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FIELD OF THE INVENTION 
   This invention relates generally to soil improvement, and more particularly to improvements in vertical prefabricated earth drains used for soil consolidation acceleration, liquefaction mitigation, remediation and contaminant removal. 
   BACKGROUND OF THE INVENTION 
   When loads are placed on the surface of soft, saturated clay deposits, large settlements often result because of compression of the clay material. In saturated material, this settlement can take place only as pore water is expelled. If the permeability of the compressible soil is very low, this process takes place very slowly. Total settlements of several meters are common and often take years to occur. This time-dependent process is called consolidation. A process called sand drains and surcharging has been used in these cases since the 1920&#39;s (See D. E. Moran, U.S. Pat. No. 1,598,300). 
   In this process sand drains (columns of sand) are installed vertically on a regular area pattern through the soft layer to be treated. After the sand drains are installed, a sand or gravel drainage blanket one to three feet thick is placed over the drains to permit water to flow out of the drains. An earth embankment is placed over this drainage blanket. The thickness of the embankment or surcharge is normally calculated to produce loading roughly 10% greater than the anticipated final design load planned for the project. 
   The sand drains now provide free drainage paths within the clay mass. Without drains, drainage from any point within the clay must take place vertically, either to the surface, or downward to a permeable soil layer below, if such layer is present. With drains present, the drainage distance from any point within the clay is to the nearest drain. Drains are spaced so that drainage paths are much shortened, and consolidation occurs much more rapidly. The surcharge is left in place until the consolidation process is nearly complete (commonly about 90%). This creates a condition where the soil skeleton (or soil grains) is loaded to a level equal to or somewhat greater than the anticipated design load. The surcharge is then removed and the project proceeds. Since the soft soil skeleton has been precompressed to a load somewhat greater than the design load, no more settlement occurs. 
   In the late 1960&#39;s and early 1970&#39;s, wick drains were developed as an alternative to sand drains. Wick drains are not truly wicks, but are composite drains composed of an extruded flexible plastic core shaped to provide drainage channels when the core is wrapped in a special filter fabric. See, for example, U.S. Pat. No. 5,820,296. The filter fabric (geofabric or geotextile) acts as a filter, constructed with opening sizes which prevent the entrance of soil particles, but allow pore water to enter freely. The finished wick material or drain is strip or band-shaped, typically about ⅛ to ¼ inch thick, and approximately 4 inches wide. It is provided in rolls containing 800 to 1000 feet of drain. An example manufacturer is Nilex Corporation of Englewood, Colo. USA. Its product is sold under the trademark MEBRADRAIN. 
   More recently wick drains have been used to aid in the removal of contaminants from soil or aquifers (See, for example, U.S. Pat. No. 4,582,611). In one variation of this process, wick drains are inserted into the contaminated soil or aquifer, water is injected into one or more of the wick drains, and water with contaminates is removed from one or more wick drains. 
   Another recent development is the use of larger composite drains as a replacement for the sand or gravel drainage blanket. These drains are similar to wick drains but with much larger cross sectional area. They are placed to accept drainage out of the vertical drains and to provide horizontal drainage from under the surcharge. This “under drain system” is very efficient, and is usually cost-effective when compared with a sand or gravel layer. 
   In another variation, the surcharge may be replaced by a system that applies atmospheric pressure to the ground surface. To apply this method an impervious membrane is placed over the area to be consolidated. The edges of this membrane are placed into a trench and buried to provide an airtight seal around the perimeter of the membrane. A vacuum is then drawn from under the membrane. A system of horizontal drains, as just mentioned, is placed under the membrane and distributes the effects of the vacuum uniformly throughout the treated area. The maximum pressure that can be realized in practice is about 70% to 80% of atmospheric, and is equivalent to approximately a 15-foot high embankment. 
   Another application for vertical prefabricated drains in ground improvement is for liquefaction mitigation and remediation. One of the most destructive effects of earthquakes is their effect on deposits of saturated loose, fine sand or silty sand, causing a phenomenon known as liquefaction. When liquefaction occurs the soil mass loses all shear strength and behaves temporarily as a liquid. Such temporary loss of shear strength can have catastrophic effects on earthworks or structures founded on these deposits. Major landslides, lateral movement of bridge supports, settling or tilting of buildings, and failure of waterfront structures have all been observed in recent years, and efforts have been increasingly directed toward development of methods to prevent or reduce such damage. 
