Shaking-table test

In this section, the effectiveness of the base isolation on steel storage tanks is investigated through numerical models and then checked by shaking table tests on a reduced scale (1 14) physical model of a real steel tank (diameter 55m, height 15.6 m), typically used in petrochemical plants. In the experimental campaign the floating roof has also been taken into account. 

To summarize, the comparison between the shaking table test results and the response of simple numerical models described in section 2 shows the suitability of the latter to simulate the behavior of the fluid-structure system, both for fixed base and isolated base tank, also considering the floating roof as well. Actually, the slight discrepancies between numerical and physical models are probably due to some drawbacks in the experimental activity, caused by the high mass of the filled tank and the frequencies range investigated. 

De Angelis M, Giannini R., Paolacci F., (2010), Experimental investigation on the seismic response of a steel liquid storage tank equipped with floating roof by shaking table tests. Earthquake Engineering Structural Dynamics, 39 377-396. DOI 10.1002/eqe.945... 

A conceptual study on the vertical seismic isolation system for FBR components is underway. A series of shaking table tests and analytical worics are included to assess the feasibility of the system. 

The seismic behaviour of reinforced soil structures has been studied by shaking table tests , where a near full-size geotextile reinforced wall is fitted... 

This chapter presents the results of shake table tests carried out with the prime objective of characterising the dynamic rocking behavior of high strength clay masonry walls with glued horizontal joints and empty vertical joints subjected to seismic action. The main observation is that rocking occurs for all walls, even for situations where equivalent static models predict an anticipated shear failure. 

Using a model with lumped masses at two characteristic levels (top and level 1), a nonlinear dynamic analysis was performed with a complex hysteretic (IZIIS) model (Fig. 8.5, Shendova 1998). To calibrate the computations in defining the capacity degradation in hysteretic models, the results from seismic shaking table testing of the model were used. With this, an attempt was made to model the dynamic response in a simple way, suitable for everyday analyses, resulting however in satisfactory final results on the behavior at individual levels. 

The shaking table testing of a large scale model of a historic monument presented herein is a unique example in world practice. The knowledge gained, therefore, is valuable and necessary for the seismic strengthening of important cultural-historic structures, particularly in cases where the effect of interventions upon the authenticity of the monument is considered a priority. 

Shaking Table Tests of a Full-Scale Two-Storey Pre-Damaged Natural Stone Building Retrofitted with the Multi-Axial Hybrid Textile System Eq-Grid ... 

Shaking Table Tests on a Full-Scale Two-Storey Building... 

Shaking Table Tests of a Full-Scale Two-Storey Pre-Damaged Natural Stone. 

Shake Table Tests on Deficient RC Buildings Strengthened Using Post-Tensioned Metal Straps... 

No evident damage occurred during the shaking table tests up to PGA = 0.05g. As expected, the first cracks were detected at the beam-column joints of the 2nd floor after the tests at PGA = O.lOg. The subsequent tests at PGA levels of 0.15g... 

In the second phase of the project, the shake table tests were repeated oti the PTMS-strengthened building starting at PGA = 0.05g and up to 0.35g (Table 11.5). The results show that the initial period of Phase 2 (T] = 0.61 s) was 30 % lower than the natural period after test PGA = 0.15g-b in Phase 1 (Tj = 0.88 s, see Table 11.3). This implies that the structural stiffness of the building was substantially recovered as a result of the repairs and subsequent PTMS strengthening. Based on the results of Phase 1, a natural period of 0.61 s corresponds to the post-cracked behavior of the bare specimen after the test PGA = 0.05g (i.e. minor cracks). 

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