Anchoring and foundation support apparatus and method

An anchor or foundation apparatus and a method for installing said apparatus in an earthen hole. The apparatus employs pivotally swingable plates which swing in an arc upwardly or downwardly into the surrounding media to fix the device therein. The surface of the plates forced into the surrounding media is provided with oppositely disposed rib means extending along the upper and lower edges of the plates and said rib means serve as media containment means. The media containment means extends the zone of media consolidation and the plane for dislodgement of the device a considerable distance outwardly into the surrounding media. The hydraulic force exerted to swing the plates into the surrounding media is measured, from which the strength of the installation is known.

This invention relates to an apparatus and method for installing a 
structural anchor or foundation in an earthen hole. 
The apparatus and method of this invention strengthens media by utilizing 
shear strength, which is the strongest component of media strength. In 
operation, the apparatus acts to prestress a portion of the surrounding 
media, expand the load bearing zone of influence and develop a controlled 
and measurable shear plane out in the surrounding media. 
The mechanisms of compaction and consolidation of any media to achieve 
greater strengths have been known but are more significantly utilized by 
this device. Likewise it has been recognized that the shear strength of a 
media is its strongest and most measurable component but, until this 
device, the shear value of a media has been solely a topic of laboratory 
analysis. 
In operation, the device uses an external hydraulic setting tool to apply 
extreme forces to the surrounding media. Upon application of these forces 
the first mechanism of operation to occur is the compaction of the media 
to displace any moisture or air pockets. This has the effect of forcing 
the particles of the media into a direct and cohesive contact. Upon 
continued application of external force the particles are interlocked or 
consolidated into a denser media, synonymous with the formation of a 
sandstone from sand particles. Throughout the compaction and consolidation 
phases the device is developing a controlled shear plane out in the media 
away from the device. The mechanism of measuring the shear value, as 
employed in the laboratory, is duplicated in this field installation. It 
is therefore possible to make a direct gauge reading of a known quantity 
that is the actual developed strength of the media to resist anchor or 
foundation loading. 
All of the presently used or known anchoring and foundation methods utilize 
only a frictional developed zone of influence, which is the lesser 
component of a media's strength, to resist loading. Because it is not only 
the lesser component but also the least capable of being measured with any 
degree of accuracy or reliability, present systems are conservatively 
overdesigned, labor and material intensive and/or economically unfeasible 
to manufacture and utilize in the sizes required to achieve any usable 
degree of strength. 
Present anchor technology and use is predicated on the most economical way 
of placing a frictional anchor, dead man anchor, or object of equivalent 
load weight into the earth. Foundation design is based on placing a 
concrete mat below frost level with a surface area large enough to 
distribute the load into the earth below, or a frictional device such as a 
pile. None of these devices have a direct method of exactly determining 
its load resisting or bearing capacity. Without prior preparation of the 
media, they do not upon installation increase the media's load bearing 
capacity or consolidate the soil to eliminate settlement or creep, or 
prestress the installation above loading requirement, to assure the 
structure's capability of carrying required loading. All require random 
soil borings and laboratory testing to estimate the media's strength in 
its natural state. These data are then averaged to estimate overall site 
conditions. Structure design is then accomplished with safety factors 
attempting to compensate for the inconsistencies in the testing process 
and site conditions. Testing of a structure's strength cannot be 
accomplished without destroying its integrity. Due to economic pressure, 
site pre-investigation and media testing is reduced or eliminated and the 
structure's reliability becomes questionable. This creates unpredictable 
future costs in correcting structural damage due to failure, whether 
partial or full, and other created liabilities. 
The device of this invention minimizes costs, eliminates the need of 
in-ground concrete, eliminates the need for costly deep drilling and media 
analysis, and estimates approximating the holding strength by providing an 
actual measurement of the structure's strength. 
The apparatus of the present invention is a structure securing or bearing 
device in which a smooth and continuous hydraulic force is applied to 
outwardly swing pivoted consolidating and shear control plates in a 
compacting and consolidating motion into the walls of a hole in any media. 
The hydraulic force that is required by the consolidating and shear plates 
to compact and consolidate the surrounding media provides a controlled 
shear plane in the media. 
