Python-based computational platform to automate seismic design, nonlinear structural model construction and analysis of steel moment resisting frames

2020 ◽  
Vol 224 ◽  
pp. 111199
Author(s):  
Xingquan Guan ◽  
Henry Burton ◽  
Thomas Sabol
Keyword(s):  
Seismic Design ◽  
Structural Model ◽  
Model Construction ◽  
Steel Moment Resisting Frames ◽  
Moment Resisting Frames ◽  
Nonlinear Structural ◽  
Moment Resisting ◽  
Computational Platform

Seismic design of self-centering viscous-hysteretic devices used for steel moment-resisting frames

2021 ◽  
Vol 239 ◽  
pp. 112369
Author(s):  
Ruizhao Zhu ◽  
Tong Guo ◽  
Frank Mwangilwa ◽  
Daguang Han
Keyword(s):  
Seismic Design ◽  
Steel Moment Resisting Frames ◽  
Moment Resisting Frames ◽  
Moment Resisting

Influence of seismic design rules on the robustness of steel moment resisting frames

2016 ◽  
Vol 21 (3) ◽  
pp. 479-500 ◽  
Author(s):  
David Cassiano ◽  
Mario D'Aniello ◽  
Carlos Rebelo ◽  
Raffaele Landolfo ◽  
Luis S. da Silva
Keyword(s):  
Seismic Design ◽  
Design Rules ◽  
Steel Moment Resisting Frames ◽  
Moment Resisting Frames ◽  
Moment Resisting

Predicted Ductility Demands for Steel Moment Resisting Frames

1989 ◽  
Vol 5 (2) ◽  
pp. 409-427 ◽  
Author(s):  
Charles W. Roeder ◽  
James E. Carpenter ◽  
Hidetake Taniguchi
Keyword(s):  
United States ◽  
Seismic Design ◽  
The United States ◽  
Structural Systems ◽  
Ductility Demand ◽  
Steel Moment Resisting Frames ◽  
The Past ◽  
Moment Resisting Frames ◽  
Column System ◽  
Moment Resisting

Recent changes to the United States seismic design provisions permit the use of weak column-strong beam steel moment resisting frames. This design concept has not been used in the past, because it results in plastic hinges in the columns during moderate or extreme earthquakes. This paper shows the results of inelastic dynamic response calculations on a weak column frame and a comparable strong column system. The results show that the ductility demand is much greater for the weak column strong beam framing system with some acceleration records. The required ductility is then compared for the different structural systems and both are compared to the results of experiments. The comparison suggests that the weak column system may not be able to develop the required ductility. The results of this paper should help define the viability and limits in applicability of the weak column system.

scholarly journals Robustness Assessment of Steel Moment Resisting Frames

2017 ◽  
Vol 11 (1) ◽  
pp. 420-433 ◽  
Author(s):  
David Cassiano ◽  
Carlos Rebelo ◽  
Luís Simoes da Silva
Keyword(s):  
Seismic Design ◽  
Progressive Collapse ◽  
Design Criteria ◽  
Steel Moment Resisting Frames ◽  
Moment Resisting Frames ◽  
Long Span ◽  
Moment Resisting ◽  
Structural Plastic ◽  
Steel Mrf ◽  
Pushdown Analysis

Nowadays, many buildings with steel Moment Resisting Frames (MRF) are built in seismic zones when seismic codes are at its early stages of development, and as such, these structures are often designed solely to resist lateral wind loads without providing an overall ductile mechanism. On the other hand, current seismic design criteria based on hierarchy of resistance allow enhancing the structural ductility and controlling the structural plastic behaviour. Therefore, seismic design criteria might also be beneficial to improve the structural robustness. In order to investigate this issue for steel MRF, a parametric study based on pushdown analysis and on the Energy Balance Method is described and discussed in the present paper. With this regard, the following cases are examined: (i) MRF not designed for seismic actions and (ii) MRF designed for seismic actions. The investigated parameters are (i) the number of storeys, (ii) the interstorey height, (iii) the span length, (iv) the building plan layout and (v) the column loss scenario. Results show that the low-rise and long span structures are the most prone to progressive collapse and that the elements in the directly affected zone of the wind designed 8 storey structures respond in the elastic range. Structures designed according to the capacity design principles were found to be less robust than wind designed structures that are characterized by strong beams and weak columns. The number of elements above the removed column and size of beam cross section were found to be key parameters in arresting progressive collapse.

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