WO2001000949A1 - Renovation layer with a combination reinforcement - Google Patents

Renovation layer with a combination reinforcement Download PDF

Info

Publication number
WO2001000949A1
WO2001000949A1 PCT/EP2000/004614 EP0004614W WO0100949A1 WO 2001000949 A1 WO2001000949 A1 WO 2001000949A1 EP 0004614 W EP0004614 W EP 0004614W WO 0100949 A1 WO0100949 A1 WO 0100949A1
Authority
WO
WIPO (PCT)
Prior art keywords
steel
upper layer
fixed construction
concrete
fibers
Prior art date
Application number
PCT/EP2000/004614
Other languages
French (fr)
Inventor
Hendrik Thooft
Original Assignee
N.V. Bekaert S.A.
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 N.V. Bekaert S.A. filed Critical N.V. Bekaert S.A.
Priority to AU62620/00A priority Critical patent/AU6262000A/en
Publication of WO2001000949A1 publication Critical patent/WO2001000949A1/en

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04F—FINISHING WORK ON BUILDINGS, e.g. STAIRS, FLOORS
    • E04F15/00—Flooring
    • E04F15/12—Flooring or floor layers made of masses in situ, e.g. seamless magnesite floors, terrazzo gypsum floors
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0285—Repairing or restoring flooring

