WO1997032084A1 - Procede de reparation et de renfort de structures en beton precontraint - Google Patents

Procede de reparation et de renfort de structures en beton precontraint Download PDF

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Publication number
WO1997032084A1
WO1997032084A1 PCT/JP1997/000599 JP9700599W WO9732084A1 WO 1997032084 A1 WO1997032084 A1 WO 1997032084A1 JP 9700599 W JP9700599 W JP 9700599W WO 9732084 A1 WO9732084 A1 WO 9732084A1
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WO
WIPO (PCT)
Prior art keywords
reinforcing
sheet
tendon
repairing
prestressed concrete
Prior art date
Application number
PCT/JP1997/000599
Other languages
English (en)
Japanese (ja)
Inventor
Shinzo Yamada
Tsuneo Ozawa
Masahiko Uemura
Original Assignee
Corporation Hork
Prestressed Concrete Constructors Association
Tonen Corporation
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 Corporation Hork, Prestressed Concrete Constructors Association, Tonen Corporation filed Critical Corporation Hork
Priority to EP97905420A priority Critical patent/EP0824167A4/fr
Publication of WO1997032084A1 publication Critical patent/WO1997032084A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges

Definitions

  • the present invention relates to a method for repairing and reinforcing a prestressed concrete structure prestressed by a tendon such as a PC steel (prestressed concrete steel).
  • the present invention relates to a repair / reinforcement method for preventing a tendon such as a PC steel material from unexpectedly protruding from a structure due to breakage of the tendon.
  • a tachibana frame consisting of a prestressed concrete structure that is tensioned by PC steel generally has a structure as shown in FIG.
  • bridge girders 3,... Having a substantially T-shape in cross-section, in which the sheath 2 penetrates, are arranged side by side, and concrete slabs 5,... are struck between the floor slabs 3 a,... of each bridge girder 3,.
  • Each of the bridge girders 3,... Is tensioned by inserting a jack or the like at the end of the tension member 7 and applying tension to the tension member 7.
  • each bridge girder 3b On the main girder 3b, ... of each bridge girder 3, ..., the middle cross girder 8, ... is struck with concrete, and the tension members 7 are similarly tensioned.
  • Reference numeral 10 denotes a pavement provided on the floor slabs 3a
  • Reference numeral 12 denotes a ground covering made of concrete which is cast on both ends of the floor slabs 3a,... As a covering for covering the ends of the tension members 7 with the covering.
  • Numeral 14 denotes a cross girder covering portion made of concrete which is cast on both ends of the intermediate cross girder 8, as a covering for covering the end of the tendon 7.
  • the tension member 7 that has been tensioned by such a break breaks the ground cover and the cross beam covering portion 14 by the energy of sudden release from the tension, and protrudes outside the structure.
  • this projection is accompanied by a loud noise.
  • prestressed concrete structures constructed more than ten years ago are likely to have such a situation because grouting technology is not as sufficient as it is now.
  • the present invention has been made in view of the above-described conventional situation, and a method of repairing and reinforcing a prestressed concrete structure for preventing an unexpected tension member from projecting from a breastrest concrete structure.
  • the purpose is to provide.
  • An object of the present invention is to provide a method for repairing and reinforcing a prestressed concrete structure in which a prestress is introduced by a tendon 7 such as a PC steel material. This is achieved by fixing the reinforcing sheet 16 to the surface having the following characteristics.
  • the reinforcing sheet 16 is fixed to the end of the tendon 7 or the surface covered with concrete, the energy released by breaking the tendon 7 (hereinafter referred to as open energy) The impact is absorbed by the reinforcing sheet 16 and the tendon can be prevented from protruding outside.
  • the open energy associated with the fracture consists of the impact fracture energy and the kinetic energy due to the initial collision.
  • a material having excellent tensile strength is preferable for absorbing kinetic energy.
