Journal articles
Author(s) | Title | Journal | Issue | Page | Category |
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Cervenka, Vladimir | Reliability-based non-linear analysis according to fib Model Code 2010 | Structural Concrete | 1/2013 | 19-28 | Technical Papers |
AbstractThe fib Model Code 2010 for Concrete Structures introduces numerical simulation as a new tool for designing reinforced concrete structures. The model of resistance based on non-linear analysis requires adequate model validation and a global safety format for verifying designs. The numerical simulations combined with random sampling offer the chance of an advanced safety assessment. Approximate methods of global safety assessment are discussed and compared in a case study. An example of a bridge design supported by non-linear analysis is shown. x | |||||
István, István; Windisch, Andor; Farkas, György | Resistance of reinforced concrete members with hollow circular cross-sections under combined bending and shear - Part I: experimental investigation | Structural Concrete | 1/2014 | 13-20 | Technical Papers |
AbstractPart I of this paper introduces an experimental programme carried out on RC members with thick-walled hollow circular cross-sections to study their behaviour under combined bending and shear. The study looked at ultimate resistance and propagation of characteristic crack pattern as well as the shape and behaviour of the failure sections as a function of wall thickness, amount of longitudinal and transverse reinforcement, shear span and axial force. Test results were used to verify a newly developed calculation model describing the behaviour of the members investigated at failure under combined bending and shear. This model will be presented in Part II. x | |||||
Noakowski, P.; Breddermann, M.; Harling, A.; Schnetgöke, J. | Rißbildung in turmartigen Tragwerken - Schleuderbetonmast versus Stahlbetonschornstein | Beton- und Stahlbetonbau | 7/2005 | 538-548 | Fachthemen |
AbstractIm Zeitalter des Mobilfunks dienen viele turmartige Bauwerke als Antennenträger. Viele davon stellen die besonders dafür konzipierten Schleuderbetonmaste sowie alte, entsprechend nachgerüstete Schornsteine dar. Manche dieser Tragwerke weisen auffällige Vertikalrisse auf, deren Auswirkung auf die Tragfähigkeit begutachtet werden muß. Bei dieser Aufgabe muß in Betracht gezogen werden, daß das im Erfahrungsbereich liegende Rißverhalten normaler Betontragwerken nur bedingt auf Schleuderbetontragwerke übertragbar ist. In diesem Sinne befaßt sich der vorliegende Beitrag mit der Erforschung der Unterschiede im Rißverhalten der hochfesten Schleuderbetonmaste gegenüber dem der niederfesten Betonschornsteine. Die entsprechenden Untersuchungsergebnisse wurden mit der Rißnachweismethode der Normen DIN V 1056, DIN EN 13084 und CICIND Model Code gewonnen und stellen einen wichtigen Teil der Qualitätssicherung von turmartigen Tragwerken dar. x | |||||
Belletti, Beatrice; Pimentel, Mário; Scolari, Matteo; Walraven, Joost C. | Safety assessment of punching shear failure according to the level of approximation approach | Structural Concrete | 3/2015 | 366-380 | Technical Papers |
AbstractThe fib Model Code for Concrete Structures 2010 introduced the concept of levels of approximation (LoA) as a strategy for simplifying the procedures involved in preliminary design stages or the design of non-critical structural elements while still providing the tools for engineers to use state-of-the-art techniques in the assessment of existing structures or in the advanced stages of design for critical structural elements. In this paper, this concept is applied to the determination of the punching shear resistance of reinforced concrete slabs. A procedure is validated for the highest LoA involving non-linear finite element analysis (NLFEA) with multi-layered shell elements and the critical shear crack theory (CSCT). The safety format proposed for use in the safety verification assisted by NLFEA is based on the definition of a global resistance safety factor. A semi-probabilistic approach is followed, based on the assumption of a lognormal distribution for the resistance and on an estimate of its coefficient of variation. This approach is validated by means of a comparison with the results from a probabilistic analysis. x | |||||
Sangiorgio, Filippo; Silfwerbrand, Johan; Mancini, Giuseppe | Scatter in the shear capacity of slender RC members without web reinforcement: an overview study | Structural Concrete | 1/2016 | 11-20 | Technical Papers |
AbstractAll researchers who have tested the shear capacity of RC members without stirrups have observed a large scatter in the results. x | |||||
