Retaining wall system

A retaining wall system comprising a combination of gravity wall and soil reinforcement retaining wall structures. The gravity wall structure comprises a plurality of gravity wall members formed of pre-cast or cast-in-place concrete, each including a face panel and an anchoring member. The anchoring member is disposed in a generally orthogonal relationship relative to the face panel and extends rearwardly into the soil mass behind the retaining wall. The soil reinforcement members are comprised of face panels and soil reinforcement elements extending rearwardly therefrom into the soil mass for the securement of the face panels. The soil reinforcement members are further adapted for positioning the gravity wall members to facilitate the economical construction of a combination retaining wall, having the most advantageous form of retaining wall securement for the upper and lower regions thereof.

BACKGROUND OF INVENTION 
1. Field of Invention 
The present invention relates to retaining walls and, more particularly, to 
concrete retaining wall systems of the gravity wall and soil reinforcement 
type. 
2. History of the Prior Art 
Retaining walls have been used for centuries to establish earthen contours 
and prevent soil mass from moving into areas adjacent the wall. Such 
structures are often used near roads, bridges, highways and other areas of 
both pedestrian and vehicle traffic to control rock, dirt, debris, and 
sand adjacent thereto. Retaining walls are also used in construction to 
secure a region of soil for purposes of foundational support. The type of 
retaining wall obviously depends upon the particular application and the 
amount and type of soil mass being retained. For this reason, the material 
used in and the design for retaining walls typically change from 
application to application. 
Retaining walls can be found in a variety of shapes, sizes and styles. The 
walls that are used in residential areas often incorporate rocks or wooden 
beams, such as railroad cross ties. In certain situations, select cross 
ties are turned orthogonally into the soil mass (called "dead men") to 
secure the retaining wall. Commercial structures along highways, bridges 
and the like conventionally incorporate more complex pre-cast concrete 
configurations with elaborate securement systems. These concrete 
assemblies generally present a substantially planar face, which may be of 
considerable height and behind which soil or rock is secured in volumes 
that can generate larger loads against the retaining wall. In most 
instances, the concrete face is secured by a number of securement members 
which are carefully designed relative to the structural load associated 
therewith and which extend deeply into the soil mass. Such securement 
members are conventional in retaining wall technology and are used to 
prevent the retaining wall from moving or breaking as a result of static 
loads or movement of the soil mass. 
Retaining wall designs date back into technological antiquity. Even early 
retaining walls had some anchoring technique, such as the "dead men" 
referenced above. These anchors are designed to carry some of the weight 
of the soil behind the retaining wall and resist the overturning moment of 
the soil against the wall itself. This rather basic structural loading 
technique is also seen in bookends, where the weight of the book upon a 
first horizontal, of two orthogonal members, prevents the upstanding 
vertical member from overturning by the transverse force of the book. By 
utilizing this basic structural theory in retaining walls, a myriad of 
retaining wall designs and assembly systems have been developed and the 
materials utilized have evolved into complex concrete structures. 
Subsequent wall systems formed of concrete were constructed with forms 
assembled at the retaining wall site. The advent of the pre-cast system of 
concrete construction antiquated some of these designs because less 
excavation and traffic interruption resulted from the use of pre-cast 
technology. This is particularly true with the expansive highway systems 
of today, where retaining walls are used around and against the sides of 
the highway which must be kept open. With such technology, highway 
expansion can stay within permitted right-of-ways; traffic congestion is 
reduced and the environmental effect of the highway can be minimized in 
parks and other environmentally sensitive areas. 
Today, retaining wall systems utilize sophisticated applications of civil 
engineering. The various members may be specifically designed for 
particular applications, pre-cast, delivered to the retaining wall site, 
and installed in a configuration that is much less expensive than pour in 
situ techniques. Much of the concrete retaining wall construction 
conventionally used today is shown in prior art patents. These patents 
vary in their time frames and in technological sophistication. For 
example, U.S. Pat. No. 982,698 issued to M. M. Upson is a 1911 patent 
addressing early concrete retaining wall construction. As is set forth in 
this reference, such retaining walls are used for docks, railroad 
embankments, bridges, etc., where dirt, rock or fluids need to be 
retained. U.S. Pat. No. 1,702,610 teaches a generally T-shaped retaining 
wall member whose top wall surface gradually increase in height along the 
rearwardly extending embedment beam. A more recent innovation is set forth 
and shown in U.S. Pat. No. 4,684,294, issued to O'Neil. This 1987 patent 
teaches another generally T-shaped cast concrete construction element 
having a face panel and orthogonally disposed soil embedment beam 
extending rearwardly therefrom and integrally formed with the face panel. 
