Plastic-Damage Modeling of Unreinforced Masonry Walls (URM) Subject to Lateral Loading

Algohi, Basheer; Baluch, Mohammed H.; Rahman, Muhammad K.; Al‐Gadhib, Ali H.; Demir, Cem

doi:10.1007/s13369-017-2626-8

Cited by 6 publications

(5 citation statements)

References 6 publications

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“…Table 2 presents the assumed values for the yield criterion and flow rule. Although they were initially for concrete, these quantities have also demonstrated satisfactory performance when applied to masonry structures [22,88]. Different element types have been developed for FEM, such as trusses, beams, planes, and solids, among others.…”

Section: 𝜎 = (1 − 𝑑 )𝐸 𝜀 − 𝜀mentioning

confidence: 99%

Explicit Method in the Seismic Assessment of Unreinforced Masonry Buildings through Plane Stress Elements

Nochebuena-Mora,

Mendes,

Calixto

et al. 2023

Applied Sciences

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The complex nonlinear behaviour of unreinforced masonry (URM), along with the interaction between structural elements, still represents a challenge for the seismic assessment of existing URM buildings. A large variety of mathematical tools have been developed in the last decades to address the issue. The numerical work herein presented attempts to provide some insights into the use of FEM models to obtain reliable results from nonlinear dynamic analyses conducted with explicit methods. Through plane stress elements, two in-plane mechanisms were studied to identify optimal parameters for unreinforced masonry elements subjected to dynamic actions. The results were then compared with outcomes generated by an implicit solver. Subsequently, these parameters were used in nonlinear dynamic analyses on a building section for the seismic assessment in both unreinforced and reinforced conditions. The element type, hourglass control, damping, and bulk viscosity influence the dynamic response, mainly when the nonlinearities become larger. The hourglass control techniques employ a scaling factor to suppress the occurrence of spurious modes. Values ranging from 0.01 to 0.03 have shown effective results. When the stiffness-damping parameter for Rayleigh damping is of a similar order of magnitude or lower than the time increment without damping, the time increment remained in feasible ranges for performing analysis. Additionally, the bulk viscosity can stabilise the response without causing substantial alterations to the time increment if the values are under 1.00.

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Section: 𝜎 = (1 − 𝑑 )𝐸 𝜀 − 𝜀mentioning

confidence: 99%

Explicit Method in the Seismic Assessment of Unreinforced Masonry Buildings through Plane Stress Elements

Nochebuena-Mora,

Mendes,

Calixto

et al. 2023

Applied Sciences

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“…The multi-leaf masonry wall is made of two cut stone masonry units at the exterior and interior faces which are separated by rubble stone masonry units in the middle. Further information on the behavior multi-leaf walls can be found in [5][6][7]. The dimensions of the examined part of the western wall are 33 meters in length, 12 meters in height.…”

Section: Nonlinear Analysis Investigating the Response Of The Western Wallmentioning

confidence: 99%

Structural Assessment of the 13th Century Great Mosque and Hospital of Divrigi: A World Heritage Listed Structure

Demir¹,

Halici²,

Sanver³

et al. 2021

12th International Conference on Structural Analysis of Historical Constructions

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The Great Mosque and Hospital of Divrigi is located in the central eastern part of Turkey, in Divrigi, Sivas. The historical facility consists of a monumental mosque and a two-story hospital, which are adjacent to each other. The structure dates back to 13th century Mengujekids period and has been listed by the UNESCO as a World Heritage since 1985. Great Mosque and Hospital of Divrigi is particularly notable for its monumental stone portals that are decorated with three-dimensional ornaments carved from stone. The structural system of the monument consists of multi-leaf stone masonry walls and stone piers that support the roof structure which consists of stone and brick arches and vaults. The structure is located about 90 km away from the North Anatolian Fault Line, that has been causing several destructive earthquakes. Consequently, the structure is prone to destructive seismic activities. In this study, after a brief introduction on the structural system and current condition of the structure, the structural performance of the Great Mosque and Hospital of Divrigi is investigated through site observations and structural analyses. For this purpose, linear and nonlinear 3D finite element models of the structure are developed and the structure is examined under the effects of vertical loads and seismic actions. In the light of the analyses results, recommendations for potential interventions are outlined for further preservation of the structure.

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“…Finite element method (FEM) is a convenient technique to understand and predict the non‐linear behavior of masonry structures . The control and retrofitted samples tested in the experimental program were modeled in ABAQUS environment using the constitutive model based on damage mechanics and plasticity developed by Lubliner and extended by Lee and Fenves .…”

Section: Finite Element Modeling Of Experimental Prisms and Wallsmentioning

confidence: 99%

“…The interaction between lateral and axial loading has been the subject of investigation recently, including both experimental investigations and numerical simulation. Some attempts have also been made to relate the applied axial force to lateral force using an analytical approach as framework of analysis …”

Section: Introductionmentioning

confidence: 99%

Performance of hollow concrete block masonry walls retrofitted with steel‐fiber and microsilica admixed plaster

Al-Shugaa

Rahman

Baluch

et al. 2018

Structural Concrete

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The weakness of existing unreinforced masonry (URM) wall buildings in resisting lateral loads is a matter of concern, especially in locations exposed to seismic hazards. In order to address this shortcoming, considerable research effort has been dedicated in the last few years on the strengthening techniques of existing URM structures. This paper presents the test results of four hollow concrete block walls, one as control, one using high steel-fiber reinforced mortar admixed with microsilica (SFR-MS) mortar in joints and the other two walls plastered with 10 mm thick SFR-MS mortar on one and both sides of the wall, respectively. The shear capacity, stiffness, cracking patterns and failure modes of the walls were investigated. In addition, a nonlinear finite element simulation of the walls in an ABAQUS environment is presented and results compared with those obtained from the experimental investigations conducted. Modified analytical equations for predicting the shear capacity of masonry walls with plaster is proposed and results compared with the experimental and finite element simulation results of the investigated walls. K E Y W O R D Scyclic load test, finite element, hollow concrete blocks, masonry prism, microsilica, plaster, plastic damage model, steel-fiber, unreinforced masonry walls

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Plastic-Damage Modeling of Unreinforced Masonry Walls (URM) Subject to Lateral Loading

Cited by 6 publications

References 6 publications

Explicit Method in the Seismic Assessment of Unreinforced Masonry Buildings through Plane Stress Elements

Explicit Method in the Seismic Assessment of Unreinforced Masonry Buildings through Plane Stress Elements

Structural Assessment of the 13th Century Great Mosque and Hospital of Divrigi: A World Heritage Listed Structure

Performance of hollow concrete block masonry walls retrofitted with steel‐fiber and microsilica admixed plaster

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