Artikeldatenbank
Autor(en) | Titel | Zeitschrift | Ausgabe | Seite | Rubrik |
---|---|---|---|---|---|
Structural Engineering for Meeting Urban Transportation Challanges | Bautechnik | 3/2000 | 206 | Termine | |
Structural Engineering for Meeting Urban Transportation Challenges | Stahlbau | 2/2000 | 140 | Termine | |
Structural Engineering for Meeting Urban Transportation Challenges | Bautechnik | 12/1998 | 1034 | Termine | |
Structural engineering, mechanics and computation (Ed.: A. Zingoni) | Bautechnik | 5/2002 | 349-350 | Bücher | |
Structural Engineers World Congress '98 | Bautechnik | 5/1998 | 339 | Termine | |
Structural hollow sections - high strength or weather resistant per EN 10210-3/EN 10219-3 | Steel Construction | 1/2022 | 25 | Editor's Recommendations | |
Ummenhofer, Thomas | Structural hollow sections - recent developments | Steel Construction | 2/2014 | 63-64 | Editorial |
Schacht, Gregor; Fritsch, Christina; Voigt, Chris; Ewert, Eric; Arndt, Ralf | Structural Information Modeling - Die digitale Transformation der Bauwerksdiagnostik | Mauerwerk | 4/2022 | 143-151 | Berichte |
KurzfassungBauwerksdiagnostische Untersuchungen sind die Voraussetzung für eine verlässliche Bewertung von bestehenden Tragwerken. Häufig fehlen konkrete und realistische Informationen über den tatsächlichen Bauwerkszustand und damit die Eingangsgrößen für die rechnerische Nachweisführung. Anders als bei Neubauten müssen diese Annahmen nicht geschätzt und durch zusätzliche Sicherheitselemente abgedeckt werden, sondern können zuverlässig mit ihrer tatsächlichen Eigenschaft sowie Streuung am Bestandstragwerk erfasst werden. Die Bauwerksdiagnostik bietet eine Vielzahl an Möglichkeiten, den Bestand und Zustand der Materialien sowie Konstruktionen realitätsgetreu zu erkunden. Die digitale Revolution des Bauwesens bedingt neue Konzepte, mit denen es gelingt, unsere bestehenden Tragwerke wesentlich effizienter und v. a. länger nutzen zu können. Der digitale Bauwerkszwilling ermöglicht die Zusammenführung und Verknüpfung von Daten unterschiedlichster Struktur und Herkunft. Damit müssen zwangsweise auch bauwerksdiagnostische Daten konsequent digitalisiert, in solche digitalen Zwillinge integriert und in Kombination mit den weiteren Bestands- und Zustandsdaten für den Nutzer aufbereitet werden. Dieser methodische Ansatz des Structural Information Modeling bildet die Grundlage für eine realistischere und zuverlässigere Bewertung bestehender Bauwerke. x | |||||
Schacht, Gregor; Fritsch, Christina; Voigt, Chris; Ewert, Eric; Arndt, Ralf | Structural Information Modeling - Die digitale Transformation der Bauwerksdiagnostik | Bautechnik | 3/2022 | 213-221 | Berichte |
KurzfassungBauwerksdiagnostische Untersuchungen sind die Voraussetzung für eine verlässliche Bewertung von bestehenden Tragwerken. Häufig fehlen konkrete und realistische Informationen über den tatsächlichen Bauwerkszustand und damit die Eingangsgrößen für die rechnerische Nachweisführung. Anders als bei Neubauten müssen diese Annahmen nicht geschätzt und durch zusätzliche Sicherheitselemente abgedeckt werden, sondern können zuverlässig mit ihrer tatsächlichen Eigenschaft sowie Streuung am Bestandstragwerk erfasst werden. Die Bauwerksdiagnostik bietet eine Vielzahl an Möglichkeiten, den Bestand und Zustand der Materialien sowie Konstruktionen realitätsgetreu zu erkunden. Die digitale Revolution des Bauwesens bedingt neue Konzepte, mit denen es gelingt, unsere bestehenden Tragwerke wesentlich effizienter und v. a. länger nutzen zu können. Der digitale Bauwerkszwilling ermöglicht die Zusammenführung und Verknüpfung von Daten unterschiedlichster Struktur und Herkunft. Damit müssen zwangsweise auch bauwerksdiagnostische Daten konsequent digitalisiert, in solche digitalen Zwillinge integriert und in Kombination mit den weiteren Bestands- und Zustandsdaten für den Nutzer aufbereitet werden. Dieser methodische Ansatz des Structural Information Modeling bildet die Grundlage für eine realistischere und zuverlässigere Bewertung bestehender Bauwerke. x | |||||
Structural member stability in the second generation of Eurocode 3STCO Online Live Seminar #2 mit Prof. Knobloch, Prof. Kuhlmann, Prof. Taras | Bautechnik | 1/2021 | 28 | Veranstaltungen | |
Structural member stability verification in the new Part 1-1 of the second generation of Eurocode 3 | Stahlbau | 8/2020 | 702 | Empfehlungen der Redaktion | |
