Simply supported steel plate/decking design.
Simply supported steel plate/decking design.
(OP)
Hi guys,
I'm currently designing a temporary scheme to cover an open stair well, allowing vehicles etc. to pass over.
The scheme is a series of beams spanning across the opening, with flat steel plate then spanning between the beams (essentially acting as a simply supported beam). Please see the attached sketch.
When it comes to designing the steel plate, assuming there is a point load applied at the centre of the plate span, point 'x', when calculating the elastic modulus (for bending moment capacity) is the whole width of the plate considered (2200mm)? Because I'm not sure that the bending stress from a point load would be spread across the full 2200mm width of the plate? This doesn't seem to be covered in the British Standards.
Many thanks.
I'm currently designing a temporary scheme to cover an open stair well, allowing vehicles etc. to pass over.
The scheme is a series of beams spanning across the opening, with flat steel plate then spanning between the beams (essentially acting as a simply supported beam). Please see the attached sketch.
When it comes to designing the steel plate, assuming there is a point load applied at the centre of the plate span, point 'x', when calculating the elastic modulus (for bending moment capacity) is the whole width of the plate considered (2200mm)? Because I'm not sure that the bending stress from a point load would be spread across the full 2200mm width of the plate? This doesn't seem to be covered in the British Standards.
Many thanks.






RE: Simply supported steel plate/decking design.
http:
(see page 26 for the tank loads). Safety factor 1.35 for transitory loads.
You need to consider your expected vehicle loads and mandatory codes.
A more proper model would include the ability of sliding at contact,following the effect of the deflection of the beam, to add the effect of the beam deflection. This can be mimicked to some extent by iterative equalization of displacements between beam and plate at the contact line, or in a more limited way by putting some doubly hinged (on X and Y displacements) minicolumns between the plate and the supporting beams. Better to make such notional columns somewhat long and not very rigid to forestall spurious forces from axial force variation and maximize effects on the plate.
RE: Simply supported steel plate/decking design.
RE: Simply supported steel plate/decking design.
If one wants as new reutilization of the plate, the von Mises stress at service level, in a nonlinear plus P-Delta calculation better shouldn't exceed the limit of proportionality, that must be identified for the particular steel. For battle plates, just meeting Fy at factored level may be enough.
Fatigue concerns need be considered, in whatever the way what above might affect.
RE: Simply supported steel plate/decking design.
http
RE: Simply supported steel plate/decking design.
Since not an extreme application, just a complete set of the aforementioned calcs could be enough.
Theory and Design of Bridges
Petros P. Xanthakos
1994 John Wiley and Sons, Inc., NY
has info on orthotropic deck bridges.
RE: Simply supported steel plate/decking design.
Borckenbrough, Merrit
McGraw Hill 1994, NY
on Orthotropic plates, attachment
RE: Simply supported steel plate/decking design.