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.

Seismic Design Guidelines and Provisions for Steel-Framed Buildings: FEMA 267/267A and 1997 AISC Seismic Provisions

2000 ◽  
Vol 16 (1) ◽  
pp. 179-203
Author(s):  
James O. Malley ◽  
Charles J. Carter ◽  
C. Mark Saunders
Keyword(s):  
Wide Spectrum ◽  
Steel Structures ◽  
Design Guidelines ◽  
Northridge Earthquake ◽  
Earthquake Hazards ◽  
Steel Buildings ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Welded Steel ◽  
Frame Buildings

One of the important surprises of the Northridge earthquake of January 17, 1994, was the widespread and unanticipated brittle fracture of welded steel beam-to-column connections. Although no casualties or collapses occurred during the Northridge earthquake as a result of these connection failures, and many WSMF buildings were not damaged at all, a wide spectrum of brittle connection damage did occur, ranging from minor cracking to completely severed columns. This paper summarizes two of the most important documents that have been developed in response to the damage suffered to steel moment frame buildings in the Northridge earthquake. The first, FEMA 267, Interim Guidelines: Evaluation, Repair, Modification and Design of Welded Steel Moment Frame Structures, was generated from studies undertaken as part of a project initiated by the U.S. Federal Emergency Management Agency (FEMA) to reduce the earthquake hazards posed by steel moment-resisting frame buildings. The second document addressed in this paper is the 1997 edition of the American Institute of Steel Construction (AISC) Seismic Provisions for Structural Steel Buildings (commonly referred to as the AISC Seismic Provisions) that incorporates the new information generated by the FEMA-sponsored project and other investigations on the seismic performance of steel structures, and has been adopted by reference into the 2000 International Building Code (IBC).

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.

Evaluating and Upgrading Welded Steel Moment-Frame Buildings Using FEMA-351

2003 ◽  
Vol 19 (2) ◽  
pp. 317-334 ◽  
Author(s):  
John D. Hooper
Keyword(s):  
Earthquake Engineering ◽  
Joint Venture ◽  
Northridge Earthquake ◽  
Seismic Evaluation ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Welded Steel ◽  
Frame Design ◽  
Frame Buildings ◽  
Simplified Procedures

In July 2000, the SAC Joint Venture (a joint venture of the Structural Engineers Association of California, the Applied Technology Council, and California Universities for Research in Earthquake Engineering) prepared a series of recommendations regarding welded steel moment-frame design, evaluation, and upgrade procedures. FEMA-351, Recommended Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings, was developed to evaluate the probable performance of existing steel moment-frame buildings in future earthquakes and to provide guidance or upgrading these buildings. The procedures introduced in FEMA-351 allow the determination of the level of confidence a structure will be able to achieve based on a specified performance objective, using simplified analytical methods. Simplified procedures for estimating the probable post-earthquake repair costs and nonstructural damage, based on the losses incurred in the 1994 Northridge earthquake, are presented as well. This paper provides a brief chapter-by-chapter overview of the information contained in FEMA-351 and emphasizes the performance evaluation procedures by stepping through the process using an example building.

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.

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.

Interpretation of significant ground-response and structure strong motions recorded during the 1994 Northridge earthquake

1996 ◽  
Vol 86 (1B) ◽  
pp. S231-S246 ◽  
Author(s):  
A. F. Shakal ◽  
M. J. Huang ◽  
R. B. Darragh
Keyword(s):  
Flexible Structures ◽  
Northridge Earthquake ◽  
Moment Frame ◽  
Ground Response ◽  
Short Period ◽  
Frame Buildings ◽  
Story Drift ◽  
San Fernando ◽  
San Fernando Valley ◽  
The Moment

Abstract Some of the largest accelerations and velocities ever recorded at ground-response and structural sites occurred during the Northridge earthquake. These motions are greater than most existing attenuation models would have predicted. Although the motions are large, the correspondence between measured acceleration and damage requires further study, since some sites with high acceleration experienced only moderate damage. Also, some peak vertical accelerations were larger than the horizontal, but in general, they are smaller and fit the pattern observed in previous earthquakes. Strong-motion records processed to date show significant differences in acceleration and velocity waveforms and amplitudes across the San Fernando Valley. Analysis of processed data from several buildings in the San Fernando Valley indicates that short-period buildings such as shear-wall buildings experienced large forces and relatively low inter-story drift during the Northridge earthquake. However, long-period (1 to 5 sec) steel or concrete moment-frame buildings experienced large inter-story drift. For this earthquake, accelerations did not always amplify from base to roof for flexible structures like the moment-frame buildings, but the displacements were always larger at the roof. The drifts at many of the moment-frame buildings were larger than the drift limit for working stress design in the building code. The records from a base-isolated building indicate that high-frequency motion was reduced significantly by the isolators. The isolators deformed about 3.5 cm, which is much less than the design displacement. The records from a parking structure show important features of the seismic response of this class of structure.

Evolutionary Seismic Design for Optimal Performance

2007 ◽  
pp. 42-58
Author(s):  
Arzhang Alimoradi ◽  
Shahram Pezeshk ◽  
Christopher Foley
Keyword(s):  
Seismic Design ◽  
Optimal Performance ◽  
Basic Knowledge ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Analysis And Design ◽  
Design Procedures ◽  
Frame Buildings ◽  
Performance Based Seismic Design ◽  
Earthquake Effects

The chapter provides an overview of optimal structural design procedures for seismic performance. Structural analysis and design for earthquake effects is an evolving area of science; many design philosophies and concepts have been proposed, investigated, and practiced in the past three decades. The chapter briefly introduces some of these advancements first, as their understanding is essential in a successful application of optimal seismic design for performance. An emerging trend in seismic design for optimal performance is speculated next. Finally, a state-of-the-art application of evolutionary algorithms in probabilistic performance-based seismic design of steel moment frame buildings is described through an example. In order to follow the concepts of this chapter, the reader is assumed equipped with a basic knowledge of structural mechanics, dynamics of structures, and design optimizations.

Project Specifications for New Steel Moment-Frame Building Construction

2003 ◽  
Vol 19 (2) ◽  
pp. 309-315
Author(s):  
Robert E. Shaw
Keyword(s):  
Quality Assurance ◽  
Building Construction ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Writing Project ◽  
Frame Building ◽  
Industry Standards ◽  
Frame Buildings ◽  
Frame Construction ◽  
New Industry

FEMA-353, Recommended Specifications and Quality Assurance Guidelines for Steel Moment-Frame Construction for Seismic Applications, contains numerous provisions related to the materials, details, quality, and inspection of steel moment-frame buildings in seismic regions. These provisions continue to evolve as industry standards and practices are reviewed, modified, and adopted to meet the need for good seismic performance. Those writing project specifications must remain current with new industry developments and standards.

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