Patent Grant
10655328
This document relates generally to the fields of structural reinforcements, reinforced structural members and methods of reinforcing structural members.
Structural members such as, for example, a beam, a joist, a column, a slab, a wall, a tank, a pole or a post, are well known in the art. Such members may be constructed from materials such as aluminium or steel, concrete, composite materials, such as fiber glass reinforced polymer material, wood or any other materials known in the art to be useful for the intended purpose. Often these structural members must be reinforced in order to reverse any gradual deterioration of strength properties that occur over time, or sudden loss of strength due to events such as impacts, earthquakes and other phenomena, so as to return the structural members to the required specifications. Similarly, the structural members may need to be reinforced in order to allow them to properly perform their function upon changes in the circumstance of their use such as floor joists or beams having to support newer, heavier equipment.
In any of these instances, it would be helpful to have a light weight, strong and easily installed structural reinforcement that is corrosion resistant and capable of providing a long service life in its environment of use. Such a structural reinforcement, simplified method of reinforcing a structural member and resulting reinforced structural member are disclosed in this document.
In accordance with the purposes, benefits and advantages described herein, a structural reinforcement is provided. The structural reinforcement comprises a plurality of individual reinforcing elements. Each of the plurality of reinforcing elements includes a first end segment, a second end segment and an intermediate segment between the first and second end segments. The structural reinforcement further includes a support that engages the plurality of individual reinforcing elements along the intermediate segments thereof, holding the elements in parallel.
Gaps are provided between adjacent parallel reinforcing elements. Each reinforcing element has a width or diameter W1 and each gap has a width W2 where W1≤W2. In one useful embodiment the reinforcing elements are made from reinforced polymer. The material for reinforcing the polymer includes, but is not necessarily limited to, carbon fibers, glass fibers, aramid fibers, basalt fibers, steel fibers, carbon nanotubes and even mixtures thereof.
In one useful embodiment the reinforcing elements are laminates of multiple layers of reinforced composite material having a total thickness of between about, for example, 0.02″ and 0.25″. In another useful embodiment the reinforcing elements are rods having a diameter of between about 0.05″ and 0.25″. In one useful embodiment the first and second end segments have a length of between 1″ and 12″.
In one embodiment, the support for the plurality of individual reinforcing elements is made from an open mesh material. More specifically that material may be selected from a group consisting of glass fiber, textile fabric, plastic mesh, carbon fiber mesh, polymer fiber mesh, metallic fiber mesh and combinations thereof. In one embodiment the reinforcing elements are secured to the support by an adhesive. That adhesive may be selected from a group consisting of epoxy, polyester, vinylester, polyurethane, phenolics and mixtures thereof.
In accordance with an additional aspect, the support is flexible and the reinforcement is provided in a continuous roll with the reinforcing elements extending transversely across the continuous roll.
Still further, a reinforced structural member is provided. The reinforced structural member comprises a structural reinforcement secured to the structural member. The structural reinforcement includes a first panel having a first plurality of individual reinforcing elements wherein each of the first plurality of reinforcing elements includes a first end segment, a second end segment and a first intermediate segment between the first and second end segments. The structural reinforcement further includes a second panel having a second plurality of individual reinforcing elements wherein each of the second plurality of reinforcing elements includes a third end segment, a fourth end segment and a second intermediate segment between the third and fourth end segments. Still further, the structural reinforcement includes a finger joint between the first and second panels of said structural reinforcement. The finger joint includes the first end segments of the first plurality of individual reinforcing elements interdigitated with the third end segments of the second plurality of individual reinforcing elements.
The reinforced structural member further includes a first support engaging the first intermediate segments and holding the first plurality of reinforcing elements in parallel and a second support engaging the second intermediate segments and holding the second plurality of reinforcing elements in parallel. An adhesive secures the structural reinforcement to the structural member. The structural member may take substantially any form including but not limited to a beam, a joist, a column, a slab, a wall, a tank, a pole or even a post. In one particularly useful embodiment the first panel includes N number of reinforcing elements and the second panel includes N+1 number of reinforcing elements. When properly joined, the outermost reinforcing elements of the finger joint are both a part of the second panel.