Definitions

  • the present invention relates to a fixed construction which comprises an under layer and an upper layer poured on the upper layer.
  • the upper layer functions as a renovation layer.
  • a fixed construction which comprises an under layer and an upper layer poured on the under layer.
  • the under layer is an existing floor of concrete or asphalt (which is to be renovated).
  • the upper layer is a renovation layer, preferably of the jointless type.
  • the upper layer comprises high-performance concrete which is reinforced by a combination of : fibers ; and of
  • 'high-performance concrete or mortar' refer to concrete or mortar the compression strength of which is higher than 80 MPa (1 MPa
  • the compression strength is the strength as measured by ASTM-Standard N° C39-80 on a cube of concrete of 150 mm edge, where the cube is pressed between two parallel surfaces until rupture.
  • high-performance concretes are characterized by : (a) a relatively low water/cement ratio (smaller than 0.45) ;
  • a high-performance concrete is suitable since, having regard to its increased degree of workability, it is able to fill the cracks and joints present in the existing under layer.
  • the fibers provide a homogeneous reinforcement in the upper layer and increase the resistance of the upper layer against transverse tensions.
  • the steel rods provide for an additional and flexible reinforcement.
  • the amount of cross-section of steel rods and the distance between two successive steel rods may vary and depends upon the load on the upper layer (the higher the load the higher the amount of cross-section of steel rods and the smaller the distance between two steel rods), upon the thickness of the upper layer and upon the ratio length to width of the upper layer.
  • the high-performance concrete is a self-levelling concrete.
  • a self-levelling concrete is a high- performance concrete where the maximum level difference over a distance of two meter is lower than or equal to 4 mm, preferably lower than or equal to 3 or even 2 mm.
  • the amount and type of plasticizers or superplasticizers, and the amount and type of viscosity agents is so chosen that the concrete is as fluid as possible without causing segregation of the coarse material such as stones or fibers present in the self-levelling concrete.
  • the steel rods are arranged in pairs.
  • the rods of each pair are transversely connected with each other by means of a transverse element.
  • These transverse steel element are conveniently made of a softer steel, i.e. a steel with a carbon content which is lower than the carbon content of the steel rods. This allows to make perfect welded joints between the transverse steel elements and the steel rods. In this way the combination longitudinal rods - transverse steel element forms a "bi-steel strip".
  • the transverse steel elements may be round in cross-section or flat. In the latter case, the flat face forms a right angle with the longitudinal axis of the rods. The flat face prevents a transmission of oblique forces to the concrete.
  • the diameter of the steel rods of a bi-steel strip may vary from 3 mm to 12 mm, preferably from 3 mm to 10 mm.
  • the presence of the transverse steel elements helps to improve the anchorage in the concrete.
  • the distance between two parallel rods in each pair is about the same order of magnitude as their diameter.
  • the interval between the transverse steel elements is usually higher than the distance between the longitudinal rods but does not exceed 200 mm.
  • a typical value is 95 mm.
  • the pair of rods are placed and supported by means of spacers which can be made of a synthetic material.
  • the thickness of the upper layer can be kept within acceptable limits, e.g. the thickness varies from 40 mm to 120 mm.
  • the fibers are preferably steel fibers, and preferably high-tensile steel fibers with a tensile strength above 2000 MPa. These high-tensile steel fibers have a carbon content above 0.40 %, e.g. above 0.75 %, or above 0.82 %. The high degree of tensile strength further reduces the total amount of steel reinforcement required in the concrete. These steel fibers may be provided or not with anchorages to increase the mechanical bond with the high-performance concrete. The concentration of these steel fibers conveniently ranges from 20 kg/m 3 to 50 kg/m 3 .
  • steel rods will run both in a direction of the length and in a direction of the width.
  • the cross-section of the steel rods running in the direction of the length is preferably greater than the cross- section of the steel rods running in the direction of the width, since the tensions to be taken up in the direction of the length are much greater than the tensions to be taken up in the direction of the width.
  • FIGURE 1 gives a cross-section of a fixed construction according to the invention ;
  • FIGURE 2 gives a schematical view of another fixed construction according to the invention ;
  • FIGURE 3 is a perspective view of a bi-steel strip ;
  • FIGURE 4 shows how bi-steel strips can be supported by means of a spacer.
  • FIGURE 1 gives a cross-section of a fixed construction 10.
  • Fixed construction 10 comprises an under layer 12 which is a floor of concrete or of asphalt to be renovated.
  • the fixed construction 10 further comprises an upper layer 14 which is poured upon the under layer 12 and which constitutes the renovation layer.
  • the under layer 12 rests on a compacted subbase 16 or directly on the naturally occurring ground 16.
  • the under layer 12 may exhibit joints such as a control joint 18 or a construction joint or other joints, and very often has cracks 20, which are mainly the reason for the renovation.
  • the upper layer 14 is composed of high-performance concrete, preferably of self-levelling concrete, which is reinforced by means of steel fibers 22 and by means of bi-steel strips 24.
  • the steel fibers are homogeneously distributed in the upper layer 14 and form a constant and uniform reinforcement over the whole upper layer.
  • the bi-steel strips 24 have the advantage that they can be positioned at places where additional reinforcement is required. Referring to FIGURE 1 , for example, a bi-steel strip 24 can be positioned at the level of a control joint 18 and/or at the level of a crack 20, since in such a region greater transversal forces need to be taken up.
  • FIGURE 2 is a schematical view of another fixed construction 10 with a length L and a width W, where the length L is greater than the width W.
  • the tensions more particularly the tensions caused by concrete shrinkage, to be taken up in a lengthwise direction are greater than the tensions to be taken up in a widthwise direction.
  • This difference in amount of tensions can be taken into account by positioning more steel rod reinforcement 24' in lengthwise direction than steel rod reinforcement 24" in widthwise direction, e.g. by smaller distances between bi-steel strips 24' than between bi-steel strips 24".
  • FIGURE 3 and FIGURE 4 disclose a bi- steel strip 24.
  • FIGURE 3 gives a perspective view of a bi-steel strip 24 made from two parallel wire rods 26.
  • the parallel wire rods 26 are connected by means of transverse flat steel elements 28 which are welded to the wire rods 26.
  • FIGURE 4 illustrates how steel rods 26 and 26' are easily placed in a flexible way and supported by means of a spacer 30 which can be made of a synthetic material.

Abstract

A fixed construction (10) comprises an under layer (12) and an upper layer (14) which is poured upon the under layer (12). The under layer (12) is a floor (to be renovated) of concrete or of asphalt. The upper layer (14) is a renovation layer. The upper layer (14) comprises high-performance concrete (pressure strength > 80 MPa) which is reinforced by a combination of fibers (22) and of steel rods (24) with a yield strength higher than 650 MPa.