Knobloch, Markus; Bureau, Alain; Kuhlmann, Ulrike; da Silva, LuÃs Simões; Snijder, Hubertus. H.; Taras, Andreas; Bours, Anna-Lena; Jörg, Fabian | Structural member stability verification in the new Part 1-1 of the second generation of Eurocode 3 - Part 1: Evolution of Eurocodes, background to partial factors, cross-section classification and structural analysis | Steel Construction | 2/2020 | 98-113 | Articles |
KurzfassungThis two-part article gives an overview of the developments of the structural member verification in prEN 1993-1-1:2020 “Eurocode 3: Design of steel structures - part 1-1: General rules and rules for buildings”, one of the second generation of Eurocodes. These developments were undertaken by Working Group 1 (WG1) of Subcommittee CEN/TC250/SC3 and by Project Team 1 (SC3.PT1) responsible for drafting the new version of EN 1993-1-1. In the past, WG1 collected many topics needing improvement, and the systematic review conducted every five years also yielded topics needing further development. Based on this, the current version of EN 1993-1-1 has been developed into a new draft version prEN 1993-1-1:2020 enhancing “ease of use”. The technical content of this new draft was laid down at the end of 2019. Many improvements to design rules have been established with respect to structural analysis, resistance of cross-sections and stability of members. This two-part article focuses on member stability design rules and deals with the basis for the calibration of partial factors, the introduction of more economic design rules for semi-compact sections, methods for structural analysis in relation to the appropriate member stability design rules, new design rules for lateral torsional buckling plus other developments and innovations. This first part of the article primarily serves to explain the general background to the European Commission Mandate M/515 that led to the further evolution of the Eurocodes and to illustrate the developments in prEN1993-1-1:2020 that pertain to new material grades, partial factors, cross-sectional classification and structural analysis. These form the necessary background to the changes to member buckling design rules, which are treated more specifically in the second part. x | |||||
Knobloch, Markus; Bureau, Alain; Kuhlmann, Ulrike; da Silva, LuÃs Simões; Snijder, Hubertus. H.; Taras, Andreas; Bours, Anna-Lena; Jörg, Fabian | Structural member stability verification in the new Part 1-1 of the second generation of Eurocode 3 - Part 2: Member buckling design rules and further innovations | Steel Construction | 3/2020 | 208-222 | Articles |
KurzfassungThis two-part article gives an overview of the developments of the structural member verification in prEN 1993-1-1:2020 “Eurocode 3: Design of steel structures - part 1-1: General rules and rules for buildings”, one of the second generation of Eurocodes. These developments were undertaken by Working Group 1 (WG1) of Subcommittee CEN/TC250/SC3 and by Project Team 1 (SC3.PT1) responsible for drafting the new version of EN 1993-1-1. In the past, WG1 collected many topics needing improvement, and the systematic review conducted every five years also yielded topics needing further development. Based on this, the current version of EN 1993-1-1 has been developed into a new draft version prEN 1993-1-1:2020 enhancing “ease of use”. The technical content of this new draft was laid down at the end of 2019. Many improvements to design rules have been established with respect to structural analysis, resistance of cross-sections and stability of members. This two-part article focuses on member stability design rules and deals with the basis for the calibration of partial factors, the introduction of more economic design rules for semi-compact sections, methods for structural analysis in relation to the appropriate member stability design rules, new design rules for lateral torsional buckling plus other developments and innovations. This second part of the article is dedicated to illustrating the most relevant changes to member buckling design rules. x | |||||
Structural Morphology: Bridges between Civil Engineering and Architecture | Bautechnik | 4/2000 | 291 | Termine | |
