Optimal Seismic Design of Asymmetrical-plan Steel Buildings with Composite Castellated Floor Systems

2022 ◽  
Author(s):  
Ali Kaveh ◽  
Amir Fakoor
Keyword(s):  
Seismic Design ◽  
Steel Buildings ◽  
Floor Systems

Code-Oriented Methodology for the Seismic Design of Regular Steel Moment-Resisting Braced Frames

2014 ◽  
Vol 30 (4) ◽  
pp. 1683-1709 ◽  
Author(s):  
Edgar Tapia-Hernández ◽  
Arturo Tena-Colunga
Keyword(s):  
Seismic Design ◽  
Time History ◽  
Federal District ◽  
Design Parameters ◽  
Braced Frames ◽  
Steel Buildings ◽  
Moment Frames ◽  
Concentrically Braced Frames ◽  
Design Spectrum ◽  
Moment Resisting

In order to help improve the seismic design of regular steel buildings structured with ductile moment-resisting concentrically braced frames (MRCBFs) using the general design methodology of Mexico's Federal District Code (MFDC-04), suitable design parameters were first assessed using the results of pushover analyses of 13 regular MRCBFs. In order to insure collapse mechanisms consistent with the assumptions implicit in a code-based design (strong-column/weak-beam/weaker-brace), it is proposed to relate the minimum strength ratio for the resisting columns of the moment frames and the bracing system. Improved equations are proposed for a more realistic assessment of ductility and overstrength factors. In a second stage, the effectiveness of the improved methodology was assessed with the design of six regular steel buildings with MRCBFs. Buildings were evaluated by performing both pushover and nonlinear time-history analyses under ten selected artificial ground motions related to the corresponding design spectrum.

scholarly journals Damage to Steel Buildings Observed after the 2011 Tohoku-Oki Earthquake

2013 ◽  
Vol 29 (1_suppl) ◽  
pp. 219-243 ◽  
Author(s):  
Taichiro Okazaki ◽  
Dimitrios G. Lignos ◽  
Mitsumasa Midorikawa ◽  
James M. Ricles ◽  
Jay Love
Keyword(s):  
Seismic Design ◽  
Tsunami Wave ◽  
Structural Performance ◽  
Building Structures ◽  
Braced Frames ◽  
Steel Buildings ◽  
Ground Acceleration ◽  
The City ◽  
Insight Into ◽  
Foundation Failure

A joint U.S.–Japan reconnaissance team examined the damage to steel building structures caused by the 2011 Tohoku-oki earthquake. In the city of Sendai, where the peak horizontal ground acceleration exceeded 1 g, the majority of steel buildings performed well. Buildings that used older cladding systems for external finish sustained damage to their claddings even if their structural performance was excellent. Damage to a few braced frames offer insight into the seismic design of bracing connections. In areas attacked by the violent tsunami, many steel buildings stood upright after the tsunami subsided, although these buildings lost much of their external and internal finishes along with their contents. These steel buildings did not provide safe shelter for tsunami evacuation when the building submerged under the tsunami wave. A number of buildings suffered foundation failure, which was likely caused by scouring or liquefaction or a combination of multiple effects.

Seismic design of steel buildings: lessons from the 1995 Hyogo-ken Nanbu earthquake

1996 ◽  
Vol 23 (3) ◽  
pp. 727-756 ◽  
Author(s):  
Robert Tremblay ◽  
Andre Filiatrault ◽  
Michel Bruneau ◽  
Masayoshi Nakashima ◽  
Helmut G. L. Prion ◽  
...  
Keyword(s):  
Seismic Design ◽  
Steel Structures ◽  
Structural Systems ◽  
Braced Frames ◽  
Steel Buildings ◽  
Concentrically Braced Frames ◽  
Framed Structures ◽  
Concentrically Braced ◽  
Moment Resisting ◽  
Column Bases

