Normalized Stiffness and Resistance for Extended End-Plate Joints.
As a result, the normalized stiffness of extended end-plate joints can be approximately evaluated by means of a generalized cubic function, such as:
The average ratio of theoretical and experimental values of moment resistances was 0.87, for extended end-plate joints, and 1.07, for flush end-plate joints.
Simoes, "Experimental behaviour of standardised european end-plate beam-to-column steel joints under arbitrary cyclic loading," in Proceedings of the International Colloquium on Stability and Ductility of Steel Structures (SDSS '06), pp.
The Beam with Slant End-Plate Connection Subjected to Nonsymmetric Gravity Load and Uniform Temperature Increase.
In conventional end-plate connections (vertical), after an increase in temperature, the beam tends to yield or buckle due to increase in axial force.
The structural model described in the previous section has been used to analyse a steel beam section at elevated temperature, in which an IPE 300 beam is connected at its ends to slant fixed end-plate supports (Figure 7).
The curve of axial force due to only nonsymmetric gravity load ([P.sub.i], Q) starts from 187 kN (angle = 2[degrees]), in vertical end-plate position and it goes to zero by increasing the angle of slant connection.
FE model of beam-to-column extended end-plate joints, Journal of Constructional Steel Research 67(10): 15781590.
Column web and flange strength at end-plate connections.
Bolted beam-to-column joint with extended end-plate with and without stiffeners [M.sub.j, Rd] = 126 kNm [M.sub.j, Rd] = 97 kNm [S.sub.j,tnt] = 82662 [S.sub.j,ini] = 19139 kNm/rad kNm/rad Fig.
The numerical model of contact problem obtained by FEM, including incorporated experimental obtained F-[DELTA] diagram for the bolts, gives the better real solutions for maximum loading of the end-plate
connection of the steel construction than EUROCODE 3.