The device requires preparation as by augering a hole in the media followed 
by lowering of the device into the hole so that the device rests at the 
bottom of the hole. Once the device is installed, hydraulically actuated 
motive means forces the plates to swing outwardly in an arc to compact and 
consolidate the surrounding media. If a solid mass such as rock resists 
compacting and consolidation when employing large plates, the plates can 
be removed and smaller plates used, or plates with cutting edges may be 
used. With looser media, such as sand, large plates may be substituted. It 
should be understood that the term media as used herein includes all types 
of land composition, be it rock, clay, sand, soil or other and mixtures 
thereof. The device utilizes the compaction, consolidation and positioning 
of the shear plane to maximize the load bearing strength of the media at 
any given setting force. 
The device of this invention avoids the use of in ground concrete. It 
secures anchors and foundations and gives an actual reading of the set 
structures strength in restraint or bearing through direct gauge readings 
of the force applied to actuate the motive means. 
The apparatus of this invention comprises central rod means, compaction and 
consolidation plate assembly means with a central opening for 
concentrically mounting said plate assembly means about said central rod 
means, said compaction and consolidation plate assembly means having a 
plurality of circumferentially spaced outwardly swingable compaction and 
consolidation plates mounted thereon, spreader means adapted to swing said 
compression and consolidation plates outwardly into the surrounding media 
for an arc up to 45 or 55 degrees, limiting means adapted to limit said 
swing to an arc of 45 or 55 degrees, force applying means adapted to force 
said spreader means into swinging said plates into said surrounding media 
and compacting and consolidating and positioning the shear plane for any 
applied force in said media, restraining means for restraining said plate 
assembly means from vertical movement during said swing, and media 
containment means on said plates to cooperatively function with the 
surfaces of said plates facing the media to contain respective portions of 
said media. 
It is a critical feature of this invention that the swingable plates are 
provided with media containment means. The media containment means can 
comprise peripheral rib-like members along the upper and lower edges of 
the plates. As the plates swing outwardly into the surrounding media, the 
media containment means cooperate with the plate surfaces facing the media 
to entrap or contain respective plug-like portions of the media on the 
plate surfaces which are urged into the media. When the surrounding media 
is earth and the plates swing outwardly over even a small arc, the 
compacted earth in the vicinity of the plates tends to consolidate and 
become rock-like. Increases in hydraulic force to increase the arc from 
above 0 up to 45 or 55 degrees enlarges the mass of earth which is 
consolidated into a rock-like material. The greater the mass of 
consolidated material which is formed, the greater the area of earth that 
must be sheared to dislodge the device. In addition, a rock-like plug or 
portion of consolidated earth is wedged onto the plate surface by the 
containment means and this plug eliminates frictional failure at the plate 
and resists shearing of the consolidated earth near the plate. Both of 
these shearing features require a greatly increased force to dislodge an 
apparatus of this invention having media containment means, as compared to 
a similar device without media containment means. 
An unusual feature of an apparatus of this invention having media 
containment means on the compaction and consolidation plates is that when 
it is used to consolidate soil it provides a maximum shearing area, and 
therefore a maximum securing strength, when the plates are swung outwardly 
to an arc of no more than about 45 or 55 degrees. When the arc increases 
above 45 or 55 degrees, there is a reduction in the shearing area and 
therefore also a reduction in the securing strength. Therefore, the 
apparatus is provided with limiting means to limit the swing to 45 or 55 
degrees. By way of contrast, a similar apparatus without media containment 
means in the same soil media reaches a maximum shearing area when the 
plates are swung outwardly over an arc of 90 degrees, but that shearing 
area is considerably less than the shearing area achieved at a 45 degree 
arc with the apparatus of this invention. 
It is noted that when the apparatus of this invention is employed in a rock 
media, it will generally not be possible to swing the plates over as great 
an arc as when the surrounding media is soil. In general, a useful arc 
setting range in a rock media is about 5 to 15 degrees. In either case, an 
indirect indication of the arc through which the plates are swung in a 
subterranean location can be provided at the surface by measuring the 
vertical distance of movement of the rod carrying the spreader means used 
to swing the plates outwardly. 
