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RELATED APPLICATIONS 
     The present invention is a continuation of U.S. patent application Ser. No. 09/467,271, filed Dec. 20, 1999 now abandoned. 
    
    
     TECHNICAL FIELD 
     The present invention, as illustrated by its many embodiments, relates primarily to a geosynthetic-reinforced segmental retaining wall (SRW). The components of a wall illustrated herein include a geosynthetic reinforcement loaded at one end and in contact with a locking bar at an opposite end. The locking bar and a section of the geosynthetic reinforcement are then captured between lower and upper segmental units. Such a wall is able to realize the long-term design strength of the geosynthetic reinforcement because the locking bar rotates to engage and hold the entire width of the geosynthetic reinforcement to an interior surface of the segmental units which comprise the wall. 
     BACKGROUND OF THE INVENTION 
     The building construction and land development industry requires retaining walls to stabilize substantially vertical sections of earth. Retaining walls can be constructed on-site with poured-in-place concrete or assembled on-site with various segmental units. One type of assembled wall is constructed with pre-manufactured blocks stacked to form an exposed wall face. In practice, a connector is typically located between vertical courses of stacked block and is integral with a solid anchor embedded in the backfill—the tamped earth immediately adjacent to the stacked blocks. The anchor and connector effectively unify the backfill and stacked blocks to create the retaining wall. U.S. Pat. No. 5,921,715 is representative of traditional anchors and connectors. 
     Recently, improved reinforced-earth systems have emerged as low cost alternatives to the above wall assemblies. In these improved systems the soil is reinforced with geosynthetics; materials made typically from high-tenacity polyester, polypropylene, and high-density polyethylene. Polyester and polypropylene geosynthetics are usually woven into a relatively flexible and dimensionally stable grid or textile matrix. They are referred to as “geogrids” and “geotextiles”, respectively. Polypropylene and high-density polyethylene are also used to manufacture relatively stiff geogrids using an extrusion-based process. As will be understood by those skilled in the art, geosynthetic reinforcements may be “stiff” or may be “flexible.” 
     The designer of a geosynthetic-reinforced earth retaining wall must consider the strength of the connection—the point at which forces exerted on the segmental unit are transferred to the geosynthetic reinforcement. An objective of the designer is to minimize the relative displacement between the geosynthetic reinforcement and the segmental units. By minimizing the relative displacement, the possibility of bulging, leaning, and other types of undesirable wall movement is reduced. The relative displacement can be reduced by a connection between the unit and reinforcement. Forces which tend to create the displacement include those exerted by soil at the back of the units and those which develop in the plane of the geosynthetic reinforcement. If the forces at the back of the unit can be transferred to the geosynthetic via a connection, the total relative displacement between the unit and geosynthetic can be significantly reduced. Therefore, the strength of the connection between the unit and geosynthetic govern the magnitude of the reduction in relative displacement. Using prevalent standard practice, the relative displacement is reduced to acceptable levels when the peak strength at the connection of the geosynthetic reinforcement and segmental retaining wall unit exceeds the horizontal stress applied to the back of the segmental unit. 
     If it is not possible with a given type of unit and geosynthetic to develop a connection strength which exceeds the horizontal stress, then the magnitude of the horizontal stress must be reduced. This reduction can be accomplished by decreasing the vertical space between layers of geosynthetic reinforcement. However, a decrease in distance between layers of reinforcement equates to more layers of reinforcement, and results in higher reinforcement costs. 
     Another objective of the designer is to limit tensile stresses in the plane of the geosynthetic reinforcement to levels below the material&#39;s long-term design strength (LTDS). The magnitude of these stresses are a function of geosynthetic reinforcement spacing, soil strength, wall height, and load conditions at the top of the wall. A reinforcement design which is optimal with respect to geosynthetic costs is one in which the LTDS of the geosynthetic exceeds the calculated stresses in the geosynthetic by an amount deemed to provide an adequate factor to safety against tensile rupture. 
     Thus, the design of the geosynthetic reinforcement for a segmental retaining wall system is primarily controlled by two factors: 1) the peak connection strength between the segmental units and the geosynthetic reinforcement; and 2) the LTDS of the geosynthetic reinforcement. If the peak connection strength is less than the LTDS of the geosynthetic, the connection strength is said to control the reinforcement design. If the peak connection strength is greater than the LTDS of the geosynthetic, the geosynthetic strength is said to control the reinforcement design. 
