An analytical formulation of q-factor for mid-rise CLT buildings based on parametric numerical analyses

Pozza, Luca; Trutalli, Davide

doi:10.1007/s10518-016-0047-9

Cited by 26 publications

(25 citation statements)

References 25 publications

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“…In the last decade, the seismic performance of CLT structures has been experimentally and numerically studied (e.g., [1]- [7]) and the results confirmed that the cyclic behaviour of metal connections has a key-role in the seismic behaviour of the building. The traditional seismicresistant connections, known as angle brackets and hold-downs, are composed of punched and cold-formed thin steel plates fastened to the panel with nails or screws.…”

Section: Introductionmentioning

confidence: 91%

Numerical Simulation of the Coupled Tension-Shear Response of an Innovative Dissipative Connection for CLT Buildings

Marchi¹,

Trutalli²,

Scotta³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Introductionmentioning

confidence: 91%

Numerical Simulation of the Coupled Tension-Shear Response of an Innovative Dissipative Connection for CLT Buildings

Marchi¹,

Trutalli²,

Scotta³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…These zero‐length elements adopted trilinear hysteretic rules calibrated to experimental results and analytical calculations. () The range of degradation parameters were calibrated to experiments, and values between 0.2 and 0.8 were found to represent the closest estimation to the hysteretic behaviour of connectors . Similarly, the structural joinery used to assemble vertical joints between adjacent wall panels was simulated by means of experimentally calibrated nonlinear springs …”

Section: Seismic Design and Modelling Assumptionsmentioning

confidence: 99%

“…By considering the parameters that have the greatest influence on the global drift modification factor, as discussed above, the following a prediction model is proposed:

\ln δ_{mod} = a + b * β + c * λ + false(d + e * q false) * \ln ([], \min ((), \frac{T_{1}}{T_{m}}, 1)) + f * \ln ([], \max ((), \frac{T_{1}}{T_{m}}, 1))

where δ mod is the global drift modification factor, β is the joint density parameter factor, λ is the building aspect ratio, q is the design behaviour factor, T 1 / T m is the period ratio, and a , b , c , d , e , f are regression coefficients. λ is calculated as the quotient between the height and width of the building facade while the definition used in one study is adopted herein for the joint density parameter β . To this end, β was calculated as the ratio between all fastening lines in the wall ( P o ) and its perimeter ( P ).…”

Section: Predictive Modelsmentioning

confidence: 99%

“…Therefore, the findings of previous investigations cannot be fully compared with those from this study. Nevertheless, a restricted yet illustrative comparison is still possible, in particular, with the most recent studies by Pozza and Trutalli and the well‐known equal displacement rule adopted in Eurocode…”

Section: Comparative Studiesmentioning

confidence: 99%

“…Accordingly, the benefits of CLT construction have underpinned the development of various building technologies involving different panel arrangements and connection details. In this regard, although the use of large CLT panels with a reduced number of on‐site joints has been traditionally favoured,() the advantages of small modular assemblages regarding their easier handling and improved energy dissipation capabilities are now being recognized …”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Seismic drift demands in multi‐storey cross‐laminated timber buildings

Demirci

Mariotti

Macorini

2017

Earthq Engng Struct Dyn

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This paper investigates the seismic response of multi-storey cross-laminated timber (CLT) buildings and its relationship with salient ground-motion and building characteristics. Attention is given to the effects of earthquake frequency content on the inelastic deformation demands of platform CLT walled structures. The response of a set of 60 CLT buildings of varying number of storeys and panel fragmentation levels representative of a wide range of structural configurations subjected to 1656 real earthquake records is examined. It is shown that, besides salient structural parameters like panel aspect ratio, design behaviour factor and density of joints, the frequency content of the earthquake action as characterised by its mean period has a paramount importance on the level of nonlinear deformations attained by CLT structures. Moreover, the evolution of drifts as a function of building to ground-motion periods ratio is different for low and high-rise buildings. Accordingly, nonlinear regression models are developed for estimating the global and inter-storey drifts demands on multi- storey CLT buildings. Finally, the significance of the results is highlighted with reference to European seismic design procedures and recent assessment proposals

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Verification of the behaviour factors proposed in the second generation of Eurocode 8 for cross‐laminated timber buildings

Rinaldi

Casagrande

Fragiacomo

2022

Earthq Engng Struct Dyn

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After 20 years since the publication of the Eurocodes, in 2012, the European Commission gave mandate to the European Committee for Standardization (CEN) to develop a second generation of Eurocodes. Among the different parts of Eurocodes, a substantial revision process has been undertaken for the seismic design rules of timber buildings included in Eurocode 8 (EC8). In particular, a major effort has been made to implement the design rules for Cross‐Laminated Timber (CLT) buildings and to define the behaviour factors q for such structural type. The choice of the behaviour factor q for CLT buildings in the new “timber” chapter of EC8 has been made by examining several proposals available in literature. Most of these studies were not referred to any specific design provision and certainly could not have followed the design rules drafted in the second generation of Eurocodes. This paper presents a study aimed to verify whether the proposed values of the behaviour factors q are consistent with the attained seismic performances of CLT buildings designed in accordance with the new “timber chapter” of EC8. Parametric non‐linear static (pushover) analyses and a risk‐consistent approach, based on the use of Incremental Dynamic Analyses (IDA) and fragility curves were conducted to evaluate the performance of a few selected archetypes. The results obtained from the analyses and the risk‐consistent approach showed that the proposed values of q‐factor for CLT buildings in second generation of Eurocode, namely 2.30 and 3.20 for a ductility class 2 (DC2) and 3 (DC3) respectively, can be reasonably accepted.

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An analytical formulation of q-factor for mid-rise CLT buildings based on parametric numerical analyses

Cited by 26 publications

References 25 publications

Numerical Simulation of the Coupled Tension-Shear Response of an Innovative Dissipative Connection for CLT Buildings

Numerical Simulation of the Coupled Tension-Shear Response of an Innovative Dissipative Connection for CLT Buildings

Seismic drift demands in multi‐storey cross‐laminated timber buildings

Verification of the behaviour factors proposed in the second generation of Eurocode 8 for cross‐laminated timber buildings

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