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RELATED APPLICATION 
     This Application is related to an Application entitled High-Span Anchoring Systems for Cavity Walls, Ser. No. 10/188,536, filed Jul. 3, 2002. 
    
    
     BACKGROUND OF THE INVENTION 
     1. Field of the Invention 
     This invention relates to improved anchors and reinforcements for masonry backup walls that serve cavity wall constructs with larger-than-normal cavities between the masonry backup wall and the facing brick veneer. More particularly, the invention relates to cavity walls requiring novel anchoring systems for spanning such cavities and, further to the use of resistance-welded, wire formatives to meet existing wind shear and seismic specifications. 
     2. Description of the Prior Act 
     Recently, there have been significant shifts in public sector building specifications which have resulted in architects and architectural engineers requiring larger and larger cavities in the exterior cavity walls of public buildings. These requirements are imposed without corresponding decreases in wind shear and seismic resistance levels or increases in mortar bed joint height. Thus, wall anchors are needed to occupy the same ⅜-inch-high space in the inner wythe and tie down a veneer facing material of an outer wythe at a span of two or more times that which had previously been experienced. 
     Exemplary of the public sector building specification is that of the Energy Code Requirement, Boston, Mass. (see Chapter 13 of 780 CMR, Seventh Edition). This Code sets forth insulation R-values well in excess of prior editions and evokes an engineering response opting for thicker insulation and correspondingly larger cavities. Here, the emphasis is upon creating a building envelope that is designed and constructed with a continuous air barrier to control air leakage into or out of conditioned space adjacent the inner wythe. 
     Another application for high-span anchoring systems is in the evolving technology of self-cooling buildings. Here, the cavity wall serves additionally as a plenum for delivering air from one area to another. While this technology has not seen wide application in the United States, the ability to size cavities to match air moving requirements for naturally ventilated buildings enables the architectural engineer to now consider cavity walls when designing structures in this environmentally favorable form. 
     In the past, the use of wire formatives have been limited by the mortar layer thicknesses which, in turn are dictated either by the new building specifications or by pre-existing conditions, e.g. matching during renovations or additions the existing mortar layer thickness. While arguments have been made for increasing the number of the fine-wire anchors per unit area of the facing layer, architects and architectural engineers have favored wire formative anchors of sturdier wire. On the other hand, contractors find that heavy wire anchors, with diameters approaching the mortar layer height specification, frequently result in misalignment. Thus, these contractors look towards substituting thinner gage wire formatives which result in easier alignment of courses of block. 
     In the past, there have been investigations relating to the effects of various forces, particularly lateral forces, upon brick veneer construction having wire formative anchors embedded in the mortar joint of anchored veneer walls. The seismic aspect of these investigations were referenced in the first-named inventor&#39;s prior patents, namely, U.S. Pat. Nos. 4,875,319 and 5,408,798. Besides earthquake protection, the failure of several high-rise buildings to withstand wind and other lateral forces has resulted in the incorporation of a requirement for continuous wire reinforcement in the Uniform Building Code provisions. The first-named inventor&#39;s related Seismiclip R  and DW-10-X R  products (manufactured by Hohmann &amp; Barnard, Inc., Hauppauge, N.Y. 11788) have become widely accepted in the industry. The use of a wire formative anchors and reinforcement wire structures in masonry walls has been shown to protective against problems arising from thermal expansion and contraction. Also, such structures have improved the uniformity of the distribution of lateral forces. However, these past investigations do not address the mortar layer thickness vs. the wire diameter of the wire formative or the technical problems arising therefrom. 
     Over time and as the industry matured, besides the Uniform Building Code other standards came into existence, including the promulgation by the ASTM Committee A01 on Steel of the Standard Specifications for Masonry Joint Reinforcement, A951-00 (hereinafter A951). The Standard sets forth that masonry joint reinforcement is to be assembled by automatic machines to assure accurate spacing and alignment of all members of the finished product and that longitudinal and cross wires are to be securely connected at every intersection by an electric-resistance welding process that includes fusion welding together with applied pressure to join the materials. The Standard further sets forth details as to the exterior of the longitudinal wires and the mechanical requirements of the overall construct. 
     According to the ASTM Committee A01, joint reinforcement has been used in the masonry industry since 1940. In introducing A951, the Committee states: 
     For most of the period since then, its manufacture has been limited to a relatively small group of producers and users who simply referred to “manufacturers&#39; recommendations” as the standard of quality and acceptance. With the adoption of a new consensus standard for the design of masonry, it became clear that a standard for the manufacture of joint reinforcement was needed. In developing this standard it was decided to use a format similar to that used for the ASTM Standard for Welded Wire Fabric, Plain, for Concrete Reinforcement, Specification A185, since many people had the notion that joint reinforcement was used in a manner similar to wire mesh. A significant difference between wire mesh and joint reinforcement arose when an attempt was made to fashion the requirements for weld shear strength after those in Specification A185. 
     The Committee found that almost all of the manufacturers of joint reinforcement use butt welds so that the total thickness of material at a weld is as small as possible. This is important since, in conventional mortar bed joints, there is not much room to install joint reinforcement. In addition, it found that in masonry joint reinforcement the majority of product produced is that with a “truss” configuration in which the angle of intersection varies for each different width of product produced since the pitch between welds is a constant 16 inches. These characteristics differentiated the testing for weld shear strength from those of Specification A185 and resulted in the development of a distinct test methodology. 
     In the course of preparing this disclosure several patents became known to the inventors hereof. The following patents are believed to be relevant and are discussed further as to the significance thereof: 
     
       
         
               
               
               
               
             
           
               
                   
                   
               
               
                   
                 Patent 
                 Inventor 
                 Issue Date 
               
               
                   
                   
               
             
             
               
                   
