Artikeldatenbank
Autor(en) | Titel | Zeitschrift | Ausgabe | Seite | Rubrik |
---|---|---|---|---|---|
Controlling von Facility Management Services | Bautechnik | 4/1998 | 248 | Termine | |
Dipl.Ing. Peter Rösch CMC/BDU, Haar bei München | Controlling - Die Bau-Kostenrechnung: Das Fundament der Unternehmenssteuerung | UnternehmerBrief Bauwirtschaft | 9/2007 | 17 | |
Johnson, Roger P. | Control of cracking in composite bridge decks in regions in biaxial tension | Stahlbau | 12/2011 | 880-884 | Fachthemen |
KurzfassungDeck slabs of bridges of composite construction can in places be stressed in biaxial tension throughout their thickness. Rules for control of crack width in codes such as EN 1994-2 are based on tests in uniaxial tension. Crack-width measurements are reported from tests in 1977 on slabs in biaxial tension, acting as flanges of composite beams. A theoretical model for prediction of crack width is explained, and a method is given for applying the rules of EN 1994-2 to biaxial tension. It gives results slightly more conservative than characteristic values deduced from the test results. x | |||||
Barla, Giovanni | Contributions to the understanding of time dependent behaviour in deep tunnels / Beiträge zum Verständnis des zeitabhängigen Verhaltens von Tunneln unter hoher Überlagerung | Geomechanics and Tunnelling | 3/2011 | 255-265 | Topics |
KurzfassungThis paper deals with the time dependent behaviour and the excavation of deep tunnels in weak rocks. Recent contributions to the formulation of a constitutive model for representing such a behaviour, advanced laboratory testing for parameters identification, and design analysis methods for use in engineering practice are discussed. The Stress Hardening ELasto VIscous Plastic constitutive model (SHELVIP), developed with the intent to analyse the rock mass behaviour of tunnels excavated in severely squeezing conditions in a relatively simple, but complete manner, is presented. Then, an innovative servo controlled triaxial apparatus (HPTA), designed and developed for testing weak rocks, with unconventional features such as accurate measurement systems, advanced mechanical set up, and a relatively high stress working range, both in terms of confining pressure, back pressure and axial load, is presented. Finally, consideration is given to numerical modelling of a tunnel excavated in a severely squeezing rock mass (the Carboniferous Formation along the Lyon-Turin Base Tunnel), where the excavation process has been closely simulated in axisymmetric conditions, and the SHELVIP constitutive model has been introduced. Numerical results are discussed and compared with in situ measurements, in terms of tunnel convergence and stresses in the lining. x | |||||
Sitarski, A.; Chróscielewski, J.; Cywinski, Z. | Contribution to the capacity analysis of the classic composite girder of Möller | Steel Construction | 4/2009 | 248-255 | Fachthemen |
KurzfassungThe capacity of samples, close to reality, of the composite girders of Möller has been explored experimentally and computationally. Here, the first objective was the experimental investigation. By examining the girder's behaviour, the numerical approach could be settled as the second objective. x | |||||
Alterman, Dariusz; Page, Adrian; Moghtaderi, Behdad; Zhang, Congcong | Contribution of thermal resistance and thermal mass to the energy demand of walling systems / Beitrag des Wärmedurchlasswiderstandes und der thermischen Masse zum Energiebedarf von Wandsystemen | Mauerwerk | 1/2015 | 64-73 | Fachthemen |
KurzfassungThis paper describes an experimental investigation of the thermal performance of four common walling systems for Australian housing having a range of thermal resistance (R-values) and varying degrees of external and internal thermal mass (i. e. inherent property of masonry constructions). The comparison is based on the energy demand under controlled conditions to maintain internal thermal comfort. The R-values of each wall were first determined using a Guarded Hot Box Apparatus. The walls were then incorporated into four housing test modules built on the University of Newcastle campus and the detailed thermal performance of each system was observed under a range of seasonal conditions. The interior of each module was controlled within a comfort range by a heating/cooling system with the energy consumption being measured. Comparison of the energy requirements clearly show that internal comfort levels and energy demands are influenced by both the thermal resistance of the walls as well as the extent and location of the thermal mass, with neither being the sole predictor. The best thermal performance is therefore obtained by an appropriate combination of thermal mass and resistance, rather than focussing on the wall thermal resistance (R-value) alone. x | |||||