Belletti, Beatrice; Damoni, Cecilia; den Uijl, Joop A.; Hendriks, Max A. N.; Walraven, Joost C. | Shear resistance evaluation of prestressed concrete bridge beams: fib Model Code 2010 guidelines for level IV approximations | Structural Concrete | 3/2013 | 242-249 | Technical Papers |
AbstractThe design shear resistance of an existing structure can be evaluated with analytical design procedures and numerical procedures provided by non-linear finite element analyses. The new fib Model Code 2010 proposes different calculation methods that fall into four different levels of approximation. As the level of approximation rises, so the complexity and the accuracy of the calculated shear resistance increases. Non-linear finite element analyses belong to the highest level of approximation, but although they are more and more becoming a customary tool in the daily design process, building codes do not provide guidance on how to perform these analyses. x | |||||
Gunkler, Erhard; Marx, Johann Jakob; Blum, Carsten | Shear resistance of reinforced masonry beams with and without additional concrete or prestress / Querkrafttragfähigkeiten von bewehrten Mauerwerksbalken mit und ohne Aufbeton oder Vorspannung | Mauerwerk | 3/2017 | 155-167 | Fachthemen |
AbstractThis article investigates the transferability of the Simplified Modified Compression Field Theory (SMCFT) [2], which is known in reinforced concrete design and included in the fib Model Code for Concrete Structures 2010 (Volume 3) [1], to reinforced or prestressed masonry beams (RM beams) with or without an additional layer of concrete. The investigation for this work is the obsolete shear design concept that has been used until now for reinforced masonry under shear loading, which does not adequately reflect the actual load-bearing behaviour of significant areas of masonry. The fundamentals of the SMCFT are explained and the transferability of the theory to RM beams is examined, taking into account in particular the different material properties of masonry compared to reinforced concrete. A first approach for future application is represented by the equations presented here for the determination of the shear force capacity of RM beams. The verification is performed through a comparison of the shear resistances determined experimentally (exp.) and by calculation (calc.). x | |||||
Lima de Resende, Thomás; da Conceição Domingues Shehata, Lidia; Shehata, Ibrahim Abd El Malik | Shear strength of self-compacting concrete beams with small stirrups ratios | Structural Concrete | 1/2016 | 3-10 | Technical Papers |
AbstractIn comparison with a vibrated concrete (VC) of the same strength class, self-compacting concrete (SCC) typically has a lower coarse aggregate content and, possibly, a smaller maximum aggregate size. This may result in reduced aggregate interlock between the fracture surfaces of a SCC. Since aggregate interlock plays an important role in the shear strength of slender beams, SCC beams may have a shear strength lower than that of similar VC beams, but studies on that subject are still limited. x | |||||
Corres-Peiretti, Hugo | Sound engineering through conceptual design according to the fib Model Code 2010 | Structural Concrete | 2/2013 | 89-98 | Technical Papers |
AbstractConceptual design is the approach that creates an idea in order to find a solution to a new proposal for a structure or solve a detail in a specific structure. It is a personal approach that is learned over time and with experience. It is not normally dealt with at university, but is vitally important for producing sound structures. x | |||||
Cairns, John | Staggered lap joints for tension reinforcement | Structural Concrete | 1/2014 | 45-54 | Technical Papers |
AbstractStaggering lapped joints increases the complexity of detailing and steel fixing, and may require additional resources and slow construction on site. Major design codes encourage staggering lapped joints in tension by imposing a penalty on lap length depending on the proportion of bars lapped at the same section. There are, however, inconsistencies in the value of the coefficients to be applied, and little evidence is available for validation. A programme of 17 physical tests found no evidence of an increase in strength when laps were staggered, and when allowance is made for increases in transverse spacing, staggering was found to reduce lap strength. Differences in the distribution of bond stress through a lap joint and in the share of the tension force taken by continuous and lapped bars are demonstrated to be responsible for the reduction. x | |||||
Landler, Josef; Fischer, Oliver | Steigerung der Durchstanztragfähigkeit und Duktilität durch die Zugabe moderner Hochleistungsstahlfasern | Beton- und Stahlbetonbau | 9/2019 | 663-673 | Fachthemen |