                 3,377,764 
                 Storch 
                 04/16/1968 
               
               
                   
                 4,021,990 
                 Schwalberg 
                 05/10/1977 
               
               
                   
                 4,373,314 
                 Allan 
                 02/15/1983 
               
               
                   
                 4,473,984 
                 Lopez 
                 10/02/1984 
               
               
                   
                 4,869,038 
                 Catani 
                 09/26/1989 
               
               
                   
                 4,875,319 
                 Hohmann 
                 10/24/1989 
               
               
                   
                 5,392,581 
                 Hatzinikolas et al. 
                 02/28/1995 
               
               
                   
                 5,408,798 
                 Hohmann 
                 04/25/1995 
               
               
                   
                 5,456,052 
                 Anderson et al. 
                 10/10/1995 
               
               
                   
                 5,816,008 
                 Hohmann 
                 10/15/1998 
               
               
                   
                 6,209,281 
                 Rice 
                 04/03/2001 
               
               
                   
                 6,279,283 
                 Hohmann et al. 
                 08/28/2001 
               
               
                   
                   
               
             
          
         
       
     
     It is noted that with some exceptions these devices are generally descriptive of wire-to-wire anchors and wall ties and have various cooperative functional relationships with straight wire runs embedded in the inner and/or outer wythe. 
     U.S. Pat. No. 3,377,764—D. Storch—Issued Apr. 16, 1968 
     Discloses a bent wire, tie-type anchor for embedment in a facing exterior wythe engaging with a loop attached to a straight wire run in a backup interior wythe. 
     U.S. Pat. No. 4,021,990—B. J. Schwalberg—Issued May 10, 1977 
     Discloses a dry wall construction system for anchoring a facing veneer to wallboard/metal stud construction with a pronged sheetmetal anchor. Like Storch &#39;764, the wall tie is embedded in the exterior wythe and is not attached to a straight wire run. 
     U.S. Pat. No. 4,373,314—J. A. Allan—Issued Feb. 15, 1983 
     Discloses a vertical angle iron with one leg adapted for attachment to a stud; and the other having elongated slots to accommodate wall ties. Insulation is applied between projecting vertical legs of adjacent angle irons with slots being spaced away from the stud to avoid the insulation. 
     U.S. Pat. No. 4,473,984—Lopez—Issued Oct. 2, 1984 
     Discloses a curtain-wall masonry anchor system wherein a wall tie is attached to the inner wythe by a self-tapping screw to a metal stud and to the outer wythe by embedment in a corresponding bed joint. The stud is applied through a hole cut into the insulation. 
     U.S. Pat. No. 4,869,038—M. J. Catani—Issued Sep. 26, 1989 
     Discloses a veneer wall anchor system having in the interior wythe a truss-type anchor, similar to Hala et al. &#39;226, supra, but with horizontal sheetmetal extensions. The extensions are interlocked with bent wire pintle-type wall ties that are embedded within the exterior wythe. 
     U.S. Pat. No. 4,879,319—R. Hohmann—Issued Oct. 24, 1989 
     Discloses a seismic construction system for anchoring a facing veneer to wallboard/metal stud construction with a pronged sheet-metal anchor. Wall tie is distinguished over that of Schwalberg &#39;990 and is clipped onto a straight wire run. 
     U.S. Pat. No. 5,392,581—Hatzinikolas et al.—Issued Feb. 28, 1995 
     Discloses a cavity-wall anchor having a conventional tie wire for mounting in the brick veneer and an L-shaped sheetmetal bracket for mounting vertically between side-by-side blocks and horizontally on atop a course of blocks. The bracket has a slit which is vertically disposed and protrudes into the cavity. The slit provides for a vertically adjustable anchor. 
     U.S. Pat. No. 5,408,798—Hohmann—Issued Apr. 25, 1995 
     Discloses a seismic construction system for a cavity wall having a masonry anchor, a wall tie, and a facing anchor. Sealed eye wires extend into the cavity and wire wall ties are threaded therethrough with the open ends thereof embedded with a Hohmann &#39;319 (see supra) clip in the mortar layer of the brick veneer. 
     U.S. Pat. No. 5,456,052—Anderson et al.—Issued Oct. 10, 1995 
     Discloses a two-part masonry brick tie, the first part being designed to be installed in the inner wythe and then, later when the brick veneer is erected to be interconnected by the second part. Both parts are constructed from sheetmetal and are arranged on substantially the same horizontal plane. 
     U.S. Pat. No. 5,816,008—Hohmann—Issued Oct. 15, 1998 
     Discloses a brick veneer anchor primarily for use with a cavity wall with a drywall inner wythe. The device combines an L-shaped plate for mounting on the metal stud of the drywall and extending into the cavity with a T-head bent stay. After interengagement with the L-shaped plate the free end of the bent stay is embedded in the corresponding bed joint of the veneer. 
     U.S. Pat. No. 6,209,281—Rice—Issued Apr. 3, 2001 
     Discloses a masonry anchor having a conventional tie wire for mounting in the brick veneer and sheetmetal bracket for mounting on the metal-stud-supported drywall. The bracket has a slit which is vertically disposed when the bracket is mounted on the metal stud and, in application, protrudes through the drywall into the cavity. The slit provides for a vertically adjustable anchor. 
     U.S. Pat. No. 6,279,283—Hohmann et al.—Issued Aug. 28, 2001 
     Discloses a low-profile wall tie primarily for use in renovation construction where in order to match existing mortar height in the facing wythe a compressed wall tie is embedded in the bed joint of the brick veneer. 
     None of the above provide the high-span anchors and reinforcements for the masonry backup walls as applied to structures having larger-than-normal cavities. In the above-cited related Application, wire formatives are compressively reduced in height at the junctures between the wall reinforcements and the wall anchors. This enabled the stacked components to be inserted within the bed joints and still have a covering of mortar. While this approach worked well, alternatives utilizing electric resistance welding techniques are presented hereinbelow. 
     SUMMARY 
     In general terms, the invention disclosed hereby includes a high-span anchor and reinforcement device for a cavity wall combined with an interlocking veneer tie. The wall construct has an inner wythe or backup wall and an outer wythe or facing wall. The wythes are in a spaced apart relationship and form a larger-than-normal cavity therebetween. In the embodiments disclosed, a unique combination of a wall anchor, a reinforcement and a veneer tie is provided. The invention contemplates that the primary components of the system are structured from reinforcing wire and wire formatives, such as truss reinforcement or ladder mesh reinforcements, and provide wire-to-wire connections therebetween. Further, the various embodiments combine wire formatives which are selectively and compressively reduced in height by the cold-working thereof. 
     The embodiments of the invention disclosed hereby include high-span anchors incorporating a low-profile veneer tie for use in the construction of a wall having an inner wythe with thick strips of insulation attached thereto. Because of compressive reduction in height of extended leg portions that span the insulation, the air leakage at and adjacent heavy wire components is substantially overcome. This results as the strips of insulation are installed so that the seams between the strips are coplanar with the inner wythe bed joints. The compressively reduced in height wall anchors protrude into the cavity through the seams, which seams seal thereabout so as to maintain the integrity of the insulation and minimize air leakage along the wall anchors. The invention contemplates that some components of the system are as described in U.S. Pat. Nos. 5,408,798; 5,454,200; and 6,279,283 and that the wire formatives hereof provide a positive interlocking connection therebetween specific for the requirements created by this high-span application. 
     In the mode of practicing the invention, wherein the inner wythe is constructed from a masonry block material, the masonry anchor has, for example, a truss portion with eye wire extensions welded thereto. The eye wires extend across the insulation into the cavity between the wythes. Each of the eye wires accommodates the threading thereinto of a wire facing anchor or wall tie with either a pintle inserted through the eye or the open end of the wall tie. The wall tie is then positioned so that the insertion end is embedded in the facing wall. The masonry anchor is embedded in a bed joint of the interior wythe. Wall and veneer ties compressively reduced in height are described as being mounted in bed joints of the inner and outer wythes. The close control of overall heights permits the mortar of the bed joints to flow over and about the wall reinforcement and wall tie combination inserted in the inner wythe and insertion end of the wall in the outer wythe. As the test data shown below confirms, the use of the specific wire formatives hereof, which employ extra strong material and benefit from the cold-working of the metal alloys, the high-span reinforcement and wall anchor devices meet the unusual requirements demanded. 
     OBJECTS AND FEATURES OF THE INVENTION 
     It is an object of the present invention to provide, for cavity walls with a larger-than-normal cavities, anchoring systems and anchors for the masonry backup walls thereof and provide for the securement of facing veneers. 
     It is another object of the present invention to provide labor-saving, high-span anchoring systems which employ resistance welded, wire formatives in the mortar joint of the inner wythe and is adapted to be positively interconnected with a veneer tie inserted into the outer wythe. 
     It is yet another object of the present invention to provide a high-strength, anchoring systems for heavily insulated cavity wall structures which utilizes high cross-sectional area components for wall reinforcement of the inner wythe in a manner such that the mortar layer coverage thereof is maintainable. 
     It is a further object of the present invention to provide a high-span anchoring systems comprising a limited number of component parts that are economical of manufacture resulting in a low unit cost. 
     It is yet another object of the present invention to provide a high-span anchoring systems which are easy to install and which meet seismic and shear resistance requirements. 
     It is a feature of the present invention that the portion of the wall anchor embedded in the bed joint of the inner wythe is fused during resistance welding thereof to the wire reinforcement portion. 
     It is another feature of the present invention that the veneer anchor, the wall tie and the combined wall anchor and wall reinforcement are dimensioned so that, when inserted into the respective mortar layers, the mortar thereof can flow around the wall-tie-to-reinforcement-wire joint. 
     It is yet another feature of the present invention that the reinforcement wire of the inner wythe is combinable with a low-profile wall anchor to span the insulation of the cavity wall at the seam thereof and that the wall tie is sealingly surrounded by the insulation. 
    
