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The success of the Malampaya Concrete Gravity Substr,ucture project is a tribute to the Malampaya CGS Alliance
This logistically challenging design, construct and . y l n o e s u e t a v i r p o r F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
install project was delivered three months ahead of schedule to world s best practice in respect of health, safety, environmental and quality performance in the Philippines
ARUP
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Published on behall ol
Jib
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iédéralion internationale du béton
reilifilrilF
international federation for structural concrete
posrAL ADDFESSfib, Case Postale 88, CH-1015 Lausanne TETEPHoNE IELEF-AX
ja1.21)
693 2747
+41.21) 693 5884
rva r
[email protected] wra http://fib epfl.ch by
a . y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
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offô or the publisher
Disclaimer Readers are advlsed thaifô or the pub isher cannot be held responsible for the accuracy oi statements made ln advertsifg and editoral, nor the quality of lhe goods or seryices advertised. Opinions
expressed throughout the publicatiof are the contributors own and do not
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yifg on the information. The publisher and lià d scla m all responsibillty afy oss and damage suifered by readers or th rd parltes if connect on
for
with the inTormatiof contained in this publicalion.
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
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However, the same material that
generates great enthusiasm in design
structures as one of its most important
tasks. The best way of convincing
not always received general acceptance
opponents and stimulating the interest
by society due to past misuse.
of designers and investors in structures
ln the early days of building with
that combine both the functionality and
as the architect or engineer. ln more recent history the aesthetics and
beauty is to show examples of the most outstanding projects. The high quality award winning structures presented in this publication show that
impressive monuments built in Roman
bearing capacity were handled by several different people working
building concrete structures in which it is a pleasure to live, work and recreate
times that have survived the centuries
simultaneously with a limited
is a realistic option.
through to today s remarkable evolution
understanding of each other s ideas.
We thank all the contributors and those
This often resulted in disharmony of
who have supported these awards for
certainly has a promising future ahead.
design concepts.
their valuable work and hope that it
Currently we are seeing an
There are also other reasons that
may be a stimulus for the realisation of
understanding of the influence of the
explain why concrete structures have
composition of concrete structures.
sometimes been considered with
Engineers are exploring the relationship
mixed feelings. There was, for
between concrete s mechanical properties, its microstructure and the depth of design possibilities. We are
instance, the erroneous belief that concrete would last forever, which
now able to create concrete structures
Furthermore, the lowest bid system still
not only with optimised strength and
exists creating a tendency to look for
durability but also with specific colours
the cheapest solution, ignoring high quality determining factors like
the test of time
-
from the many
of concrete structures
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t
sees the promotion of concrete
circles and with researchers today has
concrete the design of a structure would be the task of one person, such Concrete is a material that has stood
f.b
or surface textures.
-
and it almost
many excellent new projects.
resulted in unacceptable damage.
aesthetics. lnvesting a relatively small
Joost Walraven President
oflb
additional amount of money in design
can result in structures of considerably improved quality.
e n m u c o d s i h T
3
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ir[] yÉl.ir5 (tf expel'ler(e ;i ,'rl a'jrsp€[ls of sfrLrcIli'ir ri'."ci t ire ald rt,norrllivÊt cl ets lls, .-0r aÈ i .ôit .lj t't eer lg cL-r1'rri';a'a0r.'5 opl. orr:,, sr.ate-0i tlre-ari cleiarilecl dr-.:; qr:, checkrlct o'f iles qfs by olhers àrcl )|pÉrrvi 0r'l o r:,rIe tlclrr;i.ive cli ihe ori isi.iirrlrrc"i capab i es of Leonharrji .l Atr d ië cr ir tl P.t[t Êi s rivctr' cluu rcle c1
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For the first time at the Amsterdam
As most of the entries were submitted
Congress 1998, FIP decided to publish
electronically or on CD Rom, the
a booklet with the best entries,
secretariat could combine all of them
considered as a good representation of the possibilities and qualities of
by creating one master CD. Copies of this master CD were made available to
concrete structures. This idea was
each Jury member well in time before
maintained by fib and the best entries
the meeting, facilitating very much the presentation and assessment.
winners, special mentions and nominees - are presented in this
The jury congratulates all winners,
selected by the Jury
ln 1990 the Councilof FIP (Fédération lnternationale de la Précontrainte lnternational Federation for Prestressing) introduced
iTs
Awards for Outstanding
Concrete Structures to demonstrate the versatility of concrete as a structural material. These awards have been
attributed at the Hamburg Congress (1990), the Washington Congress (1994) and the Amsterdam Congress (1998). . y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t
After the merger between the FIP and the CEB (Comité Euro-lnternational du Béton
-
Euro-lnternational Committee
- the so-called
brochure distributed to Congress participants and lo allfib Members.
The Osaka Awards are attributed to
and helped the preparation of these Awards. We just hope that in four years,
structures completed or opened
on occasion of the 2nd Congress in
between 1998 and 2001. A total of
Naples,lb will receive even more
4 1 entries had been received from
entries from many more Member
12 National Member Groups. As
groups.
previously in FlP, lhe rtb Praesidium
enlarged by some invited members, who in this occasion were the last Presidents of CEB and FlP, acted as
Jury: Renaud Favre, Jim Forbes, Hans Rudolf Ganz, Shoji lkeda, Luis Lima, Ulrich Litzner, Giuseppe Mancini,
for Concrete), and the crealion of fib (Fédération lnternationale du Béton
Jan Moksnes, Roy Rowe, Jiri Strasky, Rùdiger Tewes, Michel Virlogeux,
lnternational Federation for Structural Concrete), that officially replaced the two parent associations in 1998,fib
Joost Walraven and René Walther met in Rougemont (Switzerland) on
-
decided to maintain this tradition. Thus, Ihe Awards for Outstanding Concrete Structures are attributed this year for
the fourth time on occasion of the Osaka Congress, and for the first time in the name
oflb.
special mentions and nominees, and thanks all those who proposed entries
MichelVirlogeux Chairman of the Jury
March 1,2002. For each category, the Jury first
selected the nominees. Then two successive secret votes were cast,to progressively select the Awards and Special Mentions. ln one of the two categories the quality of the entries was
They are attributed in two categories,
so similar that even four successive
Civil Engineering Structures and
secret votings became necessary
Buildings and in addition to the Awards the Jury can attribute a Special Mention to some constructions.
before the Award Winners and Special Mentions could be found.
e n m u c o d s i h T
5
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The GA deals with
taEwil
r I r r r
r The lnternational Federation for Structural Concrete (fib
-
édéraTion
internationale du béton) is a non-profit organisation created in 1998 from the merger of the Euro-lnternational Concrete Committee (CEB - Comité
Euro-lnternational du Béton) and the
-
Fédération lnternationale de la
Précontrainte). The parent organisations
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t
These objectives shall be achieved by
e n m u c o d s i h T
(or their Deputies), as appointed by the
r r r
r r
immediate Past-President for a further
Groups
two years.
honorary memberships and presidency.
