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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES In the critical region (in accordance with Eurocode 2): LCR (critical regions length): 720 mm Maximum hoops spacing in the critical regions: 180 mm • Details of the section designed for the Seismic load combination A Maximum longitudinal hoops spacing 300 mm Maximum transversal hoops spacing 300 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 8 Number of longitudinal rebars along minor axis 6 Longitudinal rebars diameter 25 mm Longitudinal hoops spacing 300 mm Hoops diameter 10 mm Hoops arm number 4 Table 5.4. Geometrical properties of the cross section In the critical region (in according with Eurocode 2): LCR (critical regions length): 720 mm Adopted hoops spacing in the critical regions: 180 mm • Details of the section designed for the Seismic load combination B Maximum longitudinal hoops spacing 300 mm Maximum transversal hoops spacing 300 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 20 mm Longitudinal hoops spacing 300 mm Hoops diameter 10 mm Hoops arm number 4 Table 5.5. Geometrical properties of the cross section 189
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES By considering the prescription both of Eurocode 2 and Eurocode 8, within the critical region the most restrictive of the following conditions should be satisfied. Eurocode 2 LCR (critical regions length): 720 mm Hoops spacing in the critical regions: 180 mm Eurocode 8: to satisfy plastic rotation demands and to compensate for loss of resistance due to spalling of concrete cover LCR (critical regions length): 700 mm Hoops spacing in the critical regions: 150 mm 5.3.5 Design of the fully encased composite columns To ease and promote the utilisation of composite columns in seismic geographical areas in order to obviate the Soft Storey type of building failure, the steel profiles for strong and weak axis bending have been chosen by matching simple design criteria developed at the University of Liege. This constructional measure should: • provide ductility; • maintain axial strength, (plastic) shear and moment resistance, and stiffness 190 similar to those of the RC column at the ultimate stage when concrete is locally crushed. The following design criteria have been defined, in order to allow the achievement of the mentioned target. 1. The steel section should at least be able to take alone the design axial force of the seismic loading case: NRd > NSd (γgG + γqQ) ( 5.10 ) with: γg = 1 γq = 0.3 2. The steel section alone (not acting composedly) should be able to substitute the deficient concrete section: MRd,steel > MRd,concrete ( 5.11 ) VRd,steel > VRd,concrete ( 5.12 )
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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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