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7/18/2019 Foundations for Daily News Building
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264
The trzlcturat Eggheer
Foundations,Underpinning and Structural
Problems at the Daily News Building
in the
Citv
of
London*
d
By Frederick W. Slatter, M.I.Struct.E., M.Cons.E., M.Inst. W., M.Soc.C.E. France) and
Arthur
Brown,
A.M .I.Mech.E., M.Soc.C.E. France)
Synopsis
The subject argely deals with the constructional ork
below ground level for a heavy-type structure that has
recentlybeenerected n heCity of London.Like so
many buildings in this area, the sites extremely confined
and is hemmed in on two of its flanks by property of a
similar nature.Theext is mainly evotedohe
practical aspects of some of the more interesting founda-
tionandunderpinningproblems thatare peculiar to
buildings in the densely built-up areas. In such projects
working space is very limited and, due to this,ll design
considerations are inseparablefrom theconstructional
aspect.
When planning the rebuildingof premises of this type
much of the foundation work, where it abuts adjacent
property, is often speculative and it is not until excava-
tion and nspection holes are open th at positive proposals
can bemade. With his hought in mind, t will be
appreciated that here must be
a
continual flexibility
in design consideration that will meet the many varying
conditions as they arise. Many of the original designs
for founding the external stanchions ha t were based on
information obtained from old record drawings of the
adjacent premises had to be completely revised. Exca-
vation work proved these atter drawings to be incorrect
and the final decisions were often largely controlled by
practical considerations. The authors haveendeavoured
to concentrate on describing somef the more interesting
foundation units employed in the above premises, also
their construction, and have, at the same time, tried to
show the close relationship between design and practical
considerations.
Introduction
Thebuildingrecentlycompleted replaces an earlier
structure destroyed by enemy action during May, 1941.
Like its predecessor, the new premises are
a
complete
printinghouse, embodyingall he special features
of construction and layout that are vita l to ensure the
uninterrupted flow of newsprint for a group of the
national daily newspapers.
The original structure of the building was typical of
so many of it s day, i.e., par t steel framework and load-
bearing walls with brick vaulted retaining walls
to
the
basement. In he new building there is
a
complete
steel-framed superstructure with olid reinforced concrete
floors and additional deep basements also constructed
in reinforced concrete.
General Description of Premises
Like all property in the City of London, the site on
which the new building is constructed is extremely
confined and he commercialvalue of the ground is
relatively high, with the consequence that the whole of
Paper tobe read before the Institu tion of Structural En gineers at
11 Up per Belgrave Street, London, S.
W.1
on Thursd ay, October
8th 1954 at
6 P.m.
the site had to be fully developed. The site is bounded
on the north and south flanks by existing buildings, on
the east face by a narrow alley and the front elevation,
which faces west, a h t s a ypicalLondon side-street
carrying a regular heavy volume of vehicular traffic.
Fig. shows ageneralplan of the building and a
layout of the foundations, whilst Figs.
z
and 3 show
typical cross-sections from which it will be seen that the
total area occupied is by no means large. The structure
comprises seven floors, including
a
basement and sub-
basement, and he main roof level, excluding pent-
houses, rises to a height of
84
ft. above pavement level.
There are also many intermediate floor levels and all are
served by two main staircases nd three lifts.
Many special rooms are included to accommodate
printing and allied plant, the whole scheme being care-
fully designed to produce the maximum efficiency and
split-second timing that is so vital o he newspaper
industry.
To
meet bye-law conditions of light and air,
it was necessary o setback the building storey by storey
on its north, east and southaces at third floor level and
introducemansard slopes withdormer windows from
this point to roof level.
Site andBoundaries
Toobtain he necessary floor space for the newly-
planned plant and production, the present building is
provided with an additional sub-basement over
part
of
the site which did not appear in the earlier structure.
The floor level of this averages
27
ft. below pavement
level, whilst the general basement level is approximately
16 ft. below pavement level. Referring again to Fig. I
it
will be seen that the north boundary is immediately
flanked by printing premises belonging to the NEWS
OF
THE
WORLD.