   When loose sand is subjected to repeated shear strain reversals, such as caused by an earthquake, the volume of the sand will decrease. If the sand is saturated and drainage out of the sand is prevented, it will be understood that since the volume of the sand is decreasing, the pressure of the water must increase. As the water pressure becomes greater the grain-to-grain contact pressure in the sand must become smaller and smaller. When this grain-to-grain contact pressure becomes zero, the entire sand mass will lose all shear strength and will act as a liquid. This phenomenon is known as liquefaction and can occur in loose, saturated sand deposits as a result of earthquakes, blasting, or other shocks. 
   Treatment of soil to improve liquefaction resistance has taken the form of densifying the soil, providing reinforcing elements within the soil, providing drainage, or some combination of these. Traditionally the most cost effective of these alternatives has been the use of stone or gravel columns to provide reinforcement and/or drainage. Such columns are spaced at intervals within the liquefiable soil. Although the stone or gravel column method has been used extensively in the past, recent research has called into question its effectiveness. For example, see “Drainage Capacity of Stone Columns or Gravel Drains for Mitigating Liquefaction,” Boulanger, R. W., Idriss, I. M., Stewart D. P., Hashish, Y, and Schmidt, B., 2 nd  Geotechnical Earthquake Engineering and Soil Dynamics Conference, Seattle, Vol. I, 678-690, 1997, and “Mechanical Behavior of Stone Columns Under Seismic Loading,” Goughnour, R. R. and Pestana, J. M., 2 nd  Int. Conf. On Ground Improvement Techniques, 7-9 October, 1998, Singapore. 
   One recently developed method of treating liquefiable soil for earthquake protection, comprises a plurality of substantially vertical prefabricated drains positioned at spaced intervals in the liquefiable soil and a reservoir, which is adapted for draining off water that is expelled from these composite drains (see U.S. Pat. No. 5,800,090). The object is to provide pore water pressure relief from a series of spaced locations within a liquefiable soil by providing an open drainage path, which operates as efficiently as possible-i.e. requires as little pressure as possible to move the required amount of water. 
   In the previous application where vertical drains were used for consolidation acceleration, drainage through the drains normally takes place over a period of several weeks, months, or even years. In this case, drainage must take place during strong shaking of the earthquake event, which is only a matter of seconds. The drains used in this application must provide flow capacity at least two orders of magnitude greater than normal wick drains. 
   One product that meets this requirement is the larger composite drains as mentioned above. This product is similar to wick drains but with a thickness of 1 to 1½ inches, and a width of 6 inches or more. Another recently developed product is corrugated plastic pipe. This product is perforated or slotted and can be wrapped in a geofabric. When used for liquefaction mitigation this product will have an inside diameter of from 2 to 10 or 12 inches. 
   Installation of vertical drains is accomplished by means of specialized equipment, consisting of a crane-mounted, vertical mast housing a special installation mandrel. The mandrel, containing the drain, is intruded by force directly into the ground from the bottom of the mast. After reaching the desired depth, the mandrel is withdrawn back into the mast, leaving the undamaged drain in place within the soil. For example, see U.S. Pat. No. 5,213,449. Sometimes vertical vibration is applied to the mandrel to aid in penetration. Typical spacing for wick drains is from three to ten feet. This well proven method of ground improvement has found extensive application where foundation materials are saturated and compressible, with moisture contents up to 100%. Such foundation materials include clays; soft, fine silts; organic deposits; and peat or “muck”. This method is very cost-effective and has virtually replaced the older sand drain method. 
   Installation of drains intended for liquefaction remediation (earthquake drains) is accomplished with similar equipment. The mandrel is larger to accommodate a larger drain cross sectional area. As with wick drains, vibration is often applied to the mandrel to assist in penetrating the soil. However, in this case, the primary purpose of vibration is to densify the soil, since liquefaction potential is also reduced as a result of soil densification. Commonly fins are added to the mandrel to improve transmission of vibration to the soil, thus enhancing the densification process. Densification of the soil is accomplished simultaneously with drain installation. Earthquake drains spacings normally vary from 2 to 6 or 7 feet. 
   U.S. Pat. No. 6,312,190 discloses a method and apparatus for enhancing the effectiveness of prefabricated composite vertical drains. This is accomplished by actively pumping water from the drain for some period of time. Temporarily pumping water from the drain will carry fine soil material out of the soil and into the drain. This suspended fine soil is pumped out of the drain and disposed of. Removal of fine soil material in the vicinity of the drain will increase the permeability of the soil near the drain, thus permanently enhancing the effectiveness of the drain. 
