Patent Publication Number: US-2022220692-A1

Title: Mechanically stabilized earth (mse) retaining wall employing round rods with spaced pullout inhibiting structures

Description:
CLAIM OF PRIORTY 
     The present application claims priority to and the benefit of provisional application No. 63/135,086, filed Jan. 8, 2021, which is incorporated herein by reference in its entirety. 
     RELATED APPLICATIONS 
     This application is related to pending application Ser. No. ______, filed on even date herewith, titled “MECHANICALLY STABILIZED EARTH (MSE) RETAINING WALL EMPLOYING GEOSYNTHETIC STRIP WITH PLASTIC PIPE AROUND STEEL ROD,” with attorney docket no. 51813-2030, by the same inventor herein, which is incorporated by reference in its entirety. 
    
    
     FIELD OF THE INVENTION 
     The present invention generally relates to modular earth retaining walls, and more particularly, to mechanically stabilized earth (MSE) retaining walls. 
     BACKGROUND OF THE INVENTION 
     Modular earth retaining walls with concrete panels are commonly used for architectural and site development applications. Such walls are subjected to very high pressures exerted by lateral movements of the soil, temperature and shrinkage effects, and seismic loads. 
     In many commercial applications, for example, along or supporting highways, etc., each concrete panel can weigh between two and five thousand pounds and have a front elevational size of about eight feet in width by about five feet four inches in height. 
     Oftentimes, the earth retaining walls of this type are reinforced. More specifically, a conventional mechanically stabilized earth (MSE) retaining wall with steel reinforcement is typically reinforced with steel strips or welded wire meshes that extends backward, or perpendicular, from the rear of a concrete panel to reinforce the backfill soil. 
     SUMMARY OF THE INVENTION 
     The present disclosure provides various embodiments of a mechanically stabilized earth (MSE) retaining wall that employ, for reinforcement, round rods with spaced pullout inhibiting structures (e.g., round planar disks). 
     One embodiment of the MSE retaining wall of the present disclosures, among others, can be generally summarized as follows. The MSE retaining wall has at least one concrete panel, the panel having a generally planar body with a frontside, a backside, and a surrounding peripheral edge. The MSE retaining wall has at least one round, steel rod, the rod having a generally cylindrical elongated body with first and second ends. The first end is attached to the panel, and the elongated body and second end reside within backfill soil against the backside of the panel. The MSE retaining wall further includes at least one steel, pullout inhibiting structure residing along the elongated body of the rod. The pullout inhibiting structure has a body with a surface region that spans in a transverse radial direction from the elongated body of the rod. The rod passes through the body of the pullout inhibiting structure. 
     Another embodiment of the MSE retaining wall of the present disclosure, among others, can be summarized as follows. 12. The MSE retaining wall has a plurality of concrete panels, each panel having a generally planar body with a frontside, a backside, and a surrounding peripheral edge. The MSE retaining wall has a plurality of generally round steel rods. Each rod has a generally cylindrical elongated body with first and second ends. Each rod is curved near the first end and extends through a steel connector loop extending from the back side of the concrete panel. The first end is secured to the connector loop by a nut that is threaded on the first end. The elongated body and second end reside within backfill soil adjacent to the backside of the concrete panel. The MSE retaining wall has at least one steel, generally planar, pullout inhibiting structure residing along the elongated body of the rod. The pullout inhibiting structure has a generally planar body with a frontside, a backside, and a surrounding peripheral edge. The rod passes through a central part of the body of the planar structure. 
     Other embodiments, apparatus, systems, methods, features, and advantages of the present disclosure will be or become apparent to one with skill in the art upon examination of the following drawings and detailed description. It is intended that all such additional systems, methods, features, and advantages be included within this description, be within the scope of the present disclosure, and be protected by the accompanying claims. In addition, all optional and preferred features and modifications of the described embodiments are usable in all aspects of the disclosure taught herein. Furthermore, the individual features of the dependent claims, as well as all optional and preferred features and modifications of the described embodiments are combinable and interchangeable with one another. 