The use of gauge means to measure the hydraulic force used to swing the 
plates into the surrounding media is an important feature of the 
invention. Such pressure gauge means will provide indications of any 
significant incremental increases in force requirements to swing the 
plates outwardly over progressive arc increments. Such increases in force 
will be indicative of enhanced consolidation of the soil media. Since the 
consolidation of earth is enhanced by the use of the media containment 
means, full advantage of the media containment means is indicated by gauge 
means. 
The use of pressure gauge means will be required when the device is used to 
test the nature of the surrounding media at various depths in a particular 
hole. In such case, the device is expanded at various depths of the hole 
and the reading on the pressure gauge required to swing the plates over a 
given arc and into the surrounding media will be indicative of the nature 
of the media at the depth being tested. The device is provided with hook 
receiving means for collapsing the device after each test and moving it to 
a different location or out of the earthen hole. By this method, a proper 
media strata can be selected for good support. 
The media containment means can be defined by one or more ribs on the 
periphery of the surface of the swinging plates. These ribs can be of any 
useful configuration. For example, when the surrounding media is earth the 
leading surface of the ribs can be blunt. When the surrounding media is 
rock, a leading edge can be employed. Because the ribs function 
cooperatively with the surface of the plates facing the media to contain 
the media upon spreading and continue to do so upon a force for 
dislodgement, said plate should not have a surface which tends to shed the 
media upon spreading.

Referring first to the anchor mode of FIGS. 1, 2 and 3 it is seen that 
elongated steel rod 10 is provided with bottom threads 12. The bottom end 
of rod 10 is then inserted into the central opening of pivot plate 
assembly 22 which comprises pivot plate 24 having a plurality of 
consolidation and shear plates 26 swingably attached thereto on pivot pins 
28. The bottom end of rod 10 is thereupon inserted into the central 
opening of a spreader assembly 14. Spreader assembly 14 has an upper and 
smaller spreader section 16 connected to a lower and larger spreader 
section 18 by means of a collar 20. Sections 16 and 18 can be joined to 
form a comparable frusto-conical member. Section 16 can constitute a 
mechanical stop and serve as limiting means to limit the angular spread 
accomplished by section 18. Also, the angle between sections 16 and 18 can 
determine the upper limit of the setting range. Spreader assembly 14 and 
pivot plate assembly 22 are both slidable on rod 10 along their central 
openings and are prevented from falling from the bottom end of rod 10 by 
bottom retainer nut 27. 
The partially assembled device comprising rod 10, bottom retainer nut 27, 
spreader plate assembly 14 and pivot plate assembly 22 is lowered to the 
bottom of augered earthen hole 80, as shown in FIG. 3. The device is 
lowered into the earthen hole with consolidating and shear control plates 
26 nested compactly against the central rod 10 as shown in FIG. 1, so that 
spreader 18 is the widest element in the assembly. Therefore, the diameter 
of augered hole 80 need be only slightly larger than the largest dimension 
of spreader 18. Thereupon, pipe column 30 having upper flange 32 is 
mounted on and slid downwardly along rod 10 until its bottom end 34 abuts 
against the upper surface of pivot plate 24. An hydraulic piston assembly 
of any type 36 having a central opening 37 is then mounted on and slid 
downwardly along rod 10 until the bottom end thereof abuts against flange 
32 of pipe column 30. 
Hydraulic piston assembly 36 comprises an outer cylinder wall 40 and an 
inner partial cylinder wall 42 defining an annulus 44. Annulus 44 is 
provided with a movable piston assembly 46 comprising a piston head 48 
within annulus 44 and a hollow piston arm 50 extending upwardly out of the 
interior of annulus 44 through an opening 45 in the top of cylinder 36. 
Piston arm 50 is also provided with a shoulder 52 at its terminus. 
Rod 10 is provided with upper threads 54 for securing upper retainer nut 56 
to rod 10. Upper retainer nut 56 is positioned on threads 54 to cause 
upward movement of rod 10 with piston assembly 46. 