Description

RENOVATION LAYER WITH A COMBINATION REINFORCEMENT
Field of the invention.
The present invention relates to a fixed construction which comprises an under layer and an upper layer poured on the upper layer. The upper layer functions as a renovation layer.
Background of the invention.
Existing industrial floors of concrete or asphalt which need to be replaced or renovated, e.g. because of too many cracks in the floors, present a major technical and economical problem.
Replacing the existing floors by first breaking the floors out is time consuming and expensive, particularly since the process of breaking out must not cause any damage to existing structural parts such as columns, walls and gates. In case the existing floors had been reinforced, this process is even more time consuming and expensive.
Pouring an upper layer of concrete above the existing floor very often does not present a solution to the above problem. The outer layer must withstand both longitudinal tensions and transversal tensions, which means that it must have a thickness which is substantially greater than 120 mm. In a lot of circumstances this thickness is not acceptable, having regard to existing gates and passages. Trying to reduce this thickness to acceptable dimensions by increasing the amount of reinforcement in the upper layer, leads to too high a concentration of the reinforcement. In case the reinforcement is a conventional steel rod reinforcement, the high amount of steel rods is detrimental to the adhesion with the concrete. In case the reinforcement is done by means of steel fibers, the high amount of steel fibers in concrete leads to mixing problems and to steel fibers which are not homogeneously distributed in the concrete. Summary of the invention.
It is an object of the present invention to provide for a renovation of existing industrial floors which saves time and costs. It is another object of the present invention to provide for a renovation of existing industrial floors which limits the required thickness of the upper layer.
It is yet another object of the present invention to enable renovation of existing industrial floors in a flexible way.
According to the invention there is provided a fixed construction which comprises an under layer and an upper layer poured on the under layer.
The under layer is an existing floor of concrete or asphalt (which is to be renovated).
The upper layer is a renovation layer, preferably of the jointless type. The upper layer comprises high-performance concrete which is reinforced by a combination of : fibers ; and of
- steel rods with a yield strength higher than 650 MPa, e.g. higher than 700 MPa.
The terms 'high-performance concrete or mortar' refer to concrete or mortar the compression strength of which is higher than 80 MPa (1 MPa
= 1 Mega-Pascal = 1 Newton/mm2), e.g. higher than 100 MPa, or higher than 150 MPa or even higher than 200 MPa. The compression strength is the strength as measured by ASTM-Standard N° C39-80 on a cube of concrete of 150 mm edge, where the cube is pressed between two parallel surfaces until rupture.
In comparison with conventional concretes, high-performance concretes are characterized by : (a) a relatively low water/cement ratio (smaller than 0.45) ;
(b) the addition of superplasticizers which much increase the workability of concrete in spite of the low water/cement ratio ; (c) the addition of mineral additives such as silica fumes, fly ashes, blast furnace slag, pulverized fuel, micro-fillers and/or pozzolans and/or the addition of chemical additives such as water glass and tensides.
A high-performance concrete is suitable since, having regard to its increased degree of workability, it is able to fill the cracks and joints present in the existing under layer.
The fibers provide a homogeneous reinforcement in the upper layer and increase the resistance of the upper layer against transverse tensions. The steel rods provide for an additional and flexible reinforcement. The amount of cross-section of steel rods and the distance between two successive steel rods may vary and depends upon the load on the upper layer (the higher the load the higher the amount of cross-section of steel rods and the smaller the distance between two steel rods), upon the thickness of the upper layer and upon the ratio length to width of the upper layer.
The high yield strength of the steel rods either reduces the total amount of reinforcement (= fibers + rods) required or reduces the thickness of the upper layer.
Without the presence of the fibers, too much cross-section of steel rods would be required.
Without the presence of the steel rods, too high a concentration of fibers would be required.
In a preferable embodiment of the invention, the high-performance concrete is a self-levelling concrete. A self-levelling concrete is a high- performance concrete where the maximum level difference over a distance of two meter is lower than or equal to 4 mm, preferably lower than or equal to 3 or even 2 mm.
In a self-levelling concrete the amount and type of plasticizers or superplasticizers, and the amount and type of viscosity agents is so chosen that the concrete is as fluid as possible without causing segregation of the coarse material such as stones or fibers present in the self-levelling concrete.
In another preferable embodiment of the invention, the steel rods are arranged in pairs. The rods of each pair are transversely connected with each other by means of a transverse element. These transverse steel element are conveniently made of a softer steel, i.e. a steel with a carbon content which is lower than the carbon content of the steel rods. This allows to make perfect welded joints between the transverse steel elements and the steel rods. In this way the combination longitudinal rods - transverse steel element forms a "bi-steel strip". The transverse steel elements may be round in cross-section or flat. In the latter case, the flat face forms a right angle with the longitudinal axis of the rods. The flat face prevents a transmission of oblique forces to the concrete.