Deputy-President The Deputy-
and
members and the Commission
r r r
Committee (SC) consists of ten elected
appoints the Honorary Treasurer
chairmen. Chaired by the President or
approves budget, accounting, subscriptions and other financial
the Deputy-President, it meets at least once a year to guide the activities of
matters
Commissions and Task Groups. The SC
approves the creation of
r
Chairmen
Commissions and Task Groups, with their terms of reference, proposals
fixes the dates and venues of congresses and symposia
for Chairmen, and for monitoring their output,
Commissions and appoints their
r
is responsible for initiating
decides on admission and
r
makes recommendations to the
resignation of Statutory and
Praesidium and Council regarding:
Corporate Members
the dissemination of results (eg
makes the awards of honours and
Bulletins), or
medals.
where relevant, the need to seek formal approval of the GA or the Council for certain publications
Praesidium The Praesidium consists of the President, the Deputy-President,
(Bulletins) or actions.
the lmmediate PaslPresident, four
fib
the stimulation of research,
elected members, the two Deputy-
The secretarial ol
the synthesis of findings from research and practice,
Chairmen of the Steering Committee,
of
Civil Engineering Department (DGC
the dissemination of the results by
up to two further co-opted members and the Secretary General (ex officio).
way of publications, guidance documents and the organisation of
The elected members serve a four year term and may be re-elected for a
international congresses and
second term. The co-opted members'
Federal lnstitute of Technology Lausanne (EPFL - Ecole Polytechnique
symposia,
will be elected by the Praesidium on
the production of recommendations
the recommendation of the President
for the design and construction of
for the duration of his time of office.
concrete structures,
The Praesidium meets several times per
the information of members on the latest developments.
year on invitation of the President and
r
acts as the executive committee of the federation, advising the
ORGANISATIONAL STRUCTURE
President on the implementation of
General Assembly The General
decisions from GA and Council
Assembly (GA) consists of the Heads
r
of Delegation and the further Delegates National Member Groups; the number of Delegates (votes) depending on the chosen subscription level.
6
President is elected by the General
Steering Committee The Steering
r
performance of concrete construction.
voting rights of National Member
appointed by the National Member Group). lt meets at least once a year
OBJECTIVES
aesthetic and environmental
Subsequently he/she serves as the
chair the Steering Committee.
r
of advancing the technical, economic,
approval of Model Codes
Heads of Delegation (one per country,
since 1953.
an international level the study of scientific and practical matters capable
resolutions and technical conclusions
and should have served as a DeputyPresident for the preceding two years.
amendments to the statutes
Assembly for two years. He/she may
CEB and FIP existed independently
The objectives o1fib are to develop at
the General Assembly for two years
Council The Council consists of the
lnternational Federation for Prestressing (FlP
elections
President The President is elected by
r
is responsible for the appointment of
fibis
The secretariat
located in, and hosted by, the
-
Département Génie Civil) of the Swiss
Fédérale de Lausanne).
Secretary General Rùdiger Tewes, Dipl.-lng.
Secretary lmke Hirsch (Mrs.)
Assistant Secretary Christine Droguet (Mrs.) Postal address
fib,
Case Postale 88, CH-1015
Lausanne
the Secretary General
Tefephone (+41.21) 693 2747
is responsible for the procedure to replace any elected member who is
Telefax (+41.21) 693 5884
for any reason unable to be
Email flb@epf l.ch
effectively in office
Web http ://f ib.epf l.ch
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We Design New Millenium Structures
high-strength concrete for high-rise buildings
structural titanium for spatial structures
record bridges and tunnels . y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
F Abu Dhabi
Andreu
Ghannel Tunnel - France / England Link - Eurotunnel
SETEC - Consulting Engineers - 1000 employees
European Leader in the Construction Field Founded in 1957 Tour Gamma D - 58, quai de la Rapée - 75583 Paris Cedex 12France TEL +33 1 40 04 62 89 - FAX +33 1 43 46 89 www.setec.fr
95
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
fib
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2oO2 ïib AWARDS.for OUTSTANDING CONCRETE STRUCTURES
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According to the bY-laws aPProved by lhef.b Council, the Awards for
The jury is set-up by the Praesidium.
Outstandin g Concrete Structures are given every four years at Ihertb
categories Civil Engineering Structures (including bridges), and Buildings.
Congresses to improve the international
Two or three Awards and two or three
recognition of concrete structures that
Special Mention citations are attributed
demonstrate the versatility of concrete
in each category, depending on the
as a structural medium. The award consists of certificates given to the
number of entries received. The jury takes into account criteria such as:
r
work, and of a bronze plaque to be with the owner. Nominations have to be supported by Thefib National Member Groups. A jury designated by the
I
work,
r
environmental aspects of the design
construction practice and quality of
and its construction,
Presidium selects the winners.
fib
secretariat through the National Member
Groups. They are asked to disseminate this information - that is also published . y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
design aspects including aesthetics and design detailing,
displayed on the structure in agreement
The
H
The awards are attributed in the two
principal parties responsible for the
Applications are invited by
FJ
inThefib-news and onfb s website
-
and to invite suitable candidates (designers, contractors or owners) to
submit their entry. Entry forms are filled in by the candidates and countersigned by a Delegate or the National Member
r r
I
durability and weathering potential, significance of the contribution made by the entry to the development and
improvement of concrete construction. The decisions of the jury are definitive
and cannot be challenged. They are unveiled during a special ceremony at the Congress.
a
FH
Group Secretary in order to confirm the authenticity of the indicated authors. The structures submitted have been
completed recently, i.e. during the last four years before the Congress. ln addition to the entry form, candidates had to send lo Ihe f.b secretariat a
CD-ROM with further required
information for use by the jury and for
later publication (descriptive texts,
N
I
plans, photos etc).
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1994 FIP AWARDS lor OUTSTANDING
1990 FIP AWARDS for OUTSTANDING
CONCRETE STRUCTURES
CONCRETE STRUCTURES
r
r
1998 FIP AWARDS for OUTSTANDING
r
CONCRETE STRUCTURES
r
The Normandy bridge near Le Havre,
r r
The Great Belt East Bridge, Denmark
r
France The Belfast Waterfront Hall, Northern lreland The Osaka Municipal Central Gymnasium,
Japan
ln addition, six entries were iudged to be worthy a Special Mention:
r
r r r
The bridge over the Lerez river in Pontevedra, Spain The Heidrun tension leg platform, Norway The Odawara Blueway Bridge, JaPan The indoor swimming arena Osaka Pool, Japan
r r
The indoor stadium at Bangalore, lndia The parking garage Laakhaven Hollands Spoor in The Hague, Netherlands
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
r r
r
The Skarnsundet cable stay bridge, Norway The footbridge over the Vranov reservoir, Czech Republic The administrative building of the ECC
r
La Grande Arche in Paris, France The Oosterschelde storm surge barrier,
the Netherlands
r
The tennis center of Yale University in New Haven, Connecticut, USA The breakwater jetty in Sakai, Japan
ln addition, seven entries were iudged to be worthy a Special Mention:
The Bray Viaduct on the motorway
r
r
in
North Devon, United Kingdom The Helgeland Bridge over the Leir Fjord Norway
r
The cable-stayed bridge over the lsère,
r r r r
The pedestrian Kikki Bridge, Japan
r
Altmûhl river at Kelheim, Germany
Construction Group in Chennai, lndia
ln addition, eight entries were iudged to be worthy a Special Mention:
r
r r
The pedestrian bridge across the
r r r
Motorway Valence - Grenoble, France The Auditorium in Hyderabad, lndia The ANA Hotel in Sydney, Australia
The Gullfaks C oil platform, Norway
The new Parliament House in Canberra, Australia The bridge over the Parana river. Argentina / Paraguay The Beppo Myoban Bridge, JaPan The Thorp receipt and storage facility,
United Kingdom The protecting wall round Ekofisk oil
drilling platform, Norway
r
The sludge fermentation installation at
r
The bridge over the Elbe river at
Bottrop, Germany Podebrady, Czech RePublic
The Hassan ll mosque in Casablanca, Morocco The Ministry of Social Affairs Building in The Hague, Netherlands
at Mons
rpose
canal bridge at
Building stability - Civil engineering works Dump sites rehabilitation - Architecture - Urban planning Building equipments - Research development Special studies - Softvvare development
Allée des Noisetiers, 25
- 4031 Angleur - Belgium
[email protected]
@m
bureau d'études - 2000
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owner: SAS lmmobilière PB 6 ixlain autfxors: Pei - Cobb - Freed architectural conc-.pt a Jean Roult (S. R. A.) archilectur.r detai s s Jean-Marc Jaeger (SETEC) structura des gn n M. Gottesdiener (SOCOTEC) check ng engirreer u
eorltraetor: BATEG M. Forsse subeontractor: BOTTE SADE foundat on aompletion: 2001 The 40 storey high otf ice building (148 m from pedestrian leve ) has an almond shaped cross-section. That mass is cut on the north front by a vertical sl t narrowing down to a level matching the vau t of the 'Grande Arche' building rn the immedlate vicinity. Each storey has 1,600 m2.
