Seismic Retrofit of a Precast Storage and Distribution Facility Building Using Energy Dissipation Devices

Abstract eng:
This paper reports on several findings that came up during the retrofit of an important 60,000 square meter industrial distribution facility using energy dissipation devices. The industrial facility consists of precast cantilever columns, simply supported precast beams, and metallic horizontal roof braces. The structure underwent minor damage during the 2010 Chile earthquake mainly at the connections between prefabricated elements, beam-column connections, and connections between horizontal roof braces and columns. Several precast storage and distribution centers exhibited catastrophic failures in the 2010 earthquake. Studies performed after the earthquake found that one of the main reasons for the damage and collapse of these structures was the loss of continuity of the roof diaphragm, resulting in large relative displacements between structural elements of the roof, causing detachment of the main precast beams and the subsequent collapse of columns. In order to avoid a potential operational shutdown and the collateral productivity losses of this distribution facility, a comprehensive retrofit solution based on energy dissipation devices was designed to significantly improve the seismic performance of the building, while producing little effect on the facility operations during implementation. The seismic devices were strategically located to achieve two main objectives: (i) take advantage of relative seismic displacements between structural elements to produce energy dissipation and add internal damping to the primary structural system; and (ii) develop ductile connections between structural members at the roof to ensure structural continuity of the diaphragm during the earthquake. Viscoelastic devices were located under the corbels of the beam-column connections to use the angular distortion between beams and columns as a source of energy dissipation. These devices were also designed to resist the beam-column connection forces in case the original simple supported (shear-pinned) connection fails as noted in other failures after the earthquake. Moreover, uniaxial frictional devices acting as mechanical fuses were located at one end of each of the horizontal roof bracing elements. The devices were calibrated to avoid failure of the brace-column connections in tension, and prevent buckling of the braces in compression. Another important advantage of this retrofit strategy, is its low impact on operational continuity since it was designed to avoid changes or temporary removal of structural members while some of the supplemental devices were installed. The distribution center remained fully functional during the retrofit and considered only some partial predefined closures, which were planned largely in advance and in sequence. Conventional retrofit was discarded since it required to disable the fire suppression system and other critical installations. These actions would require a complete removal of goods from the facility and the stop of operations of the distribution center, which would have a prohibitive cost. Therefore, the proposed retrofit strategy resulted in an economical alternative and with an important improvement of the seismic performance of the building, which could also be of interest to other projects. The implementation of this retrofit is currently under progress and is planned to be completed by the end of year 2016.

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