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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 25 Abstracts search results
Document:
SP63-09
Date:
August 1, 1980
Author(s):
A. E. Long and D. W. Kirk
Publication:
Symposium Papers
Volume:
63
Abstract:
The results of lateral load tests on one third scale slab-column structures with realistic boundary conditions are presented. Measured moments at both internal and edge columns are compared with predictions based on methods in codes and other analytical procedures including finite elements. For all methods of prediction the lateral stiffness of the frameworks is overestimated and in some cases to a substantial extent. The lateral stiffness was also found to be influenced by cracking due to gravity loading.
DOI:
10.14359/6652
SP63-10
A. E. Cardenas, H. G. Russell, and W. G. Corley
The results of an experimental investigation to determine strength of rectangular low-rise structural walls for buildings are presented in this report. Seven large specimens with "height-to-hori-zontal- length" ratios of 1.0 were subjected to static in-plane horizontal loads. One of the specimens was subjected to ten cycles of load reversals. Variables in the test program were amount and distribution ofvertical and horizontal reinforcement. The walls did not have any boundary elements or special hoop reinforcement. No vertical load was applied. Results indicate that low-rise rectangular walls can develop shear stresses on the order of 10 f'c psi (0.83 f'c MPa). Also, results indicate that shear strengths implied by Section 11.10, Special Provisions for Walls, of the 1977 ACI Building Code provide a reasonable lower bound capacity, even when load reversals are applied.
10.14359/6653
SP63-11
R. G. Oesterle, A. E. Fiorato, J. D. Aristizabal-Ochoa, and W. G. Corley
Results of an experimental investigation to determine inelastic load-deformation character istics of reinforced concrete structural walls are reported. Sixteen large structural walls have been tested. These tests show that structural walls possess signif icant rotational ductility when subjected to reversing loads. In addition, it was found that shear distortions within the hinging region of a wall are coupled to flexural rotations. Therefore, inelastic shear distortions should be considered in structures designed to utilize the inelastic capacity of struc-tural walls for earthquake resistant construction.
10.14359/6654
SP63-12
A. H. Chowdhury and R. N. White
Two three-story, two-bay l/10 scale reinforced concrete model frame structures were subjected to combined gravity and lateral loads. One frame was subjected to unidirectional lateral loading, and the second was loaded with gradually increasing reversing lateral loads; loads were increased to failure in both cases. Distribution of lateral loads was in accordance with the SEAOC requirements for seismic design; steel reinforcement was also designed to conform to these requirements. A nonlinear, incremental stiffness analysis approach was developed for uni-directional loading and was applied to the experimental frame and to a single bay portal frame reported in the literature. Stiffness reduction of the frame subjected to reversing lateral loads was not more severe than that for the unidirectionally loaded frame at loads less than about 80% of the ultimate lateral load capacity of the frame. There was minor reduction in strength and stiffness caused by cycling at higher load levels. Ductility requirements were met by the frames, and no adverse shear-induced effects were observed in the joint regions of the frames. The analytical method gave excellent predictions of frame deformations.
10.14359/6655
SP63-13
M. S. Mirza
This paper presents the results of tests on three four-storey coupled shear wall specimens tested under an equivalent of monotonically increasing static upper triangular loading. Specimens No. 1 and No. 2 failed due to rupture of reinforcing steel in both walls after hinges had been formed at both ends of all coupling beams. An overall ductility factor of 14.2 was attained for both specimens while the ductility factors for rotation in the coupling beams and the shear walls were considerably higher. Specimen No. 3 also failed due to rupture of tension steel in the shear walls, however no hinges were formed in the coupling beams and the overall ductility ratio was only 5.7. Experimental results for Specimens No. 1 and No.2 were analysed using Paulay's elastoplastic analysis. The calculated ultimate strengths showed good agreement, however the calculated deflections were smaller than the experimental values. More research is needed in this area. The results of this investigation show that small-scale models can be used effectively in behavior studies of structural subsystems such as coupled shear walls, shear wall-frame structures, etc.
10.14359/6656
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