12
The main structura frame of the tower is erected in high performance concrete (B B0 for columns, B 60 for the core). Horizontal forces are taken by the central core (measurino 31 x 14 m), l6 front columns and 2 rnterior columns, the most heavily loaded ones accorrmodating conp'essive forces of 4,500 tons.
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The architecture of the tower gives a v vrd rmpression of upward surge. This requ red detailed wind studres, wind tunnel tests, statistrcal processing of meteorological data and probabilistic calculations with respect to wind speeds and inc dence.
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
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owner: The University ol New South Wales Kensington main authors: Richard Francis'Jones (MGT Sydney) design architect I Jeff Morehen (MGT Sydney) proiect architect r
Romaldo Giurgola (MGT Sydney) design overview r Richard Green (Taylor Thomson
Whitting) structural engineer I
contractor: Lend Lease Proiects subcontractor: De Martin
Gasparini
concrete placement and formwork r Sydney Precast precast concrete I Fugen precast/ stone installation r Melocco sandstone supply
completion: 1999 Comprising a sequence of public and performance spaces, the Scientia is the new centre and symbolic heart of the UNSW campus. lts architectural expression is separated into three parts of different formal
and material character: the sandstone podium, metal boxes and timber foyer trees The use of concrete has been carefully considered in relation to its structural properties, durability, performance and
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
aesthetic quality. Precast elements are woven through the sandstone façades to provide depth and mediation of scale whilst providing structural support for the masonry and across openings. Concrete vaults and profiled T-beams support the upper levels. A free-
standing internal stair made of concrete provides a sculptural element.
Using seven basic steel moulds, eighteen different precast concrete proliles of well defined quality, performance and finish were produced,
\.
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
The library as a whole consists of a renovated front building and a completely new building at the back, The renovated front building incorporates several listed historical buildings of the lBth century. Keeping as much as possible from their wooden structures, the transition to the new building is made by a spacious Lichthof , empty spaces allowing light to reach the lower f loors. The walk over the connecting
brldges spanning the large empty spaces from the front to the building in the back
emphasises the transition from old to new.
owner: Muermans Vastgold Holding BV Westelaken archltect
main authors: WSM Heythuysen enqineering I H.
I
contractor: BAM Utiliteitsbouw Roermond subconlractor: Granito Betonindustrie Ittervoort pref abricated elements completion: 2001
16
All colours were decided to stay as the natural colours of the materials used: zinc,
concrete, wood and plaster appear in their original beauty, representing simplicity and timelessness. leading to timelessness.
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
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A tribute to the
)
'tree of hnowl' firmly on lhe lond, drowing sustenonce from o soil with o trodition of immortol buildings. Its superstructure is out-spreod like bronches seeking the sun. lt's o tree os much in soul ond spirit, os in shope ond structure. lt is ECC's 'Knowledge Centre', ond this yeor, it is the proud winner of the fil oword for'Outstonding Structure - 2OO2'Speciol Mention'.
gre
Its trunk stonds
fip
1994 ECC's Administrative Office Building, Chennai, lndia
The 'Knowledge Centre' houses the Engineering Design Reseorch Centre of ECC -- the Construction Division of Lorsen
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
Toubro Limited, lndio's lorgest construction orgonisoiion. This is where the teom of construction experts is bosed thot conceives ond creotes the londmorks of the fuiure. ln honouring this unique slructure, fiô is,
in o sense, poying o tribute to the flowering of knowledge. L T
is the only lndion compony
fip
1994 Sri Sathya Sai Nigamagamam, Hyderabad, lndia
to hove won four fif owords, ond
probobly the only compony in the world
to hove two owqrd winning struciures within o hundred metres of eoch other (ECC's Administrotive Office won the qword in 1994). Eoch oword offirms ihe
fip
professionol volues of sound construciion thot emonoie from the 'tree of knowledge'
1
Sree Kanteerava lndoor Stadium, Bangalore, lndia
Architecturol concepf: K. s. Rongonolh of srinivoson Rongonofh Toubro Limited Designed, buih owned by Lorsen
Associofes, Bongolore
998
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2002 . y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
Engineering Design Centre, Chennai
The lree
Buddho sof under the 'bodhi' free seeking the light thot would illuminote the world. fhe gurus of oncient
Research
f
hqve dispensed lndio in ln lndis, wisdom much moregenerofions ifs shode. lhe free fois successive lhon s symbol of knowledge, it is o vibrant porticipont in the
process
of ieorning. How oppropriqte then thof ECC's
'Knowledge Cenfre' is designed like o tree.
ï;,
,/\,l.nRsEN TouBRo LrMrrED L-L ECC - coNsrRucnoN DrvrsroN
Mount Poonamallee Road, PB.No.979, Manapakkam, Chennai 600 089 INDIA . e-mail:
[email protected] . Websites: www.lntecc.com o www.larsentoubro.com
Tel:044-2492747,2493318. Fùc044-2493317
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The bullding is intended to function as a
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
knowledge centre on the campus of lndia's largest contractor L T. Accomodating architects and design engineers of various disciplines, it features an innovative form, nature and green at each level and spaces full of light resulting in a sensitive and efficient use of energy. The plan form is rotaied 60o at consecutive ' levels to form terraces in a f loral pattern. A central column of 4 m diameter, spreading out like a tree, supports symmetrical wings and creates free space even in the ground
floor A maximum of column free space
in
each floor ofiers utmost flexibility of use. Twelve prestressed concrete beams of
owner: Larsen
Toubro Ltd
various lengths and changing cross-
main authors: A. Ramakrishna (L T) director r S. Kanappan (L T) structural design r K. S. Ranganath architect
contractor: Larsen Toubro Ltd ECC Division
completion:1999
20
I
sections, emanate as cantilevers from the central column, supporting the floor of each wing and allowing repetitive use of the formwork in each level.
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Headquarters Bank of China
Sidney Myer Asia Gentre
Naha Airport Terminal Building
Beijing, China
University of Melbourne, Australia
Naha, Okinawa, Japan
owner: Bank of China
owner: The University of Melbourne
owner: Naha AirportTerminal Co. Ltd.
main authors: Tianfang JING (Weidlinger
main authors: Peter Hayworth (Ove Arup)
main authors: MichioYoko (YASUI) chief
Assoc.) principal structural engineer r Long
structural engineer r Brendon McNiven
designer r Hideo Moritaka (YASUI) chief
XIU (CABR) senior structural engineer r
(Ove Arup) structural engineer r Bob Nation
structural engineer r Takao Miyahira
Huosheng ZHU (CABR) senior structural
designer r
engineer r MrsYang WANG (CABR)
(Nation-Fender-Katsalidis) architect r Joseph Paonese (Nation-Fender-Katsalidis)
structural engineer r
architect r
contractor: CSCEC Construction Co. Ltd.
contractor: Probuild Constructions
subcontractor: Beijing General Construction Group
completion: 2001
completion:2000
The 5,700 m2 building incorporates a
Kokuba
Daiyone
Nakamoto
- Oshiro- - Mitsui Zentaro -Taisei r south side: Nikko
-
Daishin
subcontractor: 500 seat column free lecture theatre in the
-
Higashikaihat-su r
P. S.
- -
Corporation
completion: 1999
basement, an exhibition space, office space,
Erected over a surface of 360 x 58 m, the
class rooms and university accomodation.
five-storey structure consists of precast
Four storeys of cantilever concrete sway
reinforced concrete frames of thirty 12 m
frames provide large span column free
spans in longitudinal direction and four
a garage for 500 cars and 2,000 bicycles.
spaces. They were erected on two concrete
precast prestressed concrete frames of
Four two-storey high steel truss boxes mark
transfer trusses spanning 24 m across the
14.4 m each in transverse direction.
the main entrances, host the 24-hour foreign
lecture theatre. The whole building sits on a
Situated on a 17,000 m2 site, the building features a 1s-storey superstructure with and 45 m high atrium core resting on a 4 level basement with a 2,000-seat auditorium and
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
contractor: joint ventures: north side:
exchange trading room and provide columnless support for 8 storey concrete
minimum ground level footprint resulting in a floating impression, an aesthetic solution
ln view of the intended 360 m continuous frame, and in order to control and minimise drying shrinkage, all concrete beams for
executive wings.
also granting easy access to the theatre.
