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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES The ratio rmajor / rminor, that could estimate the performance of the different designed rectangular sections along the major and the minor bending axis, are reported in the following Table: Load Combination Profile rmaior / rminor Gravity load HEM 160 0,98 Combination (Case 1) HEB 220 0,98 Seismic load HEM 280 0,92 Combination A (Case 2) HEB 360 0,90 Seismic load HEM 200 0,89 Combination B (Case 3) HEB 240 0,98 Table 5.12. Value of the ratio rmajor / rminor for the used steel profiles The cross sections designed following the simplified and aforementioned criteria, are illustrated in the following Figure 5.12. The sections appear to be composite concrete-steel sections despite not having been “ordinarily” designed like that. These sections are representative of the column specimens to be tested soon after. Figure 5.12. Composite section for the designed rectangular columns The steel contribution ratio satisfies the condition given in Eurocode 4: 0,2 < δ < 0,9with A f s yd δ = ( 5.14 ) N pl, Rd 195
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES For rectangular concrete sections with the HEM and HEB profiles return the following: 196 HEM 160 δ = 0,328 HEB 220 δ = 0,296 HEM 220 δ = 0,461 HEB 360 δ = 0,581 HEM 200 δ = 0,537 HEB 240 δ = 0,319 5.4 Design of beam-to-column joints In the classic deflected shape of a structural frame subjected to lateral loading, where the load distribution is characterized by inflection points near the midpoint of the beams and columns, the maximum moments occurs at the joint. Such actions are shown acting on an interior joint in Figure 5.13. Satisfactory response for the frame requires the joint to transfer the large unbalanced beam and column moments with reasonable deformations at both service and ultimate conditions. M beam,l V beam,l N beam,l V col,b M col,b N N M col,t Vcol,t col,t col,b V N beam,r Figure 5.13. Actions on an interior composite joint By means of the adjustment of an analytical model proposed by Kanno and Deieirlein (2000) and Chou and Uang (2002) it is possible to quantify the shear resistance of the joint, consisting in the sum of different mechanisms activated in the connection. Furthermore, it is true that, up to now, the European Codes don’t entirely cover the behaviour of the composite beam to column connections. In fact, beam,r M beam,r
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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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6. SUMMARY, CONCLUSIONS AND FUTURE
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Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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