WO2016005941A1

WO2016005941A1 - Structural strengthening system with internally anchored reinforcements by adherence

Info

Publication number: WO2016005941A1
Application number: PCT/IB2015/055208
Authority: WO
Inventors: Carlos Manuel Chastre Rodrigues; Hugo Emanuel CHARRINHO DA COSTA BISCAIA; Noel Isidoro MATOS FRANCO; António Carlos PEREIRA JANES MONTEIRO
Original assignee: Faculdade De Ciências E Tecnologia Da Universidade Nova De Lisboa
Priority date: 2014-07-09
Filing date: 2015-07-09
Publication date: 2016-01-14
Also published as: EP3168384A1

Abstract

A strengthening system with subsequently mounted reinforcements is described, with a layout having maximum eccentricity in the highest traction zones, the reinforcements being adhesively anchored inside a structural element along a straight section located after a curve of congruence between this straight section and the surface of the element. The installation of this strengthening system comprises opening holes for fastening the strengthening system to the core of the element being strengthened; creating curves of congruence between the holes and the surface, so as to allow a transition between the strengthening reinforcement and the fastening zone; applying an adhesive agent to the inside of the fastening hole, and mounting the strengthening reinforcements. This system can be used to strengthen structures, and makes it possible to change the mounted strength thereof when using the active reinforcement.

Description

DESCRIPTION

STRUCTURAL STRENGTHENING SYSTEM WITH ARMS ARCHORED INTERNALLY BY

ADHERENCE

Technical Domain

[0001] A system for the application of reinforcement to structural elements such as shoes, pegs, piles, foundation lintels, foundation dampers, pillars, beams, arches, vaults, slabs, cantilevers or short brackets is described. walls.

State of the art

At present there are some solutions for structural reinforcement.

One of the structural element reinforcement solutions is based on the addition of reinforcement to the elements to be reinforced with or without applying tension, which acquires the designation of "active reinforcement" or "passive reinforcement" respectively. The active reinforcement application makes it possible to take advantage of the material capacities and to substantially improve the behavior of the reinforced element in service by reducing deformations and, in the case of the reinforced element being, for example, reinforced concrete, also reducing the cracking.

The application of active reinforcement with post-tensioned reinforcement consists in securing the reinforcement reinforcement to the element to be reinforced by pulling them and thereby introducing compressive forces on the element. The use of active reinforcements requires the use of reinforcements with high tensile strength, low relaxation and preferably with linear elastic behavior. In this type of reinforcement it is common to use reinforcements in high strength steel (prestressing steel) or carbon fiber laminates. The application of active reinforcement is usually carried out in two ways: active reinforcement with post tension i) adherent or ii) non adherent.

In case (i) the implementation procedure generally comprises preparation of the surface of the element to be reinforced to improve bonding of the bonding agent; the application of the bonding agent along the surface; and the application of prestressed reinforcement reinforcement with the aid of anchorages. After curing of the bonding agent, with this reinforcement procedure, forces transfer between the element and the reinforcing reinforcement occurs through the bonding agent essentially by shear forces.

In the application (i) the force transfer between the reinforcement reinforcement and the reinforcement element is carried out continuously and transmitted through a bonding agent, while in active reinforcement with non-adherent aftertension ii) the forces are transmitted on time to the anchorages and diverters. The active reinforcement with adherent aftertension i) is commonly applied glued on the outside of the faces of the element to be reinforced or within an additional layer applied to the element. In either case, i) or ii), the success of the solution depends on the ability to transmit to the element the forces from the reinforcing reinforcement. Therefore, it is essential that the reinforcement reinforcement is properly anchored to the element so that no prestressing losses occur, which in case ii) are more likely to occur.

The application of passive reinforcements in the flexural reinforcement of linear and planar structural elements such as columns, beams and slabs is usually carried out in two ways: (i) from the outside of the element or (ii) inserted into the surface layer of the element; which in the case of reinforced concrete elements is referred to as covering. These two ways of applying reinforcement have shown considerable applicability and acceptance in the field of reinforcement and repair of structures.

In the case of (i) application of the bonded reinforcement to the outside of the element, the implementation procedure generally comprises preparing the surface of the element to be reinforced to improve bonding of the adhesive; applying the adhesive along the surface; and the application of reinforcement. With this reinforcement procedure, the transfer of forces between the reinforcement member and reinforcement occurs through the adhesive essentially by shear forces.

In the case of the use of reinforcement with reinforcement inserted in the surface layer of the element (case ii)), the application procedure begins with the opening of the grooves in the surface layer of the element to be reinforced (with dimensions appropriate to the dimensions of the reinforcements); then partial filling of the slots with adhesive; the introduction of reinforcement reinforcement; and finally filling all the slots with adhesive. With this reinforcement solution the force transfer between the element and the reinforcement reinforcement also takes place through the adhesive. However, it has the advantage that the reinforcement is partially embedded in the element, allowing the forces transmitted to the reinforced element to occur within the element, which is not the case when applying the exterior glued reinforcement.

Reinforcement through the application of reinforcement embedded in the surface layer of the element has shown better results than the application of reinforcement glued to the surface of the element. Still, both mentioned reinforcement application processes continue to exhibit breaks that occur most often at the interface of the reinforcement with the reinforcement element. In both processes it is difficult to be able to mobilize the ultimate strength of the reinforcements without taking full advantage of their maximum strength. Therefore these tears are commonly referred to as "premature" and give rise to some concern with the use of post-installed reinforcement. In order to improve the behavior of reinforced elements with exterior bonded reinforcement, especially in the breaking, it is common to apply mechanical or adhesive anchors to the element to anchor the reinforcement. In the case of mechanical anchorages these are normally performed by introducing mechanical or chemical bushings into the reinforcement element to introduce a compressive force on the reinforcement in the direction normal to the surface plane. In this way, and with a suitable size, it is possible to mobilize the ultimate strength of the reinforcement.

The other way to improve the behavior of reinforced elements with the addition of reinforcement is to increase the lashing area in areas of potential risk of premature failure, particularly at the extremities and areas of concentrated load application. For this purpose reinforcements are applied in the transverse direction to the reinforcement and, whenever possible, partially or totally involving the element section. This solution is widely used when reinforcing the element at the same time as bending and cutting, and improves the behavior of the ultimate limit reinforcement.

The introduction of reinforcement in the covering of structural elements is documented in EP0803020. This document relates to ribs bonded to the surface of the element and consists of inserting at least one end of the reinforcement into an open cavity in the surface of the element, considered as the mooring zone. The reinforcement in said mooring zone has an arcuate shape and is anchored using an adhesive that fills the cavity and then allows said mooring.