Annulus 44 is divided by piston head 48 into oil filled compartments 66 and 
68. Compartment 66 is provided with nipple 58 for attachment to a flexible 
hose 60 for passage of hydraulic fluid to compartment 66 from a hydraulic 
pump (not shown) to actuate the device (FIG. 3). Compartment 68 has a 
nipple 64 for attachment to a flexible hose for passage of hydraulic fluid 
from compartment 68 back to the hydraulic pump reservoir. Although oil is 
the preferred hydraulic fluid, any other convenient liquid can be used. 
Also pressurized air can be employed. 
When hydraulic fluid is charged to pressure chamber 66, pressure is exerted 
against piston head 48. The force on piston head 48 forces the piston 
upwardly to exert an upward force against retainer nut 56. The pressure 
exerted against piston head 48 forces rod 10 upward while holding pivot 
plate 24 vertically stationary through a downward force exerted through 
setting and load bearing column 30. The only avenue of freedom for 
expansion of compartment 66 to accommodate a continuing increase in fluid 
pressure is in an upward movement of piston head 48. Such an upward 
movement allows high pressure compartment 66 to expand into low pressure 
compartment 68. The expansion of compartment 66 is illustrated by 
comparing FIGS. 1 and 2 whereby it is seen that pressure chamber 66 is 
relatively small in FIG. 1 and is relatively large in FIG. 2. 
The upward movement of piston assembly 46 pushes upwardly on retainer nut 
56 and moves rod 10 and spreader plate assembly 14 up to spread open the 
consolidation and shear plates 26 on pivot plate assembly 22. The 
consolidation and shear plates 26 are thereupon forced out on arc which 
extends outwardly and upwardly under the influence of spreader assembly 
14. Consolidation and shear plates 26 swing outwardly by rotation on pivot 
pins 28 cutting an arc 82 into earthen wall 80 and creating extreme 
forces. While this swinging occurs, pipe column 30 bears down on pivot 
plate assembly 22 to serve as restraining means to restrain vertical 
movement of pivot plate assembly 22. External forces are brought to bear 
upon the media by the outward movement of the consolidation and shear 
plates creating consolidation and compaction of the media and positioning 
of the shear plane away from the consolidation plates and outwardly in the 
media. This positioning of the shear plane out in the load bearing media 
is controlled by shear bars or ribs 72 in cooperation with the surface of 
plates 26 facing the media to contain the media. Further, the normal zone 
of influence is greatly increased in direct proportion to the degree of 
consolidation and compaction of the media. 
After consolidation and shear plates 26 have been spread to achieve the 
desired device strength within the setting range for a determined design 
load, the pressure in chamber 66 can be relieved, and upper retainer nut 
56 removed and hydraulic piston assembly 36 slid upwardly and off of rod 
10. Hydraulic piston assembly 36 can then be reused in other applications. 
The above-described setting action causes the spreader assembly 14 to force 
the consolidation and shearing plates 26 outwardly generating compaction, 
consolidation and positioning of the shear plane in the direction 
indicated by arrows 74. The total delivered setting force as measured by 
the reading on gauge 62 (FIG. 3) is translated to consolidation and shear 
plates 26 causing compaction, consolidation and positioning of the shear 
plane of the bearing soil strata as indicated by arrows 74, as shown in 
FIG. 3. Gauge 62 reads the developed shear strength of the loaded media at 
any position within the setting range. At this point the media has been 
pre-stressed to achieve a loading consolidation equivalent to or greater 
than the design load. The desired and permanent strength of the media has 
been achieved through the compaction, consolidation and positioning of the 
shear plane in the media. 
The movement of consolidation and shear plates 26 into the media allows the 
device in the anchor mode to utilize both the enlarged zone of influence 
and the shear strength of the media. A controlled shear plane bearing 
surface is created during compaction and consolidation by the shearing 
bars or ridges 72 on consolidation and shearing plates 26. An external 
source of pull or tension, such as a guy wire, can be coupled to rod 10 at 
upper threads 54 to convert rod 10 into an anchor rod. The hole can then 
be backfilled or not as desired, depending on the temporary or permanent 
nature of the installation. 
