Fidelity and Robustness of Detailed Micromodeling, Simplified Micromodeling, and Macromodeling Techniques for a Masonry Dome

2014 ◽  
Vol 28 (3) ◽  
pp. 480-490 ◽  
Author(s):  
Tun Li ◽  
Sez Atamturktur
Keyword(s):  
Masonry Dome

Static Analysis of a Double-Cap Masonry Dome

2020 ◽  
pp. 2082-2093
Author(s):  
Enrico Babilio ◽  
Carla Ceraldi ◽  
Maria Lippiello ◽  
Francesco Portioli ◽  
Elio Sacco
Keyword(s):  
Static Analysis ◽  
Masonry Dome

Finite Element Thrust Line Analysis (FETLA) of Axisymmetric Masonry Dome with Meridian Cracks

2017 ◽  
Vol 865 ◽  
pp. 397-402 ◽  
Author(s):  
Mahesh Varma ◽  
Siddhartha Ghosh ◽  
Gabriele Milani
Keyword(s):  
Finite Element ◽  
Element Analysis ◽  
The Finite Element Analysis ◽  
Tensile Forces ◽  
Ring Mechanism ◽  
Masonry Domes ◽  
Tension Cracks ◽  
The Stability ◽  
Masonry Dome ◽  
Line Analysis

Many masonry domes in their lower portion are subjected to hoop tensile forces which mostly lead to vertical cracks appearing along the dome's meridian planes. A close inspection of any such dome reveals these hoop tension cracks. The dome stands as a series of arches with common key stone, with cracks as a matter of non-structural consequences. Different strategies have been considered historically to arrest these cracks. The provision of tension ring mechanism adds to the stability of these domes, and hence many masonry domes are retrofitted with the provision of the tension rings using steel and FRP rings. The challenge in such retrofitting will remain to analyze its effect on stability of these masonry domes, more specifically in absence of reliable mechanical properties of such masonry domes. This paper presents a simplified analysis procedure combining thrust line analysis with the finite element analysis called here as Finite Element Thrust Line Analysis (FETLA). The development of a new element suitable for masonry dome analysis to include the effect of hoop tension cracks is demonstrated. The orthotropic material properties are utilized for penalty approach to allow redistribution of the forces from meridian direction to the hooping rings, with thrust line approaching the extrados or intrados of the dome. The analysis results of FETLA are validated with the previously available results. The analysis method proposed in this paper gives the rational estimates for the failure load without utilizing inelastic properties of the material to model the hoop tension cracks and its propagation.

scholarly journals Masonry Dome Behavior under Gravity Loads Based on the Support Condition by Considering Variable Curves and Thicknesses

Buildings ◽  
2021 ◽  
Vol 11 (6) ◽  
pp. 241
Author(s):  
Asem Sharbaf ◽  
Mohammadreza Bemanian ◽  
Khosro Daneshjoo ◽  
Hamzeh Shakib
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Hoop Stress ◽  
Shell Theory ◽  
Boundary Line ◽  
Support Condition ◽  
Significant Parameter ◽  
The Past ◽  
Masonry Domes ◽  
Masonry Dome

It is necessary to recognize masonry domes’ behavior under gravity loads in order to strengthen, restore, and conserve them. The neutral hoop plays a crucial role in identifying the masonry dome’s behavior to distinguish between its tensile and compressive regions. When it comes to determining the neutral hoop position in a dome with the same brick material, in addition to determining the dome’s curve and thickness, the support condition located on the boundary line is a significant parameter that has received less attention in the past. Therefore, this research aims to comprehensively define masonry dome behaviors based on the support condition’s effect on the masonry dome’s behavior, in addition to thickness and curve parameters, by determining neutral hoop(s). The method is a graphical and numerical analysis to define the sign-changing positioning in the first principal stress (hoop stress), based on the shell theory and extracted from a finite element method (FEM) Karamba3D analysis of a macro-model. The case studies are in four types of supports: condition fixed, free in the X- and Y-axes, free in all axes (domes placed on a drum), and free in all axes (domes placed on a pendentive and a drum). For each support condition, twelve curves and four varied thicknesses for each curve are considered. Results based on the dome’s variables show that, in general, four types of masonry domes behavior can be identified: single-masonry dome behavior with no neutral hoop; double-masonry dome behavior where all hoops are compressive with a single neutral hoop; double-masonry dome behavior where hoops are compressive and tensile with a single neutral hoop; and treble-masonry dome behavior with double neutral hoops.

Performance of Building Roofs in the 2003 Bam, Iran, Earthquake

2005 ◽  
Vol 21 (1_suppl) ◽  
pp. 411-424 ◽  
Author(s):  
Mahmoud R. Maheri
Keyword(s):  
Seismic Performance ◽  
Concrete Beam ◽  
Block System ◽  
The Poor ◽  
Floor Slabs ◽  
Arch System ◽  
Hollow Block ◽  
The City ◽  
Masonry Dome

Roofs covering buildings in the city of Bam, Iran prior to the earthquake of 26 December 2003 can be categorized into three main groups: traditional masonry dome or vault, steel I-beam jack-arch system, and concrete beam-hollow block system. The collapse of nonengineered masonry roofs and floor slabs during the earthquake was the single largest contributor to the large number of fatalities. This paper discusses the seismic performance of each type of roofing and their strengths and weaknesses. The poor seismic performance of traditional domes and vault roofs and unanchored jack-arch slabs are noted and the seismic merits of the anchored jack-arch slabs and concrete beam-hollow block slabs are discussed.

Failure Mechanisms of Stone Masonry Dome

2015 ◽  
Vol 744-746 ◽  
pp. 133-136
Author(s):  
Takashi Hara ◽  
Kenichiro Hidaka
Keyword(s):  
Structural Characteristics ◽  
Failure Mechanisms ◽  
Stone Masonry ◽  
Structural Behavior ◽  
The Finite Element Method ◽  
The West ◽  
Heritage Site ◽  
Ancient City ◽  
Land Sliding ◽  
Masonry Dome

This paper investigated the failure mechanisms of the stone masonry dome constructed in the heritage site at Jerash. Jerash is the remains of a Roman ancient city and is located 48km north from Amman, Jordan. West Bath in Jerash had one main dome and two small domes. Domes were constructed from stone masonry. The structural characteristics of the remained small dome were investigated numerically by use of the finite element method. The foundation of the West Bath is under the conditions of a land sliding and was cut beside the dome pier. Therefore, assuming the several uneven settlements of the piers, the structural behavior of the dome was assessed. From the distributions of the cracking and the crushing of the stone, the failure mechanisms of the stone masonry were represented.

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