    
    
     
       BRIEF DESCRIPTION OF THE DRAWINGS 
       Many aspects of the disclosure can be better understood with reference to the following drawings. The components in the drawings are not necessarily to scale, emphasis instead being placed upon clearly illustrating the principles of the present disclosure. Moreover, in the drawings, like reference numerals designate corresponding parts throughout the several views. 
         FIG. 1  is pullout testing report that provides pullout results of the earth reinforcement rod of the present invention spacing the disks at 16 inches on center. 
         FIG. 2  is pullout testing report that provides pullout results of the earth reinforcement rod of the present invention spacing the disks at 12 inches on center. 
         FIG. 3  is pullout testing report that provides pullout results of the earth spacing the disks at 24 inches on center which is equivalent in pullout resistance to the rectangular bar with raised ribs (RECa) of prior art ( FIG. 6 ) that demonstrates the superior performance. 
         FIG. 4  is a side view of an earth reinforcement rod in accordance with the present invention. 
         FIG. 5A  is a side cross-sectional view of a first embodiment of a mechanically stabilized earth (MSE) retaining wall that employs the earth reinforcement rod of  FIG. 4 . 
         FIG. 5B  is a side cross-sectional view of a second embodiment of an MSE retaining wall that employs geosynthetic strips. 
         FIG. 6  is a perspective view of a flat rectangular bar with raised ribs (RECO) of the prior art that is employed in a prior art MSE retaining wall. 
         FIG. 7  is a perspective view of a flat rectangular bar with waves (SINE WALL) of the prior art that is employed in a prior art MSE retaining wall. 
         FIG. 8  is a perspective view of a welded wire ladder of the prior art that is employed in a prior art MSE retaining wall. 
         FIG. 9A  is a top view of a washer and nut that can be combined as a flange nut that is used to secure the earth reinforcement rod of  FIG. 4  to a connector loop of a concrete wall panel. 
         FIG. 9B  is a side view of the washer and nut again which can be combined as a flange nut of  FIG. 9A . 
         FIG. 10A  is a top view of the anti=shear collar that is used to assist with securing the earth reinforcement rod of  FIG. 4  to the connector loop of a concrete wall panel. 
         FIG. 10B  is a side cross-sectional view of the anti-shear collar of  FIG. 10A . 
         FIG. 11  is a side view and a top view of the earth reinforcement rod of  FIG. 4  connected to a connector loop of a concrete wall panel. 
         FIG. 12  is a front elevation view of one embodiment, among many others, of the MSE retaining wall of  FIG. 5A  or  FIG. 5B , showing an aesthetically pleasing top of wall design. 
         FIG. 13  is a side cross-sectional view of an edging insert in a top panel of the MSE retaining wall of  FIG. 12 . 
         FIG. 14  is a front elevation view of the edging insert in a top panel of the MSE retaining wall of  FIG. 12 . 
         FIG. 15A  is a front elevation view of a first embodiment T 1  of the top panel of the MSE retaining wall of  FIG. 12 . 
         FIG. 15B  is a front elevation view of a second embodiment T 2  of the top panel of the MSE retaining wall of  FIG. 12 . 
         FIG. 15C  is a front elevation view of a third embodiment T 3  of the top panel of the MSE retaining wall of  FIG. 12 . 
         FIG. 16A  is a front elevation view of a prior art MSE retaining wall with coping skirt at its top. 
         FIG. 16B  is an enlarged side cross-sectional view of the coping skirt of  FIG. 16A . 
         FIG. 16C  is a side cross-sectional view of the MSE retaining wall with coping skirt of  FIG. 16A . 
         FIG. 17A  is a first perspective view of a lifting tool in accordance with the present disclosure that is designed to lift and move concrete panels (in this case, a top panel) associated with the MSE retaining wall of the present disclosure. 
         FIG. 17B  is a second perspective view of the lifting tool in accordance with the present disclosure that is designed to lift and move concrete panels (in this case, a panel that is not a top panel) associated with the MSE retaining wall of the present disclosure. 
         FIG. 18  is a perspective view of a first prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladder ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls. 
         FIG. 19  is a perspective view of a second prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladder ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls. 
