Seismic Rehabilitation Design of Steel Moment Connection with Welded Haunch

Yu, Qi-Song “Kent”; Uang, Chia‐Ming; Gross, John L.

doi:10.1061/(asce)0733-9445(2000)126:1(69)

Cited by 82 publications

(41 citation statements)

References 4 publications

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“…The complete designing process of this type of retrofitting which includes choosing the geometry and the stiffness of buttressing elements welded to it was proposed by Yu-Uang [38,39]. It has to be said that the main goal of this retrofitting scheme is to move the plastic hinge away from the face of the column so as to protect the welds of the connection from premature cracks.…”

Section: Retrofitting Moment Resisting Connections Using Steel Jacketingmentioning

confidence: 99%

Seismic Retrofit of Defective RC Beam-Column Joints

Akhaveissy

Permanoon

Mirzaei

2018

Period. Polytech. Civil Eng.

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Section: Retrofitting Moment Resisting Connections Using Steel Jacketingmentioning

confidence: 99%

Seismic Retrofit of Defective RC Beam-Column Joints

Akhaveissy

Permanoon

Mirzaei

2018

Period. Polytech. Civil Eng.

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Section: Steel Connections: Fusesmentioning

confidence: 99%

“…Uang et al (2000) and Yu et al (2000) proposed a simplified model that considers the interaction of forces and deformation compatibility between the beam and the haunches.…”

Section: Steel Connections: Fusesmentioning

confidence: 99%

“…It is worth to note that conventional beam theory cannot provide a reliable prediction for neither of the above structural systems. Uang et al (2000) and Yu et al (2000) proposed a simplified model that considers the interaction of forces and deformation compatibility between the beam and the haunches.Exhaustive research works have been conducted on RBS connections varying the geometric characteristics of both the beam and the connection assembly itself. More recently, RBS momentresisting connections have been also investigated by researchers in Europe using European HEA-profile sections (Pachoumis et al 2008), since so far they have been only investigated by the US design construction practices.…”

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confidence: 99%

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Strengthening Techniques: Code-Deficient Steel Buildings

Tsavdaridis

2014

Encyclopedia of Earthquake Engineering

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IntroductionThe design of steel buildings is often governed by lateral wind loads and not seismic loads. Also, statistics indicate that the number of fatalities during earthquakes due to failure of all types of steel buildings is significantly less compared to other types of buildings. Consequently, much effort has been invested to seismically retrofit buildings having unreinforced masonry walls and reinforced concrete frames. However, recently steel buildings have received significant attention, while this interest mainly stems from the realization, following the 1994 Northridge earthquake, that the welded beam-to-column connections in moment-resisting frames were likely to fail in a brittle manner, prior the development of significant inelastic response, therefore negating the design intent and possibility causing safety hazards.Recent research has expanded the variety and versatility of the tools available in the structural engineer's toolbox to meet the seismic performance objectives. This entry provides an overview of how this research is expanding the available options for the seismic strengthening of steel buildings, by reporting on some selected research projects.Structural strengthening and proving seismic resistance for steel building, but also masonry and reinforced concrete, may be done by first considering the direction of the weak links in the structures. For instance, for a heavy building with large dead load, this would be the major factor that contributes to the increase of lateral seismic load. Therefore, it is reasonable to first consider reducing the overall existing dead load and then provide the necessary strengthening technique for the lateral load-resisting system of the structure.The use of structural steel in buildings' retrofitting can be often considered economical and efficient because:• Steel buildings are particularly effective under performance-based design.• Steel members exhibit ductile behavior beyond elastic limit, hence dissipate considerable amount of energy before damages occur.• Steel members have higher strength-to-weight and stiffness-to-weight ratios; hence, the buildings attract less base shear under an earthquake.• A better quality control is practiced in the production of the material as well as the fabrication and erection of them, while ensuring results close to the theoretical predictions.*Email: k.tsavdaridis@leeds.ac.ukEncyclopedia of Earthquake Engineering DOI 10.1007/978-3-642-36197-5_207-1 # © Crown 2014Page 1 of 26• Steel can be generally used to retrofit all types of structures without increasing the dead weight dramatically, making the works less intrusive and time consuming. Code-Deficient BuildingsAll buildings can carry their own weight. They can usually carry a bit of snow and a few other floor loads vertically, so even badly built buildings and structures can resist some up-and-down loads. However, buildings and structures are not necessarily resistant to lateral loads, unless this has been taken into account carefully during the structural engin...

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“…로 확인한 선례가 있으나(Uang 등, 1998 [8] ; Yu 등, 2000 [9] ) 아직 국내에서 검증된 사례는 없다. 수평헌치는 삼각헌치에 비해 보강작업이 용이하고 경제적으로 유리한 측면이 있다.…”

Section: 실험체 Db700-ncunclassified

Effects of Composite Floor Slab on Seismic Performance of Welded Steel Moment Connections

Lee

Jung²,

Kim³

2014

Journal of Korean Society of Steel Construction

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-Traditionally, domestic steel design and construction practice has provided extra shear studs to moment frame beams even when they are designed as non-composite beams. In the 1994 Northridge earthquake, connection damage initiated from the beam bottom flange side was prevalent. The upward moving of the neutral axis due to the composite action between steel beam and floor deck was speculated to be one of the critical causes. In this study, full-scale seismic testing was conducted to investigate the side effects of the composite action in steel seismic moment frames. The specimen PN700-C, designed following the domestic connection and floor deck details, exhibited significant upward shift of the neutral axis under sagging (or positive) moment, thus producing high strain demand on the bottom flange, and showed a poor seismic performance because of brittle fracture of the beam bottom flange at 3% story drift. The specimen DB700-C, designed by using RBS connection and with the details of minimized floor composite action, exhibited superior seismic performance, without experiencing any fracture or concrete crushing, almost identical to the bare steel counterpart (specimen DB700-NC). The results of this study clearly indicate that the beams and connections in seismic steel moment frames should be constructed to minimize the composite action of a floor deck if possible.

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Seismic Rehabilitation Design of Steel Moment Connection with Welded Haunch

Cited by 82 publications

References 4 publications

Seismic Retrofit of Defective RC Beam-Column Joints

Seismic Retrofit of Defective RC Beam-Column Joints

Strengthening Techniques: Code-Deficient Steel Buildings

Effects of Composite Floor Slab on Seismic Performance of Welded Steel Moment Connections

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