The reading on gauge 62 is the strength of the anchor. A low reading on 
gauge 62 at full extension or a high reading prior to extension into the 
preferred setting range indicates that the device must be reset. The 
device may be removed from the hole by inserting pulling hooks into eyes 
76 and then lifting. Inclined ramp 93, shown in FIG. 6, prevents rib 72 
from getting caught in the earth during lifting. The earthen hole 80 can 
then be augered to a greater depth or the consolidation and shear plates 
can be changed to develop the needed strength at proper extensions. Upon 
resetting, a desired strength will be indicated by the appropriate reading 
on gauge 62 within the setting range. 
The foundation mode of the invention illustrated in FIGS. 4 and 5 utilizes 
exactly the same parts as the anchor mode. However, in the foundation mode 
the combination of spreader plate assembly 14 and pivot plate assembly 22 
is reversed and each is inverted, as compared to the anchor mode. This 
reversal and inversion are the only required changes and are accomplished 
at the time of assembly. Such exhibits the remarkable versatility of this 
apparatus. In assembling the device for the foundation mode, the bottom of 
rod 10 is inserted into the central opening of spreader plate assembly 14, 
followed by the insertion of the bottom of rod 10 into the central opening 
of pivot plate assembly 22 which in turn is followed by the screwing into 
position of bottom retainer nut 27. Plate 16 abutting against pivot plate 
assembly 22 constitutes limiting means to limit the ability of spreader 18 
to spread plates 26 to an arc substantially greater than 45 or 55 degrees. 
Rod 10 having spreader plate nut 27, pivot plate assembly 22 and spreader 
plate assembly 14 mounted thereon is lowered to the bottom of augered 
earthen hole 84, shown in FIG. 5. Thereupon, pipe column 30 is lowered 
down rod 10 until its bottom 34 rests on spreader plate 18. Hydraulic 
piston assembly 36 having a central opening is then lowered down rod 10 
until it rests on flange 32 of pipe column 30. Retainer nut 56 is then 
screwed into place on upper threads 54 of rod 10. 
Hydraulic pressure is applied to pressure chamber 66 through hose 60 (FIG. 
5). The pressure is indicated on gauge 62. The pressure upon piston head 
48 is exerted through shoulder 52 against upper retainer nut 56. Since 
piston 48 is restrained by nut 56, increasing fluid pressure in chamber 66 
causes chamber 66 to expand and force cylinder 40 downwardly against 
flange 32 of pipe column 30 and thence downwardly against spreader plate 
assembly 14, pivot plate assembly 22 and bottom retainer nut 27. 
The above setting action causes relative movement between rod 10 and pipe 
column 30 causing the spreader plates 16 and 18 to pivot the consolidation 
and shear plates 26 outwardly and downwardly into the sides of the earthen 
hole, cutting arc 86 into the media. Nut 27 restrains plate assembly 24 
from vertical movement. The total delivered setting force is translated to 
consolidation and shear plates 26, causing compaction and consolidation of 
the bearing soil strata outwardly and downwardly in the direction 
indicated by arrows 70 (FIG. 5). The result of this consolidation and 
compaction is that a foundation having an enlarged zone of influence is 
created for resisting any sinking of the structure into the earth. 
The reading on gauge 62 is an indication of the strength of the foundation. 
A low reading on gauge 62 indicates a low resistance to compaction and 
consolidation of the media at plates 26, as in a soft or sandy soil. The 
device can be pulled out of hole 84 after inserting pulling hooks into 
eyes 88 on spreader plate 18 and after inserting grappling means, not 
shown, to engage bars 91 on the underside of each consolidation and shear 
plate 26 (FIGS. 1 and 4). The earthen hole 84 can then be augered to a 
greater depth at which a harder media or rock formation is available to 
provide a greater resistance to compaction and consolidation at plates 26, 
and larger plates may be attached. A greater resistance will be indicated 
by a high reading on gauge 62 and will provide a more secure foundation. 
After consolidation and shear plates 26 have been securely embedded into 
the earth, the pressure in hydraulic piston assembly 36 is relieved and 
piston assembly 36 is removed, as earlier described, and reused elsewhere. 