    
     Other objects and features of the invention will become apparent upon review of the drawing and the detailed description which follows. 
     BRIEF DESCRIPTION OF THE DRAWING 
     In the following drawings, the same parts in the various views are afforded the same reference designators. 
     FIG. 1 is a perspective view of a first embodiment of this invention showing a high-span anchor and reinforcement device for a cavity wall, a larger-than-normal cavity therewithin with a heavily insulated backup wall and further shows the masonry wall and a brick veneer facing; 
     FIG. 2 is a partial perspective view of FIG. 1 showing a portion of the wall reinforcement; the resistance-welded, extended wall anchor; and, the interlocking veneer tie; 
     FIG. 3 is a partial perspective view of FIG. 2 which is cutaway to show the fusion of the back leg of the wall anchor and the masonry wall reinforcement at the weldment thereof; 
     FIG. 4 is a partial perspective view of the insulation sealing about and against the insulation-spanning portion of the wall anchor of FIG. 2; 
     FIG. 5 is a perspective view of a second embodiment of this invention showing a high-span anchor and reinforcement device for a masonry wall and is similar to FIG. 1, but shows a truss-mesh reinforcement in the backup wall, a wall anchor with horizontal eyelets, and a rectangular pintle veneer tie in the facing wall; 
     FIG. 6 is a partial perspective view of FIG. 5 showing a portion of the truss, a wall anchor and the interlocking veneer tie; 
     FIG. 7 is a perspective view of a third embodiment of this invention showing a high-span anchor and reinforcement device for a masonry wall and is similar to FIG. 1, but shows a veneer tie swaged to accept a continuous reinforcing wire for the facing wall; 
     FIG. 8 is a partial perspective view of FIG. 7 showing details of a portion of the ladder-type reinforcement, the extended wall anchor, and the veneer tie of FIG.  7 . 
     FIG. 9 is a partial perspective view of a fourth embodiment of this invention showing a high-span anchor and reinforcement device for a masonry wall and is similar to FIGS. 5 and 6, but shows a wall anchor with a T-type horizontal opening, and a bent-box veneer tie. 
    