The innovative design with long-span post-
The trusses are formed from precast web
both directions were produced in a factory set up near the site. All columns were cast
members and use in-situ floor plates as
in situ, The conventionally reinforced precast
flanges. Compression struts are in grade
longitudinal elements were embedded in
50 MPa concrete with minimal strut
beam column connections, the transverse
reinforcement, compensation for the large
precast elements were connected by post-
amount of steel in the heavily reinforced
tensioning the tendons.
tensioned girders, staged columns, slanted walls necessitated advanced engineering analysis. The large scale excavation with a slurry wall of 22 meters below surface,
poured in vertical strip widths varying from 3 to 5 meters with carefully designed vertical joints is the deepest to date in Beijing.
tension struts. Truss nodes were poured with a small aggregate concrete mix.
21
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THE EXPRESSION MAKING ENDS MEET
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
INTO ALL THE LANGUAGES OF THE
hIORLD
in Lisbon was designed, financed and built by VINCI and even noW, we ate responsible for its smooth day-to-day operation. As the leading construction company in the wotld, vlNCl is c0mmitted to getting people, ideas and technique moving, and makes it its business to find the best solutions that make towns better, safer and more efficient places to live in. Quality of life is something that has to be built, we make it haPPen.
The Vasco de Gama bridge
\/INEI
CONSTRUCTION
www.vlncl.com
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Life Sciences Building
Torre Norte C. E. N. U.
Abu DhabiTrade Centre
University of Newcastle, Australia
Sâo Paulo, Brazil
United Arab Emirates
owner: University of Newcastle
owner: FUNCEF
main authors: Dino di Paolo (Suters
Economiarios Federais
Nahyan
Architects) architect r Neil Petherbridge (Northrop Engineers) structural engineer
main authors: Marc Rubin (Botti-Rubin
main authors: Vinci Construction Grands Proiects design and built contract I
I
Wollgang Merretz (Structural Concrete
-
Fundaçâo dos
Arch.) e.chitect r Mario Franco (E.T. Kassoy- Franco) structural engineer r Salim Lamha (M. H. A.) Hevac r M. Golombek (Consultrix S. C.) foundations r Suely Bueno
lndustries) precast consultant r Godlrey Smith (Structural Goncrete lndustries) precast consultant r
Sechaud
Melz structural design
subcontractor r
contractor: loint venture: Vinci Construction Grands Proiects + Six Construct
contractor: Lahey Constructions Pty Ltd
(E.T. Kassoy-Franco) design coordination r Paulo Helene (Esc. Politecnica) consultant
subcontractor: Structural Concrete lndustries (Aust) Pty Ltd
contractor: Metodo Engenharia S. A.
completion: 2001
subcontractor: Const. Akyo Ltda. I Fundaçôes Especiais Ltda.
The project in the centre of Abu Dhabi, the
The Life Sciences Building won a CIA
completion: 1999
capital of UAE, creates the first big shopping
The superstructure of the 160 m high North
parking, five level above natural ground for
transverse direction over a steep site
Tower consists of an external tube formed
the shopping mall itself , and four towers of
required to be retained for environmental
by the façade columns and a core tube
80,000 m2 for offices, a hotel and
reasons, the building is constructed entirely
formed mainly by the three elevator shafts.
apartments.
of precast concrete.
The façade columns (1 .24 m x 0.9 m) are
HPC
r
Excellence in Concrete Award in 2001. Cantilevering 21 m in longitudinal and 6 m
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
owner: Sheikh Suroor Bin Mohamed Al
in
Two large inclined struts carrying 1,200 tons
service load induce large horizontal forces into the structure that are taken up by concrete tension ties in the façade's spandrel beams anchoring in a five-storey cast-in-situ anchor core. Precast structural elements were
manufactured to a tolerance of 12 mm with visible surfaces of the highest quality level. The precast concrete structural frame presented an intricate and complex challenge with regard to interaction of the precast elements intersecting in three directions.
separated by 7.5 m and connected by 0.6 m x 0.8 m beams. The entire office area is column free and is supported by 21 cm
thick post-tensioned slabs with spans '10
m and 13.5 m. Flat post-tensioning cables with four .14.5 mm
varying between
strands were used. A flying formwork system was adopted and post-tensioning was applied after two days, when concrete attained a strength of at least 25 MPa. A cycle of one 2,000 m2 floor per week allowed the structure to be completed about one year after completion of the
subcontractor: U. P. C, Dubai hollow core slabs r A. P. S. prestressing r completion:2000
mall consisting of two levels underground
The main structural characteristics of the project are:
t r
a2.1 m high raft foundation, 700 reinforced concrete columns and beams per level, cast in situ,
r
1
10,000 m2 60 cm thick hollow core
slabs cast in situ. A 26 m span ball room had to be erected column-free which necessitated the hanging of the upper three levels by prestressed 'columns' to prestressed mega-beams of 26 m span, 4 m height and 1.6 m width.
foundations. The vertical façades are formed by 7 .5 m x 4 m, 10 cm thick precast concrete panels with a 2 cm cladding of grey granite. The aesthetics are strongly enhanced by the structural solution, conceived by an intense interaction between architect and structural engineer.
23
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Olympic Stadium lstanbul-lkltelli, Turkey
owner: Preparation and Organisation Council lor the lstanbul Olympic Games main authors: Michel Macary (SCAU) architect r Aymeric Zublena (SCAU) architect rYann Bescout (SCAU) architect
I
Alain Capra (Vinci Grands Proiects) (Vinci structural design r Alain Leveille Grands Proiects) structural design r J. M. Lascaux (Vinci Gd. Projects) method r contractors: joint venture: Vinci Construction Grands Proiects + SAE lnternational
+
Tekfen lnsaat Ve Tesisat
subcontractors: ERAY, ENDEM completion:2001 The project consists of an 80,000 seats
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t e n m u c o d s i h T
siadium with two car parks, two smaller annex stadiums and a 50,000 m2 adjacent 6 storey building. The complex geometry of the project required the use of threedimensional models and the design had to take into account high seismic level and high wind conditions. Due to the presence of cavities within the
limestone underground, ground reinforcement using micropiles became necessary. The two reinforced concrete roof pylons bearing the western roof were executed by the slip form method. The great earthquake of 1999 occurred during the execution of the northern pylon. lt did, however, not affect the concrete structures. The steel works were subcontracted to Tekfen.
