CA2187804A1 - Improved concrete structure - Google Patents
Improved concrete structureInfo
- Publication number
- CA2187804A1 CA2187804A1 CA002187804A CA2187804A CA2187804A1 CA 2187804 A1 CA2187804 A1 CA 2187804A1 CA 002187804 A CA002187804 A CA 002187804A CA 2187804 A CA2187804 A CA 2187804A CA 2187804 A1 CA2187804 A1 CA 2187804A1
- Authority
- CA
- Canada
- Prior art keywords
- concrete
- reinforcing rods
- corrosive
- steel
- rods
- 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.)
- Abandoned
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Reinforcement Elements For Buildings (AREA)
- Building Environments (AREA)
Abstract
A concrete reinforced structure with improved corrosion resistance consists of concrete reinforced with conventional iron reinforcing rods (1,2,3) in which there are fibre reinforced plastics reinforcing rods (4) positioned between the iron reinforcing rods (1,2,3) and the surface of the concrete to reduce crack width in the case of cracking.
Description
W0 95/29307 ~ 1 ~ 7 ~
Improved Concrete structure This invention relates to a novel structure of reinforced concrete and a method for achieving this structure.
Concrete is ~ , reinforced by means of steel rods r ' ~ in the concrete and there are a large number of different types of structures and 5~ which have been suggested and used for such purposes.
A description of, ~. ' concrete reinforcmg techniques is given m BS
8110 - Structural use of concrete, BSI, 1985; BS 8007 - Desigrl of concrete structures for retaining aqueous liquids, BSL 1987; BS 5400 - Steel, concrete and composite bridges, BSL 1990; Eurocode 2 - Design of concrete structures, CEN 1992 and Reynolds and Steedman - reinforced concrete designer's handbook, 10th edition, C.E Reynolds and J C Steedman, Chapman 8~ IIall 1988 (publishers).
In quality concrete, the steel reinforcing rods are protected against corrosion by a protective oxide film which forms on the surface of the rods. This oxide film is due to the alkaline conditions in concrete. In building amd other structures, this oxide film may be destroyed locally or over greater surface areas due to carbon dioxide in the air penetrating to the interior of the concrete - a process known as . ^.I,..--- ;r,., In A r~' " such as roads, bridges, tunnels, piers and other coastal and off-shore structures the oxide film may be destroyed by the action of chloride ions, originatmg from sea-water or de-icing salts, also penetrating to the interior of the concrete. Once the oxidefilm has been disrupted, provided oxygen and moisture are present, corrosion of the reinforcing rods may then occur.
The presence of cracks m the concrete surface will facilitate the penetration ofcarbon dioxide and chlorides to the interior of the concrete; also such cracks, if they exceed a width of 0.3 mm (BS 8110 Eurocode 2) can look unsightly.
. . . ~, .
.
Repair of such structures is a very expensive process and ways have been sought to delay or prevent corrosion.
Increasing the thickness of the concrete cover to the reinforcing rods will leadto greater surrace crack widths due to the fact that surface crack width is related to concrete cover such that the greater the concrete cover the greater the surface crack width, as referred to in BS 8110 and Eurocode 2 above.
Large surface crack widths are undesirable from the viewpoint of both appearance and delaying the onset of corrosion.
Another proposed solution to this problem is to use reinforcing rods made of a material which will not be corroded by carbon dioxide or chloride salt7 e.g.
stainless steel as described in Le Batiment Batir vol. 9 no.l0, October 1983 paris, FR, Page 46 'Armatures en Acier Inoxyable' Nouveaux produits 005, or non-metaOic materials such as fibreglass-reinforced plastic (FRP) or carbon fibre.
However, providing stainless steel rods is very expensive and the use of non-metallic materials such as FE~P is unsuitable in structures where strength, deflection and/or crack widths are critical since non-metallic materials do not have the stiffness of ~u~ .,0Jlldl reinforcing rods as reported in - Kodiak:
fibreglass-reinforced plastic rebar, l"l~"~l;v-`'~ Grating Inc. (lllallura~.~ul~literature). Alternative, Materials for the l~.;.lrUII ' and pre-stressing of concrete, edited by J.L. Clarke, Chapman & Hall 1993 (publishers).
