JP4990042B2 - Stabilization method of natural ground, stabilization structure of natural ground, filler, method of forming a space in natural ground, tunnel construction method using propulsion method, tunnel constructed by this method, tunnel construction by excavator Method, tunnel constructed by this method, method for constructing drain well for draining pressurized groundwater, drain well for draining pressurized groundwater - Google Patents

Description

  The present invention relates to a stabilization method and a stabilization structure of a natural ground when a space or a void is built in the natural ground.

  In general, when excavating a tunnel by the shield method or propulsion method, as a sliding material that reduces friction with the natural ground during excavation between the drilling machine such as the shield machine and the propulsion device and the natural ground. It is filled with a filler having a performance as a back-filling material that develops a predetermined strength after a predetermined period of time and retains a natural ground.

  As this filler, for example, Patent Document 1 discloses a liquid A composed of a hardener such as water and cement and a naphthalenesulfonic acid-based water reducing agent, a hardener such as water and cement, and a polymer compound such as a polymer resin. The filler which mixed B liquid which consists of in the space | gap part vicinity is disclosed. This filler is filled in the gap formed on the outer periphery of the drilling machine by utilizing the property that when the naphthalene sulfonic acid-based water reducing agent and polymer resin are mixed, it causes aggregation and becomes highly viscous. Has the performance as a lubricant, and after construction it hardens to the same strength as the natural ground and expresses the performance as a backfill material.

  Patent Document 2 discloses a filler obtained by adding a carboxylic acid-based delayed curing agent to a suspension containing water, cement, polysaccharides, sodium silicate, and a hydrophilic lubricant. This filler is filled in the void formed on the outer periphery of the hole drilling machine, has a gelled state during excavation construction (for example, about one month), and has a performance as a lubricant, and after construction, It cures to the same strength as a mountain and develops performance as a backfill material. The period for maintaining the performance as a lubricant in the gelled state can be appropriately changed by adjusting the amount of the carboxylic acid-based delayed curing material added.

  Patent Document 3 discloses a filler in which a highly water-absorbent resin, bentonite, cement, and a delayed curing agent are mixed. This filler is filled in the gap formed on the outer periphery of the drilling machine, and has the ability to reduce friction between the propulsion unit and the natural ground in the fluidized state during excavation (for example, about 1 to 4 weeks). However, after the construction, it is hardened to the same strength as the natural ground and exhibits the performance of retaining the natural ground. The period for maintaining the performance of reducing the friction between the drilling machine and the natural ground can be appropriately changed by adjusting the amount of the delayed hardening material added.

Patent Document 4 discloses a filler in which a water-absorbent resin, bentonite, sodium silicate, and mud are mixed. This filler has the ability to hold the face by filling the chamber when the drilling machine is stopped, and when the drilling machine is drilled again, the gelling agent for reducing the viscosity of the filler To inject the filler into a fluidized state and to be removed by suction. This filler is used while adjusting the viscosity by changing the amount of water and mud added according to the geology of the natural ground. For example, in the case of a non-permeable soil layer, about 1000 cP, and in the case of a gravel layer It is adjusted and used so that it may become 5000 cP or more.
JP 2006-96650 A JP 7-33234 A Japanese Patent Laid-Open No. 7-82983 JP 2005-220563 A

  However, the fillers described in Patent Documents 1 to 3 have the following problems. (1) Since it does not have the performance of holding a natural ground in a fluidized state for maintaining the performance as a lubricant for about one month, the natural ground may collapse during propulsion. (2) The filled filler is diluted in the groundwater, and the blending ratio of the agent is changed, and there is a possibility that the performance as a lubricant and the performance as a backfilling material are deteriorated. (3) If the propulsion unit is stopped for a long time due to trouble after filling, since the delayed hardening material is added to the filler, the filler is cured and the filler and the propelling pipe are integrated. The machine may not be able to propel. (4) Since the filler during propulsion construction does not have the ability to retain natural ground, it is not allowed to subsidize several millimeters directly below important structures such as railroads, roads, buildings, and low earth covering sections. Under severe conditions, the propulsion method cannot be applied for safety reasons.

  Further, the filler described in Patent Document 4 has the following problems. (1) Since it can be deformed in a gel state, it does not have the ability to hold natural ground like (1) above. (2) The amount of water and mud added must be changed according to the geology of the natural ground, and the viscosity of the prepared filler must be managed, which takes time. (3) It is difficult to adjust the addition amount of water and mud, and only humans with abundant field experience can make adjustments to the addition amount. (4) Since it has a strong viscosity and remains in the chamber, it will adversely affect devices such as pressure gauges. Therefore, when resuming the excavation, all fillers must be completely discharged from the chamber. It takes time to start excavation. (5) The filler discharged from the chamber is collected on the ground and separated into moisture and resin, so that a separating device or the like is required, which increases the capital investment of the drilling machine.

  Therefore, the present invention has been made in view of the conventional problems as described above, and it is possible to stabilize a natural ground that can hold and stabilize the natural ground when forming a space or a void in the natural ground. It is an object to provide a method and a stabilizing structure, and a filler used therefor.

In order to achieve the above object, a method for stabilizing a natural ground according to the present invention provides a method for stabilizing a natural ground in which a space or a gap formed in the natural ground is filled with a filler to hold the natural ground. A filler that is in a solid state at a normal temperature inside or in the void and is in a fluid state when reaching a predetermined temperature higher than the normal temperature is injected into the space or the void in a fluid state and cooled to be in a solid state by now, the hold natural ground by the filling material, during propulsion of the shield machine, you characterized in that a fluid state by heating the filler became the solid state above the predetermined temperature.
According to the stabilization method of a natural ground according to the present invention, the filler that is in a solid state at a normal temperature in the natural ground is filled into the space or void formed in the natural mountain. There is no outflow and it is possible to hold the natural ground. Therefore, the collapse of the natural ground can be prevented, so that the ground surface does not sink.
Further, since the filler is in a fluid state at the time of propulsion of the shield machine, the frictional resistance between the outer peripheral surface of the shield machine and the filler becomes small and can be easily propelled.

Also, the ground stabilization method of the present invention is the underground pipe line by sequentially propelling the propulsion unit with the propulsion jack provided in the start shaft and digging in the ground while sequentially adding the propulsion pipe to the rear part of the propulsion unit In a stabilization method for stabilizing a natural ground when excavating a tunnel by a propulsion method, a normal state in the tunnel is in a solid state, and when it reaches a predetermined temperature higher than the normal temperature, a fluid state A filling step of filling the gap material generated by excavation of the propulsion machine in a fluidized state, and a holding step of holding a natural ground by the cooled solid material. It is characterized by.
According to the ground stabilization method of the present invention, when a tunnel is excavated by a propulsion method, a filler that is in a solid state at a normal temperature in the tunnel is filled in a void generated by excavation of a propeller. For this reason, the solid filler does not flow out of the gap, and it is possible to securely hold the natural ground even if it passes through the propulsion device, and to prevent the collapse of the natural ground in the void.

Further , the ground stabilization method of the present invention is the stabilization method for stabilizing a ground in a tunnel excavated by an excavator having a partition wall behind a cutter for excavating the ground. The filler is in a solid state at a normal temperature, and is filled in a fluid state between the face and the partition wall, and is filled with a filler that becomes fluid when a predetermined temperature higher than the normal temperature is reached. Further, the face is held by the filler.
According to the stabilization method of the natural ground according to the present invention, since the filler that is in a solid state at a normal temperature in the tunnel is filled between the face and the partition wall of the excavator, the solid state filler is the face and the partition wall. Therefore, even if the excavator is stopped for a long time, the face can be securely held and the face can be prevented from collapsing.

Further, the natural ground stabilization method of the present invention is a natural ground stabilization method in which a space or a space formed in the natural ground is filled with a filler to hold the natural ground, in the space or in the space. The filling material which is in a solid state at a normal temperature and is in a fluid state when it reaches a predetermined temperature higher than the normal temperature is injected into the space or the gap in a fluid state and cooled to become a solid state. After holding the natural ground with the material and holding the natural ground with the solid filler, the holding of the natural ground in the solid state is finished by heating the filler to a fluid state. It is characterized by.
According to the method for stabilizing natural ground according to the present invention, the filler temporarily holds the natural ground and can be easily removed when the natural ground is permanently held with concrete or the like. It becomes possible to form a space or a void in the mountain.

In the present invention, when the excavator is propelled, if the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state, the filler is in a fluid state when the excavator is propelled. For this reason, the frictional resistance between the outer peripheral surface of the excavator and the filler is reduced, and propulsion can be facilitated.

Further, the present invention provides a stabilization method for stabilizing a natural ground from which a tunnel has been excavated by a shield machine, and is in a solid state at a normal temperature in the tunnel, and becomes a predetermined temperature higher than the normal temperature. Filling the gap created by the excavation of the shield machine with fluid in a fluidized state, filling the fluidized state with the filler, and cooling the filler into a solid state to hold the natural ground, allowing deformation of the natural ground. It is characterized by stabilizing the natural ground by filling the filler only in the tunnel section that affects the deformation of the natural ground due to the drilling of the tunnel at the position where important structures such as railways and roads are not present And
According to the method for stabilizing natural ground according to the present invention, only the tunnel section in which the deformation of the natural ground is caused by the drilling of the tunnel at the position where the important structure such as the railroad or the road exists, at the normal temperature in the natural ground. Since the space is filled with the filler that is in a solid state, the material cost of the expensive filler can be reduced.

Further, the present invention provides a method for stabilizing a natural ground in which a space or a space formed in the natural ground is filled with a filler to hold the natural ground, and in a solid state at a normal temperature in the space or in the space. Yes, a filler, which is one of lauryl alcohol, lauric acid and stearic acid ester, which is in a fluid state at a predetermined temperature higher than the normal temperature, is injected into the space or the gap in a fluid state and cooled. A natural ground is held by the filler in a solid state .
Further, the present invention provides a stabilization method for stabilizing a natural ground from which a tunnel has been excavated by a shield machine, and is in a solid state at a normal temperature in the tunnel, and becomes a predetermined temperature higher than the normal temperature. Filled with a filler, which is any one of lauryl alcohol, lauric acid, and stearic acid ester, in a fluidized state, in a fluidized state in a void produced by excavation of the shield machine, and the filler is cooled to a solid state A method for stabilizing natural ground, characterized by holding the natural ground.
According to the method for stabilizing natural ground according to the present invention , since any one of lauryl alcohol , which is a higher alcohol , lauric acid , which is a higher fatty acid , and stearic acid ester , which is a fatty acid ester , is used alone as a filler, There is no need to mix a plurality of materials as in the case of the filler, and it takes less time to create the filler. In addition, lauryl alcohol, lauric acid, and stearic acid ester are all biodegradable and are decomposed into water and air over time, so that they do not adversely affect the environment.

In this case, the filler, if further containing flour granules, lauryl alcohol, lauric acid, also in the case where stearic acid ester disappeared by decomposition into water and air, sand, slag, clay, etc. Since the granular material exists between the natural ground and the partition wall, the natural ground can be reliably retained for a long period of time .

Further, the present invention provides a method for stabilizing a natural ground in which a space or a space formed in the natural ground is filled with a filler to hold the natural ground, and in a solid state at a normal temperature in the space or in the space. Yes, a filler that enters a fluid state when it reaches a predetermined temperature higher than the normal temperature is injected into the space or the gap in a fluid state, and the ground is retained by the filler that is cooled to a solid state. The filler contains a biodegradable additive containing any one of higher alcohol, higher fatty acid, and fatty acid ester, and a granular material, and the filler comprises the additive that occupies the filler. The additive and the powder are mixed so that the volume ratio is equivalent to the porosity of the natural ground.
According to the method for stabilizing natural ground according to the present invention, when an additive containing any one of higher alcohol, higher fatty acid, and fatty acid ester is mixed with the filler so as to be equivalent to the porosity of the natural ground, Since the filler contains the same volume ratio as the soil particles of the natural ground, even if these biodegradable additives disappear over time, this powder and granular material will be the same as the natural ground. It has a degree of compressive strength and can hold a natural ground.

Further, the present invention provides a stabilization method for stabilizing a natural ground from which a tunnel has been excavated by a shield machine, and is in a solid state at a normal temperature in the tunnel, and becomes a predetermined temperature higher than the normal temperature. The filler that is in a fluidized state is filled in a gap formed by excavation of the shield machine in a fluidized state, the filler is cooled to become a solid state, and holds a natural ground. Containing a biodegradable additive containing any one of a higher fatty acid and a fatty acid ester and a granular material, and the volume ratio of the additive to the filler is equivalent to the porosity of the natural ground As described above, the additive and the powder are mixed.

Further, the filler of the present invention is filled in a void portion generated by extra excavation of a propulsion device when excavating a tunnel by a propulsion method, and is used for stabilizing a natural ground when the tunnel is excavated. The material is characterized by being in a solid state at a normal temperature in the tunnel and in a fluid state at a predetermined temperature higher than the normal temperature.

The filler of the present invention is filled between the face of the tunnel excavated by the excavator having a partition wall behind the cutter for excavating the natural ground and the bulkhead of the excavator to stabilize the natural ground. The filler is a solid state at a normal temperature in the tunnel, and is in a fluid state at a predetermined temperature higher than the normal temperature.

Further, the filler of the present invention is a filler for holding and stabilizing the natural ground by being filled in the space or the void formed in the natural ground, and is in the space or the void. It is any one of lauryl alcohol, lauric acid, and stearic acid ester that is in a solid state at a normal temperature and fluidized at a predetermined temperature higher than the normal temperature .

Further, the filler of the present invention is a filler for stabilizing a natural ground where the tunnel is excavated by being filled in a void portion generated by excavation of the tunnel by a shield machine , A mixture of an additive containing any one of higher alcohol, higher fatty acid, and fatty acid ester and a granular material so that the volume ratio of the additive in the filler is equivalent to the porosity of the natural ground. It is characterized by being.

