Reliability assessment of the post-limit stiffness and ductility of steel joints

Gervásio, Helena; Silva, L. Simões da; Borges, Luís

doi:10.1016/s0143-974x(03)00145-7

Cited by 19 publications

(6 citation statements)

References 6 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…This method served as a basis to a numerical analysis tool called NASCON [19,20]. While NASCON does the computations according to the EC3-1.8 method, it also contains an extension which allows for prediction after yielding and thus post-yield stiffness and ductility of the joints.…”

Section: Component Methodsmentioning

confidence: 99%

Experimental testing and simulation of bolted beam-column connections having thick extended endplates and multiple bolts per row

Prinz

Nussbaumer

Borges

et al. 2014

Engineering Structures

View full text Add to dashboard Cite

a b s t r a c tRetrofit of existing steel buildings often requires strengthening of the connection regions. One common connection, the bolted beam-column connection, is often strengthened in design using stiffened extended endplates, or with continuity plates welded between the column flanges. In a retrofit scenario, adding stiffeners to the endplate is difficult due to the concrete slab and metal deck, and excessive field welding of continuity plates may be uneconomical. Simplifying retrofit efforts, and for economy, connection strength may be improved by simply adding more bolts to the connection. Current code methods, broadly generalized to all connection configurations, are currently based on component experiments having only one bolt on either side of the column web. This study experimentally investigates strengthening of bolted beam-column connections, having no column web stiffeners, using more than one bolt on either side of the column web. Six full-scale bolted beam-column connections are tested, representing exterior beamcolumn connections (beams attached to only one column flange). Connections with both extended and flush endplates are considered. Two column sections (HE300A and HE300B) are tested along with HE300B beams creating both equal-column-beam, and weak-column strong-beam scenarios. Analytical simulations provide insight into local connection demands, and experimental results are compared with current code methods. The experiments indicate that closer inner-bolt spacing relative to the column web increases connection moment capacity but decreases rotation capacity (connection ductility) due to increased bolt prying forces from column flange distortions. The outer bolt of multiple-bolt-per-row configurations contributes very little to the connection resistance when column web stiffeners are not considered. With the exception of specimen T-3B which failed through bolt-thread shear after 0.02 rad, all connections with multiple bolts per row still achieved rotations greater than 0.06 rad. The Eurocode 3 component method and adapted Eurocode 3 procedures conservatively predicted the connection strength of each test specimen, including weak-column strong-beam assemblies, and accurately identified the initial connection limit states.

show abstract

Section: Component Methodsmentioning

confidence: 99%

Experimental testing and simulation of bolted beam-column connections having thick extended endplates and multiple bolts per row

Prinz

Nussbaumer

Borges

et al. 2014

Engineering Structures

View full text Add to dashboard Cite

show abstract

“…In addition, it allows the calculation of the full nonlinear moment-rotation response of a joint based on an adequate characterisation of the nonlinear behaviour of each component [17]. Following the general framework described in Simões da Silva et al [18], it is noted that the number of components that are relevant in a beam-column joint subject to load reversal is large but only a small number of components concentrate most of the dissipative behaviour, henceforth called "dissipative components".…”

Section: Multi-parameter Mathematical Models For the Cyclic Moment-ro...mentioning

confidence: 99%

Cyclic behaviour of steel beam‐to‐column joints and calculation tools

et al. 2021

View full text Add to dashboard Cite

The seismic design of dissipative beam‐to‐column steel joints is currently allowed in Eurocode EN1998 only when supported by tests due to the lack of reliable models for predicting their behaviour under cyclic conditions. On the other hand, the well‐known component method coded in EN 1993‐1‐8 (EC3‐1‐8) only applies to monotonic response of the joints. In this paper, an extension of this method, cyclic component method (CCM), is presented, which was developed and implemented for cyclic conditions in the scope of the research project EQUALJOINTS. The CCM was developed to predict the joints moment‐rotation behaviour for a wide range of joint configurations by properly combining cyclic force‐elongation behaviour of relevant components using the Modified Richard‐Abbott model. The step‐by‐step development and implementation of the CCM addresses (i) widespan variety of joint configurations and (ii) is fully compatible with the prescriptions in EC3‐1‐8. An example of application of the method is shown for an end‐plate beam‐to‐column steel beam‐to‐column joint, highlighting the level of accuracy achieved so far in the simulations of the cyclic behaviour of joints. The work performed so far shows promising results and good perspectives for new developments, which are identified making use of evidence from the results of the application example.

show abstract

“…In particular, it has been proposed [9] to formulate the design requirement for full-strength and full-ductility joints by means of a probabilistic approach calibrated on the basis of the results coming from Monte Carlo simulations [10], including both the random material variability of the plate elements and that of bolt properties [11]. In fact, regarding the overstrength which the beam is able to exhibit, due to strain hardening, it depends on the width-to-thickness ratios of flanges and web.…”

Section: Capacity Design Of Beam-to-column Jointsmentioning

confidence: 99%

01.23: Seismic design of full‐strength full‐ductility extended endplate beam‐to‐column joints

et al. 2017

View full text Add to dashboard Cite

The analysis and modelling of the ultimate behaviour of the beam-to-column connections is certainly one of the most studied topics in the field of steel structures. In particular, seismic design of steel frames is commonly carried out to assure the dissipation of the seismic input energy in the so-called "dissipative zones" which have to be properly detailed in order to assure wide and stable hysteresis loops. Once avoided the yielding of columns, beam-to-column joints play a role of paramount importance. In fact, beam-to-column joints can be designed either as Full Strength (FS) or Partial Strength (PS). In the first case, the seismic input energy is dissipated by means of plastic cyclic excursions of the beam ends. In the second case, dissipation requires the plastic engagement of ductile joint components. This paper addresses the design criteria to be adopted to assure a full-strength full-ductility behaviour of Unstiffened Extended End-Plate (U-EEP) beam-to-column joints. The validation of the design procedure is accomplished by three-dimensional finite element analyses with ABAQUS 6.13 software.

show abstract

Reliability assessment of the post-limit stiffness and ductility of steel joints

Cited by 19 publications

References 6 publications

Experimental testing and simulation of bolted beam-column connections having thick extended endplates and multiple bolts per row

Experimental testing and simulation of bolted beam-column connections having thick extended endplates and multiple bolts per row

Cyclic behaviour of steel beam‐to‐column joints and calculation tools

01.23: Seismic design of full‐strength full‐ductility extended endplate beam‐to‐column joints

Contact Info

Product

Resources

About