Recent content by damo74

Agreed. Thanks for the help.

Thanks hokie66, In this case, do you think the ud area loading could be reduced to take into account the perforations in the plate or would you apply the whole area loading over the reduced area of plate?

Hi all, I'm trying to design a perforated steel plate subject to two load cases, one of which is a ud area load, the other a point load. The steel plate is to be used as infill in a balustrade at a train station. I have found Pounder's equation which appears fine but it applies to the...

Thanks guys you've confirmed what I expected. I'll take it from here.

Hi all, I'm designing a member that is supporting vertical load. The member is to consist of 2 steel beams, one placed directly on top of the other. I want to design them to act compositely and therefore I want to use bolts to fix the top flange of the lower beam to the bottom flange of the...

Excellent advice (especially that previous discussion listed above by csd72). Thanks guys

"if the roof has shear-stiffness, then it distributes the forces to the 3 remaining wall." I assume you mean a concrete roof which would be quiet stiff. What about a timber roof with say a plywood membrane fixed to the top or bottom of the rafters? In the absense of structural calculations...

Hi everyone. I have a query about simple lateral stability of buildings. If you take a simple cube and apply lateral forces to it (say east to west), I normally assume the roof and any floors act as deep horizontal beams and transmit all the forces back to supporting shaer walls (north and...

That's a good idea for future options valleyboy. Thanks. I've checked the masonry wall panel with external wind suction as this will give worst case loading when added to the outward roof spread. This idea works fine.

Thanks valleyboy. Yes I had considered using an eaves beam but I was trying to avoid it. My panel is working suuported on 3 sides with a line load. But for future reference, the ply web beam sounds interesting. However I don't know how it would be constructed or exactly in which plane it...

The wall height is approx 1200mm high and 4000mm long between butressing walls. Haven't looked into using the roof sheathing as a diaphragm.

Houseguy, Firstly, the wall is supported on 2 sides by buttressing walls and on the bottom by the floor construction. Secondly, the wall is constructed from masonry, not timber frame and therefore it has some bending moment capacity like a flat plate. The design is in accordance with BS5628.

Another idea I thought of was treating my wall as a laterally supported wall panel supported on 3 sides by the bottom slab support, and 2 buttressing walls. I've checked this panel with the lateral ud line load from the roof rafters applied to it, spread it over an acceptable width and it...

Thanks guys. I've actually used DaveAtkins' solution in the past-I was just looking for some comfort in my logic I suppose! Also DaveAtkins 2nd point I would agree with, as my wall overturning calculations would suggest.

Thanks guys. I'm actually more concerned about possible supporting wall spread. What lateral deflection limits do you use for the wall? In the past I've used H/300 as my limit. Another option I've checked before is to use a pinned support at each of the feet of the rafters and applied the...