Means are specifically provided for increasing the frictional resistance 
with the soil mass by sloping the rear wall of the embedment beam. 
The above referenced patents describe retaining wall members of the gravity 
wall type. Other examples of gravity wall type retaining wall members are 
set forth and shown in several U.S. patents including U.S. Pat. No. 
4,196,161, a more recent patent teaching a method for producing pre-cast 
monolithic concrete units with spaced apart, generally parallel walls and 
at least one interconnecting beam or cross member. This construction forms 
a generally "H" shaped member with a frontal member of substantially 
planar construction disposed in generally parallel spaced relationship to 
the rear member. U.S. Pat. No. 4,380,409 is a 1983 patent teaching a crib 
block for erecting bin walls. A unitary pre-cast component comprises a 
pair of spaced sidewalls having a central connector arm extending 
therebetween. The unit is constructed with the transverse thickness of the 
sidewalls and merger segments increasing toward the transverse center line 
of the unit to increase the resistance to transverse bending loads. The 
structural elements are shown to be provided in a plurality of lengths, 
longer lengths being presented at the bottom to accommodate greater forces 
and shorter lengths being disposed atop a stacked array. Means are 
provided for interlocking concrete facing panels of each structure and the 
pre-cast concrete blocks are said to be usable for space barriers, sound 
barriers, retaining walls, sea walls, dams, flood control walls, bridge 
abutments and the like. 
Another type of retaining wall is that referred to in the industry as the 
soil reinforced system. These retaining wall structures also utilize a 
concrete face of generally planar construction, but the face is secured to 
the tie-back elements embedded in the soil. The tie-back elements are laid 
within the soil mass as the wall is constructed, and the soil mass 
directly provides the reinforcement to the retaining wall structure. These 
structures are generally more economical due to the fact that less 
concrete is utilized in their fabrication, they are lighter in weight and 
easier to ship and handle. Tie-back elements do, however, require a 
greater distance behind the face panel for securement than the gravity 
wall. A gravity wall member incorporates the weight of the embedment beam 
as well as the weight of the soil immediately thereabove for securement. 
For this reason, a great distance behind the face panel is not required 
for its securement. Distance is, unfortunately, often a major 
consideration when building retaining walls next to hills and in a limited 
right-of-way. 
A retaining wall is very often provided in a region adjacent a hill or 
other sloping earthen area. In such a region, the base of the retaining 
wall near the slope will have a limited distance in which to provide 
securement of the face panels. However, the base of the retaining wall is 
the region which receives the greatest loading from the earthen mass which 
it retains. For this reason, soil reinforced retaining wall systems are 
not always feasible in applications with limited rearward extension 
distance. Even retaining walls of limited height have limitations as to 
the minimal amount of anchoring that is necessary for ultimate stability. 
When soil reinforcement retaining wall systems are used, the limitation in 
back depth thus becomes a limitation in the height of the wall. Such 
problems are not typical of gravity wall systems, which are capable of 
providing the requisite anchoring force by the concrete embedment beams 
extending therebehind. However, the advantages of soil reinforcment could 
be utilized if consideration was given to establishing a greater back 
depth. 
The present invention provides an advance over the prior art by providing a 
retaining wall system incorporating the advantages of both gravity wall 
and soil reinforcement walls. The gravity wall is used in the lower region 
of the retaining wall where maximum force must be accommodated and minimum 
rear extension distance is usually found. The soil reinforcement members 
are mounted above the gravity wall system in a region where the loading is 
reduced, less rearward extension length is required, and more distance is 
generally available. In this manner a less expensive retaining wall 
assembly can be utilized with the same structural integrity as a wall 
system constructed soley of gravity wall members. 
SUMMARY OF THE INVENTION 
The present invention relates to retaining wall systems. More particularly, 
one aspect of the present invention incorporates a retaining wall system 
incorporating a gravity wall and a soil reinforcement wall system in a 
common retaining wall assembly. One or more frontal panels are provided 
for both retaining wall types, the panels being constructed for forming a 
substantially unitary retaining wall. In one aspect of the invention the 
panels may be interlocking and may be formed of a single panel style. In 
either design, the soil reinforcement face panels are constructed for 
coupling to the soil reinforcement elements for extension therebehind. The 
gravity wall face panels are constructed with at least one orthogonal 
embedment beam extending rearwardly therefrom. Various embodiments of both 
soil reinforcement and gravity wall elements may be utilized in accordance 
with the principles of the present invention. 
