EP1514981A1 - Structure de partie extremite contrainte de corps a structure de beton precontraint et procede de fabrication de cette partie extremite contrainte - Google Patents

Structure de partie extremite contrainte de corps a structure de beton precontraint et procede de fabrication de cette partie extremite contrainte Download PDF

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Publication number
EP1514981A1
EP1514981A1 EP03730711A EP03730711A EP1514981A1 EP 1514981 A1 EP1514981 A1 EP 1514981A1 EP 03730711 A EP03730711 A EP 03730711A EP 03730711 A EP03730711 A EP 03730711A EP 1514981 A1 EP1514981 A1 EP 1514981A1
Authority
EP
European Patent Office
Prior art keywords
grout
prestressed
concrete structure
tensioned end
structure according
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Withdrawn
Application number
EP03730711A
Other languages
German (de)
English (en)
Inventor
Tsutomu Kadotani
Yoshitaka Nishida
Minoru Uemura
Nobuyuki Hayashi
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Anderson Technology Corp
Original Assignee
Anderson Technology Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Anderson Technology Corp filed Critical Anderson Technology Corp
Publication of EP1514981A1 publication Critical patent/EP1514981A1/fr
Withdrawn legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices
    • E04C5/122—Anchoring devices the tensile members are anchored by wedge-action

