Journal articles
Author(s) | Title | Journal | Issue | Page | Category |
---|---|---|---|---|---|
Strom statt Marmor - Gebäudeintegrierte Photovoltaik | Bautechnik | 10/2001 | 749 | Termine | |
Strom und Wärme aus Altholz | Bauphysik | 5/1999 | 184 | Aktuelles | |
Riffel, S. | Strom, Wärme und Kühlung mit intelligenten Fertigteilen aus Beton | Bauphysik | 5/2006 | 333-340 | Berichte |
AbstractAusgehend von den heutigen ökologischen und ökonomischen Anforderungen an Gebäude werden künftig die regenerativen Energien wie Photovoltaik und Solarthermie einen hohen Stellenwert einnehmen und auch die Bautechnik und Architektur vom Städtebau bis hin zum Detail verändern. Der vorliegende Beitrag stellt die innovative Lösung für ein massives Dach- und Wandsystem aus Betonfertigteilen mit integrierten Solarkollektoren und PV-Modulen vor. x | |||||
Stromeinspeisungsgesetz: Bundesrat präzisiert "Härteklausel" | Bauphysik | 1/1998 | 29 | Aktuelles | |
Stromerzeugung 1996: Kernenergie weiter vor Braunkohle | Bauphysik | 6/1997 | 189 | Aktuelles | |
Stromverbrauch analysieren - Richtlinie VDI 3807 Blatt 4 (Entwurf): Energieverbrauchskennwerte für Gebäude; Teilkennwerte Strom | Bauphysik | 2/2007 | 159-160 | Technische Regelsetzung | |
Stromverbrauch: 1997 in Deutschland konstant | Bauphysik | 5/1998 | 144 | Aktuelles | |
Stromversorger suchen Klärung: Einspeisegesetz verfassungswidrig? | Bauphysik | 1/1996 | 10 | Aktuelles | |
Hinzen, K.-G. | Strong-Motion-Stationen der Abt. Erdbebengeologie der Universität zu Köln in den nördlichen Rheinlanden | Bautechnik | 8/2005 | 518-519 | Fachthemen |
AbstractDie wichtigsten Parameter der seismischen Strong-motion-Stationen, welche die Abteilung Erdbebengeologie der Universität zu Köln im Bereich der Niederrheinschen Bucht betreibt, werden vorgestellt. Wegen der veralteten 12-Bit-Technologie der Datenerfassung dieser Stationen ist ein neues Netz in Vorbereitung. Dieses ist so konzipiert, daß die deutlich unterschiedlichen Standortbedingungen im Bereich des Sedimentbeckens abgedeckt werden und die Registrierentfernungen zu zukünftigen Beben an den Hauptverwerfungen optimiert werden. x | |||||
Metzler, H.; Peuckert, L.; Schmitz, Ch. | Strothetalbrücke - Taktschieben mit interner und externer Vorspannung. | Beton- und Stahlbetonbau | 1/1995 | 10-15 | |
AbstractÜber eine im Taktschiebeverfahren hergestellte Hohlkastenbrücke, mit z.T. herkömmlicher Längsvorspannung und zusätzlicher externer Vorspannung. x | |||||
Zimmermann, T. | Structural and Stress Analysis (Ye, J.) | Beton- und Stahlbetonbau | 2/2009 | 132 | Bücher |
Majowiecki, M. | Structural architecture for large roofs: concepts and realizations - Konstruktive Architektur für große Dächer: Konzepte und Realisation | Bautechnik | 3/2005 | 147-156 | Fachthemen |
AbstractLong span roofs are today widely applied for sport, social, industrial, ecological and other activities. The experience collected in last decades identified structural typologies as space structures, cable structures, membrane structures and new - under tension - efficient materials which combination deals with lightweight structural systems, as the state of art on long span structural design. In order to increase the reliability assessment of wide span structural systems a knowledge based synthetic conceptual design approach is recommended. Theoretical and experimental in scale analysis, combined with a monitoring control of the subsequent performance of the structural system, can calibrate mathematical modelling and evaluate long term sufficiency of design. Weitgespannte Dächer werden heute in großem Umfang für sportliche, industrielle, ökologische und andere Aktivitäten verwendet. Aus der Erfahrung der letzten Jahrzehnte sind typische Konstruktionsweisen entstanden wie Raumtragwerke, Seiltragwerke oder Membrantragwerke, die als Stand der Baukunst für den Entwurf weitgespannter Überdachungen gelten. Zur Verbesserung der Zuverlässigkeitsanalyse wird ein wissensbasiertes, synthetisches Entwurfskonzept empfohlen. Die theoretische und experimentelle Analyse des Tragsystems wird kalibriert, indem das Verhalten des ausgeführten Bauwerks mit einem Monitoring-System überwacht wird. Damit gelingt es, zusätzlich die Brauchbarkeit der Entwurfsmethode für die gesamte Lebensdauer des Bauwerks zu bewerten. x | |||||
Brandes, K. | Structural Award for Infrastructure 2007 für Dresdner Hauptbahnhof | Stahlbau | 1/2008 | 72-73 | Berichte |
Aboutalebi, Morteza; Alani, Amir M.; Rizzuto, Joseph; Beckett, Derrick | Structural behaviour and deformation patterns in loaded plain concrete ground-supported slabs | Structural Concrete | 1/2014 | 81-93 | Technical Papers |
