Seismic Design Factors for Steel Moment Frames with Masonry Infills: Part 1

2012 ◽  
Vol 28 (3) ◽  
pp. 1189-1204 ◽  
Author(s):  
Shiv Shanker Ravichandran ◽  
Richard E. Klingner
Keyword(s):  
Shear Strength ◽  
Seismic Behavior ◽  
Pushover Analysis ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Masonry Infills ◽  
Open Ground ◽  
Shear Failures

In this two-part work, seismic behavior and design of steel moment frames with masonry infills are investigated systematically. In this first part, the “infill strength ratio” (the ratio of the story shear strength of infills to the story shear strength of the bare frame) is shown to have a fundamental effect on the seismic behavior of an infilled frame. This fundamental effect is demonstrated using pushover analysis of an example steel moment frame with masonry infills in uniformly infilled and open ground story configurations. In general, infill strength ratios greater than about 0.35 are associated with progressive deterioration of seismic performance, leading to story mechanisms concentrated in the lower stories. Greater infill strength ratios can also lead to local shear failures in frame members.

Seismic Behavior of Steel Moment Frames with Mechanical Hinge Beam-to-Column Connections

2020 ◽  
Vol 20 (06) ◽  
pp. 2040005
Author(s):  
Han Peng ◽  
Jinping Ou ◽  
Andreas Schellenberg ◽  
Frank Mckenna ◽  
Stephen Mahin
Keyword(s):  
Seismic Behavior ◽  
Shaking Table Test ◽  
Plastic Hinge ◽  
Time History ◽  
Shaking Table ◽  
Base Shear ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Moment Frame ◽  
Steel Moment Frame

This paper presents an investigation on the seismic behavior of steel moment frames with mechanical hinge beam-to-column connections. The connection uses a mechanical hinge to carry shear force and a pair of buckling-restrained steel plates bolted to the beam flange to transfer bending moment. The moment-rotation behavior of the connection was theoretically studied. A nonlinear numerical model for steel moment frames under strong earthquakes was developed and validated using a shaking table test of an 18-story steel moment frame at the E-Defense facility. Then, nonlinear static and time-history analyses were conducted to compare the seismic behavior of a conventional steel moment frame and three innovative steel frames equipped mechanical hinge connections in terms of roof displacement, base shear, inter-story drift ratio, and plastic hinge rotation.

Design Guidelines for Steel Moment Frames for New Buildings

2003 ◽  
Vol 19 (2) ◽  
pp. 269-290
Author(s):  
C. Mark Saunders
Keyword(s):  
Lateral Force ◽  
Design Guidelines ◽  
Northridge Earthquake ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Simple Set ◽  
Frame Buildings ◽  
New Buildings

The damage to steel moment frames observed in the Northridge earthquake of 1994 led to requirements in codes for use of tested connections, when these systems were to be employed in new buildings. One of the primary goals of the FEMA/SAC project was to develop guidelines for the design of steel moment frames that would return the design process to a relatively simple set of procedures similar to those used in the design of other lateral force-resisting systems. Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings, FEMA-350, presents design guidelines for use of steel moment frames in new buildings, developed from the FEMA/SAC research. This paper provides a general summary of the criteria, and a description of the prequalified connections and recommendations for their use.

Evaluation of Progressive Collapse of Special Steel Moment Frames

2013 ◽  
Vol 831 ◽  
pp. 85-89
Author(s):  
A. Valadbeigi ◽  
M. Ghassemieh
Keyword(s):  
Progressive Collapse ◽  
Nonlinear Dynamic Analysis ◽  
Structural Response ◽  
Vertical Displacement ◽  
Cover Plate ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Special Steel

The point of this study was to assess the progressive collapse resisting capacity of special steel moment frame structures and the behaviour of buildings which have different height when they are losing one of their exterior columns. Two buildings were considered for this research, 7-storiy and 12-storiy buildings. Corner column as well as one of the middle columns was removed to evaluate the importance and the effect of the location of removed column in structural response. General Services Administration (GSA) and Department of Defence (DoD) guidelines are considered for choosing the method of analysis. Nonlinear dynamic analysis procedures were carried out to investigate the behavior of structures. Thus, maximum vertical displacement in the point of column removal for each structure was measured. In addition, both buildings have cover plate connections which are cosidered to be rigid in modelling.