When the device is in use in the foundation mode, a building structure will 
exert a downward force on pipe column 30 spreader plate assembly 14 and 
thence on consolidation and shear plates 26. This downward force will be 
resisted by the compacted and consolidated media under plates 26. Because 
the earth has been compacted and consolidated as indicated at arrows 70 
the bearing capacity of the small foundation device as shown in FIGS. 4 
and 5 is comparable to a large concrete pile construction without the 
large costs inherent thereto. Unlike the guess work and conservative 
oversized volumes of concrete required to ensure adequate support, the 
foundation of our invention has a known set strength, which is indicated 
by gauge 62. 
FIGS. 6 and 7 illustrate the opposite sides of consolidation and shear 
plates 26 and show shear plane control ribs 72. Ribs 72 extend along at 
least two edges of plates 26, as shown in FIG. 6, wherein facing ribs 72 
are disposed oppositely from each other and extend along the lower and 
upper edges of plates 26. If desired, ribs 72 can extend along all four 
edges of rectangular consolidation and shear plates 26. The side of 
consolidation and shear plates 26 which contacts spreader assembly 24 is 
braced by cheek plates 90. Cheek plates 90 embrace a pivot arm 92 having 
an opening 94 for receiving pivot pin 28, indicated above. 
FIG. 8 is a detailed plan view of the anchor mode of the consolidation and 
shear plate assembly in extension along the line VIII--VIII of FIG. 2. 
There is always a plurality of compression and shear plates 26 and the 
preferred number is four, as shown in FIG. 8. All the parts indicated in 
FIG. 8 were explained above. However, FIG. 8 is presented to more clearly 
illustrate how compression and shear plates 26 swing outwardly on pivot 
pins 28 under the influence of spreader assembly 14. Spreader assembly 14 
rides entirely behind plates 26 
Tests conducted on prototypes of both the anchor and foundation modes of 
the device of this invention have shown strengths, as indicated by gauge 
readings, that prior art devices and constructions could only achieve with 
much larger mass, much greater depth, or a combination of both. Moreover, 
the strengths of the present device are known with confidence because of 
the gauge readings while the actual strengths of the prior art devices 
cannot be known. 
FIG. 9 shows a dual hydraulic piston assembly including hydraulic cylinders 
100 and 102, having ports 104 and 106, respectively, for the admission of 
hydraulic fluid. The assembly includes lower supporting plate 108 having 
central opening 110 and upper lifting plate 112 having central opening 
114. The assembly is mounted on pipe column 116 having an upper flange 118 
with central opening 120. Rod 122 having threaded regions 124 and 126 for 
receiving holding nut 128 and restraining nut 130, respectively, extends 
through and above pipe column 116 and flange 118. Vertical movement of rod 
122 actuates consolidation and shear plates, not shown. Prior to engaging 
restraining nut 130 on rod 122, the entire hydraulic piston assembly is 
mounted about rod 122 and rests upon flange 118. Thereupon, restraining 
nut 130 is screwed onto threads 126 and against plate 112. 
The operation of the dual hydraulic piston assembly is illustrated in FIG. 
10. Fluid under pressure is admitted to hydraulic ports 104 and 106 to 
actuate pistons within cylinders 100 and 102 which in turn forces piston 
arms 132 and 134 upwardly. Upward movement of piston rods 132 and 134 
lifts plate 112 which in turn raises rod 122 by means of restraining nut 
130. The vertical movement of rod 122 causes the spreading of subterranean 
consolidation and shear plates, not shown. The hydraulic piston assembly 
is provided with a calibrated scale 136 which relates the extent of lift 
of piston arms 132 and 134 to degrees of arc opening of the consolidation 
and shear plates. The assembly is also provided with gauge 138 which is 
connected to the hydraulic piston assembly through lines 139 and 140. 
Gauge 138 is calibrated to indicate the force developed to swing the 
consolidation and shear plates into the surrounding media and is also 
calibrated to indicate the installed strength developed in the media by 
the device. It has been determined that the force required to dislodge the 
device equals the force required to swing the consolidation and shear 
plates into the surrounding media times a factor of 0.7. 
After the consolidation and shearing plates are properly swung into the 
surrounding media, the hydraulic force can be released. The vertical 
position of rod 122 may thereafter be secured by screwing holding nut 128 
downwardly on threads 124 to position 128', where it abuts against flange 
118 to prevent any lowering of rod 122. Thereupon, restraining nut 130 can 
be removed from rod 122 and the entire hydraulic piston assembly can be 
lifted from flange 118 for reuse at another location. 
