Promotion of cyclic behavior of reduced beam section connections restraining beam web to local buckling

Deylami, A.; Tabar, Afshin Moslehi

doi:10.1016/j.tws.2013.07.013

Cited by 34 publications

(12 citation statements)

References 9 publications

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“…Steel structures are used across Industrial, High Rise, Warehouse, Residential and Temporary structures. Steel structures proved to be an upper hand over other types of construction in more significant projects because of their various advantages [1][2][3]. It is friendlier to Environment as it is purely recyclable, harming our Mother Nature and ecosystem.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation of Steel Connections

Ali

Jan

2022

PakJET

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Experimental results and comparative study has proven to be core for the foundation and development of structural and earthquake engineering. In the recent past, various research has been carried out from full scale to scaled model prototypes on the evaluation of weld and bolt steel connections. Reversal stresses that occur within milliseconds make beam-column connections most vulnerable to lateral loads when exposed. It would result in failure and catastrophe if not designed and erected correctly. The capability to transfer forces through the joint is the index to keep the structure safe and sound to avoid progressive collapse in the case of buildings. It is clear now that failure of beam-column joint will ultimately lead to structural damage, so the importance is self-evident.

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Section: Introductionmentioning

confidence: 99%

Experimental Investigation of Steel Connections

Ali

Jan

2022

PakJET

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“…Yet, according to [10], one of the major drawbacks to adopting the RBS connections are the limited range of beam and column dimensions in tests. Despite the fact that RBS connections are among the robust connections to be employed in steel moment frames, they experience stiffness degradation as well as loss of moment capacity [5,[11][12][13][14][15]. Furthermore, stress concentration due to flange cut fabrication in site is a disadvantage for the seismic performance of RBS connections [16].…”

Section: Introductionmentioning

confidence: 99%

“…Various approaches have been put forward to lead the plastic hinge away from the column face through intentionally attenuating a part of the beam, among which, many attempts have been made with the purpose of improving the connection behavior through cutting of the beam flange [12,[15][16][48][49][50][51][52][53][54][55][56][57]. Plumier [58] was the first to introduce trapezoidal beam flange cuts.…”

Section: Introductionmentioning

confidence: 99%

Investigation of Behavior of Interior Steel Connections With Openings in Beam Web and Flange Under Monotonic Loading

2021

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Connections are considered to be one of the most prominent components of steel moment frames and have received studious attention in recent years. The core problem of welded connections is premature brittle fracture of weld in the critical beam-to-column connection region. Within the framework of this issue, various approaches have been proposed to solve the mentioned problem. Intentional weakening of the beam web or flange is in line with the purpose of leading the plastic hinge away from the column face, hence, increasing the ductility. The aim of this research is to investigate the behavior of interior connections subjected to monotonic lateral loading in case of presence of openings in beam web or flange. To do so, an ordinary fully welded rigid connection, reduced beam section, reduced web section, and drilled flange connection models are simulated numerically, utilizing finite element software, ANSYS. The results indicate that scrupulous selection of opening sizes are of great importance to fulfill the desired outcome which is avoiding the brittle failure of connections. Furthermore, the use of drilled flange, reduced beam section, or reduced web section connections satisfy the expected performance and it is proposed to use them according to practicability, architectural and economic considerations as well as site conditions. Shear deformation and local buckling is observed in reduced web section connections while in drilled flange connections, stress concentration around the opening is critical.

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“…The experimental tests performed in [15] are also used to validate the numerical model in Abaqus. Specifically, specimen a) was reproduced.…”

Section: Validation Of the Numerical Modelmentioning

confidence: 99%

“…Owing to their convenience, RBS connections are becoming increasingly popular in seismic areas since they were first proposed by Plumier [47] in 1990. Indeed, the RBS are being object of study by many researchers like Montuori [41], [40] in Italy; Pachoumis [45], [46], Sophianopoulos [55], Sofias [54] and Deri [14] in Greece; Engelhardt [20] in the USA; Deylami [15], Morshedi [42], Tahamouli [52] and Saleh [53] in Iran; Han [27], [26] in Korea, and many others around the world [9], [34], [59], [25], [44], [51].…”

Section: Introductionmentioning

confidence: 99%

Seismic design of steel beam-to-column joints with reduced beam section using European hotrolled