         FIG. 20  is a perspective view of a third prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladders ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls. 
         FIG. 21  is a perspective view of a fourth prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladder ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls. 
         FIG. 22  is a perspective rear view (without earth soil) of a panel with a first embodiment of a geosynthetic loop connection of the present disclosure. 
         FIG. 23A  is a cross-sectional view of the first embodiment of the geosynthetic loop connection of  FIG. 22  to secure a geosynthetic strip to a panel. 
         FIG. 23B  is a top view of the first embodiment of  FIG. 22 . 
         FIG. 24A  is a cross-sectional view of a panel with a second embodiment of a geosynthetic loop connection of  FIG. 22  to secure a single geosynthetic end of a geosynthetic strip to a panel. 
         FIG. 24B  is a top view of the second embodiment of  FIG. 22 . 
     
    
    
     DETAILED DESCRIPTION OF PREFERRED EMBODIMENTS 
     Earth Reinforcement Rod 
     An innovative soil reinforcement rod has been recently invented by the inventor for the earth retaining wall market. The new reinforcement rod  1  uses a new geometry of reinforcement, shown in  FIG. 4 , to be used to create a more efficient use of materials, notably steel, in the construction of mechanically stabilized earth (MSE) retaining walls  2 , shown in  FIG. 5A . A conventional MSE retaining wall  2  with steel reinforcement is typically reinforced with steel strips  4  or welded wire mesh  6 , shown in  FIGS. 6-8 , that extends perpendicular from the rear of a concrete panel  14  face to reinforce the backfill soil  15 . The new earth reinforcement rod  1  was created when realizing that, as shown in  FIG. 4 , a solid singular round bar  11  with circular disks  3  placed along the length of the solid round bar  11  would be a more efficient and effective reinforcement. Capitalizing on passive earth pressure when pulling the disks  3  through the backfill soil  15 , the disks  3  provide an anchoring effect to optimize reinforcement friction or pullout resistance along the reinforcement length, while minimizing the amount of required steel. 
     One of the main hindrances of using steel as reinforcement in backfill soils  15  is the anticipated degradation of the actual steel, or steel loss due to corrosion. A flat bar  4  has the degradation across the entire exposed surface area making a rectangular shape not as efficient as a round shape. The surface area of steel is less when comparing a round bar to a flat bar. For instance, a ½ inch round solid bar has 0.2 square inch area and an exposed surface area of 1.57 inches. A comparable rectangular shape that is 1 inch by 2/10 inch has the same steel cross section area of 0.2 square inches but an exposed surface area of 2.4 inches. That equates to the round bar having 1.57/2.40, or 65 percent (%), of the exposed surface area when compared to a conventional rectangular shape. As mentioned previously, retaining wall contractors have also used welded wire mesh of round bars  6  as reinforcement to provide passive pressure by the perpendicular bars  7  to resist pullout or provide reinforcement. The round bars use steel more efficiently as described above but are not very efficient or effective with respect to pullout because of the round shape of the steel perpendicular to the direction of stress  7  being pulled through the soil  15  which does not create as much resistance and passive pressure because the soil  15  tends to move around the rounded edges  8 . Using the earth reinforcement rod  1 , the passive earth anchoring is created by the flat disks  3  being pulled through the soil  15 . 
     Research and extensive testing by the inventor have been used to realize and confirm the optimum size  9  of disk  3  and spacing  10  along the solid bar length. Testing was performed by running numerous pullout tests in a standard pullout box containing soil by a reputable industry testing laboratory that specializes in testing and evaluating earth reinforcement materials. The results were compared together, as illustrated in  FIGS. 1-3 , to determine trends and performance criteria in order to allow a fine tuning or optimization of disk size and spacing to create an ideal friction factor or pullout resistance for earth reinforcement. The results, when compared to traditional rectangular shaped steel reinforcement as well as welded wire fabric, found that the solid bar with disks along the length to be more effective in performing soil reinforcement with less steel. The tables in  FIGS. 1-3  outline the test results, clearly showing the optimization and efficiency achieved by the new earth reinforcement rod  1 . 