   SUMMARY OF THE INVENTION 
   The method and apparatus of the present invention pertain to improvements in the effectiveness of such prefabricated drains which are installed in a generally vertical manner in soil to be treated for expelling pore water from the soil to the surface. The primary improvement resides in fracturing the soil surrounding the drain by applying hydraulic fracturing. 
   In one embodiment the drain is provided in the form of a perforated tube and fracturing of the surrounding soil is accomplished by providing a seal between upper exterior portions of the tube and the surrounding soil, and by further subjecting fluid within the tube to hydraulic fracturing pressures for fracturing surrounding soil with fluid under pressure applied via the perforations in the tube. Hydraulic fracturing pressures may be applied throughout the entire internal depth of the tube or the hydraulic fracturing pressures may be confined by subjecting fluid in a preselected segment of the tube only with hydraulic fracturing pressure. This latter method may be accomplished by providing spaced packer units within the tube. 
   In addition to the novel feature of fracturing soil surrounding the prefabricated drain novelty is further provided by supplying a propping agent to the surrounding soil after fracturing for propping fractures in the soil. As an alternative, the present invention also teaches the supplying of a propping agent to the surrounding soil prior to fracturing for propping fractures in the soil thereafter created by fracturing. 
   A further embodiment of the present invention provides the alternative of hydraulically fracturing the surrounding soil as the drain is being installed with fluid under pressure. This embodiment may be further enhanced by supplying the fracturing fluid under pressure to the surrounding soil in pulses. In this embodiment, a propping agent may also be supplied to the surrounding soil being fractured during the step of fracturing, and, in fact, the propping agent may be supplied in direct combination with the fracturing fluid. 
   In yet another embodiment of the present invention, hydraulic fracturing of the soil surrounding the prefabricated drain may be omitted and radially extending fissures are instead created in the surrounding soil mechanically or with water jets and a propping agent is supplied to the radially extending fissures to prop them. In this embodiment of the present invention, the propping agent may be supplied to the fissures in the form of particulate material or as a continuous ribbon of porous filter fabric. 
   DESCRIPTION OF RELATED PRIOR ART PERTAINING TO HYDRAULIC FRACTURING 
   The concept of generating fractures in soil or rock by liquids being pumped into the formation at high pressure and high rate of flow has been recognized by the oil industry for many years, and was first applied in 1932. The importance of hydraulic fracturing in geotechnical problems was not pointed out until recently (“Hydraulic Fracturing in Field Permeability Testing,” Bjerrum, L., et al.,  Geotechnique , London, England, Vo. 22, No. 2, June 1974, pp. 319-332). More recently fracturing has been used to enhance wells used for in situ soil remediation (see for example Venkatraman, S. N., Schuring, J. R., Boland, T. M., and Kosson, D. S., “Fracturing for In-Situ Bioremediation,” Civil Engineering, March, 1996, 14A-16A) 
   It is believed that hydraulic fracturing occurs in a borehole because of the wedging action of the water acting on the walls of the hole or the wetted zone around the hole (“Laboratory Study of Hydraulic Fracturing,” Jaworski, A. M., Duncan, J. M., and Seed, H. B., J. Geot. Engr. Div., Proc of A.S.C.E., Vol. 7, No. GT6, June 1981). When hydraulic fracturing is induced from a cylindrical bore, vertical cracks tend to form radially from the bore walls. These cracks can extend for some distance from the bore, thus providing preferred flow paths through the soil into the bore. This effectively increases the area through which fluid can flow from the ground into the bore. Flow of water from the soil into the bore is greatly enhanced. The prior art, however, does not suggest or perceive the possibility of using hydraulic fracturing in combination with prefabricated earth drains as taught by the present invention. 
   The prior art in regard to oil and gas wells also teaches that the effect of the fracture created cracks can be further enhanced by carrying a “proppant” in suspension in the fluid pumped into the formation. This proppant fills the cracks as they are created with some permeable material and assists in maintaining the crack as a preferred drainage path (see for example U.S. Pat. No. 4,051,900). 