DE2510262 discloses a reinforcement procedure which, like the previous one, consists of opening tears in the element to be reinforced and filling them, in this case with binder or fiber reinforced epoxy resins. It also provides for the prior insertion of fibers into said tears and subsequent filling with resins or other binder materials. The latter procedure also provides for the possibility of introducing fibers into the tops of the element between the tears and thereby improving the resilience of the fiber mooring zone. Tearing opens the application of the disclosure to elements whose reinforcement or fibers cannot be cut, such as reinforced concrete elements with reinforcement perpendicular to the direction of reinforcement in the mooring area.

Also in EP 1016767 there is described a procedure for tying the ends of the reinforcements with fiber reinforced polymer laminates by prior removal of the resin matrix to adapt the fibers to the support, and the resin is then replaced. This additional step will add more costs and time to the process.

In US 6389775 is described a way of anchoring the ends of the ribs glued to the surface of the elements through anchor plates. In this invention, the anchor plates, two in number for each end, may or may not have a notch to house the end of the reinforcement in which an increase in thickness and / or width is effected by adding binder matrix and spacing them apart. fibers and / or overlapping reinforcement layers. The anchoring of Reinforcement of the plates is performed by adhesive material and the plates are fixed to the element by means of high strength bolts that pass through the two plates. The fastening feature of the plates with screws allows to increase the compressions in the reinforcement which improves the anchoring performance.

[0017] In patent document US Publication No. 20110036029 a reinforcement process is disclosed wherein the thermosetting polymeric matrix of the reinforcements is removed by heating or chemical exposure in order to facilitate rearrangement of the fibers in the mooring zone. In this way, the reinforcement can be adjusted in these areas and the matrix is then replaced by impregnation.

US 20110197540 discloses a lashing device for elongate reinforcement such as fiber reinforced polymers, and reinforced polymers with metal bars or cables. This device, in various possible forms, is composed of a block with a hole into which the reinforcement is inserted and at least two clamping devices. Said clamping devices allow compression to be introduced into the reinforcement by the perimeter contraction of the hole which is achieved by having a notch that passes through the anchor device from the hole to the lateral surface. The anchor device can be fixed to the structure by screws.

EP2083133 discloses a mechanical device whose application is external to the element to be reinforced and uses mechanical anchors to transmit the shear forces between the device and the element to be reinforced. To anchor the reinforcement in the device the invention utilizes two metal pieces with a curved shape, external to the element and with the plane perpendicular to the face of the element, between which the reinforcement is inserted and then fastened with screws.

In PT 103785 a post tensioning system with adhesion anchors for concrete structures is presented. The system consists of the pre-stressing installation with adhesion anchors where the prestressing steel is tensioned with the help of interim anchorages and after the adhesive has cured, the pre-stress is released from the provisional anchorages and transferred to the concrete. In this system the lashing is performed after the tensioning of the reinforcement, thus not allowing subsequent changes in the value of the installed force in the reinforcement.

These facts are presented to illustrate the technical problem that the present disclosure solves.

General description

The present disclosure describes a reinforcement system that solves the problem of premature failure usually occurring in reinforced elements with post-installed reinforcement without the need to geometrically alter the reinforcement, or to apply additional devices to the mooring areas, thereby allowing to exploit the ultimate capacity of the installed reinforcement reinforcement and providing greater confidence in the use of reinforcement with post-installed reinforcement. It can be applied to elements with reinforcement or fibers perpendicular to the reinforcement direction in the mooring zone. In addition, the system proposed below also allows the value of the force installed on the reinforcement to be altered when using active reinforcement.

The present disclosure describes a structural reinforcement system comprising at least one post-installed reinforcement reinforcement (1), whose tracing has maximum eccentricity in the higher tensile zones, tied to its core by a bonding agent placed on it. along a straight section (3) with an inclination ranging from 0.5 ° to 100 ° (8) and located after the curve of agreement (2) between this straight section (3) and the surface of the element.

The method of application comprises the hole-opening steps (3) for securing the reinforcement to the core of the reinforcement element; execution of the curve of agreement (2) between the hole and the surface of the element to be reinforced; application of a bonding agent inside the bollard and application of reinforcement (1); and if the system is to be active, change the value of the installed force to the reinforcement (1). The holes can be pre-drilled with mechanical drilling systems having shapes and dimensions of the cross sections dependent on the dimensions and shapes of the reinforcement and minimum depth conditioned to the lashing length (3) required for the transfer of bond strength to the structural member. and may transpose that element in its entirety (12). The holes may be molded in the manufacturing process of the structural element or in tubular devices (16) applied thereto, where the element for physical, mechanical or geometrical reasons does not allow the holes to be drilled.

The mooring zone (3) corresponds to the region where the stress transfer occurs between the reinforcing reinforcement and the core of the structural element (6) to be reinforced. In order to provide this mooring zone a hole is drilled in the core of the structural member (6) and the bonding agent (4) and reinforcing reinforcements (1) are inserted into the hole (3). Where the structural element (6) for physical, mechanical or geometrical reasons does not allow the drilling of holes, tubular devices (16) are used for this purpose.

Alteration of the reinforcement reinforcement alignment may be effected by means of a concordance curve (2), executed directly on the reinforcement element, by opening a section or by placing a prefabricated deflection device ( 5) the shape of the curve as, but not limited to, diversion saddles or metal profiles. The angle of deviation, as well as the shape thereof, may vary depending on the reinforcement reinforcement materials, the bonding agent and the material characteristics of the reinforcement elements, ranging from 0,5 ^{Q to} 100 ⁹ , and your form it can be an arc of circumference, ellipse, parable, hyperbole, clotid, or other form derived from or composed of these.

In a preferred embodiment of the reinforcement system, and where it is necessary to ensure a proper fit of the armatures to the curve shape, this system utilizes prefabricated offset devices (5) applied in the zone of the concordance curve.

This structural reinforcement system utilizes a bonding agent (4), also known as an adhesive, to tie and secure the reinforcement within the element, compatible with the element materials and the reinforcement reinforcement consisting of a material. identical to that of the reinforcement element itself or another with better adhesion characteristics, resistance to environmental agents and physical and chemical protection of the reinforcement and the reinforced element.

The tackifiers used are natural or synthetic such as cementitious mortars, polymeric resins or others.

In another preferred embodiment, the reinforcement system may further comprise the step of applying injection tubes and drains (23) to the sealed holes thereof, in case of low viscosity adhesives.

[0031] This reinforcement system utilizes reinforcement reinforcing rods, strands, wires, bars, plates, laminates or other linearly developed, straight or curved, which may be glued to the surface of the element, inserted into the covering of the element or using other forms of application that exist or may exist.

The reinforcing reinforcement materials to be used comprise the following constitutions: carbon fiber reinforced steel, woven or laminated composites, glass, graphene or aramid basalt, shape memory alloys, metallic, polymeric, composite reinforcing materials, mixed or others that may exist.

Preferably the reinforcement reinforcement layout has maximum eccentricity in the highest tensile zones.

This structural reinforcement system may further comprise the initial step of surface preparation in case of applying the exterior glued reinforcement; opening the slots when inserting the reinforcement into the surface of the element or applying the prefabricated bypass devices (5) in the case of applying the non-adherent reinforcement.