     With reference to  FIG. 4 , a preferred embodiment of the earth reinforcement rod  1  is a solid round bar  5  that has pullout inhibiting ridges (raised ribs)  11  and pullout inhibiting planar structures in the form of circular disks  3 . The solid round bar  5  in the preferred embodiment is conventional rebar, which already has the ridges  11 . Each disk  3  is preferably ½ inch inside diameter at a minimum or as great as ¾ inch inside diameter, depending upon the required strength of the reinforcement and the retaining wall height. The disks  3  are welded onto the round bar  5  typically as a washer welded to the solid rod. The optimal disk size was found to be a diameter  9  of 1⅜ inches (1.375 inches) for a half inch diameter solid bar disk  3 . The preferred spacing of the disks  3  was found by testing to be between 8 and 24 inches on center along the length of the solid bar  5 . 
     In some embodiments, the reinforcement rod  1  can be employed without the ridges  11  so that the outer surface of the bar  5  is uniformly round. The raised ridges on the rebar rod help resist pullout of the tensile steel rod through the soil. However, the passive resistant disks provide the majority of the pullout resistance. Therefore, a smooth steel bar with no raised ridges but with the disks could be used as well, providing a big increase in pullout resistance. The small ridges are a benefit but not required to achieve substantial increase in pullout resistance in reinforced soil applications due to the disks attached to the rod. 
     It should also be noted that the pullout inhibiting structures can be implemented with different peripheral shapes (other than circular), for example, square, polygonal, etc. Furthermore, the structure does not necessarily need to be planar, just have a surface region that runs transverse, or at an angle (e.g., ninety degrees, etc.), to the elongated body of the rod  1 . 
     MSE Connection 
     The recent invention of the new earth reinforcement rod  1  has the challenge of how to connect the steel reinforcement rod  1  to the back of the concrete panel face  14  of  FIG. 5A . Numerous conventional ways of connecting steel reinforcement exists in the MSE retaining wall market, but none with the ability to connect with a single reinforcement round steel rod  1 . The inventor spent much time trying/retrying and altering different steel connectors, running full scale tensile testing in the laboratory until one was discovered and realized, and proved the most effective. Many connections would work, but ease of installation, verification by an inspector in the field to confirm the complete and correct connection has been installed along with providing the strength required of the connection is critical. The inventor discovered that if an end portion of the reinforcement rod  12  is bent, or turned, and provided with threads  16 , the rod  1  can be inserted easily through a connector loop  17  ( FIG. 5A ) of steel rod that is embedded in and extends from the backside of the concrete panel. The connector loop  17  is attached to the panel during casting. A nut with washer is placed on the threaded end to secure the rod  1  to the connector loop  17 . To reduce the number of separate connecting parts, because a nut and washer would both be needed, a conventional flange nut  18  can be utilized, as shown in  FIGS. 9A and 9B . The flange nut  18  has a nut  29  combined with a flange-like washer  30  in a singular unitary part or in two parts mounted together. A flange nut  18  allows an installation contractor to easily install one piece with the nut exposing threads on the backside when adequate spinning of the nut was complete. This allows an easy way for an inspector to confirm a secure connection is complete. 
     The objective of reinforcement connection to the back of a concrete panel  14  for all MSE retaining wall systems is to get the highest strength possible in the connection and as close to the full capacity of the reinforcement, as possible. An anti-shear collar  19 , as shown in  FIGS. 10A and 10B , preferably of steel and welded to the rod  1 , is used to prevent shear of the connection to limit the effectiveness of the connection. As illustrated in  FIG. 11 , the anti-shear collar  19  is placed where the connection would typically fail in shear. An shown, the collar  19  has an internal channel  20  through which the end region of the rod  1  passes. The channel  20  is curved so that the curved part of the rod  1  is accommodated. The collar  19  also has an external radiused channel  21  that is designed to receive and rest contiguously against a part of the connector loop  17 , as illustrated in  FIG. 11 . With this configuration, the collar  19  effectively thickens up the steel diameter right where the shear would occur, which forces the shear to not occur. Since steel in shear is approximately half the capacity of steel in tension, shear should be avoided or compensated to force the steel connection into tension with the full tensile capacity of the reinforcement as the weak link. The anti-shear collar  19  has shown in full scale connection tests to make the connection stronger than the reinforcement rod in tension, which results in a connection that is generally 100% of the reinforcement tensile capacity, or generally 100% effective. 