Non-ferrous 1~.;l~l~ ' for structural concrete, J.L. Clarke. In Concrete 2000, ed. R.K. Dhir and M.R. Jones, Dundee University, E & FN Spon (publishers), 1993. Designing concrete beams with FRP rebars, H.V.S.
Granga Rao, S.S. Faza and J. Anderson. In Concrete 20007 ed. R.K. Dhir and M.R. Jones, Dundee University, E & FN Spon (publishers), 1993.
We have now devised a structure which reduces these difficulties.
~ 0 w0 g~/29307 2 1 8 7 8 ~ TD~ SC
According to the invention, there is provided a structure comprising concrete reinforced with a plurality of iron or steel reinforcing rods embedded in the concrete, there being a plurality of non-corrosive reinforcing rods positioned '1~ between the iron or steel reinforcing rods and the surface of the concrete.
The invention also provides a method of making a reinforced concrete structure which method comprises placing a plurality of iron or steel reinforcing rods in position, there being a pluraiity of non-corrosive reinforcing rods in position and pouring concrete over them whereby when the concrete has set a concrete structure is formed comprising concrete having embedded therein at least one layer of iron or steel reinforcing rods and at least one layer of non-corrosive reinforcing rods positioned between the iron or steel reinforcing rods and the surface of the concrete.
Any CUII~ lUll~i concrete can be used, as in BS 8110 or - ENV 206:
concrete - ~ r~,.. , production, placing and compliance criteria CEN
1992; or concrete made from new materials, e.g. as referred in - Concrete, Technology and Design I) New Concrete Materials; 2) New ~einforced Concrete; 3) Cement R~pl~rem~nt Material; ed. RN. Swamy, Surrey University Press.
The iron or steel reinforcing rods can be any iron or iron based alloy of the type used in the ~U~ r C~ of concrete, e.g. plain round steel bars and deformed high yield bars - BS 4449: Carbon steel bars for the . of concrete, BSI. prEN 10080: Steel for l~ fu-cc...~ t of concrete: Weldable ribbed reinforcing steel B 500; Technical deiivery conditions for bars, coils and weldable fabrics; and steel fabric - prEN 10080.
BS 4482: Cold reduced steel wire for the ~, r ~ lt of concrete, BSI. BS
4483: Steel fabric for the I ~ u. .,~ ,.l; of concrete, BSI
The ~ of the iron or steel reinforcing rods can be in a CUII~
5~ e.g. as described in Reynolds and Steedman above.
wo ss/29307 : . 2 1 8 7 ~ 0 4 P~
In normai usage, e.g. for bridge ~ u~LIu~,Liùl~ using a 40 grade concrete, it isnormai to have the first layer of reinforcing rods no more than 5 cm from the surface of the concrete. This is to protect the steel from corrosion and prevent ~ . cracking of the concrete in use, aithough the actuai thickness will depend on the concrete type, usage, etc.
In the present invention, the nearest iron or steel rods to the surface of the concrete are preferably S to 15 cm from the surface of the concrete, more preferably from 5 to 13 cm.
The iron or steel reinforcing rods can be treated by .,u.... ' surface treatments in order to give them increased corrosion resistance, e.g. by epoxy coating or gdi~
By non-corrosive reinforcing rods is meant rods which are made of a materiai which is ' 'l~ iess liable to corrosion in usage when embedded in concrete than cu..~. ' iron reinforcing rods.
The non-corrosive reinforcing rods can be made of stainiess steel or known non-metaiiic reinforcing agents such as giass fibre reinforced plastic resins, carbon fibre reinforced resins, pul~. ' . polS~irnide, e.g. Kevlar (RTM) reinforced resins, etc. The non-metailic reinforcing agents are describcd in -Non-ferrous Ir ;~lrUl~G~ for structurai concrete, J.L. Clarke. In Concrete 2000, ed R.K. Dhir and M.R Jones, Dundee University, E & i~N Spon (pubhshers), 1993; Durable ~ rul~ for aggressive ~;ill.;.U
British Cement Association seminar, Luton, Nov. 1990.
