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

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Summary

D-2 D-3 D-4 D-5 D-6 D-7 D-8 D-9 D-10 D-11 D-12 E-1 xxiii

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

G-3 H-1 H-2 H-3 H-4 H-5 H-6 H-7 H-8 H-9 H-10 xxvi
Overview
Objective and Scope of the Thesis
Organization of the Thesis This thesis is organized into six chapters as follows
Introduction to the Seismic Design of Reinforced Concrete Shear Walls
Definition of Hazard
Recommended Performance Levels
Building Categories and Design Performance Objectives
Seismic Level of Protection
Evaluation Methods
Ductility Design
Capacity Design Approach
Capacity Design of Shear Wall Systems
SAP2000 Analysis Program
Hysteretic Models
Moment-Curvature Generation
Concrete Models
Unconfined (Plain) Concrete Model
Attard and Setunge Unconfined Concrete Model
Reinforcing Steel Main Requirements for Seismic Performance
Design Standards
Design Superimposed Dead Loads
Selection of Lateral Force Resisting Systems
Modeling in the Coupled Direction
Force Modification Factor
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