FIGS. 11 and 12 show consolidation and shear plate 142 for use in a rock 
media. Consolidation and shear plate 142 is provided with shear plane 
control bars 144 and 146 having leading edges 148 and 149, respectively, 
for biting into rock media. Plate 142 has a relatively narrow width of 
about one inch because of the hardness of the material which it 
encounters. 
FIGS. 13 and 14 schematically illustrate the occurrence of compaction and 
consolidation of earth media around outwardly swinging plates 150, each 
having a pair of shear plane control bars or ridges 152. FIG. 13 shows 
plates 150 swung outwardly over a relatively small arc of 10 degrees, 
measured from the vertical. Some consolidation of earth into a rock-like 
material, as indicated at 154 is occurring within and near containment 
zones 156 defined by ridges 152 and the surface of plates 150 facing the 
media. The material beyond the consolidated material is compacted but 
non-consolidated earth, as indicated at 158. 
FIG. 14 shows earth consolidation and shear plates 50 spread outwardly into 
the surrounding media over a greater arc of 45 degrees. It is seen that 
the rock-like formation 160 due to consolidation is now greatly extended, 
compared to FIG. 13. It is noted that the ridges 152 provide locking 
ledges, as indicated at positions 162, resisting any shear of rock-like 
formation 160 relative to the surface of plates 150 upon dislodgement. 
The enlargement of shear plane upon dislodgement when employing the 
consolidation and shear plates of this invention is illustrated by a 
comparison of FIGS. 15 and 16. FIG. 15 shows plates 164 which are not 
equipped with the shear plane control bars of this invention extended into 
surrounding earth media over an arc of 90 degrees, which is the customary 
arc for plates not equipped with the shear plane control bars of this 
invention. The shear plane generated upon dislodgement is indicated at 166 
and 166'. FIG. 16 shows consolidation plates 168 each provided with a pair 
of shear plane control bars 170. Plates 168 are extended into the 
surrounding earth media over an arc of 45 degrees. A much greater shear 
plane as indicated at 172 and 172' is generated upon dislodgement, as 
compared to shear plane 166 and 166' of FIG. 15. Consolidation and shear 
plates 168 having ridges 170 provide their maximum shear plane at an 
extension of 45 degrees, and the shear plane would decrease at an 
extension greater than 45 degrees. The prior art device of FIG. 15 does 
not have a comparable critical arc of extension. 
FIG. 17 shows earth compaction and consolidation plate assembly 370. Plate 
370 includes media facing surface 372 having a curved edge configuration 
which defines a circle but whose surface is flat. Surface 372 is entirely 
surrounded by circular media entrapment rib 374. The general region 373 
and the diametrically opposite region 375 represent lower and upper edge 
regions, respectively, for purposes of media containment rib designation. 
The assembly also includes underlying cheek plates 376 which embrace pivot 
arm 378 having pivot opening 380. Kickout plate 382 constitutes a ramp 
which inclines downwardly and away from the rib means at lower edge 373 
towards pivot arm 378. Kick out plate 382 serves the function of 
preventing the rib at lower edge 373 from being caught in the media when 
the plate is used in the anchor mode and is being collapsed for removal 
from an earthen hole after being set. 
Plate 370 illustrates a media consolidation plate of this invention having 
a curved edge configuration. Media consolidation plates of this invention 
can have circular or oval edge configurations as well as square or 
rectangular edge configurations. Plate 370 also illustrates that the media 
consolidation rib can extend around the entire periphery of media 
consolidation surface 372, as well as around only a portion of said 
periphery. When the rib extends around the entire periphery, the rib 
segment relatively close to pivot arm 378 is defined as the lower media 
containment rib and the opposing rib segment relatively remote from pivot 
arm 378 is defined as the upper media containment rib. 
FIG. 18 shows media consolidation plate 390 having media facing surface 392 
and inward and outward media containment ribs 394 and 396, respectively. 