In a preferred embodiment, the structural reinforcement system may further comprise the step of applying a temporary support to the reinforcement reinforcement in case the reinforcement is not applied to the upper surface of the element, this temporary support being a mechanical device. fixed to the element, a shoring system (20), among others.

This structural reinforcement system is characterized by reinforcing to bending and shear structures and structural elements, which may be linear, flat or curved, such as slabs, brackets, short consoles, beams, pillars, walls, shoes, pegs, stakes, foundation lintels, foundation sinks, arches and vaults, walls or the like, these being structural elements of masonry, wood, concrete, metal, composites, mixed, or other .

The present system is composed of at least one structural element, a reinforcement reinforcement, a mooring zone comprising a hole (3) to secure said reinforcement reinforcement to the reinforcement element, a bending curve. agreement (2) between the bore and the surface allowing the transition of said reinforcement reinforcement to the mooring zone, a bonding agent within the mooring hole or on the surface (4) and a reinforcing reinforcement (1), whose layout has maximum eccentricity in the areas of greatest traction. Said mooring zone is geometrically delimited by the free surfaces of said structural member and half of the distance to the nearest reinforcement reinforcement or, if any, by the outer surface of the tubular device (16).

The principle of operation of the system is to adhere to anchor the reinforcement reinforcement within the element and, in situations where an active reinforcement is desired, it may be effected, after curing of the adhesive in one of the lashing, alteration of the force installed on them. Tying of the reinforcement inside the element is performed after changing its alignment and drilling of the element to be reinforced, becoming effective after application and curing of the bonding agent in the mooring zone. The agreement curve can be made directly on the element to be reinforced or by placing an additional component with the curve shape. Through this reinforcement system, provided that the mooring length is adequate, it is possible to mobilize the ultimate strength of the reinforcement, except in cases where cracks occur by crushing in the compressed section of the section or by transverse stress. Thus, failure modes at the reinforcement-element interface (premature) cease to occur with the classic structural or reinforcement failure, namely compression or shear failure of the element or failure of the tensile reinforcement reinforcement.

The procedure for using the structural reinforcement system presented may comprise, depending on the application, the different procedures of:

- surface preparation in the case of external glued reinforcement;

- opening of the slots if the reinforcement is inserted to the surface of the element;

- at least one hole (3) is drilled in the mooring area of the reinforcement;

- making at least one concordance curve (2) between the hole and the surface of the element to be reinforced or between the hole and the grooves in the surface of the element to be reinforced. The curve of agreement may be performed by opening a field or by applying a prefabricated offset device of the curve shape;

- sanitation and dedusting of holes, surfaces or grooves; applying, in the case of passive reinforcement, the adhesive or tackifier to the surface or grooves;

- application of reinforcement (1);

- application of drainage tubes and injection tubes in the holes and sealing them (23 and 24);

- filling the entire groove with the bonding agent if passive reinforcement is desired by inserting the reinforcement into the surface layer of the element;

- application of temporary reinforcement support (20, 21 and 22, or combination);

- injection or leakage of bonding agent into the holes;

- removal of temporary reinforcement supports;

- installation of a device that allows the reinforcement of the reinforcement to be reinforced in case active reinforcement is desired;

- application, in the case of active reinforcement, of the adhesive or bonding agent to the surface or grooves, followed by a change in the tension installed in the reinforcement after curing of the bonding agent in the mooring areas;

- Filling all grooves with the bonding agent if active reinforcement is desired and the reinforcement is inserted into the surface layer of the element.

The above procedure may be altered to suit the characteristics of the element to be reinforced, in particular the tackifier, the reinforcement reinforcement or the characteristics of the mooring area. For example, if high viscosity adhesives are used to anchor the reinforcements inside the holes or if the reinforcement is applied to the upper surface of the element, the application of drainage and injection tubes into the holes and sealing them may be used. dispensed by injecting the bonding agent directly into the mooring hole from the inside to the outside (figure 16). In the case of structural elements whose reinforcement system proposed in this disclosure is not possible to implement for physical, geometric or mechanical reasons, they must be prepared in advance. Such preparation may be, for example, injection with resins to improve the mechanical characteristics of the element, the application of a tubular device (Figure 8), the partial replacement of the element material or the application of a concrete block in situ or prefabricated structure (figure 9) properly secured to the element to be reinforced to accommodate the mooring areas.

The agreement curve (2) has as its main objective to divert the reinforcement reinforcement into the element to be reinforced. It may have a circumferential, elliptical, parabolic, hyperbolic, spiral or other arc geometric shape, and may be composed of more than one geometric shape. The choice of the shape of the concordance curve is dependent on the material of the reinforcement, the material of the element to be reinforced, the level of stress produced by the reinforcement at the curve intrusion and the characteristics of the bonding agent. The development of the agreement curve is geometrically conditioned by its shape, and the straight alignments of the reinforcement since the beginning and end must be tangent to said alignments. Depending on the material of the reinforcement and the element to be reinforced, the concordance curve can be made directly on the element to be reinforced by opening a section or by placing an additional component in the shape of the curve (5). In either case, filler material and / or auxiliary devices may or may not be fitted to ensure a proper fit of the reinforcement to the curve shape.

The bonding agent can be any material whose properties guarantee the adhesion of forces between the reinforcing reinforcement and the element. Among the various materials currently available are polymeric resins (epoxy, methacrylate or urethane), mortars (cementitious or polymeric), or others with similar or existing characteristics that may exist. In addition to the transmission of forces, the bonding agent must provide physical and chemical protection to the reinforcement and be compatible with the material of the reinforcement element.

The temporary reinforcement support system comprises any procedure that allows the reinforcement to be suspended until the bonding agent acquires carrying capacity. The temporary support includes the application of mechanical devices fixed to the element (21 and 22), shoring system (20), among others.

The holes for the lashing of reinforcing reinforcement may be of any shape and size, but are dependent on the shape and size of the reinforcing reinforcement cross-sections. The minimum depth of the holes is conditional on the length of lashing required for the transfer of the force by adhesion and may pass through the elements in their entirety. The holes can be opened mechanically or manually, leaving a negative in the element during the manufacturing process or by placing a tubular device fixed to the element and into which the reinforcements are anchored with bonding agent (4).

The reinforcement reinforcement can be continuously installed, transposing the elements in its entirety (12) thus allowing the reinforcement to follow the progress of the bending stress diagram. Preferably and whenever possible the tracing has maximum eccentricity in the areas of greatest traction.

As zones are very important for the success of reinforcement, the mooring zones made in accordance with the present invention allow, among others:

- increased corrosion resistance;

- increased fire resistance;

- the lowest risk of minor defects in the preparation or application of reinforcement in the mooring area. Reinforcing the reinforcement within the elements allows greater protection against corrosion in the mooring areas reducing, or even eliminating, the need for anti-corrosion protection systems to be applied to the reinforcement in those areas.

