State of the Art: Concrete structures have long been reinforced with steel bars, commonly referred to as"rebar", or with wire mesh. Such reinforcements present problems in structures, such as concrete bridges, that are exposed to the weather. The extensive use of deicing chemicals and the existence of both natural and man-made corrosive environments are drastically reducing the service life of these structures by reason of corrosion of the steel reinforcement, which progressively promotes debonding and spalling of the concrete and seriously reduces structural strength of the facility.

Newer designs of concrete structures and the coating of steel bars with various materials, such as rubber or epoxy to prevent such corrosion, have not solved the problem.

Composite structural materials are well-known. These are made up of large numbers of very fine structural filaments, such as glass, carbon, or a material known as"aramid", which have been bundled and bonded together by application thereto of a settable liquid bonding material, such as an epoxy, in a manner well-known in the production of what have become known as"advanced composites"and which are beginning to be used in civil engineering structures. Such material has been utilized successfully in some forms of concrete reinforcing devices for special applications in water treatment plants, chemical processing plants, and marine installations, but there are wider fields of use that have only begun to be considered, as in the reinforcing of concrete in highway bridges, railway bridges, commercial buildings, etc.

In addition to having desirable strength properties, concrete reinforcing devices must have reliable means for anchorage to the concrete. The anchorages must be such that high loads can be effectively transferred from the concrete

to the reinforcement. To be fully effective, the anchorages must perform continuously and cyclically over long periods of time, without loss of strength and without imposing signifi- cant degradation to either the concrete or the reinforcement.

Prior art proposals for use of such advanced composites in concrete reinforcing devices are limited by low anchorage strength. For example, owing to incorporation of mechanical anchorages, such as wedges and clamps, at terminations of single, straight bar tendons, and to the behavior of these mechanical devices as so incorporated, the result is low efficiency, particularly under cyclic tension loading. There are high interlaminar and bond shear stresses within the structural filament laminates and at the surfaces thereof, which adversely affect such mechanical anchorages.

Elongate structural filaments associated together longitudinally as a starting material are usually spoken of in the art concerned as a"fiber bundle". Such bundle may be a"tow", or, if a single tow is twisted, a"yarn"or, if two or more yarns are twisted together, a"strand". Elongate fiber bundles impregnated with resin have been wrapped about concrete structures and the resin allowed to set so as to hold the wrapped structures from disintegrating, but this is a different concept from the load-bearing reinforcement of the present invention.

Summary of the Invention Concrete reinforcing devices concerned in this invention are of an advanced composite material in elongate form for use in reinforcing various structural shapes, such as beams, columns, struts, etc., and constitute at least one bar comprising at least one continuous band of endless belt formation and made up of one or more fiber bundles of tow or tows, of yarn or yarns, or of strand or strands of very fine reinforcing filaments. In the various embodiments of such device, each band extends longitudinally of the device in one way or another and around opposite ends of the device in preferably arcuate formation. Each band doubles back on itself to provide two preferably straight, longitudinal, band

length portions as load-bearing tendons between opposite end portions of the device and that, in at least one embodiment of the invention, are spaced apart in preferably mutually parallel formation. The end portions are continuations of the band length portions, whereby the reinforcing filaments continue from one length portion around the end portions of the device to the other of the band length portions in endless belt formation. If the band length tendon portions are spaced apart and the bar is open therebetween, the concrete fills the open space when the device is embedded in concrete. A settable material, such as a resin, surrounds and bonds the plurality of filaments along the band length portions and around the band end portions of the bar.

In one form, the bar comprises two, spaced apart, pre- ferably straight, longitudinal band length portions as load- bearing tendons and has opposite end portions formed around respective structural fid members to provide a concrete reinforcing device that can be used for pre-tensioning or for post-tensioning purposes, or that has such opposite end portions merely turned around the bar ends. In both instances, whether or not fid members are present, the opposite end portions desirably form respective arcs and provide anchorages at the looped ends of the bar.