     For most combinations of segmental retaining wall units and geosynthetic reinforcement available in today&#39;s market, peak connection strength controls the reinforcement design for wall heights in excess of 10 to 15 feet. This limitation exists because the walls rely on one of two mechanisms, or a combination of both, to connect geosynthetic reinforcement to segmental units: 1) friction between the reinforcement and the segmental units; and 2) a dowel which is inserted into the lower and upper segmental units. 
     For frictional systems, the strength of the connection depends on the coefficient of friction between the geosynthetic and the segmental unit and the normal load applied at the frictional interface. At low to medium normal loads, failure of the connection usually occurs because the reinforcement slips between the segmental units. At high loads, the geosynthetic is often damaged and weakened as slips between the segmental units, and it may fail and rupture. 
     For dowel-based systems, the dowel passes through an aperture in geogrid reinforcement or between yarns in a geotextile reinforcement. Connection failure of flexible geogrids in dowel systems typically occurs when traverse geogrid members displace or rupture as they pull against the dowel. Similarly, connection failure of geotextiles in dowel systems typically occurs when yarns tear or displace as they pull against the dowel. 
     To compensate for the relatively inefficient connection of most geosynthetic reinforcement-segmental unit combinations, relatively frequent spacing of geosynthetic reinforcement is required. Because a relatively large amount of geosynthetic material is involved, these combinations can be inefficient with respect to cost. An optimized design is one in which the peak connection strength exceeds the LTDS required of the geosynthetic reinforcement. 
     It is known to provide a reinforced-earth retaining wall assembled from stacked blocks, which includes a connector bar positioned between vertical courses of block. The connector bar comprises a base and a series of spaced keys that project vertically. The connector bar is positioned in a channel of a lower block, and a geogrid is laid over the bar so as to hook a transverse member around each key. The geogrid is then extended laterally from the connector into the adjacent backfill. An upper block is then stacked over the connector bar to complete the connector assembly. 
     It is also known to construct a reinforced-earth retaining wall by providing a geosynthetic reinforcement wrapped around a solid body anchor located within a segmental unit. For example, a trough receives an anchor wrapped in a geotextile wherein the trough is then loaded with backfill. Alternatively, the trough may receive an anchor wrapped in a geotextile wherein the anchor is then mechanically fastened to the trough before the trough is loaded with backfill. 
     Another reinforced-earth retaining wall provides a flexible polymer sheet anchor that is connected to an assembly of stacked blocks by wedging one end of the sheet into a slot located within the blocks. In this example, the sheet is laid in the slot followed by a wedging element that is hammered into the slot. The wedging element forces and holds the sheet against the bottom and walls of the slot. 
     The primary thrust of the prior art reinforced-earth components and methods is to construct a retaining wall using oversized stackable modules or specially manufactured components. In the former case, wall construction requires operator driven machinery capable of lifting heavy weights. In the latter case, wall construction requires labor intensive assembly of many small components. Further, by connecting to individual transverse members of the geosynthetic reinforcement, the prior art walls are unable to utilize the long-term design strength of the geosynthetic reinforcement. Also, the prior art components and methods require the anchor and wall connection be tightly fitted and locked during assembly. For example, a flexible sheet is hammered into a slot or a transverse member is hooked to a dowel. Finally, prior art components, specifically the segmental units, include edges and projections which often function to tear or rupture the geosynthetic reinforcement. 
     When geosynthetic reinforced segmental retaining walls are constructed, soil is compacted behind the segmental units on top of layers of geosynthetic reinforcement in “lifts” of 6 to 12 inches. Builders typically attempt to make the top of a soil lift level with the top of an adjacent segmental unit before installing a layer of geosynthetic reinforcement. However, this condition is very difficult to obtain. Usually, the elevation at the top of the soil lift is below the top of the adjacent segmental unit. When a layer of geosynthetic reinforcement is installed on the segmental unit and extended into the soil zone, it contours to the top of the unit and top of the soil lift, bending around the top rear corner of the segmental unit. As the wall height increases, soil adjacent to the back of the segmental units tends to settle slightly. The settlement applies tension to the portion of the geosynthetic in contact with the top rear corner of the segmental unit. 
