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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES 5.3.4 Design of the reinforced concrete columns On the basis of the numerical simulation, the column section has been verified for axial bending, compression and shear in both directions. The 2 nd order effects need not to be considered, being the columns not slender in plan (λ < λCR = 25). As example, the M-N diagrams for designing the three rectangular columns corresponding to the Static combination, the Seismic combination A and the Seismic combination B are illustrated below (Figure 5.9, Figure 5.10 and Figure 5.11), respectively. M [KNm] 700 600 500 400 300 200 100 Diagram M-N Diagram M-N 260 - COMB 1 260 - COMB 2 260 - COMB 3 302 - COMB 1 302 - COMB 2 302 - COMB 3 309 - COMB 1 309 - COMB 2 309 -COMB 3 0 -1000 -500 0 500 1000 1500 2000 2500 N [KN] 3000 3500 4000 4500 5000 5500 6000 M [KNm] Figure 5.9. M-N diagram illustrating the column resistance for the Static load combination. 1600 1400 1200 1000 800 600 400 200 Diagram M-N Diagram M-N 260 X 302 X 309 X 260 X (II) 302 X (II) 309 X (II) 0 -4000 -3000 -2000 -1000 0 1000 2000 N [KN] 3000 4000 5000 6000 7000 8000 Figure 5.10. M-N diagram illustrating the column resistance for the Seismic load combination A (Low) 187
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES 188 M [KNm] 900 800 700 600 500 400 300 200 100 Diagram M-N 0 -1500 -1000 -500 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 5500 6000 N [KN] Diagram M-N 260 X 302 X 309 X 260 X (II) 302 X (II) 309 X (II) M-N(-30%) Figure 5.11. M-N diagram illustrating the column resistance for the Seismic load combination B (Medium) For the design of MEDIUM ductility members prescriptions from Eurocode 8 (2001) have also been taken into account. This means a reduction of 30% in the resisting moment MRd and an NSd axial force to be not greater than 0,65NRd. Besides, all necessary prescriptions for both end sections of the primary columns to be considered as critical regions have been matched (Eurocode 8, 2001). Moreover, in accordance with the design rules of Eurocode 2 (2001) and Eurocode 8 (2001) the following details for the columns are chosen. Note that for the design of MEDIUM ductility members also prescriptions of Eurocode 8 (2001) clause have been taken into account. • Details of the concrete section designed for the Gravity load combination Maximum longitudinal hoops spacing 300 mm Maximum transversal hoops spacing 510 mm Minimum shear reinforcement ratio ρw 0,0011 Concrete column depth 700 mm Concrete column width 550 mm Number of longitudinal rebars along major axis 4 Number of longitudinal rebars along minor axis 4 Longitudinal rebars diameter 16 mm Longitudinal hoops spacing 300 mm Hoops diameter 10 mm Hoops arm number 4 Table 5.3. Geometrical properties of the cross section
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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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5. SEISMIC BEHAVIOUR OF RC COLUMNS
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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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