     The earth reinforcement rod  1  can be connected to the connector loop  17  in ways other than as previously described in connection with the preferred embodiment with the flange nut  18  in combination with the anti-shear collar  19 . For example, a threaded insert cast into the rear of the concrete panel to allow a threaded rod end of the rod  1  to be screwed in the back of the panel creating a connection of the round rod to the concrete panel. 
     As another example embodiment, a double loop of steel rod extending out the back of the concrete panel can be cast into the rear of the concrete panel, which allows a reinforcement rod  1  with a welded perpendicular piece of rod forming a “T” shape to be inserted into and behind the double loop, thereby connecting the reinforcement rod  1  to the back of the panel. 
     As another example embodiment, the rod  1 , in a straight or bent configuration, can be welded to the connector loop  17 . 
     As another example embodiment, the rod  1 , in bent and threaded configuration, can be attached to the connector loop  17  using two opposing flange nuts  18  on opposing sides of the connector loop  17  (i.e., in a sandwich-like configuration). 
     As another example embodiment, the rod  1 , in the bent and threaded configuration, could be provided with a metal stop or barrier of some sort that is welded to or otherwise attached to the rod  1  in or near the threads. The flange nut  18  can then be used to bind and secure the connector loop  17  along the rod  1  against the stop or barrier. 
     Top of Panel Geometry/Illimination of Separate Coping Unit 
     In an attempt to not require a conventional coping unit, unsightly joints, and exposed lifting inserts, the present disclosure provides a better top of wall condition, as shown in  FIG. 12 , leaving the precast visible top of the wall  2  to be rectangular with a flat finish in section, creating an aesthetically pleasing top of wall  2 . 
       FIG. 13  is a side cross-sectional view of an edging inset  22  in a top panel  14  of the MSE retaining wall  2  of  FIG. 12 .  FIG. 14  is a front elevation view of the edging inset  22  in a top panel of the MSE retaining wall  2  of  FIG. 12 . 
       FIG. 15A  is a front elevation view of a first embodiment T 1  of the top panel of the MSE retaining wall  2  of  FIG. 12 .  FIG. 15B  is a front elevation view of a second embodiment T 2  of the top panel of the MSE retaining wall  2  of  FIG. 12 .  FIG. 15C  is a front elevation view of a third embodiment T 3  of the top panel of the MSE retaining wall  2  of  FIG. 12 . 
     Most, if not all, of the current MSE retaining wall suppliers on the market use a similar separate coping unit  23  shown in  FIGS. 16A-16C  to hide the unsightly vertical and horizontal joints and lifting inserts that are located on the top of the MSE concrete panels  14 . 
     The top panel  14  of the present disclosure removes not only the unsightly lap or tongue and groove joint at the top or uneven surface, but also eliminates the lifting inserts. As shown in the prior art wall embodiment of  FIG. 15 , the lifting inserts  24  and unsightly joinery  25  or steps  26  and uneven height panels currently being used in the market require a separate concrete “U” shaped coping unit  23 . 
     Again, the inventor realized that there was a way to provide a clear and precise rectangular finished top that both pleases aesthetically, but also serves the function of topping out the retaining wall. Also, the top panel cast produces the concrete panels  14  at the exact slope geometry  27  to follow roadway grade behind the wall. In order to remove the required lifting inserts from the top side of the panel  24 , a specialized lifting tool  28  shown in  FIGS. 17A and 17B  is utilized to pick up and move the concrete panels  14 . 