     Currently, many types of segmental retaining wall units have a geometry such that the plane at the top and rear of the unit intersect at an angle of 90 degrees. In walls constructed with these units, the geosynthetic reinforcement extends from between the stacked units, turns downward at the back of the unit, and then extends into the reinforced soil zone. Where the geosynthetic turns around the top rear corner of the block, a concentration of shear stresses develop in the geosynthetic. Existing design and testing methodologies do not consider the development of these stresses, yet they are present in virtually all geosynthetic-reinforced segmental retaining wall structures. The development of the stresses may cause rupture in the geosynthetic reinforcement. 
     Thus, there exists a need for a reinforced-earth retaining wall which is constructed of hand-stackable modules; which is constructed from a minimum number of readily available components; which includes a connector that utilizes the long-term design strength of the geosynthetic reinforcement; which evenly distributes the load of the backfill across the width of the wall; which eliminates concentrated stresses within the components; which does not require the anchor and wall connection be tightly fitted and locked during assembly, and which provides components which do not pose a threat of rupture to the geosynthetic reinforcement. 
     SUMMARY OF THE INVENTION 
     The present invention, in one or more of its illustrated embodiments, seeks to cure the problems and prior art inadequacies noted above by providing a reinforced-earth retaining wall that is easy to construct and is able to utilize the long-term design strength of the geosynthetic reinforcement anchor. 
     In accordance with the present invention, this objective is accomplished by providing the components and a method of constructing a reinforced-earth retaining wall, comprising: a multifaceted rotatable locking bar in contact with one end of a geosynthetic reinforcement; a lower block with an edgeless surface section adjacent to a receiving channel which accepts the locking bar and geosynthetic reinforcement; and, an upper block with a receiving channel which also accepts the locking bar and geosynthetic reinforcement. With a load applied to an opposite end of the geosynthetic reinforcement, the forces exerted by the load are transferred via the geosynthetic reinforcement to the locking bar, causing the bar to rotate and engage the geosynthetic reinforcement with at least one side of a receiving channel. 
     Generally described, the present invention comprises a lower block, an upper block, a rotatable locking bar positioned between the blocks, and a geosynthetic reinforcement in contact with the locking bar. The lower block includes at least an upper receiving channel and an edgeless top surface. From the rear of the lower block to the upper receiving channel, inclusive, the top surface does not include an identifiable edge that could threaten or rupture the geosynthetic reinforcement. The upper block may include a lower receiving channel, but it is not required. When stacked, the lower and upper receiving blocks form a receiving conduit. 
     In practice, a lower block is set and a geosynthetic reinforcement is laid over the top surface and upper receiving channel. Thereafter, the locking bar is positioned within the receiving channel, over the geosynthetic reinforcement. The geosynthetic reinforcement is then looped back over to rest on top of the locking bar. Next, the upper tier block is placed over the lower block to form a receiving conduit which fully encapsulates the locking bar and a section of the geosynthetic reinforcement. 
     In one embodiment, the receiving conduit is wider than the combination of the locking bar and wrapped geosynthetic reinforcement. 
     In another embodiment, the geosynthetic reinforcement is laid over the upper surface and upper receiving channel. The locking bar is then positioned within the upper receiving channel but the geosynthetic reinforcement is not wrapped back over the locking bar. Rather, it is permitted to extend past the receiving channel a short distance. Next, the upper tier block is placed over the lower block to form a receiving conduit which fully encapsulates the locking bar and a section of the geosynthetic reinforcement. 
     The geosynthetic reinforcement is extended behind the wall face into the adjacent soil mass and tensioned. As the wall height is increased, additional tension develops in the geosynthetic reinforcement. Also, horizontal earth stresses develop at the back of the segmental retaining wall units. Tension in the geosynthetic and pressure at the back of the segmental unit produces a relative displacement between these components. The displacement results in rotation of the locking bar in the receiving conduit. There, it binds the geosynthetic between the bar and the conduit walls. Once bound, stresses at the back of the segmental unit are transferred to the geosynthetic reinforcement and subsequent relative displacement between the unit and geosynthetic is eliminated or reduced to insignificant levels. 
     As the geosynthetic exits the receiving conduit, it presses against the edgeless surface section adjacent to the conduit. Because the surface is edgeless, no concentrated shear stresses are applied to the geosynthetic. 