In the context of the present invention the diameter of the steel rods of a bi-steel strip may vary from 3 mm to 12 mm, preferably from 3 mm to 10 mm. The presence of the transverse steel elements helps to improve the anchorage in the concrete.
The distance between two parallel rods in each pair is about the same order of magnitude as their diameter. The interval between the transverse steel elements is usually higher than the distance between the longitudinal rods but does not exceed 200 mm.
A typical value is 95 mm.
Preferably the pair of rods are placed and supported by means of spacers which can be made of a synthetic material.
Due to the combined applying of : a high-performance concrete ; - fibers ; and high-tensile steel rods, the thickness of the upper layer can be kept within acceptable limits, e.g. the thickness varies from 40 mm to 120 mm.
The fibers are preferably steel fibers, and preferably high-tensile steel fibers with a tensile strength above 2000 MPa. These high-tensile steel fibers have a carbon content above 0.40 %, e.g. above 0.75 %, or above 0.82 %. The high degree of tensile strength further reduces the total amount of steel reinforcement required in the concrete. These steel fibers may be provided or not with anchorages to increase the mechanical bond with the high-performance concrete. The concentration of these steel fibers conveniently ranges from 20 kg/m3 to 50 kg/m3.
In case the fixed construction of the invention has a rectangular surface with a length L and a width W, steel rods will run both in a direction of the length and in a direction of the width. The cross-section of the steel rods running in the direction of the length is preferably greater than the cross- section of the steel rods running in the direction of the width, since the tensions to be taken up in the direction of the length are much greater than the tensions to be taken up in the direction of the width.
Brief description of the drawings. The invention will now be described into more detail with reference to the accompanying drawings wherein
FIGURE 1 gives a cross-section of a fixed construction according to the invention ;
FIGURE 2 gives a schematical view of another fixed construction according to the invention ;
FIGURE 3 is a perspective view of a bi-steel strip ; FIGURE 4 shows how bi-steel strips can be supported by means of a spacer.
Description of the preferred embodiments of the invention.
FIGURE 1 gives a cross-section of a fixed construction 10. Fixed construction 10 comprises an under layer 12 which is a floor of concrete or of asphalt to be renovated. The fixed construction 10 further comprises an upper layer 14 which is poured upon the under layer 12 and which constitutes the renovation layer. The under layer 12 rests on a compacted subbase 16 or directly on the naturally occurring ground 16.
The under layer 12 may exhibit joints such as a control joint 18 or a construction joint or other joints, and very often has cracks 20, which are mainly the reason for the renovation. The upper layer 14 is composed of high-performance concrete, preferably of self-levelling concrete, which is reinforced by means of steel fibers 22 and by means of bi-steel strips 24. The steel fibers are homogeneously distributed in the upper layer 14 and form a constant and uniform reinforcement over the whole upper layer. The bi-steel strips 24 have the advantage that they can be positioned at places where additional reinforcement is required. Referring to FIGURE 1 , for example, a bi-steel strip 24 can be positioned at the level of a control joint 18 and/or at the level of a crack 20, since in such a region greater transversal forces need to be taken up.
Another example of the flexibility of the additional reinforcement by the steel rods or by the bi-steel strips, is that they can be concentrated in the zones around columns or around other fixed parts which are anchored in the under layer 12.
FIGURE 2 is a schematical view of another fixed construction 10 with a length L and a width W, where the length L is greater than the width W. As a consequence, the tensions, more particularly the tensions caused by concrete shrinkage, to be taken up in a lengthwise direction are greater than the tensions to be taken up in a widthwise direction. This difference in amount of tensions can be taken into account by positioning more steel rod reinforcement 24' in lengthwise direction than steel rod reinforcement 24" in widthwise direction, e.g. by smaller distances between bi-steel strips 24' than between bi-steel strips 24".
For reason of completeness, FIGURE 3 and FIGURE 4 disclose a bi- steel strip 24.
FIGURE 3 gives a perspective view of a bi-steel strip 24 made from two parallel wire rods 26. The parallel wire rods 26 are connected by means of transverse flat steel elements 28 which are welded to the wire rods 26.
FIGURE 4 illustrates how steel rods 26 and 26' are easily placed in a flexible way and supported by means of a spacer 30 which can be made of a synthetic material.
Example thickness of the upper layer = 50 mm pressure strength of the high-performance concrete = 100 MPa
- tensile strength of the high-performance concrete = 3.5 MPa - the maximum force which can be taken up by the non-cracked concrete is
3.5 N/mm2 x 1000 mm x 50 mm = 175.000 Newton
- suppose that the steel fibers (30 kg/m3) take up 50 % of the forces after cracking , this is 175.000 Newton / 2 = 87.500 Newton - 87.500 Newton still needs to be taken up by the bi-steel strips if the tensile strength of a bi-steel strip is 700 MPa, then 87.500 Newton / 700 Newton/mm2 = 125 mm2 steel cross- section is needed per meter suppose a 6 mm diameter steel rod is used, then
125 * 4 / [π * 6 * 6] = 4,42 steel rods are required per meter, which means that 3 bi-steel strips per meter are sufficient.

