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I have some old university notes which answers your queries. See attached Your passive pressure acting on your shear key and base would help with sliding. Combined with dead weight of wall + shear...

I have used PD 6547 for this in the past. (UK)

When calculating horizontal wind loadings and designing the racking resistance of the timber frame, Would you design Plot 1 for both windward and leeward forces? or windward only? The two properties will be connected through party wall straps effectively which provide some level of racking...

SCI P398 Moment Resisting Joints to EC3

We have a fairly tall steel frame building bearing on to an existing 600mm thick RC slab. At the braced bays however the uplift is quite excessive and i am struggling to get a decent number of Resin Anchor fixings to work (i am using the Hilti Profis design and it is asking for 16no. M30s). My...

We have an unusual detail where we have our cladding rails to the inside face of the column. We cannot put column stays in to provide torsional restraint to outer flange as the stays would puncture through the cladding. Has anyone detailed torsional restraint without stays? We also have angle...

Have you tried using Hilti Profis Anchor Design software as a secondary check? I feel that the book is more onerous with the SWL as opposed to the software where Edge distances etc come into play

We always have to review the truss layouts and calculations here in Scotland as part of the SER scheme. Doesn't seem right to me to effectively rubber stamp truss drawings when you have not seen any calculations for them.

Yes I am sure the Piling Engineer would ask for deeper boreholes to be done to find good soil/ rock. I dont think they would be able to design a foundation solution based upon the weak soils noted in the bores. When you click on a username, at the end of the 1st paragraph it gives a location...

Send your information to a Piling Engineer and see what they think. They usually give preliminary advice for free, in my area anyway - not sure about Kuwait

We are working with an architect who wants to use timber posts to support an entrance canopy. The architect does not want to see the bottom of the post. We have proposed the attached detail, where the ground level finish is gravel. i am concerned about the softwood timber potentially degrading...

Never heard of this NHBC requirement and I have done this detail a few times. Maybe design to span/500 for your supporting beam if you are worried?

see P398 moment resisting joints to eurocode 3, page 72

Sorry CF74 did not realise it would be sitting on a neighbours footing. I would only do this if the foundation was owned by the same client.

Can you not pour a new foundation directly adjacent of the same thickness and bearing strata as the existing and use steel dowels at say 300mm centres? We have done this many times for new extensions. We have also used new to existing foundation overlaps in the past also. Using a suspended...

I would agree. I believe that your net wind will be quite low, and uplift won't be an issue but to satisfy the Client, I think this would be your best route.

You could adopt a pressure coefficient of wind loading to a canopy roof, to Eurocode, this is Clause 7.3, EN 1991-1-4. May be quite similar to your situation.

How thick is the fence? Wind uplift will have a negligible effect on the fence compared to the overturning generated from horizontal wind.

We have generally used document PD6547:2004 to Eurocode for guidance on this. The document refers to a street light embedded foundation which also takes into account the Ground Factor G which enables the soil self weight to be added in resisting overturning as well as the s.w. of the foundation.

Thanks masonry.geek that's what I'm looking for. Something to substantiate the value at least.