     The lifting tool  28  allows the concrete panel  14  to be hoisted and held vertical, but also avoids the unsightly lifting inserts  24  ( FIG. 16B ) at the top of the uppermost, or top, panel  14 . The separate lifting tool  28  facilitates this clean top concrete panel system that is truly innovative to the current MSE market with no known predecessors having anything similar. The lifting tool  28  and how it creates a center of gravity allowing the concrete panel  14  being hoisted into place to remain vertical while being inserted or placed adjacent to other concrete panels  14 . Also, the lifting tool  28  hooks onto the steel lifting loops  31  cast into the back of the concrete panel  14 . The lifting tool  28  can easily be inserted by the contractor using a crane by sliding the lifting tool  28  from the bottom to the top of the concrete panel  14  when lying flat thereby engaging the lifting loops  31  with the tool  28 . This process allows an equipment operator to pick up a concrete panel  14  stacked and laying face down without a separate person making the attachments physically to the concrete panel  14 , as is customary using the conventional lifting inserts  24 . 
     MSE Geosynthetic Loop 
     Steel reinforcement is not preferred or allowed when using high resistivity backfill soils  15  or high corrosion environments that exist on project sites, like near the saltwater coast or roadways that have de-icing salt spread during winter. Geosynthetic reinforcement using geosynthetic strips  32  is preferred and used to create the MSE retaining wall  2 , as illustrated in  FIG. 5B . In the market today, there exists several means of connecting flexible geosynthetic strips to the back side of an MSE concrete panel  14 . 
       FIGS. 18-21  show several proprietary connections that exist in the market today.  FIG. 18  is a perspective view of a first prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladder ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls.  FIG. 19  is a perspective view of a second prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladder ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls.  FIG. 20  is a perspective view of a third prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladders ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls.  FIG. 21  is a perspective view of a fourth prior art embodiment of a geosynthetic loop connection, which is used instead of bars/ladder ( FIGS. 6-8 ) in some embodiments of prior art MSE retaining walls. 
     All of the foregoing prior art embodiments of a geosynthetic loop connection in  FIGS. 18-21  incorporate a plastic box or sleeve used for insertion during concrete panel casting, or creation. While all of the foregoing prior art embodiments of the geosynthetic loop connection are effective and work well, the cost can be high for the separate plastic box or sleeve, being specifically made for the purpose of creating a void and providing an opening for a loop connection using a geosynthetic strip. The overriding requirements of a geosynthetic strip  32  used in MSE applications is to not allow any steel component to be exposed to the aggressive or corrosive backfill behind the concrete panel. Therefore, any steel used in the connection process must be covered or protected by a nonmetallic chemically resistance material, typically plastic. Also, an acceptable void must be created to loop the geosynthetic material around a bar or other piece of strong material to obtain an adequate mechanical connection. 
       FIG. 22  is a perspective rear view (without earth soil) of a panel  14  with a first embodiment of a geosynthetic loop connection of the present disclosure.  FIG. 23A  is a cross-sectional view of the first embodiment of the geosynthetic loop connection of  FIG. 22 .  FIG. 23B  is a top view of the first embodiment of  FIG. 22 . 
     With reference to  FIGS. 22, 23A, and 23B , the MSE geosynthetic loop of the present disclosure uses a rubber reusable concrete blockout, to hold a piece of non-corrosive plastic (polymer) pipe  33 , for example, a PVC pipe, surrounding a piece of rebar  34 . The PVC pipe  33  is embedded past the rubber insert in the concrete adequately to meet industry standards to avoid contact with the backfill soil  15  or to have the rebar placed within the PVC pipe  33 , protected from corrosion. The PVC pipe  33  is preferably 7 inches in length, an outside diameter (OD) of 1¼ inches, and an inside diameter (ID) of ⅞ inches. Further, in the preferred embodiment, the PVC pipe extends into the concrete at both ends at least 2 inches to ensure that the contained rebar is completely sealed in the concrete. During the concrete panel casting, the PVC pipe  33  is temporarily held by the rubber insert until the concrete is hardened and ready to be removed from the concrete panel mold. Then, the rubber insert is pried loose and removed leaving a void for the geosynthetic strip  32  to be installed in the field around the rebar  34  encapsulated by the PVC pipe  33  without the use of a plastic box or sleeve. 
