Failure progression resistance of a generic steel moment-resisting frame under beam-removal scenarios

2017 ◽  
Vol 8 (3) ◽  
pp. 308-325 ◽  
Author(s):  
Farshad Hashemi Rezvani ◽  
Behrouz Behnam ◽  
Hamid Reza Ronagh ◽  
M. Shahria Alam
Keyword(s):  
Progressive Collapse ◽  
Structural Response ◽  
Safety Level ◽  
Content Type ◽  
Steel Moment Resisting Frames ◽  
Beam Elements ◽  
Structural Resistance ◽  
Moment Resisting ◽  
A Chain ◽  
Design Earthquake

Purpose The purpose of this paper is to determine the failure progression resistance of the steel moment-resisting frames subjected to various beam-removal scenarios after application of the design earthquake pertinent to the structure by investigating a generic eight-story building. Design/methodology/approach The structure is first pushed to arrive at a target roof displacement corresponding to life safety level of performance. To simulate the post-earthquake beam-removal scenario, one of the beam elements is suddenly removed from the structure at a number of different positions. The structural response is then evaluated by using nonlinear static and dynamic analyses. Findings The results show that while no failure is observed in all of the scenarios, the vulnerability of the upper stories is much greater than that of the lower stories. In the next step, the structural resistance to such scenarios is determined. The results confirm that for the case study structure, at most, the resistance to failure progression in upper stories is 58 percent more than that of lower stories. Originality/value Failure and fracture of beam-to-column connections resulting in removal of beam elements may lead to a chain of subsequent failures in other structural members and eventually lead to progressive collapse in some cases. Deficiency in design or construction process of structures when combined by application of seismic loads may lead to such an event.

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.

scholarly journals Seismic Response of 3D Steel Buildings considering the Effect of PR Connections and Gravity Frames

2014 ◽  
Vol 2014 ◽  
pp. 1-13
Author(s):  
Alfredo Reyes-Salazar ◽  
Edén Bojórquez ◽  
Achintya Haldar ◽  
Arturo López-Barraza ◽  
J. Luz Rivera-Salas
Keyword(s):  
Seismic Analysis ◽  
Three Dimensional ◽  
Structural Response ◽  
Steel Buildings ◽  
Three Dimensional Model ◽  
Structural Resistance ◽  
Moment Resisting ◽  
Plane Frames ◽  
Partially Restrained ◽  
Gravity Frames

The nonlinear seismic responses of 3D steel buildings with perimeter moment resisting frames (PMRF) and interior gravity frames (IGF) are studied explicitly considering the contribution of the IGF. The effect on the structural response of the stiffness of the beam-to-column connections of the IGF, which is usually neglected, is also studied. It is commonly believed that the flexibility of shear connections is negligible and that 2D models can be used to properly represent 3D real structures. The results of the study indicate, however, that the moments developed on columns of IGF can be considerable and that modeling buildings as plane frames may result in very conservative designs. The contribution of IGF to the lateral structural resistance may be significant. The contribution increases when their connections are assumed to be partially restrained (PR). The incremented participation of IGF when the stiffness of their connections is considered helps to counteract the no conservative effect that results in practice when lateral seismic loads are not considered in IGF while designing steel buildings with PMRF. Thus, if the structural system under consideration is used, the three-dimensional model should be used in seismic analysis and the IGF and the stiffness of their connections should be considered as part of the lateral resistance system.

Effect of span length on progressive collapse behaviour of steel moment resisting frames

Structures ◽  
2015 ◽  
Vol 3 ◽  
pp. 81-89 ◽  
Author(s):  
Farshad Hashemi Rezvani ◽  
Amir Mohammad Yousefi ◽  
Hamid Reza Ronagh
Keyword(s):  
Progressive Collapse ◽  
Span Length ◽  
Steel Moment Resisting Frames ◽  
Moment Resisting Frames ◽  
Moment Resisting

Damage Avoidance Self-Centering Steel Moment Resisting Frames (MRFs) Using Innovative Resilient Slip Friction Joints (RSFJs)

2018 ◽  
Vol 763 ◽  
pp. 726-734 ◽  
Author(s):  
Ashkan Hashemi ◽  
Pouyan Zarnani ◽  
Farhad Mohammadi Darani ◽  
Armin Valadbeigi ◽  
George Charles Clifton ◽  
...  
Keyword(s):  
Experimental Tests ◽  
Steel Moment Resisting Frames ◽  
Residual Drift ◽  
Moment Resisting Frames ◽  
Moment Resisting ◽  
Gap Opening ◽  
Ductile Behavior ◽  
Design Earthquake ◽  
Determining Factor ◽  
Damage Avoidance

Higher seismic performance can be achieved by localizing the inelastic deformation in the connections (fuses) and minimizing the residual drift that are often a determining factor in whether a structure can be repaired or re-occupied after an earthquake. This paper introduces the self-centering damage avoidance steel Moment Resisting Frames (MRFs) using innovative Resilient Slip Friction Joints (RSFJs). The RSFJ provides self-centering and energy dissipation in one compact package requiring no post-event maintenance. In this concept, the beam is connected to the column through a pinned joint at the top, an RSFJ at the bottom and a slotted web plate for transferring the shear forces, when required. The RSFJ allows for gap opening in the connection upon loading and then re-centers the system when unloading. Furthermore, a secondary fuse within the RSFJ is considered to keep maintaining a ductile behavior in the system in case of an earthquake larger than the design earthquake. The conducted experimental tests confirmed the outcomes of this study.

New Directions in Structural Seismic Designs

1993 ◽  
Vol 9 (4) ◽  
pp. 845-875 ◽  
Author(s):  
Egor P. Popov ◽  
Tzong-Shuoh Yang ◽  
Carl E. Grigorian
Keyword(s):  
Point Of View ◽  
Braced Frames ◽  
Eccentrically Braced Frames ◽  
Displacement Ductility ◽  
Steel Moment Resisting Frames ◽  
Structural Resistance ◽  
Seismic Force ◽  
New Directions ◽  
Moment Resisting ◽  
Ductile Behavior

The code stipulated seismic force requirements for buildings from the historical point of view are described first. This is followed by examples of the emerging criteria of inelastic seismic spectra for displacement ductility, and number of yield reversals as a function of building period and strength. Novel spatial representations of seismic input energy and hysteresis energy, interpreted as damage energy, are given next. The available structural resistance countering the imposed seismic demand is illustrated by the ductile behavior of steel moment resisting frames (MRFs) and eccentrically braced frames (EBFs). A discussion of a practical and versatile frictional energy dissipating connection is given at the end.

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