Still further, a method of reinforcing a structural member is provided. That method comprises the step of cutting a first structural reinforcement panel from a roll of structural reinforcement material including a plurality of individual reinforcement elements extending transversely across the roll. The method also includes the step of fastening the cut structural reinforcement panel to the structural member to be reinforced. More specifically, the method includes cutting transversely across the roll in a gap provided between adjacent reinforcement elements. Still more specifically the method includes (a) cutting a second structural reinforcement panel from the roll of structural reinforcement material and (b) securing the first and second structural reinforcement panels to the structural member to be reinforced by (c) forming a finger joint between the first and second structural reinforcement panels wherein at least a first end segment of the plurality of individual reinforcement elements of the first structural reinforcement panel are interdigitated with at least a second end portion of the plurality of individual structural elements of the second structural reinforcement panel across a surface of the structural element. Further, the method includes adhering the first and second structural reinforcements to the structural member.
The accompanying drawings incorporated herein and forming a part of the specification, illustrate several aspects of the present structural reinforcement and reinforced structural member and together with the description serve to explain certain principles thereof. In the drawings:
Reference will now be made in detail to the present preferred embodiments of the structural reinforcement, examples of which are illustrated in the accompanying drawings.
Reference is now made to
In one useful embodiment, the reinforcing elements 12 are made from a reinforced polymer. The reinforcement used in the reinforced polymer may be substantially any appropriate for the intended purpose including but not limited to carbon fibers, glass fibers, aramid fibers, basalt fibers, steel fibers, carbon nanotubes and mixtures thereof. In one possible embodiment the reinforcing elements 12 are layers of fiber reinforced polymer (FRP) or carbon fiber reinforced polymer (CFRP) laminated together to form strips. In one useful embodiment the strips have a thickness of between 0.02″ and 0.25″.
In another useful embodiment the reinforcing elements 12 are rods of FRP or CFRP having a diameter of between 0.05″ and 0.25″. In any of the embodiments the first and second end segments 14, 16 may have a length of between 1″ and 12″. In any of the embodiments the first and second end segments 14, 16 may have a length of between 1″ and 6″. In any of the embodiments the first and second end segments 14, 16 may have a length of between 3″ and 6″.
The support 20 used in the structural reinforcement 10 is typically made from an open mesh material providing a sufficiently open structure to allow good wetting and impregnation with an adhesive as will be described in greater detail below. The open mesh support 20 may be made from any appropriate material suitable for the intended purpose including but not limited to glass fiber, textile fabric, plastic mesh, carbon fiber mesh, polymer fiber mesh, metallic fiber mesh and combinations thereof.
In one embodiment the reinforcing elements 12 are secured to the support 20 by means of an adhesive. Substantially any adhesive suitable for the intended purpose may be utilized. The adhesive used must be compatible with the materials that form the reinforcing elements 12 and the support 20 as well as the material from which the structural member to be reinforced is made. Adhesives useful for the intended purpose include but are not limited to epoxy, polyester melts, vinylester melts, polyurethane melts, phenolics and mixtures thereof.
As illustrated in
A reinforced structural member 50 is illustrated in
As further illustrated in
The method of reinforcing a structural member 52 will now be described. That method may be broadly described as comprising the steps of cutting a first structural reinforcement panel 56 from a roll 30 of structural reinforcement material where a plurality of individual reinforcement elements 58 extend transversely across the roll, and then fastening the cut structural reinforcement 52 to the structural member 50 to be reinforced. This includes cutting transversely across the roll 30 in a gap 22 provided between adjacent reinforcement elements 58. As the reinforcement elements 58 and gaps 22 typically have a width of between 0.02″-0.25″, one is able to easily cut a structural reinforcement panel 56 to the necessary width to properly reinforce substantially any structural member 52.