Another version of the device comprises at least one bar having preferably straight tendon lengths with opposite ends deflected and wrapped around surfaces of respective conical fid members.

In another embodiment, the device is formed as a single bar constituting an endless belt of three-dimensional, mesh formation, the continuous band of such endless belt being interwoven longitudinally as a mesh shell. The mesh shell, which may be of various shapes in transverse cross section, provides nodes at the locations at which portions of the band cross and overlap other portions of the band. These overlaps or interlocking nodes provide effective anchorages for the reinforcement of the concrete.

Further embodiments utilize such concrete reinforcing devices preferably in pairs at and extending along opposite longitudinal sides of a concrete structure, such as various types of beams, with post-tensioning means for imposing high compressive loading on the ends of the externally reinforced structure.

The Drawings Fig. 1 represents a longitudinal side elevation of a structurally reinforced concrete beam, showing by broken lines a concrete reinforcing device of advanced fibrous composite material provided at its ends with fid members and embedded in concrete interiorly of the beam; Fig. 2, a transverse vertical section taken on the line 2-2 of Fig. 1; Fig. 3, a pictorial view looking down on the top of the concrete reinforcing device of Fig. 1 prior to its being incorporated in the concrete beam of Figs. 1 and 2; Fig. 4, a fragmentary, longitudinal, vertical section taken on the line 4-4 of Fig. 3, wherein the fid members carry attachment means for customary pre-tensioning or post- tensioning apparatus; Fig. 5, a schematic front elevational view of apparatus for carrying out the method of producing the reinforcing device of Fig. 3, the path of travel of the band delivery eye being indicated by a broken line; Fig. 6, a view corresponding to that of Fig. 1 but showing a reinforced concrete beam incorporating a different form of the reinforcing device; Fig. 7, a view corresponding to that of Fig. 2 but taken on the line 7-7 of Fig. 6; Fig. 8, a view corresponding to that of Fig. 3, but of the reinforcing device of Fig. 6; Fig. 9, a view corresponding to that of Fig. 5, but of apparatus for carrying out the method of producing the device of Fig. 8; Fig. 10, a view corresponding to those of Figs. 1 and 6 but illustrating a concrete beam reinforced by another

embodiment of the reinforcing device in which the bar is a unitary mesh shell having the band interwoven and overlapped to form anchoring nodes; Fig. 11, a view corresponding to those of Figs. 2 and 7 but taken on the line 11-11 of Fig. 10; Fig. 12, a view corresponding to those of Figs. 3 and 8 but showing the interwoven mesh shell embodiment of the reinforcing device shown in Fig. 10; Fig. 13, a fragmentary side elevation of the right-hand end portion of the mesh shell embodiment of Fig. 12 drawn to a somewhat larger scale; Fig. 14, a view corresponding to those of Figs. 5 and 9, but showing the apparatus for carrying out the method used to produce the mesh shell embodiment of Fig. 12; Fig. 15, a view in side elevation corresponding to that of Fig. 1 but showing an embodiment of the invention in which the concrete beam is structurally reinforced by a pair of the advanced, composite, reinforcing devices attached to and extending along opposite sides, respectively, of the beam, externally thereof; Fig. 16, a transverse vertical section taken along the line 16-16 of Fig. 15; Fig. 17, a fragmentary horizontal section taken along the line 17-17, Fig. 16, drawn to a larger scale and showing the beam schematically; Fig. 18, a pictorial view corresponding to that of Fig.