AbstractThe work presented in this paper is considered to be an attempt to contribute towards a better understanding of the structural behaviour of plain concrete slabs under step loading conditions. The Concrete Society Technical Report TR34 “Concrete Industrial Ground Floors” is in its 3rd edition (2003) and is currently under review. TR34 covers the design of concrete ground-supported slabs containing fibres, both steel and synthetic, as an alternative to mesh reinforcement. This work reports on tests carried out at different critical loading locations, including the centre, edges and corners of a 6.0 × 6.0 × 0.15 m deep plain concrete slab. The test results are compared with theoretical values derived using available design codes and other information sources. The results show a notable difference between the test results and the theoretical values. x | |||||
Lechner, Thomas; Gehrlein, Sebastian Felix; Fischer, Oliver | Structural behaviour of composite dowels in thin UHPC elements | Steel Construction | 2/2016 | 132-137 | Articles |
AbstractComposite dowels with different shapes have been developed and used in composite members during the last two decades. At the Chair of Concrete and Masonry Structures at Technical University of Munich (TUM), composite dowels with a clothoid shape are used for filigree composite beams and columns. In both types of application the composite dowels are used as external reinforcement and Ultra-High Performance Concrete (UHPC) is chosen instead of normal-strength concrete. This article describes mainly the results of the preliminary push-out tests that were carried out in order to determine the structural behaviour of composite dowels in thin UHPC elements and verify the influence of the UHPC web thickness, the steel thickness of the shear connector, the concrete compressive strength and the influence of reinforcement on the loadbearing capacity and failure modes. The paper also includes an overview of and the outlook for the experiments with composite beams and composite columns. x | |||||
Gatheeshgar, Perampalam; Poologanathan, Keerthan; Gunalan, Shanmuganathan; Nagaratnam, Brabha; Tsavdaridis, Konstantinos Daniel; Ye, Jun | Structural behaviour of optimized cold-formed steel beams | Steel Construction | 4/2020 | 294-304 | Articles |
AbstractCold-formed steel (CFS) members have been used significantly in light-gauge steel buildings due to their inherent advantages. Optimizing these CFS members in order to gain enhanced loadbearing capacities will result in economical and efficient building solutions. This research presents the investigation and results of the optimization of CFS members for flexural capacity. The optimization procedure was performed using the particle swarm optimization (PSO) method, while the section moment capacity was determined based on the effective width method adopted in EN 1993-1-3 (EC3). Theoretical and manufacturing constraints were incorporated while optimizing the CFS cross-sections. In total, four CFS sections - lipped channel beam (LCB), optimized LCB, folded-flange and super-sigma - were considered in the optimization process, including new sections. The section moment capacities of these sections were also obtained through non-linear finite element (FE) analysis and compared with the EC3-based, optimized section moment capacities. The results show that, compared with a commercially available LCB with the same amount of material, the new CFS sections possess the highest section moment capacity enhancements (up to 65 %). In addition, the performance of these CFS sections when subjected to shear and web-crippling actions was also investigated using non-linear FE analysis. x | |||||
Bothe, Eckard; Hinze, Sirko; Schöps, Peter | Structural calculation of existing masonry arch bridges / Nachrechnung gemauerter Bogenbrücken | Mauerwerk | 3/2017 | 168-178 | Fachthemen |
AbstractFor masonry bridges with small spans built before 1900, there are often no documents available since such bridges were often built from experience. Surveying is often restricted to the visible parts of the structure. Geometrical assistance in the form of drilling cores is only ever at points, which inevitably have to be interpolated. Large parts of these structures are in the ground (abutments, foundations) and are largely inaccessible for adequate geometrical recording. The constitutive laws for the existing masonry can only be described with reasonable effort through minimum values from regulations. The article describes a procedure with additions to the missing documents from experience to obtain statements about the load-bearing capacity based on approximate models, which permit categorisation into decisive bridge classes based on the regulations for the structural analysis of existing road bridges and also enable usable results for the comparison between the result of categorisation and special load cases for heavy transport. x | |||||
Structural Concrete 1/2015 | Structural Concrete | 4/2014 | 598 | Preview | |
Structural Concrete 1/2016 | Structural Concrete | 4/2015 | 592 | Preview | |
Structural Concrete 3/2014 | Structural Concrete | 2/2014 | 276 | Preview | |
Taerwe, Luc; Helland, Steinar | Structural Concrete makes impact | Structural Concrete | 3/2014 | 279-280 | Editorials |
