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Home > Publications > International Concrete Abstracts Portal
Showing 1-5 of 25 Abstracts search results
Document:
SP63-01
Date:
August 1, 1980
Author(s):
Richard E. Klingner
Publication:
Symposium Papers
Volume:
63
Abstract:
Two approaches are discussed for mathematical modeling of the elastic and inelastic response of infilled frames. The first approach is based on idealizations of local behavior, while the second is based on observations of overall behavior. Both approaches are found to give good representations of nonlinear response. The second approach, based on the equivalent strut concept, is believed to be efficient for use in analyzing the response of complex, infilled frame structures.
DOI:
10.14359/6644
SP63-17
Chris D. Poland
Numerous computer analysis techniques for use in the seismic design of reinforced concrete structures are available to the design engineer and are finding general use. Unfortunately, these techniques are not "exact". Rather, they are forced to make a large number of questionable assumptions about earthquake characteristics and building behavior. To the practicing engineer, whose complex structures and structural elements defy symmetry, regularity and simplicity, the valid use of such technique depends on a complete understanding of the analysis limitations and inaccuracies and requires constant review of the results for analysis generated errors. This paper, while presenting a practical analysis application, addresses the serious difficulties and the inherent inaccuracies encountered in applying the most commonly used computer analysis techniques to concrete shear wall buildings. It is based on the actual computer analyses of a variety of middle-rise concrete shear wall buildings performed over the past few years at H. J. Degenkolb & Associates. This paper, while it addresses and identifies the invalid results that can be easily produced, believed and designed for, in concrete shear wall building analysis, also provides usable techniques for identifying, adjusting and correcting the problems that are encountered. As such, it provides the practicing engineer with additional insight and understanding of his computer analysis techniques.
10.14359/6660
SP63-18
S. A. Freeman, R. M. Czarnecki, and K. K. Honda
The lateral force stiffness characteristics of structures cannot be represented by a single set of modeling assumptions. Measured data obtained from the study of full-sized buildings subjected to various sources of lateral displacements are compared to calculated results based on various modeling assumptions used in determining the stiffness characteristics of structures. Tentative recommendations are presented for use in the lateral force design of reinforced concrete buildings subjected to winds and/or earthquakes. Stiffness properties associated with effective concrete sections, concrete slab participation, and nonstructural materials are discussed. For both wind and earthquake design, it appears that the assumptions that apply to low amplitude motion should be different than the assumptions that apply to high amplitude motion. Therefore, it is recommended that modeling techniques and the cal-culation of stiffness characteristics be based on some form of a two-level approach.
10.14359/6661
SP63-19
Lawrence G. Selna and Wai K. Tso
A five story reinforced concrete building which collapsed during the Mindanao, Philippines Earthquake of August 1976 is studied. The building experienced a twisting motion dur-ing its collapse. The damages to the building are described, and design calculations which consider the twisting are performed. The calculation results show that a number of columns were understrength but that other factors such as reinforcement detailing and material quality influenced the seismic performance of the building.
10.14359/6662
SP63-20
J. Schwaighofer and W. N. Ho
The equivalent frame method is employed in the elasto-plastic analysis of a perforated core structure which is subjected to uniformly distributed torque over the height of the core. In a step by step approach the sequence of crack formation, and the onset of yielding of the tension steel in the coupling elements and the shear walls is given.
10.14359/6663
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