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Persönliches Nachruf zum Tod von Michael Gierga Veranstaltungen Internationales Xella Fachkolloquium: Wege zur Dekarbonisierung in der Baubranche Call for papers – 12. Symposium Experimentelle Untersuchungen von Baukonstruktionen (SEUB) Nachrichten Bundesbauministerin Klara Geywitz lobt Entwicklung der Seilroboter‐Technologie für den Mauerwerksbau Einreichen für das Jahrbuch Ingenieurbaukunst 2024 Ziegel – das Beste aus Mutter Erde [ABSTRACT FROM AUTHOR]

Abstract: Brazilian structural concrete and clay block masonry construction shares many common features with construction all over the world: blocks of a similar shape are bedded in mortar, vertical and horizontal reinforcement is placed in grouted cells, engineering analysis and design follows universal principles and local design codes mimic those adopted elsewhere. However, loadbearing masonry construction in Brazil has become one of the most preferred high‐rise building systems due to its cost‐effectiveness and ease of construction compared to normal reinforced concrete solutions. This paper provides an overview of loadbearing masonry building in Brazil, including case studies on notable high‐rise masonry structures, with an overview of how Brazilian materials, codes and practices differ from the rest of the world. Finally, the paper explains how the use of high‐strength units assists the growing demand for taller and taller buildings and provides insight into why owners and general contractors often prefer to use structural masonry. [ABSTRACT FROM AUTHOR]

Abstract: This paper deals with the design of basement walls subjected to lateral earth pressure. The current simplified calculation method according to DIN EN 1996‐3/NA only covers active earth pressure, which is the lower limiting value of the earth pressure. Designing according to DIN EN 1996‐1‐1/NA, higher coefficients of earth pressure (like earth pressure at rest) can be considered, with an additional verification of the shear resistance being necessary. This paper presents a theoretical model, which forms the basis for an analytical derivation of the loadbearing capacity, and explains the required minimum values of the acting normal force to ensure sufficient resistance to cover bending and shear. Based on these results, a simplified equation is proposed for the determination of the required minimum normal force, based on the design according to DIN EN 1996‐3/NA and providing identical values in case of an earth pressure coefficient of 1/3. The required minimum load resulting from this approach fulfils the described requirement to cover bending and shear. The presented solution is verified and the conditions for application are defined. Finally, the minimum required normal forces are evaluated and tabulated for common cases relevant to building practice. [ABSTRACT FROM AUTHOR]

Abstract: Since 2012, Life Cycle Engineering Experts (LCEE) have carried out a series of comprehensive studies into the sustainability of market‐relevant (also potentially) construction methods in German housing ([1] to [4]). The methodical basis was a systematic application of the sustainability assessment approach of the Deutsches Gütesiegel Nachhaltiges Bauen (DGNB) applied to representative model buildings from the detached house and apartment building sectors (see Figs. 1 and 2). The key findings have been compressed into themed fact sheets intended to ensure appropriate knowledge and information transfer to various recipients. As a contribution to less marketing and more reality, the following paper outlines the lessons learnt from selected example fact sheets concerning sustainable housing. [ABSTRACT FROM AUTHOR]

Abstract: According to currently valid codes, it is not possible to determine the loadbearing capacity of unreinforced infill walls considering the deformation‐based membrane effect by incorporating the exact support conditions. One reason for this is the lack of a validated calculation procedure, which in addition to the equilibrium conditions also realistically represents the compatibility conditions of these systems. In the present paper, therefore, a new non‐linear analytical calculation procedure is presented. The main focus of the analysis of walls subject to area loading is the incorporation of the support conditions and thus the consideration of the deformation‐based membrane compressive force. Through generalised formulation and a standardised notation of the determination equations, different material behaviours and various support conditions can be taken into account with few parameters. On the action side, both lighter loading like wind loads and heavier loading like explosion loads can be considered. Through the implementation of the partial factor concept, it is possible to comply with the requirements of European codes and thus ensure the applicability of the analysis model. [ABSTRACT FROM AUTHOR]

Abstract: Deflection limitation of reinforced masonry building elements under bending is undertaken according in DIN EN 1996‐1‐1:2013‐02, Section 5.5.2.6, Table 5.2 [N 4], by limiting the span l ef or the ratio of lef to the effective depth d, for example lef/d ≤ 20 for simply supported beams. A further requirement in DIN EN 1996‐1‐1:2013‐02, Section 7.3, states that reinforced masonry elements should not deflect excessively under serviceability loading conditions. For reinforced masonry with dimensions, which are within the limits stated in clause 5.5.2.6 [N 4], acceptable vertical deflection of a beam can normally be assumed. In this scientific paper, the figures stated in [N 4] for the limitation of the bending slenderness l ef/d of reinforced masonry beams like masonry or prefabricated lintels are checked by calculation with the ”ζ procedure“ from reinforced concrete theory. The suitability of this procedure was first demonstrated by comparing calculated and experimentally obtained values. It was determined that maintenance of the bending slenderness ratio lef/d ≤ 20 for the tested calcium silicate masonry lintels does not always lead to deflection values w/lef ≤ 1/250. For prefabricated straight (flat arch) calcium silicate lintels and horizontal aerated concrete lintels with limit slendernesses of lef/d ≤ 15 and calcium silicate masonry lintels with lef/d ≤ 10, w/lef ≤ 1/250 was fulfilled. With regard to future requirements for the tested reinforced masonry constructions, a method is proposed for the calculation of the limit slenderness ratio lef/d, which leads to maintenance of w/lef ≤ 1/250. Furthermore, the presented ”ζ procedure“ enables reliable calculation of deflection figures at the serviceability limit state considering long‐term effects. [ABSTRACT FROM AUTHOR]

The well known rules for fire design from DIN 4102-4 are transferred with no major differences to DIN EN 1996-1-2 together with the corresponding National Annex. This paper highlights the definitions of the new utilization factors as well as rules in the relevant national technical approvals. Examples show the practical fire design with tabulated data according to the new standard. [ABSTRACT FROM AUTHOR]

In Central Europe many residential as well as small and medium office- and commercial buildings are built with masonry. Moreover, a major part of existing buildings also has been built in masonry. Typically, the masonry walls consist of unreinforced masonry. For this traditional way of building construction, the development of new national and international codes, especially Eurocode 6 and 8, has given rise to the question of the seismic resistance. Other than with reinforced concrete structures it is not possible to increase the resistance just by placing some more reinforcement. Placing reinforcement into masonry at all would mean a complete change of this traditional way of building so that a lot of advantages of unreinforced masonry might be lost. In this paper, following a brief presentation of the problem, an overview about research that has been conducted in this field during the past years shall be given. Furthermore, proposals for more realistic design checks as well as for developments which have influenced the design codes will be highlighted. In this regard, not only the bearing capacity of masonry cross sections is of importance but also the aspect of deformation capacity and the interaction of different structural members within a building. 1 [ABSTRACT FROM AUTHOR]

Using the simplified calculation methods for unreinforced masonry structures of Eurocode 6-3 is a very quick and easy way to design unreinforced masonry structures. In the following paper several examples of the design of strucutral members are given. Practical experience shows that the main effort of the design process results from the structural analysis and the determination of the axial force in the masonry walls. A further simplification ist possible for strucutres according to annex A. [ABSTRACT FROM AUTHOR]