Artikeldatenbank
Autor(en) | Titel | Zeitschrift | Ausgabe | Seite | Rubrik |
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Contents: Structural Concrete 3/2012 | Structural Concrete | 3/2012 | Contents | ||
Taerwe, Luc; Helland, Steinar | Recent developments | Structural Concrete | 3/2012 | 141-142 | Editorials |
Stucchi, Fernando | The challenge of structural design | Structural Concrete | 3/2012 | 143-144 | Editorials |
Beck, Matthias; Burkert, Andreas; Harnisch, Jörg; Isecke, Bernd; Osterminski, Kai; Raupach, Michael; Schießl, Peter; Tian, Wei; Warkus, Jürgen | Deterioration model and input parameters for reinforcement corrosion | Structural Concrete | 3/2012 | 145-155 | Articles |
KurzfassungThe paper presents the damage model of German Research Unit 537 which was used as a working hypothesis for the development of a user-friendly design model. Excerpts from the laboratory experiments and numerical calculations processed in project A of the research unit are presented here. The excerpts include the quantification of self-corrosion, geometrical effects in the macrocell corrosion, development of corroding steel surface and pit depth as well as the quantification of the resistivity of the concrete and the corrosion of steel in cracked concrete. x | |||||
Osterminski, Kai; Schießl, Peter | Design model for reinforcement corrosion | Structural Concrete | 3/2012 | 156-165 | Articles |
KurzfassungThe performance-based durability design of reinforced concrete structures for corrosion of reinforcement is currently limited to the initiation period. That includes modelling the transport processes of chlorides and carbon dioxide into the concrete structure. Up to now, the subsequent time period after depassivation of the reinforcement, in which corrosion propagates, could not be modelled in a comparable manner. The task of the research project presented here, which was part of German Research Unit 537, was to develop a design model that enables a reinforced concrete structure to be designed against reinforcement corrosion for its entire service life. Therefore, a physically well-defined damage model for corrosion propagation was chosen as a basis. All system parameters in the damage model were investigated on the basis of numerical and laboratory studies carried out in the subprojects of the research unit. Statistical analysis allowed the simplification of the complex damage model into a user-friendly design model. This paper presents the working steps, the basic results of the analysis and the user-friendly full-probabilistic design model for reinforcement corrosion. x | |||||
Caratelli, Angelo; Meda, Alberto; Rinaldi, Zila | Design according to MC2010 of a fibre-reinforced concrete tunnel in Monte Lirio, Panama | Structural Concrete | 3/2012 | 166-173 | Articles |
KurzfassungThis paper discusses the possibility of using precast tunnel segments in fibre-reinforced concrete without traditional reinforcement. The case study of a hydraulic tunnel in Monte Lirio, Panama, excavated with a tunnel boring machine (TBM) by SELI S.p.A., has been analysed. x | |||||
Raphael, Wassim; Faddoul, Rafic; Geara, Fadi; Chateauneuf, Alaa | Improvements to the Eurocode 2 shrinkage model for concrete using a large experimental database | Structural Concrete | 3/2012 | 174-181 | Articles |
KurzfassungShrinkage plays an important, sometimes crucial, role in the design of many types of concrete structures as well as in their behaviour after construction. However, the uncontrolled strains are often larger than the expected values. As a matter of fact, there is as yet no perfectly satisfactory physical explanation for shrinkage. In this work, a large database has been set up for shrinkage testing performed by several research centres in Europe. On the basis of the statistical analysis of this database and by observing real structural behaviour, it becomes possible to investigate the current codes of practice regarding the computation of time-dependent shrinkage strains. As comparison with experimental tests has shown that predictions are often inaccurate, a correction factor is proposed in this work to improve the European Code, Eurocode 2, and lead to more satisfactory results. x | |||||
Lohaus, Ludger; Oneschkow, Nadja; Wefer, Maik | Design model for the fatigue behaviour of normal-strength, high-strength and ultra-high-strength concrete | Structural Concrete | 3/2012 | 182-192 | Articles |
KurzfassungFatigue design according to CEB-FIP Model Code 90 is limited to concrete grades up to C80. In addition, the design rules include a strength-dependent reduction in the fatigue reference strength, which leads to uneconomical design of high-strength concrete. Considering comprehensive knowledge now available concerning the fatigue behaviour of normal-strength and high-strength concretes, the amount of this reduction can no longer be justified. A new design model for compressive fatigue loading and its derivation is presented in this article. A comparison between the new design model and the current standard ones reveals that the new design model ensures safe and economical design of normal-strength, high-strength and ultra-high-strength concrete. This new design model is included in the new fib Model Code 2010. x | |||||
Ayoub, Essam; Malek, Charles; Helmy, Gamal | Considerations for the design of doubly unsymmetrical precast pretensioned beams used for box girder construction | Structural Concrete | 3/2012 | 193-199 | Articles |