Due to the fact that the reinforcement reinforcement is tied inside the reinforced element, the fire resistance is improved when compared to the traditional solutions of external bonded reinforcement and reinforcement inserted in the surface layer. Using reinforcing reinforcements and adhesives with high performance at high temperatures it is possible to reinforce structural elements that may be subject to fire situations, thus reducing the passive reinforcement protection system.

With the present system, minor preparation defects in the mooring zones are no longer relevant, such as: irregularities in the bonding surface (in the case of outside bonded reinforcement) or inadequate groove geometry (in the case of reinforcement inserted into the surface layer of the element), as the mooring zones are made inside the reinforced element through holes filled with the bonding agent thus providing a larger force transfer surface and consequently lower installed stresses.

The use of this system as an active reinforcement enables the change in the strength of the reinforcement after the bonding agent has cured in the mooring zone, without the need for mechanical end anchors and using only one device interspersed between the curves. of agreement.

The introduction of reinforcing reinforcement to the elements in areas subjected to transverse stress further increases the resistance of these zones to said stress (Figures 19 and 20).

The present system can be used for reinforcement of linear, flat or curved elements such as shoes, pegs, stakes, foundation lintels, foundation sunrises, pillars, beams, arches, vaults, slabs, brackets, brackets. shorts or walls; concrete (simple, reinforced, prestressed or post-stressed, composite, with fiberboard), wood (solid, laminated, particle board), masonry

(stone, adobe, mud, brick, cement mortar), steel or polymers (plastics) or any other structural material where it is possible to bond by reinforcement.

For reinforcement steel reinforcements, carbon fiber reinforced polymers, glass, basalt, graphene, aramid, steel or other composite or mixed reinforcing materials may be used and their behavior resembles the foregoing.

[0054] The system presented is not limited to non-adherent reinforced reinforcement solutions, embedded in the surface layer or applied non-adherent, but can also be used in reinforcement situations where reinforcement is essential. to the success of the booster. Because the anchorages of the reinforcements are carried out within the reinforced elements or in post-installed blocks, the use of the present system is a solution to the problem of premature failure of the take-off reinforcements in situations of load increase, fire. or others.

When the lashing of the reinforcement is carried out in areas with a high transverse stress component, such as areas close to the beam-pillar connecting nodes (10), it is possible to achieve a substantial increase in the strength of the element to this stress (Figures 19 and 20), taking advantage of the reinforcement process.

With the present system the use of reinforcement in sheet metal, fabric, bar, rod, cord or wire is generally only conditional upon the deformability of the ribs to adapt to the curvature of the agreement curve without significant loss. of resistant properties. In the particular case of reinforcement of reinforced concrete elements, it is necessary to limit the size of the reinforcement to the spacing of the existing reinforcement.

The present structural reinforcement system can be used concurrently with other ways of anchoring the reinforcements, thus allowing for a very multipurpose use. It is also possible to anchor one end of the reinforcement using the present invention and to use another system or technique to anchor the other end.

The present structural reinforcement system may comprise at least one structural element (6), a post-installed reinforcement reinforcement (1) whose layout has maximum eccentricity in the higher tensile areas, a mooring zone (3) in the core. of the structural member (6), a bonding agent (4), an inclined straight section which may vary from 0.5 ^{Q to} 100 ⁹ (8), and a concordance curve (2) located between this straight portion and the surface of the element. The system now disclosed may further comprise, in the case of application of the non-adherent reinforcement, bypass devices.

In one embodiment, the mooring zone (3) of the structural reinforcement system may be located in tubular devices (16) applied to said structural member (6).

In one embodiment, the concordance curve may have an additional curve-shaped component, in particular bypass seals, hot-rolled metal profiles or cold-formed metal profiles.

In one embodiment, the angle (8) of the concordance curve (2), as well as the shape thereof, may vary depending on the materials of the reinforcing reinforcement (1), the bonding agent (4) and the material characteristics of the elements to be reinforced.

[0063] In one embodiment, the shape of the concordance curve may be a circumference arc, ellipse, parabola, hyperbole, clothoid, or other form derived or composed thereof.

In one embodiment, the structural reinforcement system may further comprise prefabricated deflection devices (5) in the agreement curve area (2), where it is necessary to ensure a proper fit of the reinforcements to the curve shape. In one embodiment, the structural reinforcement system may further comprise an adhesion agent of a material identical to that of the reinforcement element itself or another with better adhesion characteristics, resistance to environmental agents and physical and chemical protection of the reinforcement. and the reinforced element.

In one embodiment, the structural reinforcement system may further comprise natural or synthetic adhesives such as cementitious mortars, polymeric resins or the like.

In one embodiment, the structural reinforcement system may have reinforcements in rods, strands, wires, bars, laminates or others with linear, straight or curved development.

In one embodiment, the structural reinforcement system may have reinforcement reinforcements (1) glued to the surface of the element, inserted into the cover of the element or using any other existing application form.

In one embodiment, the structural reinforcement system may have reinforcing reinforcements (1) of materials such as, for example, steel, carbon fiber reinforced composite laminates, glass, basalt, graphene or aramid, alloys with shape memory, metallic, polymeric, composite or other reinforcement materials.

[0070] In one embodiment, the structural reinforcement system may modify the force installed on the reinforcing reinforcement after the bonding agent has cured in the mooring area.

In one embodiment, the structural reinforcement system can reinforce bending and shear structural elements and structures.

In one embodiment, the structural reinforcement system may reinforce linear, flat or curved structural elements such as slabs, beams, pillars, walls, shoes, pegs, arches and vaults, walls or the like. The structural reinforcement system may further reinforce structural elements of masonry, wood, concrete, metal, composites, mixed, or others.

The present disclosure also relates to a method for installing a structural reinforcement system comprising the following steps:

- Drilling at least one inclined bore which may vary from 0.5 ^{Q to} 100 ⁹ for the lashing (3) of at least one reinforcement (1) post-installed in the core of at least one structural element (6). ) whose layout has maximum eccentricity in the areas of greatest traction;

- perform the curve of agreement (2) between the hole and the surface of the structural element (6) to be reinforced;

- apply a bonding agent (4) within the lashing hole (3);

- apply the reinforcement (1) by connecting the mooring zones.

In one embodiment, the above-described method may further comprise an initial surface preparation step in case of applying the outer glued reinforcement reinforcement and / or an initial slot opening step in case of insertion. reinforcement reinforcement surface of the element, and / or an initial step of application of the bypass devices in case of non-adherent reinforcement and / or a temporary support to the reinforcement if no reinforcement is applied to the upper surface of the element. .

In one embodiment, the described method may further comprise temporary support for reinforcement reinforcement by a device attached to the element (21, 22), a shoring system (20), among others.

In one embodiment, the method described may further comprise the step of applying injection tubes and drains to the sealed holes thereof, in case low viscosity adhesives are used.

