Abstract Dedicated to Prof. Dr.‐Ing. Carl‐Alexander Graubner on the occasion of his 60th birthdayMasonry members have to resist vertical loads and bending moments about the weak axis due to rotation of adjacent slabs. If the compression member is part of the bracing system, there are also bending moments about the strong axis. This paper deals with the load‐bearing capacity of biaxially eccentrically compressed unreinforced compression members with rectangular cross‐sections. For linear‐elastic material, the principles of an analytical model is presented, which considers geometrical and physical (cracking) non‐linearity. The deflections of the wall can be determined by using moment‐curvature relations, making possible the analytical analysis of compression members considering the effects of 2nd order theory. For a non‐linear stress‐strain relation, the calculation of the load carrying capacity of rectangular compression members under biaxial bending is complex and has to be determined numerically. The good accordance of the results of the analytical model with the numeric calculations is also shown for various eccentricities. In addition, a simplified proposal for the calculation of the load‐bearing capacity of biaxially eccentrically compressed unreinforced compression members is shown. The proposal is based on the load‐bearing capacity of uniaxially eccentrically compressed unreinforced compression members. Therefore it is possible to use the proposal considering existing models, for example according to Eurocode 2 or 6.

MauerwerkVolume 21, Issue 5 Inhalt Inhalt: Mauerwerk 5/2017 First published: 16 October 2017 https://doi.org/10.1002/dama.201770502AboutPDF ToolsRequest permissionExport citationAdd to favoritesTrack citation ShareShare Give accessShare full text accessShare full-text accessPlease review our Terms and Conditions of Use and check box below to share full-text version of article.I have read and accept the Wiley Online Library Terms and Conditions of UseShareable LinkUse the link below to share a full-text version of this article with your friends and colleagues. Learn more.Copy URL Share a linkShare onFacebookTwitterLinkedInRedditWechat No abstract is available for this article. Volume21, Issue5October 2017 RelatedInformation

MauerwerkVolume 21, Issue 2 Inhalt Inhalt: Mauerwerk 2/2017 First published: 12 April 2017 https://doi.org/10.1002/dama.201770202AboutPDF ToolsRequest permissionExport citationAdd to favoritesTrack citation ShareShare Give accessShare full text accessShare full-text accessPlease review our Terms and Conditions of Use and check box below to share full-text version of article.I have read and accept the Wiley Online Library Terms and Conditions of UseShareable LinkUse the link below to share a full-text version of this article with your friends and colleagues. Learn more.Copy URL Share a linkShare onFacebookTwitterLinkedInRedditWechat No abstract is available for this article. Volume21, Issue2April 2017 RelatedInformation

Abstract For the structural design of masonry according to Eurocode 6 with the associated German national annex, the simplified method and the further simplified calculation method in Annex A are available. These procedures provide tools that can be used in practice to design standard cases quickly and easily. One feature of the verification of masonry walls under compressive loading is that no bending moments in the walls have to be determined as part of the determination of section forces and moments since the verification of the load‐bearing capacity of the wall is based solely on the acting vertical force. The effects of floor end restraint and buckling are dealt with by simple equations. One new feature of verification according to Eurocode 6 is that the effect of partially supported floors on the load‐bearing capacity of the wall can be included directly. The code is compact and simple to use and the further simplified calculation method is predestined for verification by manual calculation.

Abstract Seismic safety verification can be performed by maintaining constructive rules or by calculation. Verification by calculation can be performed with a linear simplified or linear multi‐modal response spectrum analysis. Alternatively, a non‐linear quasi‐static verification is also possible according to DIN EN 1998‐1, which was not available in DIN 4149. In this article, the non‐linear quasi‐static earthquake verification according to DIN EN 1998‐1 is presented in practice, using the example of a building in Mittenwald/Germany. The verification has been checked and accepted by an independent building supervision report.

Abstract Peter Lieblang, Daniela Konrad, Frank Ulrich Vogdt, Martin Schäfer, Wolfgang Eden: Resource efficiency of calcium silicate blocksSebastian Pohl, Carl‐Alexander Graubner: Massive versus lightweight building: the latest investigations into the assessment of the (ecological) sustainability of massive and lightweight buildingDetleff Schermer: Design according to Eurocode 6 in practiceDietmar Walberg:Massive versus lightweight construction in residential buildingAndreas Holm, Florian Kagerer, Christoph Sprengard, Dietmar Walberg, Timo Gniechwitz: Cost‐effectiveness of very low‐energy detached housesPeter Lieblang, Daniela Konrad, Frank Ulrich Vogdt, Martin Schäfer, Wolfgang Eden: Ressourceneffizienz des KalksandsteinsSebastian Pohl, Carl‐Alexander Graubner: Massivbau versus Leichtbau: Neueste Untersuchungen zur (ökologischen) NachhaltigkeitsbewertungDetleff Schermer: Bemessung nach Eurocode 6 in der PraxisDietmar Walberg: Massivbau versus Leichtbau im WohnungsbauAndreas Holm, Florian Kagerer, Christoph Sprengard, Dietmar Walberg, Timo Gniechwitz: Wirtschaftlichkeit von Einfamilienhäusern in Niedrigstenergiebauweise