    
     DESCRIPTION OF THE PREFERRED EMBODIMENTS 
     Before entering into the detailed Description of the Preferred Embodiments, several terms are defined, which terms will be revisited later, when some relevant analytical issues are discussed. For the purposes of this disclosure a cavity wall with a larger-than-normal or high-span cavity is defined as a wall in which the exterior surface of the inner wythe is spaced from the interior surface of the outer wythe by more than four inches (as measured along a line normal to the surfaces). When such high-span cavities occur, the effect is that stronger joint reinforcements are required in the inner wythe or backup wall to support the stresses imparted by anchoring the more distant outer wythe or brick veneer. As described hereinbelow, this is accomplished while still maintaining building code requirements for masonry structures, including the mortar bed joint height specification of 0.375 inches. Although thicker gage wire formatives are required for greater strength, it is still desirable to have the bed joint mortar cover the wall anchor structure. Thus, in practical terms, the maximum height of the assemblage inserted into the bed joint of the outer wythe is approximately 0.300 inches. 
     In the detailed description, the wall reinforcements, the wall anchors, and the veneer anchors are wire formatives. The wire used in the fabrication of masonry joint reinforcement conforms to the requirements of ASTM Standard Specification A951-00, Table 1 For the purpose of this application weld shear strength tests, tensile strength tests and yield tests of masonry joint reinforcements are, where applicable, those denominated in ASTM A-951-00 Standard Specification for Masonry Joint Reinforcement. In the descriptions of wall anchors which follow, the wall anchors are butt or electric resistance welded to the ladder-type or the truss-type reinforcements. As the attachment methodology follows that of fabricating the Masonry Joint Reinforcements, the tests for the wall anchors, except where fixturing is dictated by configuration, follow the A-951 procedures. 
     Another term defined for purposes of this application is wall reinforcement. A wall reinforcement is a continuous length of Lox All® Truss Mesh or Lox All® Ladder Mesh manufactured by Hohmann &amp; Barnard, Inc., Hauppauge, N.Y. 11788 or equivalent adapted for embedment into the horizontal mortar joints of masonry walls. The wall reinforcements are prefabricated from cold-drawn steel wire and have parallel side rods with butt welded cross rods or truss components. The wall reinforcements for high-span anchoring systems are generally structured from wire that is at least {fraction (3/16)}-inch in diameter. 
     Referring now to FIGS. 1 through 4, the first embodiment of a high-span anchor and reinforcement for masonry backup wall is now discussed in detail. For the first embodiment, a cavity wall having an insulative layer of 3½ inches (approx.) and a total span of 6 inches (approx.) is chosen as exemplary. This structure meets the R-factor requirements of the public sector building specification, see supra. The high-span anchor and reinforcement device for masonry walls is referred to generally by the numeral  10 . A cavity wall structure  12  is shown having an inner wythe or backup wall  14  of masonry blocks  16  and an outer wythe or facing wall  18  of brick  20 . Between the inner wythe  14  and the outer wythe  18 , a cavity  22  is formed. 
     The cavity  22  is insulated with strips of insulation  23  attached to the exterior surface  24  of the inner wythe  14  and having seams  25  between adjacent strips  23  coplanar with adjacent bed joints  26  and  28 . The cavity  22  is larger-than-normal and has a 6-inch span. Successive bed joints  26  and  28  are formed between courses of blocks  16 . The bed joints  26  and  28  are substantially planar and horizontally disposed and in accord with building standards are 0.375-inch (approx.) in height. Also, successive bed joints  30  and  32  are formed between courses of bricks  20  and the joints are substantially planar and horizontally disposed. Selected bed joint  26  and bed joint  30  are constructed to be interconnected utilizing the construct hereof; however, in this embodiment, the joints  26  and  30  are unaligned. 
     For purposes of discussion, the cavity surface  24  of the inner wythe  14  contains a horizontal line or x-axis  34  and an intersecting vertical line or y-axis  36 . A horizontal line or z-axis  38 , normal to the xy-plane, also passes through the coordinate origin formed by the intersecting x- and y-axes. A wall anchor  40  is shown which has an insulation-spanning portion  42 . Wall anchor  40  is a wire formative tie which is constructed for embedment in bed joint  26  and for interconnecting with veneer tie  44 . 
     The wall anchor  40  is adapted from one shown and described in Hohmann, U.S. Pat. No. 5,454,200, which patent is incorporated herein by reference. The wall anchor  40  is shown in FIG. 1 as being emplaced on a course of blocks  16  in preparation for embedment in the mortar of bed joint  26 . In this embodiment, the system includes a ladder-type wall reinforcement  46 , a wall anchor  40  and a veneer tie  44 . The wall reinforcement  46  is constructed of a wire formative with two parallel continuous straight, side wires  48  and  50  spaced so as, upon installation, to each be centered along the outer walls of the masonry blocks  16 . An intermediate wire body or a plurality of cross rods  52  are interposed therebetween and connect wire members  48  and  50  forming rung-like portions of the ladder-type reinforcement  46 . The horizontal xz-plane tangential to the upper limit of wires  48  and  50 , the parallel xz-plane tangential to the lower limit, and the vertical xy-plane that includes surface  24  form an envelope within which the attachment end of wall anchor  40  is disposed. 
     At intervals along the ladder-type reinforcement  46 , spaced pairs of transverse wire members  54  are attached thereto and are attached to each other by a rear leg  56  therebetween. These pairs of wire members  54  extend into the cavity  22 . The spacing therebetween limits the x-axis movement of the construct. Each transverse wire member  54  has at the end opposite the attachment end, an eye wire portion  58  formed continuous therewith. Upon installation, the eye  60  of eye wire portion  58  is constructed to be within a substantially vertical plane normal to exterior surface  24 . The eye  60  is elongated vertically to accept a veneer tie threadedly therethrough from the unaligned bed joint. The eye  60  is slightly larger horizontally than the diameter of the tie. This dimensional relationship minimizes the z-axis movement of the construct. For positive interengagement, the eye  60  of eye wire portion  58  is sealed forming a closed loop. 