  • auxiliary steel plate 19 Since the auxiliary steel plate 19 is made of metal, it has excellent shear strength and is suitable for absorbing impact fracture energy.
  • the reinforcing sheet 16 adhered on the auxiliary steel plate 19 is excellent in tensile strength, the kinetic energy is excellently absorbed.
  • the different kinds of reinforcing sheets 16 are composed of a sheet made of reinforcing fibers having excellent tensile strength and a sheet made of reinforcing fibers having excellent shear strength.
  • a sheet made of a reinforcing fiber having excellent tensile strength for example, a carbon fiber or the like is fixed by impregnating and curing a resin, it is suitable for absorbing kinetic energy as described above.
  • a sheet made of an organic fiber such as a reinforcing fiber having excellent shear strength for example, a glass fiber, an aramide fiber or a polyolefin fiber, is impregnated and cured in a resin and fixed, it is suitable for absorbing impact fracture energy.
  • the reinforcing sheet 16 is formed of a woven fabric, a nonwoven fabric, a pre-predator sheet, or a sheet in which reinforcing fibers are fixed to the support 17.
  • the reinforcing sheet 16 is a woven fabric, a nonwoven fabric, a pre-predator sheet, or a reinforcing fiber as described above, it is possible to form the reinforcing sheet 16 having such a strength that the projection of the tendon 7 can be prevented, and This is because fixing to the support 17 further increases the strength and does not cause the fibers to vary.
  • the reinforcing sheet 16 is made of a pre-predator sheet, depending on the composition of the resin, it includes one that cures at room temperature and one that heats and cures.
  • the reinforcing sheet 16 is made of a reinforcing fiber, and is constituted by a single layer sheet in which the fibers are arranged in one direction or a multi-layer sheet in which the fibers are arranged in one direction or in multiple directions. Is also preferred.
  • the multi-layered reinforcing sheet 16 has the advantage that the same multi-directional reinforcing can be achieved with one sheet.
  • the amount of fibers may be smaller in a sheet arranged in multiple directions than in a sheet arranged in one direction.
  • the reinforcing sheet 16 is made of reinforcing fibers, and the amount of the reinforcing fibers per unit area is designed to be 100 g / m 2 or more and 600 g / m 2 or less.
  • the amount of reinforcing fibers in the reinforcing sheet 16 depends on the open energy at the time of breaking of the tendon 7. It is subject to change.
  • the amount of reinforcing fibers is 100 g / m 2 or more.
  • thermosetting resin that cures at room temperature
  • a method for repairing and reinforcing a prestressed concrete structure in which a prestress is introduced by a tendon 7 such as a PC steel material is used.
  • the reinforcing steel plate 20 may be fixed to the end or the surface covering the end. In this way, even when the reinforcing steel plate 20 alone is fixed to the end of the tendon 7 or the surface covering the end, the projection of the tendon 7 can be prevented in the same manner as when the reinforcing sheet 16 or the like is fixed. it can.
  • FIG. 1 is a perspective view showing a reinforcing sheet used in a first embodiment of a method for repairing and reinforcing a blessed concrete structure according to the present invention.
  • FIG. 2 is a perspective view of a main part including a partial cross section showing a state of construction of the repair and reinforcement method of the first embodiment.
  • FIG. 3 shows an auxiliary steel plate used in the repair and reinforcement method of the third embodiment
  • FIG. 3 (A) is a top view thereof
  • FIG. 3 (B) is a side view.
  • FIG. 4 is a sectional view of an essential part showing a construction state of the repair and reinforcement method according to the third embodiment.
  • FIG. 5 is a perspective view showing another structure of the auxiliary steel plate used in the repair and reinforcement method of the third embodiment.
  • FIG. 6 is a perspective view showing a reinforced steel sheet used in the repair and reinforcement method of the fourth embodiment.
  • FIG. 7 is a main part front view showing a state of construction of the repair / reinforcement method according to the fourth embodiment.
