Proc. of the First International Congress on Construction History, Madrid, 20-24 January 2003 Vol II.

Instituto Juan de Herrera, Escuela Técnica Superior de Arquitectura Madrid. ISBN 84-9728-072-5

Contributions of André Paduart to the art

of thin concrete shell vaulting

Bernard Espion

Pierre Halleux

Jacques I. Schiffmann

The great era of thin concrete shells is probably
nowadays over, at least in developed countries where
the construction costs render this kind of structures
uneconomic to build and where they appear obsolete
from the point of view of the present day architectural
tastes. It should nevertheless be pointed that this
construction technique is an important legacy in the
history of concrete construction and structures. It was
an attempt to cover large spans with the most widely
used construction material of the Twentieth Century
and yielded structures that are now regarded as
architectural masterpieces.

1

The design of thin

concrete shells also fostered theoretical developments
in structural analysis, in the mathematical theory of
shells and in the theory of finite elements.
We may distinguish roughly two periods in the
history of thin concrete shells: a period of precursors
before the Second World War with eminent engineers
such as Eugène Freyssinet (Fernandez Ordoñez 1979)
in France and Eduardo Torroja (Torroja 1958) in
Spain, and a period of blooming development after the
war which ended abruptly in the 1970s, except for
some kinds of industrial structures like cooling towers
and offshore platforms.

In Belgium, the key figure in the design,

construction and popularisation of concrete thin shells
was certainly André Paduart (1914-1985). This paper
endeavours to record all major thin concrete

Figure 1
André Paduart
(Photograph courtesy of SETESCO)

830

shells designed by André Paduart and to describe their
originality in the context of the history of thin concrete
shells.

2

A

SHORT BIOGRAPHY OF

A

NDRÉ

P

ADUART

André Paduart was born in Dover (G.B.) on November
4, 1914. He was educated in Ostend (Belgium) and
graduated in civil engineering from the University of
Brussels in 1936. After some months of employment
with a naval construction yard at Hoboken (Belgium),
he joined in 1937 the staff of engineers of SECO in
Brussels, an office founded in 1934 by the insurance
companies in order to enforce the technical control of
the constructions. All plans of major and innovative
structures in Belgium were and are still submitted to
the approval of SECO before the beginning of their
construction. For example, during the war years,
Paduart was associated with the testing of the first
prestressed concrete structure built in Belgium.

3

He only became involved personally in structural
design in 1944 when he joined as technical director the
engineering company SETRA (Société d’Etudes et de
Travaux), which was at the forefront in the application
in Belgium of the new developments in concrete
construction like prestressed concrete and thin
concrete shells.
In 1946, Paduart presented a Ph.D. dissertation on
the shear strength of reinforced concrete at the
University of Brussels, and became in 1954 professor
of civil engineering at his alma mater. He then left
SETRA, but kept a private consulting practice, leading
to the foundation of the structural engineering office
SETESCO in 1957. At the head of this office up to his
death in 1985, he designed or supervised the design of
hundreds of buildings, bridges and other constructions.
From the mid-1950s to the mid-1960s, Paduart was
a pioneering member of the Comité Européen du
Béton (CEB) and of the Fédération Internationale de la
Précontrainte (FIP), especially working in the
committees on shear of these international
associations.
André Paduart was also and particularly an active
member of the International Association for Shells
Structures (IASS) founded by E. Torroja in Madrid in
1959. He was a member of the Administrative Council
of this body since its foundation and organized in