In addition, the ground stabilization structure of the present invention is such that the propulsion unit is pushed by a propulsion jack provided in the start shaft, and the propulsion unit is dug in the ground while the propulsion pipe is sequentially added to the rear portion of the propulsion unit. A stabilization structure for stabilizing a natural ground when a tunnel is excavated by a propulsion method for constructing a pipeline, and is in a solid state at a normal temperature in the tunnel, and is a predetermined state higher than the normal temperature. The filler that is in a fluid state at a temperature is filled in a void formed by extra excavation of the propulsion device.

Further , the natural ground stabilization structure of the present invention is a stabilization structure for stabilizing a natural ground of a tunnel excavated by an excavator having a partition wall behind a cutter for excavating the natural ground, A filler that is in a solid state at a normal temperature in the tunnel and is in a fluid state at a predetermined temperature higher than the normal temperature is filled between the face and the partition wall of the excavator. To do.

Further, the tunnel construction method using the propulsion method of the present invention is a predetermined construction method in which a propulsion unit is pushed by a propulsion jack provided in a start shaft and digged in the ground, and a propulsion pipe is sequentially added to the rear portion of the propulsion unit. In the tunnel construction method using the propulsion method for constructing the underground conduit, when the propulsion unit is stopped, the normal temperature in the tunnel is in a solid state, and when a predetermined temperature higher than the normal temperature is reached. Filling the gap created by the excavator excavation of the propulsion unit in a fluidized state with the filler that becomes fluidized, holding the ground with the filler that has been cooled and solidified, and restarting the excavation of the propulsion unit In some cases, the filler in the solid state is heated to the predetermined temperature or higher to be in a fluid state.

The tunnel of the present invention is constructed by the tunnel construction method using the propulsion method of the invention described above .

Further, the tunnel construction method using the excavator of the present invention is the tunnel construction method using the excavator provided with a partition wall behind the cutter for excavating the natural ground, and the normal temperature in the tunnel is stopped when the excavator is stopped. In the solid state, the filling material that is in a fluid state between the face and the partition wall is filled with a filler that is in a fluid state when a predetermined temperature higher than the normal temperature is reached, and the solid material that has been cooled to the solid state The face is held by a material, and when the excavating machine is excavated, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state.

The tunnel of the present invention is constructed by the tunnel construction method using the excavator of the above invention.

Further, the method for forming a space in the natural ground according to the present invention is a method for forming a space in the natural ground, wherein when the space is formed, the normal temperature in the space is in a solid state and is higher than the normal temperature. Filling the space in a fluidized state with a filler that becomes fluid when a predetermined temperature is reached, holding the ground with the filler that has been cooled to a solid state, and when the formation of the space is resumed, the solid The filler in a state is heated to the predetermined temperature or more to make it into a fluid state.

Further, the method for forming a space in the natural ground according to the present invention is a method for forming a space in the natural ground, which is in a solid state at a normal temperature in the space, and in a fluid state when a predetermined temperature higher than the normal temperature is reached A cylindrical hollow tube is filled with the filler, the hollow tube is inserted into the ground, the filler is heated to a temperature higher than the predetermined temperature, and the fluidized state is filled. The material is discharged from the hollow tube.

Further, the method for constructing a drainage well for draining pressurized groundwater according to the present invention is a method for constructing a drainage well for draining pressurized groundwater from an existing underground structure into a natural ground. A hollow tube having a water collection opening equipped with a bit for excavating a natural mountain at the tip is filled with a filter material having a water-permeable gap, and is in a solid state at a normal temperature in the natural mountain. Filling the gap with a filler that becomes fluid when a predetermined temperature higher than the normal temperature is reached, inserting the hollow tube from the underground structure into the ground, and installing the filling. The material is heated to the predetermined temperature or more to be in a fluid state, and the fluid in the fluid state is discharged from the gap by the pressure of the pressurized groundwater acting through the water collecting opening of the hollow tube. It is characterized by that.

Further, the method for constructing a drainage well for draining pressurized groundwater according to the present invention is a method for constructing a drainage well for draining pressurized groundwater from an existing underground structure into a natural ground. A double pipe is formed by inserting a water supply pipe for supplying drilling water into a hollow pipe having a water collection opening provided with a bit for excavating natural ground at the tip. Filled with a filter material having a gap that allows water to pass between the inner periphery and the outer periphery of the water pipe, and is in a solid state at a normal temperature in the natural ground, and becomes a predetermined temperature higher than the normal temperature. Filling the gap with a filler that becomes fluidized, installing the double pipe from the underground structure into the ground, and heating the filler above the predetermined temperature to flow Pressure of the pressurized groundwater acting through the water collection opening of the hollow tube Characterized in that for discharging the filling material of the flowing state from the air gap.

In addition, the filler of the present invention has a bit for excavating natural ground when drilling a hole for constructing a drainage well for draining pressurized groundwater from the existing underground structure. A filling material for filling a hollow pipe having a water collection opening provided in the section to prevent the pressured groundwater from being ejected, which is in a solid state at a normal temperature in the ground, and is higher than the normal temperature. It is characterized by a fluidized state at a high predetermined temperature.

The drainage well for draining the pressured groundwater of the present invention is a drainage well constructed in the ground from an existing underground structure for draining the pressured groundwater, A hollow tube having a water collection opening installed in the mountain, a filter material having a void portion filled in the hollow tube and capable of passing water, and a normal state in the natural mountain is in a solid state, the normal temperature And having a property of being in a fluid state at a predetermined temperature higher than that, the filler is filled with the gap, and when the filler is heated to the predetermined temperature or higher to be in a fluid state, The filler in a fluidized state is discharged from the hollow pipe at the water pressure of the pressurized groundwater acting through the water collection opening of the hollow pipe, and the pressurized groundwater passes through the gap. It is characterized by being discharged.

  By using the natural ground stabilization method and stabilization structure of the present invention, and the filler, the natural ground can be held and stabilized when a space or a void is formed in the natural ground.

DESCRIPTION OF EMBODIMENTS Hereinafter, preferred embodiments of a natural ground stabilization method and a stabilization structure according to the present invention will be described in detail with reference to the drawings.
In 1st-3rd embodiment of this invention, the case where the lower part of a track | line is excavated with the shield machine 1 is demonstrated.
FIG. 1 is a longitudinal sectional view of a tunnel 7 excavated below a track 3 by a shield machine 1 according to the first embodiment of the present invention, and FIG. 2 is a view taken along the line AA ′ of FIG. . In the following drawings, illustration of parts unnecessary for the description of the present invention is omitted.

  As shown in FIGS. 1 and 2, the tunnel 7 is drilled in the natural ground 13 by the shield machine 1. A filler 11 is filled in a gap portion 9 (corresponding to a space or a gap in claim 1) 9 between the outer peripheral surface of the shield machine 1 and the natural ground 13 by excavation of the shield machine 1.

  The filler 11 is composed of an additive containing a higher alcohol lauryl alcohol (for example, Calcoal 2098 (product name, Calcoal: registered trademark, manufactured by Kao Corporation)) and a granular material containing sand and clay. The volume ratio of the additive containing lauryl alcohol is about the same as the porosity of the natural ground 13 (for example, about 30 to 60% in the case of a general sand layer). However, at this volume ratio, when the fluidity of the filler 11 in the fluidized state becomes low and the filling operation into the gap 9 becomes difficult, the volume ratio of lauryl alcohol is increased to the extent that the filling operation can be performed. May be.

  Then, around 20 ° C., which is the normal temperature in the tunnel 7, lauryl alcohol (calcol 2098 in the present embodiment) is solidified, and has a uniaxial compressive strength (for example, 0.5 to Therefore, the solid filler 11 holds the natural ground 13 and prevents collapse of the natural ground 13 in the gap 9.

  Further, when the inside of the tunnel 7 becomes higher than the normal temperature and becomes higher than the melting point of lauryl alcohol (in this embodiment, 23.5 ° C. to 26.5 ° C. which is the melting point of calcoal 2098), lauryl alcohol liquefies. The filler 11 is in a fluid state. For this reason, the filler 11 is kept at a temperature equal to or higher than the melting point in the shield machine 1 and filled in the gap 9 in a fluid state.

  Next, the filling method of the filler 11 of this invention is demonstrated according to a construction procedure. In the present embodiment, a case where the excavation work of the tunnel 7 is performed only at night when the train does not travel on the ground and the excavation work is stopped for a long time during the day when the train travels will be described. In addition, the stop period of the shield machine 1 is not limited to this, For example, this invention can be applied also when stopping for a long period, such as a New Year holidays.

  FIG. 3 is a side sectional view of the shield machine 1 according to the present embodiment. As shown in FIG. 3, the shield machine 1 includes a hood portion 17 having a cutter 15 for excavating the ground, a driving device 19 for the cutter 15, and a discharge for discharging earth and sand excavated by the cutter 15. An earth mechanism (not shown) and a girder part 23 having a plurality of shield jacks 21 for advancing the shield machine 1, and an erector 25 connected to the girder part 23 by the shield jacks 21 and assembling the segment 34 are provided. And tail portion 27.

  The girder part 23 and the tail part 27 include an injection hole 29 for injecting the filler 11 into the gap 9 from the inside of the shield machine 1, an injection pipe 31 whose one end is connected to each injection hole 29, and these injections An injection device 33a that is connected to the other end of the pipe 31 and supplies the filler 11 to the gap portion 9 via each injection pipe 31 and each injection hole 29, and is provided in the vicinity of each injection hole 29. A pressure gauge (not shown) for measuring pressure. The injection holes 29 are provided at four locations on the top, bottom, left and right of each of the girder portion 23 and the tail portion 27.

The injection device 33a includes a tank 37 with a temperature regulator for storing the filler 11 and an injection pump 39 for filler for feeding the filler 11 from the tank 37 with a temperature regulator to the injection pipe 31. ing.
The inside of the tank 37 with a temperature controller is set to about 26 ° C., for example, so that the filler 11 is maintained in a fluid state.
An opening / closing valve 35 is connected to each injection pipe 31, and the filler 11 can be injected simultaneously from all the injection holes 29 or can be injected from each injection hole 29 by opening / closing each opening / closing valve 35. .

  Moreover, the heating wire 41 which is a heating apparatus is provided in the inner peripheral surface of the girder part 23 and the tail part 27. FIG. The heating wire 41 is affixed in an annular shape to the inner peripheral surfaces of the girder portion 23 and the tail portion 27 (FIG. 2), and by energizing the heating wire 41, the entire outer shell of the shield machine 1 is warmed.

  FIG. 4 is a side sectional view of the tunnel 7 showing a state where the shield machine 1 according to the present embodiment has excavated below the track 3.

  When the tunnel 7 is excavated by the shield machine 1 configured as described above, the excavation diameter of the cutter 15 is slightly larger than the diameter of the shield machine 1 as shown in FIG. A gap 9 is formed between the mountain 13 and the excavated excavation of the cutter 15. When excavation work is stopped for a long time, if this gap 9 is left unattended, the ground 13 around the shield machine 1 may loosen and the ground 13 may collapse in the gap 9. Filling material 11 is filled.

  FIG. 5 is a side sectional view of the tunnel 7 showing a state in which the gap portion 9 according to the present embodiment is filled with the filler 11. As shown in FIG. 5, the filler 11 kept in a fluid state in the temperature-regulated tank 37 is supplied by the filler injection pump 39, and is supplied to the gap portion 9 through the injection pipe 31 and the injection hole 29. inject. When the filler 11 is injected, the injection pressure is constantly monitored with a pressure gauge, and the pressure is adjusted with the filler injection pump 39. Since the filler 11 is injected into the gap 9 from the injection holes 29 provided in the girder part 23 and the tail part 27, the filler 11 is injected well over the entire outer periphery of the shield machine 1.

  When the filler 11 is injected, it is injected while confirming with a pressure gauge so that the injection pressure is slightly higher than the earth covering pressure, and is measured by a measuring instrument such as a land subsidence meter (not shown). The pressure is appropriately adjusted according to the deformation of the ground surface to prevent deformation of the natural ground 13. Similarly, the injection amount of the filler 11 is appropriately adjusted according to the deformation of the ground surface measured by a measuring instrument such as a ground subsidence meter.

The filler 11 filled in the gap 9 is cooled by, for example, a surrounding ground 13 at about 20 ° C., so that lauryl alcohol is solidified and the filler 11 becomes a solid state. Since the solid filler 11 does not flow out of the gap 9 and has a predetermined uniaxial compressive strength, the solid filler 13 is held and the collapse in the gap 9 is prevented.
After confirming that the filler 11 is in a solid state, the work in the tunnel 7 is stopped, and the train can run on the ground.
And the last train ends, and work starts again at midnight. At the start of the excavation work, the heating wire 41 is energized prior to this, and the filler 11 is heated via the shield machine 1.

  FIG. 6 is a side sectional view of the tunnel 7 showing a state in which the filler 11 is heated via the shield machine 1 according to the present embodiment, and is an enlarged view of the vicinity of the outer peripheral surface of the shield machine 1. As shown in FIG. 6, when the filler 11 is heated via the shield machine 1 with the heating wire 41 provided on the inner peripheral surface of the shield machine 1, it gradually liquefies from the portion of lauryl alcohol in contact with the outer peripheral face of the shield machine 1. And the filler 11 of the part which lauryl alcohol liquefied will be in a fluid state. When the filler 11 near the outer peripheral surface of the shield machine 1 is in a fluid state, the cutter 15 is rotated to start excavation. Since the filler 11 in the vicinity of the outer peripheral surface of the shield machine 1 is in a fluid state, the frictional resistance generated between the outer peripheral surface of the shield machine 1 and the filler 11 is small, and the shield machine 1 is smoothly promoted. In order to propel the shield machine 1, it is not necessary to fluidize all the fillers 11, and it is sufficient to fluidize at least a portion in contact with the outer peripheral surface of the shield machine 1.