Claims

- CLAIMS
1. A fixed construction comprising an under layer and an upper layer poured upon the under layer, said under layer being a floor (to be renovated) of concrete or asphalt, said upper layer being a renovation layer, characterized in that said upper layer comprises high-performance concrete (pressure strength > 80 MPa) which is reinforced by a combination of fibers and of steel rods with a yield strength higher than 650 MPa.
2. A fixed construction according to claim 1 wherein said high- performance concrete is a self-levelling concrete.
3. A fixed construction according to claim 1 wherein said steel rods are arranged in pairs and wherein the rods of each pair are transversely connected with each other by means of a transverse steel element.
4. A fixed construction according to claim 3 wherein the diameter of said rods ranges from 3 mm to 10 mm.
5. A fixed construction according to any one of the preceding claims wherein said upper layer has a thickness ranging from 40 mm to 120 mm.
6. A fixed construction according to any one of the preceding claims wherein said fibers are steel fibers.
7. A fixed construction according to claim 6 wherein said steel fibers have a tensile strength greater than 2000 MPa.
8. A fixed construction according to claim 6 or claim 7 wherein said fibers are present in said upper layer in amounts ranging from 20 kg/m3 to 50 kg/m3.
9. A fixed construction according to any one of the preceding claims, said fixed construction having a length and a width, said steel rods running both in a direction of the length and in a direction of the width, said steel rods running in the direction of the length having a cross-section which is greater than the cross-section of said steel rods running in the direction of the width.
PCT/EP2000/004614 1999-06-23 2000-05-17 Renovation layer with a combination reinforcement WO2001000949A1 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
AU62620/00A AU6262000A (en) 1999-06-23 2000-05-17 Renovation layer with a combination reinforcement

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
EP99202012 1999-06-23
EP99202012.3 1999-06-23

Publications (1)

Publication Number Publication Date
WO2001000949A1 true WO2001000949A1 (en) 2001-01-04

Family

ID=8240344

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/EP2000/004614 WO2001000949A1 (en) 1999-06-23 2000-05-17 Renovation layer with a combination reinforcement

Country Status (2)

Country Link
AU (1) AU6262000A (en)
WO (1) WO2001000949A1 (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2007067130A1 (en) * 2005-12-06 2007-06-14 Skanska Sverige Ab Concrete floor device
FR2896000A1 (en) * 2006-01-09 2007-07-13 Stratec Sarl Non-structural concrete floor slab e.g. for industrial use includes metal reinforcing mesh layer close to surface to control shrinkage during drying and hardening

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1372718A (en) * 1970-11-06 1974-11-06 Avi Alpenlaendische Vered Reinforcement of concrete
GB1427666A (en) * 1973-03-06 1976-03-10 Avi Alpenlaendische Vered Reinforcing elements for concrete
US4339289A (en) * 1980-08-25 1982-07-13 Battelle Development Corporation Concrete overlay construction
FR2542341A1 (en) * 1983-03-10 1984-09-14 Eurosteel Sa Industrial floor and method for the production thereof
US4979992A (en) * 1986-06-09 1990-12-25 Aktieselskabetarlborg Portland-Cement-Fabrik Compact reinforced composite