Optimal Stiffness Distribution of Steel Moment Frames under Extreme Earthquake Loading

2005 ◽  
Vol 8 (6) ◽  
pp. 573-584 ◽  
Author(s):  
Yanglin Gong
Keyword(s):  
Pushover Analysis ◽  
Optimization Method ◽  
Earthquake Loading ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Moment Frame ◽  
Seismic Demands ◽  
Weight Design ◽  
Optimal Stiffness ◽  
Stiffness Distribution

The paper presents a design optimization method for steel moment frames under extreme earthquake loading. Seismic demands of the structures are evaluated using a nonlinear pushover analysis procedure. Least structural weight is taken explicitly as one design objective. The other objective, pursuing uniform ductility demands in all stories, is realized indirectly by imposing an equal limit to the plastic interstory drift ratio of each story. Explicit forms of the objective function and constraints in terms of member sizing variables are formulated to enable computer solution for the optimization model. The proposed design formulation seeks a least-weight design with an optimal lateral stiffness distribution for steel moment frames. The concepts are illustrated for a three-story moment frame example.

Modeling and Parametric Study of Cover Plate Strengthen-Beam Flange Weaken Beam-to-Column Connection for Steel Moment Frame

2011 ◽  
Vol 368-373 ◽  
pp. 1217-1221
Author(s):  
Yan Xia Zhang ◽  
Yun Peng Li ◽  
Lu Yao Wang ◽  
Fan Yang
Keyword(s):  
Finite Element ◽  
Parametric Study ◽  
Seismic Behavior ◽  
Steel Structures ◽  
Cover Plate ◽  
Finite Element Analyses ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Theoretical Analyses

Based on the previous experiments and theoretical analyses, finite element analyses (FEA) and parametric study on seismic behavior of Cover Plate Strengthen-Beam Flange Weaken Beam-to-Column (CPSBFW) connection are executed by using ABAQUS. Suggestions on design conceptions and details of the cover plate strengthen-beam flange weaken beam-to-column connection are presented in this paper, and that provide valuable reference for design of beam-to-column connections in steel structures.

scholarly journals STUDY ON SEISMIC BEHAVIOR OF STEEL BEAM-TO-COLUMN PANEL ZONES

2020 ◽  
Vol 1 (1) ◽  
pp. 13-15
Author(s):  
Tran Tuan Nam
Keyword(s):  
Seismic Behavior ◽  
The Other ◽  
Steel Beam ◽  
Plastic Behavior ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Building Collapse ◽  
Panel Zone ◽  
Lateral Forces ◽  
Steel Building

Beam-to-column panel zone behavior in a steel moment-frame is characterized by the surrounding acting forces and its rotating deformation. When subjected to lateral forces, panel zones are deformed in a parallelogram pattern that one side of its diagonal direction is in tension whereas the other side is in compression. Moreover, right angles at the joints between the beam, column ends and the panel remains right angles. Shear strain causes the panel to rotate at a finite angle characterizing its rotating deformation. Based on experimental results from a full scale steel building collapse test, this paper discusses the elastic and elasto-plastic behavior of some typical panel zones.

Seismic Design Factors for Steel Moment Frames with Masonry Infills: Part 2

2012 ◽  
Vol 28 (3) ◽  
pp. 1205-1222 ◽  
Author(s):  
Shiv Shanker Ravichandran ◽  
Richard E. Klingner
Keyword(s):  
Reinforced Concrete ◽  
Seismic Design ◽  
Design Guidelines ◽  
Structural Systems ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Systematic Procedure ◽  
Masonry Infills ◽  
Design Factors

In this second part, archetypical steel moment frames with masonry infills are evaluated using the ATC-63 methodology, which is a systematic procedure for the determination of seismic design factors of structural systems. The ATC-63 methodology is briefly reviewed. Procedures in the ATC-63 methodology are specialized for application to infilled steel moment frames. Results from the ATC-63 evaluation of the archetypical infilled steel moment frames are presented, and are used to propose seismic design factors and design guidelines for steel moment frames with masonry infills. The applicability of the proposed seismic design factors and guidelines for reinforced concrete infilled frames is discussed.

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