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Das CC‐Verfahren zur Bemessung von Dübeln und Einlegeteilen basiert auf ingenieurmässigen Modellen zur Ermittlung der Betonausbruchlast unter verschiedensten Randbedingungen.

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Im Bauwesen werden in zunehmendem Maße Dübel zur Einleitung von Lasten in den erhärteten Beton eingesetzt. Vor allem Befestigungssysteme auf der Grundlage chemischer Mörtel werden vermehrt verwendet. In diesem Beitrag werden das Tragverhalten und die Bemessung von Befestigungen mit Verbunddübeln unter Zugbeanspruchung vorgestellt. Das Bemessungsmodell beruht auf dem CC‐Verfahren [1] und berücksichtigt die wesentlichen Einflußparameter auf die Bruchlast mit ausreichender Genauigkeit.

The paper reviews experimental evidence on the size effect caused by energy release due to fracture growth during brittle failures of concrete structures. The experimental evidence has by now become quite extensive. The size effect is verified for diagonal shear failure and torsional failure of longitudinally reinforced beams without stirrups, punching shear failure of slabs, pull-out failures of deformed bars and of headed anchors, failure of short and slender tied columns, double-punch compression failure and for part of the range also the splitting failure of concrete cylinders in the Brazilian test. Although much of this experimental evidence has been obtained with smaller laboratory specimens and concrete of reduced aggregate size, some significant evidence now also exists for normal-size structures made with normal-size aggregate. There is also extensive and multifaceted theoretical support. A non local finite element code based on the microplane model is shown to be capable of correctly simulating the existing experimental data on the size effect. More experimental data for large structures with normal-size aggregate are needed to strengthen the existing verification and improve the calibration of the theory. NATURE OF PROBLEMAs a result of many important studies, including Humphreys (1957), Rusch et al. (1962), Leonhardt and Walter (1962), Kani (1967), Bhal (1968, Hsu (1968), McMullen and Daniel (1972), Taylor (1972), Hillerborg et al. (1976), Walsh (1976), Walraven (1978,1990), Chana (1981, Petersson (1981), Reinhardt (1981a,b), Hawkins (1985), Iguro et al. (1985), Hillerborg (1985), Ingraffea (1985, Rots (1988Rots ( , 1992 and others, it has been known that failure of concrete structures exhibits a size effect. For a long time the size effect has been explained statistically as a consequence of the randomness of material strength, particularly by the fact that in a larger structure it is more likely to encounter a material point of smaller strength. Various existing test data on the size effect were interpreted in terms of Weibull weakest-link theory [e.g. Mihashi and Zaitsev (1981) and Mihashi (1983)]. Later, however, it was proposed (Bazant 1984(Bazant , 1986) that whenever the failure does not occur at the initiation of cracking, which represents most situations, the size effect should properly be explained by energy release caused by macrocrack growth, and that the randomness of strength plays only a negligible role [in detail see Bazant and Xi (1991)].The size effect, however, does not follow the classical, linear form of fracture mechanics, in which all the fracture process is presumed to be happening at one point-the crack tip. Rather, the size effect in concrete structures must be explained by a nonlinear form of fracture mechanics that takes into account the localization of damage into a fracture process zone lWalter P. Murphy Prof. of Civ. Engrg. and Mat. Sci., Northwestern Univ., Evanston, IL 6020S.2Res. Engr., Institut fUr Werkstoffe im Bauwesen, Stuttgart Univ., Germany. 3Prof., ...

This paper presents the details and results of the experimental investigations performed on the anchorages with multiple anchor rows of headed studs close to the edge, without and with supplementary reinforcement, loaded in shear towards the edge. The tests were performed on anchorages with 2 to 8 headed studs (one to 4 anchor rows) cast in concrete with 4 different levels of supplementary reinforcement. The test results highlight the influence of supplementary reinforcement on load carrying capacity of the anchorages. It is observed that for anchorages with multiple anchor rows, the failure crack always initiates from the back row of anchors, which is in contrast to the current assumption in EN1992-4 [1]. Due to this, more number of stirrups is activated in reality and the anchorage length of the activated stirrups is significantly more than that assumed in current model of EN1992-4. Consequently, for low amounts of supplementary reinforcement, the failure loads calculated by the current model are very conservative when compared to the experimental results. At high amounts of supplementary reinforcement, the concrete strut failure may govern the failure, which is ignored in the current models. Based on the evaluation of these test results, and supporting finite element calculations using 3D FE software MASA developed at University of Stuttgart, a realistic and rational model has been developed to predict the concrete edge failure loads for anchorages with supplementary reinforcement that is presented in accompanying paper.

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