     The veneer tie or anchor  44 FIG. 2, is, when viewed from a top or bottom elevation, generally rectangular in shape and is a basically planar body. The veneer tie  44  is dimensioned to be accommodated by a pair of eye wire portions  58  described, supra. The wall tie  44  has a rear leg portion  62 , two parallel side leg portions  64  and  66 , which are contiguous and attached to the rear leg portion  62  at one end thereof, and two parallel front leg portions  68  and  70 . 
     To facilitate installation, the front leg portions  68  and  70  are spaced apart at least by the diameter of the eye wire member  58 . The longitudinal axes of leg portions  66  and  68  and the longitudinal axes of the contiguous portions of the side leg portions  64  and  66  are substantially coplanar. The side leg portions  64  are structured to function cooperatively with the spacing of transverse wire members  54  to limit the x-axis movement of the construct. The box tie  44  is constructed so that with insertion through eye  60 , the misalignment tolerated is approximately one-half the vertical spacing between adjacent bed joints of the facing brick course. As will be described in more detail hereinbelow, the insertion portion  72  of veneer tie  44  is considerably compressed with the vertical height  74  being reduced. Upon compression, a pattern or corrugation  76  is impressed. 
     For high-span applications, the above-described arrangement of wire formatives has been strengthened in several ways. First, in place of the standard 9-gage (0.148-inch diameter) wall reinforcement wire, a {fraction (3/16)}-inch (0.187-inch diameter) wire is used. Additionally a 0.187-inch wire is used to form both the wall anchor  40  and the veneer anchor  44 . For added strength, it is optional to employ 0.250-inch cross rods compressively reduced in height to fit within the envelope, see supra. The insertion end of veneer anchor  44  is also compressively reduced in height and, although 0.187 wire is used, optionally a 0.250 wire reduced to a height of 0.150 is within the contemplation hereof. Additionally, extended leg  42  for spanning insulation  23  is reduced in height to improve sealing. Thus, the components hereof are selectively compressible, and, as a general rule, compressive reductions up to 75% are utilized. The high-span strength calculations are based thereon. 
     In this embodiment, the rear leg portion  56  is secured to wire member  48  of ladder-type wall reinforcement  46  by resistance welding forming a butt weld. At the butt weld site, the metal bodies of the two members  56  and  48  are fused together which fusion is shown in the cutaway portion of FIG.  3 . In order to fall within the height requirement, the insertion portion of the wall anchor  40 , that is the portion thereof which is within the mortar of the bed joint lies wholly in the envelope formed by the parallel planes of the upper and lower surfaces of the installed wall reinforcement  46  and the vertical plane of exterior surface  24 . 
     As described in a prior patent of the present inventors, namely, Hohmann et al., U.S. Pat. No. 6,279,283, the insertion ends of the wall anchor is, upon cold-forming, optionally impressed with a pattern on the mortar-contacting surfaces. For this application, while several patterns—corrugated, diamond and cellular—are discussed in the patent, only the corrugated pattern is employed. The ridges and valleys of the corrugations are shown in FIGS. 1 and 2 and are impressed so that, upon installation, the corrugations are parallel to the x-axis. In FIG. 3, the lower surface of wall reinforcement  46  is shown having corrugations  80  impressed therein. 
     The high-span cavity, as previously mentioned, results from a requirement of a thick, high R-factor insulation layer  23  which is shown in FIG.  4 . The successive insulation strips  23  when in an abutting relationship the one with the other are sufficiently resilient to seal at seam  25  without air leakage therebetween. The extended insulation-spanning portions  42  of wall anchor  40  are flattened. This results in minimal interference with seal at seam  25 . 
     The description which follows is of a second embodiment of the high-span anchor and reinforcement device for masonry walls of this invention. For ease of comprehension, where similar parts are used reference designators “ 100 ” units higher are employed. Thus, the veneer tie  144  of the second embodiment is analogous to the veneer tie  44  of the first embodiment. Referring now to FIGS. 5 and 6, the second embodiment of this invention is shown and is referred to generally by the numeral  110 . As in the first embodiment, a wall structure  112  is shown having an inner wythe or backup walls  114  of masonry blocks  116  and an outer wythe or facing wall  118  of facing brick  120 . Between the inner wythe  114  and the outer wythe  118 , a cavity  122  is formed. 
     The cavity  122  is insulated with strips of insulation  123  attached to the exterior surface  124  of the inner wythe  114  and having seams  125  between adjacent strips coplanar with adjacent bed joints  126  and  128 . The cavity  122  is larger-than-normal and has a 5-inch span. Successive bed joints  126  and  128  are formed between courses of blocks  116  and the joints are substantially planar and horizontally disposed. Also, successive bed joints  130  and  132  are formed between courses of bricks  120  and the joints are substantially planar and horizontally disposed. Selected bed joint  126  and bed joint  130  are constructed to be interconnected utilizing the construct hereof; however, the joints  126  and  130  are unaligned. 
     For purposes of discussion, the exterior surface  124  of the interior wythe  114  contains a horizontal line or x-axis  134  and an intersecting vertical line or y-axis  136 . A horizontal line or z-axis  138 , normal to the xy-plane, also passes through the coordinate origin formed by the intersecting x- and y-axes. 
