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The formulation and solution of the multiple degree of freedom equations of motion for a type of structural pounding are presented. The subject building undergoes pounding at a single floor level with a rigid adjacent building. The theory is implemented into a microcomputer program and sample analyses of an actual 15story building are performed to study the response behaviors. Pounding generates drifts, shears, and overturning moments in the stories above the pounding location that are greater than those from the case where pounding is ignored. It is concluded that: 1 Neglecting the effects of possible pounding leads to unconservative building design; 2 the sample analyses response behavior trends are robust thereby providing insight into the response behavior of other buildings; and 3 pounding can be studied on a casebycase basis using the analytical tools presented in the paper provided the formulation applies to the case of interest.

The results from dynamic analyses by computer of an existing 13story steel moment resisting frame building are presented. The computed dynamic properties and response behaviors are compared to the true values as determined from the recorded motions in the building during two actual earthquakes. It is shown that stateofpractice design type analytical models can predict the actual dynamic properties. The influence of various modeling features on the computed seismic responses is demonstrated via sample response spectrum analyses using the SEAOC spectrum. The actual building timehistory seismic response exhibited amplitude modulation, which is shown to be caused by coupled modes having closely spaced periods. It is shown that designtype analytical models can reasonably capture the true seismic response of the study building provided the excitation levels are such that the building responds primarily in a linearelastic manner.

Extensive computer analysis of an existing 44 story steel frame highrise building is performed to study the influence of various modeling aspects on the predicted dynamic properties and computed seismic response behaviors. The predicted dynamic properties are compared to the building's true properties as previously determined from experimental testing. The seismic response behaviors are computed using the response spectrum Newmark and ATC spectra and equivalent static load methods ATC and UBC. Interpretations of the analysis results are provided. Conclusions are drawn regarding general results that are relevant to the analysis of other highrise buildings.

A welded steel moment-frame building is used to assess performance-based engineering guidelines. The full-scale four-story building was shaken to collapse on the E-Defense shake table in Japan. The collapse mode was a side-sway mechanism in the first story, which occurred in spite of a strong-column and weak-beam design. Computer analyses were conducted to simulate the building response during the experiment. The building was then evaluated using the Seismic Rehabilitation of Existing Buildings (ASCE-41)and Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings (FEMA-351)for the collapse prevention performance level via linear and nonlinear procedures. The guidelines had mixed results regarding the characterization of collapse, and no single approach was superior. They mostly erred on the safe side by predicting collapse at shaking intensities less than that in the experiment. Recommendations are made for guideline improvements.

Extensive computer analysis of an existing 44 story steel frame high‐rise building is performed to study the influence of various modeling aspects on the predicted dynamic properties and computed seismic response behaviors. The predicted dynamic properties are compared to the building's true properties as previously determined from experimental testing. The seismic response behaviors are computed using the response spectrum (Newmark and ATC spectra) and equivalent static load methods (ATC and UBC). Interpretations of the analysis results are provided. Conclusions are drawn regarding general results that are relevant to the analysis of other high‐rise buildings.