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Just a few notes on the book (I have discussed some of them with the authors):

1. EC2 doesn't state that the depth of neutral axis MUST be limited to 0.45d for C < C50/60 when the design of a beam's section is carried out following the execution of a global linear elastic analysis for a given structure.
This basically wrong statement is made in the book under section 4.4.2.
This statement only applies, alongside with other conditions, to cases when limited redistribution of moments has to be carried out.
2. The generation of the rectangular column interaction diagram with unsymmetrical reinforcement arrangements, as dealt with under section 4.8 of the book, is not fully correct.
The way the point (Nu = N0, Mu = 0) is calculated in the worked example is not consistent with the explanations provided at page 89; in fact, the book correctly states that when concrete tends to a state of uniform compression, the concrete strain shall be limited to 0.00175, and, hence, that will be the strain of both compression and tension steel.
This is clearly shown under the Concrete Centre's TC-52 EC2 spreadsheet ('Calcs'); under the book, instead, both tension and compression steel are considered as yielded, with fst = fsc = fyd!
This could have been the case when considering ec3 = ec2 = 0.0020 for concrete of class < C50/60, and the usual UK steel B460; in this case, in fact, fyd = 400MPa, eyd = 400/200000 = 0.0020, same as ec3, ec2 for concrete (for a, today, more common B500 steel, eyd = 0.00217 > 0.0020 and >> 0.00175).
Notwithstanding being the most recent, this version of the book seems then to have been only updated in terms of the value of ec2 = ec3 limits to be considered, but not vis-a-vis of the interaction diagram construction.
Moreover, the procedure for calculating point (Nu = 0, Mu = M0) is not expressly dealt with in the book.
I'd gladly listen to contributions from other readers of the book in this regard...