Brussels in 1961 one of the very first symposia of this
association (Paduart and Dutron 1962).
Shortly after, he published in French a remarkable
small book covering essential theory, design and
construction of thin concrete shells (Paduart 1961).
The book was translated in English in 1966 (Paduart
1966) and a second French edition appeared in 1969
(Paduart 1969).
In 1965 Paduart received a special commission
from the HAMON Company, which was and still is
worldwide known for the design of cooling towers.
The HAMON Company wanted Paduart to review the
problems associated with the design and construction
of large reinforced concrete hyperbolic cooling towers
(Paduart 1968a, Paduart 1968b). Interestingly, it
should be noted that this assignment occurred some
time before the well known accident at Ferry Bridge
(U.K.) on 1 November 1965 which saw the collapse in
less than an hour of three large hyperbolic cooling
towers under wind loading. With the support of the
HAMON Company, Paduart gathered around him an
international team of experts, which eventually
became the Working Group 3 of IASS in 1970.
Between 1970 and 1980, Paduart was the chairman of
this WG3 and organized in Brussels two colloquiums
on the subject (1971, 1975). The IASS WG3 issued its
recommendations on the design of hyperbolic cooling
towers in 1977 (Paduart 1979).
Meanwhile, in 1971, Paduart had been elected as
3

rd

president of IASS (after Torroja and Haas). He

remained in that position until 1980. On the same year,
he became honorary professor at the University of
Brussels. In 1984, the IASS awarded him its
prestigious Torroja medal.

4

André Paduart passed away in Brussels on

February 27, 1985.


N

OTABLE CONCRETE SHELLS DESIGNED BY

A

NDRÉ

P

ADUART

Cylindrical barrel vaults at Antwerp Harbour

Cylindrical barrel vaults have probably been the most
used form of concrete shells. «The reconstruction after
the devastations of the Second World War required
forms of building which offered economy of material.
This gave an enormous boost to the use of shell

B. Espion, P. Halleux, J. I. Schiffmann

831

roofing in Britain as well as continental Europe, since
materials, particularly steel, were in short supply
everywhere» (Morice and Tottenham 1996). The
economy in construction, not the architectural value,
was the key to the success and popularity of this kind
of constructions. This explains certainly why the
SETRA construction company was awarded the
contract to build nearly 50000 square meters of
warehouses at the docks of Antwerp harbour between
1947 and 1950 (Paduart 1950; Wets and Paduart 1954;
Shell roof construction in Belgium 1952).
At the Albert dock, in front of quays 105, 107 and
109, SETRA built in 1948 a large shed 465m long by
60.6m in width. The shed consists of 31 bays, each
covered with a self-supporting cylindrical shell
spanning 15m with a rise of 3m (Figure 2). The
thickness of the vaults varies between 8cm at the
crown to 12cm at the springing. Each vault is pierced
with a large rectangular opening 40m by 3m to
provide natural lightning. The bays were constructed
one after the other by reusing the same centering and
holding back the outward thrust with temporary ties.
The rate of construction reached one bay per week.
Particular features of this construction were the
absence of permanent internal tie rods, the absence of
edge beams, and the absence of any expansion joint
along the entire length of 465m.
These sheds built at Antwerp by Paduart and Wets
are the only concrete shells of that period in Belgium
documented in detail and which were noticed abroad.
They were the sole non- U.K. structures presented at
the symposium on concrete shell roof construction
held in London in 1952. Well-known U.K. specialist
designers of the time underlined the originality of this

Figure 2
Sheds at Antwerp Harbour, 1948
(Paduart 1950, fig.11)

construction in the discussion of the paper presented
by Paduart (Wets and Paduart 1954, 222). Years later,
the famous French engineer N. Esquillan still
mentioned the centering used in Antwerp in 1948 as
an interesting example of well conceived moveable
formwork.

5

Two similar sheds, each measuring 255m by 47m
and consisting each of 17 bays spanned by the same
kind of shells were built by SETRA at the Leopold
dock in 1950 (Paduart 1958). The centering that had
been built for the construction of the sheds at the
Albert dock was used again.


