F. K. Kong MA, MSc, PhD, CEng, FICE, FIStructE, R. H. Evans CBE, DSc, D ès Sc, DTech, PhD, CEng, FICE, FIMechE, FIStructE (auth.)-Reinforced and Prestressed Concrete-Springer US (1987)

452 Practical design and detailing
Comments on Step 4
As explained (in the first sentence) in Section 7.3, BS 8110 defines a short
column as one for which the ratios lcxlh and lcylb are both less than 15.
Comments on Step 5
The roof loads are taken from design calculations for the roof main beam,
which are not shown here owing to space restriction.
Comments on Step 6
BS 8110's definition of the design minimum eccentricity is explained in the
definition of M following eqn (7.3-2).
Comments on Step 7
See 'Limits on main reinforcement' in Section 3.5. For the column lengths
from the 1st floor to the roof, we could have used smaller bars than size 25.
However, size 25 bars have the advantage of providing a robust cage with
the links. Besides, it is good practice to limit the spacing of the column
main bars to not exceeding 250 mm. With size 25 bars, the spacing is just
about 250 mm.
Site Ref.: Job No.1959/65/67
Trinity and Newnham Colleges
Date: 4 December 1987
Bar Type No No Total Length
Member mark and of in no. each
size mbrs each bar
mm
Shape
Shape Code
(BS4466)
A B 0
mm mm mm
1 T32 1 4 4 4800
~ 41
-OT
3075 700 70
Column
89
2 T25 2 4 8 4800
~ 41
or
3450 550 55
3 T25 1 4 4 3875
~
or
41
2535 550 55
4 R8 4 13 52 1400
Ej
60
310 310
Fig. 11.5-16 Bar bending schedule-Trinity and Newnham Colleges
(see also Fig. A2-2)