In one embodiment, the holes drilled with said method may be pre-drilled with mechanical drilling systems and additionally; the holes may have cross-sectional shapes and dimensions depending on the size and shape of the reinforcing reinforcement; previously drilled holes may have a minimum depth conditioned by the length of lashing (3) required for the transfer of force by adhesion, and may transpose the elements in their entirety (12).

In one embodiment, when the structural element (6) for physical, mechanical or geometrical reasons does not allow the drilling of holes, they may be molded in the manufacturing process of the element or in tubular devices (16) applied to the element. structural (6).

In one embodiment, the concordance curve (2) is made directly on the structural element (6) to be reinforced by opening a section.

In one embodiment, the concordance curve will be made by placing an additional curve-shaped component such as, but not limited to, diversion seals, hot-rolled metal profiles or metal-shaped metal profiles. cold.

In one embodiment, the angle (8) of the concordance curve (2), as well as the shape thereof, may vary depending on the materials of the reinforcement (1), the bonding agent (4) and the material characteristics of the elements to be reinforced. The angle (8) of the agreement curve can be between 0.5 and 100.

In one embodiment, a bonding agent (4), also called an adhesive, is used to tie and secure the reinforcement within the element, compatible with the element materials and the reinforcement reinforcement.

In one embodiment, bending and shear reinforcing structural elements and structures are reinforced.

In one embodiment, linear, flat or curved structural elements such as slabs, beams, pillars, walls, shoes, pegs, arches and vaults, walls or the like are reinforced. In one embodiment, structural elements of masonry, wood, concrete, metal, composites, mixed, or the like are reinforced.

Brief Description of the Figures

For an easier understanding of the solution, attached are the figures which represent preferred embodiments of the present disclosure which, however, are not intended to limit the object thereof.

Figure 1 shows a structural element (6), corresponding to the end span of a continuous reinforced concrete beam, with the pillars (7) made of the same material, reinforced with bending (9) and transverse stress. (10) with post-installed reinforcement (1), it is also possible to observe the representation of the lashing (3) of the reinforcing reinforcement ends in holes filled with bonding agent (4) with a certain depth to ensure the transfer of forces by adhesion. . Also shown is the concordance curve (2) which allows the reinforcement to be deflected into the beam at a given deflection angle (8), the prefabricated deflection device (5) in the shape of the curve and the devices which allow the force to be reinforced in the reinforcement (11).

[0088] Figure 2 shows a structural element (6), corresponding to the end span of a continuous reinforced concrete beam, with the pillars (7) made of the same material, reinforced with bending (9) and transverse stress. (10) with post-installed reinforcement (1) continuous with full transposition of section (12) using the present system. Also in this figure it is possible to observe the tie (3) of the ends of the reinforcement in holes filled with bonding agent (4) to ensure the transfer of the force by adhesion and the agreement curve (2) that allows the deviation of the reinforcement. into the beam with its deflection angle (8). Also shown are devices for changing the stresses installed on the reinforcement (11).

Figures 3 and 4 represent, in vertical and horizontal longitudinal section, respectively, the use of the present system to continue the reinforcement (1) in a structural element (6) subjected to bending forces. It is possible to observe an overlap zone (13) which ensures the reinforcement level along the structural element, the agreement curve (2), the mooring zone (3), the bonding agent (4) and the deviation angle. (8).

Figure 5 shows the application of the invention in reinforcing a structural element (6) corresponding to a reinforced concrete slab. Said figure represents, in vertical longitudinal section, the end span and the intermediate span of a continuous slab, supported on beams and these, in turn, on pillars (7). Said structural element (6) is reinforced by the addition of post-installed reinforcement reinforcement (1) and the continuity of these reinforcement allows it to be reinforced to positive bending moments in the gap and negative bending moments in the bearing zone. (9). In this case the mooring holes completely transpose the section (12) so it can be assumed that they have a dual function: to anchor the reinforcement reinforcement (1); and transpose the section to allow it to continue. The end holes only need to secure the reinforcement of the reinforcement and may also cross the entire section. Also in this application, and after the deviation given by the agreement curves (2), the reinforcement reinforcement (1) is tied inside the element using the bonding agent (4) inside the holes. The change in the strength value in the reinforcing reinforcement (1) after curing of the bonding agent (4) in the lashing zone (3) is achieved by installing devices shown in Figure 11.

[0091] Figure 6 shows the application of the system for the lashing of reinforcing reinforcement (1) embedded in the covering in a structural element (6), corresponding to a reinforced concrete beam supporting the slab (14). the lashing (3) of the reinforcement (1) post installed inside the element after the curve of agreement (2).

Figure 7 shows the application of the system to the reinforcement of a structural element (6), corresponding to a reinforced wood beam with post-installed reinforcement glued to the outer surface. Also shown in this figure is the lashing (3) of the reinforcement within the structural member (6) after the curve of agreement (2) and the lashing of the reinforcement (1) with bonding agent (4) within the mooring hole.

Figure 8 has shown the application of the system to the flexural reinforcement (9) of a structural member (6) corresponding to a metal beam supported by pillars (7). In said figure the lashing (3) of the post-installed reinforcement (1) is performed within a tubular device (16) fixed by welding or mechanically to the beam core. Also in this case the reinforcing reinforcements are tied to the tubular device by the bonding agent (4). It is also observed the extension of the tubular device along the curve of agreement (2) that crosses the flange of the beam (17), whose purpose is to provide a suitable shape to the respective curve. It is also shown the application of reinforcements to the beam web (15) in order to avoid local buckling rupture of the web due to the concentration of stresses on the intruder of the concordance curve and the application of the device (11) which allows to change the value. of the force installed on the reinforcing reinforcement (1).

Figure 9 shows the flexural reinforcement (9) of a structural member (6) corresponding to a metal beam supported by pillars (7), in which the reinforcement reinforcement (1) is moored. within a concrete block (18) previously laid, in this case by in situ concreting, to the boring holes. Said concrete block (18) may be prefabricated, with the boring holes previously drilled. In both situations, the lashing (3) is performed in the holes using bonding agents (4) after the agreement curve (2) that crosses the beam flange (17). The installation of the device (11) allows to change the value of the tensions in the reinforcing reinforcement (1) after the bonding agent (4) has cured in the mooring zones (3). [0095] Figure 10 shows the application of the system to the flexural reinforcement (9) of a structural element (6), corresponding to a steel-concrete composite beam with slab mooring (14). In this case the lashing (3) of the post-installed reinforcement (1) is made in holes drilled in the slab (14) by means of a bonding agent (4). Here too, the curve of agreement (2), which crosses the flange of the beam (17), with the aid of a prefabricated bypass device (5) allows the reinforcement of the reinforcement to the mooring zone at a given angle (8). . The application of reinforcements (15) to the beam core aims to ensure that local buckling failure of the core does not occur and the application of the device (11) allows to change the value of the force installed on the reinforcement reinforcement.