Airplane hangars

Thin concrete shells hangars had already been built
during the First World War, notably by Freyssinet
(Fernandez Ordoñez 1979) but a significant
breakthrough was achieved with the construction of
the two celebrated huge airship hangars built by
Freyssinet at Orly in the early 1920s (Freyssinet
1923). On this occasion, the principle of the
corrugated form for the concrete shell was introduced
to obtain the necessary stiffness required to span 70m.
Freyssinet also applied the same principle of
corrugated shell roofing for the construction of two
airplanes hangars spanning 55m at Villacoublay in
1924 (Gotteland 1925; Fernandez Ordoñez 1979).
In the late 1940s, free spans slightly exceeding
100m were achieved with thin concrete shells for
roofing airplane hangars. The state-of-the-art led to
radically different solutions in the U.S. and in Europe.
In the U.S., the record span (103m) was obtained with
the two hangars designed by Roberts and Schaefer
Company and built in 1948-49 at Limestone (Maine)
and Rapid City (South Dakota). The free surface
covered by each hangar is 10000 square meters. The
form is basically a 13cm thick cylindrical shell
stiffened at the extrados by external ribs (Allen 1950;
Tedesko 1950). In France, the record span (101.5m)
was held by two hangars designed by Esquillan and
built at Marignane (Esquillan 1952; Marrey 1992).
The structure is much more delicate and appealing.
Each hangar (101.5m by 60m) is covered by six arch
shells 6cm thick with double curvature. Prestressed
ties equilibrate the thrust of the arches. The hangars at

Contributions of André Paduart to the art of thin concrete shell vaulting

832

Marignane were achieved in 1952, but they were
basically designed in 1942 (Esquillan 1952).

In 1950, SETRA received the commission to build
thirteen identical hangars on several military airfields
in Belgium. Although the blueprints from 1950
mention Birguer as consulting engineer, the authors,
who have known Paduart very well, believe that the
driving force behind the design of these hangars was
Paduart and Wets. Paduart mentions these structures
with a rare discretion – perhaps because they were
military constructions – in only one of his publications
(Paduart 1958). The dimensions of these airplane
hangars were 60m (span) by 40m (depth). Each roof
consisted of 6 corrugated shell arches 6cm thick
spanning 60m with a rise of 5.73m, the thrust of each
arch being equilibrated by two high strength steel rods
(Figure 3). There was no need here for the large record
spans of the time, but the design bears certainly some
similarity in principles with the hangars of

Villacoublay (Gotteland 1925) and Marignane
(Esquillan 1952). The hangars were built 1950-1952 at
Chièvres (now a U.S. AFB), Beauvechain and Coxyde
airfields, but most of them have now been removed or
altered. They were certainly bold structures, maybe
too bold, because it is known that one arch of a hangar
under construction at Chièvres collapsed on June 6,
1951 a few time after decentering. The investigation
yielded no explainable reason. On another part,
measurements made in the early 1990s on several of
the hangars at Chièvres revealed that the arches were
significantly deformed.


The «Civil Engineering Arrow» at the Brussels
1958 international exhibition

The sheds at Antwerp and the airplane hangars
designed by Paduart and Wets and built by SETRA
were clearly engineer’s structures with a strong

Figure 3
Airplane hangar at Chièvres, at the time of its dismantling in the 1990s

B. Espion, P. Halleux, J. I. Schiffmann

833

Figure 4
The «Civil Engineering Arrow» at the Brussels international exhibition, 1958
(Photograph courtesy of SETESCO)

utilitarian function. For all his later thin concrete shell
structures, Paduart would always collaborate with an
architect.
For the 1958 Brussels international exhibition,
Paduart and architect J. Van Doosselaere received an
official commission from the Belgian government to
design a structural symbol testifying of the «victory
of [Belgian] civil engineering over nature» (Paduart
and Van Doosselaere 1960). The structure (Figure 4)
had to support a footbridge overhanging a 1/3500
map of Belgium where the civil engineering and
public works were highlighted. The final structure,
which was to be known as the «Civil Engineering
Arrow», was a spectacular thin wall (4 cm thick at the
tip!) reinforced concrete cantilever beam 80m long
with an inverted A-section, balanced by a triangular
shell roof with 29m-sides and a thickness of 6cm
(Figure 5). This concrete architectural structure gives
a bold impression of equilibrium and «tour de
force».