  As described above, according to the stabilization method of the natural ground 13 of this embodiment, when the excavation work is stopped for a long time, the filler 11 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7 is used. In order to fill the gap 9 generated by the excavation excavation of the shield machine 1, the ground 13 is securely held even when the shield machine 1 is stopped for a long time, and the collapse of the ground 13 in the gap 9 is prevented. It becomes possible. Further, since the filler 11 is in a fluid state when the shield machine 1 is propelled, the frictional resistance between the filler 11 and the outer peripheral surface of the shield machine 1 is reduced, and can be easily propelled. Furthermore, since the filler 11 is filled in the gap portion 9 in a fluid state, the filling operation is facilitated.

  Moreover, according to the stabilization method of the natural ground 13 of this embodiment, since the filler 11 consists of lauryl alcohol and sand, among these lauryl alcohol has biodegradability, when time passes, it turns into water and air. It decomposes and disappears, does not remain in the natural ground 13, and does not put a load on the environment. Furthermore, when lauryl alcohol is mixed with the filler 11 so as to have the same porosity as the natural ground 13, sand is contained in the filler 11 at a volume ratio similar to the soil particles of the natural ground 13. Even when lauryl alcohol having biodegradability disappears over time, the ground has a compressive strength comparable to that of the natural ground 13, and the natural ground 13 can be held. And since lauryl alcohol and sand are general raw materials, acquisition of the raw materials is easy. Moreover, since the amount of lauryl alcohol can be reduced by mixing lauryl alcohol and sand, the material cost of the filler 11 can be reduced.

  Furthermore, according to the stabilization method of the natural ground 13 of this embodiment, since the shield machine 1 is equipped with the heating wire 41 for heating the filler 11, the filler 11 can be heated and liquefied. Become. Moreover, since the filler 11 can be efficiently heated by installing the heating wire 41 on the inner peripheral surface of the shield machine 1, the filler 11 can be liquefied in a short time. Furthermore, since the melting point of the filler 11 is 23.5 ° C. to 26.5 ° C., which is several degrees higher than the normal temperature of about 20 ° C. in the tunnel 7, a heating wire for heating and liquefying the filler 11. 41 facilities may be small, and it becomes possible to reduce capital investment.

  Next, a second embodiment of the present invention will be described. In the following description, portions corresponding to the first embodiment are denoted by the same reference numerals, description thereof is omitted, and differences are mainly described.

The shield machine 1 in the second embodiment is provided with a heating device and a cooling device.
FIG. 7 is a side sectional view of the shield machine 1 according to the second embodiment of the present invention. As shown in FIG. 7, Peltier elements 43 that can be heated and cooled are provided on the inner peripheral surfaces of the girder part 23 and the tail part 27. The Peltier element 43 is annularly attached to the inner peripheral surfaces of the girder part 23 and the tail part 27, and the shield machine 1 side that contacts the inner peripheral surface of the shield machine 1 by changing the direction of the current flowing through the Peltier element 43. The end face is heated or cooled.

  The tunnel 7 is excavated by the shield machine 1 configured as described above, and the filling material 11 is filled in the gap portion 9 in the same manner as in the first embodiment until the day of the excavation work is completed and the next excavation work is started. To do.

  The filling material 11 in a fluidized state is filled in the gap 9, energized to cool the end surface of the Peltier element 43 on the shield machine 1 side, and the filler 11 is cooled via the shield machine 1 body. By being cooled, the filler 11 becomes a solid state in a short time and holds the natural ground 13.

  At the start of the next excavation work, prior to this, the Peltier element 43 is energized so as to heat the end face on the shield machine 1 side, and the filler 11 is heated via the shield machine 1. When the filler 11 in the vicinity of the outer peripheral surface of the shield machine 1 is in a fluid state, the cutter 15 is rotated to start excavation.

  As described above, according to the stabilization method of the natural ground 13 according to the present embodiment, the void portion generated by the excavation excavation of the shield machine 1 with the filler 11 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7. 9 is filled, it is possible to reliably hold the ground 13 even if the shield machine 1 is stopped for a long time, and to prevent the ground 9 from collapsing in the gap 9.

  Moreover, according to the stabilization method of the natural ground 13 of this embodiment, since the shield machine 1 is equipped with the Peltier element 43 which can heat and cool the filler 11, it can liquefy and solidify the filler 11 easily. It becomes possible. And since the filler 11 can be efficiently heated or cooled by installing the Peltier element 43 on the inner peripheral surface of the shield machine 1, the filler 11 is brought into a fluid state or a solid state in a short time. It becomes possible.

  Next, a third embodiment of the present invention will be described. The filler 45 in the third embodiment is made of lauric acid, a higher fatty acid.

  FIG. 8 is a side sectional view showing a state in which the gap portion 9 according to the third embodiment of the present invention is filled with the filler 45. Similar to the first and second embodiments, a higher fatty acid lauric acid (for example, Lunac L-70 (product name, Lunac: registered trademark, manufactured by Kao Corporation) is formed in the gap 9 generated by the excavation of the shield machine 1. )) And a filler 45 composed of a granular material containing sand or clay.

  The lauric acid is solidified at around 20 ° C., which is the normal temperature in the tunnel 7, and has a uniaxial compressive strength (for example, about 0.5 to 1.0 MPa) similar to the natural ground 13. The filler 45 in the solid state holds the natural ground 13 and prevents collapse of the natural ground 13 in the gap 9.

  Further, when the inside of the tunnel 7 becomes higher than the normal temperature and becomes higher than the melting point of lauric acid (in this embodiment, 32 ° C. to 36 ° C. which is the melting point of Lunac L-70), the lauric acid is liquefied. 45 becomes a fluid state. For this reason, the filler 45 is kept at a temperature equal to or higher than the melting point in the shield machine 1 and filled in the gap 9 in a fluid state.

  As described above, according to the stabilization method of the natural ground 13 according to the present embodiment, the void portion generated by excavating the shield machine 1 with the filler 45 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7. 9 is filled, it is possible to reliably hold the ground 13 even if the shield machine 1 is stopped for a long time, and to prevent the ground 9 from collapsing in the gap 9.

  Moreover, according to the stabilization method of the natural ground 13 of this embodiment, since lauric acid has biodegradability, it decomposes | disassembles into water and air and lose | disappears over time, and does not remain in the natural ground 13. , Do not put a burden on the environment. And since it is a general raw material, acquisition of a raw material is easy.

Next, fourth to sixth embodiments of the present invention will be described.
In the fourth to sixth embodiments of the present invention, the case where the lower part of the track 3 is excavated by the propulsion method will be described.

FIG. 9 is a longitudinal sectional view of the tunnel 7 excavated below the track 3 by the propulsion device 2a according to the fourth embodiment of the present invention, and FIG. 10 is a BB ′ arrow view of FIG. .
As shown in FIGS. 9 and 10, the filler material 11 is filled in the gap 9 formed between the propulsion unit 2 a and the propulsion pipe 16 a and the natural ground 13 by the excavation of the propulsion unit 2 a.

  At around 20 ° C., which is the normal temperature in the tunnel 7, lauryl alcohol (calcol 2098 in the present embodiment) is in a solid state and has a uniaxial compressive strength (for example, 0.5 to 1.0 MPa) similar to the natural ground 13. Therefore, the solid-state filler 11 holds the natural ground 13 and prevents collapse of the natural ground 13 in the gap 9.

  Next, the filling method of the filler 11 according to the present embodiment will be described according to the construction procedure. Similar to the above-described embodiments, in this embodiment, the case where the excavation work of the tunnel 7 is performed only at night when the train does not travel on the ground and the excavation work is stopped during the day when the train travels will be described.

  FIG. 11 is a schematic overall view of the propulsion equipment 4 according to the present embodiment. As shown in FIG. 11, the tunnel 7 pushes the propulsion unit 2a by the propulsion jack 6 provided in the start shaft 5 to excavate the ground 13 and sequentially adds the propulsion pipe 16a to the rear part of the propulsion unit 2a. Excavated by the propulsion method of building a predetermined underground conduit.

  The propulsion device 2a feeds muddy water into the chamber 22 which rotates to the face facing the surface and which excavates the natural ground 13, a partition wall 18 for applying a constant pressure to the excavated soil and holding it, and mud water. A mud pipe 36 for discharging the excavated soil from the chamber 22, an agitator 28 a for stirring and kneading the excavated soil in the chamber 22, and a pressure for measuring the pressure in the chamber 22 A meter (not shown) is provided.

  The propulsion tube 16a is provided in the vicinity of the injection hole 29 for injecting the filler 11 into the gap 9 from the inside of the propulsion pipe 16a, and a pressure gauge (not shown) for measuring the pressure in the gap 9 And a heating wire 41 which is a heating device. A plurality of injection holes 29 are provided in the upper part of the propulsion pipe 16a. Moreover, the heating wire 41 is affixed annularly on the inner peripheral surface of the propulsion tube 16a (see FIG. 10), and by energizing the heating wire 41, the entire outer shell of the propulsion tube 16a is warmed.

On the other hand, an injection device 33b for manufacturing and supplying the filler 11 is provided on the ground. The injection device 33 b mixes and stores the additive containing lauryl alcohol and the powder and stores the temperature-controlled tank 37 with temperature control and feeds the filler 11 to the gap 9. The filler injection pump 39 and the injection pipe 31 connecting the filler injection pump 39 and the injection hole 29 are configured.
The inside of the tank 37 with a temperature controller is set to about 26 ° C., for example, so that the filler 11 is maintained in a fluid state.

FIG. 12 is a side sectional view of the tunnel 7 showing a state where the natural ground 13 has been excavated by the propulsion device 2a according to the present embodiment, and FIG. 13 is a diagram illustrating that the gap portion 9 according to the present embodiment is filled with the filler 11. It is a sectional side view of the tunnel 7 which shows a state.
As shown in FIG. 12, when the tunnel 7 is excavated by the propulsion unit 2a configured as described above, the excavating diameter of the cutter 15 is slightly larger than the diameter of the propulsion unit 2a. A gap 9 is formed between the mountain 13 and the excavated excavation of the cutter 15. If the gap 9 is left unattended, the ground 13 around the propulsion device 2a is loosened, and the ground 13 may collapse in the gap 9. Therefore, when excavating for a predetermined distance, the excavation operation is stopped, and the gap 9 Is filled with a filler 11.

  The filler 11 kept in a fluid state in the tank 37 with a temperature controller is supplied through the injection pipe 31 and the injection hole 29 by the filler injection pump 39, and as shown in FIG. inject. Since the filler 11 is injected into the gap 9 from each of the plurality of injection holes 29, the filler 11 is injected well over the entire outer periphery of the propulsion unit 2a and the propulsion pipe 16a.

  When the filler 11 is injected, it is injected while checking with a pressure gauge so that the injection pressure is slightly higher than the face pressure, and is measured with a measuring instrument such as a land subsidence meter (not shown). The pressure is appropriately adjusted according to the deformation of the ground surface, and deformation of the natural ground 13 is prevented. Similarly, the injection amount of the filler 11 is appropriately adjusted according to the deformation of the ground surface measured by a measuring instrument such as a ground subsidence meter.

The filler 11 filled in the gap 9 is cooled by, for example, a surrounding ground 13 at about 20 ° C., so that lauryl alcohol is solidified and the filler 11 becomes a solid state. Since the solid filler 11 does not flow out of the gap 9 and has a predetermined uniaxial compressive strength, the solid filler 13 is held and the collapse in the gap 9 is prevented.
After confirming that the filler 11 is in a solid state, the work in the tunnel 7 is stopped, and the train can run on the ground.

  When the final train ends at night, a new propulsion pipe 16a is connected to the rear part of the propulsion pipe 16a embedded in the natural ground 13 and the excavation work is started again. At the start of the excavation work, the heating wire 41 is energized prior to this, and the filler 11 is heated via the propulsion pipe 16a.

FIG. 14 is a side sectional view of the tunnel 7 showing a state where the filler 11 is heated via the propulsion pipe 16a according to the present embodiment, and is an enlarged view of the vicinity of the outer peripheral surface of the propulsion pipe 16a.
As shown in FIG. 14, when the filler 11 is heated via the propulsion tube 16a with the heating wire 41 provided on the inner peripheral surface of the propulsion tube 16a, the liquefaction gradually liquefies from the portion of lauryl alcohol in contact with the outer peripheral surface of the propulsion tube 16a. And the filler 11 of the part which lauryl alcohol liquefied will be in a fluid state. When the filler 11 in the vicinity of the outer peripheral surface of the propulsion pipe 16a is in a fluid state, the cutter 15 is rotated and the propulsion unit 2a is pressed and propelled to start excavation. Since the filler 11 in the vicinity of the outer peripheral surface of the propulsion pipe 16a is in a fluid state, the frictional resistance generated between the outer peripheral surface of the propulsion pipe 16a and the filler 11 is small, and the propulsion pipe 16a propels smoothly. In order to propel the propulsion pipe 16a, it is not necessary to make all the fillers 11 in a fluid state, and it is sufficient to make at least only a portion in contact with the outer peripheral surface of the propulsion pipe 16a. And the heating by the heating wire 41 is stopped during excavation work.