In one embodiment the method further includes the steps of (a) cutting a second structural reinforcement panel 66 from the roll 30 of structural reinforcement material and (b) securing the first and second structural reinforcement panels 56, 66 to the structural member 52 to be reinforced by (c) forming a finger joint 76 between the first and second structural reinforcement panels. As described above, such a finger joint 76 includes at least a first end segment 60 of the plurality of individual reinforcement elements 58 of the first structural reinforcement panel 56 being interdigitated with at least a second end portion 70 of the plurality of individual structural elements 68 of the second structural reinforcement panel 66 across a surface of the structural element. This is followed by adhering the first and second structural reinforcement panels 56, 66 to the structural member 52. The adhesive utilized for adhering is provided at a sufficient depth to cover and fully encapsulate the entire structural reinforcement 54 including, but not limited to, the reinforcing elements 58, 68, the finger joint 76 and the open mesh supports 78, 80. This encapsulation functions to protect the entire reinforcement and the covered portions of the structural member 52 from the adverse and corrosive effects of the environment.
While the illustrated embodiment only shows two structural reinforcement panels 56, 66 connected together by a single finger joint 76 to run along and support the entire length of a structural member 52, it should be appreciated that additional reinforcements or sections may be joined to the panels 56, 66 through additional finger joints 76 to provide a reinforcement of substantially any desired length. In one particularly useful embodiment, the structural reinforcement or panels 56, 66 have a length of between about 2′ and 8′ and more particularly of about 4′. Such shorter reinforcements or panels may be easily handled by one or two people and quickly and efficiently installed on the surface of a structural member before an adhesive sets or begins to cure. Further, this can be done, for example, on the underside of a bridge while blocking only a single lane of traffic. In contrast, many prior art reinforcements are required to be a single piece spanning the entire length of the structural member. Where that reinforcement must span a beam of, for example, 50′, a large number of individuals and additional equipment are required to complete the installation and an entire roadway must be blocked during the process. Reference will now be made to the following experimental examples which further illustrate the structural reinforcement 10, 54.
CFRP Rod Panels (CRPs) are produced by cutting to length CFRP rods and creating panels that have multiple rods aligned in a parallel architecture, with uniform spacing larger than the rod diameter between rods, using a mesh type or other support backing. The CRPs can be used as an external structural reinforcement by bonding to a substrate using a structural epoxy. The CRPs can be brought together in a ‘finger joint’ at the panel ends to provide a continuous reinforcement that can be applied over a long span one panel at a time.
As noted above, the rods can be manufactured using carbon fiber, glass fiber, aramid fiber, ceramic fiber or other type of fiber. In one embodiment the CFRP rods presently utilized for the production of CRPs are GRAPHLITE® Carbon Rods manufactured by Diversified Structural Composites.
The diameter of the rods used to make CRPs can be changed depending on the strength required, available application area, and other considerations. The recommended diameter of the rods is 0.05 inch to 0.25 inch.
The length of the CRPs (length of the individual rods) can be changed depending on accessibility to reinforcing/strengthening location, rapid retrofit needs and other considerations. The recommended length of the panels for single workman application is between 2 ft. to 8 ft. The panels being produced now have a standard length of 4 ft.
The width of the panel, or how many rods are included in each panel, will depend on the strength requirement, the available application area and other considerations. The strength of the panels is specified per foot width, e.g. CRP 70 carries 70 kips/ft. of tensile force.
The requirement of the CRP backing is to keep the rods in place while being applied on to a structural substrate, and also allow the structural epoxy to completely wet and bond to the rods. The backing used presently is a self-adhesive fiberglass mesh, used in Exterior Insulation Finishing System (EIFS), with approximately 0.2″×0.2″ (5 mm×5 mm) openings.
The backing is adhesively bonded to the rods, while leaving the ends of the rod panel free to create a ‘finger joint’ with an adjacent panel. The present CRPs are being bonded using commercially available spray on adhesives (e.g. Loctite 300, 3M Hi-Strength).
The overlap length between panels (finger joint) depends on the bond development length between the rods and the substrate. The recommended overlap length for the range of rod diameters specified earlier and for the application on steel or concrete substrate is 6 inches.
