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Home > Publications > International Concrete Abstracts Portal
The International Concrete Abstracts Portal is an ACI led collaboration with leading technical organizations from within the international concrete industry and offers the most comprehensive collection of published concrete abstracts.
Showing 1-5 of 10 Abstracts search results
May 26, 2006
Editors: Adolfo Matamoros and Kenneth Elwood / Sponsored by: Joint ACI-ASCE Committee 445 and Joint ACI-ASCE Committee 441
Earthquakes worldwide have clearly demonstrated the vulnerability of reinforced concrete members to degradation in shear strength when subjected to cyclic loading. Such degradation can lead to significant damage to the structure and, possibly, even collapse. With the advancement of performance-based earthquake engineering, where the response of the structure must be traced through all levels of damage, there is a significant need to accurately define the deformation capacity and shear strength for such members. This symposium publication represents an effort from researchers across the globe trying to address this challenging problem. Although at the time of publication there are some methodologies that can be used in performance-based earthquake engineering, there is a significant need for improved methods better suited for these types of applications. Furthermore, one of the concerns often expressed by researchers is that test data used in the past to develop and calibrate existing models consisted of relatively small data sets. This problem is compounded by differences between experimental studies in aspects such as the type of load history used, the manner in which deformations were recorded during tests, and the definition of displacement and strength at failure. The recent development of the PEER column database, hosted by the University of Washington, provided a valuable resource to overcome some of these problems. It presented researchers with a larger pool of data, which included the full hysteretic response of every column in the data set. Although this represented a very significant step forward, efforts of this kind should continue to improve the ability of researchers to calibrate and evaluate models for shear strength and deformation capacity. A joint technical session was organized by Joint ACI-ASCE Committees 441, Reinforced Concrete Columns, and 445, Shear and Torsion, during the American Concrete Institute’s Fall 2004 Convention in San Francisco, CA. The goal of the technical session was to showcase recent developments in this area, with the hope that continued discussion will lead to improved models that are suitable for performance-based engineering.
Note: The individual papers are also available. Please click on the following link to view the papers available, or call 248.848.3800 to order.
May 1, 2006
D.V. Syntzirma and S.J. Pantazopoulou
The sequence of failure in reinforced concrete (RC) prismatic members is used as a tool in estimating dependable deformation capacity. Response mechanisms that may limit the response leading to damage localization are identified (web diagonal cracking, bar buckling, disintegration of compressive struts due to load reversal, and anchorage failure of primary reinforcement). Deformation components are additive only if stable hysteretic response controlled by flexure prevails. In all other cases, the deformation component associated with the controlling mode of failure dominates the overall deformability of the member. Because the sequence of failure depends to a large extent on load history, deformation attained at any particular level of load is also load history dependent. This is why experimental values for deformation capacity reported in international literature are characterized by excessive scatter. The proposed methodology is applied to a number of published column tests. Analytical estimates are evaluated through comparisons with experimental results and by parameter studies conducted in order to examine the sensitivity of the estimated displacement limit at compression bar buckling to important design variables.
R.T. Ranf, M.O. Eberhard, and J.F. Stanton
Six nominally identical reinforced concrete columns were subjected to a variety of lateral displacement histories to evaluate the effects of cycling on their failure displacement and failure mechanism. The columns, typical of bridges constructed before the mid-1970s, had circular cross-sections, low axial loads, and little transverse reinforcement. Shear failure caused five of the six columns to lose their axial load carrying ability at drift ratios between 3% and 5%. The sixth column failed in an axial-flexure mode at a drift ratio of 6%. Increasing the number of cycles at each displacement level from one to fifteen decreased the maximum displacement preceding flexure-shear failure by approximately 35%. The effect of cycling on damage accumulation was modeled with the Park-Ang damage model, a Modified Park-Ang damage model, and a Cumulative Plastic Deformation damage model. The Cumulative Plastic Deformation model correlated best with the observed damage, and it was the easiest to implement.
L. Zhu, K.J. Elwood, T. Haukaas, and P. Gardoni
A probabilistic capacity model for the drift at shear failure for reinforced concrete columns with light transverse reinforcement is developed using a Bayesian methodology. Both the aleatory and epistemic uncertainties are properly incorporated in the probabilistic model. During the model formulation the key parameters influencing the drift capacity at shear failure are identified as the shear stress, the axial load ratio, the ratio of the spacing of the transverse reinforcement to the effective depth, and the aspect ratio. The drift capacity model is employed to formulate a fragility curve, with confidence bounds, for a column damaged during the Northridge Earthquake. Fragility curves developed for a range of parameters suggest that the spacing of the transverse reinforcement is the most important parameter in the determination of the probability of sustaining shear failure at a given drift demand.
M. von Ramin and A.B. Matamoros
A model is presented to quantify the reduction in shear strength caused by repeated load reversals in the inelastic range of response of reinforced concrete members. The monotonic shear strength is calculated by the superposition of components related to arch-action, truss-action, friction, and the shear strength of the uncracked compression zone. The reduced shear strength is calculated as a function of the initial monotonic strength, the deformation of the member, the axial load, and the amount of transverse reinforcement used for confining the concrete. An analysis of experimental results showed that the reduction in shear strength in members subjected to load reversals was caused by progressive reductions in the strength of the arch mechanism, the compression zone component, and the truss component. The theoretical model and the test data indicate that contributions from the friction and the shear strength of unconfined concrete should be neglected in this case.
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