     In practice, the combination of a geosynthetic reinforcement and rotatable locking bar filly utilizes the LTDS of the geosynthetic reinforcement because the locking bar is in full contact with the entire width of the geosynthetic reinforcement along all points. The full LTDS of the geosynthetic can be used because the peak connection strength exceeds the LTDS. The connection strength increases as the tensile stress in the reinforcement increases—that is, the higher the stress, the more force with which the rotating bar binds the geosynthetic. 
     The geosynthetic does not pass over an edge adjacent to the receiving conduit or at the back of the segmental unit where high shear stress would develop and cause premature rupture. Because of these features, optimized reinforcement design with respect to geosynthetic cost is possible. 
    
    
     BRIEF DESCRIPTION OF THE DRAWINGS 
     FIG. 1 is an exploded perspective view of an embodiment of the present invention. 
     FIG. 2 is a detailed perspective view of an embodiment of the present invention, wherein a geosynthetic reinforcement is looped back over a locking bar. 
     FIG. 3 is a detailed perspective view of an embodiment of the present invention, wherein a geosynthetic reinforcement is not looped back over a locking bar. 
     FIG. 4 is a perspective view of a reinforced-earth wall constructed using an embodiment of the present invention. 
     FIG. 5 a  is a detailed view of an embodiment of the present invention, wherein a geosynthetic reinforcement is not engaged by a locking bar. 
     FIG. 5 b  is a detailed view of an embodiment of the present invention, wherein a geosynthetic reinforcement is engaged by a locking bar. 
    
    
     DETAILED DESCRIPTION 
     Referring now in more detail to the drawings, wherein like numerals refer to like parts throughout the several views, FIG. 1 is an exploded perspective view of a portion of a retaining wall  10  according to an embodiment of the present invention. The wall  10  comprises at least a lower block  12   a  and an upper block  12   b  in a stack. As best illustrated in FIG. 4, the blocks  12  are both stacked and placed side-by-side to form an elongated retaining wall  10  having dirt, rocks or other backfill material  14  on an interior side  16  of the wall. As understood by those skilled in the art, the backfill material may include any mass including poured concrete. 
     Returning to FIG. 1, each block  12  has an interior face  20  and exposed exterior face  22 . The exposed face  22  is that section visible when the wall is complete, and may include an ornamental finish (not shown). Each block  12  includes a bottom surface  24  with a lower channel  26  extending the width of the block  12 . The lower channel  26  is defined by a pair of side walls  28  and a top  30 . 
     Each block  12  includes a top surface  32  with an upper channel  34  extending the width of the block  12 . The upper channel  34  is defined by side walls  36  and a bottom  38 . The top surface  32  is edgeless from the upper channel  34  to the interior face of the block  20 . In other words, the intersection of the interior face of the block  20  and the top surface  32  is edgeless and does not define a discernable edge but rather these two planes merge and blend with each other forming a radius  33 . Similarly, the intersection of the edgeless top surface  32  with a first side wall  36   a  does not define a discernable edge but rather these two planes merge and blend with each other forming a radius  35 . 
     In a preferred embodiment, the lower channel  26  and the upper channel  34  are transversely aligned. 
     An embodiment not shown includes a lateral alignment slot which parallels the upper channel  34  and receives an elongated rod during installation. This alignment slot and rod are best illustrated in U.S. Pat. No. 5,511,910, incorporated herein by reference, to which the applicant is the exclusive licensee. 
     Preferably, the blocks  12  are formed of precast concrete. However, other materials such as but not limited to stone, light-weight cementitious compounds, rigid foam, and extruded polymers, or a combination of any of the above, with or without reinforcements, is envisioned. An embodiment (not shown) defines a horizontally disposed interior opening which reduces material costs and weight without sacrificing performance characteristics of the block. Another embodiment (not shown) defines a vertically disposed interior opening for receiving aggregate or bonding material during construction of the wall. Another embodiment (not shown) includes interior passages of differing orientations that form raceways for such purposes as internal wiring, piping and ducts. Additional embodiments (not shown) include blocks having only an upper channel and blocks including only a lower channel. The embodiment comprising only a lower channel includes an edgeless bottom surface  24  substantially identical to the edgeless top surface  34  described above. 