24
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
F
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CSN EN lS0 9001 12002 Quality Certificate Holder
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
,;;,Bouygues Travoux publics is q leading international speciolist in large-scqle civil engineering and tunnelling. Wîth its subsidiaries VSL-Intrafor and DTP Terrassement,
in foundations, post-tensioning and earthworks. Bouygues Trqvaux Publics has bqsed its strategy on high-odded value
it
has developed complementary businesses
projects requiring considerable technical expertise. The company aims at bringing added
value to clients, attrqctive technical solutions, short construction times ond lower cost proctices" ore olso omong the main obiectives. for complex projects. Environmental "best
Adding value to your Proiects
Bouygues Gonstruction Bouygues Travaux Publics - Chatlenger ' 1' avenue Eugène Freyssinet - ,:+ 33 (o) 73060 48 61 Guyancourt - 78o65Saint-Quentin-en-Yvelines cedex - France rO +33 (o) r3o 6o57 oo
www.bouYgues-construction'com
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. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
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owner: Reunion Department, La Réunion, France rnain auihors: Jean Muller, Jean-Marc Tanis, Serge Montens, Frédéric Menuel,
Eric Barlei (all JMI) pre rlr rr:rry dcs qn n Pham Xuan Thao, Gilles Causse, Bruno Radiguet, Jean PierreViallon (all Bouygues
. y l n o e s u e t a v i r
TP) d-.ta lerl d-.s r;n arclr tcot
s
Alain Amédéo
E
eontraetor; Bouygues TP stj{3aontraetor: VSL, DTP Terrassement
r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
,completion: 2002
The bridge features a single 280 m long span embedded tn counterwe ght abutrnents. I hds a composttê I uss sl uct-re comot si^q two concrete slabs linked by two planes of steel diagonals. On y the upper slab is continuous at the key. Having a constant width oT 1 1.9 m the upper deck slab ls built in 860 High Performance Concrete of varying thickness: 0.27 mfor the 1.7 m cantilevers on both sides, 0.25 m for the 3.8 m Long central part. Longitudlnal prestressing uses 12 to 19 T15 super tendons. The lower slab of the same concrete strength is 1.7 m hlgh at the abutments and 0.2 rn thick (with ribs of 0 65 m height) at the keys. Both slabs were cast in place in 12.7 m sections.
Diagonals constst of 5355 steel tubes, external dlameter 0.61 m.Tensioned diagonals are prestressed by a pair of tendons comprising between 10 and 1
2A
7 strands.
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.
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. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
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The river crossing consists of two tunnel tubes the curved shape of which did not allow the usual immersed tunnel technology. During casting of the 14 tunnel segments of
. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
12 m length in a dry dock on shore the
trench in the river bed was excavated. Once the tunnel completed and temporarily closed
on both ends, the dry dock was flooded and the tunnel tested in such a way that the
buoyancy almost balanced its weight (70 tons remaining from 6,700 tons weight). It was then pulled to its final position.
The
n
dry dock later served for the casting of the
owner: Prague Public Transit Co. lnc.
second tunnel and will be used for the
main authors: Jan L. Vitek technology and design r Stanislav Dostél design and
approach tunnels.
construction of the cut and cover
execution r Jiri Belohlav general director r
Major challenges were the watertightness
Jaromir Sob r ZdenekTobolka (all Metrostav a.s.) Josef Kunâk (Metroproiekt a.s.)
cracking in early age or during the pulling
design metro line
I
subcontractors: TBG Metrostav Ltd concrete r VSL Systemy CZ launching r
completion:2002
operation, the tight tolerances (wall thickness
t5
contractor: Metrostav a.s.
Zaklâdâni staveb a.s. dry dock
of the structure, including the avoidance of
I
mm) and the weighing operations
verifying the assumptions of the structural analysis and guaranteeing the safe launching of the tunnel in terms of stability and resistance against cracking.
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. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
Ouality, Accuracy and Consislency in all details The ability to adapt to the most challenging technological demands.
Metrostav a.s. Prague Czech Republic
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Construction
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lmprovement Durability
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The rreyssinet Group, the world's leader in specialised civil engineering works on the construction, improvement and longterm durability of structures and soils. With its bases in 48 countries, the Group
sets
the standards in
cable-stayed
structures, fitting out structures and repair techniques.
. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
It is also the Reinf
recognised specialist in
orced Eartho systems, and
has
developed leading edge know-how in soil
treatment, applying exclusive processes perfected by Menard Soltraitement.
www.f reyssinet.com
6EtlftrIl
jEIuEEn
EFnft.r{@
iliBïEttrl
Freyssinet 1 bis rue du Petit Clamart - Bât C BP 135 .78148 Vélizy-Villacoublay cedex - France
Tel: 33 '1 46 01 84 84
. Fax: 33 1 46 01 85 85
p"v"ti net
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owner: Ministry of Transport, Belgium +
soFtco main authors: Jean-Marie Cremer structural concept I Clément Counasse concept infrastructure I J. Y. Delforno, V. De Ville de Goyet, A. Lothaire, V. Radu (all Bureau d Etudes, Greisch (BEG)) I contractor: Association BAGECI-CFE FRANKI
subcontractors: ERGON diaphraqms I Freyssinet Belgium prestrebs tg I completion: 2002 Located 50 km South of Brussels, the Sart Canal Bridge belongs to modernisation works up-grading a 100 year old canal waterway to match European standards for modern barges. The prestressed 46 m wide concrete deck has thirteen 36 m long continuous spans. The architectural choices (inclined longitudinal beams, curved shapes, ribbed concrete facings, circular
piles...) have allowed to minimise the visual impact of the bridge and of its important loads (65,000 tons of concrete and
. y l n o e s u e t a v i r
80,000 tons of water).
r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
The 40 cm thick bottom deck has fifteen 12T15 units.
ln each longitudinal beam of 7.1 m height are nine 27T15 units. ln each cross member, two 19T15 and two 27T15 units allow the loads to diffuse correctly lowards the piles.
Using a very compact C40l50 concrete
and prestressing designed to ensure bi-directional compression in concrete wherever it is in contact with the canal water provided excellent watertightness. lncremental launching of 12 m per week of a 65,000 ton deck was a world record.
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VUE EN ELEVATION 5m
3 x 36m
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. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
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owner: Miyazaki Prefecture Japan
. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
main authors: The Japanese lnstitute of lrrigation and Drainage basic design I Joint ventureTaisei Corp. and Kawada Construction Co detailed design I contractors: Joint venture Taisei Corp. and Kawada Construction Co. I Kida Construction Co. r Takachiho lndustrial Co.
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subcontractors: VSL Japan Corporation Shinko Wire Co. Ltd.
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completion:2000
The arch span length of 260 m is the longest for a concrete bridge in Japan. The construction slte being a volcanic area covered by a lava field the original location had to be abandoned when 40 cm wide cracks in the rock bed running through an abutment were discovered. The reinforced concrete flxed arch rib was then constructed using the truss-cantilevering erection method with temporary steel girders. A newly developed traveller facilitated the concreting of the 3 to 5 m cast-in-situ segments. Also a new construction management method using an automatic object capturing system had to be developed for precise geometric control. After erection of 1/3 of the arch on both sldes the centre gap was temporarily closed by an 78 m
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steel truss girder and then concreted followed by the erection of the cast-in-situ
columns and the superstructure consisting
of prestressed hollow core slabs. Aesthetic and environmental aspects were considered carefully Tor example the use of small wind force generators for the electric lighting.
I
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. y l n o e s u e t a v i r r p o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
SPANNING GENERATIONS The Tensho Bridge presents on oestheticolly pleosing orch of eternolly clossic design emphosising the suitobility of concreie.
We developed new construction methods ond moieriols to ploce this high spon structure in hormony with the noturol environment. The Tensho Bridge spons the finest elements of modern ond clossicol - to the odvoncement of o demonding public.
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TAISEI CORPORATION
l-25-l
NishiShiniuku,
Shinluku-ku, Tokyo
163060ô, Jopon
Tel: +81 3 5381 5297 Fox: +Bl 33345O49O
KAWADA CONSTRUCTION CO lTD
6-3-1 Tokinogowo, Ktto-ku, Tokyo
I l4-8505, Jopon
Tel: +Bl 3 3915 5BB2 Fox: +81 3 3949 1B7l
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Crossing the river Rhone, the two structures for the Marseille-Valence and MarseilleMontpellier branches of the new high speed train line'TGV Mediterranean' run parallel to eachother and on equal level on most of their length (1500 m).
owner: Reseau Ferré de France SNCF - TGV Méditerrannée main authors: Michel Virlogeux structural concept r Jean-François Blassel (RFR) architect r Michel Desvignes landscape architect r Christian Bousquet (SNCF)
design r Jean-Michel Cussac (SNCF) design
Alain Moriset (SETEC) design I Bruno Radiguet (Bouygues TP) detailed design Alain Palacci (GTM) detailed design I
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contractors: Bouygues/GTM Construction/ DTP Terrassements / lntrafor subcontractors: CEPABA-BACHY-EMCCBCP / Béton de France
completion: 1998
Conventional two-webbed box girders bear two rail tracks and typically span about 100 m. 5 m thick on mid-span, parabolic gussets of 1B m length lead to 8.5 m thickness at the bearings. Concrete strengths at 28 days were f' 2g = 52 MPa. lnternal pre-stressing was applied during the balanced cantilever construction phase using precast elements. The later'continuity prestressing' was done as external posttensioning. Cast in situ piers are hollow truncated shafts with a circular base of 5 m diameter under the deck supporting joint and 8.5 m diameter at the base of the highest piers (approximately 50 m).