  FIG. 15 is a diagram illustrating a state of the filler 11 in the gap portion 9 during propulsion according to the present embodiment. As shown in FIG. 15, when the heating by the heating wire 41 is stopped, the filler 11 becomes a solid state, but the propulsion unit 2a is propelled, so the filler 11 is fixed to the outer peripheral surface of the propulsion pipe 16a. The part 11a propelled together with the propelling pipe 16a and the part 11b fixed to the ground 13 and not moving even when propelled by the propelling pipe 16a are separated, and a sliding surface is formed on these contacting surfaces. Since this sliding surface is only in contact with the fillers 11, the frictional resistance is small and the propulsion pipe 16a can be smoothly propelled.

  Then, when excavating for a predetermined distance, as described above, the excavation operation is stopped, and the newly formed gap portion 9 is filled with the filler 11 to hold the natural ground 13. When propelling the propulsion device 2a again, only the propulsion pipe 16a located in the gap 9 newly filled with the filler 11 is heated by the heating wire 41 to contact the filler 11 in the portion in contact with the outer peripheral surface of the propulsion pipe 16a. To a fluid state. Since the above-mentioned sliding surface is already formed in the previously filled gap 9, it is not necessary to heat the previously filled gap 9. Therefore, in this embodiment, it is only necessary to heat only the propulsion pipe 16a connected to the excavator and to make only the newly filled filler 11 flow.

  As described above, the propulsion unit 2a is dug by pressing the propulsion pipe 16a with the propulsion jack 6 provided in the start shaft 5, and the filler material 11 is filled into the gap portion 9 generated by the dug. A series of operations in which a new propelling pipe 16a is added to the rear portion, the filler 11 filled in the newly formed gap 9 is made into a fluid state, and the propulsion device 2a is dug again is defined as one cycle. Repeatedly, the tunnel 7 is excavated as shown in FIGS.

  Then, after the propulsion unit 2a reaches a reach shaft (not shown) and the propulsion pipe 16a is buried in the target section, the propulsion unit 2a and the propulsion jack 6 are removed, and the construction is completed.

  As explained above, according to the stabilization method of the natural ground 13 of this embodiment, when excavating the tunnel 7 by the propulsion method under the important structure such as the track 3, the road, and the building, the tunnel 7 In order to fill the gap 9 generated by the excavation of the propulsion unit 2a with the filler 11 that is in a solid state at a normal temperature of about 20 ° C., the ground 13 is securely held even when the propulsion unit 2a is passed. It becomes possible to prevent the collapse in the gap 9 of the natural mountain 13. Further, since the filler 11 is in a fluid state at the time of propulsion of the propulsion device 2a, the frictional resistance between the filler 11 and the outer peripheral surface of the propulsion device 2a becomes small and can be easily propelled. Furthermore, since the filler 11 is filled in the gap portion 9 in a fluid state, the filling operation is facilitated.

  Further, the filler 11 includes an additive containing lauryl alcohol and sand or clay. Of these, lauryl alcohol is biodegradable, and therefore decomposes and disappears into water and air over time, and the natural ground 13 It does not remain inside and does not adversely affect the environment. Furthermore, when an additive containing lauryl alcohol is mixed with the filler 11 so as to have the same porosity as the natural ground 13, the volume ratio of sand and clay in the filler 11 is the same as the soil particles of the natural ground 13. Therefore, even when the biodegradable lauryl alcohol disappears over time, sand and clay have the same compressive strength as the natural ground 13 and can hold the natural ground 13. It becomes. And since lauryl alcohol, sand, and clay are general raw materials, acquisition of the raw materials is easy. Moreover, since the amount of the additive containing lauryl alcohol can be reduced by mixing the additive containing lauryl alcohol with sand or clay, the material cost of the filler 11 can be reduced. .

  Furthermore, since the propulsion pipe 16a includes the heating wire 41 for heating the filler 11, the filler 11 can be heated to be in a fluid state. Moreover, since the filler 11 can be efficiently heated by installing the heating wire 41 on the inner peripheral surface of the propulsion pipe 16a, the filler 11 can be made to flow in a short time. . Furthermore, since the melting point of the filler 11 is 23.5 ° C. to 26.5 ° C. which is several degrees higher than the normal temperature of about 20 ° C. in the tunnel 7, the filler 11 is heated to be in a fluid state. The installation of the heating wire 41 may be small, and the capital investment can be reduced.

Next, a fifth embodiment of the present invention will be described. The filling method of the filler 11 will be mainly described according to the construction procedure.
In the fifth embodiment of the present invention, the distance from the tunnel 7 to be excavated to the track 3 is short, and when the tunnel 7 is excavated, the gap 9 in the tunnel section immediately below the track 3 is adversely affected such as subsidence of the track 3. On the other hand, the distance 9 from the tunnel 7 to be excavated is sufficiently far away from the tunnel 7 to be excavated, and the void 9 in the tunnel section where the excavation of the tunnel 7 does not cause adverse effects such as settlement of the rail 3 Is filled with the lubricant 12. That is, the filler 11 is filled only in the tunnel section where the deformation of the ground 13 is affected by excavation of the tunnel 7 at the position where the track 3 where the deformation of the ground 13 such as land subsidence is not allowed is present. is there.

FIG. 18 is a schematic overall view of the propulsion equipment 32 according to the fifth embodiment of the present invention. As shown in FIG. 18, an injection device 33 c for manufacturing and supplying the filler 11 and the lubricant 12 is provided on the ground. The injection device 33 c is a tank 37 with a temperature controller, an injection pump 39 for filler, a lubricant tank 38 for manufacturing and storing the lubricant 12, and supplies the lubricant 12 to the gap 9. The injection pump 40 for lubricant is configured with an injection hole 31 at one end and an injection pipe 31 that is distributed at the other end and connected to the injection pumps 38 and 40. An opening / closing valve 35 is connected to the injection pipe 31, and the injection of the filler 11 or the lubricant 12 can be switched by opening / closing the opening / closing valve 35. However, the injection pipe for injecting the filler 11 and the injection pipe for injecting the lubricant 12 may be provided as separate systems, and the filler 11 and the lubricant 12 may be injected by separate injection pipes.
When the tunnel 7 is excavated by the propulsion device 2a, the gap 9 is formed as in the fourth embodiment.

FIG. 19 is a side sectional view of the tunnel 7 showing a state in which the gap portion 9 in the tunnel section that is sufficiently separated from the track 3 according to the present embodiment is filled with the lubricant 12.
As shown in FIG. 19, the gap 9 in the tunnel section N that is sufficiently separated from the track 3 and does not adversely affect the sinking of the track 3 even if the tunnel 7 is excavated is provided with a lubricant. 12 is filled.

The lubricant 12 is injected into the gap 9 through the injection pipe 31 and the injection hole 29 by the injection pump 40 for the lubricant. Since the lubricant 12 is injected into the gap 9 from each of the plurality of injection holes 29, the lubricant 12 is injected well over the entire outer periphery of the propulsion device 2a.
When the lubricant 12 is injected, the ground 13 is prevented from being deformed by using an injection pressure, a ground subsidence meter, or the like, as in the case of filling the filler 11 of the fourth embodiment.
Even when the tunnel 7 is excavated, the tunnel 7 is constructed by repeating excavation and filling of the sliding material 12 in the tunnel section N that does not adversely affect the subsidence of the track 3 or the like.

FIG. 20 is a side sectional view of the tunnel 7 showing a state in which the filler material 11 is filled in the gap portion 9 in the tunnel section L near the line 3 according to the present embodiment.
As shown in FIG. 20, the gap portion 9 in the tunnel section L immediately below the line 3 that has an adverse effect such as subsidence of the line 3 when the tunnel 7 is excavated is close to the distance from the line 3 is filled with the filler 11. In the present embodiment, the section having an adverse effect such as subsidence on the line 3 is set near the line 3. However, the present invention is not limited to this, and a section having a bad influence on the line 3 and a section having no adverse effect. Is set in advance by design analysis or the like, and is set as appropriate according to each field condition.

  For example, in the gap 9 near the line 3, the filling of the lubricant 12 is stopped, and the filler 11 that is kept in a fluid state in the tank 37 with a temperature controller is filled as in the fourth embodiment. It is supplied by the injection pump 39 and injected into the gap 9 through the injection pipe 31 and the injection hole 29. The filler 11 filled in the gap 9 immediately becomes a solid state, holds the ground 13, and prevents collapse in the gap 9.

  At the start of the excavation work, only the propulsion pipe 16a located in the gap 9 newly filled with the filler 11 is heated with the heating wire 41, and the filler 11 in the portion in contact with the outer peripheral surface of the propulsion pipe 16a is removed. The propulsion unit 2a and the propulsion pipe 16a are propelled by fluidization.

  Then, the excavation and filling of the filler 11 are repeated, and when the tunnel section N does not adversely affect the track 3, the filling of the gap 9 is changed from the filler 11 to the lubricant 12 as shown in FIG. Then, the lubricating material 12 is filled again by the above-described method of injecting the lubricating material 12, and excavation is performed.

  As described above, when the propulsion pipe 16a is pushed by the propulsion jack 6 provided in the start shaft 5, the propulsion unit 2a is dug, and the distance from the track 3 is close. The gap 9 of the tunnel section L directly below the line 3 is filled with a filler 11, while the distance from the line 3 is sufficiently far away, and even if the tunnel 7 is excavated, the line 3 sunk, etc. The gap portion 9 in the tunnel section N that does not have an adverse effect is filled with the lubricant 12, and then a new propulsion pipe 16 a is added to the rear portion of the propulsion pipe 16 a, and the filler 11 filled in the gap portion 9 exists. In this case, a series of operations in which the filler 11 is made into a fluid state and the propulsion device 2a is dug again is set as one cycle, and this cycle is repeated a plurality of times until the propulsion device 2a reaches the reaching shaft, and a predetermined underground To build the road.

  Then, when the propulsion unit 2a reaches a reach shaft (not shown), mortar is injected as a backfilling material around the outer periphery of the propulsion pipe 16a, and the propulsion pipe 16a is replaced with the lubricant 12 filled in the gap 9 If fixed to 13, the construction is completed.

  As described above, according to the stabilization method of the natural ground 13 according to the present embodiment, the distance from the track 3 is short, and when the tunnel 7 is excavated, the tunnel section immediately below the track 3 and the like has an adverse effect such as subsidence of the track 3. The gap 9 of L is filled with a filler 11, while the tunnel section N is sufficiently far away from the track 3 and does not adversely affect the sinking of the track 3 even if the tunnel 7 is excavated. Since the gap portion 9 is filled with the lubricant 12, the material cost of the expensive filler 11 can be reduced.

  In the fourth and fifth embodiments described above, the method of installing the injection devices 33b and 33c has been described. However, the present invention is not limited to this and may be installed in the tunnel 7.

  Further, in the fourth and fifth embodiments described above, the method has been described in which only the filler 11 filled in the newly formed gap 9 is fluidized when the propulsion of the propulsion device 2a is resumed. For example, the heating wires 41 may be attached to all the propulsion pipes 16a, and all the fillers 11 filled in the gaps 9 may be heated to be in a fluid state.

  Next, a sixth embodiment of the present invention will be described. The propulsion tube 16a in the sixth embodiment includes a heating device and a cooling device.

  FIG. 22 is a side sectional view of the propulsion pipe 16a according to the sixth embodiment of the present invention. As shown in FIG. 22, a Peltier element 43 capable of heating and cooling is provided on the inner peripheral surface of the propulsion pipe 16a. The Peltier element 43 is annularly affixed to the inner peripheral surface of the propulsion tube 16a. By changing the direction of the current flowing through the Peltier element 43, the end surface on the propulsion tube 16a side that contacts the inner peripheral surface of the propulsion tube 16a is heated or It is to be cooled.

Similarly to the fourth and fifth embodiments, the tunnel 7 is excavated by the propulsion device 2a, and the gap portion 9 is filled with the filler 11.
After the filling material 11 is filled, current is supplied so as to cool the end face of the Peltier element 43 on the side of the propelling pipe 16a, and the filling material 11 is cooled via the propulsion pipe 16a body. By being cooled, the filler 11 becomes a solid state in a short time and holds the natural ground 13.

  At the start of the excavation work, the Peltier element 43 is energized to heat the end surface on the side of the propelling pipe 16a prior to this, and the filler 11 is heated via the propelling pipe 16a. When the filler 11 in the vicinity of the outer peripheral surface of the propulsion pipe 16a is in a fluid state, the cutter 15 is rotated to start excavation.

  As described above, according to the stabilization method of the natural ground 13 of this embodiment, the propulsion unit is used to fill the gap portion 9 with the filler 11 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7. Even if the 2a is propelled, the natural ground 13 can be securely held, and the collapse of the natural ground 13 in the gap 9 can be prevented.

  Moreover, according to the stabilization method of the natural ground 13 of this embodiment, since the propulsion unit 2a and the propulsion pipe 16a include the Peltier element 43 capable of heating and cooling the filler 11, the filler 11 is easily flowed. And a solid state. And by installing the Peltier element 43 in the inner peripheral surface of the propulsion unit 2a and the propulsion pipe 16a, the filler 11 can be efficiently heated or cooled. A solid state can be obtained.

  In each of the above-described embodiments, the method of filling the gap portion 9 when excavating the tunnel 7 linearly with the filler 11 and the filler 45 has been described. However, the present invention is not limited to this, and the traveling direction is not limited thereto. On the other hand, when propelling in a vertical or horizontal direction in a curved manner, the present invention can also be applied to a case where large excavation is performed in the vertical direction or the horizontal direction, respectively.

Next, seventh and eighth embodiments of the present invention will be described.
In the seventh and eighth embodiments of the present invention, a natural ground using an auger type excavator in the pipe roof method, which is one of the propulsion methods used when constructing an underground structure below the track 3. Although the case where 13 is excavated is demonstrated, it is not limited to this construction method and excavator, but can be applied to the general propulsion method, and can also be applied to a general excavator used for this propulsion method. .