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB1372718A (en) * 1970-11-06 1974-11-06 Avi Alpenlaendische Vered Reinforcement of concrete
GB1427666A (en) * 1973-03-06 1976-03-10 Avi Alpenlaendische Vered Reinforcing elements for concrete
US4339289A (en) * 1980-08-25 1982-07-13 Battelle Development Corporation Concrete overlay construction
FR2542341A1 (en) * 1983-03-10 1984-09-14 Eurosteel Sa Industrial floor and method for the production thereof
US4979992A (en) * 1986-06-09 1990-12-25 Aktieselskabetarlborg Portland-Cement-Fabrik Compact reinforced composite

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2007067130A1 (en) * 2005-12-06 2007-06-14 Skanska Sverige Ab Concrete floor device
JP2009518564A (en) * 2005-12-06 2009-05-07 スカンスカ スヴェーリェ エービー Concrete floor equipment
FR2896000A1 (en) * 2006-01-09 2007-07-13 Stratec Sarl Non-structural concrete floor slab e.g. for industrial use includes metal reinforcing mesh layer close to surface to control shrinkage during drying and hardening

Also Published As

Publication number Publication date
AU6262000A (en) 2001-01-31

Similar Documents

Publication Publication Date Title
Brühwiler et al. Rehabilitation and strengthening of concrete structures using ultra-high performance fibre reinforced concrete
Oskouei et al. Experimental study of the punching behavior of GFRP reinforced lightweight concrete footing
JP4541916B2 (en) Synthetic floor slab
US6694690B2 (en) Concrete constructions employing the use of a ductile strip
Nguyen et al. Seismic response of a rocking bridge column using a precast hybrid fiber-reinforced concrete (HyFRC) tube
NO20200060A1 (en) Semi-precast elevated concrete element system
KR101013088B1 (en) Shear reinforcing method and bending and shear simultaneously reinforcing method of a concrete structure
US6824607B2 (en) Cement-bound active substance
CN114032724A (en) Assembled recycled concrete rural pavement
JP2000220304A (en) Reinforcing method for concrete structure by carbon fiber sheet built-in cement-mortar composite plate
WO2001000949A1 (en) Renovation layer with a combination reinforcement
KR100467645B1 (en) High tension strength concrete and method for constructing double concrete structures using the same
Plückelmann et al. Experimental investigation of hybrid concrete elements with varying fiber reinforcement under concentrated load
CN209975357U (en) Bridge expansion joint anchoring structure
JP3267015B2 (en) Repair girder bridge structure and repair girder repair method
Kumar et al. Interface horizontal shear strength in composite decks with precast concrete panels
Silfwerbrand Bonded concrete overlays for repairing concrete structures
KR100483166B1 (en) Construction for under ground concrete structure
Singh et al. Concrete in Residential Construction
CN220619772U (en) Prefabricated bridge deck longitudinal wet joint structure based on ECC material
Li et al. Girder–Deck Interface: Partial Debonding, Deck Replacement, and Composite Action
Ghaleb Strengthening of damaged reinforced concrete beams by external fiber glass plates
Krstulovic-Opara et al. Infrastructural repair and retrofit with HPFRCCs
Nanni et al. Outline of provisional design protocols and field applications of strengthening of URM walls
Haroon Application of fiber-reinforced concrete in the end zones of precast prestressed bridge girders

Legal Events

Date Code Title Description
AK Designated states

Kind code of ref document: A1

Designated state(s): AE AG AL AM AT AU AZ BA BB BG BR BY CA CH CN CR CU CZ DE DK DM DZ EE ES FI GB GD GE GH GM HR HU ID IL IN IS JP KE KG KP KR KZ LC LK LR LS LT LU LV MA MD MG MK MN MW MX NO NZ PL PT RO RU SD SE SG SI SK SL TJ TM TR TT TZ UA UG US UZ VN YU ZA ZW

AL Designated countries for regional patents

Kind code of ref document: A1

Designated state(s): GH GM KE LS MW SD SL SZ TZ UG ZW AM AZ BY KG KZ MD RU TJ TM AT BE CH CY DE DK ES FI FR GB GR IE IT LU MC NL PT SE BF BJ CF CG CI CM GA GN GW ML MR NE SN TD TG

121 Ep: the epo has been informed by wipo that ep was designated in this application
DFPE Request for preliminary examination filed prior to expiration of 19th month from priority date (pct application filed before 20040101)
REG Reference to national code

Ref country code: DE

Ref legal event code: 8642

122 Ep: pct application non-entry in european phase
NENP Non-entry into the national phase

Ref country code: JP