Cordes, Tobias; Voit, Klaus | Structural optimization of shotcrete lining - load capacity comparison of optimized and non-optimized excavation sections / Strukturoptimierung von Spritzbetonschalen - Versagensanalysen von Spritzbetonschalen bei Betrachtung von Vortriebsoptimierungen | Geomechanics and Tunnelling | 1/2023 | 88-101 | Topics |
KurzfassungA framework with a robust design of the driving classes is fundamental for the tunnel design. During tunnel advance, the detailed design of the lining is depending on the documented geology and the observed system behaviour. To reduce costs, the excavation profile is optimized with the aim of reducing overbreaks and shotcrete masses. This achieved profile accuracy is beneficial for the load-bearing capacity of the rock and the shotcrete lining. For temporary and permanent tunnel shotcrete linings, the excavation profile accuracy influences the stress distribution, the crack pattern and the expected deformations. In the course of this study, the effect of the excavation geometry on the load-bearing capacity of the primary lining of drill and blast tunnels was examined. For this purpose, shotcrete linings, reinforced by steel meshes and fibre-reinforced linings, were compared in optimized and non-optimized scanned excavation cross-sections. In each case, an ultimate load and failure analysis was carried out to assess shells in the hardened state by means of numerical modelling (ATENA). The aim is to determine the load-bearing capacity of the shell structure in order to obtain a conclusion regarding its structural robustness. The interaction between the rock/soil soil and the structure as well as a time-dependent material behaviour were not considered. It could be shown how an irregular overbreak or an inconsistent shell thickness has a negative effect on the load-bearing capacity of the structure. x | |||||
Kim, Seon-Hu; Lee, Cheol-Ho | Structural performance of CHS X-joints fabricated from high-strength steel | Steel Construction | 4/2018 | 278-285 | Articles |
KurzfassungIn Memoriam of Prof. Dr. Bernt Johansson x | |||||
Atta, Ahmad; Zaher, Fahmy; Etman, Emad | Structural performance of continuous RC slabs strengthened in negative moment regions with a mineral-based composite | Structural Concrete | 3/2016 | 408-424 | Technical Papers |
KurzfassungAn experimental programme was proposed and carried out to assess the effectiveness of the mineral-based composite (MBC) technique for the flexural strengthening of negative moment regions in continuous reinforced concrete slabs. In addition to the testing of the two reference specimens, the experimental programme included the testing of nine continuous RC slab specimens with different strengthening techniques, namely, using ordinary steel bars and MBC material. This experimental programme was conducted to study the failure modes, the load-deflection behaviour and the failure loads. x | |||||
Marchetto, Francesco; Caldentey, Alejandro Pérez; Corres-Peiretti, Hugo | Structural performance of corner joints subjected to a closing moment using mechanical anchorages: an experimental study | Structural Concrete | 6/2016 | 987-1002 | Technical Papers |
Borri, C.; Biagini, P. | Structural response of large stadium roofs due to dynamic wind actions | Stahlbau | 3/2005 | 197-206 | Fachthemen |
KurzfassungThe paper presents the experimental tests carried out in the Boundary-Layer Wind Tunnel (BLWT) for the design of large roofs of the new Olympic stadium (Karaiskaki) in Pyraeus (Greece), Manfredonia (Italy) and "Delle Alpi" of Turin (Italy). In addition, a report about some results of the T.D. dynamic response analyses performed on the Karaiskaki structure and on the Olympic stadium in Rome will be given. The peculiar shape of these large structures and their particular location (two of them are in the immediate sea vicinity) let arise the question about the actual distribution of the wind loads, i.e. on the pattern of pressure coefficients (cp) over the entire roof. For every wind direction investigated, the following quantities have been evaluated: mean values of the aerodynamic coefficients cp, standard deviation of cp, maximum and minimum values of cp. Finally, the recorded data have been used for the numerical simulation of the dynamic response of the structure in Time Domain, whose aim is the definition of the design loads of the steel lattice struc-tures. A numerical model of the "Delle Alpi" stadium is also in preparation, allowing re-sults of dynamic response analyses, which are still in progress. x | |||||