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ïhe 44 m long and
7 m wide bridge consists
of an underspanned concrete frame with
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
integral supports and without expansion joints. The columns are inclined to reduce the horizontal reaction and to facilitate the excavation of the foundation. The main feature is that the prestressing tendons leave the reinforced concrete section in the
positive moment area and enter in the steel tension chord. The deviation forces of the polygonal tension chord are transmitted by V-shaped steel elements, resulting in a main
owner: Public Road Administration
span with a lenticular tension chord.
Canton Ticino, Switzerland
The steel tension chord is made of a half
main authors: Aurelio Muttoni Grignoli-
W-shaped box section welded out of two
Muttoni-Partner)
bent steel plates. After construction is
contractor: Muttoni S. A,, Bellinzona
finished, the steel tension chord is injected
subcontractor: VSL Switzerland
completion: 1997
with cement grout, providing another protection layer for the two 12 strand VSL prestressing tendons inside the box and resulting in better durability and a stiffer chord. By adding a top steel plate, chord and
deviation elements could be designed as a truss used as self-canying formwork for the pouring of the concrete deck.
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@ GYH framelan SA
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lngénieurs civils Rue de lo Paix 30 CH-2720 Tromelon I Switzerlond Tét. + 41 32 487 46 36 Fox 41 32 487 61 32 E-moil :
[email protected] Web : www.gvh.ch
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Other GVH Offices
Fields of activity
GVH St.-Bloise SA GVH Delémont SA GVH St.-lmier SA GVH Fribours SA GVH Lo Choux-de-Fonds SA
- Bridees
- Tunnellins -
Buildinss ïonks
- Roods - Woter
suDDlies
- Re|oir and strengthening Management system
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Ruelle W.-Mayor 2 case postale 2001 Neuchâtel / Switzerland
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BG lngénieurs Gonseils W
+ 41 3272404 44 + 41 327240484 neuchâ
[email protected] www.bg-21.com
Domaines d activité
:
9001
Prestations types
:
Bâtiments complexes Structures et ouvrages d art lnfrastructures et transport Travaux souterrains Eau et environnement Géotechnique et fondation Génie civil et routes Protection de I environnement Traitement des eaux Travaux hydrauliques Dépollution de sites
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Management de Projet Expertises et audits lnstallations techniques (bâtiment)
Management system rso 900 r
Depuis 1996
C. Notheisen lngénieurs civils Sàrl
. y l n o Préverenges e s u e Switzerland t a v i r p r TéI. 85 12 o 12 86 + F Fax . 1 E-mail c.
[email protected] 2 0 2 r e b m e c e D t s 1 n o armé d e d a o l n w o d ancrés, tunnels: s a w Evaluation
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CH 1028
+ 41 21 803 803 41 21
Domaines d activité
et précontraint, mixtes Structures en béton acier-béton, métalliques, bois
t n e m u c o d s i h T
Ponts, tranchées couvertes, ouvrages de soutènement de l état des ouvrages existants Assai nissement, renforcement, transformation Projet de surveillance Dossiers pour la gestion et la maintenance Expertises de projets
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Aka Bridge
Woronora Bridge
Twin Bridges Mentue River
Aka, Okinawa, Japan
Woronora, NSW, Australia
Yverdon, Switzerland
owner: Okinawa Prefecture, Okinawa
owner: Roads and Traffic Authority, NSW
owner: Départment des Travaux Publics
main authors: M. Komiya (Jap. Br. and
main authors: BertTaylor (Taylor &
Lausanne, Vaud
Struct. lnst,) project manager rTatsuo Tomori (Sibaiwa Eng.) structural design r Kiyoshi Uema (Ryukyu University)
Herbert) design r Mark Bennett (RTA) design r Bernhard Gôhler (Leonhardt,
main authors: A. Vaucher (GVH Tramelan SA) project director r B. Houriet (GVH
Andrâ + Partners) check engineer r
Tramelan SA) project associate director
contractor: Barclay Mowlem Construction
C. Heubi (Bonnard
landscape design r Osamu Shinohara
(Tokyo University) landscape design r Miyoko Oono (M+M Design) landscape architecture r
contractor:
P.
S. Corporation
P. Moia
(Tremblet SA) structural engineer I
Stambe Entreprises r Peri Australia r
contractors: Ramella & Bernasconi SA, Cudrefin r Frutiger SA,Thun r
subcontractors: Concrite r Active Steel r
Road Services Pty Ltd r
completion:2001
completion:2000
approach bridges of l38 m each.
The bridge was proposed to correct the
The two parallel bridges were cast in place
a7.75 m carriageway and two sidewalks of 1 m. lt
existing road condition and travel speed
using the balanced cantilever method, with
deficiencies (for ex, steep hairpin bends
temporary stays between the piers during
connects Aka lsland to the Okinawa main
approaching the exis existing ting old bridge). lt is
erection. Featuring an overall length of 568 m
island, assuring transportation facilities
522 m long with a 20 m wide deck for 4
in 5 spans of 93
indepent from the weather conditions, an
traffic lanes at 34 m above the river, and
the maximum height above ground level is
important step in the development in this
carries an under-slung walkway to allow for
120 m. Longitudinal and transverse
cycle and pedestrian traffic.
prestressing was
arches spanning 65 + 125 + 65 m, and two The width of 10.75 m allows for
t n e m u c o d s i h T
I
subcontractors: Freyssinet SA, Moudon r VSL Lyssach r
The total bridge length is 530 m: three
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w
G. Notheisen structural engineer
Lrd
Abergeldie Contractors Pty Ltd r VSL Prestressing (Aust) Pty Ltd r Pioneer
completion: 1998
I
+ Gardel SA) foundations r
+ 135 + 150 + 120 +70
m,
area of tourism and resort resources. Abutments and piers were cast in situ, the
An environmental impact statement
deck was constructed by precast segments
prepared in 1990 and reviewed in 1998
(max. 57 t) carried by sea and installed. As
resulted in choosing the incremental launch
precarious geological conditions
there is pedestrian trafflc under the approach
construction process rather than match-cast
encountered on the sides of the valley and
bridges (ferry quay, beach), careful detailing
segmental construction. The superstructure
the horizontal curvature of the road were the
was important resulting for example
was constructed in a two-stage casting yard
main challenges of the project. Thus the
corner cutting and surface texturing for the
with each stage 30 m long. 19 segments
conceptual design had to be developed
piers, the use of beige coloured local
were necessary to create the 522 m long
Ryukyu limestone etc.
span continuous girder. Downhill launching
in
To enhance durability under marine
conditions, epoxy coated reinforcement bars and galvanised sheathing was chosen.
on a 5
applied. The foundations are on piles blocks and shafts.
, The exceptional height of the structure, the
10
slope required a combined
launching/breaking system using prestress cables and interlocked heavy-lift jacks of up to 500 t capacity.
bearing in mind the following concerns:
r
structure and its harmony with the surroundings;
r
achievement of good structural quality in order to ensure longierm serviceability
Concrete mix design provided strengths of 25 MPa after 16 hours, thus allowing prestressing the next day after pouring.
particular carelor the aesthetics of ihe
and maintenance costs reduced to a minimum;
r
choice of a well-proven rational construction method, thus assuring good pro.iect and cost management.