   
     BRIEF DESCRIPTION OF THE DRAWINGS 
     Other objects and advantages appear in the following description and claims. The accompanying drawings show, for the purpose of exemplification, without limiting the invention or claims thereto, certain practical embodiments illustrating the principals of this invention, wherein: 
       FIG. 1  is an isometric view of a corrugated and slotted or perforated plastic tube for use in one embodiment of the method and apparatus of the present invention; 
       FIG. 2  is a schematic view in vertical elevation in mid cross section illustrating apparatus for hydraulically fracturing soil surrounding an earth drain in accordance with the teachings of the present invention; 
       FIG. 3  is a schematic view in vertical elevation in mid cross section illustrating apparatus for hydraulically fracturing soil surrounding an earth drain in a preselected segment of the earth drain only; 
       FIG. 4  is a perspective view of a hollow mandrel apparatus for installing prefabricated earth drains in accordance with the teachings of the present invention; 
       FIG. 5  is a view in vertical mid cross section of the structure shown in  FIG. 4 ; 
       FIG. 6  is a perspective view of the bottom portion of a hollow mandrel apparatus for carrying out an embodiment of the method and apparatus of the present invention which creates radial fissures in the surrounding earth and injects propping agent into the created fissures; 
       FIG. 7  is a view in cross section of the apparatus shown in  FIG. 6  as seen along section line VII—VII; 
       FIG. 8  is a schematic drawing in perspective illustrating the lower end of a hollow mandrel utilized to insert a prefabricated drain downwardly into the earth while hydraulically fracturing the surrounding soil during the insertion process; 
       FIG. 9  is a schematic drawing in perspective illustrating the bottom end portion of a hollow mandrel for inserting a prefabricated drain in accordance with the teachings of the present invention while simultaneously applying hydraulic fracturing and expelling propping agent; 
       FIG. 10  is a schematic perspective view of the bottom end portion of a hollow mandrel constructed in accordance with the teachings of the present invention for creating radial fissures in the surrounding earth while inserting the mandrel and filling the fissures thereby created with geotextile fabric ribbons upon withdrawal of the mandrel; and 
       FIG. 11  is a schematic view in cross section of the apparatus shown in  FIG. 10  as seen along section line XI—XI. 
   

   DETAILED DESCRIPTION OF PREFERRED EMBODIMENTS 
   Enhancement of vertical prefabricated drains in accordance with the teachings of the present invention by hydraulic fracturing of the soil surrounding the drain can be accomplished while the drain is in situ or while the drain is being installed. Enhancement of vertical drain operation by hydraulic fracturing of the soil after the drain is installed will, by necessity, apply only to tubular drains of sufficient diameter to allow access to the interior of the drain. In most instances, such drains will generally apply to drains intended for liquefaction remediation wherein the generally vertical prefabricated drains are installed on a regular area pattern as previously described with uniform spacing between the drains in a liquefiable soil. 
   One product, as previously mentioned, that meets these requirements for liquefaction remediation is a corrugated plastic pipe as illustrated in FIG.  1 . The drain pipe  10  is perforated or slotted with slots  11  and the drain pipe  10  is generally wrapped, but not always, in a geofabric. The drain pipe  10  illustrated in  FIG. 1  is not so wrapped. The inside diameter in this instance might generally be from 2 to 12 inches, as the circumstances may require. 
   Referring to  FIG. 2 , the method of applying hydraulic fracturing to the surrounding soil after the drain pipe  10  is installed is illustrated. The soil  13  is saturated and the ground water level is indicated at  19 . The perforated drain pipe  10  is sealed with exterior packer  12  between upper exterior portions of pipe  10  and the surrounding soil  13 . Exterior packer  12  is a conventional ring or “donut” shaped packer bladder which is inflated with the use of air or water under pressure through tube  14 . Exterior packer  12  prevents fracture fluid from escaping around the exterior of the drain  10  to the surface  15 . 
   A fracture fluid pipe  16  extends downwardly and concentrically into perforated pipe  10  and provides access to insert fracture fluids under pressure into the pipe  10 . An interior packer  17 , smaller, but similar in configuration to exterior packer  12 , is installed between tube  16  and the interior of drain  10  and is inflated with air or water under pressure through tube  18  to inflate the packer and prevent the fracturing fluid from escaping from the top of drain pipe  10 . 
   Fracturing fluid, such as air or water under pressure, is thus applied to the bottom end of tube  16  to a column of water and/or air contained in drain pipe  10  which thereby applies hydraulic fracturing pressure for fracturing surrounding soil  20  with fluid under pressure applied via the perforations  11  of pipe  10 . 