Definitions

  • the present invention relates to the structure of a tensioned end of a prestressed-concrete structure and also relates to a method of constructing the tensioned end. More particularly, the present invention relates to a technique wherein a transparent material is employed for a grout can to surely perform the construction of the tensioned end.
  • prestressing steel and a sheath covering it, together with reinforcing bars are disposed in a form. Thereafter, concrete is placed in the form. After, the concrete has reached a predetermined strength, the prestressing steel is tensioned from both horizontal ends or either of them, and each end portion of the prestressing steel is anchored with an anchoring device, thereby prestressing the concrete.
  • a grout is externally injected into the anchorage and its vicinities and also into the sheath at a high pressure (0.5 to 1 MPa) to fill them for the purpose of preventing corrosion of the tensioned prestressing steel and for securing the prestressing steel in the sheath under tension and further for fixing the interior of the anchorage and its vicinities.
  • a grout can is secured to the anchorage to cover the whole anchorage in a hermetically sealed state, and thereafter, the grout is injected from an outer communicating hole (grout hose fitting hole) to fill the inside of the grout can.
  • Japanese Patent Application Unexamined Publication (KOKAI) No. Hei 8-35331 discloses a method in which a metallic grout can is used. In this case, however, the. inside of the grout can cannot be seen. Therefore, it is impossible to confirm the completeness of the filling of grout at the tensioned end portion, which is particularly important. Further, because the grout can is made of a metal, an electric potential difference is produced between the grout can and the prestressing steel or other different kind of metal. Consequently, a corrosive current flows, and this may cause corrosion of the prestressing steel.
  • the grout when the grout is injected into the grout can at a high pressure (0.5 to 1 MPa), if the grout can is in the shape of a cylinder with a flat bottom as illustrated in Japanese Patent Application Unexamined Publication (KOKAI) No. Hei 8-35331, the pressure of the injected grout is applied non-uniformly to the inner surfaces of the grout can. This involves the danger that the grout can may be deformed and hence the grout may leak.
  • a high pressure 0.5 to 1 MPa
  • the anchorage structure including the grout can and its vicinities is covered with post-placed concrete. If the adhesion between the post-placed concrete and the grout can is incomplete, it is impossible to attain the primary object, i.e. forming the anchorage and the post-placed concrete into one integral structure.
  • the grout In the case of external cable construction, the grout can is relatively large in size. Therefore, the conventional metallic grout can is heavy in weight and hence inconvenient to handle.
  • Fig. 1 is a sectional view of a tensioned end structure of a prestressed-concrete structure of an internal cable system according to Example 1 of the present invention.
  • Fig. 2 is a sectional view of a tensioned end structure of a prestressed-concrete structure of an external cable system according to Example 2 of the present invention.
  • Fig. 3 is a sectional view of a tensioned end structure of a prestressed-concrete structure of an external cable system according to Example 3 of the present invention.
  • Fig. 4 is a plan view and a sectional view of a grout can in Fig. 1.
  • Fig. 5 is a plan view and a sectional view of a grout can in Fig. 2.
  • Fig. 6 is a plan view and a sectional view of a grout can in Fig. 3.
  • C denotes concrete
  • G denotes grout
  • M denotes post-placed concrete or mortar
  • 1 denotes prestressing steel cables
  • 2 denotes a sheath
  • 3 denotes a socket of anchoring device
  • 4 denotes a plug of anchoring device
  • 5, 5', 5" denote grout cans
  • 5a, 5a', 5a" denote ribs of grout cans
  • 5b, 5b', 5b" and 5c, 5c' denote grout discharge pipes
  • 5d, 5d', 5d" denote bolt insertion holes
  • 5e denotes a grout injection pipe
  • 6 denotes a grout hose
  • 7 denotes a packing
  • 8 denotes grout can securing bolts
  • 9 denotes spiral reinforcement
  • 10 denotes a differential-diameter joint
  • 10a denotes a grout injection pipe of differential-diameter joint
  • 11 denotes an anchor plate
  • 12 denotes an anchor
  • Fig. 1 is a sectional explanatory view of a tensioned end structure in the vicinity of an anchorage of an internal cable system
  • end portions of prestressing steel cables 1 are anchored under tension by using a socket 3 and a plug 4, which constitute an anchoring device, buried in an end portion of concrete C.
  • a sheath 2 is connected to a projecting portion 3a of the socket 3 through a differential-diameter joint 10 to enclose a bundle of 6 to 12 prestressing steel cables 1.
  • a grout can 5 is secured over the anchorage of the tensioned end with grout can securing bolts 8.
  • the grout can 5 shown in Figs. 4(a) and (b) is a half-cut hollow spherical member having a ring-shaped rib 5a at the upper edge thereof.
  • the grout can 5' shown in Figs. 5(a) and (b) is a cylindrical member, one end of which is closed.
  • the cylindrical member has a ring-shaped rib 5a' at the upper edge thereof and a half-cut hollow spherical portion 50 at the bottom thereof.
  • the grout can 5" shown in Figs. 6(a) and (b) is a cylindrical member, one end of which is closed.
  • the cylindrical member has a ring-shaped rib 5a" at the upper edge thereof and a slightly curved bottom portion.
  • the belly portion of the grout can 5 is provided with connecting openings, and grout discharge pipes 5b and 5c are attached to the connecting openings to fit grout hoses 6 thereto, respectively.
  • grout G is introduced into the sheath 2 at a high pressure (0.5 to 1 MPa) from a grout injection pipe 10a of the differential-diameter joint to fill the grout can 5 through through-holes (not shown) provided in the plug 4 in the anchorage. Excess grout is discharged to the outside through the grout discharge pipes 5b and 5c and the grout hoses 6.
