Experimental and analytical investigations of steel panel dampers for seismic applications in steel moment frames

2018 ◽  
Vol 47 (6) ◽  
pp. 1416-1439 ◽  
Author(s):  
Keh-Chyuan Tsai ◽  
Chung-Hsiang Hsu ◽  
Chao-Hsien Li ◽  
Pu-Yuan Chin
Keyword(s):  
Moment Frames ◽  
Steel Moment Frames ◽  
Steel Panel ◽  
Seismic Applications

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.

Effects of Fling Step and Forward Directivity on Seismic Response of Buildings

2006 ◽  
Vol 22 (2) ◽  
pp. 367-390 ◽  
Author(s):  
Erol Kalkan ◽  
Sashi K. Kunnath
Keyword(s):  
Seismic Response ◽  
Ground Motions ◽  
High Amplitude ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Damage Potential ◽  
Near Fault ◽  
Forward Directivity ◽  
Fling Step ◽  
Far Fault

This paper investigates the consequences of well-known characteristics of near-fault ground motions on the seismic response of steel moment frames. Additionally, idealized pulses are utilized in a separate study to gain further insight into the effects of high-amplitude pulses on structural demands. Simple input pulses were also synthesized to simulate artificial fling-step effects in ground motions originally having forward directivity. Findings from the study reveal that median maximum demands and the dispersion in the peak values were higher for near-fault records than far-fault motions. The arrival of the velocity pulse in a near-fault record causes the structure to dissipate considerable input energy in relatively few plastic cycles, whereas cumulative effects from increased cyclic demands are more pronounced in far-fault records. For pulse-type input, the maximum demand is a function of the ratio of the pulse period to the fundamental period of the structure. Records with fling effects were found to excite systems primarily in their fundamental mode while waveforms with forward directivity in the absence of fling caused higher modes to be activated. It is concluded that the acceleration and velocity spectra, when examined collectively, can be utilized to reasonably assess the damage potential of near-fault records.

An improved cable-cylinder bracing system with quarter-ring yielding devices for seismic retrofit of steel moment frames

2021 ◽  
Author(s):  
Oreste S. Bursi ◽  
Nader Fanaie ◽  
Shervin Safaei Faegh ◽  
Omid Sepasgozar Sarkhosh
Keyword(s):  
Seismic Retrofit ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Bracing System

Energy absorption and inelasticity distribution mechanisms in steel moment frames affected by mainshock-aftershock sequences

Structures ◽  
2021 ◽  
Vol 33 ◽  
pp. 3550-3569
Author(s):  
Mohammadmehdi Torfehnejad ◽  
Serhan Sensoy
Keyword(s):  
Energy Absorption ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Aftershock Sequences

Postearthquake Fire Performance of Sprayed Fire-Resistive Material on Steel Moment Frames

2011 ◽  
Vol 137 (9) ◽  
pp. 946-953 ◽  
Author(s):  
Nicole Leo Braxtan ◽  
Stephen P. Pessiki
Keyword(s):  
Fire Performance ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Resistive Material

Column Moment Demands from Orthogonal Beam Twisting

2018 ◽  
Vol 763 ◽  
pp. 259-269
Author(s):  
George Webb ◽  
Kanyakon Kosinanonth ◽  
Tushar Chaudhari ◽  
Saeid Alizadeh ◽  
Gregory A. MacRae
Keyword(s):  
Lateral Displacement ◽  
Frame Structure ◽  
Moment Frames ◽  
Steel Moment Frames ◽  
Element Analysis ◽  
Soft Storey ◽  
Simply Supported ◽  
Composite Frame ◽  
Explicit Consideration ◽  
Column Joint

Beam column joint subassemblies in steel moment frames often have simply-supported gravity beams framing into the joint in the perpendicular direction. When these subassemblies undergo lateral displacement, moments enter the column from the beams. Some of these moments are directly applied from the in-plane beam and slab stresses as they contact the column, and additional moments occur as the slab causes the perpendicular simply supported beams to twist. In most design codes around the world, no explicit consideration of these moments is performed even though they may increase the likelihood of column yielding and a soft-storey mechanism. This paper quantifies the magnitude of these perpendicular beam twisting moments in typical subassemblies using inelastic finite element analysis. It is shown that for beam-column-joint-slab subassemblies where the primary and secondary beams are fully welded to the column, the addition of slab effects significantly increases the total stiffness and strength of the composite frame structure. In addition to this, it is also shown the twisting moment demand of the secondary beams increased the frames strength by approximately 2% for an imposed drift of 5% for the subassembly investigated when no gap was provided between slab and the column. It was also shown the twisting moment demand of the secondary beams increased the frames strength by approximately 10% for a maximum imposed drift of 5% for the subassembly investigated when a gap was provided between the slab and the column.

Sign in / Sign up

Export Citation Format

Share Document