AbstractSeit der Veröffentlichung normativer Vorschriften zur Bemessung von Stahlfaserbeton in Deutschland und Europa gewinnt dessen Einsatz für tragende Konstruktionen des Hoch- und Ingenieurbaus stetig an Bedeutung. Nach Eintreten der Rissbildung im Beton ermöglichen Makrofasern aus Stahl eine effektive Übertragung von Zugspannungen über den Riss hinweg, was sich in Bezug auf das Durchstanztragverhalten als besonders vorteilhaft erweist. Während für die Durchstanztragfähigkeit stahlfaserbewehrter Flachdecken mit Plattendicken bis 150 mm zahlreiche Versuchsergebnisse vorliegen, fehlen Untersuchungen an praxisrelevanten Plattenstärken von 200 mm bis 300 mm nahezu gänzlich. Zudem versprechen Fortschritte in der Leistungsfähigkeit moderner Stahldrahtfasern ein verbessertes Trag- und Verformungsverhalten des Stahlfaserbetons. x | |||||
Strauss, Alfred; Zimmermann, Thomas; Lehký, David; Novák, DrahomÃr; Ker ner, Zbyn k | Stochastic fracture-mechanical parameters for the performance-based design of concrete structures | Structural Concrete | 3/2014 | 380-394 | Technical Papers |
AbstractThe experimental results for quasi-brittle materials such as concrete and fibre-reinforced concrete exhibit high variability due to the heterogeneity of their aggregates, additives and general composition. An accurate assessment of the fracture-mechanical parameters of such materials (e.g. compressive strength fc and specific fracture energy Gf) turns out to be much more difficult and problematic than for other engineering materials. The practical design of quasi-brittle material-based structures requires virtual statistical approaches, simulations and probabilistic assessment procedures in order to be able to characterize the variability of these materials. A key parameter of non-linear fracture mechanics modelling is the specific fracture energy Gf and its variability, which has been a research subject for numerous authors although we will mention only [1, 2] at this point. The aim of this contribution is the characterization of stochastic fracture-mechanical properties of four specific, frequently used classes of concrete on the basis of a comprehensive experimental testing programme. x | |||||
Zeuli, Vincenzo; Maier, Christof; Diaz, José Manuel Suarez; Saeed, Fahed Ahmed; Tharamapalan, Jayapregasham; Germani, Carlo; Bayer, Lars; Atzl, Georg | Structural design of precast segmental lining reinforced by steel fibres | Geomechanics and Tunnelling | 4/2021 | 356-366 | Topics |
AbstractDubai Municipality awarded to Porr Besix JV the Project for the Main Tunnel component of the Deep Storm Water System. The tunnel will collect both rainwater and groundwater from approximately 500 sq. km and transfer the captured flow to the sea. The Design Builder JV selected COWI as Designer of the entire Project and IC Consultant as Design Checker for the Tunnels. The Project includes approximately 10.3 km of 10-meter-inside diameter tunnel in rock, three construction shafts and one drop shaft. The main tunnel will convey stormwater and groundwater flows from the EXPO 2020 area near the intersection of Sheikh Mohammed Bin Zayed Road and Jebal Ali Lehbab Road to the sea close to the EGA facility. The tunnel will follow beneath the road easement along Jebal Ali Lehbab Road and along Sheikh Zayed Road and continue to the pumping station. The tunnel traversed through the Barzaman and Fars formation with an overburden of 33 m with maximum water pressure of 4.4 bar and was excavated by EPB TBMs. This project is characterized by its dimensions with an internal diameter of 10 m and 350 mm of segment thickness, and by the use of steel fibre reinforced concrete in the precast segmental lining. The use of fibres aims to reduce the CO2 footprint obtaining an optimized design from the environmental point of view. These facts are associated to a complex design of precast segments, in order to ensure their structural competence and their integrity according to the durability requirements, under large thrust forces (temporary loads) and permanent load. Hence, considering such complexities, the structural design has been carried out producing a 3D structural model by means of a sophisticated FEM structural software. Results of the model allow to identify areas of the segment where spalling and bursting stresses are generated along circumferential joints and maximum value of those stresses in the temporary load cases. Moreover, a structural design verification of the segment has been undertaken considering the contribution of steel fibres class 4c, as it is set up in the FIB model code, aiming to ensure that the precast segments are structurally competent and fulfil the durability requirements of the Project. The article details the design approach and the independent checker design verification approach. The experience gained during construction is also reported, describing challenging aspects of the Tunnel execution and an analysis of the lining damages. x | |||||