  • the grout can 5 is made of a transparent material, the filling condition of the grout can be visually observed easily from the outside, and it is possible to readily find any void portion left unfilled in the inner wall of the grout can 5. Therefore, if such a void portion is found, additional grouting is carried out to refill it, thereby attaining a completely filled condition.
  • the grout G is a cement milk mixed with an admixture, e.g. a dispersing agent. Then, concrete or mortar M for post placement is placed and hardened by using a form so as to cover the surface of the concrete C in the vicinity of the anchorage and also cover the outer peripheral surface of the grout can 5.
  • an admixture e.g. a dispersing agent.
  • the post-placed concrete or mortar M should be a material identical or similar to the concrete C so as to be integrated with the latter.
  • FIG. 2 is a sectional view of a tensioned end structure in the vicinity of the anchorage
  • end portions of prestressing steel cables 1 are anchored under tension by using an anchor head 12 attached to the outer surface of an end portion of concrete C, together with wedges 13.
  • An anchor plate 11 is embedded in the inner surface of the concrete C inside the anchor head 12.
  • an outer trumpet 15 together with an inner trumpet 14 inserted therein, is installed in the vicinity of the anchorage.
  • a steel pipe 18 is fitted into the forward end portion of the outer trumpet 15.
  • the forward end portion of the inner trumpet 14 is fitted into a resin sheath 17.
  • a caulking ring 16 is fitted around the outer peripheral surface of the overlap of the inner trumpet 14 and the resin sheath 17.
  • a bundle of 12 to 27 prestressing steel cables 1 is inserted to extend through the inner trumpet 14 and the resin sheath 17.
  • a grout can 5' is secured to the surface of the anchor plate 11 with grout can securing bolts 8.
  • the grout can 5' used in this case is, as shown in Fig. 5, a cylindrical member, one end of which is closed.
  • the cylindrical member has a ring-shaped rib 5a' at the upper edge thereof and a half-cut hollow spherical portion 50 at the bottom thereof. Because it has the cylindrical portion 51, the grout can 5' is correspondingly increased in height.
  • the belly portion of the grout can 5' is provided with connecting openings, and grout discharge pipes 5b' and 5c' are attached to the connecting openings to fit grout hoses 6 thereto, respectively.
  • Fig. 2 which is a sectional view of the anchorage and its vicinities
  • grout G is introduced into the grout can 5' at a high pressure (0.5 to 1 MPa) from the right-hand side through the sheath 17 to fill the grout can 5'.
  • the grout G is filled into the grout can 5' through through-holes (not shown) provided in the anchor head 12. Excess grout is discharged to the outside through the grout discharge pipes 5b' and 5c' and the grout hoses 6.
  • the grout can 5' is made of a transparent material, the filling condition of the grout can be visually observed easily from the outside, and it is possible to readily find any void portion V left unfilled in the inner wall of the grout can 5'. Therefore, if such a void portion is found, additional grouting is carried out to refill it, thereby attaining a completely filled condition.
  • transparent material for the grout can means a material that allows the filling condition of grout G in the grout can and the presence of air bubbles, etc. to be visually checked from the outside of the grout can. It is possible to use any material that is transparent and mechanically strong to some extent, for example, synthetic resins, high-strength glass (including tempered glass coated with a transparent resin), and ceramics.
  • a transparent synthetic resin material is preferably used. Because the material is required to exhibit pressure resistance (during grouting), impact resistance, and moderate flexibility and toughness (when the rib portion is bolted), it is particularly preferable to use an ionomer resin consisting essentially of an ⁇ -olefin- ⁇ , ⁇ -unsaturated carboxylic acid copolymer having carboxyl groups neutralized with metal ions, which is a polyethylene derivative.
  • the polyethylene derivative-base ionomer resin is prepared by copolymerization of ethylene with a small amount of (meth)acrylic acid metal salt, and also known as an ethylene-base ionomer (EBI).
  • EBI ethylene-base ionomer
  • the ionomer resin is excellent in transparency and also excellent in pressure resistance, flexibility and toughness.
  • transparent materials are generally not electrically conductive (i.e. they are electrically insulative) and hence unlikely to cause a corrosive electric current.
  • polyethylenes or polyethylene derivative-base ionomer resins are also preferable from the viewpoint that they are free from leakage of harmful substances (e.g. environmental hormones) into the environment.
  • the grout can is transparent and hence allows any portion left unfilled with grout to be visually recognized easily from the outside of the grout can. Therefore, if an unfilled portion is found after the grout has hardened, the grout can is bored to provide injection and discharge openings to regrout the unfilled portion, thereby enabling the grout to be completely filled in the grout can (easiness and reliability of filling condition inspection and repairing).
  • Molding of the grout can 5 was carried out by injection molding of a transparent resin using a mold having an inner surface processed into an embossing negative mold configuration in advance.
  • Himilan 1706 (trade name), which is a polyethylene derivative-base ionomer resin available from DuPont-Mitsui Polychemicals Co., Ltd., was used.