Ganster, Mark | Contribution of modern blasting technology to achieve accurate contour profiles in tunneling / Beitrag der modernen Sprengtechnik zur Erreichung der Profilgenauigkeit im Tunnelbau | Geomechanics and Tunnelling | 6/2022 | 745-755 | Topics |
KurzfassungThe profile accuracy during tunnel excavation will be influenced by several factors. Basically the design of the blasting pattern, the confinement conditions, the peak particle velocity generated, the escape of the gas volume and the geology are shown here, which are decisive criteria for successfully avoiding damage induced by blasting operations. Smooth blasting methods have been used successfully for years to minimize rock damage. By using electronic initiation systems in combination with software programs for modeling the energy conditions and the peak particle velocities generated, subsidence damage caused by blasting can be largely avoided. x | |||||
Schneider, Eckart; Spiegl, Markus | Contract models for TBM drives in hard rock - codes in Austria and Switzerland and their practical implementation / Vertragsmodelle für TBM Vortriebe im Festgestein - Regelwerke in Österreich und der Schweiz und deren praktische Umsetzung | Geomechanics and Tunnelling | 1/2012 | 17-30 | Topics |
KurzfassungThe Austrian standard conditions of contract for underground works with continuous tunnelling have been available since 2005. Until then, contract conditions for sequential and continuous tunnelling were combined in a single code. In Switzerland, major transport tunnels were already being bored with TBMs at the start of the 1970s, much earlier than in Austria. Corresponding standard conditions have been available there for many years, most recently revised in 2004. In this article, the most important provisions of the Austrian and Swiss conditions of contract are presented and commented. Their implementation on specific projects is described through some significant projects. A comparison between Austria and Switzerland, where there has also been a standard bill of quantities for TBM drives for a long while - the Norm-Positions-Katalog - which is generally accepted and used practically universally, indeed show a basic similarity in the essential points, but in the implementation of the details there are still considerable differences. x | |||||
Czopak, K.; Neumüller, E. | Contract LT33 Hofjagdstrasse - the central section of the Lainzer Tunnel / Baulos LT33 Hofjagdstraße - der Mittelabschnitt des Lainzer Tunnels | Geomechanics and Tunnelling | 5/2009 | 513-520 | Topics |
KurzfassungThe 3,500 m long section is part of the new railway line and was tunnelled in accordance with the New Austrian Tunnelling Method. There are five emergency exits in the section. Four emergency exits lead along a branch tunnel and a shaft into the open air and the one in the Lainzer Zoo leads directly to the open air as an adit. The two-track running tunnel and the crosscuts were driven from the shaft in Hofjagdstrasse next to the B1. Only absolutely essential works for the construction of the emergency exit shafts were carried out on the surface. The tunnel drive was through flysch rocks consisting of seasonal layers of marl, limestone and claystone and was excavated by hydraulic excavator loosened by blasting. In the sections under built-up areas, great emphasis was placed on the continuous monitoring of rock mass deformation and surface settlements. The continuous monitoring of vibration measurements and noise emissions caused by tunnelling was also of great importance and determined the sequence of work underground. After completion of the tunnelling work, the concrete works were carried out using two mobile steel formwork units. The internal works to the emergency shafts were carried out in parallel, so that the contract section can be handed over for the subsequent equipment and track works from the middle of 2010. x | |||||
Kieffer, D. Scott; Valentin, Gerald; Unterberger, Klaus | Continuous real-time slope monitoring of the Ingelsberg in Bad Hofgastein, Austria | Geomechanics and Tunnelling | 1/2016 | 37-44 | Topics |