  • FIG. 8 is a sectional view of an essential part showing a state in which the tendon material has been broken after the repair and reinforcement method of the fourth embodiment has been applied.
  • FIG. 9 is a perspective view including a partial cross section showing a conventional prestressed concrete structure.
  • the first embodiment relates to a method for fixing a reinforcing sheet.
  • reference numeral 16 denotes a reinforcing sheet in which a number of carbon fibers 18 as reinforcing fibers are arranged in a plurality of layers in one direction on one surface side of a support 17 formed in a net shape.
  • the amount of carbon fiber per unit area of the reinforcing sheet 16 is designed to be 200 g / m 2 , and the tensile strength of the bow I is designed to be 355 kg / mm 2 .
  • the support 17 is not necessarily limited to a net shape, and may be a sheet shape.
  • the support 17 is provided to increase the strength of the reinforcing sheet 16 and to prevent dispersion of carbon fibers.
  • the reinforcing sheet 16 is fixed to the surface of the ground covering 12 of the prestressed concrete structure 1 so as to cover the end of the tendon 7 made of PC steel.
  • a primer is applied to the top surface 12a, the side surface 12b, and the bottom surface 12c of the ground cover 12 to secure the adhesive strength of the resin.
  • thermosetting resin that cures at room temperature such as epoxy resin
  • the reinforcing sheet 16 is fixed, and a finishing resin is applied thereon.
  • the second reinforcing sheet 16 is further fixed.
  • the second-layer reinforcing sheet 16 is fixed so as to be in a direction substantially perpendicular to the direction of the carbon fibers of the first-layer reinforcing sheet 16.
  • the structure 1 to which the reinforcing sheet 16 is fixed is a tension member 7. Even if it breaks, the reinforcement sheet 16 prevents the tension member 7 from protruding outside. Therefore, the tendon 7 does not protrude from the structural part 1 and fall.
  • the reinforcing sheet 16 itself does not tear, and comes off and floats around the portion pressed by the tendon 7, so that the fragments of the ground covering 12 due to the breaking of the tendon 7 are separated from the reinforcing sheet 16 and the ground covering. It is trapped between 12 and does not fly outside.
  • reinforcing sheet 16 may be similarly fixed to the cross beam covering portion 14.
  • the test was conducted on a bridge girder 3 with a girder length A of structure 1 of 3,200 mm, a top width B and Using a tension member 7 with a height of 1, OOOMU floor slab 3a and a diameter and length of 23 min and 3,600 mm, and applying a prescribed tension (26.9 t), add a tension member 7 to the girder length A (3 , 200 mm) using a full-scale test girder arranged at equal intervals.
  • test subjects are as shown below.
  • the reinforcing sheet 16 made of the carbon fiber of the first embodiment is spread over the upper surface 12a of the ground cover 12 by 100 mm, the entire surface on the side surface 12b, the lower surface 12c by 150 nm, and the width of the ground cover 12 by 1,600 mm in the girder direction.
  • the two reinforcing sheets 16 are stacked and fixed so that the carbon fibers are orthogonal to each other.
  • Three reinforcing sheets 16 made of glass fiber with a fiber amount of 215 g / m 2 and a tensile strength of 275 kg / mm 2 are stacked and fixed in the same size.
  • a reinforcing sheet 16 made of aramide fiber having a fiber amount of 300 g / m 2 and a tensile strength of 350 kg / ram 2 was fixed to two reinforcing sheets 16 with the same dimensions so that the aramide fibers were orthogonal to each other. thing.
  • Reinforcement sheet 16 floated in the range of 250 mm in the direction of girder length A and in the direction of side height C in the range of 100 mm, centering on the location where the tendon 7 hit.
  • the reinforcement sheet 16 was torn 350 mm in the direction of the girder length A around the location where the tendon 7 hit, but the tendon 7 did not protrude outside.
  • the reinforcing sheet 16 slightly floated in the direction of the side height C around the portion where the tendon 7 hit, in the range of 100 mm.
  • the material of the reinforcing sheet 16 is not necessarily limited to carbon fiber as shown in the first embodiment. is not.