The dimensions of the non-corrosive reinforcing rods are not criticai but prefer~ly their average diamet is from 0.95 to 4 cm.
When the non-corrosive reinforcing rods are being used primarily to prevent crack formation or crack l~lU~ dliull, their length can be shûrter than when their primary purpose is fûr load-bearing purposes. In some ~
random distribution of relatively short non-corrosive reirlforcing rods or fibres can be used.
The distance of the non-corrosive reinforcing rods from the surface of the concrete is nor critical, preferably they should not be so near to the surface that wear m use could cause them to be exposed, nor should they be so far from the surface that l A ' ~ I cracks are aDowed to form. Preferably they are from 2 to 5 cm from the surface of the concrete.
In some ~ , such as retaining waDs structures are formed in which there are one or more layers of iron or steel reirlforcmg rods near one surface of the structure e.g. the back surface in a retaining wall, and a layer of iron or steel reinforcing rods near the other surface, in this case one of the layers can be replaced by non-corrosive reinforcing rods.
It is a feature of the present invention that it enables ~ iUII~I reinforcing rods to be used in reinforcmg concrete but they can be a greater distance from the surface of the concrete so that they are less liable to attack by corrosive water or carbon dioxide with the non-corrosive reinforcing rods or fibres preventing cracks appearing in the extra thickness of concrete above the iron reinforcing rods.
Example Four reinforced concrete beams, 300mm wide, 400mm deep and 3100mm long were formed using a cu.... ' concrete mix. Three concrete cubes of lOOmm by lOOmm by lOOmm were also cast from each batch to measure the .,u...~ , strengths.
The beams aD were reinforced as shown in the drawing. Rods I are high yield steel rods of diameter 12mm, rods 3 are high yield steel of 32 mm and 2 are mild steel links of 8mm spaced at 200mm.
WO95~29307 ; ~1$7~ r~~ c ~G
The side and top cover to Iinks was 40mm and the bottom cover to links was lOOrnm Three of the beams, in addition had fibre reinforced plastic rebars 4 in them.
The bottom cover to the rebars was 30nlm and the side cover to the rebars was 40mm.
The rebars were Fiberglass-reinforced plastic rebars, T ' Gratings Inc. Houston Texas and in beam 2 were lOmm helically braided rebars, in beam 3 were 12mm sand coated rebars and in bealn 4 were 20mm sand coated rebars.
The beams were allowed to cure in their moulds for two days and were then re~noved from their moulds and wrapped in damp hessian and p~l~.,ll,!.....
and allowed to cure for a further 26 days.
The beams were tested in bending using a four point loading: ~ `, the effective span was 2.9m. The load was apphed at a rate of 0.03kN/sec.
generally in increments of 12.5kN up to a maximum of 210.5 kN in order to produce a design moment of lOOkN in the Im central pure bending region of the beam.
The crack widths were measured using a portable ll- .,lua-,u~
Bearn 1, containing only steel l.;.fv--,c..~ had six cracks four of which cxceeded a surface width of 0.3mm., the maximum crack width was 0.5mm.
Beam 2 containing the braided rebars had a total of seven cracks one of which exceeded 0.3mm. and the maximum crack width was 0.5mm Beam 3 containing 12mm sand coated rebars had 11 cracks and a maximum crack width of 0.3mm. 6 W095/29307 21~ 78 0 4 r~
Beam four containing 20mm sand coated rebars six cracks and a maximum crack width of 0.25mm.
Beams 3 and 4 complied with BS8110 as none of the crack widths exceeded0.3mm. Beam 2 also complied with BS8110 as more than 80% of the cracks had a surface width of 0.3mm or less. Beam I fell outside the ,,~ . .- - -- . .. 1~ ;.~- - - for crack control in BS8110.
