Four full-scale beam column slab assemblies were tested under reversed cyclic loads. The test program included two interior and two exterior joint specimens. The first two specimens, one interior and one exterior, were identical to beam column joints in the second story of the full-scale seven story structure tested in Japan. I n the remaining two specimens the longitudinal reinforcement in the beams and the columns was increased to provide a variation in beam-to-slab strength. Results are presented to give an overview of the experimental program. The behavior of the four specimens under reversed cyclic loads was excellent up to story drift levels estimated to correspond to the maximum deflection level imposed on the seven story structure. The influence of the slab on the strength of the floor system under imposed deformations was significantly greater than would be anticipated using the ACI effective slab width as a flange for T-beam analysis.

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.

This paper consists of three kinds of studies . One is static tests on three story shear wall assemblies to investigate the seismic behavior, particularly deformation performance and deformation mechanism, of flexural type shear walls. Second is static tests on flexural type beam-column asseniblies designed by either U.S. design practice or Japanese design practice . Third is correlation study on shaking table tests and pseudo dynamic tests developed for full scale seven story R/C building test. Major conclusions derived from these studies are a s follows; ( i ) Stretch of the boundary column under tension of the first story controlled the over all behavior of flexural type shear walls, ( i i ) The effect of slab reinforcements on bending capacity of beams was greatly remarkable, which caused pinching phenomena in a load vs. driftrelation while top of the beam was under tension, and (iii) Satisfactory correlation between shaking table tests and pseudo dynamic tests was obtained after the restoring force characteristics with the effects of strain rate and stress relaxation was appropriately evaluated.

This paper presents the background of activities leading to the current U.S.- Japan Cooperative Earthquake Engineering Research Program on the seismic perfornance of building structures which is being conducted under the auspices of the U.S.- Japan Panel on Wind and Seismic Effects, United States - Japan National Resources (U.J.N.R.) Program with major financial support provided by the U.S. National Science Foundation (NSF), the Japanese Ministry of Construction (MOC), and the Japanese Science and Technology Agency (STA). Also presented is a brief description of the current program and a statement on the coordination effort which is the responsibility of a Joint Technical Coordinating Committee (JTCC).

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.