   The pressure to be achieved to produce fracturing must be in excess of the overburden pressure at any depth plus the tensile strength of the soil. Liquefiable soil will always have a low tensile strength. The hydraulic fracturing is accomplished, in this example, by applying air pressure, water pressure, or air pressure over water. In fact, the drain pipe  10  may be filled with water or other liquid via the fracture fluid pipe  16 , and then the fracturing pressure may be applied by air release from an air pressure tank. Typical fracture pressures will be maintained for a period of 5 to 20 seconds. After fracturing has occurred, the water may be pumped from the drain to further develop the preferential flow pass created by the fractures as is taught in U.S. Pat. No. 6,312,190. 
   The structure illustrated in  FIG. 3  illustrates a variation of the structure shown in  FIG. 2  wherein instead of applying fracturing pressure to the entire drain depth simultaneously as disclosed in  FIG. 2 , in  FIG. 3 , hydraulic fracturing pressure is applied only to selected depths or segments. In this arrangement, two sets of spaced internal packers  17  and  17 ′ are employed and the bottom end of fracture fluid tube  16  is closed off and is provided with an exit  21  intermediate upper and lower internal packer units  17  and  17 ′. This confines the hydraulic fracturing to a preselected segment of drain pipe  10 . 
   In yet another embodiment of the present invention, it is desirable to supply a propping agent to the surrounding soil after fracturing for propping fractures in the soil in order to maintain the flow within the fractures. A propping agent can be carried in suspension in the fracture fluid, or the propping agent may consist of some solid particulate material that penetrates the crack or cracks formed by fracturing. This particulate material holds the crack open thus maintaining an open flow path to the earth bore and ultimately to the interior of the earth drain pipe  10 . 
   Another method in accordance with the teachings of the present invention for carrying a propping agent into the cracks or fissures is to install the drain within a preformed matrix of some granular or particulate propping agent or material as indicated, for example, at  22  in FIG.  2 . The fracture fluid will then carry the particulate material  22  into the cracks as they are formed during hydraulic fracturing. Apparatus in accordance with the teachings of the present invention for installing drains within such an envelope is illustrated by the probe or mandrel  25  shown in  FIGS. 4 and 5 . 
   In this embodiment, hollow mandrel  26  is comprised of inner and outer elongate coextending concentric pipes  27  and  28  respectively having top ends  29  and  30 , and the bottom ends  31  and  32  with an annular space  33  provided therebetween maintained by annularly spaced and positioned spacers  34 . 
   Inner pipe  27  is dimensioned to receive elongate prefabricated drain pipe  10  therein as illustrated and a sacrificial bottom closure  35  closes the bottom end of pipe  10 , and when pipe  10  is in full upward position within inner tube  27 , closure  35  also closes off the bottom ends  31  and  32  of concentric tubes  27  and  28  for driving or crowding the entire probe  25  downwardly into the earth. 
   A pressure tank  36  is secured to the top end of outer pipe  28  whereby the sealed interior of tank  36  is registered with the annular space  33  between concentric pipes  27  and  28  for forcing a propping agent under pressure from the interior of tank  36  down into this annular space  33 , all the way to the bottom thereof. An airlock access  37  is provided on the top of pressure tank  36  for introduction of the propping agent or particulate material into the interior of tank  36 . In addition, a fluid access pipe  38  is also provided for tank  36  for introducing fluid under pressure into tank  36  for assisting in driving the propping agent downwardly into the annular space  33 . 
   A line and pulley arrangement  40  is provided adjacent the top end of concentric pipes  27  and  28  and is configured with line  41  and pulley  42  for pulling the prefabricated drain pipe  10  upwardly into inner pipe  27 . Pulley arrangement  40  is sealed off from the annular space  33  as illustrated so as not to permit the propping agent contained within annular space  33  and the interior space of pressure tank  36  to interfere with the pulley arrangement  40  or to find ingress into the interior of pipe  27 . 
   This entire probe  25  is mounted on a carrier such as shown in U.S. Pat. No. 5,800,090. This mounting arrangement permits the probe  25  to be inserted downwardly into and withdrawn from the ground. 
   The sequence for drain installation is as follows: 
   1. The pull line  41  extends all the way down through the inner pipe  27  and is clamped to the upper end of precut drain pipe  10 , which is also fitted and secured with a sacrificial plate  35  at its bottom end. 