  • the reinforcing sheet 16 may be formed from glass fibers and aramide fibers used in the test, or may be formed from reinforcing fibers of organic fibers such as polyarylate fibers and polyolefin fibers.
  • the reinforcing sheet 16 may be formed from two or more kinds of fibers arbitrarily selected from among three kinds of reinforcing fibers such as carbon fiber, glass fiber, and organic fiber. , A woven fabric, a nonwoven fabric, a prepreg sheet, or the like. The point is that the reinforcement sheet 16 may be made of a material that can be fixed to the structure by some means such as an adhesive and has a strength that can prevent the tension members 7 from projecting.
  • the amount of the reinforcing fibers and the tensile strength of the reinforcing sheet 16 are not limited to the above-described examples of the carbon fibers and the glass fibers, and may be appropriately changed in design.
  • the amount of reinforcing fiber (excluding nonwoven fabric) is 100 g / m 2 to 600 g / m 2
  • the tensile strength of the 100Kg / mm 2 ⁇ l, in the range of OOOKg / mm 2 is considered preferable.
  • the reinforcing sheet 16 has a plurality of reinforcing fibers arranged in one direction in one layer. Although it is configured as described above, it is not necessarily limited to such a configuration.
  • the reinforcing fibers may be constituted by a sheet in which one layer is arranged in one direction, or the fibers arranged in one direction may be constituted by a sheet in which a plurality of layers are arranged in multiple directions.
  • reinforcing sheet 16 is superposed and fixed to increase the strength, but the reinforcing sheet 16 does not necessarily have to be formed in two layers.
  • one or more layers may be used, and of course, three or more layers may be used.
  • the two reinforcing sheets 16 are fixed in the direction in which the directions of the fibers are orthogonal to each other in order to further increase the strength, but are not necessarily limited to the direction in which the fibers are orthogonal. .
  • two or more reinforcing sheets 16 may be fixed in the same direction.
  • the material, structure, amount of fiber, strength, fixing area, and the like of the reinforcing sheet 16 are appropriately designed and changed according to the size of the structure, the diameter of the tendon 7, the manufacturing cost, the construction cost, and the like. is there.
  • the reinforcing sheet 16 that can prevent at least the projection of the tendon 7 may be appropriately selected according to the situation.
  • a phenomenon such as lifting of the reinforcing sheet 16 when the tendon 7 breaks appears because the presence or absence of the break can be confirmed from the outside. If the reinforcing sheet 16 rises in such a manner, it can be visually confirmed according to the degree of the lifting, and more certainly, a cavity formed inside by the rising due to the sound generated by hitting the reinforcing sheet surface with a hammer or the like. By judging the part, the presence or absence of breakage can be confirmed from the outside.
  • the second embodiment relates to a method for fixing a plurality of layers of reinforcing sheets made of different materials.
  • a reinforcing sheet 16 in which aramide fibers are arranged in one direction is pressed. It is fixed to the surface of the ground cover 12 of the stressed concrete structure 1 so as to cover the end of the tendon 7 by the same construction method as in the first embodiment.
  • a reinforcing sheet 16 in which carbon fibers are arranged in the negative direction is fixed so as to cover the reinforcing sheet 16 made of the aramide fiber from above, so as to be substantially orthogonal to the direction of the aramide fiber.
  • a sheet obtained by impregnating and curing a reinforcing sheet 16 formed of such aramide fiber in a resin has excellent shear strength and is suitable for absorbing impact fracture energy.
  • a sheet obtained by impregnating and hardening a resin with a reinforcing sheet 16 formed of carbon fiber has excellent tensile strength and is suitable for absorbing kinetic energy.
  • the girder length A of the structure 1 was 3,200 K
  • the top width B and the side height C of the ground cover 12 were 400 Lia and 350 min