     The wall anchor  140  is shown in FIG. 6 as having an insulation-spanning portion or extension  142  for interconnection with veneer tie  144  and further is shown as being emplaced on a course of blocks  116  in preparation for embedment in the mortar of bed joint  126 . In this embodiment, a truss-type wall reinforcement  146  is constructed of a wire formative with two parallel continuous straight side wire members  148  and  150  spaced so as, upon installation, to each be centered along the outer walls of the masonry blocks  116 . An intermediate wire body  152  is interposed therebetween and connect wire members  148  and  150  separating and connecting side wires  148  and  150  reinforcement  146 . 
     At intervals along the truss-type reinforcement  146 , spaced pairs of transverse wire members  154  are attached by electric resistence welding to side wire  148 . As shown herein, the transverse wire members  154  are compressively reduced in height so as to fit within the envelope. These pairs of wire members  154  extend into the cavity  122 . The spacing therebetween limits the x-axis movement of the construct. Each transverse wire member  154  has at the end opposite the attachment end an eye wire portion  158  formed continuous therewith. 
     Upon installation, the eyes  160  of eye wire portion  158  are constructed to be within a substantially horizontal plane normal to exterior surface  124 . The eyes  160  are horizontally aligned to accept the pintles of a veneer tie  144  threaded therethrough from the unaligned bed joint. The eyes  160  are slightly larger than the diameter of the pintles, which dimensional relationships minimize the x- and z-axis movement of the construct. For ensuring engagement, the pintles of veneer tie member  144  are available in a variety of lengths. 
     The low-profile veneer tie or wire formative wall tie  144  is, when viewed from a top or bottom elevation, generally U-shaped. The low-profile wall tie  144  is dimensioned to be accommodated by a pair of eye wire portions  158  described, supra. The wall tie  144  has two rear leg portions or pintles  162  and  164 , two parallel side leg portions  166  and  168 , which are substantially at right angles and attached to the rear leg portions  162  and  164 , respectively, and a front leg portion  170 . An insertion portion  172  of veneer tie  144  is compressively reduced in the vertical height  174  thereof, and, upon installation, extends beyond the cavity  122  into bed joint  130 , which portion includes front leg portion  170  and part of side leg portions  166  and  168 . The longitudinal axes of side leg portions  166  and  168  and the longitudinal axis of the front leg portion  170  are substantially coplanar. 
     In the second embodiment and for the high-span applications, the above-described arrangement of wire formatives has been strengthened in several respects. First, in place of the standard 9-gage (0.148-inch diameter) wall reinforcement wire, a {fraction (3/16)}-inch (0.187-inch diameter) wire is used. Additionally a 0.250-inch wire is used to form both the wall anchor  40  and the veneer anchor  144 . In contradistinction to the first embodiment to approximate the insertion ends of both anchors  140  and  144  are compressively reduced in height. In this regard, wall anchor  140  is reduced by 50% to a height of 0.125-inch; and veneer tie  144  by 68%, to a height of 0.170-inch. Also and similar to the first embodiment, the successive insulation strips  123  when in an abutting relationship the one with the other are sufficiently resilient to seal at seam  125  without air leakage therebetween. The extended insulation-spanning portions  142  of wall anchor  140  are flattened. This results in minimal interference with the seal at seam  125 . 
     Upon compressing the insertion ends of wall anchors  140  and  144 , a corrugated pattern is optionally impressed thereon. The ridges and valleys of the corrugations  176  are shown in FIGS. 5 and 6 and are impressed so that, upon installation, the corrugations  176  are parallel to the x-axis  134 . 
     The insertion portion  172  of veneer tie  144  is considerably compressed and, while maintaining the same mass of material per linear unit as the adjacent wire formative, the vertical height  174  is reduced. The vertical height  174  of insertion portion  172  is reduced so that, upon installation, mortar of bed joint  130  flows around the insertion portion  172 . Upon compression, a pattern or corrugation  176  is impressed on either or both of the upper and lower surfaces of insertion portion  172 . When the mortar of bed joint  128  flows around the insertion portion, the mortar flows into the valleys of the corrugations  176 . The corrugations enhance the mounting strength of the veneer tie  144  and resist force vectors along the z-axis  138 . With wall tie  144  compressed as described, the wall tie is characterized by maintaining substantially all the tensile strength as prior to compression. 
     The description which follows is of a third embodiment of the high-span anchor and reinforcement device of this invention. For ease of comprehension, where similar parts are used reference designators “ 200 ” units higher are employed. Thus, the wall anchor  240  of the third embodiment is analogous to the wall anchor  40  of the first embodiment. The veneer anchor of this embodiment is adapted from that shown in U.S. Pat. No. 5,454,200 to R. P. Hohmann. 
     Referring now to FIGS. 7 and 8, the third embodiment of a high-span anchor and reinforcement device of this invention is shown and is referred to generally by the numeral  210 . In this embodiment, a wall structure  212  is shown having an backup wall  214  of masonry blocks  216  and an facing wall  218  of facing brick  220 . Between the backup wall  214  and the facing wall  218 , a cavity  222  is formed, which cavity  222  extends outwardly from surface  224  of backup wall  214 . 
     In the third embodiment, successive bed joints  226  and  228  are formed between courses of blocks  216  and the joints are substantially planar and horizontally disposed. Also, successive bed joints  230  and  232  are formed between courses of bricks  220  and the joints are substantially planar and horizontally disposed. For each structure, the bed joints  226 ,  228 ,  230  and  232  are specified as to the height or thickness of the mortar layer and such thickness specification is rigorously adhered to so as to provide the uniformity inherent in quality construction. Selected bed joint  226  and bed joint  230  are constructed to align, that is to be substantially coplanar, the one with the other. 
