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Ancon has shearfix: https://www.ancon.co.uk/products/punching-shear-reinforcement/design-program

For one way shear using the detailed method in ACI318, 'pw' is used in some of the equations which accounts for longitudinal tension steel, the simplified method for one way shear does not account for any steel.

We're working on a project in Flood Zone VE and are currently looking at the flood design loads on concrete shear walls below the DFE. We have a number of wall generally orientated perpendicular to each other distributed throughout the structure but with sufficient clearance to allow for the...

RAPT, I know I'm based on the US where unbonded tendons is common practice, however, based on the OP's previous posts I assumed he was referring to bonded tendons and so the maximum tendons length I provided were based on PTIA's 'Practical Pretress Detailing' - are you recommending the values...

The maximum pour size is determined by site logistics how many concrete trucks the contractor can get to site before they need to stop. The maximum I've experienced is 1200m3 in a day For tendon lengths, about 30m for a band beam, 40m for a slab tendon. If you use double live end tendons you...

Yes, I'm using the Wood-Armer method for twisting moments in the design strips, that's my default for all RAM models. I will try setting the program designed rebar to user deinfed bars. I've never done that before, but can see how this could this could help. Thanks Celt, you've been very helpful.

I'm using RAM Concept which can get a little funky sometimes when it comes to shear reinforcement. At the moment I'm using the simplified shear formula but I'm intend to work up a spreadsheet to use the detailed method so I can justify the larger shear capacity. I'm also not considering Vu >...

Thanks Celt, My slab is 16" thick. I've ran some hand calculations to check the one way shear and it is required. The software is showing the shear reinforcement where you would expect it, and is consistent with my calculations. You can't double count the shear reinforcement - is this stated...

I'm designing a transfer slab with no drop panels and I'm finding I need both one way shear and punching shear reinforcement which is something I never encountered before. I normally provide drop panels to avoid needing punching shear reinforcement altogether and so I just have one way/beam...

No - the critical section is considered to be at the face of the support - look at ACI 318-14 R9.4.3.2(f)for an example of your condition.

Where are the partition loads applied? 18kN/m is significant, I hope its supported on the beams. A sketch showing the framing arrangement and application of loads would be helpful

Reminds me of a story I saw recently - link

Aside from the obvious structural issues identified above, I've never seen a balcony slab set higher than the internal slab. I hope the architect has a tried and tested weatherproofing/waterproofing detail to handle this situation.

Can't the same look be achieved with some furring channels and gyp?

AISC Design Guide 1 recommends a limit of about 24in to prevent issues with warping due to the thickness of the plate when fabricated, assuming a 1/4in. plate.

If you're referring to PTI DC10.1 then I believe the latest version is the 3rd Edition which was printed in 2004 and then printed again in 2005 and in 2008 with a Supplement (still 3rd Edition). The 4th edition has not been published to my knowledge.

Sorry, you're right Jayrod...still haven't had my coffee yet

It would be 100kN/m^2 / 120kN/m = 0.833m. I would make it a 900mm wide footing assuming this can accommodate the total wall assembly and allow for some tolerance.

Your units are inconsistent, the party wall load should be in kN/m so you need to multiply the 60kN/m^2 by the tributary width on each side of the wall. The footing width would then be calculated by diving the allowable soil bearing pressure by the wall line load. If the 'ground bearing...

I think TEDDs has a wind loading calculator that works out design loads.