[0096] Figure 11 shows the application of the system to the flexural reinforcement (9) of a structural member (6), corresponding to a continuous steel-concrete composite beam, with tie-down in the slab (14) and reinforcing reinforcement (1). ) post installed. In this case the lashing (3) of the reinforcement is made in holes drilled in the slab (14) with bonding agent (4). The value of the force applied to the reinforcement (1) may be modified with a device (11) interspersed between the mooring zone (3) and the concordance curve (2). Here too, the curve of agreement (2), which crosses the flange of the beam (17), with the aid of a prefabricated bypass device (5) allows the reinforcement of the reinforcement to the mooring zone at a given angle (8). . The application of reinforcements (15) to the beam core is intended to ensure that local buckling failure of the core does not occur.

Figure 12 shows the reinforcement of a structural element (6), corresponding to a masonry pillar by the application of post-installed reinforcement reinforcement (1) to confine said element. The reinforcement is tied through the bonding agent (4) inside the masonry elements (19) in a mooring zone (3), whose hole was drilled at a certain angle of deviation (8) after the curve of agreement (2). ). The value of the force installed on the reinforcing reinforcement (1) may be modified with a device (11) allowing to increase the confinement to said element.

[0098] Figure 13 shows the application of active reinforcement to a structural element (6), corresponding to a masonry arch by the application of reinforcement reinforcements (1) post installed on the extractor to confine said element. The reinforcement is tied through the bonding agent (4) inside the masonry elements (19) in a mooring zone (3), whose hole was drilled at a certain angle of deviation (8) after the curve of agreement (2). ). The value of the force installed on the reinforcing reinforcement (1) may be modified with a device (11) allowing to increase the confinement to said element.

[0099] Figure 14 presents some possible solutions for supporting the reinforced reinforcement (1) post-installed during their application period and until the bonding agent is able to support them. At 20 the temporary support is shown by shoring an element opposite the placement of the reinforcing reinforcement (1). At 21 and 22 is The temporary support of the reinforcement is shown by the mechanical fixing of a device to the faces of the structural element (6) to be reinforced, thus allowing the temporary support of the reinforcement when it is not viable by shoring. At 21, the support device is fixed to the face where the reinforcement is applied and at 22, the device is fixed to the side face.

Figure 15 shows a solution for the injection of the lashing holes into a structural element (6) in which the tackifier has low viscosity. The injection of the bonding agent into the holes is performed with the help of two tubes (23) placed simultaneously with the reinforcement reinforcement (1). By this method it is necessary to seal the hole (24) near the concordance curve and to leave the end of one of the tubes near the lower end (25) of the lashing hole and the other end near the upper end (26) of the boring hole. mooring Thus, it is possible to inject the sticking agent into the tube near the lower end (25) and bleed air through the upper end (26).

Figure 16 shows a solution for the injection of the lashing holes into a structural element (6) in which the bonding agent has some viscosity. The bonding agent is injected into the boring hole prior to the reinforcement using a pipe whose end should fill almost the entire cross section of the bore (27). In this case the injection procedure starts from the end end to the start end of the hole leaving at the beginning of the lashing hole a section with no adhesion agent that will be filled when the reinforcement reinforcements (1) are introduced.

Figure 17 shows the results of testing a set of carbon fiber reinforced polymer reinforced beams using the same amount of reinforcement using traditional exterior glued reinforcement systems (29) and inserted into the layer. element (30) and the system disclosed in the present disclosure (31). Also shown in the figure is the reference non-reinforced beam 28, from which the load and displacement values in the reinforcement yielding were used to normalize the results. The results presented show the increase in loading capacity and ductility achieved by using the present disclosure.

[0103] Figure 18 shows the results of testing a set of stainless steel reinforced beams using approximately the same amount of reinforcement using traditional exterior glued reinforcement systems (33) and inserted into the surface layer of the member. (34) and the system disclosed in this disclosure (35). Also shown in the figure is the reference non-reinforced beam 32, from which the load and displacement values in the reinforcement yielding were used to normalize the results. The results show the increased carrying capacity and ductility achieved by using the present disclosure. [0104] Figure 19 shows the results of testing a set of reinforced beams reinforced with carbon fiber reinforced polymers, in particular the results of the measurements of the shear reinforcement reinforcement (vertical two-leg stirrup) , distanced from d from the movable support (being of the beam's useful height), from the reinforced beams with the system presented in the present disclosure (39) and with the traditional systems (37, 38). The results of a similar unreinforced beam are also presented (36). In this figure it is evident the reduction in the shear reinforcement extension of the reinforced beams with the system presented in the present disclosure (39) compared to the unreinforced beam (36) and to the reinforced beams with the traditional systems (37, 38). Reducing the shear stress reinforcement extensions in the monitored area to the same level of deformation indicates an increase in the strength of the beam to the stress resulting from the use of the system disclosed in the present disclosure.

[0105] Figure 20 presents the results of the tests of a set of stainless steel reinforced beams, in particular the results of the measurements of the transverse stress reinforcement extensions (vertical two-leg stirrup, distanced from d from the movable support (d - beam height), beams reinforced with the system disclosed in the present disclosure (43) and with traditional systems (41, 42) The results of a similar unreinforced beam (40) are also presented. In this figure it is evident the reduction in the extension in shear reinforcement in the reinforced beams with the system presented in the present disclosure (43) compared to the unreinforced beam (40) and the reinforced beams with the traditional systems (42, 43). Reduction of the transverse stress reinforcement extensions in the monitored area to the same level of deformation indicates an increase in the strength of the beam that is resistant to such stress as a result of use. system presented in the present disclosure.

Detailed Description

The present disclosure is explained in detail below, without limitation and by way of example, by way of a preferred embodiment.

[0107] Example 1 - Experiments whose results are documented in Figures 17 to 20.

[0108] In order to assess the potential of the present system, a full-scale test set was carried out on "T" cross-section reinforced concrete beams using carbon fiber reinforced polymer reinforcement i) and reinforcement reinforcement. stainless steel ii). For each of the two groups of beams i) and ii) bending was tested at four points: a) a beam without reinforcement; (b) a beam reinforced with the traditional system with exterior glued reinforcement; c) a beam reinforced with reinforcement inserted in the cover; and d) a beam using the present disclosure with externally glued reinforcement. [0109] The test system used consists of simply supporting the specimen on two support apparatus, one fixed and one movable with dimensions 200x200 mm ² , and applying symmetrically to the upper face of the flange. , two concentrated loads with a spacing of 1000 mm. This system allows to apply pure bending between the load application points and simple bending at the ends of the model.

[0110] During the tests the values of the applied loads, the displacements in mid span and the extensions in the shear reinforcement were measured.

The beams of group (i) have been constructed with a total length of 3300 mm, 3000 mm between supports, a total height of 315 mm, of which 225 mm are core, a width of 400 mm and a width of at the soul level of 150 mm. The beams of group ii) were constructed with the same dimensions, except for the total height, whose dimension was 300 mm, of which 200 mm correspond to the height of the core.

