Abstract
This thesis presents the comparison of results for an 88-storey reinforced concrete building subjected to static and dynamic analyses. Similar to a building designed in a moderate seismic zone, the structure is designed and detailed according to the ACI 318M (2002) Code provisions and the seismic provisions of the UBC (1997). The building is modeled according to structural drawings and element design specifications are used in describing members' deformation characteristics. Resistance to dynamic motion is provided through boxed core-wall assemblies acting as cantilevers walls in one direction and linked with coupling beams at storey levels in the orthogonal direction. The equivalent static, dynamic modal spectrum, linear time-history and nonlinear time-history analyses are employed and a comparison of maximum inter-storey drift response is provided. The results of the analyses show that the linear time-history analysis is the most appropriate method in capturing the behavior of this particular building under dynamic loading.
Highlights
Introduction to the Seismic Design ofReinforced Concrete Shear WallsIn the seismic design and construction of buildings, a seismic design philosophy has been developed over the years based on the anticipation of a strong earthquake causing some structural damage
This thesis investigates a high-rise building incorporating tall reinforced concrete shear wall systems as it is subjected to the types of strong earthquake ground motions which can be expected in moderate seismic zones
As there are limited comparisons of analysis techniques conducted on high-rise buildings designed for moderate seismic zones, this work focuses on the comparison of static and dynamic analyses
Summary
Drift: (a) Coupled Direction; (b) Uncoupled Direction Figure E-2 Linear Time-History Analysis Overall Building Maximum Storey Shear: E-2. Figure F-8 Nonlinear Time-History Analysis Column-Wall Member Response F-8 (T2C11 located central bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment. Figure F-9 Nonlinear Time-History Analysis Coupling Beam Member Response at F-9 Left End (T2B-C1 located bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment. Figure F-10 Nonlinear Time-History Analysis Coupling Beam Member Response at F-10 Right End (T2B-C1 located bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment. Figure F-11 Nonlinear Time-History Analysis Coupling Beam Member Response at F-11 Left End (T2B-D1 located central bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment. Figure F-12 Nonlinear Time-History Analysis Coupling Beam Member Response at F-12 Right End (T2B-D1 located central bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment. FL 36 - Link Hysteresis Response for Column-Wall Member T2C10 located bottom-left of floor plan: (a) Coupled Direction; (b) Uncoupled Direction FL 36 - Link Hysteresis Response for Coupling Beam Member T2B-C1 located bottom-left of floor plan: (a) Left End; (b) Right End Left-Bottom Core Member Coupled Direction Response: (a) Maximum Shear; (b) Maximum Moment Center-Bottom Core Member Coupled Direction Response: (a) Maximum Shear; (b) Maximum Moment Left-Bottom Core Member Uncoupled Direction Response: (a) Maximum Shear; (b) Maximum Moment Center-Bottom Core Member Uncoupled Direction Response: (a) Maximum Shear; (b) Maximum Moment Column-Wall Member Response (T2C10 located bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment Column-Wall Member Response (T2C11 located central bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment Coupling Beam Member Response at Left End (T2B-C1 located bottomleft of floor plan): (a) Maximum Shear; (b) Maximum Moment Coupling Beam Member Response at Right End (T2B-C1 located bottomleft of floor plan): (a) Maximum Shear; (b) Maximum Moment Coupling Beam Member Response at Left End (T2B-D1 located central bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment Coupling Beam Member Response at Right End (T2B-D1 located central bottom-left of floor plan): (a) Maximum Shear; (b) Maximum Moment
Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have