In another aspect, the invention includes a retaining wall system 
comprising at least one gravity retaining wall member and one soil 
reinforcement retaining wall member. The gravity wall member is 
constructed with a face panel and a rearwardly extending embedment beam. 
The soil reinforcement retaining wall member includes a face panel and a 
rearwardly extending soil reinforcement element. Means are provided for 
mounting the soil reinforcement member upon the gravity wall member for 
the creation of a common retaining wall therebetween. 
In yet another aspect, the gravity wall member described above may comprise 
a generally I-shaped pre-cast concrete structure and the embedment beam 
may further include top, rear and bottom surfaces, the top surface being 
constructed with a first raised section adapted for matingly engaging the 
bottom surface of an embedment beam disposed thereabove. The bottom 
surface of the embedment beam thus includes a recessed portion adapted for 
matingly receiving, in interlocking engagement, the raised portion of the 
embedment beam disposed therebelow. 
In another aspect of the invention, the above-described retaining wall 
system includes soil reinforcement members found with a pre-cast concrete 
face panel having cast therein connecting members, the connecting members 
being adapted for the securement of the soil reinforcement element 
extending rearwardly therefrom. The soil reinforcement member may comprise 
a metal grid adapted for soil embedment, a series of filaments adapted for 
soil embedment or other conventional soil reinforcement techniques. The 
connection members may comprise filament loops encased within the face 
panel, and the soil reinforcement member may comprise a plurality of wire 
members in a strap or an interlocking grid configuration adapted for 
securement to the loops. The select wires of the soil mass reinforcement 
member terminate along a grid engagement region in a generally arcuate 
shape adapted for matingly engaging the loops of the connection means. A 
tie rod is disposed between the loops and the arcuate wire ends for 
defining an interlocking relationship therebetween. 
Soil reinforcement techniques for supporting concrete face panels have a 
myriad of approaches. Several of these are set forth and shown in the 
prior art patents listed above. A reinforced soil tether and a series of 
pre-cast concrete panels secured thereto will, in certain instances, 
provide all of the strength necessary for the soil backfill. With such 
tether arrays, the backfill soil generally available at the construction 
site may be utilized for the soil mass securement. This is true as long as 
sufficient distance is provided behind the concrete facing panel. 
Generally, the tie back or grid material is corrosion resistant and once 
properly secured to the facing panel may be used in a myriad of 
applications. As stated above, the primary limitation for use of such 
panels is the base width, or that spacing behind the panel to which the 
reinforced grid can be extended. This is a particularly critical 
consideration when addressing cut slopes because the overall stability of 
the slope with the wall in place must be carefully analyzed. 
In the construction of such soil reinforced assemblies, each grid is 
backfilled and compacted with soil prior to the extension of the next 
adjacent grid thereabove. With each extension and soil compaction of the 
grids, an assembly is provided that can accommodate sliding and 
overturning loads that may be readily calculated by the properties of the 
soil and the size of the grid associated therewith. 
In another aspect, the above-described invention may include face panels 
which are formed from concrete, with an interlocking lip formed 
therearound, and having spacer pads disposed therebetween, the spacer pads 
defining a separation space between the interlocking face panels. The face 
panels may be constructed with at least one conduit therethrough, the 
conduit adapted for being vertically oriented upon assembly of the panels 
with the conduits in registry one with the other. In this manner the 
conduits may receive an alignment shaft therein to facilitate the assembly 
of the retaining wall. 
In yet a further embodiment of the invention, an improved method of 
erecting a retaining wall from a plurality of pre-cast concrete face 
panels is provided. The method is of the type wherein face panels are 
secured in a generally vertical configuration and structurally secured to 
a soil mass disposed therebehind for maintaining the soil mass adjacent 
thereto. The improvement comprising the steps of providing a plurality of 
first face panels adapted for securement to the soil mass by a soil 
reinforcement member disposed rearwardly thereof and providing a plurality 
of second face panels adapted for securement to the soil mass by an 
embedment beam disposed rearwardly thereof. The plurality of second face 
panel and embedment beam assemblies are disposed in a first position for 
establishing a first, lower retaining wall section. Soil mass is then 
filled around and atop the embedment beam. A plurality of first face panel 
and soil reinforcement member assemblies are then disposed atop the panel 
and embedment beam assemblies. Finally, soil mass is filled around the 
soil reinforcement members and above the embedment beams to define a 
combination retaining wall comprised of embedment beams and soil 
reinforcement members.