41
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t..
Ayunose Bridge
It/l e
owner: Kumamoto Prefecture, JaPan
owner: Japan Highway Public Corporation
owner: Fukushima Prefecture, lwaki-city
main authors: Miyoko Oono (M+M Design) architecture r Chuogiiutsu Gonsultants structura design r
main authors: Japan Bridge + Structure lnst. lnc. basic design I CTI Engineering Cc. Ltd basic design r Joint ventures (see
main authors: Takashi Kumagai (Fukushima Prefecture - lwaki Construction Office) basic design rYosuki Koiima (Kyoryo Consulting) detailed design rTsutomo Machi (Oriental Construction)
Prefecture, Japan
contractors) deta led des gn
l=ukushima Prefecture, Japan
I
Ltd. r Satokigyo Co. Ltd. I
contractors: joint venture Kiso East:
subcontractor: FKK stay cabLes
Oriental Construction, Nippon Koatsu Concrete, Kawada lndustries I joint venture Kiso West: Kajima, Zenitaka, NKK I ioint venture lbr East: Sumitomo, DPS Bridge Works, Mitsubishi I 1o nt venture lbi West: P.S. Corp.,Taisei,Yokogawa Bridge Corp. r
completion: 1999
t n e m u c o d s i h T
Mori-no-wakuwaku-hashi Bridge
Kumamoto Prefecture, JaPan
contractors: Sumitomo Construction Co.
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w
Kiso and lbi River Bridges
The bridge was designed not only to cross the 300 m wide and 140 m deep valley full of green but also to harmonise with the surrounding nature and to offer an attractive viewpoint for visitors. The 3 sPan continuously prestressed concrele cable stayed bridge of a total length of 390 m with a main span of 200 m combines in a unique way an Y-shaped rigid pier on the steeper side of the valley with stay cables over the flatter slopes on the opposite side. The rigid Y-shaped pier in comblnation with ihe thin cable stayed deck also offers a good solutlon for the seismic design in this volcanic area. The design oÏ details as metallic orange cable covers, railings, lighting system and pavement but also the studies of the overall situation of the bridge in the environment were carefully executed in order to achieve a maximum of harmony with nature.
subcontractors: Sumitomo Electric lnd I Anderson Technology Corp. r Shinko Wire Co. Ltd. r Oiles Corp. I completion: 2001 After careful studies of various alternatives to cross the two more than 1 km large mouths of the rivers, one 5 span and one 6 span continuous and extradosed box girder bridges in prestressed concrete and steel composite construction were chosen. The span lengths could be extended to 275 m by reducing the dead load by using up to 105 m long steel girders for the central sections of a span, Near the supports concrete girders with stay cables were used cantilevering up to 85 m to both sides. Prestressing tendons placed inside the girders increase the axle compression. The 33 m wide superstructure allows for six lane tratfic. To maximise the available width, the stayed cables were deployed in a single plane. The 5 m long segments (33 m wide, 7 m high, approx. 4 MN weight) were precast on
shore and transported to the site by barges. After finalisation of the pc airders, lifting gear was installed at the ends to close the gap by hoisting the 100 m long steel girders (of approx. 20 MN weight).
prestressLng r
contractor: Oriental Construction Co. Ltd. completion: 2001 A pedestrian stress ribbon bridge with external cables was constructed in a public parc in lwaki-City as the f irst of its kind in the world. Located in a hilly environment where the 128,5 m span were required, the load bearing layer is of mudstone, so that the horizontal forces from the superstructure had to be minimised. Whereas in conventional stress-ribbon bridges prestressing cables and suspension cables are placed inside the concrete deck, prestressing in this new bridge type the cables are placed outside the deck as external cables using supporting members. This has the additional advantage of easier access in cases of replacement or retightening. The sliding erection method remains essentially the same as for conventional stress ribbon bridges, After completion of the bridge the characteristics of static deformations, natural vibration and dynamic response to pedestrian and emergency traffic were verified by loading tests and simulation analysis.
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lkeda-Hesokko-Ohashi PG Arch lkeda cho, Japan
Japan Egypt Friendship Bridge O-arta'a (Suez) Lgyp-
Kent Messenger M:llenium Bridge N/aidstone, Great Bdtatn
owner: Japan Highway Public Corporation
owner: Ministry of Transport, Cairo
owner: Maidstone Borough Council
main authors: Hidetsugu Mochizukii
main authors: Pacific Consultants
main authors: Cezary M. Bednarski
(JHPC) c iet structura enqineer r
lnternational: Hiroyuki Endo project
arch tect and lead consultant r
Minoru Yamada (JHPC) assistant chief
director rYasuo Furukawa approach bridge
(Strasky, Husty and Partners Ltd)
structural engineer r Hirofumi Ando (JHPC)
design r Hiroaki Mukaichi road design r
concept engineering desiqn r Vilem Juttner
senior structural engineer r Shuichi Kitakuni (Kaiima) design superstructure r Satoshi Matsuki (Kajima) seismic design r
Chodai Co. Ltd: Yusuke Kajimura deputy project director r Hitoshi Nakamura main
(Strasky, Husty and Partners Ltd) engineering design r lan Firth (Flint & Neill)
bridge design r
check eng neer r Jaroslav Hauser
Kei Suzuki (Kajima) aesthetic design r
contractor: Noriaki lshitate / Kajima
(Geostar) foundation design r
contractor: Shigetaka lshihara / Kajima Corporation
Corporation
contractor: Balfour Beatty Construction Ltd
subcontractor: Gleitbau GmbH / Bygging
subcontractor: Balvac Whitley Moran Ltd
lntercontinental / Misr Dywidag
post{ensioning
completion: 2001
completion: 2001
subcontractor: PC Bridge Corp. / Sumitomo Electric lndustries
Jiri Strasky
completion: 2000 For the first time ever a two span (50 + 38 m)
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
Various bridge forms were examined for the
To cope with the increasing traffic demand
existing complicated intersection conditions
across the Suez Canal 4.1 km of bridges
(rivers, dam, railways, roads) before the
cranked at 25 degrees has been designed.
were conceived with 70 m navigation
Both engineering and aesthetic beauty of
S-span continuous reverse Langer arch
clearance in addition to the tunnel existing
bridge with a 3-span arch was adopted
this bridge lie in the fact that the suspended
on the Canal's South end. The main bridge
(spans 134 + 200 + 160 + 130 + 79 m), The
walkway itself is the structure, stiffness and
has a total length of 730 m spanning
43 + 50 + 70 + 404+ 70 + 50 + 43 m with a
stability resulting from its geometry,
detailed design of the bridge started after the Kobe earthquake, hence state-of-art
central cable-stayed section using a single-
seismic design technique had to be adopted.
cell steel box girder, 154 m high pylons and
For the first time ever a method carrying out a simultaneous cantilever arch rib
construction on both sides by independent travellers for stifféned girder and arch rib was applied, lnside the stiffened girder a
two-plane fan-shaped multi-cable stays. Approach viaducts continue for 560 m on both sides with constant span (40 m) rigidframe single-cell prestressed concrete girder bridges.
stress ribbon bridge with an alignment
The stress ribbon is formed by precast
segments with a composite deck slab. The segments were suspended on bearing cables and served as falsework and formwork for the casting of the composite slab. The deck is post-tensioned by prestressjng tendons (monostrands grouted in polyethylene ducts). Together with the
non-grout type external cable having the
Pylons and piers were constructed using the
highest capacity in Japan was chosen for its
bearing cables these are situated in the
slipJorm method with gains of up to 4 m of
economical and constructional efficiency,
vertical height per 24 hours. The prestressed
cast-in-situ slab.
and maintenance management,
girders on both sides were erected using a
Landscape design played an important role
movable launching gantry. The average
since the bridge was to be constructed on a municipal sports park.
