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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES chance of studying the mechanisms mobilised in the joint. Actually, this last- mentioned frame had the purpose of better reproducing the boundary condition of a Soft Storey for a base column. Nevertheless, some other recent researches in this field have demonstrated that the masonry in-fills play a role, contributing to the overall structural stiffness, only in the very first phase of a seismic event. 5.5.2 Test set-up and test programme The test configuration adopted at the University of Trento Laboratories is represented in Figure 5.21. It is to be noted that the frame does not exactly represent the Soft Storey configuration being free from the secondary forces transmitted in a presence of masonry in-fills. Besides, the beams were over- designed with respect to the columns not matching the Capacity Design philosophy of Eurocode 8 (2001). In the previous chapters we already discussed the choices made in relation to these issue. Nevertheless, this test configuration has the advantage that the determination of the internal actions in the members is easier. As a result, it is possible to catch the forces acting inside the joint in order to compare the results and to work out the relevant parameters indispensable for an excellent connection design under seismic loading. Figure 5.21. Test configuration adopted in Trento The final test programme is reported in the following Table 5.13, in which it is possible to find all the characteristics of the specimens to be tested at the 211
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES University of Trento. It is important to highlight that the terms C1, C2 and C3 are essentially three different configurations of the steel profile, that will be used during the test; in detail, C1 is the configuration of the specimen with the steel profile extended beyond the depth of the beam; C2 is the configuration of the specimen with the steel profile at the level of the depth of the beam (not used in Trento); and C3 is the configuration of the specimen with a short steel profile in the critical length of the column. PHASE 1 PHASE 2 PHASE 3 PHASE 4 212 Low ductility strong axis Medium ductility strong axis Static strong axis Weak axis Static Low ductility Table 5.13. Test programme R.C. COMPOSITE RCT3 COT5 COT6 COT7 COT8 with without with without stiffeners stiffeners stiffeners stiffeners long (C1) long (C1) short (C3) short (C3) RCT5 COT9 COT10 COT11 COT12 with without with without stiffeners stiffeners stiffeners stiffeners long (C1) long (C1) short (C3) short (C3) RCT1 COT1 COT2 COT3 COT4 with without with without stiffeners stiffeners stiffeners stiffeners long (C1) long (C1) short (C3) short (C3) RCT2 COT13 with stiffeners long (C1) RCT4 COT14 with stiffeners long (C1) For each specimen 2 cubes and 1 cylinder are necessary: 2 cubes for compressive strength the day of the test 1 cylinder for tensile strength and modulus of elasticity the day of the test Moreover additional cubes and cylinders are made to obtain: 1 cubes for compressive strength at 1 day 1 cubes for compressive strength at 3 days 1 cubes for compressive strength at 7 days 1 cubes for compressive strength at 14 days 1 cubes for compressive strength at 28 days 1 cylinder for tensile strength and modulus of elasticity at 14 days
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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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Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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