Past and current seismic design provisions for steel structures in Japan are presented and compared with Canadian requirements. The performance of steel framed structures during the January 17, 1995, Hyogo-ken Nanbu earthquake is described. Numerous failures and examples of inadequate behaviour could be observed in buildings of various ages, sizes, and heights, and braced with different structural systems. In moment resisting frames, the damage included failures of beams, columns, beam-to-column connections, and column bases. Fracture of bracing members or their connections was found in concentrically braced frames. The adequacy of the current Canadian seismic design provisions is examined in view of the observations made. Key words: earthquake, seismic design, steel structures.

scholarly journals Quantification of Optimal Target Reliability for Seismic Design: Methodology and Application to Midrise Steel Buildings

2021 ◽  
Author(s):  
Kasra Habibi ◽  
S. Saeid Hosseini Varzandeh ◽  
Mojtaba Mahsuli
Keyword(s):  
Seismic Design ◽  
The United States ◽  
Construction Cost ◽  
Building Code ◽  
Steel Buildings ◽  
Base Shear ◽  
Risk Models ◽  
Concentrically Braced Frame ◽  
Optimal Target

Abstract Quantification of the optimal target reliability based on the minimum lifecycle cost is the goal standard for calibration of seismic design provisions, which is yet to be fully-materialized even in the leading codes. Deviation from the optimally-calibrated design standards is significantly more pronounced in countries whose regulations are adopted from the few leading codes with no recalibration. A major challenge in the quantification of optimal target reliability for such countries is the lack of risk models that are suited for the local construction industry and design practices. This paper addresses this challenge by presenting an optimal target reliability quantification framework that tailors the available risk models for the countries from which the codes are adopted to the local conditions of the countries adopting the codes. The proposed framework is showcased through the national building code of Iran, which is adopted from the codes of the United States, using a case study of three midrise residential steel building archetypes. The archetypes have various structural systems including intermediate moment-resisting frame (IMF) and special concentrically braced frame (SCBF). Each of these archetypes are designed to different levels of the base shear coefficient, each of which corresponds to a level of reliability. To compute the lifecycle cost, the initial construction cost of buildings is estimated. Next, robust nonlinear models of these structures are generated, using which the probability distribution of structural responses and the collapse fragility are assessed through incremental dynamic analyses. Thereafter, the buildings are subjected to a detailed seismic risk analysis. Subsequently, the lifecycle cost of the buildings is computed as the sum of the initial construction cost and the seismic losses. Finally, the optimal strength and the corresponding target reliability to be prescribed are quantified based on the notion of minimum lifecycle cost. The results reveal a 50-year optimal reliability index of 2.0 and 2.1 for IMF and SCBF buildings, respectively and an optimal collapse probability given the maximum considered earthquake of 16% for both systems. In the context on the case study of the national building code of Iran, the optimal design base shear for IMF buildings is 40% higher than the current prescribed value by the code, whereas that of SCBF buildings is currently at the optimal level.

The behaviour, overview of damage and retrofit of steel buildings after the earthquakes of September 1985

1987 ◽  
Vol 20 (1) ◽  
pp. 30-41 ◽  
Author(s):  
Enrique Martinez-Romero
Keyword(s):  
Mexico City ◽  
Seismic Performance ◽  
Seismic Design ◽  
Steel Structures ◽  
The Other ◽  
Design Codes ◽  
Steel Buildings ◽  
Steel Construction ◽  
History Of

A brief introduction on the earthquake history of Mexico is made. A description of the various types of steel structures built in Mexico City is made, including comparisons of the other types of steel construction with more modern practices. Performance of steel buildings in the September 1985 earthquake are discussed and related to the local geotechnical conditions, including foundation behaviour. The evolution of seismic design Codes in Mexico City is presented and the Emergency Provisions recently issued, are discussed. Finally, some ideas of repairing damaged steel structures to improve their seismic performance meeting the higher demands of the reformed Code, are given as a retrofit.

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