DETAILED DESCRIPTION 
Referring first to FIG. 1, there is shown a perspective view of a retaining 
wall assembly 10 constructed in accordance with the principles of the 
present invention. The retaining wall assembly 10 comprises a gravity wall 
system 12 forming the lower three rows of retaining wall sections. Soil 
reinforcement retaining wall sections 14 are positioned above the gravity 
wall sections 12 and comprise the top rows of the assembly 10. Each of the 
wall systems 12 and 14 includes a face panel 16 that is of generally 
planar construction having a plurality of interlocking sides which are, in 
this particular embodiment, of substantially identical size and shape. The 
face panels 16 could, of course, be of different size, shape and style in 
accordance with the principles of the present invention. However, the 
utilization of a common panel 16 presents a composite retaining wall 
assembly 10 and a backfill area 18 that has the appearance of a single 
type of retaining wall construction. 
Still referring to FIG. 1, the design methodology for retaining wall 
systems is quite complex. A number of structural principles, including 
those related to soil mechanics, must be understood and considered in the 
design phase. External stability considerations for the retaining wall 
include a number of potential failure modes. These include (1) failure due 
to the retaining wall sliding along its base, (2) failure of the wall due 
to its overturning, (3) bearing capacity failure, and (4) general slope 
failure. It is well recognized that lateral earth pressure behind the 
retaining wall is the driving force which must be resisted. Contributing 
factors include the dead weight of the soil mass and the weight of the 
retaining wall block itself. These factors must be considered in 
determining what type of retaining wall is used and whether a gravity wall 
or a soil reinforced wall is appropriate. The calculation of foundation 
bearing stress, bearing capacity of the foundation soil, and similar 
constructional parameters are conventional in the art. An internal 
stability evaluation is also necessary for a retaining wall. The soil mass 
behind the retaining wall is generally divided into two regions, an active 
and a resistant zone, which are independently analyzed. Earth pressure 
will vary, of course, with the depth of the retaining wall and the design 
must take all these aspects into consideration. 
Other features in the design must also be addressed. With external and 
internal stability considered, external loading conditions must be 
calculated. These conditions include horizontally placed backfill soil, 
horizontal and inclined surcharge loading, concentrated loading behind the 
wall and any loading from traffic or bridge abutments. The type of wall 
and the type of gravity wall assembly, such as "T" wall versus bin wall, 
varies with the consideration given to the different failure modes. For 
example, a bin wall will function somewhat differently than a "T" shaped 
retaining wall member in the overturning failure mode. 
Referring still to FIG. 1, maximization of design methodology will result 
by the utilization of the two distinct retaining wall systems 12 and 14. 
The heavier retaining wall elements of the gravity wall system 12 will 
permit their utilization in the more narrow backfill region 18 adjacent a 
slope 20 as shown herein. Distance 22 between the front of the face panel 
16 and the end 24 of the slope 20 as it engages the generally level 
surface 26 would in most instances be too short for a retaining wall 
system having the number of vertical panels displayed herein. However, the 
structural stability of the gravity wall system 12 provides adequate 
structural integrity to resist sliding, overturning, and/or general slope 
failure when constructed with conventional civil engineering principles 
and retaining wall technology. Thus the region 28 disposed above the 
gravity wall members may be seen to provide a much greater distance behind 
retaining wall face panel 16 for the placement of soil reinforcement 
members 30, also referred to herein as a tether array. In the present 
illustration, the soil reinforcement member 30 is comprised of a series of 
sheets 32 which may be formed of steel, wire or the like. Sheet 32 is 
comprised of a plurality of rearwardly extending wires 34 secured to 
transversely extending wires 36 creating a generally rectangular grid 
pattern. There are a number of conventional soil reinforcement techniques 
which may be used and these may include straps, lines, cables and similar 
securement tethers, many of which are set forth and described in the prior 
art patents discussed above. 
