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Thank you all for your information and insights.

I noticed that the BS8110 AND Eurocode2, suggested some tables of coefficients (Table 3.14) to calculate moments occur in two-way slabs. But they are rectangular, and further I noticed they can't be used if the slab length is more than twice the width. What if I have a triangular or...

@HTURKAK Thank you for the information with clauses. It helps. And thank you for the book reference. I'll go through it :)

@HTURKAK Thank you. Further, do you know how to find the 'X' distance from the supports?

@BridgeSmith Yeah I get it needs anchorage at the supports. Other than the anchorage at the supports, the top r/f is ok? I'm trying to understand the concept as well. And how to calculate the distance 'x'

I have calculated the following for a slab. Obtained the area of steel required in accordance with the eurocode2. It has fixed end supports. Compression r/f were not needed. The top reinforcement shown below are for the hogging moment. I have calculated shear r/f needed as well, but didn't...

Thanks a lot for the information and for the example calculation.

Thank you for the confirmation.

Thank you for the reply. Now it makes sense.

In the Eurocode 2, to calculate minimum reinforcement, there's the following equations. For the concrete grades above C50, the last formula is used. However, it contains "Ln", does it mean effective length of the beam, slab etc? Or something else? I didn't notice the definition is given...

Thank you for the kind reply and the references to the clauses. Hope you'll break a leg at the conference. Best of luck.

Thank you for your reply. Yes I was correct it seems, it can create issues if the concentrated load is large enough. By the way, you had referenced the 'Australian Standards". I must mention that I feel "Australian codes" are one of the most organized and clearly explained engineering codes...

I felt the 'strut angle' can be like more than '45 degrees' (for the red concentrated load) and it can directly transfer to the bottom area before the supports. Because, we are designing the beam for the shear load at a distance at "d" at that point the angle is ok, but we have a very large...

Thank you for your kind reply.

Thank you for your reply. Old textbooks might also be wrong/outdated anyways. Old research often being replaced with new research :) I felt it's odd to blindly follow "distance at d" rule. I felt like if the concentrated load is large enough and near to the supports it can create issues. So I...

Following equation is for the calculation of shear r/f for a beam according to Eurocode. The Eurocode expects us to calculate the shear force at a distance of "d" from the supports. Let's suppose the shear force at a distance of "d" is 150kN, and red arrow shear force (from a point load etc)...

Thank you for the information. It's useful.

Thank you for the information. If you re-arrange and isolate "Asw/s", both the equations provides the ratio of reinforcement, won't they? So, why can't I just use the first equation only to get the required shear r/f? I still don't get the unique use of having two equations.

Thank you for the information. Both provides shear r/f ratio if you re-arrange them. You can isolate "Asw/s" for both the equations. Since the second equation to calculate shear resistance Why Can't I use the same equation to calculate the required shear r/f? If I apply the "Design shear...

I'm calculating shear r/f, So, I came across with the following two equations for concrete beam shear reinforcement, mentioned at totally different pages in the same Eurocode2. I already calculated the Cot theta angle (strut angle). And I can see that can feed the "design shear (Ved)"...