  • the grout can 5 has a configuration as shown in Fig. 4. That is, the grout can 5 is a half-cut hollow spherical member having a ring-shaped rib 5a at the upper edge thereof. The inner diameter of the upper edge is 122 mm. The height of the grout can 5 is 60 mm. The rib width is 17 mm. Grout discharge pipes 5b and 5c (outer diameter: 19 mm) for fitting grout hoses are attached to the grout can 5, and grout hoses 6 are connected thereto.
  • grout G which is a cement milk mixed with an admixture, e.g. a dispersing agent, is introduced into the grout can 5 from the grout injection pipe 10a via the anchorage.
  • an admixture e.g. a dispersing agent
  • the thickness of the grout can 5 is 4 mm.
  • the pressure resistance of the grout can 5 satisfies the required waterproof pressure of 1 MPa. Even when grout was introduced into the grout can 5 at a high pressure (0.5 to 1 MPa), neither deformation of the grout can 5 nor leakage of grout was observed.
  • the filling condition of the grout G was visually observable from the outside through the grout can 5. Thus, it was possible to easily confirm that neither air bubbles nor voids were present. It should be noted that the surface of the grout can 5 had been formed into an uneven surface (not shown) by embossing. Accordingly, the adhesion of the grout can 5 to post-placed concrete M was good (it was confirmed by a test of embedding the grout can into concrete, which was carried out separately, that the grout can did not separate from concrete after it had hardened).
  • the grout can 5' was produced by injection molding using a material similar to that in Example 1.
  • the grout can 5' has a configuration as shown in Figs. 5(a) and (b). That is, the grout can 5' is a cylindrical member, one end of which is closed. The cylindrical member has a ring-shaped rib 5a' at the upper edge thereof and a half-cut hollow spherical portion 50 at the bottom thereof.
  • the grout can 5' is provided with grout hose fitting pipes (outer diameter: 19 mm) 5b' and 5c', and grout hoses 6 are connected thereto.
  • the cylindrical inner diameter of the upper edge of the grout can 5' is 227 mm.
  • the height of the grout can 5' is 204 mm.
  • the rib width is 21.5 mm.
  • Fig. 2 which is a sectional view of the anchorage and its vicinities
  • grout G is introduced into the grout can 5' at a high pressure (0.5 to 1 MPa) from the right-hand side through the sheath 17 to fill the grout can 5'.
  • the grout G is filled into the grout can 5' through through-holes (not shown) provided in the anchor head 12. Excess grout is discharged to the outside through the grout discharge pipes 5b' and 5c' and the grout hoses 6.
  • the thickness of the grout can 5' is 4 mm.
  • the pressure resistance of the grout can 5' satisfies the required waterproof pressure of 1 MPa. Even when grout was introduced into the grout can 5' at a high pressure (0.5 to 1 MPa), neither deformation of the grout can 5' nor leakage of grout was observed.
  • the resin grout can 5' used in this example was light in weight in comparison to the conventional metallic grout can and hence easy to handle. Moreover, because the grout can 5' was not electrically conductive, there is no fear of the prestressing steel being corroded by a corrosive electric current that would otherwise be generated.
  • the grout can 5" was produced by injection molding using a material similar to that in Example 1.
  • the grout can 5" is a cylindrical member, one end of which is closed.
  • the cylindrical member has a ring-shaped rib 5a" at the upper edge thereof and a slightly curved bottom portion.
  • the grout can 5" is provided with grout hose fitting pipes (outer diameter: 19 mm) 5b" and 5e, and grout hoses 6 are connected thereto.
  • the pipe 5b" is for grout discharge.
  • the pipe 5e is for grout injection.
  • the cylindrical inner diameter of the upper edge of the grout can 5" is 108 mm.
  • the height of the grout can 5" is 150 mm.
  • the rib width is 24 mm.
  • the grout can 5" was made of an acrylic resin.
  • grout G is introduced into the grout can 5" through the grout injection pipe 5e to fill the grout can 5". At this time, additional grouting is carried out satisfactorily so that no void portion will be left inside the grout can 5". Excess grout is discharged to the outside through the grout discharge pipe 5b".
  • the grout can is made of a transparent material. Therefore, during the construction of a tensioned end of a prestressed-concrete structure, the filling condition of grout in the grout can can be visually observed easily from the outside and grasped reliably.
  • the material constituting the grout can is a transparent and electrically insulating material, no electric potential difference is produced between the grout can and the prestressing steel or other different kind of metal, which would otherwise occur due to water present in a void or the like that is not visually observable. Consequently, there is no danger of the prestressing steel being corroded by a corrosive electric current as in the prior art.
  • the grout can is formed in the shape of a half-cut hollow spherical member or a cylindrical member, one end of which is closed, and which has a half-cut hollow spherical portion at the bottom thereof, whereby it is possible to prevent deformation of the grout can and leakage of grout during grouting at high pressure.
  • the outer surface of the grout can is processed into an uneven surface in advance, the adhesion of the grout can to post-placed concrete becomes good.
  • a grout in the case of using a grout can made of a transparent resin, even if it is relatively large in size, the grout can is easy to handle because it is light in weight.
EP03730711A 2002-05-30 2003-05-30 Structure de partie extremite contrainte de corps a structure de beton precontraint et procede de fabrication de cette partie extremite contrainte Withdrawn EP1514981A1 (fr)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
JP2002158279 2002-05-30
JP2002158279 2002-05-30
PCT/JP2003/006817 WO2003102331A1 (fr) 2002-05-30 2003-05-30 Structure de partie extremite contrainte de corps a structure de beton precontraint et procede de fabrication de cette partie extremite contrainte

