China
Africa
Explore chapters and articles related to this topic
Hazardous Materials Risk Reduction Through Land Use Controls
Published in Gregory D. Boardman, Hazardous and Industrial Wastes, 2022
W. David Conn, Richard C. Rich
Building codes govern the construction of buildings based on their intended uses or “occupancies.” The Uniform Building Code (UBC) is widely adopted, often with amendments, by local governments. UBC Chapter 9 provides that the storage or use of hazmats above specified exempt amounts is considered a “Group H occupancy,” for which a particular set of safety requirements is imposed. Provided that these requirements (among others) are met in the construction plans and in the built structure, the building and occupancy permits (respectively) are issued on a “by right” basis. If the administering agency is alerted (e.g., through a fire department inspection) to a subsequent change in use such that the occupancy group changes, the agency may require the structure to be retrofitted to a higher standard of safety in order to renew the occupancy permit.
Damage indices of steel moment-resisting frames equipped with fluid viscous dampers
Published in Journal of Asian Architecture and Building Engineering, 2023
Mohammed Samier Sebaq, Yi Xiao, Ge Song
The four case studies comprise a (3-, 6-, 9-, and 20-story) buildings, designed in acquiescence with Uniform Building Code 1988 (UBC). These structures have been widely utilised as reference structures in numerous structural response control investigations (e.g., Gupta and Krawinkler 1999; Chalarca et al. 2020; Zhou et al. 2022). Figure 2 shows the main dimensions and information of the steel elements, as well as the locations and distributions of the FVDs, which was taken from the study of Zhou et al. 2022. A 2-Dimensional (2D) model of the four buildings was generated in the PERFORM-3D software using fiber sections for columns (Neuenhofer and Filippou 1998), and plastic hinge models for beams based on the recommendations of (PEER2010/ATC-72; Ribeiro et al. 2017; PEER 2020). The details of modeling these buildings in PERFORM-3D are described in Zhou et al. 2022. The frame buildings include P-delta to consider the gravity load effect of interior frames using leaning columns as shown in Figure 2. The strength and deformation of panel zones were neglected. In constructing the finite element computer models, the columns were assumed to be fixed at the base level.
Identifying Dynamic Response of a Twenty-Story Instrumented Building to 2018 M7.1 Anchorage, Alaska Earthquake and Its Aftershocks
Published in Journal of Earthquake Engineering, 2022
The Atwood Building, located northwest downtown Anchorage Alaska, is an iconic twenty-story moment-resisting steel frame office structure with a basement used as a parking garage. The building was designed according to the 1979 Uniform Building Code (ICBO 1979) and constructed in 1980. It has a square footprint of 39.6 m (130 ft) with a square concrete core of 14.6 m (60 ft). The total height of the building is 80.54 m (264.2 ft). The building’s reinforced concrete shallow foundation consists of a 1.52 m (5 ft) thick mat under the center core with a perimeter wall footing connected with grade beams. The instrumentation consists of a 24-bit IP-based data logger and an array of 32 accelerometers distributed on 10 levels (Fig. 2), including basement, 1st (ground), 2nd, 7th, 8th, 13th, 14th, 19th, 20th, and roof. This accelerometer array records 200 samples-per-second from each channel. Further details on the structure and instrumentation can be found in Wen and Kalkan (2017).
Limit State Exceedance Probabilities of Building Performance under Earthquake Excitation Using Rupture-to-Rafters Simulations
Published in Journal of Earthquake Engineering, 2021
Hemanth Siriki, Ramses Mourhatch, Swaminathan Krishnan
The existing (pre-Northridge) building is an 18-story office building, located within five miles of the epicenter of the 1994 Northridge earthquake. An isometric view of its FRAME3D model is shown in Fig. 1(a). It was designed according to the 1982 Uniform Building Code (UBC) and completed in 1986–87. The height of the building above ground is 75.7 m (248ʹ 4”) with a typical story height of 3.96 m (13ʹ 0”) and taller first, seventeenth, and penthouse stories. The lateral force-resisting system consists of two-bay welded steel moment-frames, two apiece in either principal direction of the structure as shown in Fig. 1(b). The location of the north frame one bay inside of the perimeter gives rise to some torsional eccentricity. Many moment-frame beam-column connections in the building fractured during the 1994 Northridge earthquake, and the building has been extensively investigated since then by engineering research groups [Krishnan and Muto, 2012; Chi et al., 1998; Carlson, 1999]. Fundamental periods, computed assuming 100% dead load and 30% live load contribution to the mass, are 4.52 s (X-translation), 4.26 s (Y-translation) and 2.69 s (torsion). We model the connection susceptibility to fracture probabilistically [modeling details can be found in Krishnan and Muto [2012]].