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)

404 Practical design and detailing
_1000
I
3·0 0·67
~ ~· ::--.· 2·0 0·67
~'
fcu=40 N/m~ ~ ~
(()
II).!!
Q).Q 1 +
~~ ~· ~·
1·0 0·67
§! e ~~ ~r
uo n,·· "'·,
)i .!:: 600 ~ ~·
~
$;' §
"C > (tj ~· 3·0 0·33
~;'/
~~~·~~Y
t1'
.D
2·0 0·33
-~
400
6 1·0 0·33
~'\:.
+
>u
0·15 0·33
-II
z
200
~;;·f
.JI:
- f ~
> /. /"'::
d
%
0 200 400 600 800 1000
Effective depth d (mm}
Fig.ll.2-2 Relation between shear resistance and effective depth--rectangular
beams
Table 11.2-1 Ultimate axial loads ofshort square columns--eqn (3.4-2)
Ucu = 40 N/mm 2 ;/y = 460 N/mm 2 )
Column Ultimate load kN (eqn 3.4-2)
size
(square, mm) (! = 1% (! = 2% (! = 3% (! = 4%
300 1750 2060 2370 2680
350 2380 2800 3220 3650
400 3110 3660 4210 4760
450 3930 4630 5330 6030
500 4860 5720 6580 7450
stresses may occur in a particular part of a structure when the imposed load
is completely withdrawn from some other part-see Section 1.5 and Fig.
4.9-6.
BS 6399: Part 1 [4] gives the design imposed loading for many types of
structure from art galleries to workshops. Two alternatives are given,
uniformly distributed and concentrated and as an example the values given
for reading rooms in libraries are 4.0 kN/m 2 and 4.5 kN respectively.
The floor slabs have to be designed to carry whichever of these produces
the greater stresses in the part under consideration. Since it is unlikely
that at one particular time all floors will simultaneously be carrying the