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Thanks all for your input, it's been a very interesting discussion. I did ask the technical team behind the software im using for FEA (SpaceGass) and they're adamant each direction has its own dedicated shear capacity (and shear reinforcement if necessary). In theory, the shear reinforcement...

@Tomfh, sweet, thanks for clarifying that. The issue is I couldn't really see this issue covered in the literature to justify my position on it. In some critical areas, yes I have larger combined Asx + Asy than the forces acting alone. The loading arrangement and layout of the slab is more...

I appreciate shear reinforcement in slabs is not cost effective though for this slab there is a limit on how much I can increase the depth. The walls are in both direction. The structure is an underground vault with large axial forces going through the slab. Ignoring shear reinforcement for a...

The analysis is done using FEA plate modelling. Whats done manually is the reinforcement calculation for a 1m strip.

In a two slab (supported on walls), if designing manually using strip methods, should the shear reinforcement required for x direction (Asx) be summed with the shear reinforcement required for the y direction (Asy). The total area (As) be applied to the critical regions? Otherwise, is it safe...

Its a mining site with a conventional construction, tunnel strip footings poured insitu and thin precast concrete shells placed over the footings. AFter this all the material that was excavated will be backfilled. The material immediately around the tunnel would be engineered fill to 98% MDD.

@geotechguy1, would that be the case where no soil arching would occur? Say footings on a continuous rock. In this case using a conservative analysis model of soil mass over tunnel roof + 45degree wedge either side would seem appropriate... In my case, the footings are founded on a clay layer...

Thanks for all the input. I think I need to clarify, the footings are definitely designed for the soil mass above the tunnel (as a vertical hydrostatic pressure from the surface down). My confusion is about the part of the footing that sits outside the tunnel walls and if I need to include a...

I'm designing the footings for precast tunnel shells. The tunnel is located 20m below grade and the footings are concentrically placed to the tunnel shell walls so as to avoid any instability. Would it be correct to assume the soil column over the overhanging part of the footing can be ignored...

Thanks all for the input.

Thanks for the response. Before you mentioned weep holes for a secant wall. What is a common spacing and diameter?

@PEinc Understandable. Part of the structure does offset back 1m. I doubt we will have permission to enter the property at that part to underpin. What solution do you recommend in that case?

The existing building is approximately ~200-300mm away. For soldier piles how far would they need to be spaced considering the risk of damage if any soil caves in. For grouting, I've seen builders use contractors who inject grout to stabilise sandy soil for short term excavation.

I am looking for some solutions to a retaining wall proposed along a boundary with a nearby existing structure on the retained side. There's no reported water table near the proposed 2m excavation but the area is subject to frequent flooding. The soil is medium dense to dense sand. The current...

Thanks for the help guys. Very much appreciated!

@Retrograde, you are right, the number and size of bolts is well over what is required for shear. I'm mainly concerned with any rotation induced by the cantilever beam which may add additional stresses at the ends - not really sure how to work that out.

Hi all, I need some advice for a detail I am struggling with. I am designing a roof deck which will be fixed to existing concrete panels. I'm struggling with one detail which involves the fixing of a steel beam to the existin 180mm thick precast concrete walls on either end. (see attached...