  • the bridge girder 3 was a T-shaped bridge in cross section.
  • tension member 7 is given a predetermined tension and girder length A (3,200 mm
  • the test was performed using full-size test girders arranged at equal intervals between 8).
  • the test object is to tension the reinforcing sheet 16 in which the aramide fibers of the second embodiment are arranged in one direction on the surface of the ground cover 12 of the prestressed concrete structure 1 by the same construction method as the first embodiment.
  • the two reinforcing sheets 16 are further fixed so as to cover the ends of the material 7 so that the respective aramide fibers are substantially orthogonal to each other, and furthermore, the reinforcing sheets 16 on which carbon fibers are arranged in the negative direction.
  • two carbon fibers 16 were fixed to each other so that the carbon fibers were substantially perpendicular to each other.
  • the tendon 7 was artificially broken to check the state of protrusion.
  • floating occurred in the range of 200 mm in the direction of the girder length A and 100 mm in the direction of the side height C, centering on the place where the tendon 7 hit.
  • the third embodiment relates to a method for fixing an auxiliary steel sheet and a reinforcing sheet.
  • reference numeral 19 denotes an auxiliary steel plate formed in a disk shape, and its periphery 19a is tapered and rounded.
  • the thickness of the auxiliary steel plate 19 is 3.2 mm.
  • the material, structure, number of fixed sheets, and the like of the reinforcing sheet 16 are appropriately selected from those described in the first and second embodiments.
  • the auxiliary steel sheet 19 is fixed to the surface of the ground 12 of the structure 1 on the extension of the tendon 7 with an adhesive.
  • the step on the surface of the ground cover 12 caused by the auxiliary steel plate 19 is leveled by the epoxy resin 23 or the like.
  • the reinforcing sheet 16 is fixed appropriately from above, but it is preferable to pay attention to the following points.
  • the auxiliary steel plate 19 first absorbs the impact caused by the projection of the tendon 7.
  • the auxiliary steel sheet 19 having excellent shear strength is suitable for absorbing impact fracture energy. Therefore, if the reinforcing sheet 16 is made of a material having a relatively excellent tensile strength (for example, carbon fiber, etc.), especially when the open energy due to breakage is larger than that in the normal case, for example, the tension member 7 Effective for repairing and reinforcing structures with long lengths, high tension, etc. Can be handled.
  • a material having a relatively excellent tensile strength for example, carbon fiber, etc.
  • the girder length A of the structure 1 was 3,200
  • the top width B and the side height C of the ground cover 12 were 400mm and 350mm
  • the height of the bridge girder 3 was a T-shaped cross section.
  • the tension member 7 of the floor slab 3a has a diameter and length of 23 mm and 3,600 MI, and while applying a predetermined tension, the tension member 7 is between the girder length A (3,200 mm)
  • the test was performed using full-size test girders arranged at equal intervals.
  • the test object was the auxiliary steel plate 19 of the third embodiment having a diameter of 200 mm, the periphery 19a of which was tapered and rounded, on the surface of the ground covering 12 of the prestressed concrete structure 1.
  • resin is fixed so as to cover the end of the tendon 7, and two reinforcing sheets 16 on which carbon fibers are arranged in the negative direction from above are further fixed.
  • the ones that were further fixed so as to be substantially perpendicular to each other were used.
  • the shape of the auxiliary steel plate 19 is a disk shape, but the auxiliary sales plate 19 is not necessarily limited to such a shape.
  • the auxiliary steel plate 19 may have a rectangular shape, or may have another shape.
  • the thickness of the auxiliary steel plate 19 is exemplified to be 3.2, but the thickness of the auxiliary steel plate 19 is not necessarily limited to 3.2 mm.
  • the thickness of the auxiliary steel plate 19 is not always good.