Publications (1)

Publication Number Publication Date
EP1514981A1 true EP1514981A1 (fr) 2005-03-16

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EP03730711A Withdrawn EP1514981A1 (fr) 2002-05-30 2003-05-30 Structure de partie extremite contrainte de corps a structure de beton precontraint et procede de fabrication de cette partie extremite contrainte

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Country Link
US (1) US20050210782A1 (fr)
EP (1) EP1514981A1 (fr)
AU (1) AU2003241952A1 (fr)
WO (1) WO2003102331A1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113089488A (zh) * 2021-03-26 2021-07-09 中交路桥建设有限公司 用于有效封堵注浆孔的方法

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE202008001248U1 (de) * 2008-01-28 2008-03-27 Dywidag-Systems International Gmbh Erd- oder Felsanker mit einem Ankerzugglied aus einem oder mehreren Einzelelementen mit korrosionsgeschützter Ankerkopfausbildung
GB2507089A (en) * 2012-10-18 2014-04-23 Ccl Group Ltd An anchor having expanded sections in multi wired tendons
DE102013215136A1 (de) 2013-08-01 2015-02-05 Dywidag-Systems International Gmbh Korrosionsgeschütztes Zugglied und plastisch verformbare Scheibe aus Korrosionsschutzmaterial für ein derartiges Zugglied
ES2946484T3 (es) * 2014-05-19 2023-07-19 Felix L Sorkin Tapón para el anclaje de un sistema de anclaje postensado
WO2016063960A1 (fr) * 2014-10-22 2016-04-28 新日鉄住金エンジニアリング株式会社 Câble et procédé de production de câble