     The MSE geosynthetic loop connection of the present disclosure provides an economical and easy method to produce the concrete panel  14  with a mechanism for installing the geosynthetic strip  32  in the field. The geosynthetic strip  32  can be any suitable material, but is typically and preferably a polyester that is encased in high-density polyethylene (HDPE). A typical width of the strip  32  is 2 inches. This MSE geosynthetic loop connection is a particular and unique combination of a PVC pipe  33  for protection of the steel (readily available and inexpensive), and a rubber insert to create a void (rubber can be cast to various configurations so the ideal geosynthetic strip wrap geometry can be achieved). A common concrete rebar  34  is placed inside the PVC pipe  33  during the concrete panel casting that provides the strength of the connection. The rebar extends well beyond the ends of the PVC pipe  33 . All three components, when used in this configuration and method was the result of numerous trial connections, research, and tensile testing to find the best performing and economical process to connect the geosynthetic strip to the back of a concrete panel  14 . 
     Going a step further, sometimes, an MSE geosynthetic strip loop cannot be achieved in the field, and a single geosynthetic strip end must be secured to the back of a concrete panel  14 . Many methods have been presented in the industry using separate clamps and fasteners. However, tools needed to complete the connection with fasteners or clamps can be cumbersome in the field and technically difficult to verify by the inspector that the connection is complete. Looking for a simple-to-install, single strip connection mechanism that is easy to inspect is a big challenge. After much research, trials, and evaluation using full scale tensile tests by the inventor, a unique, effective, economical, and inspectable connection was realized. 
       FIG. 24A  is a cross-sectional view of a panel with a second embodiment of a geosynthetic loop connection provided by the present disclosure to secure a single geosynthetic end to a panel  14 .  FIG. 24B  is a top view of the second embodiment. 
     As shown in  FIGS. 24A and 24B , a double compression loop arrangement can be used with the geosynthetic strip  32 . The first looping part of the double compression loop arrangement is formed by the PVC pipe  33  (first cylindrical body) that houses the rebar  34 . A second cylindrical body, hollow or solid, is used to form the second looping part of the double compression loop arrangement. This second cylindrical body can be made from a variety of materials, for example but not limited to, steel, hardwood (e.g., oak), concrete, etc., provided that the second cylindrical body has sufficient strength to remain rigid and intact under the extreme pressure condition. In the preferred embodiment, the second cylindrical body is a piece of solid plastic PVC rod, for example but preferably, approximately 2½″ long and 1¼ inches in outside diameter. The second solid plastic rod fits loosely into the cavity of the panel  14 , until the strip  32  is installed, after which the second solid plastic rod is bound within the double compression loop arrangement. So, the path of installation of the geosynthetic strip  32  is as follows, as the strip  32  is inserted and installed. Referring to  FIG. 24A , the strip  32  extends into the cavity past the underside of pipe  35 , then clockwise around the pipe  33 , then clockwise around pipe  35 , then counterclockwise around pipe  33  (and thereby being bound under a part of the strip  32  already around pipe  33 ) and then past the underside of solid rod  35  (and thereby being bound under a part of the strip  32  already around solid rod  35 ). The end of the cavity in the panel  14  is U-shaped from a side view vantage point of the panel, in order to permit easy passage of the strip around the plastic pipe during installation of the strip. The forgoing double loop compression arrangement binds the strip  32 , thereby effectively attaching the strip  32  to the panel  14 . 
     Testing confirmed that 100% of the geosynthetic strip could be achieved with this connection. Also, the free end  36  of the geosynthetic strip  32  exposed assured enough geosynthetic strip  32  was in the connection allowing inspectors to quickly observe the connection was complete. 
     Finally, many modifications and other embodiments disclosed herein will come to mind to one skilled in the art to which the disclosed compositions and methods pertain having the benefit of the teachings presented in the foregoing descriptions and the associated drawings. Therefore, it is to be understood that the disclosures are not to be limited to the specific embodiments disclosed and that modifications and other embodiments are intended to be included within the scope of the appended claims. The skilled artisan will recognize many variants and adaptations of the aspects described herein. These variants and adaptations are intended to be included in the teachings of this disclosure and to be encompassed by the claims herein.