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• A novel bridge weigh-in-motion method is presented using parametric dynamic bridge-vehicle interaction formulation. • Modal parameters extracted from ambient vibration tests are used to accurately simulate the bridge structures. • The formulation offers superior computational efficiency since it eliminates the need for calibrated finite element models. • The proposed method resulted in accurate estimations even when the vehicle travel path differs from calibrations. • The Proposed method was validated using a full-scale case-study arterial highway bridge in Canada. Dynamic bridge weigh in motion systems use models that can simulate the dynamic behaviour of a bridge subjected to moving traffic. Currently available models use complex and computationally expensive Moving Force Identification (MFI) methods that utilize finite element models to estimate the bridge torsional and transverse dynamic behaviour. This paper presents a novel dynamic parametric BWIM method that utilizes the experimentally estimated modal parameters for simulating the response of a bridge structure to moving loads. The estimated modes of an in-situ structure inherently capture the true bridge behaviour for any generalized geometry, boundary conditions and load position. Therefore, it enables the complex torsional and transverse bending behaviour of the bridge to be captured. In this paper, the mathematical derivation of the analytical model is presented in detail, then model calibration and weighing procedures are outlined, followed by the validation of the proposed method using a full-scale case study arterial highway bridge in the Canadian Province of New Brunswick. The proposed dynamic BWIM method offers a novel solution for the development of real-time BWIM systems that is efficient to calibrate and accurate in vehicle identification. [ABSTRACT FROM AUTHOR]

• Column height is the parameter with more impact on longitudinal displacements. • Deck skew is the parameter with lesser influence on the seismic response. • Minimum required support lengths by actual codes are found to be very conservative. • The period is a more accurate parameter to predict longitudinal displacements. • An equation is proposed to estimate the required support length from the period. Loss of bridge deck supports is one of the major failures observed during past earthquakes. Deck collapse due to loss of support has been observed mainly on simply supported bridge structures with insufficient support length at expansion bearings. To accommodate the large displacements induced by seismic movements and to avoid bridge collapse, modern seismic standards and regulations require a minimum support length at expansion deck bearings. This paper presents the state of knowledge on the empirical support length equation and the main geometric parameters influencing the required support length at deck expansion bearings. It also presents the results of the parametric study performed on typical existing single and multi-span simply supported bridges subjected to seismic loads typical of Eastern Canada. The results allowed to identify and describe the key geometric parameters influencing the nonlinear responses of existing bridges, evaluate their relative influence in terms of displacements and ductility associated with the loss of deck supports. It also compares the current empirical equation with predicted displacements and proposes an equation more suitable for predicting expected displacements (lower than code values) in an evaluation framework for judging the seismic vulnerability of existing such as the bridge models considered in this study. [ABSTRACT FROM AUTHOR]

• Seismic design parameters are proposed for the Moment-resisting Knee-braced Frame. • The study is carried out within the framework of Canadian standards. • All potential hazard sources expected on the Canadian west coast are considered. • The MKF shall be designed as a moderately ductile system. • Overstrength and ductility factors of 1.6 and 3.0 are proposed for the MKF system. • The proposed seismic design parameters are verified by comprehensive nonlinear analyses. This paper proposes and verifies the seismic design parameters, including overstrength-related force modification factor, ductility-related force modification factor, deflection amplification factor, and design period, for the steel Moment-resisting Knee-braced Frame (MKF) system. The building selected in this study is an office located in Vancouver, British Columbia, Canada, in which MKFs act as the lateral load-resisting system. 14 prototype frames spanning a wide range of geometrical configurations are designed following the requirements of the 2015 National Building Code (2015 NBC) of Canada. Nonlinear static analyses are carried out on the prototype frames to determine the preliminary ductility and overstrength factors. Six new MKFs (assessment frames) are designed using the proposed overstrength and ductility factors, and their seismic and collapse performances are examined by comprehensive numerical analyses, considering the effects of the potential sources of ground motion expected on the Canadian west coast, namely subduction intraslab, subduction interface and shallow crustal events. The results of this study suggest that the MKF system shall be designed as a moderately ductile system using overstrength and ductility factors of 1.60 and 3.0, respectively, with a height not exceeding 40 m in regions of high seismicity. [ABSTRACT FROM AUTHOR]

• The novel controlled rocking outriggered wall (CORW) is introduced. • CORW is efficiently designed using the novel equivalent energy-based design procedure. • Simulation results show CORW is a reliable system for tall buildings applications. Next-generation earthquake engineering design seeks to develop robust structural systems to limit structural and non-structural damage after strong earthquake shaking. In this study, an innovative high-performance tall building, named Controlled outriggered rocking wall (CORW) system is proposed. The CORW system improves the conventional reinforced concrete (RC) core wall by adding a damped outrigger system and a damped controlled rocking base. The CORW is designed using the novel Equivalent energy design procedure (EEDP) to meet different performance objectives for different shaking intensities. Detailed EEDP for the CORW system is presented in this paper. Three prototype buildings (with 25, 35, and 45 stories) located in Vancouver Canada were designed using the proposed procedure. Robust finite element models of the CORW systems were developed in OpenSees and subjected to a series of nonlinear time history analysis. The results of the nonlinear time history analysis indicate that the CORW system designed using EEDP performs well under different levels of earthquake intensities, where it can be used reliably as an effective seismic force resisting system for high-rise application. [ABSTRACT FROM AUTHOR]