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@Retrograde. Yeah it used to be Hw instead of H in AS3600-2009. @rapt. By L1 as the base height do you mean Lw =7.5m and H=3m for Vuc0 location? Or Lw=4m with H=3m plus Lw=3.5m with H=9m?

Hi fellows, As3600 wall Vuc depends on the H and Lw. I understand that H is from wall base to top slab. However, I am not sure what H should I use when there is a change in wall configuration? For example, say I have this wall that is 7.5m long at ground level while 3.5 at level 1 & 2. What are...

Thanks HTURKAK It is not temporary. I did have this slope in my design and have checked the deflection. That slope will then have backfill. I am concerned about using the torsion of capping beam for retaining.

Capping beam is 600mm deep so enough development length for bars from block walls

Hi, I have situation where I have to run a 1.4m high retaining wall above capping beam which are sit on top beam piers spaced at 1.5m. The overturning moment from this 1.4m retaining wall is about 10kNm/m and I have check the torsion capacity of the capping beam and it is working fine. I have...

I have concentrated load applied to a square section and am wondering if there is a simple way to check the buckling of its web?

Thank you very much. Sorry for the wording. Yes, there is one roof above, see below image. I will go ahead with the 3-sided diaphragm approach. However, I was wondering if we can treat the floor and lower roof as one single diaphragm using the wall above? Please see below. @DoubleStud, I do...

The red lines are timber stud walls

Hi fellows, I have a situation where the timber floor is disrupted by another roof at different height, and I cannot employee any internal lateral resisting system due to the limitation of the layout. It seems like the only way is to use external walls for lateral only, which means the...

Thank you. Sorry this might sound like a stupid question but when prestressing the slab, will there be a corresponding lateral force being applied / transferred to the top of columns or walls (in addition to the volume loss due to shrinkage and temperature) and I should thus provide dowel bars...

Thank you everyone. Will the restraint from internal walls an issue and thus require dowel connection as well since you have been mentioning perimeter walls? Is inwards deflection of columns due to prestressing a concern here for columns?

Can anyone please tell me what the difference is between traditional RC slab and post tension slab when it comes to the connection design between slab and columns or walls? (I don't know much about PT) I have this following scenario that I am wondering what to choose and why? Also, if the...