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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES wall stiffness modifies the re-distribution of the internal member actions going from the top storey to the ground level. (a) (b) Figure 5.6. Building structures modelled by the SAP2000 program: a) structure with the masonry infill present in each floor; b) Pilotis Case - structure without the masonry infill at the first floor For the assumed load combination, Static, Seismic A and Seismic B, all comes down to the design of one column (taken with rectangular geometry) which complies with the worst case of forces among those acting on the considered elements (n° 260, n° 302 and n° 309) for the load combination under exam. Nonetheless, as the heaviest forces to be withdrawn arise from the seismic combination A (Low ductility and behaviour factor q = 1,5), the column width and depth were fixed in this case varying only the number and distribution of the reinforcing bars in the others. In order to have an approximate idea of the re-distribution of internal forces on the structural members once loaded, some diagrams obtained from SAP2000 and representing respectively the deformed shape, axial force and bending moment are shown below. Moreover, on the basis of the results obtained by applying the forces defined according to the load combinations A and B to the structure and considering the seismic wave load acting alternatively in the two directions of the 3D frame, it was possible to verify the values of the inter-storey drift coefficients. The value of the inter-storey drift is dr = q ⋅ de where de is the displacement of the considered point in the structural system as determined by a linear analysis based on the design response spectrum. The value of the inter-storey drift sensitivity coefficient is equal to: 185
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES 186 Ptot ⋅ dr θ = ( 5.9 ) V ⋅ h tot where Ptot is the total weight above and at the considered floor system, according to the equivalent seismic effect hypotheses; Vtot is the total shear force for the considered floor system due to the seismic equivalent action; and h is the distance between two adjacent floor systems. On the basis of the numerical simulations, the frame results not sway for the Seismic combinations; therefore second-order effects need not to be taken into account. Figure 5.7. Output results from the SAP 2000 for the Static load combination Figure 5.8. Output results from the SAP 2000 both for A and for B Seismic load combinations
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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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