thin concrete shell vaulting

Contributions of André Paduart to the artof thin concrete shell vaulting

The great era of thin concrete shells is probablynowadays over, at least in developed countries wherethe construction costs render this kind of structuresuneconomic to build and where they appear obsoletefrom the point of view of the present day architecturaltastes. lt should nevertheless be pointed that thisconstruction technique is an important legacy in thehistory of concrete construction and structures. lt wasan attempt to cover large spans with the most widelyused construction material of the Twentieth Centuryand yielded structures that are now regarded asarchitectural masterpieces.l The design of thinconcrete shells also fostered theoretical developmentsin structural analysis, in the mathematical theory ofshells and in the theory of finite elements.

We may distinguish roughly two periods in thehistory of thin concrete shells: a period of precursors

before the Second World War with eminent engineerssuch as Eugene Freyssinet (Femandez Ordoñez 1979)in France and Eduardo Torroja (Torroja 1958) inSpain, and a period of blooming development after

the war which ended abruptly in the 1970s, except forsome kinds of industrial structures like coolingtowers and offshore platforms.

In Belgium, the key figure in the design,construction and popularisation of concrete thinshells was certainly André Paduart (1914-1985). This

paper endeavours lo record al! major thin concrete

Bernard EspionPierre Halleux

Jacques I. Schiffmann

Figure 1André Paduart

(Photograph courtesy of SETESCO)

Proceedings of the First International Congress on Construction History, Madrid, 20th-24th January 2003, ed. S. Huerta, Madrid: I. Juan de Herrera, SEdHC, ETSAM, A. E. Benvenuto, COAM, F. Dragados, 2003.

830 B. Espion, P. Halleux, J. l. Schiffmann

shells designed by André Paduart and to describetheir originality in the context of the history of thinconcrete shells.2

A SHORT BIOGRAPHY OF ANDRÉ PADUART

André Paduart was bom in Dover (G. B.) on November4, 1914. He was educated in Ostend (Belgium) and

graduated in civil engineering from the University ofBrussels in 1936. After some months of employmentwith a naval construction yard at Hoboken (Belgium),he joined in 1937 the staff of engineers of SECO inBrussels, an office founded in 1934 by the insurance

companies in order to enforce the technical control ofthe constructions. AII plans of major and innovativestructures in Belgium were and are still submitted tothe approval of SECO before the beginning of theirconstruction. For example, during the war years,Paduart was associated with the testing of the firstprestressed concrete structure built in Belgium.'

He only became involved personally in structuraldesign in 1944 when he joined as technical director

the engineering company SETRA (Société d'Etudeset de Travaux), which was at the forefront in theapplication in Belgium of the new developments in

concrete construction like prestressed concrete andthin concrete shells.

In 1946, Paduart presented a Ph.D. dissertation onthe shear strength of reinforced concrete at theUniversity of Brussels, and became in 1954 professor

of civil engineering at his alma mater. He then leftSETRA, but kept a private consulting practice,leading to the foundation of the structural engineering

office SETESCO in 1957. At the head of this officeup to his death in 1985, he designed or supervised the

design of hundreds of buildings, bridges and otherconstructions.

From the mid-1950s to the mid-1960s, Paduart was

a pioneering member of the Comité Européen duBéton (CEB) and of the Fédération Internationale dela Précontrainte (FIP), especially working in thecommittees on shear of these internationalassociation s.

André Paduart was also and particularly an activemember of the International Association for ShellsStructures (IASS) founded by E. Torroja in Madrid in1959. He was a member of the Administrative Councilof this body since its foundation and organized in

Brussels in 1961 one of the very first symposia of thisassociation (paduart and Dutron 1962).

Shortly after, he published in French a remarkable

small book covering essential theory, design andconstruction of thin concrete shells (Paduart 1961).The book was translated in EngJish in 1966 (Paduart1966) and a second French edition appeared in 1969(Paduart 1969).

In 1965 Paduart received a special commission

fram the HAMON Company, which was and stilJ isworldwide known for the design of cooling towers.The HAMON Company wanted Paduart to review theproblems associated with the design and constructionof large reinforced concrete hyperbolic coolingtowers (Paduart 1968a, Paduart 1968b). Interestingly,

it shou]d be noted that this assignment occurred sometime before the welJ known accident at Ferry Bridge(U. K.) on 1 November 1965 which saw the colJapse

in les s than an hour of three large hyperbolic coo]ingtowers under wind ]oading. With the support of theHAMON Company, Paduart gathered around him aninternational team of experts, which eventua]]ybecame the Working Group 3 of IASS in 1970.Between 1970 and 1980, Paduart was the chairman ofthis WG3 and organized in Brussels two colJoquiumson the subject (1971, 1975). The IASS WG3 issuedits recommendations on the design of hyperboliccooling towers in 1977 (Paduart 1979).