[0112] The concrete beams were longitudinally reinforced with three 12 mm diameter steel rods arranged close to the underside of the web (pull zone) and six 8 mm diameter steel rods arranged in the flange. In order to resist the transverse stress, the beams were reinforced with two-arm stirrups made of 6 mm diameter steel rod and 150 mm apart. The reinforcement cover was 20 mm, except for the lower face of the beam of group i), which was 36 mm.

The concrete used in the beams of group (i) had at 28 days of age an average compressive strength of 18.5 MPa obtained in tests of cylindrical specimens with diameter 150 mm and height 300 mm. The concrete used in group ii) beams, at the same age, had an average compressive strength of 24.1 MPa obtained in 150 mm cubic edge test.

[0114] The average yield strength (fym) and breaking strength (fum) values of the steel reinforcement used in group i) beams are: fym = 568 MPa and fum = 721 M Pa for 6mm rods in diameter; fym = 566MPa and fum = 680 M Pa for 8 mm diameter bars; and fym = 546MPa and fum = 649 MPa for 12 mm diameter bars. The steel reinforcements of the beams of group ii) presented fym = 538 MPa and fum = 634 M Pa for the 6 mm diameter bars, fym = 573 MPa and fum = 675 MPa for the 8 mm diameter bars and fym = 530. MPa and fum = 637 MPa for bars 12 mm in diameter. The 6mm diameter reinforcement used in group i) beams and the 8mm diameter reinforcement used in group ii) beams are of class A500E. The remaining ordinary reinforcements are of class A500NR SD.

The average value of the breaking strength (sm) and the mean value of the modulus of elasticity (Em) of the 50x1.2 mm ² and 10x1,4 mm ² section carbon fiber reinforced polymer laminates are respectively sm = 1.05%, Em = 170 GPa and sm = 1.03%, Em = 159 GPa.

[0116] Stainless steel bar reinforcements with a cross-section of 20x5 mm ² are of class EN1.4404 and have an average proportionality stress of 0.2% equal to 259.8 MPa and a mean value of the breaking stress equal to 617.8 MPa. Ribbed rod stainless steel reinforcements with a nominal diameter of 8 mm are of class EN1.4301 and have an average proportionality stress of 0.2% equal to 471.7MPa; and mean value of the breaking stress equal to 1008.5 MPa.

As a bonding agent, two types of bi-component epoxy resin were used whose mechanical characteristics were determined in rectangular specimens, with dimensions 160x40x40 mm ³ , by means of three-point bending tests. The mean value of the modulus of elasticity (Emr) and the mean value of the breaking strength (smr) of resin rl and resin r2 are, respectively, Emr = 0.79 GPa, smr = 3.65% and Emr = 1.51 GPa, smr = 2.28%. Resin r2 was used inside the bollards of two carbon fiber reinforced polymeric laminates that served to reinforce beam d) of group i). In all other cases where adhesion agent was applied, resin r1 was used.

The dimensions and amounts of reinforcement of the beams were analyzed. In group i) beam b) was reinforced with a 50x1.2 mm ² section laminate with a length of 2700 mm applied over a 2 mm layer of resin r1 on the underside of the core. Beam c) was reinforced with four 2700 mm long laminates with 10x1.4 mm ² cross-section, applied with resin rl within four 5x15 mm ² cross-section slots. Beam d) has been reinforced with four 10x1.4 mm ² cross-sectional laminates of 3700 mm length applied to the underside of the beam core at a length of 2035 mm on a layer of 1 mm thick r1 resin and strung ( 3) at the ends inside holes 12 mm in diameter at a length of 415 mm with resin r1 and resin r2 (two resin-anchored laminates r1 and two resin-anchored laminates r2), with an offset angle of 33 ^Q (8) and radius of agreement curve (2) of 300 mm. Reinforcement reinforcements were offset, two to each side, offset by 72 mm from the beam mid-span.

In group ii) beam b) was reinforced with two 20x5mm ² section stainless steel bars and 2750 mm length applied over a 1.5 mm layer of resin rl on the underside of the core. The beam c) was reinforced with four ribbed rods with cross section 48.1 mm ² and length 2750 mm inserted with resin rl into grooves with cross section 12x12 mm ² . Beam d) has been reinforced with two 3015 mm long 20x5 mm ² section stainless steel bars bonded with resin rl to the underside of the core along 2000 mm long and lashed (2) into holes with a diameter of 25 mm. mm in a length of 332 mm with resin rl, with a deviation angle of 33 ^Q (8) and radius of agreement curve of 300 mm.

[0120] The following describes the preparatory work for the implementation of the reinforcement. In the beams reinforced with external bonded beams, b) and c) of both groups, the reinforcement application surface was previously mechanically treated with a grinding wheel to remove the surface cement bed and expose the concrete aggregates. The opening of the grooves in the surface layer of the concrete in the beams c) of both groups was carried out with an angle grinder equipped with diamond disc and guide skid.

[0122] The boring holes d) were drilled in both groups with a precursor drill hammer, aided by a guide device that ensured the drilling with the predicted deviation angle (8).

[0123] Concordance curves (2) were cut open with an electric chisel equipped hammer.

In beams b) the execution procedure for the application of the reinforcement system followed the following steps: treatment and cleaning of the bonding surface; applying the adhesive in a uniform layer along the surface; and applying the reinforcing reinforcements by lightly pressing to ensure contact between the reinforcement and the bonding agent.

In beams c) the application of the reinforcement system followed the following procedure: marking of the grooves in the surface; opening and cleaning the slots; filling approximately half the depth of the grooves with bonding agent; application of reinforcement reinforcement on the bonding agent; and filling all the slots.

[0126] In beams d) the application of the reinforcement system followed the following procedure: marking and opening of the mooring holes; bonding surface treatment; achievement of agreement curves; hole cleaning, concordance curves and bonding surface; application of the bonding agent inside the holes, in the agreement curves and bonding surface; applying the reinforcement with light pressure to provide contact between the reinforcement and the tackifier; applying temporary support to the reinforcement in the zone of agreement curves to ensure contact between the reinforcement and the bonding agent.

[0127] The present embodiments are, of course, by no means restricted and one of ordinary skill in the art may anticipate many possibilities for modification thereof without departing from the present disclosure.

The following claims further represent preferred embodiments of the present disclosure. The following claims are combinable with each other.

Claims

1. Structural reinforcement system with adhesively anchored post-installed reinforcement reinforcement for flexural and shear reinforcement of a structural member, comprising:

a structural element;

one or more longitudinal tensile reinforcement;

wherein one end of the reinforcement or reinforcement is anchored by a bonding agent in a lashing hole within the structural member;

wherein the structural member comprises for each mooring hole a concordance curve in the structural member for changing the alignment of the reinforcement between the surface alignment of the structural member and the alignment of the mooring;

wherein each lashing hole forms an angle of deviation from the reinforcement direction into the structural member.