  • the thicker because the thicker, it can be processed according to the shape of the structure It is difficult, and welding becomes difficult. In addition, no deformation occurs at the time of collision, and it is not possible to confirm the presence or absence of fracture from the outside.
  • the thickness of the auxiliary steel plate 19 is preferably in the range of 0.1 to 1 Omni.
  • the fourth embodiment relates to a method of fixing only a reinforcing steel plate.
  • reference numeral 20 denotes a reinforcement having a shape in which mounting portions 20b, 20b are extended on both sides of a fitting portion 20a formed in a substantially U-shape to fit into the cross beam covering portion 14. 1 shows a steel plate.
  • a pair of holes 21 and 21 are formed in the mounting portions 20b and 20b, respectively.
  • the thickness of the reinforcing steel plate 20 is 6 layers.
  • the reinforcing steel plate 20 is fitted to the surface of the cross beam covering portion 14 of the prestressed concrete structure 1 so as to cover the end of the tension member 7, and the main beam is inserted through the hole of the mounting portion 20b.
  • a bolt 22 is passed through a bolt hole (not shown) formed in 3b, and a nut 23 is screwed into a tip 23 of the port 22 protruding on the opposite side of the main girder 3b, and the reinforcing steel plate 20 is connected to the main girder 3b. Stick to.
  • the tendon 7 breaks, as shown in FIG. 8, the tendon 7 is prevented from protruding to the outside by the reinforcing steel plate 20. It is possible to prevent the falling of debris.
  • the impact causes the fitting portion 20 a of the reinforcing steel plate 20 to curve outward to generate a convex portion.
  • the girder width D of the structure 1 was 4,000 mm
  • the width E of the girder covering part 14 was 200 mm
  • the height of the T-shaped bridge girder 3 was 1,000 mm
  • the middle girder 8 tendon 7 diameter and length
  • the test was performed using a full-size test girder of 23 mm and 3,000 marauders.
  • the test subjects were those whose reinforcing steel plate 20 had a length H and a width I of 300 mm and 460, a depth J of the fitting portion 20a of 85, and a thickness of 6 mils and 12 MI. With respect to two types different from the above, the tendon 7 was artificially broken and the protruding state was confirmed.
  • the projection of the tendon 7 was prevented, and the surface of the reinforcing steel plate 20 was curved. Therefore, as described above, the presence or absence of breakage of the tendon 7 could be visually observed from the outside.
  • the projection of the tendon 7 could be prevented, but no change in the reinforced steel plate 20 could be visually confirmed. Therefore, the presence or absence of breakage of the tendon 7 could not be visually observed from the outside.
  • the thickness of the reinforced steel sheet 20 in the fourth embodiment is based on the test results, but the thickness of the reinforced steel sheet 20 is not necessarily limited to six. The reason is that even if a 5 mm or 7 mm reinforced steel plate 20 is used in the same test girder, the same effect as that of the 6 thigh reinforced steel plate 20 can be obtained. This is because the effect of preventing the protrusion of No. 7 can be obtained.
  • the design of the thickness of the reinforced steel plate 20 is appropriately changed depending on the shape and scale of the structure, the length * diameter of the tendon 7, and the like.
  • the thickness, area, material, and the like of the reinforcing steel plate 20 in the fourth embodiment can be appropriately designed and changed depending on the size of the horizontal structure, the diameter of the tension member 7, and the like.
  • the tension member 7 can be prevented from protruding to the outside, and the presence or absence of breakage can be confirmed from the outside.
  • the thickness of the reinforcing steel plate 20 is Imn! A range of ⁇ 15 mm is considered preferred.
  • the auxiliary steel sheet 19 is formed of one piece.
  • a steel sheet having a thickness of 1 mm is formed into a predetermined shape, and the steel sheet is superimposed on the steel sheet.
  • An auxiliary steel plate 19 having a thickness of dust may be formed.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Working Measures On Existing Buildindgs (AREA)
  • Bridges Or Land Bridges (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