In order to have a balanced load transfer at the ‘finger joints’, it is recommended that each alternate panel have an additional rod, creating a more symmetric joint.
Two different types of laboratory testing are carried out to evaluate the performance of CRPs. A study is carried out to evaluate the bond strength and development length of the CFRP rods used in the production of CRPs on a concrete substrate. This would provide the minimum length for the ‘finger joint’ used as the splicing for CRPs. Flexural test are carried out in four-point bending on small scale reinforced concrete (RC) beams to evaluate the performance of the CRPs in strengthening RC beams. The CFRP Rod Panel strengthened beam with the ‘finger joint’ splice is evaluated against an un-spliced rod panel strengthened beam as well as unstrengthened RC beams.
The objective of the double strap joint specimen test is to evaluate the bond length required to achieve full load transfer between the concrete substrate and CFRP rods. The test results are used to develop the finger joint length for continuity and load transfer between panels. Varying the bonded length on one side of the double strap joint specimen, the test evaluates the development length and ultimate joint load. The specimen dimensions are shown in
CFRP rods were attached to both sides of the two concrete blocks, along the longitudinal centerline as shown in the layout in
The tests were conducted at the University of Kentucky Civil Engineering Department on a Satec universal testing machine. The specimens were placed in steel brackets to prevent misalignment and twisting during testing. The brackets were lubricated so that the friction between the concrete blocks and steel bracket would not add to the strength of the bond. The bonding agent used for this application was FX-778 epoxy resin. The specimens were allowed to cure for seven days before testing. All specimens were loaded to failure and each failure was documented. The predominant failure mode observed was the debonding between the epoxy and the concrete substrate. None of the test subjects ruptured the CFRP rods in tension.
The ultimate failure load per CFRP rod bond length is plotted against the tested bond lengths in
Concrete Beam Tests
Three Reinforced Concrete (RC) beam tests were carried out to evaluate the performance of the CFRP Rod Panels (CRPs) under flexural loading. All beams had a loaded span of 8 ft.(2.44 m), had a 6 in×6 in (150 mm×150 mm) cross section, and were reinforced in tension with two #3 reinforcing steel bars. Two different CRP configurations were tested and the strengthened beams evaluated against the non-strengthened control beam. The first beam was strengthened using continuous CFRP Rod Panel 7.5 ft. (2.3 m) long, while the second beam was strengthened using two 4 ft. (1.2 m) long CRPs with a 6 in. (150 mm) finger joint at mid-span. The same 0.078 in (2 mm) diameter CFRP rods were used for the fabrication of the rod panels and the same FX-778 epoxy resin used in the bond study was used to attach the rod panels to the concrete beams.
The beam test setup is shown in
The load vs. displacement results are shown in
In summary, numerous benefits result from utilizing the structural reinforcement 10, 54 described in this document. One may easily and conveniently unroll and cut a reinforcement panel to any required width for any reinforcement application. Any number of panels may be joined together by finger joints to create a reinforcement of any desired length. Since the panels are relatively short, they may be easily positioned and installed by one or two workers before the adhesive sets at substantially any ambient temperature conditions. Advantageously, the finger joints between the panels insure the strength and integrity of the reinforcement. In fact, a multiple panel reinforcement is just as strong or stronger than a one piece reinforcement that would require additional equipment and a much larger number of workers to manipulate and install before the adhesive cures.
The foregoing has been presented for purposes of illustration and description. It is not intended to be exhaustive or to limit the embodiments to the precise form disclosed. Obvious modifications and variations are possible in light of the above teachings. For example, while the supports 78, 80 are illustrated on only one side of the reinforcing elements 58, 68, for certain applications it may be preferred to provide a support on both sides. All such modifications and variations are within the scope of the appended claims when interpreted in accordance with the breadth to which they are fairly, legally and equitably entitled.
This utility patent application claims the benefit of priority in U.S. Provisional Patent Application Ser. No. 61/651,159 filed on May 24, 2012, the entirety of the disclosure of which is incorporated herein by reference.
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