Meanwhile, in 1971, Paduart had been eJected as

J'd president of IASS (after Torroja and Haas). Heremained in that position until 1980. On the sameyear, he became honorary professor at the University

of Brussels. Tn 1984, the TASS awarded him itsprestigious Torroja medal.4

André Paduart passed away in Brussels onFebruary 27, 1985.

NOTABLE CONCRETE SHELLS DESIGNED BY ANDRf:

PADUART

Cylindrical barrel vaults at Antwerp Harbour

CyJindrical barrel vaults have probably been the most

used form of concrete shelJs. «The reconstructionafter the devastations of the Second World Warrequired forms of building which offered economy of

material. This gave an enormous boost to the use ofshell roofing in Britain as welJ as continental Europe,

Contributions of André Paduart to the art of thin concrete shell vaulting 831

since materials, particularly steel, were in shortsupply everywhere» (Morice and Tottenham 1996).

The economy in construction, not the architecturalvalue, was the key to the success and popularity of

this kind of constructions. This explains certainlywhy the SETRA construction company was awarded

the contract to build nearly 50000 square meters ofwarehouses at the docks of Antwerp harbour between1947 and 1950 (Paduart 1950; Wets and Paduart1954; Shell roof construction in Belgium 1952).

At the Albert dock, in front of quays 105, 107 and109, SETRA built in 1948 a large shed 465m long by60.6m in width. The shed consists of 31 bays, eachcovered with a self-supporting cylindrical shellspanning 15 m with a rise of 3 m (Figure 2). The

thickness of the vaults varies between 8cm at thecrown to 12 cm at the springing. Each vault is piercedwith a large rectangular opening 40m by 3m toprovide naturallightning. The bays were constructed

one after the other by reusing the same centering andholding back the outward thrust with temporary tiesoThe rate of construction reached one bay per week.Particular features of this construction were theabsence of permanent internal tie rods, the absence ofedge beams, and the absence of any expansion jointalong the entire length of 465m.

These sheds built at Antwerp by Paduart and Wetsare the only concrete shells of that period in Belgiumdocumented in detail and which were noticed abroad.They were the sole non- u.K. structures presented at

the symposium on concrete shell roof construction heldin London in 1952. Well-known U. K. specialistdesigners of the time underlined the originality of this

Figure 2

Shcds at Antwerp Harbour, 1948

(Paduart 1950, fig.11 )

construction in the discussion of the paper presented byPaduart (Wets and Paduart 1954,222). Years later, thefamous French engineer N. Esquillan still mentionedthe centering used in Antwerp in 1948 as an interestingexample of well conceived moveable formwork.5

Two similar sheds, each measuring 255m by 47mand consisting each of 17 bays spanned by the samekind of shells were built by SETRA at the Leopo1ddock in 1950 (Paduart 1958). The centering that hadbeen built for the construction of the sheds at theAlbert dock was used again.

Airplane hangars

Thin concrete shells hangars had already been builtduring the First World War, notably by Freyssinet(Fernandez Ordoñez 1979) but a significantbreakthrough was achieved with the construction of

the two celebrated huge airship hangars built byFreyssinet at Orly in the early 1920s (Freyssinet1923). On this occasion, the principie of thecorrugated form for the concrete shell was introduced

to obtain the necessary stiffness required to span 70m.Freyssinet also applied the same principie ofcorrugated shell roofing for the construction of twoairplanes 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 forroofing airplane hangars. The state-of-the-art led toradically different solutions in the U.S. and in Europe.

In the U.S., the record span (103 m) was obtainedwith the two hangars designed by Roberts andSchaefer Company and built in 1948-49 at Limestone(Maine) and Rapid City (South Dakota). The free

surface covered by each hangar is 10000 squaremeters. The form is basically a 13cm thick cylindricalshell stiffened at the extrados by externa1 ribs (Allen1950; Tedesko 1950). In France, the record span(101.5 m) was held by two hangars designed byEsquillan and built at Marignane (Esquillan 1952;Marrey 1992). The structure is much more delicate

and appealing. Each hangar (101.5 m by 60 m) iscovered by six arch shells 6cm thick with doublecurvature. Prestressed ties equilibrate the thrust of thearches. The hangars at Marignane were achieved in1952, but they were basically designed in 1942

(Esquillan 1952).