This latter building is a relatively modern
structure-completely steel-framed except for its south
party wall,which is free standing, and is adjacent o
the
DAILY
NEWS
building. This wall is formed in
three parts , i.e., the western third being some IOO ft.
high, the centre hird 35 ft. high with a lighting well
over and the eastern third again IOO ft. high. In order
to onstructhe sub-basement, the westernfront)
section of this wall was underpinned to a depth of 8 ft., a
detailed description of which follows later in the text.
Thesouth flank is bounded on itseastern half by
premises belonging to the Associated Newspapers, Ltd.,
having a sub-basement approximately
5
ft. deep and
the remaining half, by existing DAILY
NEWS
property,
with a sub-basement 7 ft. deep. In addition, on the
south side is a public thoroughfare-MagpieAlley-
running partly through the DAILY NEWS property and
partly over Associated Newspapers premises.
Foundations
Generally, the practical aspect
f
these is complex and
the difficulties inconstruction were increased by the
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October, 1954
confined nature of the site. The major portion of the
ground on which the various oundationunits were
cast was blue clay and the safe ground ressure adopted
for design was tons per square foot. In the isolated
5
ft. deepsection of the building n the south-west
corner which was extremely confined, the safe ground
pressure at this level was taken at tons per square foot.
Due to the relatively high incidence of loading approxi-
mately 80 per cent. of the available site was loaded to
capacity.
News of the World ” Party Wall
This wall had been partly underpinned on two previous
occasions, initially when the basement n the earlier
DAILY NEWS
building was taken lower than the original
to be deepened at some future date without he new
foundation encroaching inside the NEWS OF THE WORLD
building. (It is pointedout hat t was necessary to
trim previousunderpinningduring hepresent con-
struction.)
This unorthodox method necessitated careful prepara-
tion and the ollowing procedure was adopted.
Each section was excavated in
3
ft. deep units at the
back of which a
6
inches-thick
in
situ reinforced concrete
skin wall was constructed and this concrete membrane
served as a permanent poling board. The shuttering to
this concrete had specially prepared walings, and while
the concrete was still green, these were strutted back to
the excavated ace by timber struts fittedith hydraulic
jacks. On reaching the required predetermined pressure,
Fig
NEWS
O
THE
WORLD building and, subsequently, when
the present NEWS OF
THE
WORLD premises were con-
structed.
In this present structure the sub-basement foundations
areituatedpproximately 8 ft. lower thanhose
existing. As previouslymentioned, theparty wall is
free standing and non-load bearing but the steel frame-
work to the adjacent property is supported on R.S.
J.
spreader beams bearing on the earlier underpinning.
After completion of all demolition, a general illustra-
tion of which is shown in Fig. 3a, the
first
construction
work executed was theunderpinning o hewestern
section of the above wall. In areas emote rom he
main raft foundations, this was carried out in alternate
6 ft. widths.Thisunderpinning was to extendonly
as far as the N E W S OF
THE
WORLD face
of
the party wall
in order to ake it convenient for the adjoiningasement
the timber struts were then tightened up by means of
folding wedges, thereby eleasing the load from the
jacks. As the wedgeswere driven home, the load
sustained by the jackswas gradually released and when
the load was reduced to zero the whole of the pressure
was taken by the struts leaving the jacks free for the
nextperation,Thisrocedurensuredositive
support o heexcavated face beneath heexisting
foundation and at the same time firmly embedded the
new concrete “ poling board ” into he clay, thus
reducing the possibility of any voids remaining between
the concrete and clay faces.
Having formed the first section of permanent shutter-
ing, succeeding approx.
3
ft.-deepsections were con-
structed in the same manner until the required depth,
i.e., 8 ft., was reached. t this stage the underside of
theexisting oundation was thoroughlycleaned off
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266
Fig.
Fig.
3
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October
954 267
after which he void formedwas filled with QualityfIfA
concrete (L.C.C.), leaving ag-inches spacet the top. This
aperture between the new and existing concrete surfaces
was finally filled by ramming in half dry :
sand and
cement to complete the underpinning operation.
typical detail of this work is shown in Fig.
4
Retaining
Walls
Whilst these operations were being carried out, work
proceeded
o
the excavation for the AshentreeCourt
(east side) and BouverieStreet (west side) retaining
walls.