FIG. 23 is a longitudinal sectional view of the tunnel 7 excavated below the track 3 by the propulsion device 2b according to the seventh embodiment of the present invention, and FIG. 24 is a view taken along the line CC ′ of FIG. is there.
As shown in FIGS. 23 and 24, the tunnel 7 is formed in the natural ground 13 by the approach of the propulsion device 2b. The filler 30 is filled in a gap (corresponding to a space or a gap in claim 1) 44 between the soil particles loosened by the approach of the propulsion device 2b. In the present embodiment, the filler 30 is made of only an additive containing lauryl alcohol (for example, calcoal 2098).

  At about 20 ° C., which is the normal temperature in the tunnel 7, lauryl alcohol (in this embodiment, the melting point of calcoal 2098 is 23.5 ° C. to 26.5 ° C.) is in a solid state and is uniaxial as much as the natural mountain 13. Since it has compressive strength (for example, about 0.5-1.0 MPa), the filler 30 in the solid state holds the natural ground 13 and prevents the natural ground 13 from collapsing.

  Further, when the inside of the tunnel 7 becomes higher than the normal temperature and becomes higher than the melting point of lauryl alcohol, lauryl alcohol is liquefied, so that the filler 30 enters a fluid state. Therefore, the filler 30 is kept at a temperature equal to or higher than the melting point and filled in the gap 44 in a fluid state.

  Next, the filling method of the filler 30 according to the present embodiment will be described according to the construction procedure. Similar to the above-described embodiments, in this embodiment, the case where the excavation work of the tunnel 7 is performed only at night when the train does not travel on the ground and the excavation work is stopped during the day when the train travels will be described.

  FIG. 25 is a schematic overall view of the propulsion equipment 4 according to the present embodiment. As shown in FIG. 25, the tunnel 7 pushes the propulsion unit 2b by the propulsion jack 6 provided in the start shaft 5 and advances the inside of the natural ground 13, while sequentially setting the propulsion pipe 16b at the rear part of the propulsion unit 2b. It is excavated by a propulsion method that connects and constructs a predetermined underground conduit.

  The propulsion device 2b rotates to the face facing the face and digs the natural ground 13, a screw 46 for discharging the excavated earth and sand excavated by the cutter 15 to the rear, and a cylindrical shape for containing these devices. Propulsion pipe 16b.

  The propulsion pipe 16b has an injection hole 29 for injecting the filler 30 into the gap 44, one end connected to the injection pump 39 for filler (described later), and the other end connected to the injection hole 29, and injects the filler 30. An injection pipe 31 for feeding to the hole 29, a pressure gauge (not shown) that measures the pressure in the gap 44, and a heating wire 41 that is a heating device are provided near the injection hole 29. A plurality of injection holes 29 are provided in the upper part and the lower part of the propulsion pipe 16b. Further, the injection pipe 31 is embedded in the propulsion pipe 16b so as not to hinder the discharge of excavated earth and sand. And the heating wire 41 is affixed on the inner peripheral surface of the propulsion tube 16b (see FIG. 24), and the entire outer shell of the propulsion tube 16b is warmed by energizing the heating wire 41.

On the other hand, an injection device 33d for manufacturing and supplying the filler 30 is provided on the ground. The injection device 33d stores the filler 30 and a temperature adjusting tank 37 for controlling the temperature, and a filler for supplying the filler 30 to the gap 44 through the injection pipe 31 and the injection hole 29. And an infusion pump 39.
The inside of the tank 37 with a temperature controller is set to about 26 ° C., for example, so that the filler 30 is maintained in a fluid state.

  When the tunnel 7 is excavated by the propulsion unit 2b configured as described above and the propulsion unit 2b is propelled by pressing the propulsion jack 6, the ground 13 around the propulsion pipe 16b is loosened and a gap is formed in the soil particles. 44 occurs, or the gap 44 that has existed conventionally becomes larger. If the gap 44 is left unattended, the natural ground 13 may be loosened, and the natural ground 13 may collapse and the ground surface may sink. Therefore, when excavating for a predetermined distance, the excavation operation is stopped and the gap 44 is filled with a filler. 30 is filled.

FIG. 26 is a side sectional view of the tunnel 7 showing a state in which the gap 44 is filled with the filler 30 and is an enlarged view of the vicinity of the outer peripheral surface of the propulsion pipe 16b.
As shown in FIG. 26, the filler 30 kept in a fluid state is injected from the injection pipe 31 into the gap 44 through the injection hole 29. At this time, since the filler 30 is respectively injected into the gap 44 from the plurality of injection holes 29, the filler 30 is injected well over the entire outer periphery of the propulsion pipe 16b.

  When injecting the filler 30, the injection pressure is inspected with a pressure gauge so that the injection pressure is a predetermined pressure determined in advance by design or the like, and a measuring instrument such as a ground subsidence meter (not shown) The pressure is appropriately adjusted according to the deformation of the ground surface measured at, and the deformation of the natural ground 13 is prevented. Similarly, the injection amount of the filler 30 is appropriately adjusted according to the deformation of the ground surface measured by a measuring instrument such as a ground subsidence meter.

The filler 30 filled in the gap 44 is solidified by being cooled by, for example, a surrounding ground 13 at about 20 ° C., and becomes a solid state. Since the filler 30 in the solid state does not flow out of the gap 44 and has the uniaxial compressive strength equivalent to that of the natural ground 13, the natural ground 13 can be held.
After confirming that the filler 30 is in a solid state, the operation is stopped, and the train can run on the ground.

  When the final train ends at night, a new propulsion pipe 16b is connected to the rear portion of the propulsion pipe 16b embedded in the natural ground 13 and the excavation work is started again. At the start of the excavation work, the heating wire 41 is energized prior to this, and the filler 30 is heated via the propulsion pipe 16b.

FIG. 27 is a side sectional view of the tunnel 7 showing a state where the filler 30 is heated, and is an enlarged view of the vicinity of the outer peripheral surface of the propulsion pipe 16b.
As shown in FIG. 27, when the filler 30 is heated via the propulsion pipe 16b with the heating wire 41 provided on the inner peripheral face of the propulsion pipe 16b, the portion of the filler 30 in contact with the outer peripheral face of the propulsion pipe 16b It gradually liquefies and becomes fluidized. When the filler 30 in the vicinity of the outer peripheral surface of the propulsion pipe 16b is in a fluid state, the cutter 15 is rotated and the propulsion unit 2b is pressed and propelled to start excavation. Since the filler 30 in the vicinity of the outer peripheral surface of the propulsion pipe 16b is in a fluid state, the frictional resistance generated between the outer peripheral surface of the propulsion pipe 16b and the filler 30 is small, and the propulsion pipe 16b propels smoothly. In order to propel the propulsion pipe 16b, it is not necessary to make all the fillers 30 in a fluid state, and at least a portion in contact with the outer peripheral surface of the propulsion pipe 16b needs to be in a fluid state. And the heating by the heating wire 41 is stopped during excavation work.

FIG. 28 is a diagram illustrating a state of the filler 30 during propulsion in the present embodiment.
As shown in FIG. 28, when the heating by the heating wire 41 is stopped, the temperature of the filler 30 decreases and eventually becomes a solid state. However, since the propulsion device 2b is propelled, the filler 30 is composed of the propulsion pipe 16b. Are separated into a portion 11a which is fixed to the outer peripheral surface of the shaft 11 and propelled together with the propulsion tube and a portion 11b which is fixed to the ground 13 and does not move even when the propulsion tube 16b is propelled, and a sliding surface is formed on these contacting surfaces. Is done. Since this sliding surface is a contact surface between the fillers 30, the frictional resistance is small, and the propulsion pipe 16b can be smoothly propelled.

  Then, when excavating for a predetermined distance, as described above, the excavation operation is stopped, and the newly formed gap 44 is filled with the filler 30 to hold the ground 13. When propelling the propulsion unit 2b again, only the propulsion pipe 16b located in the gap 44 newly filled with the filler 30 is heated by the heating wire 41, so that the portion of the filler 30 in contact with the outer peripheral surface of the propulsion pipe 16b is removed. Make it fluid. Since the sliding surface is already formed in the previously filled gap 44, it is not necessary to heat the previously filled gap 44.

  As described above, the propulsion unit 2b is dug by pressing the propulsion pipe 16b with the propulsion jack 6 provided in the start shaft 5, and the gap 30 formed by the dug is filled with the filler 30 and the rear part of the propulsion pipe 16b. A series of operations in which a new propelling pipe 16b is added, the filler 30 filled in the newly formed gap 44 is made into a fluid state, and the propulsion device 2b is dug again is defined as one cycle, and this cycle is repeated a plurality of times. The tunnel 7 is excavated as shown in FIGS.

  The construction is completed when the propulsion unit 2b and the propulsion jack 6 are removed after the propulsion unit 2b reaches a reach shaft (not shown) and the propulsion pipe 16b is buried in the target section.

  As explained above, according to the stabilization method of the natural ground 13 of this embodiment, when excavating the tunnel 7 by the pipe roof construction method under the important structure such as the track 3, the road, and the building, the tunnel In order to fill the gap 44 between the soil particles of the natural ground 13 loosened by the approach of the propulsion device 2b with the filler 30 which is in a solid state at a normal temperature of about 20 ° C. in the natural ground 7, the natural ground 13 is held and the natural ground 13 collapse is prevented. Therefore, even if the propulsion device 2b is passed, it is possible to prevent the ground surface from sinking. Further, since the filler 30 is in a fluid state when propelling the propulsion device 2b, the frictional resistance between the filler 30 and the outer peripheral surface of the propelling pipe 16b is reduced, and propulsion can be facilitated. Furthermore, since the filler 30 is filled in the gap 44 in a fluid state, the filling operation is also facilitated.

  Further, since lauryl alcohol in the filler 30 is biodegradable, it decomposes and disappears into water and air over time and does not remain in the ground 13 and does not adversely affect the environment. And since lauryl alcohol, sand, and clay are general raw materials, acquisition of the raw materials is easy.

  Furthermore, since the propulsion pipe 16b includes the heating wire 41 for heating the filler 30, the filler 30 can be heated to be in a fluid state. Moreover, since the filler 30 can be efficiently heated by installing the heating wire 41 on the inner peripheral surface of the propulsion pipe 16b, the filler 30 can be made to flow in a short time. . Furthermore, since the melting point of the filler 30 is 23.5 ° C. to 26.5 ° C. which is several degrees higher than the normal temperature of about 20 ° C. in the tunnel 7, the filler 30 is heated to be in a fluid state. The installation of the heating wire 41 may be small, and the capital investment can be reduced.

  Further, in the present embodiment, the method of making only the filler 30 filled in the newly formed gap 44 flow when the propulsion unit 2b resumes propulsion has been described. However, the present invention is not limited to this. For example, the heating wires 41 may be attached to all the propulsion pipes 16b, and all the fillers 30 filled in the gaps 44 may be heated to be in a fluid state.

  Next, the filling method of the filler 30 according to the eighth embodiment of the present invention will be described according to the construction procedure. The propulsion tube 16b in the eighth embodiment includes a heating device and a cooling device.

  FIG. 31 is a side sectional view of the tunnel 7 showing a propulsion state by the propulsion pipe 16b according to the eighth embodiment of the present invention. As shown in FIG. 31, a Peltier element 43 capable of heating and cooling is provided on the inner peripheral surface of the propulsion pipe 16b. The Peltier element 43 is affixed to the inner peripheral surface of the propulsion tube 16b, and heats or cools the contact surface 43c in contact with the inner peripheral surface of the propulsion tube 16b by changing the direction of the current flowing through the Peltier element 43. is there.

Similarly to the seventh embodiment, the tunnel 7 is excavated by the propulsion device 2b, and the gap 30 is filled with the filler 30.
After the filling material 30 is filled, current is supplied so as to cool the contact surface 43c of the Peltier element 43, and the filling material 30 is cooled through the main body of the propelling pipe 16b. By being cooled, the filler 30 becomes a solid state in a short time, and the natural ground 13 is held.

  At the start of the excavation work, the Peltier element 43 is energized to heat the contact surface 43c prior to this, and the filler 30 is heated via the propulsion pipe 16b. When the filler 30 in the vicinity of the outer peripheral surface of the propulsion pipe 16b is in a fluid state, the cutter 15 is rotated to start excavation.

  As described above, according to the stabilization method of the natural ground 13 of the present embodiment, the natural ground 13 is filled with the filler 30 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7. Is held to prevent the collapse of the natural ground 13. Therefore, even if the propulsion device 2b is propelled, it is possible to prevent the ground surface from sinking.

  Further, since the propulsion pipe 16b includes the Peltier element 43 capable of heating and cooling the filler 30, the filler 30 can be easily made into a fluid state and a solid state. Then, by installing the Peltier element 43 on the inner peripheral surface of the propulsion pipe 16b, the filler 30 can be efficiently heated or cooled, so that the filler 30 is brought into a fluid state or a solid state in a short time. It becomes possible.

  In the seventh and eighth embodiments described above, the method of using the higher alcohol lauryl alcohol as the additive has been described. However, the present invention is not limited to this. For example, the higher fatty acid lauric acid and fatty acid described above. An ester stearate or the like may be used.

  Further, in the seventh and eighth embodiments described above, the method of using only the additive containing lauryl alcohol as the filler 30 has been described. However, the present invention is not limited to this, for example, the additive You may add granular materials, such as sand and clay.

  In each of the above-described embodiments, the injection holes 29 are provided in the upper, lower, left and right positions of the girder portion 23 and the tail portion 27 above the propulsion tube 16a and above and below the propulsion tube 16b, respectively. Although the case has been described, it is not limited to this number and installation position, and the number and position of the injection holes 29 can be appropriately changed according to the cross-sectional scale of the tunnel 7.

