International Concrete Abstracts Portal

A planar wall-frame assembly and an isolated wall were constructed and tested under reversing static loads. The wall-frame assembly was a mediumscale representation of the wall-frame section of the full-scale structure tested in Japan. The isolated wall was identical to the wall section of the wallframe assembly. The analytically predicted strengths were ten and four percent less than the measured strengths of the wall-frame assembly and isolated wall, respectively. The overall behavior of the medium-scale specimens and the full-scale structure were similar. An analysis was made to predict the strength of the full-scale structure by scaling up the medium-scale results. However, it was only after calculations were made including strength contributions of three- dimensional effects, that the analysis agreed well with measured strength of the full-scale structure. Measured strains indicated that boundary element hoops were subjected to significant strain only over the lower portions of the first story. Strains in all other boundary element hoops monitored were relatively small. None of the instrumented column hoops or beam stirrups experienced strain greater than yield, even though several instrumented stirrups were located in beam hinging regions.

Studies conducted at the University of California at Berkeley on a 1/5th-scale model of a seven-story reinforced concrete frame-walll test structure are summarized in this paper and the results of these studies are evaluated. The degree of correlation between the experimental responses of this reduced-scale model and those of the full-scale model tested in Japan is assessed as is the degree of correlation between analytically predicted and experimental responses. The implications of these results for the states of the art and practice of the seismic resistant design and construction of framewall structural systems are discussed and improvements in the states of the art and practice are recommended.

Three one-tenth scale models of the large-scale reinforced concrete structure tested in Tsukuba, Japan, were built and tested at the University of Illinois, Urbane. The small-scale models were subjected to scaled earthquake motions in one horizontal direction. The paper describes some of the dynamic response measurements and discusses the observed strength of the structures in relation to planar limit analysis.

A full-scale seven story reinforced concrete building structure was tested as a part of the U.S.- Japan Cooperative Earthquake Research Program. Behaviors of the structure from the elastic stage to the ultimate stage were observed in the tests consisting of vibration tests, floor loading test, static loading tests, and pseudo-dynamic tests. This paper describes the pseudo- dynamic test method applied to this test which reduced a multi-degree-of-freedom system to an equivalent single-degree-of freedom system. The effectiveness of the equivalent single-degree- of-freedom pseudo-dynamic test method was verified by comparing the results of numerical response analyses with the test results. This paper also presents test results for the vibration tests, the floor level loading test, and the static loading tests carried out in order to determine the dynamic characteristics and behavior of the structure in the initial stage.

Analyses are made to indicate how member strengths and reinforcement details used in the full scale reinforced concrete test structure compared to appropriate design requirements of the 1979 Edition of the Uniform Building Code (1) and current Japanese Building Standard Law (2, 3) and Architectural Institute of Japan Standard (4) . Comparison between the test structure and the design requirements of the Uniform Building Code indicate that even though the test structure was intended to represent a dual bracing type of structure, certain minimum strength and reinforcement detailing requirements of the Code were not satisfied . However, the provided member strengths and reinforcement details were considered to be sufficient to provide the needed dissipation of energy (through stable hysteresis behavior) to survive major seismic excitations without excessive damage. This was considered possible due to the relatively low percentages of longitudinal steel that we reused in the test structure and thus, only low or moderate shear stresses should be developed due to flexural hinging. The structural members were smaller and the reinforcement ratios were less than those normally found in a Japanese building of this size . Member capacities were considerably below that required in Japan and the ultimate lateral load capacity was approximately 65 percent of the required value.