The digging on the Bouveric Street frontage was to be
some 3 ft. below pavement level and, since the road
over is traversed by very heavily loaded lorries bringing
reels of paper to the various printing houses, great care
was necessary in the construction of this wall. To
foreign matterand hequality
of
its waterresistant
properties proved extremely successful.
Both theaforementioned walls were basically designed
as
cantilevers, and in each case the oe o he wall
included a continuous beam foundation which supported
some of the main stanchions.
Referring to the Ashentree Court retaining wall,
this
differs from the Bouverie Street wall in so far that the
stanchions on this external face are supported directly
on the wall at ground floor evel. This procedure was
adopted so tha t he whole of the basementcouldbe
constructed, thus leaving a free unencumbered area in
which the teel erectors couldultimately work. The
alternative to this method was to found the stanchions
on this face at basement level which would ave involved
erecting the lower lengths of these members prior to the
casting of the wall. In view of the complexity of this
Fig. a Photograph
by
courfesyo D ILY NEWS LTD.
ensure continuous stability to the Bouverie Street-face,
it was decided to construct the northern and southern
corners of this side
of
the basement before excavating
the centre section.
In view of the considerable depth of the sub-basement,
due consideration was given to the problem of ensuring
thathe rea woulde waterproof. Borehole tests
carried out before the commencement of thecontract
didnotdivulge anystandingwater at he proposed
excavated depthsand it was, therefore, assumed that
the water problem would not be very serious. However,
a small but continuous flow of water did appear in the
BouverieStreet retaining wall excavationemanating
from thenorth face.
To
resist this, the specification
for the concrete included
a
waterproofing admixture and
poker type ibrators weresedn all placing.
ll
vertical and horizontal joints were formed with inverted
dovetail sections. On completion of all daywork joints,
laitence was washed from the top of the freshly-placed
concretewith a high pressure waterspray-this was
carried outwithin
14-2
hours after placing. Surfaces
treated in thismannerproduced anextremelyclean
appearance with he aggregate exposed and subsequently
this was coated with a cement grout immediately prior
to the next casting. The joint thus formed was free of
operation also the difficulty of lining the stanchion
shafts, he former method was adopted. To distribute
the stanchion oads, the wall was thickened beyond that
required for apure cantilever unitand pockets were
formed just below ground floor level to receive the
stanchion bases.
In the course of excavation, precast concrete poling
boards were adopted as asupport o heearth face
behind the timber walings and these formed permanent
shuttering to the outside face of the wall. The concrete
poling boards were
3
ft. x
f t
in. thick, and were
providedwith wo Ii-in.diameter holes hrough he
2-in. thickness for the purpose of forcing grout between
the board and he clay face. Unlikeimberpoling
boards whichwould have to bewithdrawnafter con-
creting and the remaining void filled, grout was forced
through the holes, thus enabling all voids between the
concrete and the cut clay face o befilled solid, thus
preventing any local settlement n he road.
The problem of designing thetruttingohe
excavated face to facilitate theplacing of reinforcement
and rrange a practical oncreting rogramme was
carefully considered athe outset.n deciding the
complete arrangementno factor could be settled without
full consideration of all allied problems.Shown
in
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Fig.
are
typical details of the procedure adopted on
the Bouverie Street wall. The concretepolingboards
were held back to theclay face in the first instance by
a
timber sub-waling and this in turn was retained by
a
series of timber spacing blocks, spaced conveniently to
allow the reinforcement to be fixed. These blocks were
restrained by the main walings which developed heir
support from the struts bearing on the dumpling. Each
frame of timbererected
as
theexcavation proceeded
was
3
ft. below the preceding frame, the poling board
length was made he same to simplify the support to
this atterunit. Fig.Sa shows thenearly completed
Bouverie Street wall.
At the south-west cornerof this site , problem existed
where two of the s tanchions in theew building
Nos. 38
fromeach unit
so
that it couldbe appedwitheach
succeeding unit. As the openings formed at each opera-
tion were made larger than is normal for conventional
underpinning, temporary steelstruts bearing on concrete
pads were inserted beneath the existing foundation and
these were eventually cast in with the new raftl toe.
Fig. 6 shows
a
general arrangement of the foundation.