Next, ninth to twelfth embodiments of the present invention will be described.
In the ninth to twelfth embodiments of the present invention, the case where the lower part of the track 3 is excavated by the shield machine 1 will be described. However, the present invention is not limited to this, and excavated by the shield method or the propulsion method. Applicable to all tunnels.

FIG. 32 is a longitudinal sectional view of the tunnel 7 excavated below the track 3 by the earth pressure shield machine 1a according to the ninth embodiment of the present invention.
As shown in FIG. 32, a filler is provided between the face 47 in front of the earth pressure shield machine 1a and the front surface of the cutter 15 and between the rear face of the cutter 15 and the partition wall 18 (that is, between the face 47 and the partition wall 18). 11 is filled.

  At about 20 ° C., which is a normal temperature in the tunnel 7, lauryl alcohol (calcol 2098 in the present embodiment) is in a solid state and has a uniaxial compressive strength similar to that of the natural ground 13. The filler 11 securely holds the face 47 and prevents the face 47 from collapsing.

  In addition, the filler 11 is kept at a temperature equal to or higher than the melting point in the earth pressure shield machine 1a, and is filled between the face 47 and the partition wall 18 in a fluidized state.

  FIG. 33 is an enlarged front view of the earth pressure shield machine 1a according to the present embodiment, and FIG. 34 is a perspective view showing a D-D ′ portion of FIG. 33. As shown in FIGS. 33 and 34, the earth pressure type shield machine 1a includes a cutter 15 for excavating the natural ground 13, a drive device 49 for driving the cutter 15, and a driving force of the drive device 49. A rotary shaft 20 for transmitting to the wall, a partition wall 18 for applying and maintaining a constant pressure on the excavated earth and sand, and for discharging the excavated earth and sand from the chamber 22 formed between the partition wall 18 and the cutter 15. A soil removal mechanism 24, a stirring device 26 for stirring and kneading the excavated earth and filler 11 in the chamber 22, a fixed blade 8 for enhancing the effect of mixing the excavated earth and the filler 11, and a face 47 An injection device 33a (see FIG. 32) for supplying the filler 11 between the partition wall 18 and a pressure gauge (not shown) for measuring the pressure in the chamber 22 provided on the front surface of the partition wall 18 are provided.

  The cutter 15 has a plurality of injection holes 29a for injecting the filler 11 between the face 47 and the front surface of the cutter 15, one end connected to each injection hole 29a, and the other end connected to the injection device 33a. And an injection tube 31a. The injection tube 31a is installed in the cutter 15 main body and is disposed so as to pass through the rotary shaft 20.

  The partition wall 18 includes a plurality of injection holes 29b for injecting the filler 11 into the chamber 22, and an injection tube 31b having one end connected to each injection hole 29b and the other end connected to the injection device 33a.

  The injection device 33a (see FIG. 32) includes a tank 37 with a temperature regulator for storing the filler 11, and a filler for feeding the filler 11 from the tank 37 with a temperature regulator to the injection pipes 31a and 31b. And an infusion pump 39. The inside of the tank 37 with a temperature controller is set to about 26 ° C., for example, so that the filler 11 is maintained in a fluid state.

  An agitator 28b is provided on the outer peripheral surface of the rotary shaft 20 of the cutter 15 so as to protrude into the chamber 22, and this agitator 28b is driven by a drive motor (not shown) installed in the girder portion 48. 15 is driven independently of rotation.

  The stirrer 26 is concentric with the central axis of the earth pressure shield machine 1 a and is arranged on the three circumferences of different diameters at predetermined intervals in the circumferential direction, so that the cutter 15 protrudes into the chamber 22. Multiple units are provided on the rear surface.

  The fixed wings 8 are concentric with the central axis of the earth pressure shield machine 1 a and are arranged on three circumferences with different diameters at predetermined intervals in the circumferential direction, and project into the chamber 22. Multiple units are provided on the front.

  Moreover, the heating wire 41 which is a heating device is embedded inside the cutter 15, the agitator 28 b, the stirring device 26, the fixed blade 8, and the partition wall 18. Filler 11 is warmed. The heat generation capacity of the heating wire 41 is set to such an extent that the filler 11 filled between the face 47 and the partition wall 18 can be made into a fluid state within a predetermined time, for example, about 10 minutes.

  Next, the filling method of the filler 11 according to the present embodiment will be described according to the construction procedure. Similar to the above-described embodiment, in this embodiment, the case where the excavation work of the tunnel 7 is performed only at night when the train does not travel on the ground and the excavation work is stopped for a long time during the day when the train travels will be described.

FIG. 35 is a side sectional view of the tunnel 7 showing a state where the earth pressure type shield machine 1a according to the present embodiment is excavating the lower side of the track 3.
As shown in FIG. 35, the cutter 15 of the earth pressure type shield machine 1 a configured as described above is rotated to excavate the natural ground 13, and the excavated soil generated by the excavation is discharged from the lower soil discharge mechanism 24 in the chamber 22. At the same time, the tunnel 7 is excavated by propelling the main body of the earth pressure shield machine 1a.

  Then, when it is near the end time of the day work, in preparation for stopping the excavation work for a long time, the filler 11 for holding the face 47 is injected from the injection holes 29a and 29b while excavation is performed. Filler 11 is filled between 47 and partition wall 18.

FIG. 36 is a side sectional view of the tunnel 7 showing a state in which the filler 11 is filled between the face 47 and the partition wall 18 according to the present embodiment.
As shown in FIG. 36, the filler 11 kept in a fluid state in the temperature-regulated tank 37 is supplied by the filler injection pump 39, and between the face 47 and the partition wall 18 through the injection holes 29a and 29b. Inject.

The timing of injecting the filler 11 is appropriately changed according to the excavation speed of the earth pressure shield machine 1a, the geology of the natural ground 13, the amount of spring water, etc. For example, the front surface of the cutter 15 is located 5 cm before the planned excavation position. Sometimes start the injection.
When the filler 11 is injected, it is injected while checking with a pressure gauge so that the injection pressure is slightly higher than the face pressure, and is measured with a measuring instrument such as a land subsidence meter (not shown). The pressure is appropriately adjusted according to the deformation of the ground surface to prevent the face 47 from being deformed. Similarly, the injection amount of the filler 11 is appropriately adjusted according to the deformation of the ground surface measured by a measuring instrument such as a ground subsidence meter.

  Since the excavation work is performed while injecting the filler 11, the filler 11 is a granular material such as soil and clay contained in the excavated sediment within the chamber 22 by the cutter 15, the stirring device 26, the fixed blade 8, and the agitator 28 b. Well mixed with. In addition, even if the shield machine 1 reaches the planned excavation position, if the mixing of the powder and the filler 11 is not sufficient, the cutter 15, the agitator 26, and the agitator 28b are not excavated for mixing. May be rotated.

After a sufficient time has passed for the filler 11 to diffuse into the chamber 22 from the start of injection, or when a predetermined amount of filler 11 determined by design or the like has been injected, the earth pressure shield machine 1a is used. Stop. The filler 11 filled between the face 47 and the partition wall 18 is cooled to a temperature of the natural ground 13 around the face 47, for example, about 20 ° C., so that lauryl alcohol solidifies in a short time, and the filler 11 becomes a solid state. The filler 11 in a solid state does not flow out between the face 47 and the partition wall 18 and has a predetermined uniaxial compressive strength, so that the face 47 is reliably held and collapse is prevented.
After confirming that the filler 11 is in a solid state, the work in the tunnel 7 is stopped, and the train can run on the ground.

  When the last train ends at night, the excavation work starts again. At the start of the excavation work, the heating wire 41 is energized prior to this, and the filler 11 is heated via the cutter 15 and the partition wall 18 of the earth pressure type shield machine 1a. When the heating is started, the lauryl alcohol in the portion in contact with the front and rear surfaces of the cutter 15 and the partition wall 18 is gradually liquefied, and the filler 11 in the portion in which the lauryl alcohol is liquefied becomes a fluid state. And after all the fillers 11 will be in a fluid state, the cutter 15 is rotated and excavation is started.

  As described above, according to the stabilization method of the natural ground 13 of this embodiment, when the excavation work is stopped for a long time, the filler 11 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7 is used. Since the filling material 11 is filled between the face 47 and the partition wall 18, the solid filler 11 does not flow out between the face 47 and the partition wall 18, and even if the earth pressure shield machine 1 a is stopped for a long time, the face face 47. Can be securely held, and the face 47 can be prevented from collapsing. Further, since the filler 11 is heated during the excavation of the earth pressure shield machine 1a, the filler 11 becomes a fluidized state, so that the frictional resistance between the filler 11 and the face surface is reduced, and the cutter 15 is rotated without damaging the face 47. The excavation can be resumed. Furthermore, since the filler 11 is filled in a fluid state, the filling operation is also facilitated.

  The filler 11 is composed of lauryl alcohol, earth and sand, and clay. Of these, lauryl alcohol is biodegradable, and therefore decomposes and disappears into water and air over time and remains in the natural ground 13. Does not adversely affect the environment. And since lauryl alcohol is a general raw material, acquisition of a raw material is easy. Moreover, since the amount of lauryl alcohol can be reduced by mixing lauryl alcohol with earth and sand or clay, the material cost of the filler 11 can be reduced.

  Furthermore, since the earth pressure type shield machine 1a includes the heating wire 41 for heating the filler 11, the filler 11 can be heated to be in a fluid state. Moreover, since the heating material 41 can be efficiently heated by installing the heating wire 41 inside the cutter 15 and the partition wall 18 or the like, it is possible to make the filling material 11 flowable in a short time. . And since melting | fusing point of the filler 11 is 23.5 degreeC-26.5 degreeC which is several degree higher than normal temperature about 20 degreeC in the tunnel 7, it is for heating the filler 11 and making it a fluid state The installation of the heating wire 41 may be small, and the capital investment can be reduced.

  Next, a tenth embodiment of the present invention will be described. In the tenth embodiment of the present invention, the filler 30 made of only an additive containing lauryl alcohol (calcoal 2098 as in the ninth embodiment) is used.

  When it is close to the end time of the day's work, the filler 30 kept in a fluid state in the tank 37 with temperature controller is injected between the face 47 and the partition wall 18 while excavating. The injected filling material 30 is sufficiently mixed with the granular material such as earth and sand and viscosity contained in the excavated earth and sand by the cutter 15, the agitating device 26, the fixed blade 8, and the agitator 28b.

  And if the filler 30 fully mixes with a granular material, the earth pressure type shield machine 1a will be stopped. After the stop, the filler 30 is cooled to the temperature of the natural ground 13 around the face 47, for example, about 20 ° C., and becomes a solid state as in the ninth embodiment. Since the solid filler 30 does not flow out between the face 47 and the partition wall 18 and has a predetermined uniaxial compressive strength, the face 47 is securely held and collapse is prevented.

  Then, when starting the excavation work again, as in the ninth embodiment, the heating wire 41 is energized to heat the filler 30, and after all the filler 30 has been made to flow, the cutter 15 is rotated. Start digging.

  As described above, according to the stabilization method of the natural ground 13 of this embodiment, when the excavation work is stopped for a long time, the filler 30 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7 is used. In order to fill the space between the face 47 and the partition wall 18, the solid filler 30 does not flow out between the face 47 and the partition wall 18, and the face face 47 can be stopped even if the earth pressure shield machine 1 a is stopped for a long time. Can be securely held, and the face 47 can be prevented from collapsing. Moreover, since only the additive containing lauryl alcohol is used as the filler 30, it is not necessary to mix a plurality of materials as in the conventional filler, and it takes less time to create the filler 30.

  In the ninth and tenth embodiments described above, the method of installing the heating wire 41 inside the cutter 15, the agitator 28b, the stirring device 26, the fixed blade 8, and the partition wall 18 has been described. It is not necessary to install the heating wire 41. If the filler 11 and the filler 30 can be heated sufficiently, they may be installed only in a part of these locations, and the mounting position is also described above. You may install in the place which is not shown in.

  Next, an eleventh embodiment of the present invention will be described. The earth pressure type shield machine 1b according to the eleventh embodiment includes a heating device and a cooling device.

  FIG. 37 is a side sectional view of an earth pressure shield machine 1b according to the eleventh embodiment of the present invention. As shown in FIG. 37, Peltier elements 43 a and 43 b that can be heated and cooled are provided in the inside of the cutter 15 and the inner side surface of the partition wall 18. A plurality of Peltier elements 43a and 43b are respectively attached to the inside of the cutter 15 and the inner surface of the partition wall 18, and the filler 11 is heated or cooled by changing the direction of the current flowing through the Peltier elements 43a and 43b. is there.

  When the tunnel 7 is excavated with the earth pressure type shield machine 1b configured as described above, and the end time of the day's work is near, the temperature controller is attached while excavating as in the ninth or tenth embodiment. The filler 11 kept in a fluid state in the tank 37 is filled between the face 47 and the partition wall 18.

  After the filling material 11 is filled, energization is performed to cool the face side of the Peltier element 43 a and the side surface of the chamber 22 of the Peltier element 43 b, and the filling material 11 is cooled via the cutter 15 and the partition wall 18. When the filler 11 is cooled, it becomes a solid state in a short time and holds the face 47.

  When the excavation work is started again, the peltier elements 43a and 43b are energized so as to heat the face side of the peltier element 43a and the side surface of the chamber 22 of the peltier element 43b, and the cutter 15 and the partition wall 18 are used. The filler 11 is heated, and after all the fillers 11 are in a fluid state, the cutter 15 is rotated to start excavation.

  As explained above, according to the stabilization method of the natural ground 13 of this embodiment, since the earth pressure type shield machine 1b includes the Peltier elements 43a and 43b capable of heating and cooling the filler 11, the filler 11 is used. It is possible to easily enter a fluid state and a solid state. Since the filler 11 can be efficiently heated or cooled by installing the Peltier elements 43a and 43b on the inside of the cutter 15 and on the inner surface of the partition wall 18, the filler 11 is in a fluid state or in a short time. A solid state can be obtained.