KurzfassungMany box girder bridges are constructed with doubly unsymmetrical precast beam units. The aim of this paper is to present special considerations for the optimum arrangement of pretensioned strands in a simply supported precast pretensioned beam with a doubly unsymmetrical section. The goal of the optimum arrangement is to minimize the distortion (lateral sway phenomenon) caused by the doubly unsymmetrical characteristic of the beam section at transfer. The study shows that the distortion of the unsymmetrical section is minimized when the resultant stresses at transfer are constant over all of the top flange and over all of the bottom flange of the precast beam for most of the sections within the beam length. In this case, the neutral axes of these sections will be horizontal with respect to the beam section. This approach is verified with the help of two different finite element models. In the first model, the beam is modelled as one-dimensional space frame elements; in the second model, the beam is modelled using three-dimensional solid elements. A practical example of a box girder bridge made from doubly unsymmetrical precast pretensioned beams in the APM (Automated People Mover) elevated bridge project in Saudi Arabia is also presented. x | |||||
fib-news: Structural Concrete 3/2012 | Structural Concrete | 3/2012 | 201-209 | fib-news | |
Kurzfassung• Focus on sustainability at the 2012 fib symposium in Stockholm x | |||||
Contents: Structural Concrete 2/2012 | Structural Concrete | 2/2012 | Contents | ||
Dancygier, Avraham N. | Engineering a concrete future | Structural Concrete | 2/2012 | 71-72 | Editorial |
Toniolo, Giandomenico; Colombo, Antonella | Precast concrete structures: the lessons learned from the L'Aquila earthquake | Structural Concrete | 2/2012 | 73-83 | Articles |
KurzfassungThis paper examines the problems of the seismic design of precast concrete structures as indicated by the effects of the L'Aquila earthquake of 2009. The behaviour of such structures on that occasion is analysed on the basis of detailed surveys performed on site on a relevant number of buildings just after the earthquake. x | |||||
Aguiar, Eduardo Aurélio Barros; Bellucio, Ellen Kellen; El Debs, Mounir Khalil | Behaviour of grouted dowels used in precast concrete connections | Structural Concrete | 2/2012 | 84-94 | Articles |
KurzfassungThis research deals with the behaviour of grouted dowels used in beam-to-column connections in precast concrete structures. The research focuses primarily on the theoretical and experimental analysis of the resistance mechanism of the dowels. The experimental programme included 15 models for analysing the following variations in dowel parameters: a) dowel diameters of 16, 20 and 25 mm, b) dowel inclinations of 0° (i.e. perpendicular to the interface), 45° and 60°, c) compressive strength of classes C35 and C50 for the concrete adjacent to the dowels, and d) the absence or presence of compressive loads normal to the interface. The experimental results indicate that the ultimate capacity and shear stiffness of the inclined dowels are significantly higher than those of the perpendicular dowels. Based on these results, an analytical model is proposed that considers the influence of the parameters studied regarding the capacity of the dowel. x | |||||
Desnerck, Pieter; De Schutter, Geert; Taerwe, Luc | Stress-strain behaviour of self-compacting concretes containing limestone fillers | Structural Concrete | 2/2012 | 95-101 | Articles |
KurzfassungKnowledge of the stress-strain relationship of concrete under uniaxial compression is crucial for the design of concrete members. This study focuses on the stress-strain behaviour under compression and especially the strain-softening of self-compacting concretes produced with limestone fillers. Four self-compacting concretes (SCC) and three conventional vibrated concretes (VC) were used to produce cylindrical test specimens with an h/d ratio of 3. The &sgr;-&egr; diagram at five different ages (3-91 days) was recorded during uniaxial compressive tests. The peak strain of the SCC cylinders was shown to be higher than the ones recorded for VC concretes. However, the specific toughness of both concrete types turned out to be comparable. x | |||||
Alani, Amir M.; Aboutalebi, Morteza | Analysis of the subgrade stiffness effect on the behaviour of ground-supported concrete slabs | Structural Concrete | 2/2012 | 102-108 | Articles |
KurzfassungThis paper confirms that the structural behaviour of ground-supported slabs is a non-linear function of the structural properties of slabs as well as the supporting soil. The findings reported emphasize that the suggested equations used in design codes pay insufficient attention to the effect of the supporting ground stiffness within the context of the mechanical behaviour of slabs as far as ductility is concerned. The results presented demonstrate that ground stiffness has a significant effect on the ductility of ground-supported slabs. It also pays particular attention to the possibility of determining the ductility limit of slabs. x | |||||
Stráský, JirÃ; Necas, Radim; Kolácek, Jan | Dynamic response of concrete footbridges | Structural Concrete | 2/2012 | 109-118 | Articles |
KurzfassungExperience with the analysis and performance of 15 lightweight concrete footbridges is presented from the point of view of their dynamic response caused by moving people. The footbridges are formed either by a stress ribbon or by a slender deck supported by arches or suspended from pylons. The dynamic response was determined according to a procedure given in a 1998 draft of Eurocode 2: Design of Concrete Structures - Part 2: Concrete Bridges. Thirteen footbridges have been built and so far no complaints about their dynamic behaviour have been recorded. x | |||||