6

This construction, which made Paduart

internationally known, has been described in detail by
Paduart and Van Doosselaere (1958, 1960). The
engineer and the architect jointly received the 1962

Construction Practice Award of the American
Concrete Institute for their «Arrow».

7

The «Arrow»

was dismantled in 1970.


Church in Harelbeke

The next involvement of Paduart with the design of a
thin concrete shell structure was for a church in
Harelbeke built in 1966 (Paduart 1968c). The
architects were Léon Stynen, Paul de Meyer and
André Vlieghe.

8

The structure looks like a truncated

pyramid with an irregular hexagonal basis (Figure 6).
The inclined bearing walls consist of thin corrugated
concrete plane shells 6cm thick. The natural lightning
flows from the inclined top through a grid that
stiffens the rim of the truncated section.


Hypar shells

From the mid-1960s through the mid-1970s, Paduart
was associated with the construction of several

Contributions of André Paduart to the art of thin concrete shell vaulting

834

Figure 5
Longitudinal and transverse section of the «Arrow»

(Adapted from Paduart and Van Dooselaere 1960, fig.5)

hyperbolic paraboloidal (HP) thin concrete shells.
The use of such kind of structural form for shell
roofing dates back to the experiments by Lafaille
(1934, 1935) and the theoretical developments by

Figure 6
Perspective of Harelbeke church
(Paduart 1968c, fig.1)

Aimond (1933, 1936) in the 1930s. The success of
this structural form rests for the architect in its
appealing aspect, for the structural engineer in its
simple structural analysis (under the oversimplifying
assumptions of membrane behaviour!), and for the
contractor in its economical formwork consisting in a
system of straight planks supported by another system
of straight lines.

9

This structural form has been

especially popularised by the architect-engineer Felix
Candela who built numerous hypar roofs in Mexico
during the 1950s and 1960s (Faber 1963; Joedicke
1963; Billington 1983). We mention here only two
hypar shells for which Paduart was the leading
structural engineer, but several others designed by
him or under his supervision still exist in the Brussels
area.
The first of these hypar shells is a canopy in front
of the Institute of Sociology at the University of
Brussels (Figure 7). It was built in 1966 and the
architect was R. Puttemans (Paduart 1967;
Novgorodsky 1969; Paduart 1972). The canopy
covers an area of 235 square meters and consists of an
assemblage of four HP shells 7 cm thick resting on
two inclined supports. The largest dimension of the
cantilevered span is 12 m. Although much more

B. Espion, P. Halleux, J. I. Schiffmann

835

Figure 7
Canopy of the Institute of Sociology at the University of

Brussels
(Photograph courtesy of SETESCO)

pleasing visually, this structure bears some
resemblance in form and dimensions with the
experimental shell built by Lafaille in Dreux in 1933
(Lafaille 1934, Lafaille 1935). Halleux (2000, 30) has
suggested that this HP shell should be registered on a
preservation list as the best example of thin concrete
shells surviving in the Brussels area.
Much larger and original is the roof covering the
swimming pool in Genk built in 1975 (Paduart and
Schiffmann 1976, Paduart and Schiffmann 1977). The
architects were I. Isgour and H. Montois. The form
originated from a close collaboration with I. Isgour.

10

The structure is an assemblage of five HP shells
covering a hexagonal area (Figure 8). The entire roof
is principally supported on two abutments linked by a
prestressed tie lying underground. The free distance

Figure 8

Aerial view of the roof over the Genk swimming pool
(Photograph courtesy of SETESCO)

between the abutments (longitudinal main axis) is
73.8m. Transversally, the free overhanging is 36m.
The thickness of the shell is 7cm and not 5cm as
reported by Paduart at the preliminary design stage
(Paduart 1972). Concreting of the whole roof was
done without interruption in one day. Visiting the
worksite, Paduart saw on one occasion a heavy
compressor left standing by the contractor on this
delicate shell. This gave him the idea to study the
influence of concentrated loads on the behaviour of
HP shells, which are generally designed to carry
distributed loading only (Paduart and Halleux 1977a,
Paduart and Halleux 1977b).