The 28 day ~ , strengths of the concrete used in beams 1-4 were tested and the results were:
Beam 1 47 N/mm2 Beam 2 53 N/mm2 Beam 3 53 N/mm2 Beam 4 52 N/mm2 The beams were tested for deflection and were all found to comply with BS8110, with aD the beams showing ' "~ similar de'dection . ~, .
Improved Concrete structure This invention relates to a novel structure of reinforced concrete and a method for achieving this structure.
Concrete is ~ , reinforced by means of steel rods r ' ~ in the concrete and there are a large number of different types of structures and 5~ which have been suggested and used for such purposes.
A description of, ~. ' concrete reinforcmg techniques is given m BS
8110 - Structural use of concrete, BSI, 1985; BS 8007 - Desigrl of concrete structures for retaining aqueous liquids, BSL 1987; BS 5400 - Steel, concrete and composite bridges, BSL 1990; Eurocode 2 - Design of concrete structures, CEN 1992 and Reynolds and Steedman - reinforced concrete designer's handbook, 10th edition, C.E Reynolds and J C Steedman, Chapman 8~ IIall 1988 (publishers).
In quality concrete, the steel reinforcing rods are protected against corrosion by a protective oxide film which forms on the surface of the rods. This oxide film is due to the alkaline conditions in concrete. In building amd other structures, this oxide film may be destroyed locally or over greater surface areas due to carbon dioxide in the air penetrating to the interior of the concrete - a process known as . ^.I,..--- ;r,., In A r~' " such as roads, bridges, tunnels, piers and other coastal and off-shore structures the oxide film may be destroyed by the action of chloride ions, originatmg from sea-water or de-icing salts, also penetrating to the interior of the concrete. Once the oxidefilm has been disrupted, provided oxygen and moisture are present, corrosion of the reinforcing rods may then occur.
The presence of cracks m the concrete surface will facilitate the penetration ofcarbon dioxide and chlorides to the interior of the concrete; also such cracks, if they exceed a width of 0.3 mm (BS 8110 Eurocode 2) can look unsightly.
. . . ~, .
.
Repair of such structures is a very expensive process and ways have been sought to delay or prevent corrosion.
Increasing the thickness of the concrete cover to the reinforcing rods will leadto greater surrace crack widths due to the fact that surface crack width is related to concrete cover such that the greater the concrete cover the greater the surface crack width, as referred to in BS 8110 and Eurocode 2 above.
Large surface crack widths are undesirable from the viewpoint of both appearance and delaying the onset of corrosion.
Another proposed solution to this problem is to use reinforcing rods made of a material which will not be corroded by carbon dioxide or chloride salt7 e.g.
stainless steel as described in Le Batiment Batir vol. 9 no.l0, October 1983 paris, FR, Page 46 'Armatures en Acier Inoxyable' Nouveaux produits 005, or non-metaOic materials such as fibreglass-reinforced plastic (FRP) or carbon fibre.
However, providing stainless steel rods is very expensive and the use of non-metallic materials such as FE~P is unsuitable in structures where strength, deflection and/or crack widths are critical since non-metallic materials do not have the stiffness of ~u~ .,0Jlldl reinforcing rods as reported in - Kodiak:
fibreglass-reinforced plastic rebar, l"l~"~l;v-`'~ Grating Inc. (lllallura~.~ul~literature). Alternative, Materials for the l~.;.lrUII ' and pre-stressing of concrete, edited by J.L. Clarke, Chapman & Hall 1993 (publishers).
Non-ferrous 1~.;l~l~ ' for structural concrete, J.L. Clarke. In Concrete 2000, ed. R.K. Dhir and M.R. Jones, Dundee University, E & FN Spon (publishers), 1993. Designing concrete beams with FRP rebars, H.V.S.
Granga Rao, S.S. Faza and J. Anderson. In Concrete 20007 ed. R.K. Dhir and M.R. Jones, Dundee University, E & FN Spon (publishers), 1993.
We have now devised a structure which reduces these difficulties.
~ 0 w0 g~/29307 2 1 8 7 8 ~ TD~ SC
According to the invention, there is provided a structure comprising concrete reinforced with a plurality of iron or steel reinforcing rods embedded in the concrete, there being a plurality of non-corrosive reinforcing rods positioned '1~ between the iron or steel reinforcing rods and the surface of the concrete.
