Einfluß der Bauteilgröße auf die ruchenergie von Beton by Trunk B.G.

By Trunk B.G.

This thesis bargains with experimental investigations into the dimensions dependence of non-linear fracture mechanics Parameters of cementitious fabrics. the significance of the minimal consultant quantity is mentioned. The consultant quantity is characterised by way of the utmost heterogeneity in comparison with the minimal structural dimension.Methods must be constructed to extrapolate the measured fracture mechanics homes from rather small laboratory specimens to the present structural measurement of huge simple concrete buildings akin to dams. Criterions have be stumbled on to explain the transition from strong to risky failure below displacement managed conditions.In the creation the background of failure theories is reviewed. Their value for the current paintings is discussed.In the second one bankruptcy the state of the art of failure theories is summarized. most typical versions for prediction of the failure of a constitution have been brought. Theories, which expect the effect of structural measurement at the failure are reviewed. A contrast among dimension established and dimension autonomous fracture mechanics Parameters has to bemade. The final a part of this bankruptcy offers with criterions to explain the soundness of fracture with appreciate to diverse fracture models.On the foundation 011 a few of the failure types brought in bankruptcy 2, the impression of structural measurement and geometry m the fracture habit is mentioned within the 3rd bankruptcy. in addition experimental investigations from literature 011 the dimensions and geometry dependence of fracture mechanics Parameters of the fictional Crack version areintroduced. for you to examine the dimensions dependence of fracture mechanics parameters the try out sequence brought in bankruptcy four were performed. The wedge splitting attempt and the direct rigidity try out were selected to figure out the non-linear fracture mechanics homes of the fictional Crack version. the utmost dimension diversity of the wedge splitting specimens was once 1:64. The ductility of fabrics has been scaled with the utmost combination dimension. the utmost grain dimension a variety of among 0.0 1 mm for hardened cement Paste and 12.5 mm for dam concrete.The experimental result of all attempt sequence are suggested within the 5th chapter.The effects are interpreted in bankruptcy 6. during this bankruptcy a style is derived to extrapolate the non-linear fracture mechanics parameters of the fictional Crack version from quite small laboratory specimens to the structural measurement of enormous simple concrete constructions reminiscent of dams.Stability criterions for the fictional crack version are derived in bankruptcy 7. it's proven, contrast among pre-cracked or notched and unnotched prismatic specimens should be made in an effort to expect the steadiness of fracture.The most vital effects and their significance for useful purposes are summarized within the final bankruptcy.

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3 Stabilität clesfiktiven Rißmodells Bisher wurde das Stabilitätsverhalten von Rissen bzw. scharfer Kerben behandelt. Tm folgenden soll jedoch auf die Stabilität des Versagens als Folge des Überschrcitcns der Festigkeit ,fr und dem anschliel3cndcn Entfestigrn des Werkstoffes eingegangen werden. Die Problematik beruht auch hier auf einer Energiebilanz zwischen der elastisch gespeicherten Energie IJ beim ~berschrciten der Festigkeit ,f; und der fiir das Durchtrennen des Bauteils benötigten Energie S, bzw.

H. die Nennfestigkeit nimmt mit analog der linelu-elastischen Bruchmechanik ab. Man bezeichnet diese 1/ &? e Bruchmechanik. Der Verlauf der Nennfestigkeit o,~ in -29Abhangigkeit der charakteristischen Probendimension H mit den beiden Asymptote ist in Abb. 16 dargestellt. Abb. 16: Maßstabsgesetz nach B~\ZANT (1984) Sowohl das MaOstabsgesetz von BALWT, als auch die linear-elastische Bruchmechanik zeigen, daß der Größeneinflul3 auf der -Energiefreisetzung in der Rißumgebung basieren. Laut BA%ANT, KIM und PFEIFFIX (1986) läßt sich mit Hilfe des Maßstabsgesetzes die spez.

Abb. f; sind, auftreten. DIJGDA‘LEüberlagert die Lösung des ~RIFFITH-Risses unter einachsiger Zugbelastung senkrecht zur RiBebene mit der von M~CXHEUSCHWIL,I ( 1953) bestimmten Lösung des GRIFFIT&Risses mit symmetrischer Teilbelastung im Bereich der Rißcndcn. Durch diese ~Jberlagerung kann das Rißproblem nnch DUGI~ALE elstizitätstheoretisch behandelt werden. 12) Ausdehnung des kohäsiven Risses halbe Rißlänge Zugspannungsfeld im unendlichen Zugfestigkeit und gleichzeitig konstante f;ließspannung Auf einer ähnlichen physiknlischen Grundidee wie das DuG»,&I$Modell basiert dx Rißmode1 von BARENHLATT ( 1962).

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