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

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3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS RELATIVE ENERGY 0.5 0.4 0.3 0.2 0.1 3.5.2 Coupled Tee Stubs 0 TC-2 TC-3 eu/ey 0 20 40 60 80 100 120 140 160 PARTIAL DUCTILITY Figure 3.13. Relative dissipated energy vs. partial ductility for the TC-2 and TC-3 Isolated Tee stubs Different inelastic mechanisms were observed in coupled Tee stub tests, associated with different relative stiffness and strength of the relevant components: the Tee stub, the column flange and the bolts. The total thickness of the connected parts; i.e. column flange and Tee stub plate, also seems to affect the response. Figure 3.14a compares the responses of specimens C1A1-2 and C1A2-2, different for the column section, which is a HEA180 in the former and a HEA280 in the latter test. It is apparent that specimen C1A1-2 is characterized by large energy absorption and displacement ductility, due to the extensive plastic deformation occurring in both the Tee stub with t = 12mm and the column flange with tf = 9.5 mm. Failure was attained by brittle fracture of the Tee stub weld toes after crack propagation. The C1A2-2 specimen has a thicker column flange, i.e. tf = 13mm, which caused inelastic phenomena to concentrate in the Tee stub only. This results in lower displacement ductility and energy absorption, while pinching phenomena appear in last cycles. As to the corresponding two 18 mm plate thickness specimens (see Figure 3.14b), specimen C1B1-3 with a HEB180 column section with tf = 14mm experienced inelastic phenomena in the sole column flange, which resulted in a limited energy absorption and maximum displacements capability, while in the specimen C1B2-3 with a HEB280 profile and tf = 18mm plastic phenomena occurred both in the Tee stub and in the column flange, enabling 61
3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS larger displacement ductilities to be achieved; pinching phenomena appeared in the last cycles, when brittle failure developed at the weld toes of the tee stub. 62 REACTION FORCE (kN) REACTION FORCE (kN) 400 300 200 100 0 -100 -200 -300 -400 700 525 350 175 0 -175 -350 -525 -700 C1A1-2 C1A2-2 0 3 6 9 12 15 DISPLACEMENT (mm) C1B1-3 C1B2-3 0 1.5 3 4.5 6 7.5 DISPLACEMENT (mm) Figure 3.14. Experimental response of (a) C1A1-2 and C1A2-2; (b) C1B1-3 and C1B2-3 Coupled Tee stubs Pinching somehow depends on the relative thickness of the connection plate to the column flange, and increased with the increase of this ratio. However, all the coupled Tee stub specimens showed less important pinching than the isolated corresponding isolated Tee stubs. On the one hand, the C1A1-2 specimen, which (a) (b)
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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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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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