Seismic Enhancement of Welded Unreinforced Flange-Bolted Web Steel Moment Connections

Morrison, Machel L.; Schweizer, Douglas Quinn; Hassan, Tasnim

doi:10.1061/(asce)st.1943-541x.0001575

Cited by 18 publications

(8 citation statements)

References 15 publications

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“…5a) [20]. This indicates that similar to the RBS connection tested by Yu et al [9] ( This buckling damage is similar to those observed in previously studied WSMCs like the RBS and WUF-W [9,4] and have also been observed in other connections modified with the HBS [21]. In other words, the buckling damage discussed above for HBS beams is not induced because of the softening of material from the heat treatment or by the connection method, but it is a characteristic behavior of the wide flange cross section.…”

Section: Buckling Of Recently Developed Seismically Resilient Wsmcssupporting

confidence: 86%

“…The heat-treated beam section (HBS) WSMC has been recently developed and validated in other studies [20,21], however, for convenience a brief description of the HBS concept and application is presented here. This brief description is followed by a presentation of experimental data from recently tested HBS WSMCs demonstrating HBS seismic performance and local buckling strength degradation mechanism.…”

Section: Buckling Of Recently Developed Seismically Resilient Wsmcsmentioning

confidence: 99%

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Resilient welded steel moment connections by enhanced beam buckling resistance

Morrison

Hassan

2016

Journal of Constructional Steel Research

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This study develops two (2) simple but effective techniques for enhancing buckling resistance of welded steel moment connections (WSMCs). The ANSI/AISC 358-10 prequalified connections satisfy the 4% interstory drift requirement, however experimental studies have shown that their strength degradation may initiate as early as 3% drift. This strength degradation has been observed to be initiated by buckling of the beam web which is followed by buckling of the beam flange and twisting of the beam. Consequently, buildings with the prequalified connections may sustain significant buckling damages under severe earthquakes and it is questionable as to whether these connections are capable of resisting gravity loads or lateral loads from strong aftershocks following a severe earthquake. To improve upon these shortcomings, two (2) performance enhancing techniques are proposed and investigated through finite element analysis (FEA).The more promising of the two involves reinforcing the beam web in the expected plastic hinge with a web reinforcement plate. Finite element analysis demonstrated that this reinforcement enhances the beam buckling resistance of WSMCs and thereby significantly reduces the beam buckling damages even at 5% interstory drift. The potential of this technique is analytically and experimentally demonstrated for the recently developed heat-treated beam section (HBS) WSMC. Test results confirm that the web reinforcement plate was effective in reducing local buckling damage and associated strength degradation, thereby improving the performance of HBS WSMCs. Areas for application and future development of the proposed techniques are identified.

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Section: Buckling Of Recently Developed Seismically Resilient Wsmcssupporting

confidence: 86%

Section: Buckling Of Recently Developed Seismically Resilient Wsmcsmentioning

confidence: 99%

Resilient welded steel moment connections by enhanced beam buckling resistance

Morrison

Hassan

2016

Journal of Constructional Steel Research

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“…Although steel joints were seriously damaged in previous earthquakes (Popov et al, 1998), the Chinese and US codes have provided detailed provisions for the design of steel joints to avoid joint-failure-induced collapse (ANSI/AISC 360-16, 2016; GB 50017-2017, 2017). Moreover, Morrison et al (2016) also proved that the improved joints used after the Northridge Earthquake did not lose strength significantly under earthquakes, which means that the damage to the connection can be avoided with the plastic hinge relocation and capacity design. Therefore, connection damage of the joints was not considered in the collapse simulation.…”

Section: Nonlinear Time-history Analysesmentioning

confidence: 87%

“…For cracking analysis, employing the widely used solid element model is time consuming (Khan et al, 2020; Wang et al, 2016). Moreover, local buckling is the dominating damage and is more prone to induce structural collapse than cracking in a seismic disaster (Morrison et al, 2016). Hence, the local buckling behavior of steel components is primarily studied rather than element cracking.…”

Section: Introductionmentioning

confidence: 99%

Comparison of seismic performance between typical structural steel buildings designed following the Chinese and United States codes

Zhang

Liao

et al. 2021

Advances in Structural Engineering

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In this study, comparative investigations of a typical steel moment frame and a steel frame-braced core-tube structure, designed following different seismic codes, are conducted to evaluate the significant differences between the Chinese and the United States (US) seismic codes for steel buildings. The study outcomes can enhance the understanding of the differences in steel structure design between two countries, especially the differences in seismic performance. Specifically, the design outputs of the structural components, material consumptions, dynamic characteristics, and seismic loads were analyzed. Subsequently, finite element (FE) models based on the design outputs were established to assess the seismic performance and collapse margin. Furthermore, the local buckling effect of the steel components can be considered in the FE model, which can effectively predict the buckling-induced strength deterioration under excessive deformation. The comparison results reveal that, under the same design conditions in this study, both the strength requirement and deflection limit are critical factors that control the typical buildings design following the Chinese codes. However, the strength requirement is the primary factor that controls the design outcomes following the US codes. Moreover, the collapse resistance of the steel moment frames from both codes are similar, but the material consumption based on the Chinese design code is comparatively higher. In contrast, the material consumption of the steel frame-braced core-tube structures are comparable, but the collapse resistance of the US design code is better. Furthermore, the collapse analyses indicate that the local buckling effect could significantly reduce the collapse resistance.

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“…The seismic performance of the reduced beam section (RBS) with a bolted web connection (RBS-B) has been investigated (Lee et al 2005). An improved RBS-B connection considering the redistribution of web bending stresses to the flange (Lee and Kim 2007) and combined-validated heat-treated beam sections (Morrison et al 2016) has been proposed and exhibits excellent connection rotation capacity. However, although the moment transfer efficiency of bolted web connections and cyclic performance under incremental loading amplitude have been evaluated, the effect of bolted web connection moment transfer efficiency on cyclic performance under a large number of minor inelastic cycles remains unclear.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of Low-Cycle Fatigue Behavior of a Welded Flange-Bolted Web Connection in Steel Moment-Resisting Frames

et al. 2018

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This paper describes an experimental investigation of the low-cycle fatigue (LCF) behavior of welded flange-bolted web (WFBW) connections, which are commonly employed in high-rise steel moment-resisting frames (MRFs) in Japan. The main parameters investigated in this study were (1) bolt configuration of the web connection and (2) steel grade. According to test results, LCF capacity depends on the slip behavior of different bolt configurations, even at relatively minor inelastic rotations. Slip behavior effects can be evaluated by the yield strength of the shear plate or the slip-critical strength; for specimens whose shear plate yield strength was designed to be higher than the slip-critical strength, LCF capacity showed that the upper limit can neglect slip behavior. Furthermore, it was shown that LCF behavior can be evaluated by the same fatigue curve in the relationship of fatigue capacity and beam rotation amplitude, regardless of steel yield stress.

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Seismic Enhancement of Welded Unreinforced Flange-Bolted Web Steel Moment Connections

Cited by 18 publications

References 15 publications

Resilient welded steel moment connections by enhanced beam buckling resistance

Resilient welded steel moment connections by enhanced beam buckling resistance

Comparison of seismic performance between typical structural steel buildings designed following the Chinese and United States codes

Experimental Study of Low-Cycle Fatigue Behavior of a Welded Flange-Bolted Web Connection in Steel Moment-Resisting Frames

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