The invention also provides a method of making a reinforced concrete structure which method comprises placing a plurality of iron or steel reinforcing rods in position, there being a pluraiity of non-corrosive reinforcing rods in position and pouring concrete over them whereby when the concrete has set a concrete structure is formed comprising concrete having embedded therein at least one layer of iron or steel reinforcing rods and at least one layer of non-corrosive reinforcing rods positioned between the iron or steel reinforcing rods and the surface of the concrete.
Any CUII~ lUll~i concrete can be used, as in BS 8110 or - ENV 206:
concrete - ~ r~,.. , production, placing and compliance criteria CEN
1992; or concrete made from new materials, e.g. as referred in - Concrete, Technology and Design I) New Concrete Materials; 2) New ~einforced Concrete; 3) Cement R~pl~rem~nt Material; ed. RN. Swamy, Surrey University Press.
The iron or steel reinforcing rods can be any iron or iron based alloy of the type used in the ~U~ r C~ of concrete, e.g. plain round steel bars and deformed high yield bars - BS 4449: Carbon steel bars for the . of concrete, BSI. prEN 10080: Steel for l~ fu-cc...~ t of concrete: Weldable ribbed reinforcing steel B 500; Technical deiivery conditions for bars, coils and weldable fabrics; and steel fabric - prEN 10080.
BS 4482: Cold reduced steel wire for the ~, r ~ lt of concrete, BSI. BS
4483: Steel fabric for the I ~ u. .,~ ,.l; of concrete, BSI
The ~ of the iron or steel reinforcing rods can be in a CUII~
5~ e.g. as described in Reynolds and Steedman above.
wo ss/29307 : . 2 1 8 7 ~ 0 4 P~
In normai usage, e.g. for bridge ~ u~LIu~,Liùl~ using a 40 grade concrete, it isnormai to have the first layer of reinforcing rods no more than 5 cm from the surface of the concrete. This is to protect the steel from corrosion and prevent ~ . cracking of the concrete in use, aithough the actuai thickness will depend on the concrete type, usage, etc.
In the present invention, the nearest iron or steel rods to the surface of the concrete are preferably S to 15 cm from the surface of the concrete, more preferably from 5 to 13 cm.
The iron or steel reinforcing rods can be treated by .,u.... ' surface treatments in order to give them increased corrosion resistance, e.g. by epoxy coating or gdi~
By non-corrosive reinforcing rods is meant rods which are made of a materiai which is ' 'l~ iess liable to corrosion in usage when embedded in concrete than cu..~. ' iron reinforcing rods.
The non-corrosive reinforcing rods can be made of stainiess steel or known non-metaiiic reinforcing agents such as giass fibre reinforced plastic resins, carbon fibre reinforced resins, pul~. ' . polS~irnide, e.g. Kevlar (RTM) reinforced resins, etc. The non-metailic reinforcing agents are describcd in -Non-ferrous Ir ;~lrUl~G~ for structurai concrete, J.L. Clarke. In Concrete 2000, ed R.K. Dhir and M.R Jones, Dundee University, E & i~N Spon (pubhshers), 1993; Durable ~ rul~ for aggressive ~;ill.;.U
British Cement Association seminar, Luton, Nov. 1990.
The dimensions of the non-corrosive reinforcing rods are not criticai but prefer~ly their average diamet is from 0.95 to 4 cm.
When the non-corrosive reinforcing rods are being used primarily to prevent crack formation or crack l~lU~ dliull, their length can be shûrter than when their primary purpose is fûr load-bearing purposes. In some ~
random distribution of relatively short non-corrosive reirlforcing rods or fibres can be used.
The distance of the non-corrosive reinforcing rods from the surface of the concrete is nor critical, preferably they should not be so near to the surface that wear m use could cause them to be exposed, nor should they be so far from the surface that l A ' ~ I cracks are aDowed to form. Preferably they are from 2 to 5 cm from the surface of the concrete.
