Which coefficients to select for slabs monolithically casted with beams - Eurocode/BS code 1

[Pretty Girl]

In BS 8110, Table 3.14 on page 37 mentions the bending moment coefficients for slabs.

Most of the slabs in modern day structures are monolithically casted with beams.
For instance, the following slab monolithically casted with beams around it.

The following slab panel marked with red, is discontinued in one side. So, as per the Table 3.14, the coefficients for it should be taken as "one short edge discontinuous". which indicates no hogging moments will apply at that "short edge"

My question is, although the slab panel marked with red is discontinued in one side, since the beam is monolithically casted under the discontinued edge, should it be considered as a continuous edge? as I see, hogging moments on the slab at the discontinuous edge will be there at the support because of the monolithically casted beam. So, we cannot say that it doesn't have moments (zero moments etc) at the discontinued edge. It has moments as it's fixed to the beam monolithically.
Which one from the Table 3.14 should be selected for the above case?

 

[rapt]

Because it is "discontinuous". A small moment will develop there from torsion, but no where near the full moment for a continuous edge.

 

[Pretty Girl]

@rapt
That table does not provide any coefficients for the discontinued edge. So, how do you determine the moment generated on the slab on the discontinued edge near the monolithic beam according to BS8110? We can't neglect that moment.

 

[AGLeir]

If I remember correctly, the moment in the discontinued edges are taken as one-third the midspan moment.

 

[HTURKAK]

It is true that partial fixity will occur at discontinuous edge due to torsional resistance of the edge beam but it is not considered in the analysis. Nominal min . hogging reinf. should be provided to limit the cracks .

Pls look EC-2 Clause 9.3.1.2 ( Reinforcement in slabs near supports )

(1) In simply supported slabs, half the calculated span reinforcement should continue up to the support and be anchored therein in accordance with 8.4.4. Note: Curtailment and anchorage of reinforcement may be carried out according to 9.2.1.3, 9.2.1.4 and 9.2.1.5. (2) Where partial fixity occurs along an edge of a slab, but is not taken into account in the analysis, the top reinforcement should be capable of resisting at least 25% of the maximum moment in the adjacent span. This reinforcement should extend at least 0,2 times the length of the adjacent span, measured from the face of the support. It should be continuous across internal supports and anchored at end supports. At an end support the moment to be resisted may be reduced to 15% of the maximum moment in the adjacent span.





I cannot give you the formula for success, but I can give you the formula for failure..It is: Try to please everybody.

 

[Pretty Girl]

@HTURKAK
Thank you for the detailed informative answer.

and thank you all others for replying.