Numerical Modelling of CFS Three-Story Strap-Braced Building under Shaking-Table Excitations

Campiche, Alessia

doi:10.3390/ma14010118

Cited by 13 publications

(4 citation statements)

References 40 publications

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“…Nowadays many studies investigated the behavior of the steel structures in seismic areas [1][2][3][4][5][6][7][8][9][10][11][12], with the aim to obtain ductile structures that could resist to the earthquake action without showing any brittle behavior; however, in many cases, these studies and innovative solutions could be applied not only to the new structures but could represent a viable solution also for the existing structures.…”

Section: Introductionmentioning

confidence: 99%

Seismic Assessment of Beam-to-Column Joints for a Non-Conforming MRF Existing Structure

Tartaglia¹,

D’Aniello²,

Milone³

et al. 2021

Proceedings of the 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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As widely investigated in literature, the local behavior of the joints strongly influences the whole performance of the steel structures; thus, both in the design and assessment of the moment resisting frame (MRF) the joint performance should be properly accounted for. The present work is focused on local assessment and retrofit the beam-to-column joints of an existing non-conforming steel building. Therefore, the monotonic and cyclic behaviors of internal beamto-column joints are investigated by means of finite element analyses (FEAs). The main peculiarities of these joints are the continuity of beams and hollow square columns interrupted at each level and connected both by bolts and fillet welds to the tapered flanges of the beams. Onsite surveys allowed fully characterizing the geometry of the joints. The joint assemblies were sub-structured from the moment resisting frames and analyzed against both the vertical loads and seismic actions. The results showed that these types of joints exhibit very poor seismic behavior, concentering most of the damage within the welds. Therefore, different local strengthening interventions were designed and numerically checked. The comparison between the response of the unreinforced and the various strengthening joints is described, and the best solutions in terms of both cyclic behavior and technological feasibility are subsequently identified.

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Section: Introductionmentioning

confidence: 99%

Seismic Assessment of Beam-to-Column Joints for a Non-Conforming MRF Existing Structure

Tartaglia¹,

D’Aniello²,

Milone³

et al. 2021

Proceedings of the 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…The small capacity shaking table tests provide an alternative cost-effective research method to determine the essential characteristics of the seismic analysis of a coupled system. Therefore, to verify the computer analysis models and the environment of limited experiment conditions for instrumented model structures, it is a condition to compare the gathered data from the laboratory tests with numerical findings to verify and extend parametric studies for prototype models [34].…”

Section: Introductionmentioning

confidence: 99%

Effect of Embedded Basement Stories on Seismic Response of Low-Rise Building Frames Considering SSI via Small Shaking Table Tests

Hoseny

Musanyufu

2022

Sustainability

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The dynamic soil-structure interaction is a combination of phenomena caused by the flexibility of soil foundation in structure response. The structure response may be changed by embedded basement stories. Thus, this study seeks to assess the dynamic response of seven-story concrete frame type buildings without a basement, one basement story, and two basement stories, considering fixed and flexible bases. For this purpose, the experimental tests on the small shaking table were executed with a small scaling coefficient of 1:50. Consequently, three scaled models of steel skeleton structures with variable embedded depths have been constructed with fixed and flexible bases. These models are exposed to three seismic input motions: Northridge (1994), Kobe (1995), and Chi-Chi (1999) at the base of the structure as a fixed base and the bedrock level in the soil structure system as a flexible base. The finite element technique is carried out for scaled and real models. Both the scaled and real numerical models are in good agreement with the obtained experimental observations with reasonable accuracy. It is concluded that the lateral deflections are overestimated by excluding embedded depths of structural elements. In the flexible prototype model, the lateral deflections of the superstructure with embedded depths (3 m, 6 m) decrease compared with no embedded depth, in which the maximum reduction percentages of 7-story with embedded depths 3 m and 6 m at the roof floor level are 21% and 42% compared with no embedded depth, respectively, under Northridge earthquake. Otherwise, ignoring the SSI effects (fixed base case), the lateral displacements are underestimated compared with the flexible base. The maximum amplification percentages at the roof floor level between flexible and fixed bases models with variable embedded depths are 35%, 37%, and 65% under Northridge, Kobe, and Chi-Chi earthquakes, respectively. The amplification and reduction percentages may be high or low, mainly depending on soil condition (fixed, flexible), variable embedded depths, characteristics of seismic motion, travel pass, and source of seismic motion. These items are summarized as the frequency domain of the coupled system compared with the frequency domain of the earthquake motion.

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“…The steel structures represent a viable solution in seismic areas providing a very good performance in terms of stiffness resistance and ductility [1][2][3][4][5][6][7][8][9][10][11][12][13][14][15][16]. Among then, in the recent years particular attention was given to the bolted connections that are widely used for steel structures due to both their lower constructional costs performance in terms of both resistance and ductility [8][9][10].…”

Section: Introductionmentioning

confidence: 99%

Behaviour of T-Stub Under Mode 2 and 3 With Hv and Hr Bolts

Tartaglia¹,

D’Aniello²

2021

Proceedings of the 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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The behavior of the bolts can strongly influence stiffness, strength, and ductility of joints. The current Eurocodes allows using both HV (German type with failure by nut striping) and HR (British-French type with failure by necking of the shank) bolts without making any distinction between them. However, recent studies showed that these two types of pre-loadable bolts are characterized by different ultimate tensile behavior that could lead different joint ductility. The aim of this work is to investigate the influence of the type of pre-loadable bolts on the behavior of T-stubs when it is subjected to mode 2 and 3. To this end, analytical and numerical analyses were carried out. The results show that only in case of the failure mode 3 some differences can be observed between HV and HR.

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Numerical Modelling of CFS Three-Story Strap-Braced Building under Shaking-Table Excitations

Cited by 13 publications

References 40 publications

Seismic Assessment of Beam-to-Column Joints for a Non-Conforming MRF Existing Structure

Seismic Assessment of Beam-to-Column Joints for a Non-Conforming MRF Existing Structure

Effect of Embedded Basement Stories on Seismic Response of Low-Rise Building Frames Considering SSI via Small Shaking Table Tests

Behaviour of T-Stub Under Mode 2 and 3 With Hv and Hr Bolts

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