In some ~ , such as retaining waDs structures are formed in which there are one or more layers of iron or steel reirlforcmg rods near one surface of the structure e.g. the back surface in a retaining wall, and a layer of iron or steel reinforcing rods near the other surface, in this case one of the layers can be replaced by non-corrosive reinforcing rods.
It is a feature of the present invention that it enables ~ iUII~I reinforcing rods to be used in reinforcmg concrete but they can be a greater distance from the surface of the concrete so that they are less liable to attack by corrosive water or carbon dioxide with the non-corrosive reinforcing rods or fibres preventing cracks appearing in the extra thickness of concrete above the iron reinforcing rods.
Example Four reinforced concrete beams, 300mm wide, 400mm deep and 3100mm long were formed using a cu.... ' concrete mix. Three concrete cubes of lOOmm by lOOmm by lOOmm were also cast from each batch to measure the .,u...~ , strengths.
The beams aD were reinforced as shown in the drawing. Rods I are high yield steel rods of diameter 12mm, rods 3 are high yield steel of 32 mm and 2 are mild steel links of 8mm spaced at 200mm.
WO95~29307 ; ~1$7~ r~~ c ~G
The side and top cover to Iinks was 40mm and the bottom cover to links was lOOrnm Three of the beams, in addition had fibre reinforced plastic rebars 4 in them.
The bottom cover to the rebars was 30nlm and the side cover to the rebars was 40mm.
The rebars were Fiberglass-reinforced plastic rebars, T ' Gratings Inc. Houston Texas and in beam 2 were lOmm helically braided rebars, in beam 3 were 12mm sand coated rebars and in bealn 4 were 20mm sand coated rebars.
The beams were allowed to cure in their moulds for two days and were then re~noved from their moulds and wrapped in damp hessian and p~l~.,ll,!.....
and allowed to cure for a further 26 days.
The beams were tested in bending using a four point loading: ~ `, the effective span was 2.9m. The load was apphed at a rate of 0.03kN/sec.
generally in increments of 12.5kN up to a maximum of 210.5 kN in order to produce a design moment of lOOkN in the Im central pure bending region of the beam.
The crack widths were measured using a portable ll- .,lua-,u~
Bearn 1, containing only steel l.;.fv--,c..~ had six cracks four of which cxceeded a surface width of 0.3mm., the maximum crack width was 0.5mm.
Beam 2 containing the braided rebars had a total of seven cracks one of which exceeded 0.3mm. and the maximum crack width was 0.5mm Beam 3 containing 12mm sand coated rebars had 11 cracks and a maximum crack width of 0.3mm. 6 W095/29307 21~ 78 0 4 r~
Beam four containing 20mm sand coated rebars six cracks and a maximum crack width of 0.25mm.
Beams 3 and 4 complied with BS8110 as none of the crack widths exceeded0.3mm. Beam 2 also complied with BS8110 as more than 80% of the cracks had a surface width of 0.3mm or less. Beam I fell outside the ,,~ . .- - -- . .. 1~ ;.~- - - for crack control in BS8110.
The 28 day ~ , strengths of the concrete used in beams 1-4 were tested and the results were:
Beam 1 47 N/mm2 Beam 2 53 N/mm2 Beam 3 53 N/mm2 Beam 4 52 N/mm2 The beams were tested for deflection and were all found to comply with BS8110, with aD the beams showing ' "~ similar de'dection . ~, .
Claims (9)
1. A structure comprising concrete reinforced with a plurality of iron reinforcing rods (1), (3) embedded in the concrete characterised in that there are a plurality of non-corrosive rods (4) positioned substantially between the said iron reinforcing rods and the surface of the concrete.
2 A structure as claimed in claim 1 in which the nearest of the said iron reinforcing rods (3) to the surface of the concrete is from 5 to 15 centimetres from the surface of the concrete.
3. A structure as claimed in claim 1 in which the nearest of the said iron reinforcing rods (3) to the surface of the concrete is from 5 to 13 centimetres from the surface of the concrete.
