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why is your post deflecting is it connected by moment connections to other structure? typical deflection limits are based on either comfort / asthetics or if brittle surfaces are attached to the concerned structure then limits on the curvature in the form of span/limit which is to prevent cracking.

Hi I have a beam landing on the corner of a continuous masonry wall, if a corner padstone is used is it reasonable to design the bearing pressure under the padstone as if it was a straight padstone centrally loaded? the design codes do not consider this case and i am wondering about accounting...

Hi I am doing a check on an observation tower which essentially consists of a wooden hut on a bare braced steel frame and wanted to check if my wind loading is correct. I am using Eurocodes and the tower arrangement with a clad structure on top doesn't appear to be considered directly, from...

thanks for the reply, i had same thought with plug and tension, problem with the backing plates is that they will only help with the failure mode for double bending in the plate, not the more critical failure of single bending and bolt failure. the seat and top plate is an interesting idea...

Hi, I have an existing portal frame structure i have to check where there appears to have been a mistake in the fabrication of the column / rafter connection, the column flange holes for the bolts were misaligned and new ones were drilled to match the haunch endplate. Many of these additional...

Based on the way its drawn, you will have moment in one of the geometric axes (the ones parallel with the flanges), the minor and major axes are the principal axes and will be at 45° to the geometric ones in an equal angle triangle. You can resolve the principal bending moments with simple...

Hi, I am looking at a mezzanine design to Eurocodes (EC). The advice specific to this type of structure seems a bit sparse, BRE Digest 437 gives guidance that is mainly to the old British Standards (BS) but dips into Eurocodes as well. My question is regarding the appropriate equivalent...

not quite sure i understand why the load would not spread around a continous corner, would it not be similar to load spreading into the wall from a beam bearing on a nib?

If the masonry turns the corner without creating a vertical joint, how would this affect the angle?

Thanks for the advice

Hi, I have a question regarding the general angle that should be taken to distribute loads through masonry for the purpose of designing structure lower down the wall. I have looked online but cannot find a specific reference to this, EC6 6.1.3 shows a 60° spread below a concentrated load...