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)

Design and detailing-illustrative examples 425
2·9kN
t 4-7kN =10·4kN J0.4kN
4·7+5·7
2·9kN
• 4·7 kN
c-
- - --r
1·5m
20kN
-t-
A B c 0
-
_L
7·8+9·5
1·5m
i 7· 8kN •17·3kN 17·3kN t 7·8kN
7·5kN 7·5kN
I·
8m
·I·
10m
·I·
em
·I
Fig. 11.4-15 Lateral loading for first floor (kN)--portal method
Fig. 11.4-16 First-floor bending moments (kNm) due to lateral loading-portal
method
Thus, for the maximum elastic moments in the span BC, and its adjacent
columns in this instance, the choice has to be made between those given in
Fig. 11.4-5 and the summation of those in Figs 11.4-9 and 16. In this
example it can be easily seen that the latter combination produces the
least bending moments, and those in Fig. 11.4-5 are the ones to use in
constructing an elastic moment envelope for design.
11.5 Design and detailing-illustrative examples
The examples in this section follow the style of Higgins and Rogers's book
[3], which can be strongly recommended for further reading. These
examples illustrate the design and detailing of the main structural members
of the multistorey building shown in Fig. 11.5-1. The structure incorporates
suitable shear walls and bracings to resist lateral loads. The
dimensions listed in Fig. 11.5-1 are based on preliminary member-sizing
calculations, using design aids such as Table 11.2-1 and Figs 11.2-1 and
11.2-2. The design information is given below: