Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES The previsions were respected. We can state that the sample failed due to the degraded joint mechanical properties and the test was stopped at the end of the 10ey cycles. Also the COT10 specimen (see Figure 5.33) was able to reach the second 10ey cycle with a residual strength of ≈20kN and a good resource in ductility thanks to the resistance and stiffness added by the steel profile. The collapse interested the entire column length. It was caused by a longitudinal crack that started from the joint region interesting the concrete cover thickness up to the column top (concrete cover separation), as showed in the Figure 5.34. (a) (b) (c) (d) Figure 5.34. Evolution of cracks and spalling of the concrete in the joint for a top displacement varying equal to: (a) 4ey; (b) 6ey, (c) 8ey, (d) at collapse 225
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES In order to understand the behaviour of the joint under cyclic loading, it is important to evidence the rotation capacity that the panel zone can carry out. As explained before, the distortion of the panel zone was monitored during the test by means of the LVDT TR500-2D e TR500-1D. The transducer measurements are combined by the following formula (Krawinkler, 1978) to obtain the total distortion. 226 γ ( ) ( U U ) −1 2 2 ∆ TR500−2 D − ∆ TR500−1D conn = tg ( hsp ) + bsp 2 ( hsp + bsp ) ( 5.73 ) where hsp e bsp are the design height and depth of the web panel in shear; ∆UTR500 are the difference between the two measurement of the diagonal LVDT transducer. As depicted in Figure 5.35, it is possible to underline that the behaviour of the panel zone is characterized by large energy absorption and displacement ductility, due to the extensive plastic deformation occurring. One can observe that total distortions of the joint reach values greater than 35 mrad, implying a suitable ductile behaviour for high ductile structures in seismic applications. Progressive strength and stiffness deterioration is then occurring associated to the increase of plastic deformations of the steel profile and damage in the concrete. JOINT SHEAR (kN) 1250 1000 750 500 250 0 -250 -500 -750 -1000 -1250 -75 -60 -45 -30 -15 0 15 30 45 60 75 DISTORTION γ (mrad) Figure 5.35. Joint shear force vs. distortion relationship for COT10 specimen
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Dipartimento di Ingegneria Meccanic
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UNIVERSITÀ DEGLI STUDI DI TRENTO D
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Ai miei genitori
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INDEX 1 INTRODUCTION...............
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INDEX iii 4.10.3 Results of the PsD
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1.1 Introduction 1 1 INTRODUCTION I
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1. INTRODUCTION imposes precise con
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1. INTRODUCTION joints whilst 2D mo
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7 2 DUCTILITY AND SEISMIC RESPONSE
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2. DUCTILITY AND SEISMIC RESPONSE O
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3. SEISMIC BEHAVIOUR OF BOLTED END
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4. SEISMIC RESPONSE OF PARTIAL-STRE
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Page 188 and 189: 5. SEISMIC BEHAVIOUR OF RC COLUMNS
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Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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