This section of the work, as
a
separate unit, required
seven months to complete. Some idea
of
the excavation
for this operation is shown in Fig. ba, and Fig. 6b is an
illustration of the shaft after emoval of the timbering.
Another interesting combined foundation and under-
pinning operation was carried out on the north sidc of
the building, adjacent nd nderneathhe western
section of the NEWS
OF
THE WORLD par ty wall. Behind
and
31
with base loads of 437 tons and4 5 tons respect-
ively) were sited n close proximity o he existing
D A I L Y
NEWS building
on
the western section of the south
flank. A complication in this problemwasbrought
aboutdue o hebasement in theadjacent building
being sited a t a level approximately 3 ft. below the new
buildingsub-basement level. Inaddition,
a
reinforced
concretetaircase block from the xist ing building
projected on to the new site, its area being some 2 ft.
wide 32 ft. long. This appendage was to be preserved
for future access between the new and old buildings
below ground level and had tobe maintained during the
construction of the new building since it also housed
vital switchrooms and ink storage anks. To provide
an adequate foundation for the two stanchions, it was
decided to form a combined base to be constructed a t
low level and partly below the aforementioned staircase
block. Thisparticularfoundation also formed the oe
to theBouverie Street retaining wall
t
the southend.
Themaximumdepth of underpinning for this was
8 ft.deep 6 ft. high and he overall ength 30 ft.
Constructionwas carried out in five units of varying
lengths, he reinforcementbeingarranged toproject
the main taircase at he north-west orner of the
building are si ted two stanchions, Nos
26 and
27
both
of which are positioned in the thickness of the party
wall, for their lower lengths, on the
DAILY
N E W S
side.
With such conditions obtaining it
was
inevitable that
these members would have to be founded on the undei*-
pinning and he base oads to thesestanchions were
96 tons and 29 tons for
Nos. 26
and
27
respectively.
I t was not possible safely to spread thepryssure througl
the underpinning concrete and it was decided to form 'a
combinedoundationwithtanchion No
28
(load
5 8 tons), which was sited 9 ft.
6
in. directly to the
south of the stanchions previously mentioned, approxi-
mately on
a
centre line between the two. Having
decided that a raft was a practical solution to support
the three stanchions, the method of constructing i t was
carefully considered. The most important feature of the
design was the complete continuity of the raft with the
underpinning, and to effect this the following procedure
was adopted.
The size of the raft needed to be 18 t. wide 5
ft
long and the 8 ft . width had to be constructed partly
under he party wall. I t wits considered safe to carry
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B M M R l E S TR EE T E TA IN IN G W AL L U U V A T O N
S E C T I O N SHOWINC STRUTTING T
PLAN
OH -A
Fig.
out underpinning in widths up
to
a maximum of 6 ft.
at
one ime, herefore, his raft at itsnorthernend was
made up of three 6 ft. strips.Eachsection of under-
pinning constructedwas cast completewith the necessary
raft reinforcement, a portion of which was left projecting
to be spliced with steel subsequently fixed in the remain-
ing raft section. Instead of the final pinning up
being
executed as described before, the top ide of the concrete
was kept down f t . 5 in. below the existing foundations
and pinned up at he first stage in engineering brickwork
laid withdry oints.The express reason for this was
because the brickwork had to be taken out again
at
a
later stage to eave room for the insertion of a grillage.
Stanchions 26 and
27
were 6 ft. 8 in. apart (cast to
west) and were to be supported on a foundation cast in
three eparatewidths for part of its lengthwith no
lateral connection. To ensure the whole foundation
wouldwork as amonolithic unit, a combined grillage
formed the base to these stanchions, thereby spreading
the load across the foundation. In he emporary blue
brick underpinningmentionedabove, hree 2 ft.-wide
pockets were left forming openings between the under-
side of the existing foundation and thenew underpinning
concrete, these openings extending back to the concrete
skin wall.
After this work was completed, the excavation for the
main section of the raft connected to this underpinning
proceeded. Aswillbeseen in Fig.
