Extension of Generalized Bouc-Wen Hysteresis Modeling of Wood Joints and Structural Systems

Aloisio, Angelo; Alaggio, Rocco; Köhler, Jochen; Fragiacomo, Massimo

doi:10.1061/(asce)em.1943-7889.0001722

Cited by 64 publications

(43 citation statements)

References 35 publications

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“…Modeling the nonlinear hysteretic behavior of the wooden connection and structural system has been derived by many researchers, [26][27][28] in this study, based on Equation (28), the nonlinear rotational spring parameters of the model for a single rocking wall panel in this example can be calculated for each time step. This requires the development of an analysis routine to update the rotational spring stiffness at each time step using the bilinear behavior of the PT and UFP components.…”

Section: Modeling Of the Validation Examplementioning

confidence: 99%

Simplified Dynamic Model for Post‐tensioned Cross‐laminated Timber Rocking Walls

Pei

Huang

Berman

et al. 2020

Earthq Engng Struct Dyn

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This paper presents a computationally efficient numerical model for predicting seismic responses of post‐tensioned cross‐laminated timber (CLT) rocking wall systems. The rocking wall is modeled as a simple linear beam element with a nonlinear rotational spring at the base. The model is primarily intended for preliminary design and assessment of multistory buildings using this particular lateral system. A method was developed to determine the nonlinear rotational spring parameters by considering the dimension of the CLT wall panel and post‐tensioned steel rods and energy dissipating devices’ contributions. The proposed model was validated by comparing the simulated results with the responses from a series of shake table tests of a full‐scale two‐story building with CLT rocking walls. The numerical results show reasonable agreement with the shake table test results considering the simplicity of the model.

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Section: Modeling Of the Validation Examplementioning

confidence: 99%

Simplified Dynamic Model for Post‐tensioned Cross‐laminated Timber Rocking Walls

Pei

Huang

Berman

et al. 2020

Earthq Engng Struct Dyn

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“…The c function of the EEGBW model is detailed in Appendix 1 (Aloisio et al, 2020b). The EEGBW hysteresis model possesses all the important features observed in real structures, which include strength and stiffness degradation and pinching of the successive hysteresis loops (Figure 2).…”

Section: Analytical Prediction Modelmentioning

confidence: 99%

“…Aloisio et al (2020b) extended the formulation presented by Song and Der Kiureghian (2006) to represent pinching and degradation phenomena. In the current article, the authors implemented the model introduced by Aloisio et al (2020b). A single empirical hysteresis law, calibrated on the experimental response of CLT wall panels under cyclic loading, yields the description of the global response of the entire structural element.…”

Section: Introductionmentioning

confidence: 99%

“…In this article, the results of truncated incremental dynamic analysis of several CLT plane systems with an increasing number of stories from one to six yield the fragility functions and the behavior factors (Baker, 2015). The numerical models of the CLT systems derive by assembling a set of nonlinear springs described by the EEGBW hysteresis model (Aloisio et al, 2020b) and calibrated on all the experimental data from cyclic tests performed by Gavric et al (2015) using a Ordinary Least Squares method (Aloisio et al 2019a, Aloisio et al 2019b).…”

Section: Introductionmentioning

confidence: 99%

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Fragility functions and behavior factors estimation of multi-story cross-laminated timber structures characterized by an energy-dependent hysteretic model

2020

Self Cite

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The authors assessed the fragility functions and behavior factors of cross-laminated timber (CLT) structures. The structures derive from the assembly of single CLT wall panels characterized by different configurations. The extended energy-dependent generalized Bouc-Wen (EEGBW) hysteresis model describes their inelastic behavior: the experimental data obtained by Gavric et al. are used to calibrate the hysteretic models of the considered cases. The truncated incremental dynamic analysis of the building models under a set of earthquake records yields the fragility functions and behavior factors. The copious results allow a comparative study between multiple structural configurations characterized by different constructive features. The behavior factors match those already proposed by the scientific literature. An analytical relationship was estimated relating the behavior factors and a suite of parameters (e.g. joint density, slenderness ratio of the CLT panel, and number of stories) representative of the tested cases. The fragility functions evidence the notable role of the number of stories over the failure probability, rather than the particular wall configuration.

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“…A polygonal type of hysteretic model is adopted in this study for illustration. Compared to the smooth type of hysteretic models (e.g., Bouc-Wen models [55][56][57][58], which have the advantage of using a set of differential or algebraic equations), the polygonal type of hysteretic model requires less parameters, which can also include both strength and stiffness deterioration. The SDOF systems partly or totally w/wo considering P-∆ effect, pinching, and damage-induced deterioration are used to account for the varying hysteretic behaviors of the SDOF system.…”

Section: Sdof Systemsmentioning

confidence: 99%

Identifying Optimal Intensity Measures for Predicting Damage Potential of Mainshock–Aftershock Sequences

Zhou

Lü

2020

Applied Sciences

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Large earthquakes are followed by a sequence of aftershocks. Therefore, a reasonable prediction of damage potential caused by mainshock (MS)–aftershock (AS) sequences is important in seismic risk assessment. This paper comprehensively examines the interdependence between earthquake intensity measures (IMs) and structural damage under MS–AS sequences to identify optimal IMs for predicting the MS–AS damage potential. To do this, four categories of IMs are considered to represent the characteristics of a specific MS–AS sequence, including mainshock IMs, aftershock IMs (i.e., IMMS and IMAS, respectively), and two newly proposed IMs through taking an entire MS–AS sequence as one nominal ground motion (i.e., IM1MS–AS), or determining the ratio of IMAS to IMMS (i.e., IM2MS–AS), respectively. The single-degree-of-freedom systems with varying hysteretic behaviors are subjected to 662 real MS–AS sequences to estimate structural damage in terms the Park–Ang damage index. The intensities in terms of IMMS, IMAS, and IM1MS–AS are correlated with the accumulative damage of structures (i.e., DI1MS–AS). Moreover, the ratio (i.e., DI2MS–AS) of the AS-induced damage increment to the MS-induced damage is related to IM2MS–AS. The results show that IM2MS–AS exhibits significantly better performance than IMMS, IMAS, and IM1MS–AS for predicting the MS–AS damage potential, due to its high interdependence with DI2MS–AS. Among the considered 22 classic IMs, Arias intensity, root-square velocity, and peak ground displacement are respectively the optimal acceleration-, velocity-, and displacement-related IMs to formulate IM2MS–AS. Finally, two empirical equations are proposed to predict the correlations between IM2MS–AS and DI2MS–AS in the entire structural period range.

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Extension of Generalized Bouc-Wen Hysteresis Modeling of Wood Joints and Structural Systems

Cited by 64 publications

References 35 publications

Simplified Dynamic Model for Post‐tensioned Cross‐laminated Timber Rocking Walls

Simplified Dynamic Model for Post‐tensioned Cross‐laminated Timber Rocking Walls

Fragility functions and behavior factors estimation of multi-story cross-laminated timber structures characterized by an energy-dependent hysteretic model

Identifying Optimal Intensity Measures for Predicting Damage Potential of Mainshock–Aftershock Sequences

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