PANEL ZONE DESIGN FOR REDUCED BEAM SECTION MOMENT FRAMES CONSIDERING WEB SLENDERNESS RATIO OF BEAM

2018 ◽  
Author(s):  
Amr A. Soliman ◽  
◽  
Omar A. Ibrahim ◽  
Keyword(s):  
Slenderness Ratio ◽  
Moment Frames ◽  
Reduced Beam Section ◽  
Panel Zone ◽  
Beam Section

Experimental Investigation of Reduced Beam Section Moment Connections without Continuity Plates

2004 ◽  
Vol 20 (4) ◽  
pp. 1185-1209 ◽  
Author(s):  
Chris P. Pantelides ◽  
Yasuteru Okahashi ◽  
Lawrence D. Reaveley
Keyword(s):  
Steel Buildings ◽  
Moment Frames ◽  
Moment Connections ◽  
Steel Moment Frame ◽  
Reduced Beam Section ◽  
Panel Zone ◽  
Moment Connection ◽  
Beam Section ◽  
Rbs Connections ◽  
Continuity Plates

The AISC 2002 Seismic Provisions for Structural Steel Buildings recommend that usage and sizing of beam flange continuity plates across the column web shall be based on tests. The Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings ( FEMA-350) state that unless project-specific testing is performed to demonstrate that continuity plates are not required, moment-resisting connections should be provided with continuity plates when the thickness of the column flange is below a minimum value. One of the preferred moment connections for seismic-resistant steel frames is the reduced beam section (RBS) moment connection, which has performed well under cyclic loads in laboratory testing. To demonstrate the effectiveness of the RBS moment connection without continuity plates in the panel zone, a series of four full-scale tests of exterior beam-column connections was carried out. All materials were A572 Grade 50 steel; the beams were W30×132, two of the assemblies used W14×283 columns, and the other two used W18×211 columns. The beams were welded to the columns using complete joint-penetration welds. All four tests demonstrated that the RBS connections without continuity plates developed a total interstory drift angle greater than 0.04 radians and met the requirements for special moment frames.

Design Approach To Bolted End-Plate Vertical-Slits RWS Connection

2021 ◽  
Author(s):  
Hamidreza Nazaralizadeh ◽  
Hamid Ronagh ◽  
Parham Memarzadeh ◽  
Farhad Behnamfar
Keyword(s):  
Numerical Models ◽  
Design Procedure ◽  
Cost Effective ◽  
Design Parameters ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Reduced Beam Section ◽  
End Plate ◽  
Beam Section ◽  
Rbs Connections

Abstract Extensive research has been carried out on steel moment frames to improve the cyclic performance of seismic resisting connections with reduced beam section (RBS). The RBS connections are conventionally known by the radial reduction of the beam flange. Where the contribution of the beam flange to the flexural resistance is greater than that of the beam web, some researchers have proposed reduced web section (RWS) connections, instead. The present study dedicates to the RWS connections with vertical-slits (VS), as a cost-effective alternative with multiple design parameters. This paper aims to obtain proper ranges for the geometric design parameters of the VS-RWS connection. In this order, two full-scale specimens of the bolted end-plate VS-RWS connection were experimentally tested under the SAC cyclic loading to evaluate the performance of connections, and then a parametric study was carried out using the verified numerical models. The parameters consist of the distance between the column face and the beginning of the reduced region, the length of the reduced region, as well as the depth and width of the vertical-slits. Based on the results, certain recommendations for the ranges of the geometric parameters of VS-RWS have been suggested. In order to obtain the story drift of the frame caused by the VS-RWS beam flexural deformation using the conjugate beam method, the original VS-RWS was replaced with an equivalent constant-cut reduced beam section (CC-RBS). At last, a simple design procedure for VS-RWS connections was provided according to AISC-358.