     The illustrated embodiment of block  12  includes a top portion  42  between the exterior face  22  and the upper channel  34 . A bottom portion  44 , which mirrors the top portion  42 , is formed on the opposite end between the exterior face  22  and a first side-wall  28   a . When stacked, the bottom portion  44  of the upper block  12   b  rests on the top portion  42  of the lower block  12   a . Another embodiment (not shown) includes top and bottom portions of varying configurations which interlock or matingly rest when stacked. When two blocks  12  are thus stacked together, the upper channel  34 , of the lower block  12   a , cooperates with the lower channel  26 , of the upper block  12   b , to define a receiving conduit  46 , best shown in FIGS. 5 a  and  5   b.    
     Another embodiment (not shown) includes only one receiving channel  34  within the top portion  42  and no receiving channel  26  in the bottom portion  44 . Thus, the receiving conduit  46  is formed by the receiving channel  34  which is capped by the bottom portion  44 . Another embodiment (not shown) includes only one receiving channel  26  within the bottom portion  44  and no receiving channel  34  in the top portion  42 . Thus, the receiving conduit  46  is formed by the receiving channel  26  which is capped by the top portion  42 . 
     Returning to FIG. 1, the embodiment illustrated includes a geosynthetic reinforcement  50  between blocks  12   a ,  12   b . The geosynthetic reinforcement  50  may be a geogrid or a geotextile as is well known to those skilled in the art. However, any material of suitable tensile strength and flexibility will be considered an acceptable reinforcement. Thus, for the purpose of this disclosure, the term geosynthetic reinforcement is not limited to either a geogrid or a geotextile. 
     The geosynthetic reinforcement  50  functions as an anchor to tie the stacked blocks  12 ,  10  to the backfill material  14 . In a preferred embodiment, the geosynthetic reinforcement  50  may be attached to stacked blocks  12   a ,  12   b  in either of two manners. Either one end of the geosynthetic reinforcement  50  is laid to rest over the top surface  32  and into the upper channel  34 . Thereafter, a multifaceted locking bar  54  is inserted into the upper channel  34  and over the geosynthetic reinforcement  50 . Next, the upper block  12   b  is stacked immediately upon the geosynthetic reinforcement  50  and multifaceted locking bar  54 . Alternatively, the geosynthetic reinforcement  50  may be lapped back over the multifaceted locking bar  54  and then the upper block  12   b  stacked thereon. Each of these means to connect the geosynthetic reinforcement  50  and multifaceted locking bar  54  to the stacked blocks  12  is described in more detail below. 
     The multifaceted locking bar  54  comprises an elongated member formed of polyvinyl chloride (PVC) or another rigid polymeric material with high tensile and compressive strength, such as nylon or fiberglass reinforced polyester. Of course, other rigid materials are considered such as, by way of example and not limitation, forged, molten, wrought or annealed metals. The locking bar  54  is placed over the geosynthetic reinforcement  50  and received into the upper channel  34 , as shown in FIG. 5 a . The relationship between the locking bar  54  and receiving channel  34  is that of a loose fit, that is, the locking bar  54  is not forced into the receiving channel  34  nor is the locking bar  54  rigidly affixed in any manner prior to the application of a force as described below. In the preferred embodiment the locking bar  54  is four-sided and includes four distinct corners. In the preferred embodiment, each corner comprises a filet of a small radius. The presence of the radius reduces the shear stress applied to the geosynthetic at the points where the bar binds the geosynthetic. Nevertheless, a bar with more or less sides and more or less corners is considered useful in connection with the present invention. 
     As illustrated in FIGS. 2 and 5 a , one portion of the geosynthetic reinforcement  50   b  has been placed over the top surface  32 , into the upper channel  34 , looped over the locking bar  54 , and laid back over itself and upper surface  32 . An opposite end of the geosynthetic reinforcement  50   a , beyond the interior face of the block  20  extends into the adjacent backfill  14  where earth, rocks or other backfill materials are placed to cover the geosynthetic reinforcement  50 . 
