Comprehensive numerical approaches for the design and safety assessment of masonry buildings retrofitted with steel bands in developing countries: The case of India

Choudhury, Thainswemong; Kaushik, Hemant B.

doi:10.1016/j.conbuildmat.2015.02.082

Cited by 40 publications

(28 citation statements)

References 26 publications

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“…This value is in agreement with experimental evidences available in the literature [34] and previous numerical models recently adopted in different case studies [35,36]. To avoid numerical convergence issues, the tip of the conical Drucker-Prager strength domain was smoothed using a hyperbola.…”

Section: Materials Propertiessupporting

confidence: 53%

Comprehensive FE numerical insight into Finale Emilia Castle behavior under 2012 Emilia Romagna seismic sequence: Damage causes and seismic vulnerability mitigation hypothesis

Tiberti

Acito

Milani

2016

Engineering Structures

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Section: Materials Propertiessupporting

confidence: 53%

Comprehensive FE numerical insight into Finale Emilia Castle behavior under 2012 Emilia Romagna seismic sequence: Damage causes and seismic vulnerability mitigation hypothesis

Tiberti

Acito

Milani

2016

Engineering Structures

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“…In modeling masonry, we consider it as an isotropic material. Even this is a simplification, it is commonly accepted in engineering practice [22] [23], also because commercial FE codes have rarely at disposal orthotropic damaging materials in their standard packages. As far as the non-linear behavior is considered, we adopt a concrete damage plasticity model (CDP).…”

Section: B Fe Model Of Isolated Two-story Masonry Housingmentioning

confidence: 99%

“…7, the response is linear up to the yield stress f y = 1.8 MPa, followed by a crushing stress f u =2.4 MPa and linear softening branch. Then we input other parameters of CDP obtained from a previous research [22] as seen in Table 2.…”

Section: B Fe Model Of Isolated Two-story Masonry Housingmentioning

confidence: 99%

A Possibility to Build Isolated Masonry Housing in High Seismic Zones Using Rubber Seismic Isolators

Habieb¹,

Tavio

Milani³

2017

IJPS

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 New residential buildings in developing countries often have inadequate seismic protection, particularly for masonry. Such material is widely preferred because the cost and application are relatively cheap. To decrease the vulnerability, an interesting option is represented by seismic isolation, but the cost should remain relatively low, and this is the reason why rubber isolation with few pads remains the most suitable technical solution to adopt. In this study, we deal with a newly conceived low-cost seismic isolation system for masonry buildings relying on elastomeric bearings. The elastomeric isolator here proposed consists of few layers of rubber pads and fiber lamina, making it cheaper comparing to the conventional isolators. A detailed 3D finite element (FE) analysis to predict the behavior of the low-cost rubber isolator undergoing moderate deformations is carried out. A Yeoh hyperelasticity model with coefficients estimated through available experimental data is assumed for rubber pads. Having so derived the shear behavior, such isolation system is implemented at a structural level into a two stories masonry house prototype, identifying the 3D model with a damped nonlinear spring model, so making the FE analysis computationally inexpensive. For masonry, a concrete damage plasticity (CDP) model available in the commercial FE code Abaqus is adopted. A nonlinear static-pushover analysis is conducted to assess the performance of the isolated building. To simulate a realistic condition under seismic event, a ground motion data is applied to observe the dynamic behavior of the building by monitoring the damage level of masonry. Through a-posterior estimation, it is also possible to monitor the deformation of the isolators during the seismic excitation, to determine whether the isolator is capable of resisting shear deformations in different angles. According to the results obtained, quite good isolation is obtained with the system proposed, with immediate applicability at a structural level.

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“…Even this is a simplification, it is commonly accepted in engineering practice [20,21], also because commercial FE codes have rarely at disposal orthotropic damaging materials in their standard packages. As far as the non-linear behavior is considered, we adopt a concrete damage plasticity model (CDP).…”

Section: Fe Model Of An Isolated Masonry House Prototypementioning

confidence: 99%

“…7), the response is linear up to the yield stress f y = 1.8 MPa, followed by a crushing stress f u = 2.4 MPa and linear softening branch. Then we input other parameters of CDP obtained from a previous research [20] as seen in Table 1.…”

Section: Fe Model Of An Isolated Masonry House Prototypementioning

confidence: 99%

Seismic Performance of a Masonry Building Isolated With Low-Cost Rubber Isolators

Habieb¹,

Tavio²,

Milani³

2017

WIT Transactions on the Built Environment

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New residential buildings in developing countries often have inadequate seismic protection, particularly for masonry. Such material is widely preferred because the cost and application are relatively cheap. To decrease the vulnerability, an interesting option is represented by seismic isolation, but the cost should remain relatively low, and this is the reason why rubber isolation with few pads remains the most suitable technical solution to adopt. In this study, we deal with a newly conceived low-cost seismic isolation system for masonry buildings relying on elastomeric bearings. The elastomeric isolator here proposed consists of few layers of rubber pads and fiber lamina, making it cheaper compared to the conventional isolators. A detailed 3D finite element (FE) analysis to predict the behavior of the lowcost rubber isolator undergoing moderate deformations is carried out. A Yeoh hyperelasticity model with coefficients estimated through available experimental data is assumed for rubber pads. Having so derived the shear behavior, such an isolation system is implemented at a structural level into a two story masonry house prototype, identifying the 3D model with a damped nonlinear spring model, so making the FE analysis computationally inexpensive. For masonry, a concrete damage plasticity (CDP) model available in the commercial FE code Abaqus is adopted. A nonlinear static-pushover analysis is conducted to assess the performance of the isolated building. To simulate a realistic condition under a seismic event, ground motion data is applied to observe the dynamic behavior of the building by monitoring the damage level of masonry. Through a-posterior estimation, it is also possible to monitor the deformation of the isolators during the seismic excitation, to determine whether the isolator is capable of resisting shear deformations in different angles. According to the results obtained, quite good isolation is obtained with the system proposed, with immediate applicability at a structural level.

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Comprehensive numerical approaches for the design and safety assessment of masonry buildings retrofitted with steel bands in developing countries: The case of India

Cited by 40 publications

References 26 publications

Comprehensive FE numerical insight into Finale Emilia Castle behavior under 2012 Emilia Romagna seismic sequence: Damage causes and seismic vulnerability mitigation hypothesis

Comprehensive FE numerical insight into Finale Emilia Castle behavior under 2012 Emilia Romagna seismic sequence: Damage causes and seismic vulnerability mitigation hypothesis

A Possibility to Build Isolated Masonry Housing in High Seismic Zones Using Rubber Seismic Isolators

Seismic Performance of a Masonry Building Isolated With Low-Cost Rubber Isolators

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