Analysis and modelling of the seismic behaviour of high ... - Ingegneria
Analysis and modelling of the seismic behaviour of high ... - Ingegneria
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<br />
3.4.1 Material properties<br />
Particular attention was paid to <strong>the</strong> mechanical <strong>and</strong> fracture-related properties <strong>of</strong><br />
<strong>the</strong> structural components <strong>and</strong> <strong>of</strong> <strong>the</strong> fasteners (welds <strong>and</strong> bolts). The relevant<br />
results <strong>of</strong> tension coupon tests conducted on samples from end plates, bolts,<br />
pr<strong>of</strong>iles <strong>and</strong> fillets <strong>of</strong> weld are collected in Table 3.4.<br />
50<br />
Component t εy εu εu/εy fy fmax fmax/fy (mm) (%) (%) (MPa) (MPa)<br />
IPE 300<br />
Flange<br />
Web<br />
10.2<br />
7.1<br />
0.16<br />
0.17<br />
43.58<br />
40.88<br />
272.4<br />
240.5<br />
307<br />
328<br />
471<br />
477<br />
1.53<br />
1.46<br />
HEA 180<br />
HEB 180<br />
HEA 280<br />
HEB 280<br />
End Plate<br />
End Plate<br />
End Plate<br />
Weld Met.<br />
Weld Met.*<br />
Bolt<br />
Bolt<br />
Bolt<br />
*Specimen with flaws<br />
Flange 9.4 0.18 38.99 216.6 317 471 1.49<br />
Web 6.0 0.18 37.14 206.3 373 494 1.32<br />
Flange 13.8 0.12 43.61 363.4 292 478 1.64<br />
Web 8.3 0.17 43.01 253.0 316 493 1.56<br />
Flange 12.4 0.17 34.61 203.6 413 528 1.28<br />
Web 8.6 0.23 31.64 137.6 428 545 1.27<br />
Flange 16.7 0.16 34.61 216.3 266 440 1.65<br />
Web 10.6 0.10 45.39 453.9 270 462 1.71<br />
Table 3.4. Mechanical Properties <strong>of</strong> Specimens<br />
12.5 0.13 43.65 335.8 260 442 1.70<br />
18.0 0.16 22.14 138.4 318 441 1.39<br />
25.8 0.11 31.44 285.8 262 434 1.66<br />
5.4 0.19 26.76 140.8 355 489 1.38<br />
5.4 0.18 3.9 21.7 441 528 1.20<br />
16 0.52 2.59 5.0 813 890 1.10<br />
20 0.43 4.50 10.5 888 948 1.07<br />
24 0.42 6.25 14.9 816 882 1.08<br />
The strength properties <strong>of</strong> structural elements are in satisfactory accordance with<br />
<strong>the</strong> nominal values for S275 steel, whose yield strength fy <strong>and</strong> ultimate tensile<br />
strength fu are equal to 275 <strong>and</strong> 430 MPa respectively (Eurocode 3, 2001). The<br />
material performance generally meets <strong>the</strong> Codes requirements both for strength<br />
<strong>and</strong> deformation capacity: <strong>the</strong> ultimate elongation eu is greater than 20% <strong>and</strong> <strong>the</strong><br />
ultimate material ductility (eu/ey) achieves fairly <strong>high</strong> values. However, as far as<br />
strength limitation are concerned, in a few cases fy/ fy,nom was beyond <strong>the</strong> limit <strong>of</strong> 35<br />
per cent allowed by Eurocode 8 (2002) recommendation on <strong>the</strong> material<br />
overstrength. Moreover, <strong>the</strong> strength fmax/fy ratio very <strong>of</strong>ten exceeds <strong>the</strong> value <strong>of</strong>
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