3 but of one of the concrete reinforcing devices of Figs. 15- 17 with draw bar attachments at opposite ends, respectively, for post-tensioning purposes, an intermediate portion of the device broken out for convenience of illustration and the beam indicated schematically; Fig. 19, a view in side elevation corresponding to that of Fig. 15 but showing a somewhat different embodiment of the invention wherein a pair of the structural reinforcing devices are attached to and extend longitudinally of opposite sides of the web of a standard I-beam, externally thereof;

Fig. 20, a view corresponding to that of Fig. 17 but taken along the line 20-20 of Fig. 19; Fig. 21, a view corresponding to those of Figs. 15 and 19, but of another embodiment of the invention wherein a single reinforcing device is attached to the web of a standard T-beam externally of and extending along opposite longitudinal sides thereof; Fig. 22, a view corresponding to those of Figs. 17 and 20, but taken along the line 22-22 of Fig. 21; and Fig. 23, a fragmentary isometric view showing one end portion of a further embodiment of the invention in which a solid beam, rectangular in transverse cross-section and shown schematically as structurally reinforced by a pair of reinforcing devices extending along opposite longitudinal sides of, but not themselves fastened to the beam.

Detailed Description of the Preferred Embodiments As illustrated in Figs. 1 and 2, a bar 10 as the advanced composite, concrete reinforcing device, see Fig. 3, is embedded in concrete 11 to provide a pair of coextensive length portions 12a of an endless band 12 as longitudinal tendons spaced apart along their lengths to receive the concrete 11 as a wet mix prior to its setting as the final reinforced concrete beam of Figs. 1 and 2. The respective opposite end portions 12b of band 12 are shown as wrapped around arcuate receiving grooves 13a, respectively, of fid members 13, which may or may not be present depending upon whether there is to be pre-tensioning or post-tensioning.

Whether fid members are present or not, the length members 12a of the band 12 are preferably straight, as shown, and continue arcuately around the ends of the device in unbroken continuity.

Band 12 is formed as an endless, elongate belt of a high strength, high modulus, advanced fibrous composite. Very fine structural filaments of glass, graphite, aramid, or other material normally used in the production of such composites are bonded together by a set liquid material, such as a resin.

For pre-tensioning or post-tensioning purposes, the fid members 13 may be provided, as shown in Fig. 4, with attach- ment means, such as a threaded shank 14, that is usually pivotally secured, as by respective pins 15, to fid member 13 and shank head 14a, for attachment of customary pre-tensioning or post-tensioning apparatus.

Band 12 may be a single, elongate and endless belt that provides loop ends for bar 10, as shown, or there may be sets of bands 12 (not shown), superimposed or arranged side-by- side, as laid down by the apparatus of Fig. 5.

In the apparatus of Fig. 5, a carriage 16 is slidably mounted on an elongate track 17 for reciprocation, by powered mechanism (not shown), longitudinally of an elongate, center, form piece 18 removably carrying half-circle form pieces (which may be the fid members 13) at its opposite ends, respectively. Filament tows, yarns, or strands 12c to be consolidated into a band 12 are fed continuously from respective reels 19 through a bonding resin applicator 20 to a band delivery eye 21 rotatably mounted at the lower end of carriage 16 for travelling a path 21a along the center form piece 18 and about the end form pieces, here the fid members 13, to lay down preferably straight band length portions 12a, Fig. 3, and arcuate band end portions 12b.

This embodiment of the device comprises preferably straight tendon length portions 12a continuing around half- circle arcs as end portions 12b, with semi-circular fids 13 at opposite ends of the device for the purpose, if constructed for example as in Fig. 4, of inducing a pre-tensioning or a post-tensioning load on the tendons 12a. Longitudinal loads, comprising induced loads and tendon loads resulting from static and dynamic loading of a concrete structure that incorporates such a bar device as reinforcement for the concrete, are active at the respective half-circle contact surfaces between the tendon members 12a and the semi-circular fids 13 and between other surfaces of the semi-circular fids and the cast concrete 11. For concrete reinforcing that does not use induced loads, the semi-circular fids are not

necessary. Without them, the load interaction occurs directly between the arcuate end portions 12b and the cast concrete 11.

The longitudinal interaction load between a tendon and the concrete in this unique endless belt anchorage of the device to the concrete is in the form of a radial bearing, which becomes a compressive stress in the tendon portion and is preferred over other forms of loading that result in interlaminar stresses. The reaction of this radial bearing becomes likewise a compressive stress in the fid member and the concrete. This is a desirable type of stress for concrete.