FIG. 18A shows a cross-section of plate 390 taken across media facing 
surface 392 facing rib 396 and shows the zone in surrounding media 398 
through which plate 390 exerts a compaction and consolidation influence 
upon an outward swing. FIG. 18A shows that the zone of compaction and 
consolidation projects vertically above the entire media facing surface 
392 as indicated by broken lines 400-400'. In addition, the zone of 
compaction and consolidation influence diverges outwardly from each side 
edge of surface 392 at an angle of about 30 degrees on each side, as 
indicated by broken lines 402-402'. The distance between broken lines 
402-402' illustrates the full lateral extent of the media compaction and 
consolidation zone 398. 
FIG. 19 shows media consolidation plate 404. Plate 404 comprises media 
facing surface 406 and inward and outward media containment ribs 408 and 
410, respectively. Plate 404 is also provided with side edge media 
containment ribs 412 and 414 FIG. 19A shows a cross-sectional view of 
plate 404 taken across media facing surface 406 facing rib 410 and shows 
the zone 416 in the surrounding media through which plate 406 exerts a 
compaction and consolidation influence upon an outward swing. The zone of 
compaction and consolidation influence projects vertically above the 
entire media facing surface 406 as indicated by broken lines 418-418'. In 
addition, the zone of compaction and consolidation influence diverges 
outwardly from surface 410 at each side edge thereof at an angle of about 
30 degrees, as indicated by broken lines 420-420'. Thereby, the distance 
between broken lines 420-420' illustrates the full lateral extent of media 
compaction and consolidation zone 416. 
FIG. 20 shows media and consolidation plate 420. Plate 420 comprises convex 
media facing surface 422 and inward and outward media containment ribs 424 
and 426, respectively. Optionally, plate 420 can be provided with side 
media containment ribs, as indicated by dashed line 428. Media facing 
surface 422 is convex in the direction facing the media and ribs 424 and 
426 comprise a convex arch to conform with the convex surface. 
FIG. 20A shows a cross-sectional view of plate 420 taken across media 
facing surface 422 in the direction facing rib 426 and shows zone 436 in 
the surrounding media through which plate 420 exerts a compaction and 
consolidation influence upon an outward swing. FIG. 20A shows that the 
zone of compaction and consolidation influence is considerably greater 
when employing a convex media facing surface as compared to a flat media 
facing surface. For example, if surface 422 were flat, its vertically 
upward projection would be indicated by vertical dashed lines 430-430'. 
However, in the case of convex surface 422 the zone of compaction and 
consolidation is favorably influenced by the radius of curvature, as 
indicated by lines 432-432' extending radially outwardly from center of 
curvature 438 and intersecting the side edges of plate 420. Furthermore, 
the zone of compaction and consolidation influence diverges outwardly from 
radial lines 432-432' an additional 30 degrees on each side, to provide an 
ultimate enlarged lateral zone of influence indicated by the dashed lines 
434-434'. 
By comparing dashed lines 434-434' in the case of convex plate 420, with 
dashed lines 420-420' in the case of flat plate 406 and with dashed lines 
402-402' in the case of flat plate 390, it is seen that the lateral zone 
of compaction and consolidation influence when employing a convex plate is 
advantageously considerably wider than the zone of lateral influence when 
employing a consolidation plate having a flat surface. 
FIG. 21 illustrates a system utilizing the earth consolidation feature of 
this invention for slope stabilization and as a tie-back for a retaining 
wall. In FIG. 21, retaining wall 440 is employed to stabilize an earth 
embankment created by cutting hill 456 at location 457. Horizontal hole 
458 is augered into hill 456 and anchor device 442 is inserted and set. 
Compaction and consolidation plates 444 and 446 are swung outwardly into 
the surrounding media. Plate 444 is provided with oppositely facing earth 
containment ribs 448 so that media consolidation zone 462 having shear 
line 454 is created. Plate 446 is provided with oppositely facing earth 
containment ribs 450 so that media consolidation zone 452 having shear 
line 460 is created. Earth consolidation zones 452 and 462 tend to 
stabilize soil in hill 456. Furthermore, the anchor serves as a tie-back 
for retaining wall 440. 
In the foregoing specification we have described a presently preferred 
embodiment of our invention and method of practicing the invention. 
However, it will be understood that the invention can be otherwise 
embodied and practiced within the scope of the following claims.