cycle lime for one span was
1B
to 20 days,
The intermediate support transfers the resultant horizontal forces into the foundation
by a compression strut formed by stairs and a tension tie formed by a stainless tube. The
dynamic response of this bridge - well accepted by the public analysed,
-
was carefully
43
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Malampaya Goncrete GravitY
Ertan Dam
Oresund lmmersed Tunnel
Structure
Yalong River, China
Copenhagen, Denmark
owner: Shell Philippines
owner: Ertan Hydropower Development
owner: Oresund Konsortiet, Denmark
main authors: David Collier (Arup Energy) engineering manager I Andrew Grigsby
Corporation
main authors: Symonds Travers Morgan (UK) design r A. Piquet (VCGP) dry dock
Palawan, Philippines
(Arup Energy) mechanical engineer I Andrew McNulty (Arup EnergY) lead
concrete design r Mike Cooke(Arup Energy) lead engineer I Chris Humpheson (Arup Energy) geotechnical engineer I John
Roberts (Arup Energy) design director r Neil Evans (Arup Energy) site design co-ordinator r Geotf Curnow (John Holland) constructability engineer
I
contractor: joint venture: John Holland Pty Ltd / Arup Energy /Van Oord ACZ subcontractor: Ancon Beton PtY Ltd . y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
concrete
completion: 2000 The gravity structure is situated in 43 m deep water surrounded by even deeper water. This deep water situation lead to an increase of predicted wave loading by 10 . The main challenges during design and construction were:
r
produced in a dry dock in a natural deep water harbour, the structure was towed 200 miles after completion,
r
the change from an initially planned open water displacement storage system to dry
storage for the condensate resulting in a 25
r
increase of the total concrete volume
and a 60
increase in reinforcement,
the achievement of producing the specified concrete in excellent slipform suitable quality out of local material. Careful mix design using among others 30
local fly ash and 5
silica fume and
rigorous quality assurance procedures resulted in a concrete of excellent workability and a 56-day strength of more than 60 MPa.
main authors: EEC - Ertan Engineering Corporation
floating gate r
contractor: joint venture: Vinci Construction Grands Proiects / lmpregilo /Torno /
contractor: joint venture: Vinci Construction
I
of MWREP completion:1999 Bureau
P.
Gernigon (VCGP) dry dock
sliding gate r
Grands Proiects (VCGP) / NCC AB / Phil & Son AS / J. L. Constr. / Bosskalis SV subcontractorr lntron (NL) concrete
Located in China's Sechuan province on the
consultant
Yalong River, a tributary of the Jinsha
completion:2000
(Yangtze Kiang), the proiect's lot 1 consists oT
a240 m high double-curvature concrete
arch dam, 775 m long at crest level, and a 170 m long and B0 m high concrete water intake for 6 penstocks, 9 m in diameter. An
The crossing of the Zresund Strait spans from Copenhagen airport to the city of
Lernaken, south of Malmô. On 16 km length it includes a tunnel, an artificial island, a
underground powerhouse with various associated tunnels formed lot 2, given to
viaduct, a cable-stayed bridge, and a
another joint venture.
concerns the 3,500 m immersed tunnel for a
second viaduct. The proiect reported here
After two years of construction of installations (camps for pesonnel, quarry, aggregate
four-lane highway and a two track railway and the two access ramps (650 + 1,100 m).
processing plants of 1 ,000 tons/h- capacity, concrete batching plants of 2 x 360 m3/h
The 3,500 m tunnel is made of 20 prefab-
capacity etc.), the river was deviated and,
175 m long). Each caisson is assembled in
after excavation of 6 million m3 for the dam, the concreting started with four B m3 buckets hung on an over
'1
km long cableway and
supplying 4 million m3 of concrete for the dam. Watertightness below the dam was ensured by a 60 m deep grout curtain built from grouting galleries excavated at the bottom and in the abutments of ihe dam.
ricated caissons (41 m wide, 8.6 m high and a dry dock out of eight 22 m sections
poured in a plani i. e. indoors in controlled atmosphere, in order to respect the stringeni specif ications regardin g concrete
temperature-induced cracking control, Once the caisson sealed on both sides, the dry dock was flooded and the caisson shifted afloat to a dbeper basin for final finishing. From there, it is later towed into position, immersed and butt jointed to the segments already in place. Sand is injected underneath the caisson through its bottom, the trench is backfilled and covered for
erosion protection.
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Madeira Airport
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Partners
Segadâes Tavares
Structural and Consulting Engineers Bridge Design
Building Design Special Structures Design
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
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Largo de Santos, g - 30 f200-808 LISBOA. PORTUGAL telephone +35L2139328
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fax +351 2L39328
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e-mail: sta'
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Funchal Airport Extension
Beaucaire-Tarascon Bridge
Santa Cruz, Made ra, Portugal
Beaucaire, France
owner: ANAM Aeroportos SA, Madeira
owner: Conseil Général des Bouches du
main authors: A. SegadâesTavares SegadâesTavares (STA)
Rhône
head of design team r Joâo Vaz (STA)
main authors: Michel Virlogeux structural
deputy head design r JoséVeloso (STA)
concept r Daniel Lefaucheur (SETRA)
geotechnics r Pedro Parreira (STA)
structural design r Philippe Vion (SETRA)
mathematical models r
structural design r Jacques Resplendino
Manuel Pereira (STA)
structural analysis r
(CETE) design checking r Charles Lavigne
contractor: Novapista
architect r Alain Chauvin (Structures) detail
subcontractors: Zagope SA / Costrutora Andrade Gutierrez SA / OPCA SA / Spie Batignolles TP SA
design r
contractor: Entreprises Leon GrosseBauland
Completion:2000
subcontractor: Freyssinet stay cables I CPB precast elements r
lvlountains dominating Madeira s landscape,
completion:2002
its only aircraft landing facilities lay on
. y l n o e s u e t a v i r p r o F . 1 2 0 2 r e b m e c e D t s 1 n o d e d a o l n w o d s a w t n e m u c o d s i h T
coastal cliffs in an altitude of 57 m, The
A road bypassing the two towns of
decision to extend the existing runway lead
Beaucaire and Tarascon, crosses the Rhone
to the construction of an additional 1,000 m
river on a total length of 410 m. The cable-
long and
.180
m wide bridge with unusual
stayed bridge features two 60 m high
imposed loads (Boeing 747 landing gear
lyra-shaped pylons with fan-shaped cable
with 4,000 kN on a small area, accident
arrangements and a ribbed prestressed
values reaching 12,000 kN). The adopted structural solution consists of
concrete slab deck of constant height and 12.10 m width for two lanes of traffic.
an array of 31 reinforced concrete portal
The bridge is divided into 5 spans : 26
frames supporting a deck slab at 57 m above
-
the sea level. The frames spaced by 32 m
193
-
82
-
-
82
26 m. The pylons are founded
each on six piles of 2 m diameter, covered
have in general 6 columns also spaced by
by a circular pile-cap. The slab deck height
32 m resulting in a portal beam with five
of 81 cm is very low for a span of 193 m.
32 m spans and two 14 m cantilevers at each end,
Each side-span has been built using normal scaffolding, the rest of the structure by the
The reinforced concrete columns have a
balanced cantilever method, starting from
constant 3 m diameter circular cross section
the two pylons, with 7.3 m long cast-in-situ
and maximum heights of about 50 m. The
segments. The very light (54 tons) mobile
portal beams in prestressed concrete have
carriages were suspended by a pair of
an l-shaped cross-section with an height of
working cable stays adjusted step by step
3.6 m at mid-span and 5.6 m over the
according to the inc increasing reasing load of fresh
columns. The bi-directionally prestressed concrete deck slab has a thickness varying
concrete. After hardening of the latter the final pair of cable-stays could be installed
lrom 1.7 m where connected to the portals to
and stepwise tensioned in the same time as
1 m through the central 12 m of each span.
the working cables were detensioned.
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