Reliability of short seismic links in shear

Bulić, Mladen; Čaušević, Mehmed; Androić, Boris

doi:10.1007/s10518-012-9419-y

Cited by 10 publications

(9 citation statements)

References 12 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…The replaceable links tested as a part of this research program provided very large overstrengths that reached to a maximum of 2.19 for Specimen 8. The data from this research was compared with data from various research teams in Figure . In this figure, the V max / V n ratio is plotted against the link length ratio, where V max is the reported maximum shear strength of a link.…”

Section: Discussion Of Experimental Resultsmentioning

confidence: 99%

Replaceable links with direct brace attachments for eccentrically braced frames

Bozkurt

Topkaya

2017

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

Summary This paper reports findings of an experimental study conducted on replaceable links for steel eccentrically braced frames (EBFs). A replaceable link detail which is based on splicing the directly connected braces and the beam outside the link is proposed. This detail eliminates the need to use hydraulic jacks and flame cutting operations for replacement purposes. Performance of this proposed replaceable link was studied by conducting eight nearly full‐scale EBF tests under quasi‐static cyclic loading. The link length ratio, stiffening of the link, loading protocol, connection type, bolt pretension, gap size of splice connections, and demand‐to‐capacity ratios of members were considered as the prime variables. The specimens primarily showed two types of failure modes: link web fracture and fracture of the flange at the link‐to‐brace connection. No failures were observed at the splice connections indicating that the proposed replaceable link detail provides an excellent response. The inelastic rotation capacity provided by the replaceable links satisfied the requirements of the AISC Seismic Provisions for Structural Steel Buildings (AISC341–10). The overstrength factor of the links exceeded 2.0, which is larger than the value assumed for EBF links by design provisions. The high level of overstrength resulted in brace buckling in one of the specimens demonstrating the importance of overstrength factor used for EBF links. Copyright © 2017 John Wiley & Sons, Ltd.

show abstract

Section: Discussion Of Experimental Resultsmentioning

confidence: 99%

Replaceable links with direct brace attachments for eccentrically braced frames

Bozkurt

Topkaya

2017

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

show abstract

“…On the base of finite element analysis of the seismic links with different number of stiffeners Shear-Rotation relationships was obtained. The comparison of results obtained by nonlinear numerical analysis by finite elements method and experimental results [11] for all four types of seismic links is presented in Fig. 11.…”

Section: Resultsmentioning

confidence: 99%

“…Loading was applied through the application of vertical displacement at the link end. In terms of horizontal and vertical nodal displacements, ux and uy respectively, and rotations, rz, the boundary conditions used can be expressed as: The models were developed to predict the performance for four types of short seismic links tested at the University of Zagreb, Faculty of Civil Engineering [11]. Models were based on the dimensions of the experimental specimens.…”

Section: Fig 5 Finite Element Meshmentioning

confidence: 99%

See 1 more Smart Citation

11.51: Numerical investigation of short seismic links in shear

Bulić

Čaušević

2017

ce papers

Self Cite

View full text Add to dashboard Cite

It is well known that seismic links are usually designed to remain in elastic region during ordinary loading but withstand nonlinear deformation during seismic event having capability to dissipate seismic energy. The use of short seismic links is recommended because they are capable of dissipating seismic energy in larger quantity by shear, while the webs in these links are expected to yield in shear during large seismic events, i.e. dissipation of seismic energy by bending in links is negligible. Shear deformations are basically plane deformations of the cross section web of the link, without any significant tendency towards lateral torsional buckling. To achieve the required plastic rotation, local instabilities such as flange or web buckling should be delayed. The flange local buckling is delayed by specifying width to thickness ratio, while the web local buckling will be prevented by adding number of transverse stiffeners along the web of the link. The main purpose of the stiffeners is to preserve buckling of the seismic link web, i.e. to achieve plastification of the cross section by shear. Dissipation of energy in the stiffened link will occur sooner through inelastic shear deformations than through inelastic web buckling. The seismic links were chosen having the same cross section and the same length, but with different number of stiffeners, i.e. with three couples of stiffeners, two, one and without any stiffener respectively. A finite element modelling approach in investigating the structural behaviour of short links is presented. Both the material and geometric nonlinearities are considered in the FE modelling using the software ABAQUS and the Shear force -Displacement relationships was obtained. The FEA results are validated against the test results and the comparisons indicated that the FE analysis procedures agree well with the test results.

show abstract

“…S druge strane, okviri s centričnim dijagonalama karakterizirani su dovoljnom otpornošću i krutošću, ali njihovo neelastično ciklično ponašanje pokazuje smanjenu sposobnost razgradnje energije. U novije vrijeme primijenjena je konstruktivna tipologija okvira s ekscentričnim dijagonalama, koja se temelji na ukrućivanju okvira bez dijagonala pomoću ekscentrično priključenih dijagonala, a kod kojih je kombinirana krutost okvira s centričnim dijagonalama s duktilnošću i kapacitetom za razgradnju energije okvira bez dijagonala [16,17]. Mehanizam razgradnje seizmičke energije koji jamči duktilno ponašanje razlikuje se kod okvira bez dijagonala s djelomično krutim priključcima i kod okvira s centričnim ili ekscentričnim dijagonalama.…”

Section: Uvodunclassified

Nelinearna seizmička analiza čeličnog okvira s djelomično krutim priključcima

Krolo

Čaušević

Bulić

2015

JCE

View full text Add to dashboard Cite

Nelinearna seizmička analiza čeličnog okvira s djelomično krutim priključcima U radu je prikazana nelinearna seizmička analiza čeličnog okvira bez dijagonala, pri čemu je uzeto u obzir stvarno ponašanje realnih djelomično krutih priključaka na način da je za odabrani priključak prethodno provedena numerička simulacija. Rezultat toga je dijagram odnosa momenta savijanja i rotacije priključka, koji je aproksimiran kao trilinearan, i uključen u seizmičku analizu primjenom nelinearne statičke metode N2. Određeni su apsolutni i relativni pomaci okvira te izvršena usporedba dobivenih rezultata s rezultatima za čelični okvir s apsolutno krutim priključcima. Nonlinear seismic analysis of steel frame with semi-rigid jointsThe nonlinear seismic analysis of steel frame without diagonals is presented in the paper. The real behaviour of semi-rigid joints is taken into account through prior numerical simulation of the selected type of joint. The resulting bending moment and rotation curve is substituted with trilinear approximation and incorporated in seismic analysis according to the nonlinear static N2 method. Absolute and relative frame displacements are determined, and the corresponding results are compared with results for the steel frame with absolutely rigid joints.

show abstract

Reliability of short seismic links in shear

Cited by 10 publications

References 12 publications

Replaceable links with direct brace attachments for eccentrically braced frames

Replaceable links with direct brace attachments for eccentrically braced frames

11.51: Numerical investigation of short seismic links in shear

Nelinearna seizmička analiza čeličnog okvira s djelomično krutim priključcima

Contact Info

Product

Resources

About