4. A structure as claimed in any one of claims 1 to 3 in which the non-corrosive reinforcing rods (4) are made of stainless steel.
5. A structure as claimed in any one of claims 1 to 3 in which the non-corrosive reinforcing rods are made of a non-metallic material.
6. A structure as claimed in claim 5 in which the non-corrosive reinforcing rods (4) are made of a glass reinforced plastic resin, a polyamide plastic resin, a polyimide reinforced plastic resin or a carbon fibre reinforced plastic resin.
7. A structure as claimed in any one of claims 1 to 6 in which the diameter of the non-corrosive reinforcing rods (4) is up to 4 centimetres.
8. A structure as claimed in any one of claims 1 to 7 in which the non-corrosive reinforcing rods (4) are distributed in a substantially random manner.
9. A structure as claimed in any one of claims 1 to 8 in which the non-corrosive reinforcing rods (4) are positioned substantially from 2 to 5 centimetres from the surface of the concrete
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GB9408268.2 | 1994-04-26 | ||
| GB9408268A GB9408268D0 (en) | 1994-04-26 | 1994-04-26 | Improved concrete structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA2187804A1 true CA2187804A1 (en) | 1995-11-02 |
Family
ID=10754153
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA002187804A Abandoned CA2187804A1 (en) | 1994-04-26 | 1995-04-26 | Improved concrete structure |
Country Status (6)
| Country | Link |
|---|---|
| EP (1) | EP0757740A1 (en) |
| JP (1) | JPH09512598A (en) |
| AU (1) | AU2314495A (en) |
| CA (1) | CA2187804A1 (en) |
| GB (1) | GB9408268D0 (en) |
| WO (1) | WO1995029307A1 (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6911526B2 (en) | 1996-07-22 | 2005-06-28 | The Trustees Of Columbia University In The City Of New York | Compounds that inhibit the interaction between signal-transducing proteins and the GLGF (PDZ/DHR) domain and uses thereof |
| JP5226964B2 (en) * | 2007-03-28 | 2013-07-03 | 大成建設株式会社 | Concrete structure |
| JP5384603B2 (en) * | 2011-11-28 | 2014-01-08 | 大成建設株式会社 | Concrete structure |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| NL143466B (en) * | 1966-03-02 | 1974-10-15 | Francis Ferdinand Jaray | REINFORCEMENT MATERIAL, SANDWICH ELEMENT AND ARTICLES OF REINFORCED ARTIFICIAL RESIN. |
| FR2277952A1 (en) * | 1974-07-12 | 1976-02-06 | Univ Salford | CONCRETE CONSTRUCTION ELEMENTS |
| AT344966B (en) * | 1976-08-23 | 1978-08-25 | Oestreicher Friedrich | CONCRETE COMPONENT |
| FR2668191B1 (en) * | 1990-10-18 | 1993-01-08 | Hapel Joseph | METHOD FOR CONSTRUCTING REINFORCED CONCRETE BEAMS WITH INCREASED FIRE RESISTANCE, AND REINFORCED CONCRETE BEAM PERFORMED ACCORDING TO THIS PROCESS. |
-
1994
- 1994-04-26 GB GB9408268A patent/GB9408268D0/en active Pending
-
1995
- 1995-04-26 AU AU23144/95A patent/AU2314495A/en not_active Abandoned
- 1995-04-26 WO PCT/GB1995/000956 patent/WO1995029307A1/en not_active Application Discontinuation
- 1995-04-26 CA CA002187804A patent/CA2187804A1/en not_active Abandoned
- 1995-04-26 JP JP7527483A patent/JPH09512598A/en active Pending
- 1995-04-26 EP EP95916774A patent/EP0757740A1/en not_active Withdrawn
Also Published As
| Publication number | Publication date |
|---|---|
| WO1995029307A1 (en) | 1995-11-02 |
| GB9408268D0 (en) | 1994-06-15 |
| JPH09512598A (en) | 1997-12-16 |
| AU2314495A (en) | 1995-11-16 |
| EP0757740A1 (en) | 1997-02-12 |
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