Structural reinforcement system according to any one of the preceding claims wherein each end of the reinforcement or reinforcement is anchored by a bonding agent in a hole within the core of the structural member.

Structural reinforcement system according to any one of the preceding claims wherein the angle of deviation is 0.5 ° - 100 °.

Structural reinforcement system according to any one of the preceding claims wherein each of the two ends of each reinforcement is anchored by a bonding agent in a lashing hole within the structural member.

Structural reinforcement system according to any one of the preceding claims wherein the concordance curve is an open portion in the structural element.

A structural reinforcement system according to any one of claims 1-4 wherein the concordance curve is a prefabricated component having the shape of the desired curve that is inserted into the structural element, in particular comprising a deflection saddle or a Metalic profile.

A structural reinforcement system according to any one of claims 1-4 wherein the concordance curve is obtained by placing filler material in a concavity of the structural element.

Structural reinforcement system according to any one of the preceding claims wherein the beginning of the concordance curve is tangent to the surface alignment of the structural element and the end of the agreement curve is tangent to the alignment of the mooring hole.

Structural reinforcement system according to any one of the preceding claims, wherein the shape of the concordance curve is circumference arc, ellipse arc, part of a parable, part of a hyperbole, part of a clotid, or their combinations.

Structural reinforcement system according to any one of the preceding claims, wherein the reinforcement or reinforcement is arranged to reinforce the structural element at positive bending moments and transverse stress.

Structural reinforcement system according to any one of the preceding claims wherein the reinforcement or reinforcement is arranged to reinforce the structural element at negative bending moments and transverse stress.

Structural reinforcement system according to any one of the preceding claims wherein the reinforcement or reinforcement is arranged to reinforce the structural element at positive bending moments, negative bending moments and transverse stress.

Structural reinforcement system according to any one of the preceding claims wherein the reinforcement or reinforcement is arranged to increase the confinement of the structural element.

Structural reinforcement system according to any one of the preceding claims wherein the holes are defined by tubes inserted in the structural element, in particular tubes inserted and mechanically fixed to the core of the structural element.

Structural reinforcement system according to any one of the preceding claims wherein the holes are molded in the structural element manufacturing process.

Structural reinforcement system according to any one of the preceding claims, further comprising in at least one of the reinforcements a tension adjusting device installed therein.

Structural reinforcement system according to any one of the preceding claims wherein the tension installed on the reinforcement has been adjusted after curing of the bonding agent in the bore or boring holes.

A structural reinforcement system according to any one of the preceding claims further comprising one or more reinforcements in the structural member core to prevent local buckling of the structural member core due to the stress concentration at the intruder of the concordance curve.

A structural reinforcement system according to any one of the preceding claims wherein the anchor bonding agent is cementitious mortar, polymeric mortar, polymeric resin, epoxy based polymeric resin, methacrylate polymeric resin or urethane polymeric resin.

A structural reinforcement system as claimed in any preceding claim wherein the reinforcement or reinforcements are rods, strands, wires, bars, plates, laminates, or combinations thereof.

Structural reinforcement system according to any one of the preceding claims, wherein the reinforcement or reinforcements are inserted into slots made in the structural element or inserted into the surface layer covering the structural element.

Structural reinforcement system according to any one of the preceding claims wherein the reinforcement or reinforcement is bonded to the structural member.

Structural reinforcement system according to any one of the preceding claims wherein the reinforcement or reinforcements are steel, fiber reinforced polymer, carbon fiber reinforced polymer, glass fiber reinforced polymer, basalt fiber reinforced polymer , graphene fiber reinforced polymer, aramid fiber reinforced polymer, shape memory alloys, or combinations thereof.

Structural reinforcement system according to any one of the preceding claims wherein the structural element is a slab, cantilever, short cantilever, beam, pillar, wall, shoe, peg, stake, foundation lintel, foundation damp, arch, vault or wall.

Structural reinforcement system according to any one of the preceding claims wherein the structural element is masonry, stone masonry, adobe masonry, mud masonry, brick masonry, cement mortar masonry, wood, solid wood, wood Laminate, chipboard, concrete, plain concrete, reinforced concrete, prestressed concrete, post-stressed concrete, composite concrete, fiber-reinforced concrete, composite concrete, steel, polymer or combinations thereof.

26. A structural reinforcement method having one or more longitudinally anchored tensile reinforcement reinforcement for flexural and shear reinforcement of a structural member, comprising:

drill one or more anchor holes within the structural member;

arranging for each mooring hole a concordance curve in the structural member for altering the alignment of the reinforcement between the surface alignment of the structural member and the alignment of the mooring;

apply a bonding agent inside each lashing hole;

arranging the reinforcement (s), wherein one end of the reinforcement (s) is anchored by the bonding agent in a mooring hole, wherein each mooring hole forms an angle of deviation from the direction of the reinforcement into the structural member;

cure the bonding agent in the hole or bollard holes.

A structural reinforcement method according to the preceding claim, wherein the angle of deviation is 0.5 ° - 100 °.

A structural reinforcement method according to claim 26 or 27, wherein each end of the reinforcement or reinforcement is anchored by a bonding agent in a hole within the core of the structural member.

A structural reinforcement method according to any one of claims 26 - 28, wherein each of the two ends of each reinforcement is anchored by a bonding agent in a lashing hole within the structural member.

A structural reinforcement method according to any one of claims 26 - 29 comprising opening a portion of the structural element to obtain the concordance curve.

A structural reinforcement method according to any one of claims 26 - 29 comprising inserting a prefabricated component of the desired curve shape into the structural element to obtain the concordance curve.

A structural reinforcement method according to any one of claims 26 - 29 comprising placing filler material in a concavity of the structural element to obtain the concordance curve.

A structural reinforcement method according to any one of claims 26 - 32 wherein the beginning of the concordance curve is tangent to the surface alignment of the structural element and the end of the agreement curve is tangent to the alignment of the mooring hole.

A structural reinforcement method as claimed in any one of claims 26 - 33 which comprises applying a temporary support to the reinforcement reinforcement until the bonding anchor has cured in the bore or mooring holes.

A structural reinforcement method according to any one of claims 26 - 34 comprising further adjusting the tension installed on each reinforcement by means of a tension adjusting device mounted on the reinforcement.

A structural reinforcement method according to any one of claims 26 - 35 comprising adjusting the tension installed on the reinforcement after curing of the bonding agent in the bore or lashing holes.

A structural reinforcement method according to any one of claims 26-36 comprising opening slots in the structural element to insert the reinforcement or reinforcement.

A structural reinforcement method according to any one of claims 26 - 36 which comprises bonding the reinforcement or reinforcement to the structural member.

A structural reinforcement method according to any one of the preceding claims wherein the structural element is a slab, cantilever, short bracket, beam, pillar, wall, shoe, peg, stake, foundation lintel, foundation sunnyness, arch, vault or wall.