I
theconstruction
was furthercomplicated by he presence of a lift pit
adjacent o stanchion
28
Since there was little room
between thisstanchion and he southern edge of the
lift pit, it was not convenient to adopt a bloom base to
distribute he load to he foundation raft. In view of
thiscircumstanceplatedspreader beamswerechosen
as a suitable medium to ransfer the load from the
stanchion to he raft, an arrangement hat suited the
physical conditions and a t the same time evenly distri-
buted the pressure across the
IS
ft.-wide foundation at
5
1
Fig.
a
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its southern end. Reference to Fig.
7
will indicate the he pockets left in the engineering brickwork, their outer
construction of this foundation where it forms part of the ends being supported on concrete posts
3
ft.
g in. clear of
underpinning and Fig. 7a shows theemporary nder-he arty wall. The existingoundationwas then
pinning completed with the main raft reinforcement pinned up in I I half drysandand cement on thesteel
ready for concreting. needles, after which all the brickwork was takenut.
After he completion of the main raft construction,This left
a
clear opening underneath he existingfounda-
steel needles attached o R.S.J. posts were inserted nto ion,approximately
18
ft. long and 3 ft. high, being
Fig. 6a Phologruph y courtesy o DAILY NEWS LTD.
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October 954
sufficiently large enough to insert the grillage to support
stanchions 26 and.27. Finally this grillage was manczu-
vred into position under the existing foundation and the
Photogvuph
by
couvfesy o DAILY NEWS LTD.
Fig. b
27=
stanchions attached thereto as shown in Fig. 7b. After
levelling and grouting, the whole unit was concrete cased
to within in. of the top and theninned up asdescribed
previously. Theexternal portion of the teel needles
were cut off by oxy-acetylene flame, the remainder of the
needling and R.S.
J.
posts being left cast in solid with the
foundationunit.
A urther oundation problem of
a
different type
presented itself at he eastern section
of
the outh
boundaryadjacent to Magpie Alley. Along this cleva-
Fig. 7a
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tion, the outside of the struc turewas to be supported on
the existing basementwall to theAssociated Newspapers’
premises, and at his point, Magpie Alley forms a roof to
the basement of this building. During he years 1923-
1925, when the aforementioned building was erected, a
steel-framed retaining wallwas constructed which
is
approximately 50 ft . high and formed underpinning to
the earlier DAILY NEWS building. In addition to this the
basement to the original
DAILY
NEWS building had been
lowered subsequent to
its
original construction.This
latter work was carried out prior to the construction of
the Associated Newspapers’ premises and the wall and
formed, to support the roadway forming Magpie Alley.
Since this atter thoroughfare s a publichighway, it
had to be continuously maintained. After the opening
had been formed, the op of the existing oncrete
retaining wall was trimmed
off
and
a
concrete bearing
pad wasformed. The new engineering brick wall was
then built for the length
of
the opening to the required
height,with oothing eft to bond in the subsequent
5 ft. widths. Each subsequentunitwas onstructed
as
described unt il he whole length was completed.
Finally, the stanchions were founded on this wall and
transferred their load to it by means of steel base plates,
Fig. 7b
foundations described were further underpinned between
the steel-framed concrete wall and the original founda-
tions.
In he new building fourstanchions,
Nos.
7 12 19
nd
25, with base loads of 50 tons, 166 tons, 227 tons and
259 tons espectively, were to be sitedon his wall.
After general demolition the existing brickwork proved
to be entirely unsatisfactory for supporting these loads
and a new scheme was devised to meet the conditions.
South of this wall and foundation were lockers and
lavatories used by the Associated Newspapers’ staff and
these had to be maintained in use together with many
main services in thesamearea.Theonlyconvenient
andsuitable medium for transferring these stanchion
loads to the steel-framed retaining wall was engineering
brickwork-laid as first quality work-capable of safely
sustaining 25 tons per square foot. The wall adopted
was ft.
73
in. thick and, due to onstruction difficulties,
wasbuilt in 5 ft. lengths.
To
carry out he necessary
operations, the first step was to contruct a temporary
screen in the locker rooms on the south side, hereby
providing free and continuous access to the existing
footings.
Dealing with one section a t
a
time, 5 ft.-wide openings
were cut in the existing wall (footings) and temporary
steel beamswere provided at high level across the opening
themaximum thickness of whichwas in. Fig. 8
shows the nearly completed wall.