Adachi, M.; Hayashi, Y.; Fukada, Y. | Structural Design and Steel Work of New City Hall of Tokyo (Entwurf und Stahlbauarbeiten bei der neuen Stadthalle von Tokio). | Stahlbau | 8/1991 | 225-234 | Fachthemen |
AbstractDer Tokyo City Hall Complex besteht aus den drei Gebäuden Hochhaus 1, Hochhaus 2 und Versammlungshalle. Das Hochhaus 1 ist 243,4 m hoch und hat eine Ausdehnung von 108,8 m in Längsrichtung und 44,8 m in Querrichtung. Hochhaus 2 erreicht eine Höhe von 163,3 m und weist in Längsrichtung eien abgestufte Form auf, die in Japan erstmalig angewendet wurde. Die Versammlungshalle hat nur sieben Stockwerke. Bericht wird über die Stahlkonstruktion des Hochhauses 1 und deren Qualitätsprüfungen. x | |||||
Innerhofer sen., Guntram; Greiner, Richard; Innerhofer jun., Guntram | Structural design concept for pressure shafts of hydro plants using the passive resistance of the rock mass / Bemessungskonzept für Druckschächte bei Nutzung des passiven Gebirgswiderstands | Geomechanics and Tunnelling | 3/2019 | 270-281 | Topics |
AbstractThe proposed method can be seen as an adaption of the “Seeber” concept considering developments in geomechanics, calculation methods and steel technology over the last decades. When exposed to inner pressure, the cracking condition is transgressed and steel linings will not protect the rock mass against cracking. Accordingly, the post-failure behaviour of the rock mass is an essential basis for structural design. The effects of crack water pressure on radial displacements and the width of gaps are considered. The resistant behaviour of the rock mass is determined by its minor primary principal stress. Under mountain ridges and slopes, there is no correlation between the minor stresses and the height of overburden. Obviously damage cases in concrete lined tunnels are the result of inappropriate assessment of principal stresses. A better approach is proposed based on fundamental considerations and FE calculations. Crack water pressure close to the level of the minimal principal stress will induce progressive hydraulic fracturing in the rock mass, which requires safe waterproofing sealing of the shaft. Grouting the coaxial gap in rock mass is a firm part of any design concept. In shafts sealed by membranes, the capability to bridge fissures must be proved by tests. In steel lined shafts, the usable passive resistance of rock mass is determined by the acceptable radial displacement. x | |||||
Verdianz, Markus; Özbeck, Zafer Koray; Linortner, Johannes; Jung, Gerald | Structural design measures for a 93 m high concrete-faced rockfill dam (CFRD) to cope with difficult geological conditions / Planung und Errichtung eines 93 m hohen Steinschüttdamms unter schwierigen geologischen Bedingungen | Geomechanics and Tunnelling | 5/2012 | 485-496 | Topics |
AbstractThe 93 m high concrete-faced rockfill dam (CFRD) is one of the main components of the Kavsak Bendi hydro-electric scheme located in the south-eastern part of Turkey. After re-assessing the geological conditions at the dam site, it was necessary to change the dam design from the roller compacted concrete (RCC) gravity dam originally planned to a CFRD. Due to the very poor geological conditions, the application of internationally established design criteria for a CFRD foundation in the case of Kavsak Bendi CFRD necessitates extensive improvement of the dam foundation zone. Special emphasis has been placed on the strict geometric boundary conditions for the revision of the dam design as the river diversion facilities and the power waterway have already been completely constructed. At the moment, the main dam excavation works will soon be completed and the treatment of the dam foundation zone is almost finished. This paper presents the status quo with respect to the design and application of measures which have been considered to overcome the challenging foundation conditions of the Kavsak Bendi CFRD. x | |||||
Schlundt, Andreas; Meyer, Udo | Structural design of masonry for fire resistance according to Eurocode 6 / Brandschutzbemessung von Mauerwerk nach Eurocode 6 | Mauerwerk | 3/2014 | 258-266 | Fachthemen |
AbstractFollowing the publication of the National Annex to Eurocode 6 Part 1-2 in June 2013, all documents are now available for the structural fire design of masonry in accordance with the Eurocode. As Eurocode 6 has been declared of equivalent value by the Expert Commission for Construction Technology, it is now ready to be applied in Germany. In spite of the changeover to the European concept, including the introduction of newly defined fire resistance classes, the Eurocode 6 tables for determining the duration of fire resistance as a function of the wall thickness are nearly unchanged compared to the familiar values in DIN 4102-4. The few changes and adaptations to the current state of technology are discussed here and explained. The emphasis of the new approach is that the changed vertical loadbearing capacities - in accordance with EN 1996 - and their effect on fire resistance are taken into account. x |