In using the devices embedded in concrete, the unique tendon and anchorage system becomes the principal tension system of the concrete structure. Alternatively, this tendon and anchorage arrangement can be used as assembled and anchored externally to the surface of precast concrete elements to become a tension system of the structure. Such external anchorings of structural reinforcing devices corresponding to that of Fig. 3 are shown in Figs. 15-23.

The method of making the tendon bar device comprises utilizing the filament bundle winding reels 19 of the apparatus of Fig. 5 to provide fibrous, laminate tows, yarns, or strands 12c; passing such tows, yarns, or strands through a settable liquid, such as a resin, to form a continuous band 12d; laying down the continuous band 12d about form means typically having a straight center piece 18 and arcuate ends in the form of fids 13, by means of a delivery eye 21, which is moved in an oval path around the form means as held stationary; setting the bonding liquid; and finally removing at least the center form piece 18. By this method, a very large number of continuous filaments are brought together rapidly to form the endless band member 12 having sub- stantially coextensive length portions 12a and conforming to a preferably straight oval, endless belt-like shape.

Many types of filaments can be used, as well as many types of settable liquid materials, including thermoset resins, such as epoxy and polyester, and thermoplastic resins.

In Figs. 6 through 9, a deflected or angled tendon system is schematically illustrated. This is a variant of the first tendon system. It can comprise one, or as shown, a plurality of deflected or angled bands 22 of endless belt formation, each with preferably straight length portions 22a, Fig. 8, and deflected portions 22b at opposite ends and continuing with end portions 22c around the bar ends on arcs, all such portions of a bar being made together as a single continuous band of endless belt formation. The final device as here shown has a three-dimensional, shell-like shape with canted ends and, typically, with conical fid members 23 at opposite looped ends of the bar. Such looped ends of the bar are for the purpose of anchoring. The conical fid members 23 at the ends of the deflected or angled bars may be used to induce pre-tensioning or post-tensioning loads in the tendons.

Post-tensioning of a deflected tendon can be performed with semi-circular fid members external to the concrete if the tendon end portions are extended beyond the concrete 11-1 that is cast into the space between the tendon length portions 22a.

The three-dimensional, shell-shaped devices may be made with many different cross sections, such as rectangular, triangular, circular, elliptical, etc.

By way of comparing the strength and weight attributes of such a shell-shaped device with currently used standard steel reinforcing bars, an example is given for the deflected tendon bar device of Fig. 8 that is square in transverse cross section and composed of graphite fibers and epoxy resin, which are the preferred materials. For equal axial stiffness, where axial stiffness is the product of area and axial modulus, a circular steel bar ten millimeters in diameter will have an ultimate strength of three metric tons and a weight of sixty- five hundredths of a kilogram per meter. The equivalent composite bar of the invention of equal stiffness will be ten millimeters on a side, with an ultimate strength of twenty-two metric tons and a weight of sixteen hundredths of a kilogram per meter. The cross section of the composite bar of this

construction will typically contain over one and one-half million filaments.

The method of making a deflected or angled tendon bar device, such as that of Figs. 6 through 8, involves the use of the apparatus of Fig. 9, which is generally similar to the apparatus illustrated in Fig. 5, but has a preferably straight, elongate, and rotatably mounted center form piece 24, here shown as square in transverse cross section, with conical end form pieces, e. g. fid members 23, at opposite ends. The fiber band delivery eye 25 moves with a carrier 26 therefor, which, with the mounting 26-1 is reciprocated on and along an elongate track 27 to lay down longitudinal tendon portions 22a of the band 22 of a bar reinforcing device 10 as form piece 24 of the apparatus remains stationary between partial rotations in opposite directions at opposite ends, respectively, of the reciprocative strokes of delivery eye 25, see the schematic showings at 25a, by known reciprocating means. Fiber tows, yarns, or strands 28-1 are fed from fiber bundles thereof on reels 28 through an applicator 29 holding a settable liquid to form a continuous band 28-2, which is fed into delivery eye 25.

