values are not reliably generalizabl e to other buildings. As stated by Ceccotti 
and Sandhaas (2010), developm ent of an effective procedure for q-factor evaluation is becoming more and more important.

Seismic design of timber buildings with a direct displacement-based design method

Wood-screw shearwall (WSS) is generally considered to have limited ductility under seismic load. Conservatively, minimum ductility-related force-modification factor, Rd, of 1.0 and over-strength related force-modification factor, Ro, of 1.3 are used in the National Building Code of Canada for seismic design. In this study, the structural performance of WSS’s with different thicknesses of wood-based panels and sizes of wood screws was investigated by conducting monotonic and cyclic loading tests. The combined force-modification factor RdRo was estimated based on shearwall test results. To verify the estimated modification factors, mid-rise light wood-frame buildings (LWFBs) with different numbers of storeys, wall aspect ratios, magnitudes of gravity and diaphragm flexibilities were designed and analysed numerically. Nonlinear dynamic analyses were performed with 22 scaled Far-Field earthquake time-history records. The seismic response of the mid-rise LWFBs with WSS’s under design hazard level met the design criteria of strength and deformation, and the collapse margin ratios obtained by using a simplified FEMA P695 method complied with the requirements. The study indicates that it is appropriate to use an Rd factor of 1.5 and an Ro factor of 1.7 for seismic design of WSS’s.

Seismic force-modification factors for mid-rise wood-frame buildings with shearwalls using wood screws

Nonlinear static methods are simplified procedures in which the problem of evaluating the maximum expected response of a MDOF system for a specified level of earthquake motion is replaced by response evaluation of its equivalent SDOF system. The common features of these procedures are the use of pushover analysis to characterize the structural system. In pushover analysis both the force distribution and the target displacement are based on the assumptions that the response is controlled by the fundamental mode and that the mode shape remains unchanged after the structure yields. Therefore, the invariant force distributions does not account for the change of load patterns caused by the plastic hinge formation and changes in the stiffness of different structural elements. That could have some effects in the outcome of the method depending on different structural parameters. This paper introduces an adaptive pushover analysis method to improve the accuracy of the currently used pushover analysis in predicting the seismic-induced dynamic demands of the structures. Comparison of the common pushover analyses, adaptive pushover analyses and time-history analyses performed for a number of multiple-bay, short and high-rise steel structures, demonstrates the efficiency of the proposed method.

Adaptive pushover analysis

State of the art of the nonlinear static methods

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State of the art of the nonlinear static methods