Torres, Lluis; Neocleous, Kyriacos; Pilakoutas, Kypros | Design procedure and simplified equations for the flexural capacity of concrete members reinforced with fibre-reinforced polymer bars | Structural Concrete | 2/2012 | 119-129 | Articles |
KurzfassungThe predominant failure mode of concrete members reinforced with fibre-reinforced polymer (FRP) bars is flexural, due to either concrete crushing or FRP rupture. Many design tools have been developed for the flexural design of FRP-reinforced concrete. These tools are sufficiently accurate, but an iterative procedure is required when dealing with flexural failure due to FRP rupture. In addition, despite the fact that the design concepts involved are similar to those used for conventional steel-reinforced concrete, the changes in the design philosophy and the linear behaviour up to rupture of the FRP bars lead to the sectional properties having a different influence on the design, which not everyone may be familiar with. Therefore, this study proposes a general methodology for evaluating the design flexural capacity of FRP-reinforced concrete sections. This methodology is based on the design provisions of Eurocode 2 and comprises non-dimensional, closed-form equations, derived independently of the concrete and FRP characteristics. The proposed methodology can be used to derive universal dimensionless design charts as well as tables. The accuracy of the proposed design tools has been verified by comparing the predictions with the experimental results of 98 beams, which are available in the published literature. x | |||||
fib-news: Structural Concrete 2/2012 | Structural Concrete | 2/2012 | 131-139 | fib-news | |
Kurzfassung• Latin American seminar on conceptual design and applications of precast concrete structures x | |||||
Contents: Structural Concrete 1/2012 | Structural Concrete | 1/2012 | Contents | ||
Annual table of contents 2011 | Structural Concrete | 1/2012 | Annual table of contents | ||
Silfwerbrand, Johan | Sustainable concrete is more than just durable concrete | Structural Concrete | 1/2012 | 1-2 | Editorial |
Baird, Andrew; Palermo, Alessandro; Pampanin, Stefano | Façade damage assessment of concrete buildings in the 2011 Christchurch earthquake | Structural Concrete | 1/2012 | 3-13 | Articles |
KurzfassungThe magnitude 6.3 earthquake that struck Christchurch on 22 February 2011 caused widespread damage throughout Christchurch's central business district (CBD), where a large proportion of the building stock consists of reinforced concrete (RC) buildings. Damage to the façades of these buildings was a clear contributor to overall building damage. This paper presents the damage assessment of the façade systems of these RC buildings. A survey of 173 RC buildings in the Christchurch CBD is conducted here, focusing on the damage to the façade systems of the buildings. The survey covers only buildings greater than three storeys in height, excluding the majority of unreinforced masonry façades, the damage to which has been well documented. The façade type and modularity is classified for each system, as well as the connection type where possible. The level of damage to each façade is determined in terms of the following performance levels: Operational, Immediate Occupancy, Life Safety and High Hazard. Further investigation is also made into three precast concrete panel systems. These case studies examine the damage, detailing and construction practice of each particular system. x | |||||
Palermo, Alessandro; Wotherspoon, Liam; Hogan, Lucas; Le Heux, Mitchel; Camnasio, Elena | Seismic performance of concrete bridges during Canterbury earthquakes | Structural Concrete | 1/2012 | 14-26 | Articles |
KurzfassungIn less than six months, the city of Christchurch, New Zealand, experienced two major earthquakes: on 4 September 2010 and 22 February 2011. The former was generated by the rupture of the previously unknown Greendale fault, releasing a magnitude Mw 7.1 earthquake 30-40 km away from the Central Business District (CBD); the latter event, of magnitude Mw 6.2, was less than 10 km from the CBD on an unknown buried fault at the edge of the city. There was widespread damage to the lifelines covering not only Christchurch City but also the closest districts of Selwyn and Waimakariri. The different nature of the fault ruptures and locations of the two events resulted in a variation in damage levels between the earthquakes throughout the region. x | |||||
Steenbergen, R.D.J.M.; Vervuurt, A.H.J.M. | Determining the in situ concrete strength of existing structures for assessing their structural safety | Structural Concrete | 1/2012 | 27-31 | Articles |
KurzfassungEN 13791 applies when assessing the in situ compressive strength of structures and precast concrete components. According to the code itself, it may be adopted when doubt arises about the compressive strength of a concrete. For assessing the structural safety of existing structures, however, the method given in EN 13791 does not seem to be applicable and may lead to an unsafe approach for determining the characteristic concrete strength. This paper presents an alternative method for determining the characteristic concrete strength from cylinders obtained in situ. The method proposed is based on EN 1990 (Eurocode basis of design) and the corresponding Annex D. The method according to EN 13791 is outlined in this article. Moreover, the practical implementation of the method in accordance with clause 5.2 of EN 1990 is explained and an example is given. Finally, both methods are compared with each other. It is demonstrated that EN 13791 does not apply to safety assessments of existing concrete structures and the use of this code may lead to unsafe situations. x |