Sakai, Koji; Shibata, Toshio; Kasuga, Akio; Nakamura, Hikaru | Sustainability design of concrete structures | Structural Concrete | 6/2016 | 1114-1124 | Technical Papers |
AbstractConcrete has become the most used material on Earth over the 200 years following the invention of modern cement. The design concept has undergone a transition from the allowable-stress design method, limit-state design method, to the performance-based design method, in response to the evolution of materials, sophistication of experimental facilities, and advancement of computation skills. From the issues on resources and energy depletion, global warming, and resilience etc., it is necessary to create a new design framework taking into consideration the required performance beyond the conventional concept, in order to construct infrastructure and buildings in a more rational way. In other words, we should construct a design system that sets the continued existence of the diverse and rich global environment as its most important criterion of value. In this paper, we review the design and technology system developed in the past and discuss it based on the above-mentioned new viewpoint, while constructing and presenting a new design system for concrete structures, focusing mainly on the concept of sustainability, which is regarded as the most important factor in achieving conservation of Earth's rich resources as well as sound socio-economic activities of humankind in the future, and we examine its feasibility. x | |||||
Sakai, Koji | Sustainability in fib Model Code 2010 and its future perspective | Structural Concrete | 4/2013 | 301-308 | Technical Papers |
AbstractConsidering the depletion of resources and energy and the risks of climate change on a global scale, a thoughtless increase in the use of resources and energy in the construction sector is obviously unacceptable. The sector has until now constructed a system of technology focused on safety and comfort, with priority given to economic and social benefits. Such demands remain extremely important; however, in the future we ought to give additional consideration to the depletion of resources, energy consumption and other, ensuing environmental issues. This means that the sector needs to incorporate sustainability - including the environmental, economic and social aspects - into its systems of design and technology. The fib decided to incorporate a “concrete sustainability” concept in its new fib Model Code for Concrete Structures 2010. This paper explains sustainability as expressed in this code together with the background to it. In addition, the essence of sustainability with respect to future Model Codes is discussed. x | |||||
Walraven, Joost C.; Bigaj-van Vliet, Agnieszka | The 2010 fib Model Code for Structural Concrete: a new approach to structural engineering | Structural Concrete | 3/2011 | 139-147 | Articles |
AbstractThe fib Model Code is a recommendation for the design of reinforced and prestressed concrete which is intended to be a guiding document for future codes. Model Codes have been published before, in 1978 and 1990. The draft for fib Model Code 2010 was published in May 2010. The most important new element in this Model Code is “Time” in the sense of service life. Additionally, the Model Code contains an extended state-of-theart chapter on the structural materials concrete and steel but regards non-metallic reinforcement and fibres as reinforcement as well. Many loading conditions are considered, ranging from static loading to non-static loading, considering earthquake, fatigue and impact/explosion. Five methods are offered to verify structural safety. Attention is given to verification of limit states associated with durability, robustness and sustainability. Finally, verification assisted by numerical methods and by testing is considered. Other elements that are links in the chain of life cycle design are construction and conservation. In the part on conservation the conservation strategy is treated in combination with conservation management, condition survey and assessment, and evaluation and decision-making. x | |||||
Sagaseta, Juan | The influence of aggregate fracture on the shear strength of reinforced concrete beams: an experimental and analytical research project | Structural Concrete | 4/2013 | 401-414 | Technical Papers |
