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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES Eq. (5.10) should entail the erection of composite columns, which resist more than the dead load of the structure under severe seismic conditions providing enough residual stiffness to minimise the risk of collapse. Moreover, criteria defined in 1 and 2 should provide a beneficial residual strength after the concrete crushing that should lead to improved ductility. 3. The section profiles should not much modify the local stiffness EI of the single RC columns (maximum modification level in the order of 10%) in order not to change the distribution in stiffness of the entire concrete structure. In fact, a change in the stiffness distribution may also signify a variation of the building periods of vibration closely tied with the inertial forces, e.g. seismic forces. 4. The following ratio rmajor / rminor = [MRd,comp/MRd,concrete]major / [MRd,comp/MRd,concrete]minor ( 5.13 ) should be close to 1 in order to achieve a suitable performance of the steel section both along major axis bending and minor axis bending. The steel section design is performed using the structural steel class S235 with a value of fy = 355 MPa guarantied by ProfilArbed. The steel profile sections that ensure the above mentioned design criteria were chosen considering this limit for the structural steel yield strength. For each load combination, Static, Seismic A and Seismic B, two steel cross sections were chosen, being a HEM and a HEB type cross section. The choice fell upon these two sections mainly for a matter of constructability of the specimens to be tested. It is not to forget that the steel profiles are inserted in some critical and tied up regions, e.g. the joint regions, with a quite high quantity of horizontal, vertical and transversal reinforcing bars. Other types of cross section (IPE or UB sections) did not give enough guaranties regarding the feasibility of the composite joints. The resulting sections are reported hereinafter for the three design cases. 191
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES • Details of the steel profile for the Gravity load combination (Design Case 1) 192 HEM 160 Major Axis Minor Axis NSd 3008,4 kN NSd 3008,4 kN MRd,conc 201,2 kNm MRd,conc 154,8 kNm VRd,conc 554,3 kN VRd,conc 508,7 kN NRd,steel 3132,07 kN NRd,steel 3132,07 kN MRd,steel 217,71 kNm MRd,steel 105,05 kNm VRd,steel 574,07 kN VRd,steel 1422,79 kN Asteel 9705 mm² Asteel 9705 mm² Asteel/Aconc 2,52% Asteel/Aconc 2,52% NPl,Rd,comp 10113,52 kN NPl,Rd,comp 10113,52 kN MRd,comp 778,89 kNm MRd,comp 608,54 kNm MRd,comp/MRd,conc 3,87 MRd,comp/MRd,conc 3,93 Table 5.6. Details of the HEM 160 steel profile HEB 220 Major Axis Minor Axis NSd 3008,4 kN NSd 3008,4 kN MRd,conc 201,2 kNm MRd,conc 154,8 kNm VRd,conc 554,3 kN VRd,conc 508,7 kN NRd,steel 2938,11 kN NRd,steel 2938,11 kN MRd,steel 266,90 kNm MRd,steel 127,12 kNm VRd,steel 520,22 kN VRd,steel 1311,74 kN Asteel 9104 mm² Asteel 9104 mm² Asteel/Aconc 2,36% Asteel/Aconc 2,36% NPl,Rd,comp 9929,78 kN NPl,Rd,comp 9929,78 kN MRd,comp 778,19 kNm MRd,comp 612,58 kNm MRd,comp/MRd,conc 3,87 MRd,comp/MRd,conc 3,96 Table 5.7. Details of the HEB 220 steel profile
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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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5. SEISMIC BEHAVIOUR OF RC COLUMNS
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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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