Seismic Performance Evaluation of Intermediate Moment Frames with Reduced Beam Section and Bolted Web Connections

2015 ◽  
Vol 31 (2) ◽  
pp. 895-919 ◽  
Author(s):  
Sang Whan Han ◽  
Ki Hoon Moon ◽  
Seong-Hoon Hwang ◽  
Bozidar Stojadinovic
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Moment Frames ◽  
Seismic Performance Evaluation ◽  
Reduced Beam Section ◽  
Rotation Capacity ◽  
Special Moment Frames ◽  
Story Drift ◽  
Beam Section ◽  
B Test

A reduced beam section with a bolted web (RBS-B) connection is permitted for use only in intermediate moment frames (IMF) according to the ANSI/AISC 358-05. This is because some RBS-B test specimens failed to achieve 4% total rotation capacity, which is the minimum story drift angle required for special moment frames (SMF). Several studies reported that some RBS-B connections could experience brittle connection fracture during earthquakes, which can also be detrimental to the seismic performance of IMF systems with RBS-B connections. For investigating whether IMFs with RBS-B connections provide a satisfactory seismic performance, this study evaluated the seismic performance of IMFs with pre-qualified RBS-B connections following the ATC-63 procedure. Twenty-four model buildings were designed according to current seismic design provisions. Several IMFs with RBS-B connections do not satisfy the acceptance criteria specified in ATC-63.

Design by Qualification Testing of Reduced Beam Section Welded Connections

2015 ◽  
Vol 1111 ◽  
pp. 229-234
Author(s):  
Florea Dinu ◽  
Dan Dubină ◽  
Cristian Vulcu ◽  
Calin Neagu
Keyword(s):  
Numerical Models ◽  
Shear Stresses ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Reduced Beam Section ◽  
The Face ◽  
Qualification Testing ◽  
Low Stiffness ◽  
Beam Section ◽  
Seismic Applications

Steel moment frames are common systems in multi-storey buildings. Even the relatively low stiffness of the system limits the applicability, they remain popular in seismic applications due to the good dissipation capacity. Considered deemed-to-comply in seismic applications, welded beam to column connections experienced serious damages and even failures during strong seismic earthquakes. These failures included fractures of the beam flange-to-column flange groove welds, cracks in beam flanges, and cracks through the column section. To reduce the risk of brittle failure of welded connections, beam weakening near the ends became popular. To assure the desired behavior, i.e. the development of plastic deformations in the reduced beam section zones rather than at the face of the column, proper detailing and sizing is necessary. Today design provisions are limited to long beams, where the effect of shear stresses may be neglected. The application of the same rules for short beams might be non-conservative, and therefore qualification testing is necessary. The study presents the qualification testing of reduced beam sections welded connections of short beams. Both monotonic and cyclic tests were performed and numerical models were validated based on the test data.

scholarly journals Analysis of Fracture Behavior of Large Steel Beam-Column Connections

2018 ◽  
Author(s):  
Roberto Leon ◽  
Liangjie Qi ◽  
Jonathan Paquette ◽  
Matthew Eatherton ◽  
Teodora Bogdan ◽  
...  
Keyword(s):  
Scale Effects ◽  
Tall Buildings ◽  
The United States ◽  
Steel Beam ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Stress Concentrations ◽  
Reduced Beam Section ◽  
Design Qualification ◽  
Beam Section

Recently completed experimental steel beam-column connection tests on the largest specimens of reduced-beam section specimens ever tested have shown that such connections can meet current seismic design qualification protocols, allowing to further extend the current AISC Seismic Provisions and the AISC Provisions for Prequalified Connections for Special and Intermediate Steel Moment Frames. However, the results indicate that geometrical and material effects need to be carefully considered when designing welded connections between very heavy shapes. Understanding of this behavior will ease the use of heavier structural shapes in seismic active areas of the United States, extending the use of heavy steel sections beyond their current use in ultra-tall buildings. To better interpret the experimental test results, extensive detailed finite element analyses are being conducted on the entire series of tests, which comprised four specimens with beams of four very different sizes. The analyses intend to clarify what scale effects, at both the material and geometric level, influence the performance of these connections. The emphasis is on modeling of the connection to understand the balance in deformation between the column panel zones and the reduced beam section, the stress concentrations near the welds, the effects of initial imperfections and residual stresses and the validity of several damage accumulation models. The models developed so far for all four specimens have been able to accurately reproduce the overall load-deformation and moment-rotation time histories.  

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