Referring now to FIG. 2, there is shown a side elevational view of the wall 
system 10 of the present invention. Slope 20 is shown to engage the rear 
surface 38 of a lowermost retaining wall member 40 disposed atop earth and 
surface 26. Earth and surface 26 may be established by grading, backfill 
or other conventional construction methods including generation of a 
select foundation where necessary. Above gravity wall member 40 is a 
second, shorter gravity wall member 42 above which is a third, yet 
shorter, gravity wall member 44. Each of the wall members of the gravity 
wall system 12 includes a face panel 16 disposed outwardly therefrom and a 
rearwardly extending embedment beam 45 extending orthogonally therefrom. 
Embedment beam 45 includes a plurality of apertures 46 that are, in this 
particular embodiment, provided to reduce the weight of the embedment 
beam. Other weight reducing designs could also be implemented, and where 
greater weight is required, select ones of the apertures may be 
eliminated. Likewise, the embedment beams of the present embodiment are 
constructed for interconnecting one with the other. A notch 48 is thus 
provided along the lower surface 50 of each embedment beam although such 
interconnection notches may not always be necessary. The recess or notch 
48, when used, is adapted for matingly engaging a raised section, or 
shoulder, 52 formed in the top surface 54 of the underlying embedment 
beam. In this way, the longitudinal stability of the gravity wall system 
12 may be assured when necessary. 
Referring still to FIG. 2, there is shown above topmost gravity wall member 
44 two rows of soil reinforced retaining wall sections 14. Section 14 
comprises a face panel 16 from which extends a tether array 30. In the 
present drawing tether array 30 is comprised of the metal grid 32 having 
rearwardly extending members 34 connected with transversely extending 
members 36. The presence of soil mass 60 is diagrammatically shown in and 
around both retaining wall assembly sections 12 and 14 for purposes of 
clarity. It should be understood that the assembly of the retaining wall 
within the soil mass 60 is effected in stages whereby soil 60 is filled 
and compacted around each layer during the assembly process. 
Referring now to FIG. 3, there is shown a concrete panel 16 of the type 
utilized with either an embedment beam 45 or a tether array 30, neither of 
which may be seen in this figure. The concrete panel 16 comprises a bottom 
edge 62 having an offset region 64 generating a lip 65 therealong. Lip 65 
may be seen to be formed along all sides of the panel 16 which, in the 
present invention, is a twelve-sided member. Any number of shapes for the 
panel 16 are contemplated in accordance with the principles of the present 
invention. When viewing the present panel 16 in a vertical configuration, 
as shown in FIG. 3, bottom edges 62 and 63 underlie upstanding vertical 
edges 66 formed on opposite sides of the panel 16. Tapered edges 68 expand 
outwardly one from the other symmetrically thereacross and terminate in 
vertical edges 70 upstanding therefrom. Vertical edges 70 terminate in 
inwardly tapering shoulders 72 which terminate in upwardly extending neck 
edges 74. Top edge 76 of the panel 16 is substantially straight and 
disposed in generally parallel space relationship with bottom edge 62. Lip 
65 is, however, formed along each edge as shown herein in both solid and 
phantom lines. The phantom lines represent the hidden lip 65 generated by 
the offset region 64 formed around the surface of the panel 16 to 
facilitate interlocking engagement with adjacent panels 16. During the 
assembly, alignment pins (not shown) may be utilized and elongated 
apertures 78 and 79 are provided therethrough for that purpose. During the 
assembly operation shafts are disposed in the apertures 78 and 79 which 
are positioned in alignment one with the other for securement of said 
assembled face panels 16 in the above-referenced interlocking relationship 
therebetween. 
Referring now to FIG. 4, there is shown a side elevational, cross-sectional 
view of the panel 16 of FIG. 3 taken along lines 4--4 thereof. As may be 
seen in this figure, panel 16 includes lower edge 62 for which a lip 65 is 
provided in association therewith. A similar lip 65 is formed on the top 
edge 76 of panel 16. Connection means 80 are provided for securing the 
panel 16 to a tether array 30. A connector wire 82 thus extends rearwardly 
of panel 16 forming an interconnection loop 84. Portion 86 of wire 82 
embedded within panel 16 is formed with a curved section 87, shown in more 
detail below, affording secured rigidity therewith. The concrete 88 thus 
provides a solid mass from which connection means 80 may provide 
structural rigidity in its engagement with tether array 30. 