     For purposes of discussion, the exterior surface  224  of the backup wall  214  contains a horizontal line or x-axis  234  and an intersecting vertical line or y-axis  236 . A horizontal line or z-axis  238 , normal to the xy-plane, also passes through the coordinate origin formed by the intersecting x- and y-axes. In the discussion which follows, it will be seen that the various anchor structures are constructed to restrict movement interfacially—wythe vs. wythe—along the z-axis and, in this embodiment, along the x-axis. The device  210  includes a wall anchor  240  constructed for embedment in bed joint  226 , which, in turn, includes a cavity-spanning or extension portion  242 . Further, the device  210  includes a low-profile, wire formative veneer tie  244  for embedment in bed joint  230 . 
     The wall anchor  240  is shown in FIG. 7 as being emplaced on a course of blocks  216  in preparation for embedment in the mortar of bed joint  226 . In the best mode of practicing the invention, a ladder-type wall reinforcement wire portion  246  is constructed of a wire formative with two parallel continuous straight wire members  248  and  250  spaced so as, upon installation, to each be centered along the outer walls of the masonry blocks  216 . An intermediate wire bodies or cross rods  252  are interposed therebetween and connect wire members  248  and  250  forming rung-like portions of the ladder structure  246 . 
     At intervals along the wall reinforcement  246 , spaced pairs of transverse wire members  254  are attached thereto and are attached to each other by a rear leg  256  therebetween. These pairs of wire members  254  are contiguous with extension portions  242  and extend across the cavity  222  to veneer tie  244 . As will become clear by the description which follows, the spacing between the transverse wire member  254  is constructed to limit the x-axis movement of the construct. Each transverse wire member  254  has at the end opposite the attachment end an eye wire portion  258  formed continuous therewith. 
     Upon installation, the eye  260  of eye wire portion  258  is constructed to be within a substantially vertical plane normal to exterior surface  224 . The eye  260  is dimensioned to accept a veneer tie threadedly therethrough and is thus slightly larger than the diameter of the tie. This relationship minimizes the z-axis movement of the construct. For positive engagement, the eye  260  of eye wire portion  258  is sealed forming a closed loop. 
     The veneer tie  244  is generally rectangular in shape and is dimensioned to be accommodated by a pair of eye wires  258  previously described. The wall tie  244  has a rear leg portion  262 , two parallel side leg portions  264  and  266 , and two front leg portions  68  and  70 , which have been compressively reduced in height. The front leg portions  268  and  270  are spaced apart at least by the diameter of the veneer reinforcing wire member  271 . An insertion portion  272  of wall tie  244 , upon installation, extends beyond cavity  222  into bed joint  230 , which portion includes front leg portions  268  and  270  and part of side leg portions  264  and  266  adjacent to front leg portions  268  and  270 , respectively. The longitudinal axes of leg portions  262 ,  264 ,  266 ,  268  and  270  are substantially coplanar. The side leg portions  264  and  266  are structured to function cooperatively with the spacing of transverse wire members  254  to limit the x-axis movement of the construct. 
     The insertion portion  272  is considerably compressed and, while maintaining the same mass of material per linear unit as the adjacent wire formative, the vertical height  274  is reduced. The vertical height  274  of insertion portion  272  is reduced so that, upon installation, mortar of bed joint  230  flows around the insertion portion  272 . Upon compression, a pattern or corrugation  276  is impressed on insertion portion  272  and, upon the mortar of bed joint.  230  flowing around the insertion portion, the mortar flows into the corrugations  276 . For enhanced holding, the corrugations  276  are, upon installation, substantially parallel to x-axis  234 . 
     In this embodiment, an indentation  278  is swaged into leg portion  266  opposite the opening between front leg portions  268  and  270 , which indentation is dimensioned to accommodate and cradle veneer reinforcing wire  271 . With the insertion end  272  of veneer tie  244  as described, the wall tie is characterized by maintaining substantially all the tensile strength as prior to compression while acquiring a desired low profile. 
     The third embodiment is for high-span applications in which larger-than-normal cavities occur, but for reasons other than increased insulation. The above-described arrangement of wire formatives has been strengthened in several ways. First, in place of the standard 9-gage (0.148-inch diameter) wall reinforcement wire, a {fraction (3/16)}-inch (0.187-inch diameter) wire is used throughout. Here, wall reinforcement  246 , wall anchor  240 , the veneer tie  244 , and veneer reinforcing wire  271  are all formed from 0.187-inch diameter wire. The insertion end  272  of veneer tie  244  is reduced in height to 75% of original height to a height of 0.140-inch with the indentation  278  to a height of 0.110-inch. This enables the veneer reinforcing wire  271  to interlock with the veneer tie within the 0.300-inch tolerance. Although in this example compressive sizing is limited, the embodiment demonstrates the flexibility provided to architectural engineers by selectively compressing either or both the inner and outer wythe anchoring components. 
     The description which follows is of a fourth embodiment of the high-span anchor and wall reinforcement device of this invention. For ease of comprehension, where similar parts are used reference designators “ 300 ” units higher are employed. Thus, the veneer tie  44  of the fourth embodiment is analogous to the veneer tie  44  of the first embodiment. Referring now to FIG. 9, the fourth embodiment of a high-span anchor and wall reinforcement device of this invention is shown and is referred to generally by the numerals  340 , 344 , and  346 . As this embodiment is very similar to the second embodiment, the wall structure is not shown, but the wall structure of FIG. 5 is incorporated herein by reference. 
     The backup wall is insulated with strips of insulation  323  attached to the cavity surface of the backup wall and has seams  325  between adjacent strips coplanar with adjacent bed joints. As in the second embodiment, the cavity  322  is larger-than-normal and has a 5-inch span. 
