Seismic Behaviour of EC8-Compliant Moment Resisting and Concentrically Braced Frames

Costanzo, Silvia; Tartaglia, R.; Lorenzo, Giusy Di; Martino, Attilio De

doi:10.3390/buildings9090196

Cited by 26 publications

(19 citation statements)

References 26 publications

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“…The main type of failure observed, independent of the base conditions, was that of the creation of a soft-story mechanism at higher stories, something that, as it seemed, could not be avoided by the variation of the overstrength of the braces requirement of [11]. This type of failure is also reported by [22,23], where the seismic performance of steel braced structures under far-fault earthquakes is investigated. Therefore, as in the case of far-fault seismic motions, increased RIDRs and damage concentration were anticipated at several higher stories of steel structures designed according to [11] when these structures were subjected to near-fault seismic motions.…”

Section: Discussionmentioning

confidence: 85%

Seismic Performance of Steel Structure-Foundation Systems Designed According to Eurocode 8 Provisions: The Case of Near-Fault Seismic Motions

et al. 2020

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The seismic performance of steel structure-foundation systems subjected to near-fault earthquakes was assessed on the basis of response results from nonlinear time-history seismic analyses. The structural results included the maximum values for residual interstory drift ratios, base shears, and overturning moments of the steel structures, as well as the maximum values for residual settlement and tilting of the foundations. In order to reveal the influence of soil-building-interaction on the aforementioned response results, the steel building-foundation systems were designed according to Eurocode 8 provisions, assuming initially fixed and then compliant base conditions. It was concluded that for the case of near-fault seismic motions, good seismic performance of steel building-foundation hybrid systems designed according to European Codes was not guaranteed. A particular thing to note for these systems under near-fault seismic motions was that the seismic performance of the steel structure was most likely unacceptable, while one of the foundations was always acceptable.

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Section: Discussionmentioning

confidence: 85%

Seismic Performance of Steel Structure-Foundation Systems Designed According to Eurocode 8 Provisions: The Case of Near-Fault Seismic Motions

et al. 2020

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“…Steel moment resisting frames (MRFs) are commonly adopted in seismic areas. As deeply investigated in literature, the performance of MRFs is strictly related to the types of beam-to-column joints [1][2][3][4][5][6][7][8][9][10][11][12][13]. Indeed, MRFs equipped with partial strength beam-to-column joints can be characterized by excessive deformability and sensitivity to P-Delta effects as shown in [1][2][3][4][5].…”

Section: Introductionmentioning

confidence: 99%

“…Indeed, MRFs equipped with partial strength beam-to-column joints can be characterized by excessive deformability and sensitivity to P-Delta effects as shown in [1][2][3][4][5]. On the other hand, the use of full strength and full rigid joints can lead to increase of constructional costs, especially when the column web panels have to be strengthened to prevent their plastic engagement [2,3,10,11]. The use of reduced beam sections (also commonly known as dog-bone joints) can significantly improve the seismic performance and reduce constructional costs [8,9,12].…”

Section: Introductionmentioning

confidence: 99%

Numerical Simulations to Predict the Seismic Performance of a 2-Story Steel Moment-Resisting Frame

Tartaglia

D’Aniello

2020

Materials

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The seismic response of steel moment resisting frames (MRFs) is influenced by the behavior of joints. Within the ongoing research project “FUTURE”(Full-scale experimental validation of steel moment frame with EU qualified joints and energy efficient claddings under Near fault seismic scenarios), shake table tests will be carried out on a two-story one bay MRF equipped with different types of prequalified beam-to-column joints. In order to design the experimental campaign, preliminary numerical simulations have been carried out to predict the seismic performance of the experimental mock-up in terms of distribution of damage, transient and residual interstory drifts. In this paper the main modeling assumptions and the results of the seismic analyses are shown and discussed. In particular, the response of joints was systematically investigated by refined finite element (FE) simulations and their behavior was taken into account in the global structural performance by means of both concentrated plastic hinge and distributed plasticity models. Both static and dynamic non-linear analyses show in which terms the type of models for plastic hinges influences the results. The modeling approach plays a key role only at very high seismic intensity where large ductility demand is imposed. In addition, changing the type of joints has less influence on the overall response of the frame.

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“…Steel structures are widely used in seismic areas since they guarantee ductile and dissipative behavior by means of localized plastic deformations [ 1 , 2 , 3 , 4 , 5 , 6 , 7 , 8 , 9 , 10 , 11 , 12 , 13 , 14 , 15 , 16 , 17 , 18 , 19 , 20 , 21 , 22 ]. Among the wide range of structural typologies, moment resisting frames (MRFs) are the most ductile due to redundancy that guarantees plastic redistribution in plastic hinges at the beam ends.…”

Section: Introductionmentioning

confidence: 99%

The Performance of Preloaded Bolts in Seismically Prequalified Steel Joints in a Fire Scenario

et al. 2020

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Seismically pre-qualified beam-to-column joints guarantee large ductility in seismic scenarios thanks to the effectiveness of the design rules and technological requirements that are devoted to avoiding the failure of brittle components (i.e., bolts and welds). However, their performance under different severe actions like those induced by fire has not been properly investigated. Therefore, a parametric study based on finite element simulations has been carried out with the aim to verify the effectiveness of local details of seismically prequalified joints under fire. Finite element analyses were carried out on beam-to-column assemblies sub-structured from a reference archetype building accounting for both material and geometrical imperfections. The bolts’ internal actions were monitored in all the investigated specimens varying the applied vertical loads. The results show that the seismic design rules adopted to size the bolts are effective to resist the large increase in shear forces in the bolts occurring under fire. Thus, the investigated joints provide satisfactory ductility and rotation capacity at high temperature preventing the failure of bolts; further analysis could be conducted to investigated the fire performance of the investigated joints in a seismic scenario.

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Seismic Behaviour of EC8-Compliant Moment Resisting and Concentrically Braced Frames

Cited by 26 publications

References 26 publications

Seismic Performance of Steel Structure-Foundation Systems Designed According to Eurocode 8 Provisions: The Case of Near-Fault Seismic Motions

Seismic Performance of Steel Structure-Foundation Systems Designed According to Eurocode 8 Provisions: The Case of Near-Fault Seismic Motions

Numerical Simulations to Predict the Seismic Performance of a 2-Story Steel Moment-Resisting Frame

The Performance of Preloaded Bolts in Seismically Prequalified Steel Joints in a Fire Scenario

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