AbstractHigh-performance concretes such as high-strength concrete (HSC) or lightweight aggregate concrete (LWAC) are generally used to reduce member sizes and self-weight, and to optimize the construction of reinforced concrete structures. The bond between the aggregate particles and the cement paste can be strong enough in HSC and LWAC to cause the aggregate to fracture at cracks, which in turn reduces the shear stress that can be transferred across cracks by means of aggregate interlock. Relatively smooth cracks can also develop in self-compacting concrete due to the low coarse aggregate content. The contribution of aggregate interlock to the shear strength of RC beams is uncertain and depends on parameters such as the amount of shear reinforcement or the contribution of arching action for loads applied close to the support. Existing tests on slender RC beams without shear reinforcement have shown that shear strength is reduced by aggregate fracture. However, there is a lack of similar test data for members with stirrups and for members with varying shear span/effective depth ratios. This paper reviews the findings and contributions in this area from the experimental and analytical research of the author's PhD thesis, which was awarded the fib Achievement Award for Young Engineers in 2011. x | |||||
Muttoni, Aurelio; Ruiz, Miguel Fernández | The levels-of-approximation approach in MC 2010: application to punching shear provisions | Structural Concrete | 1/2012 | 32-41 | Articles |
AbstractIn order to address how new knowledge influences design expressions, design codes have in most cases become significantly more complex over the last decades. However, this tendency is leading to codes that are too complicated for preliminary design but still not sufficiently accurate for assessing existing structures (where even more realistic models of behaviour are sometimes required). An alternative code strategy is that proposed by codes based on a levels-of-approximation (LoA) approach. This approach is based on the use of theories based on physical parameters where the hypotheses for their application can be refined as the accuracy required increases. The approach proposes adopting safe hypotheses during the first stages of design, leading to relatively quick and simple analyses. In cases where such a degree of accuracy is not sufficient (e.g. design of complex structures, assessment of existing structures, significant potential economic savings), the hypotheses can be refined in a number of steps, leading to better estimates of the behaviour and strength of members. This approach, recently adopted in the first complete draft of Model Code 2010 for a number of design issues, is discussed within this paper with reference to punching shear provisions. x | |||||
di Prisco, Marco; Martinelli, Paolo; Dozio, Daniele | The structural redistribution coefficient KRd: a numerical approach to its evaluation | Structural Concrete | 3/2016 | 390-407 | Technical Papers |
AbstractStructures made of a material with a very high standard deviation, such as fibre-reinforced concrete, exhibit an exceptionally safe prediction of the maximum bearing capacity when this is derived from characteristic values identified by means of small specimens. This is emphasized when the structures are characterized by high redundancy. In this regard, two reference tests representing two extreme situations are considered: a) simply supported unnotched full-scale beams characterized by a statically determinate loading scheme and b) full-scale slabs on the ground characterized by a statically indeterminate loading scheme. The Italian standard and, more recently, the fib Model Code for Concrete Structures 2010 have introduced a coefficient (structural redistribution factor) that is able to take into account the reduced variability of mechanical bearing capacity when associated with a large volume involved in the failure process and/or when the structure is able to redistribute stresses significantly, thus favouring the average rather than the minimum strength. A numerical procedure taking into account the expected heterogeneity of the mechanical characteristics in the structure is introduced for the first time to evaluate the redistribution factor. x | |||||
Ricker, Marcus; Siburg, Carsten | Vergleich der Durchstanzbemessung nach Model Code 2010 und Eurocode 2 Herrn Professor Dr.-Ing. Josef Hegger zu seinem 60. Geburtstag gewidmet | Beton- und Stahlbetonbau | 11/2014 | 771-782 | Fachthemen |
AbstractMit Model Code 2010 wurde ein neues Bemessungskonzept für den Durchstanznachweis vorgestellt, welches auf der Theorie der kritischen Schubrissbreite (Critical Shear Crack Theory) basiert. Im Rahmen dieses Beitrags werden die Durchstanzwiderstände nach Model Code 2010, Eurocode 2 und den Regelungen des deutschen Anhangs zu Eurocode 2 vorgestellt und um Hintergrundinformationen ergänzt. Anhand von Parameterrechnungen und der Nachrechnungen von Durchstanzversuchen erfolgt ein Vergleich der unterschiedlichen Bemessungskonzepte. Dabei werden Sicherheitsdefizite identifiziert und die Auswirkungen unterschiedlicher Einflussparameter auf die Durchstanztragfähigkeit von Flachdecken-Stützenknoten herausgearbeitet. x | |||||
