Ziegel im Hochbau

2D lattice structures with ordered cell designs based on honeycombs are built from modular composites of ceramic building blocks and epoxy resin. The variation of structural parameters as slenderness t2 g−1 and piezoelectric active area q changes the cell design. finite element method (FEM) simulations based on algorithm‐generated models within a structural parameter range determine the effect of thermal expansion of different materials (αMaterial) on the mechanical behavior in plane strain mode representative of piezoelectric excitation. The stress distribution σyy and strain amplification ay as a function of deformation are analyzed for Al2O3−PZT and PZT−PZT building block composites. The aim herein is to increase ay by modifying structure design. Furthermore, zero deformation with simultaneously occurring stresses is investigated.

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“…This is usually an indicator for shear stresses. [ 31 ] Due to the lack of the frame, the stress type and loading on and in the columns changed.…”

Section: Resultsmentioning

confidence: 99%

Deformation Behavior of 2D Composite Cellular Lattices of Ceramic Building Blocks and Epoxy Resin

et al. 2021

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“…These are described in detail in [6], [17], [20], [21] and will not be repeated at this point, but only compared for wall panels of late 19th century masonry with l/h = 2, l/h = 1.55 and l/h = 0.88. These are described in detail in [6], [17], [20], [21] and will not be repeated at this point, but only compared for wall panels of late 19th century masonry with l/h = 2, l/h = 1.55 and l/h = 0.88.…”

Section: Diskussion Des Nachweisesmentioning

confidence: 99%

“…Diese sind in [6], [17], [20], [21] detailliert beschrieben und werden an dieser Stelle nicht wiederholt, sondern lediglich in Bild 3 für Wandscheiben aus gründerzeitlichem Mauerwerk mit l/h = 2, l/h = 1,55 und l/h = 0,88 verglichen. Diese sind in [6], [17], [20], [21] detailliert beschrieben und werden an dieser Stelle nicht wiederholt, sondern lediglich in Bild 3 für Wandscheiben aus gründerzeitlichem Mauerwerk mit l/h = 2, l/h = 1,55 und l/h = 0,88 verglichen.…”

Section: Initial Shear Strengthunclassified

“…Further methods of determining the shear resistance of masonry wall panels are available in the current scientific literature. These are described in detail in [6], [17], [20], [21] and will not be repeated at this point, but only compared for wall panels of late 19th century masonry with l/h = 2, l/h = 1.55 and l/h = 0.88. In addition, the authors' own test results (elastic limit load) from [11] and [22] as well as the results of Zimmermann [23] for theoretical shear strengths are compared.…”

Section: Diskussion Des Nachweisesmentioning

confidence: 99%

“…In der gängigen Fachliteratur sind weitere Ansätze zur Ermittlung der Schubtragfähigkeit von gemauerten Wandscheiben angegeben. Diese sind in [6], [17], [20], [21] detailliert beschrieben und werden an dieser Stelle nicht wiederholt, sondern lediglich in Bild 3 für Wandscheiben aus gründerzeitlichem Mauerwerk mit l/h = 2, l/h = 1,55 und l/h = 0,88 verglichen. Zusätzlich sind den theoretischen Schubfestigkeiten eigene Versuchsergebnisse (elastische Grenzlast) aus [11] und [22] sowie die Resultate von Zimmermann [23] gegenübergestellt.…”

Section: Initial Shear Strengthunclassified

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Shear resistance verification of late 19th century masonry according to EC 6 – State of the art

Dunjic

Kolbitsch

2017

Mauerwerk

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A large part of buildings in Central European cities like Vienna was built in the Gründerzeit period between about 1840 and 1918 [1]. These buildings were constructed according to traditional rules. Current urban development requires historic buildings to be structurally adapted, which requires retroactive analysis of the masonry walls; in Austria according to ÖNORM EN 1998-3 [2] and ÖNORM EN 1996-3 (EC 6) [3]. Here, special focus is on the load transfer of horizontal earthquake loads, i. e. the shear strength of masonry walls. This paper describes the verification of historic masonry in detail and discusses individual components. Initial shear strength, load-influenced friction and the length of the compressed part of the wall are first determined using results from experimental testing and relevant literature and then compared to the approaches in EC 6. Based on this analysis, recommendations are provided to make theoretical approaches more realistic.

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Untersuchung und Sanierung eines feuchten Kellermauerwerks (Gutachten)

Hafellner¹,

Pittino

2019

Mauerwerk

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In the following expertise report, the existing condition of the cellar of a semi‐detached house, which was built in a coupled construction, is analysed and considerations for a hygric refurbishment are discussed. First and foremost, it was necessary to find the cause of the damp present in the outside walls of the cellar of the building. In order to describe the current characteristics of the building, an inventory analysis was made of obvious building defects. This is summarised and described in the following report, which was the basis for all further proceeding. Building physics measurements and evaluations were carried out, building materials were examined for their physical properties and corresponding evaluations and analyses were carried out. Finally, all measurement results and findings were collected to provide a conclusive explanation for the existing defects to the building fabric of the building. This in turn was the foundation for all further measures to be taken in order to determine the necessary remediation concepts and changes to the interior design or the use of the rooms. The aim was to make the cellar space fully usable again and to be able to hand over a list of proposals for the necessary technical remediation measures to the client.

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Ziegel im Hochbau

Cited by 5 publications

References 0 publications

Deformation Behavior of 2D Composite Cellular Lattices of Ceramic Building Blocks and Epoxy Resin

Deformation Behavior of 2D Composite Cellular Lattices of Ceramic Building Blocks and Epoxy Resin

Shear resistance verification of late 19th century masonry according to EC 6 – State of the art

Untersuchung und Sanierung eines feuchten Kellermauerwerks (Gutachten)

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