Referring now to FIG. 5, the connection means 80 is shown in an enlarged 
side elevational fragmentary cross-sectional view. The connector 84 seen 
to be formed of a loop section 90 formed in the end of wire 82. The metal 
wire or rod 34 of tether array 30 is likewise formed with a generally 
S-shaped loop end 92. The distal end 94 of loop 92 has received 
transversely therebeneath a rod 96. In the present embodiment, rod 96 is 
welded to loop end 94, and a weld 95 is shown securing the rod 96 to loop 
end 94. A similar tie-rod 98 is disposed between loop section 90 and lower 
body section 99 of S-shaped region 92 of wire 34. In this way an 
interlocking engagement between the tether array 30 and the concrete panel 
16 is provided. Force in the direction of arrow 100 will thus be resisted 
by the tether array 30, which force will be transmitted through the loop 
sections 92 and 90 as discussed above. 
Referring now to FIG. 6, there is shown a top plan view of the connection 
member of FIG. 5. Tie-rod 98 is shown to extend beneath wire 82. Wire 82 
is shown to be formed with a frontal loop 83 that passes beneath the wire 
34 of tether array 30 to extend rearwardly in generally parallel spaced 
relationship with itself for embedment within the concrete panel 16. The 
embedment shown herein is provided in curved ends 102 and 104 which are 
both formed in loops. With this looped connection embodiment, an 
interlocking configuration is provided between the soil reinforcement 
members 30 and the face panel 16 to sufficiently withstand the loads that 
would normally be encountered by such retaining walls. Of course, the size 
and length of member 30, and type of material in member 30 and panel 16 
will vary depending on the loads encountered. 
Referring now to FIG. 7, there is shown an enlarged side elevational, 
cross-sectional view of two adjacent panels 16 from FIG. 1. Underlying 
panel 106 is separated from a panel 108 disposed thereabove by a spacer 
pad 110 disposed therebetween. Spacer pad 110 is formed of PVC plastic or 
the like and is positioned to generate a space 112 between panels 16. In 
this configuration it may be seen that the interlocking lips 65 may not 
engage one another during the initial construction. Engagement may only 
occur should panel 108 shift forward in the direction of arrow 114 
relative to underlying panel 106. 
Referring back to FIGS. 1 and 2 in combination, the retaining wall assembly 
10 provides both a structurally sound and aesthetically pleasing vertical 
reinforcement wall relative to slope 20 and the backfill region 18 and 28 
therearound. The panel 16 in the lowermost region of the retaining wall 
assembly 10 may include half panel sections 120 such as those shown 
herein. The half panel sections 120 shown herein are provided for 
accommodating the vertically staggered assembly between adjacent vertical 
rows of panel 16. The panels 120 are connected to embedment beams (not 
shown) that are of reduced vertical height, but of substantially identical 
shape as embedment beams 45 discussed above. 
As shown most clearly in FIG. 1, the embedment beams 45 extending behind 
retaining wall system 12 are constructed in a generally I-shaped 
configuration. Rear wall section 122 of the beam 45 of FIGS. 1 and 2 is 
substantially planar in construction and may be integrally formed with the 
front panel 16 and the connecting, embedment beam 45. In one embodiment, a 
pre-cast concrete structure is formed, wherein the width of the rear wall 
section 122 may vary, depending on the application. As shown herein, 
sections of the rear wall 122 are cut-away for purposes of illustration. 
When the rear wall 122 is provided in a width that is somewhat less than 
or approximately equal to that of the front panel 16, a "crib wall" type 
assembly is formed. The width of the rear wall 122 can, of course, vary 
with each application and in the present embodiment it is less than the 
width of the face panel 16. Earth filled within the confines of rear wall 
122 and front panel 16 thus provides a large mass which will resist 
movement of the gravity wall system 12, the vertical members of which may 
be interlocked one with the other. As discussed above, the top surface 54 
of embedment beam 45, may include the shoulder 52 which mates with the 
notch 48. The presence of notch 48 beneath the retaining wall section 14 
is illustrative of the compatibility between the two systems in that the 
presence of one does not affect the presence of the other. Moreover, the 
variation in length of the embedment beams 40, 42 and 44 is illustrative 
of the reduced loading necessary for the embedment beams at a higher 
vertical height relative to the slope 20. Consistent with the 
above-described principles of the present invention, the combination 
retaining wall assembly 10 is able to accommodate a wide variation in 
retaining wall applications while providing a facade of wall panels 16 
indicating but a single type of retaining wall securement techniques 
therebehind. 
It is thus believed that the operation and construction of the present 
invention will be apparent from the foregoing description. While the 
method and apparatus shown or described have been characterized as being 
preferred it will be obvious that various changes and modifications may be 
made therein without departing from the spirit and scope of the invention 
as defined in the following claims.