  In each of the above-described embodiments, the injection holes 29a and 29b are provided on the front surface of the cutter 15 or the front surface of the partition wall 18. However, the present invention is not limited to this. The number and position of the holes 29 can be changed as appropriate.

  Next, a twelfth embodiment of the present invention will be described. The muddy water type shield machine 1c is used as the shield machine in the twelfth embodiment.

FIG. 38 is a longitudinal sectional view of the tunnel 7 excavated below the track 3 by the muddy water shield machine 1c according to the twelfth embodiment of the present invention.
As shown in FIG. 38, the filler 11 is filled between the face 47 in front of the muddy water type shield machine 1c and the partition wall 18 as in the ninth embodiment. At about 20 ° C., which is the normal temperature in the tunnel 7, lauryl alcohol is in a solid state and has a uniaxial compressive strength similar to that of the natural ground 13, so the solid state filler 11 holds the face 47. The fall of the face 47 is prevented.

  The muddy water type shield machine 1 c supplies the filler 11 into the chamber 22 through the cutter 55, the partition wall 18, the muddy water pipe 53 for feeding muddy water and the filler 11 into the chamber 22, and the muddy water pipe 53. Injection device 33a, a mud drain pipe 54 for discharging the excavated sediment from the chamber 22, an agitator 28c for agitating and kneading the excavated sediment in the chamber 22, and a pressure gauge for measuring the pressure in the chamber 22 (Not shown).

  Further, a heating wire 41 as a heating device is embedded in the main body of the cutter 55, the agitator 28 c, and the partition wall 18.

Next, the filling method of the filler 11 according to the present embodiment will be described according to the construction procedure.
During excavation of the tunnel 7, the cutter 55 of the mud shield machine 1 c configured as described above is rotated to excavate the natural ground 13 and fill the pressurized mud supplied from the mud pipe 53 into the chamber 22. To stabilize the face 47. Further, the excavated earth and sand generated by excavation is agitated by the agitator 28c and discharged from the lower mud pipe 54 in the chamber 22 as mud water, and the mud water shield machine 1c main body is propelled.

  At the end of the day's work, the excavation is stopped, and the filler 11 is injected into the chamber 22 through the mud pipe 53 instead of the muddy water, and the inside of the chamber 22 is replaced with the filler 11. .

  When the filler 11 is injected, it is injected while checking with a pressure gauge so that the injection pressure is slightly higher than the face pressure, and is measured with a measuring instrument such as a land subsidence meter (not shown). The pressure is appropriately adjusted according to the deformation of the ground surface to prevent the face 47 from being deformed. Similarly, the injection amount of the filler 11 is appropriately adjusted according to the deformation of the ground surface measured by a measuring instrument such as a ground subsidence meter.

Then, when the mud discharged from the mud pipe 54 becomes the filler 11, it is assumed that the mud in the chamber 22 is substantially replaced with the filler 11 and the injection of the filler 11 is stopped.
The filler 11 filled in the chamber 22 is cooled by the temperature of the ground 13 around the face 47 and becomes a solid state. The solid filler 11 securely holds the face 47 and prevents collapse.
After confirming that the filler 11 is in a solid state, the work in the tunnel 7 is stopped, and the train can run on the ground.

  And when the last train ends, the excavation work is started again. At the start of the excavation work, as in the ninth and tenth embodiments, the heating wire 41 is energized prior to this, and the filler 11 is heated via the cutter 55, the partition wall 18 and the like of the muddy water type shield machine 1c, After the filler 11 in the chamber 22 is in a fluid state, the cutter 55 is rotated to start excavation.

  As described above, according to the stabilization method of the natural ground 13 of this embodiment, when the excavation work is stopped for a long time, the filler 11 that is in a solid state at a normal temperature of about 20 ° C. in the tunnel 7 is used. Since the filling material 11 is filled between the face 47 and the partition wall 18, the solid filler 11 does not flow out between the face 47 and the partition wall 18, and even if the muddy water type shield machine 1 c is stopped for a long time, the face face 47. Can be securely held, and the face 47 can be prevented from collapsing. Further, since the muddy water pipe 53 of the muddy water type shield machine 1c can be used as an injection pipe for injecting the filler 11, there is no need to newly install an injection pipe in the muddy water pressure shield machine 1c. It is possible to secure a work space in the shield machine 1c. Therefore, it is only necessary to install the injection device 33a in the conventional mud pressure shield machine 1c, and the capital investment can be reduced.

  In the above-described ninth to twelfth embodiments, the method of using the higher alcohol lauryl alcohol as an additive has been described. However, the present invention is not limited thereto. For example, the higher fatty acid lauric acid described above, Fatty acid esters such as stearic acid esters may be used.

  In addition, in each embodiment mentioned above, although each explained about the method of using sand, clay, and earth and sand of excavated earth and sand as a granular material, it is not limited to this, for example, fly ash, Blast furnace slag, bentonite, waste glass or the like may be used, and the powder particles may be used not only alone but also in combination.

  Moreover, in each embodiment mentioned above, although the method using the shield machine 1 of circular cross section or the propulsion machines 2a and 2b of circular cross section was demonstrated, it is not limited to a circular cross section, for example, a rectangular cross section etc. Widely applicable to various shapes.

  And in each embodiment mentioned above, although the case where the tunnel 7 was constructed | assembled below the track 3 was demonstrated, it is not limited to the track 3, The tunnel 7 is constructed below structures, such as a road and a building. It is possible to apply the case.

  Furthermore, in each embodiment mentioned above, about the method of heating or cooling the filler 11, 30, 45 by installing the heating wire 41, the Peltier element 43, etc. in the inner peripheral surface of the shield machine 1 or the propulsion pipes 16a, 16b Although it demonstrated, it is not limited to this, For example, in the piping installed in the internal peripheral surface of the shield machine 1, Between the natural ground 13 and the propulsion pipes 16a and 16b, Between the face 47 and the partition 18 etc. The fillers 11 and 45 may be heated or cooled by inserting a fluid such as warm or cold water.

  Moreover, in each embodiment mentioned above, when using the fillers 11 and 45 which mixed the additive containing lauryl alcohol, lauric acid, etc., and the granular material which consists of sand or clay, or it consists of lauryl alcohol or lauric acid. Although the case where the material is used alone as the filler 30 has been described, the material is not limited to the filler, and any of the above-described embodiments can be used.

Next, thirteenth and fourteenth embodiments of the present invention will be described.
In the thirteenth and fourteenth embodiments of the present invention, a case where a well for draining water is constructed from the inside of the tunnel 7 will be described. However, the present invention is not limited to this, and is generally applicable to underground structures such as underground shopping malls. Applicable.

FIG. 39 is a cross-sectional view showing a state in which the filter material 63 is filled in the hollow tube 57 having the water collection opening according to the thirteenth embodiment of the present invention.
As shown in FIG. 39, a double pipe is formed by inserting a water supply pipe 59 for supplying excavation water into a hollow pipe 57 having a water collection opening provided with a bit 14 for excavating the natural ground 13. 61, and the filter material 63 is filled between the inner periphery of the hollow tube 57 and the outer periphery of the water supply tube 59.

In this embodiment, a casing pipe having a plurality of water collection holes 65 on the outer peripheral surface is used as the hollow tube 57 having a water collection opening, and silica sand is used as the filter material 63. The silica sand that plays the role of the filter material 63 as an aggregate has voids (corresponding to the spaces or voids of claim 1) between the particles, and these voids are three-dimensionally arranged from one end to the other end of the double pipe 61. To communicate.
The shape of the water collection opening of the hollow tube 57 is not limited to a round shape, but may be a square shape or a groove shape.
A check valve 10 is connected to the hole bottom side end of the water supply pipe 59 to allow water to flow from the inside of the water supply pipe 59 to the bit 14 side and to prevent a reverse flow from the bit 14 side into the water supply pipe 59. To prevent.

FIG. 40 is a cross-sectional view showing a state in which the filler 30 is filled in the filter material 63 of FIG. The filler 30 is filled in the voids of the silica sand constituting the filter material 63.
Since the filler 30 has a property of being liquefied when the temperature becomes 23.5 ° C. to 26.5 ° C. (melting point of calcoal 2098) or higher, the filler 30 is kept warm at the melting point or higher and is filtered in a fluid state. 63 gaps are filled.

  An injection device (not shown) for filling the filler 30 includes a tank with a temperature controller (not shown) for storing the filler 30, and a filter for the filler 30 from the tank with the temperature regulator through a hose. An infusion pump for filling material (not shown) for feeding into the material 63 is provided. The inside of the tank with a temperature controller is set to about 26 ° C., for example, so that the filler 30 is maintained in a fluid state. The filler 30 kept in a fluidized state in a tank with a temperature controller is supplied by a filler injection pump, and is filled, for example, into the gap of the filter material 63 from the upper end of the double pipe 61 in the figure through a hose. To do. As described above, since the gaps communicate three-dimensionally between the both ends of the double pipe 61, the filler 30 can be filled over the entire filter material 63.

  Then, a lid 69 is attached to the end of the hollow tube 57 so that the filter material 63 and the filler 30 do not flow out, and the double tube 61 is cooled to solidify the filler 30. The filler 30 is solidified by being cooled to 20 ° C. or lower.

FIG. 41 is a diagram illustrating a state where the pre-pender 71 is attached to the segment 73 in the tunnel 7 according to the present embodiment.
As shown in FIG. 41, the pre-pender 71 is attached to the segment 73 at the position where the double pipe 61 is inserted. Both of them are joined by welding so that drilling water such as muddy water or pressurized groundwater does not leak from the connecting portion between the segment 73 and the pre-pender 71.
The pre-pender 71 includes a drain port 75 for draining the drilling water, and collects the drilling water at a predetermined place without flowing it into the tunnel 7. An opening / closing valve 77 is connected to the drain port 75, and the amount of excavated water can be adjusted by opening / closing the opening / closing valve 77.

  FIG. 42 is a diagram showing a state in which the ground pile 13 according to the present embodiment is drilled and the double pipe 61 is inserted to a predetermined depth. As shown in FIG. 42, a drilling machine 79 is installed in the tunnel 7, the vicinity of the upper portion of the hollow pipe 57 is connected to the rotating device 80 of the drilling machine 79, and the upper end of the water supply pipe 59 is connected to the drilling water via the swivel 78. Connect to an infusion pump (not shown). Then, the drilling machine 79 press-fits into the natural ground 13 while rotating the bit 14 through the hollow tube 57. At the time of drilling, drilling water such as muddy water discharged from the drilling water injection pump is supplied into the water supply pipe 59 and injected from the tip of the bit 14. The excavated earth and sand together with the excavated water supplied from the tip of the bit 14 passes between the ground 13 and the outer periphery of the hollow tube 57 and is discharged from the drain 75 of the pre-pender 71.

  At around 20 ° C., which is a normal temperature of the natural ground 13 around the tunnel 7, the filler 30 is in a solid state and has a uniaxial compressive strength (for example, about 0.5 to 1.0 MPa) that is the same as the water pressure of the pressurized groundwater. Therefore, the drilling water and the pressurized groundwater do not flow into the double pipe 61 (that is, between the inner circumference of the hollow pipe 57 and the outer circumference of the water supply pipe 59).

  FIG. 43 is a diagram showing a state in which the double pipe 61 according to the present embodiment has been installed to a predetermined depth. As shown in FIG. 43, when the double pipe 61 is inserted to a predetermined depth, the drilling machine 79 is removed, and the open / close valve 77 of the pre-pender 71 is closed so that the groundwater under pressure does not flow into the tunnel 7.

  FIG. 44 is a diagram showing a state in which the filler 30 in the double pipe 61 according to the present embodiment is heated. As shown in FIG. 44, a drainage port 81 for discharging the filler 30 and the pressurized groundwater is attached to the end of the hollow tube 57 on the hole side. An open / close valve 83 is connected to the drain port 81, and the amount of drainage of the filler 30 and the pressurized groundwater can be adjusted by opening / closing the open / close valve 83.

  Moreover, the heating wire 41 which is a heating apparatus for heating the filler 30 is attached to the outer peripheral surface of the hole side end of each of the hollow tube 57 and the water supply tube 59. When the heating wire 41 is energized by the electric heater 82 and the filler 30 is heated via the hollow tube 57 and the water supply tube 59, the filler 30 gradually liquefies from the hole opening side toward the hole bottom side. . Since the liquefied filler 30 has fluidity, it is discharged together with the pressured groundwater from the drainage port 81 of the hollow tube 57 by the pressure of the pressured groundwater acting through the water collecting hole 65. In addition, since the filler 30 filled in the gap in the filter material 63 is discharged, the pressurized groundwater can pass through the gap. As described above, since the gap communicates between the both ends of the double pipe 61 three-dimensionally, the pressurized groundwater is drained through the gap.

FIG. 45 is a diagram illustrating a state in which a drainage well for groundwater under pressure is constructed in the natural ground 13 according to the present embodiment.
As shown in FIG. 45, a water stop material 85 is injected from the drain port 75 of the pre-pender 71, filling the gap between the inner periphery of the pre-pender 71 and the outer periphery of the hollow tube 57, and from the outer periphery of the hollow tube 57 to the tunnel 7. Stop the groundwater under pressure flowing into the water and construct a well for draining water.
The groundwater under pressure flows into the double pipe 61 through the water collection hole 65 and passes through the filter material 63 (that is, between the inner circumference of the hollow pipe 57 and the outer circumference of the water supply pipe 59). Drained from the mouth 81. The pressurized groundwater drained from the drainage port 81 is collected in a drainage tank or the like and processed by a predetermined method.

