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)

Job No.: 1959/65/67
Trinity and Newnham Colleges
Date: 4 December 1987
Design and detailing-illustrative examples 451
Foundation - 1 sl I loor 1st fl.-- 2nd fl. (2nd-3rd) 3rd floor -roof
Link Vert. bars Section Link Vert. bars Section Link Vert. bars Section
.. ~
E
0
_E _..,
.0
o"' oo
0
oo
~r o-
1;t
J Iii 2nd t3rdl -~ :,oof
I v
--=· I-· ~ FF·-·-f.-:_-I--. I--·--= >=:::· r==:~ ·f--·
1-· -·-1-·- -·- .
0
® N cp
~
0 cp
0 I I 0 I 0 M
0
M N M
I M I N
~
"'
I
M I
-.# 1- -.# 1- -.# 1-
-.#
I -.# I
"" ""
- 11 :l:z
1~1
Q:
1 1
Q:
I
"'
N
I -.#
Cl)
..
~
2 2
Q:
3 3
M
I ~ ~
I
-
vFdn
- - tl -'1.
l Starter bar
(2nd) 3~d
I r -· f- ·-r--· -·-· -· -~
f.-
f-.;--·- -. ·-
(fooling) ..L l.
Note: Cover to links= 30
Fig. 11.5-15 Internal column-Trinity and Newnham Colleges
Comments on Step 2
The column and beam stiffnesses, as shown in Fig. 11.5-14, have been
calculated using BS 8110: Clause 3.2.1.2.5, as explained earlier in Section
11.4(a):
(a) The column moments may be calculated by simple moment distribution
procedure, on the assumption that the column and beam ends
remote from the junction under consideration are fixed and that the
beams possess half their actual stiffness (see Fig. 11.4-1(h)).
(b) The arrangement of the design ultimate imposed load should be such
as to cause the maximum moment in the column.
See also second moment of area in Section 11.4(a).
Comments on Step 3
The bending moments in the columns have been calculated from BS
8110: Clause 3.2.1.2.5, referred to above. The out-of-balance moment of
226 kNm at the roof junction is taken from the design calculations for the
roof main beam, which have not been presented in this book owing to
space restriction. The calculations are similar to those in Fig. 11.5-5
except that gk is 25.4 kN/m and qk is 8.3 kN/m (imposed load = 1.5
kN/m 2 ).