832 B. Espion, P. Halleux, J. 1. Schiffmann

In 1950, SETRA received the commission to bui1dthirteen identica] hangars on several militaryairfields in Belgium. Although the blueprints from1950 mention Birguer as consulting engineer, theauthors, who have known Paduart very well, believe

that the driving force behind the design of thesehangars was Paduart and Wets. Paduart mentions

these structures with a rare discretion -perhapsbecause they were military constructions- in onlyone of his publications (Paduart 1958). Thedimensions of these airplane hangars were 60 m(span) by 40m (depth). Each roof consisted of 6

corrugated shell arches 6cm thick spanning 60m with

a rise of 5.73 m, the thrust of each arch beingequilibrated by two high strength steel rods (Figure3). There was no need here for the large record spans

of the time, but the design bears certainly somesimilarity in principIes with the hangars ofVillacoublay (Gotteland 1925) and Marignane(Esquillan 1952). The hangars were built 1950-1952

at Chievres (now a U.S. AFB), Beauvechain andCoxyde airfields, but most of them have now beenremoved or altered. They were certainly boldstructures, maybe too bold, because it is known that

one arch of a hangar under construction at Chievrescollapsed on June 6, 1951 a few time afterdecentering. The investigation yielded noexplainable reason. On another part, measurementsmade in the early 1990s on several of the hangars atChievres revealed that the arches were significantlydeformed.

The «Civil Engineering Arrow» at the Brussels1958 international exhibition

The sheds at Antwerp and the airplane hangarsdesigned by Paduart and Wets and built by SETRA

were clearly engineer' s structures with a strongutilitarian function. For all his later thin concrete shell

Figure 3Airplane hangar al Chievres, al the time of its dismantling in the 1990s

Contributions of André Paduart to tbe art of thin concrete shel1 vau1ting 833

Fgure 4

The «Civil Engineering Arrow» at the Brussels international exhibition, J958(Photograph courtesy of SETESCO)

structures, Paduart would always collaborate with anarchitect

For the 1958 Brussels international exhibition,Paduart and architect J. Van Doosselaere receivedan official commission from the Belgiangovernment to design a structural symbol testifyingof the «victory of [Belgian] civil engineering overnature» (Paduart and Van Doosselaere 1960). Thestructure (Figure 4) had to support a footbridgeoverhanging 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 thinwall (4 cm thick at the tip!) reinforced concretecantilever beam 80m long with an inverted A-section, balanced by a triangular shell roof with29m-sides and a thickness of 6 cm (Figure 5). Thisconcrete architectural structure gi ves a boldimpression of equilibrium and «tour de force»." Thisconstruction, which made Paduart internationallyknown, has been described in detail by Paduart andVan Doosselaere (1958, 1960). The engineer and the

architect jointly received the !962 Construction

Practice Award of the American Concrete Institutefor their «Arrow».7 The «Arrow» was dismantled in1970.

Church in Harelbeke

The next involvement of Paduart with the design of athin concrete shell structure was for a church inHarelbeke built in 1966 (Paduart 1968c). Thearchitects were Léon Stynen, Paul de Meyer andAndré Vlieghe.H The structure looks like a truncatedpyramid with an irregular hexagonal basis (Figure 6).

The inclined bearing walls consist of thin corrugatedconcrete plane shells 6cm thick. The naturallightningflows from the inclined top through a grid that stiffensthe rim of the truncated section.

Hypar shells

From the mid-1960s through the mid-1970s, Paduart

was associated with the construction of severa!


35.45

Figure 5Longitudinal and transverse section of the «Arrow»(Adapted from Paduart and Van Dooselaere 1960, fig. 5)

hyperbolic paraboloidaJ (HP) thin concrete shells.

The use of such kind of structural form for shellroofing dates back to the experiments by Lafaille(1934, 1935) and the theoretical developments by

Figure 6Perspcctivc of Harelbeke church(Paduart 1968c. fig.l)

Aimond (1933, 1936) in the ]930s. The success ofthis structural form rests for the architect in itsappealing aspect, for the structural engineer in its

simple structural analysis (under the oversimplifying

assumptions of membrane behaviourl), and for thecontractor in its economical formwork consisting in asystem of straight planks supported by anothersystem of straight ]ines.9 This structura] form has

been especialJy popularised by the architect-engineerFe]ix Candela who built numerous hypar roofs in

Mexico during the 1950s and 1960s (Faber 1963;10edicke 1963; BilJington 1983). We mention hereon]y two hypar shelJs for which Paduart was the

]eading structura] engineer, but severa] others

designed by him or under his supervision stilJ exist in

the Brusse]s area.The first of these hypar shelJs is a canopy in front

of the Institute of Sociology at the University ofBrusse]s (Figure 7). It was built in ]966 and the

architect was R. Puttemans (Paduart 1967;Novgorodsky ] 969; Paduart ] 972). The canopy

covers an are a of 235 square meters and consists ofan assemblage of four HP sheUs 7 cm thick restingon two inclined supports. The largest dimension ofthe cantilevered span is 12 m. AJthough much morepleasing visuaUy, this structure bears some


Figure 7

Canopy of the lnstitute of Sociology at the University of

Brussels(Photograph courtesy of SETESCO)

resemblance in form and dimensions with theexperimental 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 exampleof thin concrete shells surviving in the Brusselsarea.