G

RANDSTAND OF THE

G

ROENENDAEL

H

IPPODROME

The last involvement of Paduart with the design of a
thin concrete shell was for the grandstand of the
Groenendael hippodrome near Brussels in 1980
(Paduart, Schiffmann and Clantin 1985). The
prototype of all grandstands of this kind is probably
the structure designed by Torroja in 1935 for the
Zarzuella racecourse near Madrid (Figure 9). But
whereas Torroja used vaults having the shape of
hyperboloidal sectors, Paduart and architects from
CERAU designed here a folded plate roof (Figure
11). The length of the cantilever (13.5 m) is nearly the
same at Madrid (Figure 10) and at Groenendael
(Figure 12). The total length of the Groenendael roof
is about 106 m, without any expansion joint
(remember the sheds and Antwerp!). The thickness
varies from 7 to 12 cm.


Conclusion

Paduart was working at the edge between academia
and engineering practice. Although he designed also
bridges and buildings, Paduart will probably be best
reminded for his contribution in the field of thin
concrete shells in which he specialized. His
realisations are not numerous but his production
during thirty years at the heyday of this construction
technique is eclectic with barrel vaults, corrugated
shells, hypar shells and folded plates. He could teach
the intricate mathematical theory of shells at the
university, but used himself very simple methods

Contributions of André Paduart to the art of thin concrete shell vaulting

836

Figure 9
Grandstand of Madrid hippodrome, Zarzuella racecourse,

1935
(Photograph from Bull. IASS no.1, 1960)

Figure 10
Cross-section of Madrid grandstand
(Torroja 1958, 3)

derived from the Strength of Materials to design his
own shells. This did not deter him from conceiving
bold structures, at the limits of the utilization of the
materials and construction techniques of his time, but
he looked always forward with anxiety to the
decentering of the shells, as testified by the careful
records of the time-dependent evolution of deflection
reported in many of his publications. He achieved
international recognition by his pairs, not only for
some of his own designs like the «Arrow», but also
for the reliability of his personal involvement in
international associations like the CEB and the IASS.

Figure 11

Grandstand of Groenendael hippodrome, 1980
(Photograph courtesy of SETESCO)

Figure 12

Cross-section of Groenendael grandstand
(Paduart, Schiffmann and Clantin 1985, fig.5)

E

NDNOTES

1.

For an introduction to the history of thin concrete
shells, especially in the pre-1960 period, see for
instance Joedicke (1963), Billington (1983) and

Melaragno (1991).

2.

For an extended biography of André Paduart and the

full list of his publications compiled by B. Espion, see
Schiffmann et al. (2002).

3.

An experimental railway bridge built (1943-1944) for
the

«

Junction

»

between Brussels North and South

Railway Stations, rue du Miroir.

B. Espion, P. Halleux, J. I. Schiffmann

837

4.

Lopez Palanco, R. 1984. The Eduardo Torroja Medal
awarded to Prof. Paduart. Bulletin of the International
Association for Shell and Spatial Structures (Madrid)

no. 86: 57-58.

5.

«

Un exemple intéressant et bien conçu [d’échafaudage

roulant] est celui relatif à une réalisation de 1948 en
Belgique (Fig.11).

»

(Esquillan 1960).

6.

«

La flèche est contrebalancée par une coque;

l’ensemble donne ainsi l’impression d’un tour de force
(Fig.181).

»

(Michelis 1963, 157).

7.

Journal of the American Concrete Institute,
Newsletter, April 1962: 23-24, May 1962: 14-15.

8. Eglise Sainte Rita à Harelbeke.1966. Architecture

(Bruxelles) no.71-72: 386-387.

9.

The surface of an HP shell is characterized by a

negative Gaussian curvature, with two sets of straight
or ruled lines.

10. Paduart,

André,

«

Two examples of development of

forms

»

. Paper presented at the IASS Symposium

Shells and Spatial Structures: the Development of
Form, Morgantown, West Virginia, August 28-
September 1, 1978.

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