The increasing use of timber for mid to high-rise structures fosters a need for high quality numerical modelling and modelling input parameters for timber and timber hybrid structural systems. Concrete is still a primary building material for mid to high-rise structures; however, designers seek to utilize timber, concrete, and steel to develop innovative structural systems. Experimental timber connection data was used to validate Pivot hysteretic connection models. Results of validated tension-bolted timber connection parameters for timber column to foundation, timber beam to timber column, and timber beam to concrete core are provided for use with numerical models. Experimental frame and connection data was used to validate connection and two-dimensional timber frame models. Similarly, results of hysteretic connection models for parametrized timber frame beam to column and column to base lagscrewbolt type connections are provided; as well, the numerical frame models developed demonstrate good agreeance with the experimental data. Experimental results from full scale shake table testing were used to validate a two-storey concrete core with eccentric timber frame three-dimensional numerical structural model. With limitations noted, results somewhat predict response of the hybrid structure to cyclic ground motion. Critical parameters of hysteretic connection performance, damping, diaphragm stiffness, and core wall cracking are explored. By extension of the experimental validations, a 12-storey hybrid concrete core timber frame numerical model was developed and analysed with equivalent static force procedure, modal response spectrum, linear response history and non-linear response history analysis. The selection and scaling of ground motions was completed following Method A from the newly released 2015 NBCC guideline; the selected scenario-specific ground motions, required processing, and individual and suite scaling factors are provided for three suites of five bi-directional ground motion pairs. Following Part 4, Division B, Section 4.1.8 of the 2015 National Building Code of Canada, the concrete core was designed for strength and drift using ETABS; further, the tension-bolted timber connections were able to sustain anticipated seismic shaking but not to contribute to the seismic force resisting system.