Much larger and original is the roof covering theswimming pool in Genk built in 1975 (Paduart andSchiffmann 1976, Paduart and Schiffmann 1977).The architects were 1. Isgour and H. Montois. Theform originated from a close collaboration with1. Isgour.1o The structure is an assemblage of five HPshells covering a hexagonal are a (Figure 8). Theentire roof is principally supported on twoabutments linked by a prestressed tie Iying

Figure 8Aerial view of the mof over the Genk swimming pool(Photograph courtesy of SETESCO)

underground. The free distance between theabutments (longitudinal main axis) is 73.8 m.Transversally, the free overhanging is 36 m. The

thickness of the shell is 7cm and not 5cm as reportedby 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 compres sor leftstanding by the contractor on this delicate shell. Thisgave him the idea to study the intluence of

concentrated loads on the behaviour of HP shells,which are generally designed to carry distributedloading only (Paduart and Halleux 1977a, Paduart

and Halleux 1977b).

GRANDSTAND OF THE GROENENDAEL HIPPODROME

The last involvement of Paduart with the design of athin concrete shell was for the grandstand of theGroenendael hippodrome near Brussels in 1980(Paduart, Schiffmann and Clantin 1985). The prototype

of all grandstands of this kind is probably the structuredesigned by Torroja in 1935 for the Zarzuella

racecourse near Madrid (Figure 9). But whereasTorroja used vaults having the shape of hyperboloidalsectors, Paduart and architects from CERAU designedhere a folded plate roof (Figure 11). The length of thecantilever (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, withoutany expansion joint (remember the sheds and

Antwerp'). The thickness varies from 7 to 12 cm.

Conclusion

Paduart was working at the edge between academiaand engineering practice. Although he designed alsobridges and buildings, Paduart will probably be best

reminded for his contribution in the field of thinconcrete shells in which he specialized. Hisrealisations are not numerous but his productionduring thirty years at the heyday of this construction

technique is eclectic with barrel vaults, corrugatedshells, hypar shells and folded plates. He could teachthe intricate mathematical theory of shells at theuniversity, but used himself very simple methods

derived from the Strength of Materials to design his

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

Figure 9Grandstand of Madrid hippodrome, Zarzuella racecourse,1935(Photograph from Bull. IASS no.1, 1960)

Ht:IUHt: hall I'Jddock

Figure 10

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

own shells. This did not deter him fram conceivingbold structures, at the limits of the utilization of thematerials and construction techniques of his time,but he looked always forward with anxiety to thedecentering of the shells, as testified by the careful

records of the time-dependent evolution ofdeflection reported in many of his publications. Heachieved intemational recognition by his pairs, notonly for some of his own designs like the «Arraw»,

but al so for the reliability of his personalinvolvement in intemational associations like theCEB and the IASS.

Figure 11Grandstand of Groenendael hippodrome, 1980(Photograph courtesy of SETESCO)

~U~

'""

Figure 12

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

ENDNOTES

1. For an introduction to the history of thin concrete shells,especially in the pre-1960 period, see for instance

Joedicke (1963), BilIington (1983) and Melaragno (1991).

2. For an extended biography of André Paduart and the

fulllist of his publications compiled by B. Espion, see

Schiffmann et al. (2002).

3. An experimental railway bridge built (1943-1944) for

the <dunctiou» between Brussels North and SouthRailway Stations, rue du Miroir.

4. Lopez Palanco, R. 1984. The Eduardo Torroja Meda]

awarded to Prof. Paduart. Bulletin af the Internatianal


Association for Shell and Spatial Structures (Madrid)

no. 86: 57-58.

5. «Un exemp]e intéressant et bien con<,;u [d'échafaudage

roulant] est celui relatif a une réalisation de 1948 en

Belgique (Fig.] 1)>>.(Esquillan 1960).

6. «La fleche est contrebalancée par une coque;

1'ensemble donne ainsi l'impression d'un tour de force(Fig.181)>>. (Michelis 1963,157).

7. Journal ofthe American Concrete /nstitute, Newsletter,Apri11962: 23-24, May 1962: 14-15.

8. Eglise Sainte Rita a Hareleke.1966. Architecture(Bruxelles) nO.71-72: 386-387.

9. The surface of an HP shell is characterized by anegative Gaussian curvature, with two sets of straight or

ruled lines.

lO. 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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thin concrete shell vaulting

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