     For purposes of discussion, the exterior surface of the insulation  325  contains a horizontal line or x-axis  334  and an intersecting vertical line or y-axis  336 . A horizontal line or z-axis  338 , normal to the xy-plane, also passes through the coordinate origin formed by the intersecting x- and y-axes. 
     The wall anchor  340  is shown in FIG. 9 as having an insulation-spanning portion or extension  342  for interconnection with veneer tie  344 . In this embodiment, a truss-type wall reinforcement  346  is constructed of a wire formative with two parallel continuous straight side wire members  348  and  350  spaced so as, upon installation, to each be centered along the outer walls of the masonry blocks. An intermediate wire body  352  is interposed therebetween and is butt welded to wire members  348  and  350 , thus separating and connecting side wires  348  and  350  of reinforcement  346 . 
     At intervals along the truss-type reinforcement  346 , spaced pairs of transverse wire members  354  are attached by electric resistence welding in accord with ASTM Standard Specification A951. These pairs of wire members  354  extend into the cavity  322 . The spacing therebetween limits the x-axis movement of the construct. Each transverse wire member  354  has at the end opposite the attachment end a T-head portion  358  formed continuous therewith. Upon installation, the T-head opening or throat  360  is constructed to be within a substantially horizontal or xy-plane, which is normal to the cavity walls. The T-head throat  360  is horizontally aligned to accept the downwardly bent portion  362  of veneer tie  344  threaded therethrough. The T-head throat  360  is slightly wider than the bent portion of the tie and the diameter of the wire of the bent portion fits snugly therewithin. These dimensional relationships minimize the x- and z-axis movement of the construct. For ensuring engagement, the bent portion of veneer tie member  344  is available in a variety of lengths. 
     The low-profile veneer tie or wire formative wall tie  344  is, when viewed from a top or bottom elevation, generally U-shaped. The low-profile wall tie  344  is dimensioned to be accommodated by T-head portion  358  described, supra. The wall tie  344  has two downwardly bent leg portions  362  and a connecting rear leg  364 , two parallel side leg portions  366  and  368 , which are substantially at right angles and attached to the leg portions  362  and  364 , respectively, and a front leg portion  370 . An insertion portion  372  of veneer tie  344 , upon installation extends beyond the cavity  322  into the bed joint of the facing wall (not shown). This portion includes front leg portion  370  and part of side leg portions  366  and  368 . The longitudinal axes of side leg portions  366  and  368  and the longitudinal axis of the front leg portion  370  are substantially coplanar. 
     In the fourth embodiment and for the high-span applications, the above-described arrangement of wire formatives has been strengthened in several respects. First, in place of the standard 9-gage (0.148-inch diameter) wall reinforcement wire, a {fraction (3/16)}-inch (0.187-inch diameter) wire is used. Additionally a 0.250-inch wire is used to form both the wall anchor  340  and the veneer anchor  344 . Here the insertion ends of only the wall anchor  340  and the veneer tie  344  are compressively reduced in height. In this regard, wall anchor  340  is reduced by up to 70%, but at least by the amount required to be within the envelope of wall reinforcement  346 . Thus, upon butt welding the height is not increased. 
     Also, similar to the second embodiment, the successive insulation strips  323  when in an abutting relationship the one with the other are sufficiently resilient to seal at seam  325  without air leakage therebetween. The extended insulation-spanning portions  342  of wall anchor  340  are flattened. This results in minimal interference with the seal at seam  325 . 
     Upon compressing the insertion ends of wall anchors  340  and  344 , a corrugated pattern is optionally impressed thereon. The ridges and valleys of the corrugations  376  are shown in FIG.  9  and are impressed so that, upon installation, the corrugations  376  are parallel to the x-axis  334 . 
     The insertion portion  372  of veneer tie  344  is considerably compressed and, while maintaining the same mass of material per linear unit as the adjacent wire formative, the vertical height  374  is reduced. The vertical height  374  of insertion portion  372  is reduced so that, upon installation, mortar of bed joint flows around the insertion portion  372 . Upon compression, a pattern or corrugation  376  is impressed on either or both of the upper and lower surfaces of insertion portion  372 . When the mortar of bed joint flows around the insertion portion, the mortar flows into the valleys of the corrugations  376 . The corrugations enhance the mounting strength of the veneer tie  344  and resist force vectors along the z-axis  338 . With veneer tie  344  compressed as described, the veneer tie is characterized by maintaining substantially all the tensile strength as prior to compression. 
     Because many varying and different embodiments may be made within the scope of the inventive concept herein taught, and because many modifications may be made in the embodiments herein detailed in accordance with the descriptive requirement of the law, it is to be understood that the details herein are to be interpreted as illustrative and not in a limiting sense.

Summary:
High-span and high-strength anchors and reinforcement devices for cavity walls combined with interlocking veneer ties are described which utilize reinforcing wire and wire formatives to form facing anchors, truss or ladder reinforcements, and wall anchors providing wire-to-wire connections therebetween. These combine wire formatives which are selectively and compressively reduced in height by cold-working. The masonry anchor have eye wires accommodating the threading thereinto of a wire facing anchor or wall tie with either a pintle inserted through the eye or the open end of the wall tie. The wall tie is then positioned so that the insertion end is embedded in the facing wall. The masonry anchor is embedded in a bed joint of the interior wythe. For high-strength applications, specific wire formatives are used which employ materials that benefit from the cold-working of the metal alloys to meet the unusual requirements demanded.