Torres¹

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The design rules on Reduced Beam Sections (RBS) are covered in the Eurocodes in EN1998-3 as a possible solution to improve rotation capacity of beams for the retrofit of existing structures. The design rules are very similar to those in AISC358 provisions, although European cross-sections and steel grades are different. Research pieces on RBS in a European environment are few and do not study this matter with an extensive parametric study to assess their behaviour. Moreover, the design rules in EN1998-3 only show how to design the weakened section of the beam, but they do not provide any additional information on whether further action is needed on the structure for the design of other members such as braces or if special considerations need to be made for connection detailing. The current state of the Eurocodes does not consider the design of a new structure with RBS, while AISC358 provisions do allow for new RBS designs. The aim of this PhD thesis is to study the behaviour of the RBS and find the most relevant design parameters affecting its response in a beam-to-column assembly level and to study the benefits of incorporating RBS as a solution for the design of new structures in seismic areas. In order to fulfill the first goal, a numerical model has been developed in Abaqus in order to assess the behaviour of RBS and to discuss the results obtained from them. Hot-rolled European sections have been studied from the HEA and IPE cross-section families, as well as a built-up slender girder and an American Jumbo section. Several different cutouts (or trimmed flange widths) are investigated, as well as S235 and S355 steel grades with their cyclic hardening properties. The influence on the column web panel strength is also considered in the parametric study. The results obtained are then examined to compare degradation ratios, overstrength ratios, lateral-torsional buckling development, dissipated plastic work and plastic damage by means of equivalent plastic strains (PEEQ). In order to fulfill the second goal, two different studies have been performed to assess the influence of the RBS in a structure subjected to seismic load. The behaviour of a structure provided with RBS is compared to that of a control structure without RBS. The results have been obtained and the differences found have been quantified in order to objectively report the benefits found when adopting RBS After having studied the behaviour of the RBS both locally (at a beam-to-column level) and globally, the main conclusions have been derived. Also, design recommendations to take into consideration for the design of new RBS are provided in order to ensure a proper behaviour of the RBS when subjected to seismic loads and to guarantee overall good structural behaviour. Les regles de disseny de les bigues de secció reduïda (RBS) es cobreixen als eurocodis en la norma EN1998-3 com a possible solució per millorar la capacitat de rotació de bigues per a la rehabilitació de les estructures existents. Les normes de disseny són molt similars a les de les disposicions de l'AISC358, tot i que les seccions transversals europees i els graus d'acer són diferents. Les investigacions sobre RBS en un entorn europeu són poques i no estudien aquest tema amb un ampli estudi paramètric per avaluar el seu comportament. A més, les regles de disseny de la norma EN1998-3 només mostren com dissenyar la secció reduïda de la biga, però no proporcionen informació addicional sobre si cal fer més accions a l'estructura per al disseny d'altres elements o si calen altres consideracions especials en el detallat de la connexió. L'estat actual dels eurocodis no contempla el disseny d'una nova estructura amb RBS, mentre que les disposicions AISC358 permeten nous dissenys de RBS. L'objectiu d'aquesta tesi doctoral és estudiar el comportament de les RBS i trobar els paràmetres de disseny més rellevants que afecten la seva resposta a nivell local de biga a columna i estudiar els avantatges d'incorporar RBS com a solució per al disseny de noves estructures en zones sísmiques. Per complir el primer objectiu, s'ha desenvolupat un model numèric amb Abaqus per avaluar el comportament de RBS i discutir els resultats obtinguts d'ells. S'han estudiat seccions europees laminades en calent pertanyents a les famílies de seccions transversals HEA i IPE, així com una biga esvelta armada i una secció Jumbo americana. S'investiguen divers os retalls (o amplades d'ales de biga retallades), així com els graus d’acer S235 i S355 amb les seves propietats d'enduriment cíclic. La influència de la resistència relativa de la zona de l'anima de la columna també es considera en l’estudi paramètric. A continuació, s'examinen els resultats obtinguts per comparar les ràtios de degradació, les ratios de sobrerresistència, el desenvolupament de vinclament lateral-torsional, l'energia dissipada per deformació plàstica i el dany plàstic mitjançant deformacions plàstiques equivalents (PEEQ). Per tal de complir el segon objectiu, s'han dut a terme dos estudis diferents per avaluar la influència de la RBS en una estructura sotmesa a càrrega sísmica. El comportament d'una estructura proveïda de RBS es compara amb el d'una estructura de control sense RBS. S'han obtingut els resultats i s'han quantificat les diferències trobades per tal d'informar objectivament dels beneficis trobats en adoptar RBS. Després d'haver estudiat el comportament de la RBS tant a nivell local (a nivell de biga a columna) com a nivell global, s'han extret les principals conclusions. A més, es proporcionen recomanacions de disseny a tenir en compte per al disseny de nous RBS per tal de garantir un comportament correcte de l'RBS quan està sotmès a càrregues sísmiques i per garantir un bon comportament estructural en general.

show abstract

Promotion of cyclic behavior of reduced beam section connections restraining beam web to local buckling

Cited by 34 publications

References 9 publications

Experimental Investigation of Steel Connections

Experimental Investigation of Steel Connections

Investigation of Behavior of Interior Steel Connections With Openings in Beam Web and Flange Under Monotonic Loading

Seismic design of steel beam-to-column joints with reduced beam section using European hotrolled

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