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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 1-10 of 15 Abstracts search results
January 1, 1966
E. Ben-Zvi, G. Muller, and I. Rosenthal
Longitudinally and circumferentially prestressed cylinders and columns of varying slenderness were tested to destruction to determine what influence the amount and kind of prestress had on ultimate load and stability characteristics. Previous tests of triaxially prestressed elements were reviewed, and their findings compared with results of the present study.
Editor: Boris Bresler
Selected papers dealing with experimental and analytical studies of reinforced and prestressed concrete columns, are contained in this volume. Compilation of the papers has been carried out under the sponsorship of the joint ACI-ASCE Committee 441, Reinforced Concrete Columns, in accordance with the committee’s three main objectives: (I) to review and correlate information on the analysis and design of concrete columns, including the methods required by various building codes; (2) to encourage experimental research on column behavior; (3) to propose design criteria for concrete columns.
Ignacio Martin and Elmer Olivieri
Eight reinforced concrete columns with a slenderness ratio of 40 were tested, two loaded concentrically and six loaded with opposite eccentricities on each end. Results were compared to the ACI Building Code, CEB Recommendations, an analysis based on Von Karman's theory, and values obtained by applying the Hognestad stress block to the measured strains.
Samuel P. Mauch
Nonlinear mechanical material properties derived from test data reported in the literature are used to predict the life of pinned, initially imperfect rectangular reinforced concrete columns under a constant axial load. Results according to the rate of creep law and the time-superposition law are obtained.
H. R. Brown and A. S. Hall
Reports the results of tests on 30 eccentrically loaded prestressed concrete columns with an I/t ratio of 33. The degree of prestress varied from zero to 0.6 f'c. This paper examines the effect of prestressing on the loadcarrying capacity of slender columns and questions whether an optimum degree of prestress occurs.
L. N. Ramamurthy
Two equations are proposed to define approximately the shape of load contours in square and rectangular columns. A method for constructing the interaction diagram for any position of the load is explained. Loads predicted theoretically from such curves are compared with 50 test results. The method is restricted to columns containing eight or more bars evenly distributed among the column faces.
Fred M. Hudson
Sixty-four concrete columns were loaded to destruction to investigate the effects of tie spacing on ultimate strength. Variables included in the tests were column size, spacing of ties, strength of concrete, size of tie, percentage of longitudinal reinforcement, and position of load. Principal data obtained were failure loads, modes of failure, and strains.
A. P. Kabaila and A. S. Hall
A computer analysis of rectangular, symmetrically reinforced unrestrained prestressed concrete columns in terms of a given uniquely defined stress-strain relationship is presented. The analytical results are compared with a test series. The accuracy and the range of validity of the better known approximate analyses are discussed.
Phil M. Ferguson and John E. Breen
A research report sponsored by the REINFORCED CONCRETE RESEARCH COUNCIL deals with the long tied column as part of a building frame subjected to lateral loads. The series of tests on eight rectangular frames verified the expected behavior of a long column which must resist lateral frame load, and confirmed it as a severe condition in comparison to a column not subject to sidesway.
J. G. MacGregor and S. L. Barter
Tests on eight columns bent in antisymmetrical double curvature with h/t = 27.3 are discussed. The columns with small end eccentricities approached a single curvature shape and an unstable condition at failure. The columns with large eccentricities remained in the double curvature shape until failure occurred in tension at the point of maximum applied moment.
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