Framework
The whole of thesuperstructurewascarriedout in
structural steelwith solid reinforced concrete floors.
Like kindred buildings in the newspaper indust ry, the
mainendeavour in the planning is speed and effi-
ciency ” with the result that there is a large number of
intermediate floorevels and seemingly uncommon
structural features.
To form the main machine room a t basement level a t
the rear of the building
a
clear space was required 70 ft.
long
x
37 ft. 6
in.
wide
x
26 ft. high. The main
structuralunits forming the ceiling to this are wo
double and one single web plate girders, weighing a
maximum of
2 1
tons each. A further girderof 37 ft. 6 in.
span x ft. IO in. deep under the foundry room floor
and over the same area was designed with four access
holes through the web-this girder weighed
27
tons and
is well illustrated in Fig. g. The longest span girder in
the framework is at the first floor level over the vanway.
This member is 53 ft. 6 in. long x ft. deep and is of
plate and angle construction weighing just over 20 tons.
In he completed structure his girderwas cased in
concrete and faced withPortlandstone. In arranging
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October,
954
273
a programme for stoneayers for this work,attentionwas
thispointupwards a series
of
cranked rames were
drawn to the anticipated deflection of this girder when
introduced on these three elevations a t each subsequent
fully loaded. The total deflection was calculated to be
floor level up to roof.
1.20 in. and it was considered th at if the stone facing
o meet the clients needs, many accesses were formed
was to be ixedbefore the fullapplication of super- between the new ana existingdjacent buildings,
structure dead oad, hen here would be a likelihood
including
a
bridge a t second floor level on the southace.
of the stone cracking as
the beam deflected. To over-
In constructing the atter ,an opening
12
ft. high x
come this possibility a programme was arranged whereby
the wholeof thesuperstructure, floors and brickwork
was completed before the facing was fixed. This
ensured that the beam realised some
65
per cent. of its
gross loading befbre final cladding operations began and
the risk of damage to the storxwork
was
considerably
Fig. Photographby courtesy
o
D A ILY
NEW S LTD.
Photograph by couvlesy o DAILY
NEWS LTD.)
Fig.
9
lessened.As mentioned in the earlier paragraphs, the
structure
is
raked back above cill height a t third-floor
level on the north, south and eastaces to meet statu tory
requirements with regard to light and
air
to buildings.
This arrangement involved nearly all the external stan-
chions being terminated at second floor level and from
ft. wide had to be formed in the external wall of the
existing building. This was a heavy load bearing wall
and
a
complicated form of s trut ting and needling was
designed and constructed
so
that the necessary cutting
away could be effected in theold building. On completion
of this preparatory work a structura l steel box frame
was erected in the opening and the brickwork above and
below pinnedup.After emoval of all struttingand
needling, the erection of the bridge followed, which was
carried out in conventional slab and beam construction.
Conclusion
The whole of the demolition, onstruction of the
foundations, steel frame, reinforced concrete floors and
dormer slopes wascompleted in twoyearsand three
months.The otalamount of structura l steel used in
the superstructure amounted to
700
tons and 190 tons
of mild steel rod reinforcement in he whole of the
reinforced concrete work.
Throughouthe whole contracthere were many
associated people whose contribution to the total cheme
was invaluable andhe uthors would record their
acknowledgements to Mr. T. W. Parsons, A.M.I.Mech.E.,
M.I.Struct.E., M.Soc.C.E.(France), Director and Chief
Mechanical Engineer of the NEWS
CHRONICLE and THE
STAR,
who was primarily responsible for the production
planning and the original conception of the building ;
Ellis, Clarke Gallannaugh,F/F.R.I.B.A., whowere
responsible for the general design of the building and
all services ; Trollope Colls, Ltd., the General Contrac-
tor, who carried out the construction ; Moreland Hayne
and Co., Ltd., Structural Steel Engineers,who fabricated
and erected the structural steelwork, and Mr. Frederick
S.Snow,O.B.E., M.I.C.E., M.I.Mech.E., P.P.I.Struct.E.,
who acted in anverall advisory capacity, nd encouraged
the authors to prepare
this
paper.