   2. The drain pipe  10  is pulled up into the interior of tube  27  by the pull line  41  until the sacrificial plate now covers the open bottom ends  31  and  32  of the inner and outer pipes  27  and  28  respectively. 
   3. The carrier, such as illustrated in U.S. Pat. No. 5,800,090, now locates the probe  25  over the desired drain location. 
   4. The probe  25  is then vibrated vertically while being crowded downwardly into the ground by the carrier. 
   5. When the desired penetration depth into the ground is reached, the airlock  37  is opened and a measured amount of particulate material as a propping agent is placed into the pressure tank. This particulate material falls down through the annular space  33  between the two pipes  27  and  28 , fully filling this annular space. 
   6. Air lock  37  is closed and air pressure is introduced into the interior of pressure tank  36  via tube  38  and is controlled to roughly 1 psi per foot of depth of probe penetration into the earth. 
   7. The probe  25  is then vibrated vertically by the carrier as it is withdrawn. The sacrificial plate remains in the ground anchoring the drain  10 . As the probe  25  is withdrawn, the particulate material forms an envelope around the drain. Air pressure is reduced within the interior of pressure tank  36  as the probe is withdrawn. 
     FIGS. 6 and 7  illustrates a variation of the apparatus shown in  FIGS. 4 and 5 . This modification permits the apparatus during installation of the drain pipe  10  to provide simultaneous installation of drainage arms or fins of the particulate material. In this arrangement outer pipe  28  includes a plurality, in this instance  3 , of uniformly spaced radially and longitudinally extending exterior fins  50  having hollow interiors  51  and open bottom ends  52  which communicate with the annular space  33  whereby propping agent or particulate matter is permitted to expel from the bottom open ends  52  to flow into fissures created in the surrounding soil by fins  50  upon removal of probe  25 , together with hollow mandrel  30 . 
   The structures illustrated in  FIGS. 8 and 9  disclose a further variation of the present invention wherein hydraulic or pneumatic fracturing in accordance with the teachings of the present invention may be accomplished during drain installation. Referring particularly to  FIG. 8 , fracturing fluid such as air or water is forced into the soil through one or more fluid fracture nozzles  55  located adjacent the bottom ends of the two coextending and juxtapositioned fracture fluid tubes  56 . As an alternative, tubes  56  may coextend internally within the drain pipe  10 . The nozzles  55  may be provided at the bottom of the probe  25  adjacent sacrificial plate  35  or they may be positioned therebelow as illustrated in FIG.  8 . Both the volume and pressure of the fracturing fluid supplied via tubes  56  is sufficiently large enough to cause fracturing of the surrounding soil as the probe  25  is being crowded downwardly into the earth. 
   One problem which must be overcome with this arrangement is that the fluid flow from the nozzles  55  will “short circuit” to the ground surface as the probe is being crowded downwardly into the earth thereby creating an annular space around the hollow mandrel  30 . In order to minimize this problem, the fracturing fluid that exits nozzles  55  is applied in pulses. That is, high volume and high pressure fluid are applied for a short period of time, one to ten seconds. The flow is then shut off for a period of time, for example, from five to ten seconds, during further penetration of the mandrel. These off times and on times are adjusted for specific field conditions. 
   The pulsing of the hydraulic fracturing fluid thus allows the mandrel to penetrate into virgin soil during the off period through crowding pressures applied by the carrier, thus sealing the bottom part of the mandrel against the surrounding soil. Also, during this period, any fluid in the annular space surrounding the hollow mandrel  30  will have time to drain and the soil further up the mandrel will again come into contact with the mandrel, thus resealing at a higher level. Thus if the on-time is maintained short, fracturing will occur before this newly established seal is broken. 
   These hydraulic fracturing pipes  56  may also be used in conjunction with any conventional hollow mandrels used in the industry and are not confined exclusively for use with the unique mandrel  30  illustrated. 
   In the arrangement illustrated in  FIG. 8 , the fracture fluid is applied through nozzles  55  at the bottom of pipes  56  which extend below the probe tip at sacrificial plate  35 . The object of this arrangement is twofold. First, the diameter of any annular short circuit path for the fracture fluid is much smaller around these pipes than that around the probe, and thus a stronger seal is provided. Secondly, since the probe has a larger diameter, sealing around the in situ soil will be more efficient as the probe penetrates into the soil during the fluid off time. 
