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Determining optimal damper sizes in a steel frame structure using structural control concepts
Published in Federico M. Mazzolani, Stessa 2003, 2018
To demonstrate the theory presented above an assessment of a simple building was carried out. The building selected was a typical low-rise office building located in Burbank, California. The building was constructed in 1976/77, instrumented, and had experienced strong motions during the 1987 Whittier and the 1994 Northridge earthquakes. Figure 1 illustrates the typical frame of this structure. It is a 6-story, 25.2m tall structure with a roughly 37mx37m square floor plan. The first story height is 5.3m and the floor heights above are 4.0m. Typical floors comprise a 75mm inch lightweight concrete slab over corrugated metal decking acting compositely with the supporting steel girders. Beam column connections of interior columns are pinned while exterior columns connections are moment resisting. Bakhtavar (2000) reports fundamental vibration periods of 0.808Hz in the N-S direction and 0.774Hz in the E-W direction.
Using heritage building registers to characterise unreinforced masonry buildings of Brisbane, Australia
Published in Australian Journal of Structural Engineering, 2023
Nouman Khattak, Hossein Derakhshan, David P. Thambiratnam, Nimal J. Perera, Jason M. Ingham
Of the heritage-listed URM buildings, 45% are two-storey and 25% are one-storey structures. In addition, three-storey buildings constitute about 18% of the population, whereas the remaining 12% are buildings with a height of four-stories and above as shown in Figure 17. It was noted that four- and higher-storey buildings were made of masonry combined with other load-supporting elements (beams and columns) made of timber, steel and concrete or a combination of these materials. Some buildings have attics that are excluded from the number of storeys. The popularity of two-storey buildings (45%) is consistent with findings of Howlader et al. (2016), who concluded that these buildings represent about 44% of the heritage-listed buildings in NSW. In another study (Vaculik et al. 2018b), it was observed that the majority of the URM buildings in Adelaide city were one to three storeys in height, which is a finding that is consistent overall with the outcome of this study.
Sensitivity Analysis of Reinforced Concrete Frame Structures Under Near-Fault Pulse-Like Ground Motions Using a Broadband Simulation Method
Published in Journal of Earthquake Engineering, 2020
Fujian Yang, Guoxin Wang, Yang Ding
In order to investigate the effects of the pulse characteristics on building structures with different natural periods (represented as different structure heights), four typical three-bay RC frame structures with 2-, 4-, 8-, and 12-stories are designed based on Chinese codes [GB50010-2010] to represent low-, medium-, and high-rise buildings. These buildings are considered to be located in a high-seismicity region of China considering both gravity and seismic loads with the design peak ground acceleration (PGA) of 0.2 g, fortification intensity (Modified Mercalli Intensity) VIII, the first design earthquake group, and site category II based on the China seismic code [GB50011-2010]. According to GB50010-2010, the dead loads and live loads are considered as 5 and 2.0 kN/m2 on typical floors, 6.5 and 0.5 kN/m2 on the roof, respectively. The thickness of concrete cover and slab is 30 and 120 mm, respectively. Figure 7 illustrates the plan and elevation view of these RC buildings, and the sizes of the beam-column components in these buildings are also described. In all case-buildings, the height is 4.5 m for the first-story and 3.6 m for the other stories. A compressive strength of 20.1 MPa (i.e. concrete grade C30) for the concrete and the yield strength of 335 and 400 MPa (i.e. steel grade HRB335 and HRB400) for the steel are assumed. It is important to note that all frames have uniformed mass distribution and nonuniformed lateral stiffness distribution over the height.
Parametric design of diagrid tall buildings regarding structural efficiency
Published in Architectural Science Review, 2020
Amirreza Ardekani, I. Dabbaghchian, M. Alaghmandan, M. Golabchi, S. M. Hosseini, S. R. Mirghaderi
The significance of the effects of lateral loads (earthquake and wind loads) on the structure of tall buildings is to the extent that lateral loads are the governing loads rather than gravity loads. From the structural viewpoint, a tall building can be seen as a multi-story construction in which the effects of horizontal actions and the need to limit the relative displacements take on primary importance (Taranath 2004, 2016). Regarding the high flexibility of tall buildings and considerable lateral deflections especially in high floors, the stiffness of the structure of tall buildings controls the structural design primarily rather than the strength of materials (Moon 2012). In the case where the structure’s height increases, rigidity and stability requirements become more important and eventually become the governing design factor (Carpinter et al. 2012). Thus, the more the stiffed structural systems, the more efficiency, in recent years. A recent classification of the structural systems of tall buildings is presented in (Ali and Moon 2007, 2018).