KurzfassungThe Ingelsberg in Bad Hofgastein, Austria, is a highly hazardous mountain slope in the State of Salzburg. The Ingelsberg exhibits periodic episodes of instability, prompting major efforts to construct rock fall retention basins and safety nets to mitigate risks associated with future slope failures. As the results of traditional slope monitoring have proved rather ambiguous, continuous real-time monitoring of the Ingelsberg was performed from March 2013 through July 2014. The monitoring was undertaken with a Ground Based Interferometric Synthetic Aperture Radar (GB-InSAR). The data set of approximately 130, 000 radar scans represent the first long-term GB-InSAR measurements made in Austria, and indicate an episodic pseudo-sheeting failure process, somewhat analogous to the calving of a glacier front. Furthermore, reasonable time of failure predictions for rock fall events having volumes of only several tens of cubic meters could be made from the data set. The GB-InSAR monitoring provides significant insight regarding the overall slope behavior, failure tendencies, and associated geotechnical hazards of the Ingelsberg. x | |||||
Continuous Multivariate Distributions, Vol. 1: Models and Applications (S. Kotz, N. Balakrishnan, N. L. Johnson) | Bautechnik | 2/2001 | 142-143 | Bücher | |
Paulson, P.; Elliott, J.; Youdan, D. | Continuous acoustic monitoring of bridges (Akustisches Überwachungssystem für Brücken) | Stahlbau | 4/2001 | 245-250 | Fachthemen |
KurzfassungDer Beitrag beschreibt ein stetig arbeitendes akustisches Monitoring-System, mit dem es möglich ist, korrosionsbedingtes Versagen von Zugelementen bei Spannbetonbrücken mit nachträglichem Verbund, Schrägseilbrücken und Hängebrücken im eingebautem Zustand zu registrieren und zu lokalisieren. Die Überwachung erfolgt mit Hilfe von akustischen Sensoren, die direkt an das entsprechende Bauteil angebracht werden. Die anfallenden Daten werden vor Ort erfaßt und zur Auswertung online einem zentralen Rechner übermittelt. Dort erfolgt durch eine eigene Software die Bewertung der registrierten Ereignisse hinsichtlich Zeit, Ort und Charakter der Signale. Der Anwender hat die Möglichkeit, die ausgewerteten Daten sofort über das Internet abzurufen. Nachfolgend werden einige Anwendungsfälle bei verschiedenen Brückenbauwerken vorgestellt. Darüber hinaus wird am Beispiel eines nuklearen Druckbehälters die erfolgreiche Anwendung von Sound-Print zur Lokalisierung von Rissen im Beton bei der Behälterdruckprüfung gezeigt. x | |||||
Eßig, Natalie; Nisse, Juliane | Continuation and further development of sustainability criteria in the assessment system for sustainable house building / Fortschreibung und Weiterentwicklung der Nachhaltigkeitskriterien im Bewertungssystem Nachhaltiger Kleinwohnhausbau | Mauerwerk | 3/2019 | 138-145 | Fachthemen |
KurzfassungThere is currently an assessment system for sustainable house building in Germany for the assessment of sustainability of buildings with up to five residential units. In order to ensure practicality and update the assessment of houses to the state of the technology, selected fact sheets from the BNK criteria catalogue developed in 2015 were updated and further developed with specialist support from experts known all over Germany. x | |||||
Contents: UnternehmerBrief Bauwirtschaft 9/2013 | UnternehmerBrief Bauwirtschaft | 9/2013 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 9/2012 | UnternehmerBrief Bauwirtschaft | 9/2012 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 9/2011 | UnternehmerBrief Bauwirtschaft | 9/2011 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 8/2013 | UnternehmerBrief Bauwirtschaft | 8/2013 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 8/2012 | UnternehmerBrief Bauwirtschaft | 8/2012 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 8/2011 | UnternehmerBrief Bauwirtschaft | 8/2011 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 7/2013 | UnternehmerBrief Bauwirtschaft | 7/2013 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 7/2012 | UnternehmerBrief Bauwirtschaft | 7/2012 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 7/2011 | UnternehmerBrief Bauwirtschaft | 7/2011 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 6sol;2013 | UnternehmerBrief Bauwirtschaft | 6/2013 | Contents | ||
Contents: UnternehmerBrief Bauwirtschaft 6/2012 | UnternehmerBrief Bauwirtschaft | 6/2012 | Content | ||
Contents: UnternehmerBrief Bauwirtschaft 6/2011 | UnternehmerBrief Bauwirtschaft | 6/2011 | Inhalt | ||