     Before backfill  14  is placed on the geosynthetic reinforcement  50 , the reinforcement  50  is tensioned to remove slack. As the wall height increases, so do the horizontal stresses at the back of the segmental units  12 . The horizontal stresses cause the units  12  to move outward, away from the backfill  14 . Because the geosynthetic  50  is in tension and is anchored in place by the overlying soil, outward movement of the block  12  causes the locking bar  54  to rotate. With a small amount of rotation, the bar  54  binds the geosynthetic  50  against at least one adjacent wall of the receiving conduit  46 . Once the geosynthetic  50  is bound, stresses behind the segmental unit  12  are transferred to the anchored geosynthetic  50 . In this manner, additional segmental unit movement with respect to the adjacent backfill  14  and geosynthetic reinforcement  50  is limited and an efficient connection between the segmental unit  12  and geosynthetic  50  is realized. 
     As illustrated in FIG. 3, one portion of the geosynthetic reinforcement  50   b  has been placed over the top surface  32  and into the upper channel  34 . That section of the geosynthetic reinforcement  50   b  which extends beyond the upper channel  34  is not looped over the locking bar as described above, but is permitted to rest between the top portion  42  and bottom portions  44  of blocks  12   a ,  12   b , respectively. As described immediately above with reference to FIG. 5 b , the displacement of the segmental unit  12  with respect to the geosynthetic reinforcement  50  causes the bar  54  to rotate forward F and engage that portion of the geosynthetic reinforcement  50  in contact with the locking bar  54  against at least one interior side of the receiving conduit  46 . It is now that the locking bar  54  is rigidly affixed. 
     A benefit of the edgeless top surface  32  is to prevent a concentration of shear stress on the geosynthetic reinforcement that promotes rupture at a tensile load below the LTDS motion. 
     As illustrated in FIG. 4, the wall  10  comprises courses of block  12  from which geosynthetic reinforcements  50  extend laterally. Dirt, rocks, or other backfill material  14  is placed to cover the geosynthetic reinforcements  50  and compacted as is well known to those skilled in the art. The wall  10  includes an initial course  60  of base blocks  62 . These base block  62  comprise the structural features of the upper half of the block  12  described in detail above. Accordingly, the base blocks  62  include the edgeless top surface  32 , upper channel  34 , and top portion  42 . In this manner, the base blocks  62  nest with the upper course of blocks  12  to form a first receiving conduit  46   a . Further, the course of base blocks  62  cooperate with adjacent tiers of blocks  12  to extend the first receiving conduit  46   a  the length of the wall  10  for the first geosynthetic reinforcement  50   a.    
     Similarly, the upper end of the wall  10  is finished with a top course  70  of cap blocks  72 . These cap blocks  72  comprise the structural features of the lower half block  12  described in detail above. Accordingly, the cap block  72  include the bottom surface  24 , lower channel  26 , and bottom portion  44 . In this manner, the cap blocks  72  nest with the upper course of blocks  12  to form a last receiving conduit  46   n . In the illustrated embodiment, the course  70  of cap blocks  72  define the receiving conduit  46   n  which receives the last geosynthetic reinforcement  50   n.    
     The retaining wall  10  of the present invention is constructed in a manner now discussed with reference to FIGS. 1 and 4. The site for the wall  10  is selected and if desired, a channel (not illustrated) is excavated for receiving a footing or first course  60 . The initial course  60  of base blocks  62  are placed side-by-side in the excavation, on the footing, or on the ground surface where the wall  10  is to be constructed. A course of blocks  12  is then placed on the base blocks  62 . Blocks  12  can be off-set so the sides of the block in the first course are staggered with respect to the sides of the blocks in the adjacent courses. 
     A geosynthetic reinforcement  50   a  may be connected to the wall  10  within the first receiving conduit  46   a . Geosynthetic reinforcements  50  are selectively placed to meet the design requirements for the wall  10 , and each course does not necessarily require a geosynthetic reinforcement  50 . With no geosynthetic reinforcement  50  installed, the next course of blocks  12  is stacked on the lower course. Where a geosynthetic reinforcement  50  is required, a geosynthetic reinforcement  50  and at least one locking bar  54  is placed in the upper channel  34  of the blocks  12 . The locking bar  54  is positioned within the channel  34  on top of the geosynthetic reinforcement  50  and lapped or not lapped as described above. Each geosynthetic grid  50  is then captured in the wall  10  by stacking the next course of blocks  12 . The upper block  12   b  can be nested with the lower block  12   a  by the mating connection created by the lower top portion  42  and the upper bottom portion  44 . When two courses are thus stacked together, the respective channels  34 ,  26  mate to form a receiving conduit  46 . 
