Modeling of Masonry Infill Panels for Structural Analysis

Madan, Alok; Reinhorn, A. M.; Mander, John B.; Valles, Rodolfo E.

doi:10.1061/(asce)0733-9445(1997)123:10(1295)

Cited by 188 publications

(92 citation statements)

References 11 publications

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“…Where ductility is calculated as Ui/Uy, subscript i = instantaneous values, subscript y = yield values, and Z = hysteretic component determined by solving the following differential equation by [10] as;…”

Section: Time-independent Smooth Hysteresis Modelmentioning

confidence: 99%

Hysteresis Analysis of Prestressed Brick Frame with Strawbale Masonry Infill Subjected to Seismic Loads

Adedeji

Ibiyeye

2018

MATEC Web Conf.

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:This study looks at designing and evaluating strength of typha strawbale wall cross section rather than the assumption of edge column acting as axially loaded members that should resist all vertical members from the loads acting on the wall. Based on the aforementioned claim, the objective of this work is to provide the average design thickness for the cement-plastered typha strawbale that stiffens the prestressed brick frame. Data on strength and deformation of the structure are the input for the analytical models. Pseudo-dynamic earthquake response tests, of a one quarter (¼) scale model low rise storeys prestressed brick frames stiffened with cement plastered strawbale masonry was conducted. The structure is idealized as plane frames. The analysis utilised the hysteresis models for members' models as timeindependent. The force-displacement relationship of the members' models has been evaluated by the approximate method on the basis of the material properties and structural geometry. A model was investigated with straw bale infill panel to determine the hysteretic parameters, stiffness deterioration and strength degradation due to seismic forces.

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Section: Time-independent Smooth Hysteresis Modelmentioning

confidence: 99%

Hysteresis Analysis of Prestressed Brick Frame with Strawbale Masonry Infill Subjected to Seismic Loads

Adedeji

Ibiyeye

2018

MATEC Web Conf.

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“…Subsequently, the ultimate load limit, occurs at force F m and deformation δ m , after which the response deteriorates, up to a residual force level, denoted with force F r and deformation δ u . with the initial stiffness, ini S , is taken equal to 0.5, based on the characterization of experimental data [21] and available analytical modeling [4]. For the needs of estimating the ultimate displacement u , the negative stiffness of the third branch of the force-deformation law has been approximated in a range of 0.01-0.1 of initial stiffness [22], with value 0.1 corresponding to quite brittle masonry with weak framing.…”

Section: Generalmentioning

confidence: 99%

“…With macro-modeling on the other hand, the influence of the infill is represented with sets of equivalent struts, reflecting infill failure modes and characteristics that are normally estimated through analytical or empirical methods. Macro-modeling has evolved from single diagonal strut implementations [3] to multi-strut assemblies that are capable to capture the corner interactions between masonry and frame members [4][5][6][7][8]. Even though multi-strut models are more accurate than single ones, they are also less intuitive and require much more parameters to be properly setup.…”

Section: Introductionmentioning

confidence: 99%

Lateral Response Evaluation of Steel Frame Structures With Masonry Infills

Kritikos¹,

Ntasis²,

Zitouniatis³

et al. 2017

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

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“…The domain is checked for a particular earthquake acceleration data of "Trinidad-Offshore Earthquake" occurred in the November 8,1980. For maintain the real properties of the material and interaction between brick and mortar bed, parameters have considered accordingly results of the past study.…”

Section: E Masonry Infill Frame Modeling Datamentioning

confidence: 99%