By R. Bjorhovde
This booklet publishes the complaints from the 3rd overseas Workshop on Connections in metal buildings: Behaviour, power and layout held in Trento, Italy, 29-31 might 1995. The workshop introduced jointly the world's leading specialists in metal connections examine, improvement, fabrication and layout. The scope of the papers displays cutting-edge matters in all parts of endeavour, and manages to compile the wishes of researchers in addition to designers and fabricators. themes of specific significance contain connections for composite (steel-concrete) buildings, evaluate tools and reliability matters for semi-rigid connections and frames, and the impression of maximum loading occasions reminiscent of these imposed by way of significant earthquakes. The booklet highlights novel equipment and purposes within the box and guarantees that designers and different individuals of the development achieve entry to the recent effects and tactics.
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Additional info for Connections in Steel Structures
The objective of the fatigue tests was to determine if a wide-flange section, when subject to cyclic out-of-plane shear distortion, would exhibit a fatigue life consistent with an AASHTO category A detail. The category A detail encompasses details described as "Plain material, Base metal with rolled or cleaned surfaces". The allowable stress range is 24 ksi (165 MPa) for an infinite life rating. Since a category A fatigue detail rarely controls the design of a bridge detail, a classification of the wide-flange section as such would simplify the design procedure by eliminating the requirement of checking for fatigue.
7/ ! ~ ........ _Y--~-........... ~ , ~ ,. o . ~ . . . 030 Figure 2 - Experimental moment-rotation curves With regard to the rotation capacity of the joints, the failure mode was fracture of tension bolts for test A1, fracture of rebars for tests A2 and C 1, and fracture of shear connectors for tests C2 and C3. As additional instrumentation, a lot of strain gauge measures on all the rebars allowed to investigate the distribution of axial forces in reinforcement at different composite cross-sections near the column (figure 1).
I 300+ M ( k N . m l - ' • . / / . . ,,,~ 00; ,,,;;,f" ! ,,z/ ................ /7/ ! ~ ........ _Y--~-........... ~ , ~ ,. o . ~ . . . 030 Figure 2 - Experimental moment-rotation curves With regard to the rotation capacity of the joints, the failure mode was fracture of tension bolts for test A1, fracture of rebars for tests A2 and C 1, and fracture of shear connectors for tests C2 and C3. As additional instrumentation, a lot of strain gauge measures on all the rebars allowed to investigate the distribution of axial forces in reinforcement at different composite cross-sections near the column (figure 1).