   In addition, the hydraulic fluid being ejected from nozzles  55  may be under such pressures and directed whereby jetting action of the fracture fluid is created. In this instance, the nozzles  55  would be smaller and would perform as fluid jets. The fluid is in this instance delivered at a very high pressure of for example from 1,000 to 10,000 psi at a relatively low volume. This jetting action will actually penetrate or cut into the soil to a designated radial distance thus providing an effective preferred drainage channel in the surrounding soil. Additional fracturing beyond this radial distance may also occur an directed in a radial pattern outward from the tip of the probe  25  to create radial fissures or cavities. 
   As a further alternative, proppants may be suspended in the fracture fluid to aid in maintaining the fractures opened. However, one problem that occurs in this instance is that the propping agent or abrasive can quickly erode the jet orifices of nozzles  55 . In order to avoid this situation, the structure of  FIG. 9  is provided wherein the propping agent is delivered to the bottom of probe  25  via an independent tube  60  having an open bottom end  61 . The proppant is fed downwardly through tube  60  either as a water slurry or a dry compound under air pressure. The pipe  60  terminates slightly above or in front of high pressure jet nozzles  55  whereby the high pressure stream of the fracture fluid emanating from nozzles  55  carrying the proppant which is deposited into the soil fractures being created by the hydraulic jetting. 
   Chemicals, which undergo a chemical reaction with water or soil, may also be dissolved or suspended in the fracture fluid. One particularly promising approach in this regard would be to use a slurry of unslaked lime as the fracture fluid or jetting fluid. Experience is shown that unslaked lime reacts with clay materials forming materials with permeabilities 500 to 1,000 times that of the undisturbed soil (Broms, B. B. and P. Boman, “Lime Columns—A New Foundation Method,” Journal of the Geotechnical Engineering Division, ASCE, Vol. 105, No. GT 4, April 1979). 
   Turning next to the structure illustrated in  FIGS. 10 and 11 , the hollow mandrel  30  is again illustrated, but in this embodiment, the outer pipe  28  includes a plurality of uniformly spaced radially and longitudinally extending exterior fins  70  having hollow interiors  71  which do not communicate with the hollow annular space  33  between inner pipe  27  and outer pipe  28 . Here the hollow interiors  71  of fins  70  have open top and bottom ends. The open bottom ends  72  are illustrated in FIG.  10 . Elongate ribbons  73  of porous filter fabric or geofabric are retained and coextending in the hollow interiors  71  of each of the fins  70  with the bottom ends  74  thereof exposed through the fin bottom openings  72  and respectively secured, such as by stapling to itself, to sacrificial lost anchor closures  75  which close the bottom open ends  72  of fins  70  for driving the probe  28  downwardly into the earth. 
   This system provides a vertical drain that is installed with uniformly spaced radial drainage appendages or arms in the form of the ribbons  74 . The ribbon  74  is fabricated in rolls and is fed down through the hollow interior  71  of fin  70  to terminate at the respective sacrificial anchor plates or lost anchors  75  as shown. The ribbons  74  are pulled back upwardly until the respective lost anchor  75  rest against the bottom of the fins  70 . The anchor plates  75  thus prevent mud or soil from entering the hollow chamber  71  containing the ribbons  74 . The probe, together with its interior earth drain, is installed as usual as previously explained. 
   After the probe  28  penetrates to the desired depth it is then withdrawn as with normal installation. The lost anchors  75  stay in the ground and anchor the radial drainage material in the form of ribbons  74  and the central drain, as previously explained, is also retained in the ground by sacrificial plate  35 . When the mandrel  30  is withdrawn from the ground, the radial drainage material or ribbons are cut and reattached with fresh anchor plates  75  along with a new central drain pipe  10  and the installation process is repeated for the next drain.

Summary:
The effectiveness of a prefabricated earth drain installed in a generally vertical manner in soil is improved for enhancing the expelling of pore water from the soil to the surface. The soil surrounding the earth drain is hydraulically fractured either while the drain is in place or while the earth drain is being installed. Propping agents may also be supplied to the surrounding soil after hydraulic fracturing for propping fractures in the soil to maintain continuous flow to the drain. Radially extending fissures may also be formed in the surrounding soil either mechanically or through the use of hydraulic jetting and a propping agent is supplied to these fissures either in the form of particulate material or a continuous ribbon of porous filter fabric.