Cette invention concerne un procédé de réparation et de renfort de structure en béton précontraint sur laquelle s'exerce une précontrainte à l'aide d'éléments de tension tel que des éléments en acier PC. Des plaques de renfort (16) sont fixées aux extrémités des éléments de tension (7) se trouvant dans la structure (1), ou aux surfaces des couvertures des extrémités, ceci afin de les réparer. Les extrémités des éléments de tension sont quant à elles recouvertes de matériaux de renfort. Grâce à ce dispositif, et même lorsque les éléments de tension sont rompus, les extrémités des éléments de tension disloqués sont bloquées par les plaques de renfort de manière à empêcher lesdits éléments de tension de dépasser de la structure.
PCT/JP1997/000599 1996-02-29 1997-02-27 Procede de reparation et de renfort de structures en beton precontraint WO1997032084A1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
EP97905420A EP0824167A4 (fr) 1996-02-29 1997-02-27 Procede de reparation et de renfort de structures en beton precontraint

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP8043904A JP2742675B2 (ja) 1996-02-29 1996-02-29 プレストレストコンクリート構造物の補修補強方法
JP8/43904 1996-02-29

Publications (1)

Publication Number Publication Date
WO1997032084A1 true WO1997032084A1 (fr) 1997-09-04

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PCT/JP1997/000599 WO1997032084A1 (fr) 1996-02-29 1997-02-27 Procede de reparation et de renfort de structures en beton precontraint

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Country Link
EP (1) EP0824167A4 (fr)
JP (1) JP2742675B2 (fr)
KR (1) KR19990008037A (fr)
TW (1) TW318200B (fr)
WO (1) WO1997032084A1 (fr)

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CN114808765A (zh) * 2022-05-09 2022-07-29 中铁城建集团第三工程有限公司 既有铁路桥简支双t梁横向加固施工工法

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KR20000070786A (ko) * 1997-12-05 2000-11-25 야스이 쇼사꾸 프리스트레스트 콘크리트 구조체, 프리스트레스트 콘크리트 성형체에 사용하는 보강부재 및 보강부재에 사용하는 시트부재
KR100451903B1 (ko) * 2001-04-27 2004-10-08 김장호 프리스트레스트 콘크리트 휨부재의 보수·보강방법
KR100432494B1 (ko) * 2001-09-07 2004-05-22 (주)스틸엔콘크리트 광폭의 ｐ.ｃ 거더 블록과, 이것을 이용한 교량의시공방법
KR20030028225A (ko) * 2001-09-27 2003-04-08 (주)신성엔지니어링 크로스 빔용 프리캐스트 콘크리트 블록을 이용한프리스트레스트 콘크리트 빔 교량의 시공방법
FR2839090B1 (fr) 2002-04-29 2004-07-23 Nantes Ecole Centrale Procede de protection d'ouvrages d'art ou autres comprenant des cables tendus de precontrainte exterieure et/ou des cables porteurs et/ou des tirants
JP4262084B2 (ja) * 2003-12-26 2009-05-13 株式会社ピーエス三菱 プレグラウトｐｃ鋼より線の被覆撤去方法
JP6179978B2 (ja) * 2013-05-27 2017-08-16 三井住友建設株式会社 横締めｐｃ鋼棒突出防護工法
CN103243662B (zh) * 2013-05-28 2015-05-20 中铁上海设计院集团有限公司 一种既有铁路桥梁的改造加固方法
CN103321430B (zh) * 2013-06-07 2015-08-12 华北水利水电大学 预应力碳纤维片材加固大跨混凝土结构的施工方法
CN104568007A (zh) * 2015-01-14 2015-04-29 中央民族大学 一种安全监测系统及方法
JP7317663B2 (ja) * 2019-10-24 2023-07-31 西日本高速道路株式会社 プレキャストｐｃ床版

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CN114808765A (zh) * 2022-05-09 2022-07-29 中铁城建集团第三工程有限公司 既有铁路桥简支双t梁横向加固施工工法

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KR19990008037A (ko) 1999-01-25
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JPH09235827A (ja) 1997-09-09
EP0824167A1 (fr) 1998-02-18
EP0824167A4 (fr) 2000-07-19

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