Family Cites Families (24)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3399434A (en) * 1965-09-27 1968-09-03 William F. Kelly Anchors for stressed cables
US3778869A (en) * 1971-03-15 1973-12-18 American Stress Wire Corp Apparatus for detensioning stranded cable
US3823108A (en) * 1972-10-30 1974-07-09 Du Pont Aqueous ethylene terpolymer hydrosol dispersions
JPS59114308A (ja) * 1982-12-20 1984-07-02 ショーボンド建設株式会社 コンクリ−ト構造物のｐｃ鋼棒定着部材の保護方法
US4928451A (en) * 1986-05-30 1990-05-29 Tech Research, Inc. Anchor apparatus for a tendon in prestressed concrete slab
US5440842A (en) * 1992-12-09 1995-08-15 Felix L. Sorkin Sealed tendon-tensioning anchor system
ATE150123T1 (de) * 1993-01-11 1997-03-15 Vsl Int Ag Spannverankerung für mindestens ein innerhalb eines hüllrohres verlaufendes zugelement und verfahren zum herstellen der spannverankerung
US5347777A (en) * 1993-04-23 1994-09-20 Post Tension Product Mfg., Inc. Anchor plate assembly
US5630301A (en) * 1995-05-25 1997-05-20 Harris P/T, A Division Of Harris Steel Limited Anchorage assembly and method for post-tensioning in pre-stressed concrete structures
US5720139A (en) * 1996-02-26 1998-02-24 Sorkin; Felix L. Method and apparatus for installing a multi-strand anchorage system
EP1559847B1 (fr) * 1998-02-09 2020-03-25 VSL International AG Elément de tension pour la confection d'un ancrage
FR2798410B1 (fr) * 1999-09-15 2001-11-23 Freyssinet Int Stup Dispositif d'ancrage pour fixer un cable de structure a un element de construction
CA2368512A1 (fr) * 2000-03-02 2001-09-07 Anderson Technology Corporation Structure de connexion de fils d'acier multibrin et procede de production de cette structure
JP3445555B2 (ja) * 2000-05-15 2003-09-08 住友電工スチールワイヤー株式会社 Ｐｃケーブルの定着装置
NO321272B1 (no) * 2000-05-31 2006-04-10 Aker Kvaerner Subsea As Strekklegeme
DE10062227A1 (de) * 2000-12-13 2002-06-20 Dyckerhoff & Widmann Ag Verfahren zum Einbauen und Spannen eines freigespannten Zugglieds, insbesondere eines Schrägseils für eine Schrägseilbrücke sowie Verankerungsvorrichtung zum Durchführen des Verfahrens
US20020083659A1 (en) * 2000-12-29 2002-07-04 Sorkin Felix L. Method and apparatus for sealing an intermediate anchorage of a post-tension system
ATE397701T1 (de) * 2001-01-29 2008-06-15 Vsl Int Ag Vorrichtung und verfahren zum verankern eines schrägseilendes auf einer basis
DE20205149U1 (de) * 2002-04-03 2002-07-04 Dywidag Systems Int Gmbh Korrosionsgeschütztes Zugglied, insbesondere Schrägseil für eine Schrägseilbrücke
DK1629154T5 (da) * 2003-06-02 2008-10-27 Freyssinet Fremgangsmåde til forankring af paralleltrådskabler
JP4371405B2 (ja) * 2003-06-12 2009-11-25 日本スプライススリーブ株式会社 鉄筋継手スリーブ固定装置
DE20311950U1 (de) * 2003-08-02 2004-12-09 Dywidag-Systems International Gmbh Korrosionsgeschütztes Zugglied, insbesondere Spannglied für Spannbeton
US7076924B2 (en) * 2003-08-26 2006-07-18 Thompson Harry A Ovalized concrete block-out tube with tear away nailing flange
US20060179742A1 (en) * 2005-02-14 2006-08-17 Precision Surelock, Inc. Anchor for concrete post-tension anchoring

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See references of WO03102331A1 *

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113089488A (zh) * 2021-03-26 2021-07-09 中交路桥建设有限公司 用于有效封堵注浆孔的方法

Also Published As

Publication number Publication date
US20050210782A1 (en) 2005-09-29
AU2003241952A1 (en) 2003-12-19
WO2003102331A1 (fr) 2003-12-11
WO2003102331A8 (fr) 2005-05-26

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