Structural Safety and Reliability | Bautechnik | 4/2000 | 298-299 | Bücher | |
Structural Safety and Reliability - Proceedings of ICOSSAR '97 (Shiraishi, N., Shinozuka, M., Wen, Y. K.) | Stahlbau | 6/1999 | 471-472 | Bücher | |
Hashimoto, Kunitaro; Kayano, Makio; Suzuki, Yasuo; Sugiura, Kunitomo; Watanabe, Eiichi | Structural safety assessment of continuous girder bridge with fatigue crack in web plate | Steel Construction | 1/2015 | 15-20 | Articles |
KurzfassungThis paper, which focuses on a fatigue crack found in a main girder of a continuous steel girder bridge, assesses the remaining structural safety of the steel bridge with such a fatigue crack in order to judge whether or not urgent action such as closure to traffic or necessary temporary repairs and strengthening should be carried out. Therefore, an elastic-plastic finite displacement analysis is carried out for the continuous three-span non-composite steel girder bridge with four main girders in which a fatigue crack about 1.1 m long in the web plate of the main girder was discovered during an inspection. From the analysis results it is found that the load redistribution function of the multiple main girder system was effective and the remaining load-carrying capacity of such a bridge system is such that there will be no sudden collapse of the entire bridge. x | |||||
Shi, Jun; Li, Pengcheng; Zheng, Kaikai; Zhou, Guangchun; Chen, Weizhen | Structural state of stress analysis of concrete-filled stainless steel tubular short columns | Stahlbau | 6/2018 | 600-610 | Fachthemen |
KurzfassungApplying the theory of structural state of stress, this paper investigates the behaviour characteristics of concrete-filled stainless steel tubular (CFSST) short columns during their experimental working process. First, the sum of the generalized strain energy density (GSED) values (Eij) of the short column at every load value (Fj) is normalized as Ej, norm to describe the structural state of stress. Then, the state of stress jump is identified by applying the Mann-Kendall (M-K) criterion to the Ej, norm-Fj curve creatively, following the rule of quantitative change to qualitative change. The investigation reveals the general state of stress mutation characteristics of short columns at specific individual loads, leading to an update of the failure load. Furthermore, it is verified that the simulative working behaviour of short columns can also reflect the state of stress characteristics revealed through the investigation into the experimental data. Hence, we formulate the relationship between the failure loads of CFSST short columns using the simulative data, and then validate it through both experimental and simulative data. In total, this study explores a new way to reveal some unseen working characteristics of structures; hopefully, it will initiate similar research on various structures, and the results achieved will lead to more rational design codes. x | |||||
Dundu, Morgan | Structural steel construction in Southern Africa Morgan Dundu | Steel Construction | 4/2011 | 259-268 | Report |
KurzfassungSteel construction is becoming increasingly popular in Southern Africa. Selected case studies of steel structures are presented and discussed here to support this statement. The discussion entails the extent to which the design of steel structures facilitates ease of construction. It is recognized that steel has been with us for some time and that most of the world’s spectacular bridges have taken advantage of the relative lightness of the material for long spans. More recently, high-rise steel-framed buildings have further demonstrated the versatility of steel. This is happening despite the fact that throughout its history, the steel industry has been dogged by high production costs, almost inevitably resulting in heavily subsidized steel. Dramatic improvements in process technology and a better understanding of the behaviour of structural steel coupled with an extensive market programme are now putting structural steel in its rightful place. x | |||||
Structural Steel Design Awards shortlist | Steel Construction | 2/2011 | 93 | News | |