Huber, Patrick; Schweighofer, Anton; Kollegger, Johann; Brunner, Helmut; Karigl, Walter | Vergleich der rechnerischen Querkrafttragfähigkeit von Bestandsbrücken nach Eurocode 2 und fib Model Code 2010 | Beton- und Stahlbetonbau | 7/2012 | 451-462 | Fachthemen |
AbstractDas ständig steigende Verkehrsaufkommen sowie die im Laufe der Jahre überarbeiteten Bemessungsnormen erfordern eine neue Beurteilung der angestrebten Nutzungsdauer bestehender Brücken. Die rechnerische Schubtragfähigkeit erweist sich hierbei in vielen Fällen als besonders problematisch. Im Zuge der Überarbeitung der österreichischen Nachrechnungsrichtlinie ONR 24008 “Bewertung der Tragfähigkeit bestehender Eisenbahn- und Straßenbrücken” wurden Vergleichsberechnungen bezüglich der rechnerischen Querkrafttragfähigkeit von Bestandsbrücken nach Eurocode 2 und fib Model Code 2010 durchgeführt. Der vorliegende Beitrag fasst die wesentlichen Ergebnisse aus dem Vergleich zwischen fib Model Code 2010 und dem Eurocode 2 zusammen und erläutert die Besonderheiten der Berechnung der rechnerischen Querkrafttragfähigkeit gemäß fib Model Code 2010. x | |||||
Empelmann, Martin; Busse, Daniel | Vergleich von normativen Modellen zur Berechnung der Rissbreite | Beton- und Stahlbetonbau | 4/2018 | 298-306 | Fachthemen |
AbstractMit dem Ziel, einen Überblick über aktuelle normative Modelle zur Berechnung der Rissbreite im Stahlbetonbau zu erhalten, wurden diese am iBMB, Fachgebiet Massivbau der TU Braunschweig zusammengestellt und verglichen. Um einen unabhängigen Vergleich der Modelle sicherzustellen, wurde eine Datenbasis mit Versuchswerten zu Rissbreiten zusammengestellt. Der Modellvergleich wurde auf zentrische Zugversuche, bei denen charakteristische Werte der gemessenen Rissbreiten (95 %-Quantilwerte) angegeben waren bzw. ermittelt werden konnten, beschränkt. Durch die Vergleichsberechnungen konnte gezeigt werden, dass zwischen den unterschiedlichen Modellen signifikante Abweichungen auftreten. Während der Eurocode 2 die im Versuch gemessenen Rissbreiten tendenziell überschätzt, werden die Rissbreiten mit den Nationalen Anhängen für Deutschland bzw. Österreich überwiegend unterschätzt. Mit dem Modell nach Model Code 2010 werden die Versuchsergebnisse im Mittel ebenfalls überschätzt, die Ergebnisse liegen jedoch zwischen denen nach Eurocode 2 sowie den Nationalen Anhängen für Deutschland bzw. Österreich. Des Weiteren kann mit den Modellen der Nationalen Anhänge für Deutschland und Österreich sowie des Model Code 2010 eine, gegenüber dem Eurocode 2, erhöhte Vorhersagegenauigkeit erreicht werden. x | |||||
König, G.; Dehn, F.; Fischer, O.; Krill, A. | Vorgespannter hochfester Leichtbeton - Teil 2: Bemessung und Konstruktion vorgespannter Bauteile | Beton- und Stahlbetonbau | 7/2000 | 402-414 | Fachthemen |
AbstractUm wirtschaftliche hochfeste Konstruktionsleichtbetone mit möglichst geringer Trockenrohdichte und guter Verarbeitbarkeit zu entwickeln und bestehende Forschungslücken zum Tragverhalten zu schließen, wurde ein mehrjähriges Verbund-Foschungsvorhaben aufgelegt, dessen Ergebnisse im Rahmen eines Pilotprojektes erstmals erfolgreich eingeflossen sind. Dieser Aufsatz widmet sich den durchgeführten Untersuchungen zum Tragverhalten. In mehreren Versuchsserien an Probebalken wurde für Konstruktionsleichtbetone unterschiedlicher Festigkeiten der Einfluß seiner Normaldruckkraft auf die Schub- und Biegetragwirkung untersucht mit dem Ziel, die Bemessungsansätze nach DIN 1045-1, Model Code MC 90 und ENV 1992-1-1 (EC 2) zu überprüfen bzw. ggf. zu modifizieren sowie konstruktive Details für Bauteile aus vorgespanntem Leichtbeton bereitzustellen. Die Untersuchungen stellen die Voraussetzungen für den sicheren Einsatz von hochfestem Konstruktionsleichtbeton im Spannbetonbau dar. x | |||||
Huber, Patrick; Schweighofer, Anton; Kollegger, Johann; Brunner, Helmut; Karigl, Walter | zu Patrick Huber, Anton Schweighofer, Johann Kollegger, Helmut Brunner, Walter Karigl: Vergleich der rechnerischen Querkrafttragfähigkeit von Bestandsbrücken nach Eurocode 2 und fib Model Code 2010 | Beton- und Stahlbetonbau | 8/2012 | 553 | Berichtigung |
Hegger, J.; Walraven, J. C.; Häusler, F. | Zum Durchstanzen von Flachdecken nach Eurocode 2 | Beton- und Stahlbetonbau | 4/2010 | 206-215 | Fachthemen |
AbstractDie Regelungen zur Durchstanzbemessung im Eurocode 2 basieren im Wesentlichen auf den Modellvorstellungen in Model Code 90, der die Durchstanztragfähigkeit auf die Querkrafttragfähigkeit zurückführt. Nach Versuchsauswertungen ist diese Analogie für punktgestützte Platten jedoch nicht in jedem Fall zutreffend. Insbesondere für bügelbewehrte Platten ist bei der Bemessung nach Eurocode 2 ein Sicherheitsdefizit möglich, und es erscheint eine Anpassung der Bemessungsgleichungen zwingend erforderlich. Dieser Beitrag erläutert die Sicherheitsdefizite und schlägt verbesserte Bemessungsgleichungen vor. x |