Flexural Properties of Bolted Wide Flange Column Splices


Abstract eng:
Current standards for designing steel structures indicate that column splices, as part of moment frames, should develop a certain level of plastic moment capacity (ranging from 30 to 100 percent) of the smaller section of the connection. However, there is not any provision for the ductility or stiffness requirements of these connections. While welded splices can be considered as rigid connections, bolted splices are likely to rotate in an earthquake event. In this paper, experimental tests on hysteretic flexural behavior of bolted column splice connections about their major axes are presented. The tests are conducted in order to investigate strength, stiffness and ductility properties of splices designed for different strength capacities. Commonly used design procedures assume that flange cover plates transfer moment while web splices transfer shear force. To characterize the force distribution between flange and web splices, web splices are eliminated in one specimen. A component-based connection model is developed. The key parameters are slippage, bolt shear deformation, splice plate deformation and ovalization of bolt holes. The models show good agreement with the experimental results. Also, it is shown that splice capacities during pure flexural testing with bending about the strong axis was, in all cases, about 50% greater than the design capacities. This may be partly attributed to the overstrength of the component material. The presence of the web plate did not change the flexural strength but it did result in web splice damage.

Contributors:
Conference Title:
Conference Title:
16th World Conference on Earthquake Engineering
Conference Venue:
Santiago (CL)
Conference Dates:
2017-01-09 / 2017-01-13
Rights:
Text je chráněný podle autorského zákona č. 121/2000 Sb.



Record appears in:



 Record created 2017-01-18, last modified 2017-01-18


Original version of the author's contribution as presented on USB, paper 1416.:
Download fulltext
PDF

Rate this document:

Rate this document:
1
2
3
 
(Not yet reviewed)