By this method and apparatus, a very large number of continuous filaments are brought together rapidly and adhered together to form the continuous band 28-2 and the endless belt-like band member 22, Fig. 8, that is deflected or angled at its ends so as to provide the pairs of longitudinally, load-bearing tendons 22a. The two band members form a three- dimensional shell about the perimeter of the device. The liquid bonding agent is subsequently hardened to bond and maintain the filaments in the desired configuration.

Following hardening of the bonding agent, at least the longitudinal center form piece 24 is removed.

Another embodiment of the device is illustrated in Figs.

10-14 as an interwoven, concrete reinforcing bar, formed in itself as a three-dimensional, open mesh shell. A band 30 of high strength, high modulus, advanced fibrous composite is interwoven and interlocked longitudinally and at opposite end

portions to form tendon lengths of a mesh shell, which is of endless belt formation, and encloses an elongate, three- dimensional space in unbroken continuity. The mesh shell has a continuous perimeter of selectively directed and overlapped portions of the continuous, interlaced band 30.

Overlapped portions of band 30 form nodes 31, which provide anchorages for the concrete 32 in a beam or other shape. At the ends, diagonal portions 30a of band 30 are curved to provide additional anchorage as well as tensile continuity at the open ends of the shell as shown in Fig. 12.

Angulation of the band 30 at and adjacent to the overlaps or nodes 31 can be selected to best suit principal tensile and compression stress directions contemplated as arising in the concrete structure when exposed to anticipated external loads, for example, an angle set of +/-45° for shear stresses common to beams; an angle set of +/-85° for circumferential stresses in columns; an angle set of +/-10° for tensile and compression stresses in most all types of beams and slabs; and combinations of more than one band angle for combined shear, tension, and compression in concrete structure having complex loads. The multiple surfaces formed at each node provide high strength connections which can resist high interaction loads between the reinforcement and the concrete.

Comparing the strength attributes of such a shell mesh bar, that is interwoven and interlocked around its perimeter to form an advanced composite reinforcing device rectangular in right cross section as made up of graphite fibers and epoxy resin, with those of currently used steel reinforcing bars for equal stiffness, where stiffness is the product of area and modulus, a cylindrical steel bar of five millimeters diameter will have an ultimate strength of seven-tenths of a metric ton and a weight of sixteen-hundredths of a kilogram per meter, while the equivalent advanced composite mesh shell bar device of the invention will be, for example, three millimeters by nine millimeters in right cross section with an ultimate strength of five and one-half metric tons and a weight of four-hundredths of a kilogram per meter. The cross section

of the composite bar will typically contain over three hundred eighty thousand filaments.

In producing the device of Figs. 10-13, the method and apparatus shown in general and schematically by Fig. 14 utilizes an elongate mandrel 34, rotatably mounted by short shaft ends 34a, and a carriage 35 mounted for reciprocation on and along an elongate track 36. Carriage 35 carries reels 37 for feeding filament tows, yarns, or strands 38 of the advanced fibrous composite material in fiber bundles wound on such reels through bonding resin applicator 39, from where the resulting band 30 passes through fiber delivery eye 40 onto the surface of rotating mandrel 34 as shown.

By this version of the method and apparatus of the inven- tion, many different shell shapes can be made, for example, shells having cross sections that are triangular, rectangular, or otherwise polygonal, or circular, or elliptical, and longitudinally cylindrical, pyramidal, conical, or oblate, and combinations of these. It is best, however, that the cross section of the bar mesh shell shall be substantially rectangular to provide for the most effective overlapping at the nodes 31.

A large range of sizes is practical for devices of the invention. Cross sections may be a few square centimeters to as large as ten square meters and with lengths up to in excess of eighty meters. Many types of fibers can be used, including carbon, glass, and aramid, and many types of liquid bonding materials can be used, including thermoset and thermoplastic resins.

