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I am looking at a project where an existing old building has rotten floor joists on the 2nd floor (3 storey and roof). I am planing the support the floor from below and remove the rotten ends of the joists replacing them with new spliced joists. As part of the process i want to ensure the wall...

The existing slab is old. I would expect it is on grade however i doubt it was ever adequately compacted. I suppose if the grade was not compacted and settling the client would have bigger problems than the stud wall? When you talk about designing it as plain concrete obviously the shear at the...

Can anyone point me in the right direction for information relating to line loads on unreinforced slabs. I need to check the adequacy of an existing domestic insitu ground bearing slab with a load bearing structural stud built off it. This is lightly loaded but I would like some further...

Patswfc, I have calculated the wind load more accurately and the co-eff has reduced. I have also used the reduction factors in the code as the canopy the 5 bays (I assume this was correct?). Have you designed any canopies using this code, it states the wind load co-efficients apply for all...

I agree, this is just the sketch we recieved from the client, it will have to change. Any other ideas on resisting the uplift?

I am looking at a grandstand project. The seating etc. are all ground bearing with a cantilevered steel canopy roof over. the canopy cantilevers about 9.5m and it has been proposed to support this using 2No. columns at 1.5m ctrs. (back span 1.5m for rafter) (See attched sketch detail) In...

Cheers guys

Looks like you are supporting a triangular load (approx.) from each slab panel. Assume 45 degree lines from the corner clumns and work out the area of the two triangles.

I am considering using piles to support drainage (uPVC pipes). In this situation how far apart should the piles be placed and should I specify a beam or precast floor slab unit spanning between piles to give continuous support. If a beam or slab is provided would it need extra piles to stabilise...

I agree with Miketheengineer. If you have a point load from wind etc. on say a horizontal eaves beam this must be resisted by the brace which will go into tension. Simply resolve the forces to gat an axial load in the brace member and check the axial capacity of that member at the connections...

Your foundation will have the vertical loading and a horizonal loat at its top. This can then be designed like a moment resisting pad foundation but you woll have to watch the uplift force on foundation at the tension side of the wall

I can point you in the right direction for a simple and quick design spreadsheet for UK. Very fast for preliminary design.

FinnB, I was also concidering this option but was loking for some experiance of similar situations. I would have though it would be better to have a deeper cushion of hardcore though?

I have asked for the contractor to dig a trial pit at the opposite side of the house, If its less than 3m to rock I will get them to found on the rock with trenchfill, I suppose I am wondering about the options if this isn't the case.

I have a project where the client excavated foundations to firm bearing for a house. In one corner rock (schist) was encountered over approx. 5-10% of the building footprint. Is it possible to found on the two stratums and provide a movement joint at the junction. If so what issues need...

It is actually the wall stem that is failing, either by inner face tension or outer face when propped. I think the gravity concrete retaining wall behind the origional may be the most practical and cheaper option.

Hi PAtswfc, In answer to your question the architect designed/drawn wall is 680mm thick at the base with an additional drained cavity and inner leaf( small vertical load on this). At the moment the wall is inadquate even taking acount of the loads over. I have also checked the wall as propped...

Looking at your sketch I would design the top section as normal and then design the lower section as a cantilever with the hoiizontal reaction at the top of this section from the wall over. I think the vertical tension and compression could forces for foundation design could be checked assuming...

Any thoughts?

Hi all, I have been asked to look at an existing semi-basement (retains max. 2.8m). This was built about 5yrs ago but has not yet been passed by the local authority. I have been asked to prove the basement structure as constructed is adequate. It was build using blockwork with an external land...