     Backfill material  14  is then placed to cover the laterally extending geosynthetic reinforcements  50 . 
     The foregoing process continues by repeatedly stacking upper courses of blocks  12   b  upon lower courses of blocks  12   a  until the wall  10  is the desired height. At selected courses, the geosynthetic reinforcements  50  and locking bar  54  are captured by the receiving conduits  46 , as discussed above. Finally, the cap blocks  72  are installed to finish the wall  10 . The improved retaining capacity of the present invention does not require installing a geosynthetic reinforcement  50  and locking bar  54  between each courses of block or along the entire length of the wall  10 . 
     In an alternative embodiment not illustrated, the blocks may be oversized. These oversized blocks are elongated and include the structural and functional features described above with respect to blocks  12 . An upper channel  34  receives the locking bar  54  as described above. The geosynthetic reinforcement  50  is attached to the locking bars  54  as described above. The lower channel  26  of the next course captures the geosynthetic reinforcement  50  and locking bar  54  in the receiving conduit  46  as described above. Dirt or other backfill  14  then covers the geosynthetic reinforcement  50  extending laterally from the wall  10 . 
     In an alternative embodiment (not shown), the channel  34  and the channel  26  may be vertically orientated on opposite sides of the blocks  12 . In a manner similar to that described above, the geosynthetic reinforcements  50  are then inserted in vertical receiving channels and a locking bar  54  is inserted. Thereafter, an adjacent block  12  placed to form a vertical receiving conduit. As described above, the geosynthetic reinforcement  50  extends vertically into the backfill  14  and may remain vertical within the backfill or rotated and positioned horizontally. 
     In an alternative embodiment (not shown), the geosynthetic reinforcement  50  may be secured to anchors, such as concrete dead men, buried in the backfill  14 . The geosynthetic reinforcement  50 , or the geosynthetic reinforcement  50  and anchor combination, may be placed in any orientation within the backfill  14  which might be sufficient to construct a reinforced wall. 
     Thus, it is shown that an improved retaining wall is now provided which is constructed of hand-stackable modules; which is constructed from a minimum number of readily available components; which includes a connector that utilizes the long-term design strength of the geosynthetic reinforcement; which evenly distributing the load of the backfill across the width of the wall; which eliminates concentrated stresses within the components; which does not require the anchor and wall connection be tightly fitted and locked during assembly, and which provides components which do not pose a threat of rupture to the geosynthetic reinforcement. 
     While this invention has been described in detail with reference to a geosynthetic-reinforced earth retaining wall embodiment, it will be understood that the components and method discussed above may be used for other applications described immediately below, for the purpose of illustration—not limitation, and claimed further below. 
     For example, it is considered that the components described above and claimed below may be used to construct an exterior finish of a structure. Here, the block  12  may be attached to a geosynthetic reinforcement  50  that is, in turn, secured to a frame or superstructure. 
     Again, it is considered that the components described above and claimed below may be used to construct a free-standing double width wall. Here, double walls  10  of block  12  are stacked adjacent to each other with geosynthetic reinforcements  50  positioned within the receiving conduit of the first wall at one end and within the receiving conduit of the second wall at an opposite end, rather than backfill  14 . 
     Further, it is considered that the components described above and claimed below may be used to construct the weight bearing foundation wall of a structure, a sea-wall, various kinds of pools, dykes, levees; essentially any application as may be required by a civil engineer or one similarly skilled in the arts.

Summary:
The present invention provides a wall that is easy to construct and is able to utilize the long-term design strength of a geosynthetic reinforcement connection or anchor. In accordance with one or more of the embodiments, the wall comprises a multifaceted rotatable locking bar in contact with one end of a geosynthetic reinforcement; a lower block with an edgeless surface section adjacent a receiving channel which accepts the locking bar and geosynthetic reinforcement; and, an upper block with a receiving channel which also accepts the locking bar and geosynthetic reinforcement. A force applied to an opposite end of the geosynthetic reinforcement is transferred, via the geosynthetic reinforcement, to the locking bar causing the bar to rotate and engage the geosynthetic reinforcement with at least one side of a receiving channel. In this manner, the reinforcement is engaged with the stacked blocks and the stacked blocks are united with the adjacent support or backfill.