In Figs. 15 and 16, a pair of structural reinforcing devices in the form of bars 10-1, respectively, are anchored to the same solid, rectangular cross-section type of concrete beam, here 41, as shown at 11 in Figs. 1 and 2, but externally thereof. They extend longitudinally of the beam at opposite sides thereof and have their ends attached to the set concrete of the beam as by the tensioning attachment fittings shown in Fig. 4, here designated draw bar fittings 42. These are secured to beam 41 by respective pairs of bolts 43 as trunnion

pins, or by some other suitable type of fastener initially embedded in the wet concrete or screwed into prepared receiving openings formed in the concrete after it is set.

Either way, the bolts 43 are passed through draw block anchors 44 of the draw bar fittings 42, which are provided with the usual, respective, draw bar links 45 pivotally attached to fids 46 at opposite ends of each of the bar reinforcing devices 10-1. As so attached, the endless bands 47 of such devices 10-1 extend longitudinally of beam 41 and are tensioned in the usual manner by attachment of tensioning equipment, such as hydraulic jacks (not shown), to the threaded ends 42a of the respective draw bar fittings 42, which threaded ends extend through the draw block anchors 44, respectively, as shown, and have securing nuts 42b threadedly connected thereon.

In the embodiment of Figs. 19 and 20, the reinforced concrete structure is a standard I-beam 48. The pair of concrete reinforcing bar devices 10-2, attached to and extending along opposite sides, respectively, of the web 48a of the I-beam are similar to the devices 10-1 of Fig. 18, but with attached draw bar fittings 49,49a, 49b that are somewhat different than those shown as 42,42a, 42b of the embodiment of Figs. 15-17. Thus, the opposite ends of each device 10-2 have draw bar fittings 49 whose draw block anchors 50 are thicker than the draw block anchors 42 of the devices 10-1 so that the threaded ends of the respective shafts 49a of the fittings 49 can pass through such anchors 50 off-center sufficiently to accommodate the breadth, or much of the breadth, of such reinforcing devices 10-2 within the respective spaces between the outwardly extending top and bottom flanges 48a and 48b, respectively, of the I-beam when the center portions of bar tendons 51, which are harped, are tucked under the corresponding deviator fittings 52. The ends of the reinforcing bar devices 10-2 are anchored to the web 48c of the I-beam by pairs of bolts or trunnion pins 53 passing through the respective draw block anchors 50.

In the embodiment of Figs. 21 and 22, the reinforced concrete structure is a standard T-beam 54 with cross flange 54a overhanging the web stem 54b. A single concrete reinforcing bar 10-3 is attached to the beam by bearing blocks 55 at opposite ends of the bar and are fitted about opposite ends, respectively, of the web stem 54b of the beam, the load- bearing tendons 56 extending longitudinally along such web stem within the overhangs of the cross flange 54a. Draw bar fittings similar to those at 42, Fig. 15, or at 49, Fig. 19, may or may not be provided for tensioning purposes through bearing block anchorages.

Fig. 23 shows how a pair of structural reinforcing bar devices 10-4 may be wrapped tightly around a concrete structure to be reinforced, such as the same solid type of beam 11 as in Figs. 1 and 2, here indicated in phantom at 57, without interconnection therewith. Elongate anchor heads 58 are interposed between and secured to anchor blocks 59 of draw bar fittings 60 of the devices 10-4 at opposite ends thereof.

Threaded ends 60a of draw bar fittings 60 extend through anchor blocks 58, respectively, and have nuts 60b screwed thereon, for interconnection with usual post-tensioning devices.

High tensioning of the reinforcing devices 10-4 puts very high compression loading on the ends of beam 59, while causing such devices 10-4 to tightly hug the beam and effectively anchor them thereto as concrete reinforcements therefor.

Whereas this invention is here illustrated and described with reference to embodiments thereof presently contemplated as the best mode of carrying out such invention in actual practice, it is to be understood that various changes may be made in adapting the invention to different embodiments without departing from the broader inventive concepts disclosed herein and comprehended by the claims that follow.