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Wind and earthquake loadings are the two major types of lateral dynamic excitations experienced by high-rise buildings. An efficient design must ensure the safety of structural and non-structural components of a building against both types of loadings. This study evaluates the seismic performance of high-rise buildings primarily designed based on different levels of lateral wind loads. A 40-story dual system case study building is selected for this purpose. In dual systems, the lateral load is mainly resisted by a combination of reinforced concrete core wall and the special moment resisting frame. The case study building is assumed to be located in a moderate-level seismic zone and is separately designed for wind loading using three different levels of wind speeds (low, moderate and high), which are selected to represent the anticipated hazards at various global wind zones. The detailed seismic performance exhibited by three different design cases (corresponding to different levels of wind hazard) is evaluated. The Nonlinear Response History Analysis (NLRHA) procedure is used to obtain the true inelastic seismic demands and to compare the seismic performance of all three design cases. The results showed that the level of design wind load can alter the seismic performance of high-rise dual system buildings. Therefore, even for the cases where the wind demands control the design of lateral load-resisting system, the detailed performance-based seismic evaluation should be carried out to ensure the overall structural safety and integrity.

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<p>This study evaluates and compares the expected seismic performance of a high-rise building when designed according to various international building codes. Using a 40-story reinforced concrete (RC) case study building, the comparison among the three most widely used building codes (ACI 318/ASCE 7-10, BS 8110 and EC-2/EC-8) is presented in terms of structural design and seismic performance. The case study building has a dual structural system (moment-resisting frame and shear walls) and is assumed to be located in a highly active seismic region. First, its linear elastic model was created and analysed to perform the code-based design for gravity and seismic loads. The building is designed separately for three codes following their prescribed load combinations, cracked stiffness modifiers and seismic design factors. Then, the detailed performance evaluation of case study building (separately designed for each building code) was carried out using the nonlinear response history analysis (NLRHA) under different input ground motions. Based on obtained results, a comparison of three building codes is presented in terms of the design, seismic performance and economic considerations.</p>

<p>This paper presents the challenges and studies involved in the structural analysis and design of a single-layer reticulated dome. The geometry of the dome is not conventional dome-shaped with largest diameter at the base. The dome is “Inverted monk bowl” in shape with the largest diameter at the quarter height. The dome is used as temple with a tall Buddha statue inside. It is a single-layer latticed steel dome, resting on the reinforced concrete structure. The dome is approximately 65 m in diameter at the base, while the diameter at mid-height is about 86 m. Wind tunnel test was conducted to determine the wind pressure on the surface of the dome which was located in the open terrain. High Frequency Pressure Integration (HFPI) technique was applied in the overall wind load study. Linear response history analysis was conducted to determine the response of the structure under wind load, while response spectrum analysis was conducted for seismic load. Staged construction analysis was performed in order to evaluate the performance of the structural components under construction. The structural components and construction loads were added in accordance with the actual construction sequences to determine the design forces.</p>