  As described above, according to the stabilization method of the natural ground 13 of the present embodiment, the hollow pipe 57 and the water supply pipe 59 constitute the double pipe 61, and between the hollow pipe 57 and the water supply pipe 59. The filter material 63 and the filler material 30 are filled in so that water cannot pass between the hollow tube 57 and the water supply tube 59, and this double tube 61 is inserted into the natural ground 13 during the insertion operation. Thus, the pressurized groundwater does not flow into the double pipe 61, and it is possible to prevent the pressurized groundwater from being ejected into the tunnel 7.

  Moreover, after installing the double pipe 61 in the natural ground 13, the filler 30 is heated to be in a fluid state, so that the pressure in the double pipe 61 is increased by the pressure of the groundwater acting through the water collecting holes 65. From the above, the filler 30 can be easily discharged. Further, since the filled material 30 filled in the gaps in the filter material 63 is discharged, the pressurized groundwater can pass through the gaps, so that the pressurized groundwater can be drained using the gaps. It becomes possible.

And since the filter material 63 is filled in the double pipe 61 and the earth and sand in the natural ground 13 do not flow into the double pipe 61, it becomes possible to prevent the deformation of the natural ground 13. Moreover, it becomes possible to continue draining well over a long period of time without clogging the earth and sand in the water collecting hole 65.
Further, since the drilling water is supplied to the tip of the bit 14 by the water supply pipe 59, the double pipe 61 can be easily inserted into the natural ground 13.

Further, since the hollow tube 57 and the water supply tube 59 are used as the heat transfer material when the filler 30 is heated, the filler is shortened in a shorter time than when only the hollow tube 57 is used as the heat transfer material. 30 can be made fluid.
Moreover, since the filler 30 has biodegradability, it decomposes | disassembles into water and air and lose | disappears over time, does not remain in the natural ground 13, and does not put a load on an environment. And since the filler 30 is a general raw material, acquisition of a raw material is easy.
Furthermore, since the melting point of the filler 30 (in this embodiment, calcoal 2098) is 23.5 ° C. to 26.5 ° C., which is several degrees higher than the normal temperature in the tunnel 7 of about 20 ° C., the filler 30 The equipment of the heating device for heating and liquefying the slag may be small, and the capital investment can be reduced.

In the present embodiment, the method using silica sand as the filter material 63 has been described. However, the present invention is not limited to this, and for example, a nonwoven fabric or the like may be used.
Moreover, in this embodiment, although the method to heat the filler 30 with the heating wire 41 was demonstrated, it is not limited to this, As long as the filler 30 can be heated, you may use another method.

Next, a fourteenth embodiment of the present invention will be described.
In the fourteenth embodiment of the present invention, only an additive containing a higher fatty acid lauric acid (for example, Lunac L-70) is used as the filler 50.
Lauric acid (Lunac L-70 in this embodiment) is in a solid state around 20 ° C., which is the normal temperature of the tunnel 7 and the surrounding ground 13 of the tunnel 7, and is 32 ° C. to 36 ° C. (Lunac L-70). It has the property of becoming liquefied when the melting point is not less than. For this reason, when filling the filler 50 into the double pipe 61 and when discharging it from the double pipe 61, the filler 50 is heated to the above melting point or more in the same manner as in the thirteenth embodiment. Use it in a state.

  As described above, according to the stabilization method of the natural ground 13 of the present embodiment, the double pipe 61 filled with the filter material 63 and the filler 50 is inserted into the natural ground 13. It becomes possible to prevent ejection of pressurized groundwater. Moreover, since lauric acid has biodegradability, it does not put a burden on the environment.

  In addition, according to the stabilization method of the natural ground 13 of each embodiment mentioned above, drilling holes of shield machine 1, earth pressure type shield machine 1a, 1b, muddy water type shield machine 1c, propulsion machine 2a, 2b, drilling machine 79, etc. When a hole such as a tunnel 7 or a draining well is drilled in the natural ground 13 with a machine, a gap 9 is formed between the natural ground 13 and the drilling machine, or the looseness of the natural ground 13 causes a gap in the soil particles. 44 is generated, the filler material 11, 30, 45, 50 is filled in the gap 9 to hold the ground pile 13, or the gap 44 is filled with the filler material 11, 30, 45, 50 to fill the ground pile 13. By holding the, the collapse of the natural ground 13 is prevented.

  In each of the above-described embodiments, the method of using lauryl alcohol made of higher alcohol or lauric acid made of higher fatty acid as the additive has been described. However, the present invention is not limited to these, and for example, stearic acid of a fatty acid ester An ester or the like may be used, which is in a solid state around 20 ° C., which is a normal temperature in the tunnel 7, and has a uniaxial compressive strength similar to the natural ground 13 (for example, about 0.5 to 1.0 MPa). Since the inside of the tunnel 7 becomes higher than the normal temperature and becomes a predetermined melting point or higher, it enters a fluid state, and can be handled in the same manner as lauryl alcohol or lauric acid. In addition, since the stearic acid ester of fatty acid ester is also biodegradable, it decomposes into water and air and disappears over time without adversely affecting the environment.

  And in each embodiment mentioned above, although the method of using lauric acid which consists of lauryl alcohol which consists of higher alcohol or higher fatty acid as an additive was explained, it is not limited to either lauryl alcohol or lauric acid, Any of higher alcohols, higher fatty acids, and fatty acid esters can be used.

  Furthermore, in each of the above-described embodiments, the method of using lauryl alcohol calcoal 2098 made of higher alcohol or lauric acid Lunac L-70 made of higher fatty acid as an additive has been described. It is not limited, and any higher alcohol, higher fatty acid, or fatty acid ester whose melting point is slightly higher than the normal temperature in the tunnel to be excavated may be selected. For example, when excavating a geothermal zone, If the normal temperature is about 40 ° C, lauric acid LUNAC L-98 (product name, LUNAC: registered trademark, manufactured by Kao Corporation) having a melting point of 42 ° C to 44 ° C is used.

  Moreover, in each embodiment mentioned above, the case where the fillers 11, 30, 45, and 50 were filled in the space and space | gap produced when the hole of the tunnel 7 and the drainage well was drilled in the natural ground 13 is demonstrated. However, the present invention is not limited to these, and the present invention can be widely applied to the case where the natural mountain 13 in which a space or a void is generated is held by the fillers 11, 30, 45, and 50 filled in the space.

It is a longitudinal cross-sectional view of the tunnel excavated below the track | line with the shield machine which concerns on 1st embodiment of this invention. It is A-A 'sectional drawing of FIG. It is a sectional side view of the shield machine concerning this embodiment. It is a sectional side view of a tunnel which shows the state where the lower part of the track was excavated with the shield machine concerning this embodiment. It is a sectional side view of the tunnel which shows the state which filled the space | gap part which concerns on this embodiment with the filler. It is a sectional side view of the tunnel which shows the state which heated the filler via the shield machine concerning this embodiment. It is a sectional side view of the shield machine concerning a second embodiment of the present invention. It is a sectional side view of the tunnel which shows the state which filled the space | gap part which concerns on 3rd embodiment of this invention with the filler. It is a longitudinal cross-sectional view of the tunnel excavated below the track | line with the propulsion apparatus which concerns on 4th embodiment of this invention. It is a B-B 'arrow line view of FIG. It is a schematic whole view of the propulsion equipment concerning this embodiment. It is a sectional side view of the tunnel which shows the state which excavated the natural ground with the propulsion apparatus which concerns on this embodiment. It is a sectional side view of the tunnel which shows the state which filled the space | gap part which concerns on this embodiment with the filler. It is a sectional side view of the tunnel which shows the state which heated the filler via the propulsion device concerning this embodiment. It is a figure which shows the state of the filler of the space | gap part in the time of the promotion which concerns on this embodiment. It is a figure which shows the state which propels the downward direction of a track | line with the propulsion apparatus which concerns on this embodiment. It is a figure which shows the state which propels the downward direction of a track | line with the propulsion apparatus which concerns on this embodiment. It is a schematic whole figure of the propulsion equipment which concerns on 5th embodiment of this invention. It is a sectional side view of the tunnel which shows the state which filled the space | gap part of the tunnel area where the distance from the track | line concerning this embodiment was fully separated with the sliding material. It is a sectional side view of the tunnel which shows the state which filled the space | gap part of the tunnel area near the track | line immediately under this embodiment with the filler. It is a sectional side view of the tunnel which shows the state which filled the space | gap part of the tunnel area where the distance from the track | line concerning this embodiment was fully separated with the sliding material. It is a sectional side view of the propulsion pipe which concerns on 6th embodiment of this invention. It is a longitudinal cross-sectional view of the tunnel excavated below the track with the propulsion device which concerns on 7th embodiment of this invention. It is a C-C 'arrow line view of FIG. It is a schematic whole view of the propulsion equipment concerning this embodiment. It is a sectional side view of the tunnel which shows the state with which the filler was filled in space, and expanded the outer peripheral surface vicinity of a propulsion pipe. It is a sectional side view of the tunnel which shows the state which heated the filler, and expands the outer peripheral surface vicinity of a propulsion pipe. It is a figure which shows the state of the filler at the time of the propulsion in this embodiment. It is a figure which shows the state which propels the downward direction of a track | line with the propulsion apparatus which concerns on this embodiment. It is a figure which shows the state which propels the downward direction of a track | line with the propulsion apparatus which concerns on this embodiment. It is a sectional side view of the tunnel which shows the propulsion state by the propulsion pipe which concerns on 8th embodiment of this invention. It is a longitudinal cross-sectional view of the tunnel excavated below the track | line with the earth pressure type shield machine which concerns on 9th embodiment of this invention. It is a front enlarged view of the earth pressure type shield machine concerning this embodiment. FIG. 34 is an arrow view showing a D-D ′ portion of FIG. 33. It is a sectional side view of the tunnel which shows the state which is excavating the lower part of a track | line with the earth pressure type shield machine which concerns on this embodiment. It is a sectional side view of the tunnel which shows the state with which the filler was filled between the face and the partition concerning this embodiment. It is a sectional side view of the earth pressure type shield machine concerning an 11th embodiment of the present invention. It is a longitudinal cross-sectional view of the tunnel excavated below the track by the muddy water type shield machine according to the twelfth embodiment of the present invention. It is sectional drawing which shows the state which filled the filter material in the hollow tube which has the opening for water collection which concerns on 13th embodiment of this invention. FIG. 40 is a cross-sectional view showing a state in which the filter material of FIG. 39 is filled with a filler. It is a figure which shows the state which attached the pre-pender to the segment in the tunnel which concerns on this embodiment. It is a figure which shows the state which drills the natural ground which concerns on this embodiment, and has inserted the double pipe to the predetermined depth. It is a figure which shows the state which completed installation of the double pipe which concerns on this embodiment to the predetermined depth. It is a figure which shows the state which is heating the lauryl alcohol in the double pipe which concerns on this embodiment. It is a figure which shows the state which constructed | assembled the drainage well of the pressurized groundwater in the natural ground which concerns on this embodiment.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Shield machine 1a, 1b Earth pressure type shield machine 1c Muddy water type shield machine 2a, 2b Propulsion machine 3 Line 4 Propulsion equipment 5 Start shaft 6 Propulsion jack 7 Tunnel 8 Fixed wing 9 Cavity part 10 Check valve 11 Filling material (Calcoal 2098 Consisting of powder and granules)
12 Lubricant 13 Ground 14 Bit 15 Cutters 16a, 16b Propulsion pipe 17 Hood part 18 Bulkhead 19 Drive unit 20 Rotating shaft 21 Shield jack 22 Chamber 23 Girder part 24 Earth removal mechanism 25 Electa 26 Stirrer 27 Tail part 28a, 28b, 28c Agitator 29, 29a, 29b Injection hole 30 Filler (consisting only of Calcoal 2098)
31 Injection pipe 32 Propulsion equipment 33a Injection device (in tunnel)
33b, 33c, 33d Injection device (ground)
34 Segment 35 Opening / closing valve 36 Mud pipe 37 Tank 38 with temperature controller Lubricant tank 39 Filling material injection pump 40 Lubricating material injection pump 41 Heating wire 42 Mud pipes 43, 43a, 43b Peltier element 43c Contact surface 44 Gap 45 Filler (consisting of Lunac L-70 and powder)
46 screw 47 face 48 girder part 49 drive unit 50 filler (comprising only LUNAC L-70)
53 Mud pipe 54 Drain pipe 55 Cutter 57 Hollow pipe 59 Water pipe 61 Double pipe 63 Filter material 65 Water collecting hole 69 Lid 71 Prepender 73 Segment 75 Drain port 77 Opening and closing valve 78 Swivel 79 Drilling machine 80 Rotating device 81 Drain port 82 Electric heater 83 Open / close valve 85 Water stop material

Claims (38)

In the stabilization method for stabilizing the ground where the tunnel was excavated by the shield machine,
Filled in a fluidized state with a filler that is in a solid state at a normal temperature in the tunnel, and in a fluidized state when reaching a predetermined temperature higher than the normal temperature, in a void formed by extra excavation of the shield machine,
The filler is cooled to a solid state and holds the ground ,
A method for stabilizing a natural ground , wherein when the shield machine is propelled, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state . When excavating a tunnel by a propulsion method that pushes the propulsion unit with a propulsion jack provided at the start shaft and digs underground, constructing underground pipes by sequentially adding propulsion pipes to the rear of the propulsion unit In the stabilization method to stabilize the mountain,
A filling step of filling a void portion generated by extra excavation of the propulsion device in a fluid state with a filler that is in a solid state at a normal temperature in the tunnel and becomes a fluid state at a predetermined temperature higher than the normal temperature. When,
And a holding step of holding the natural ground with the filler that has been cooled to be in a solid state. In the stabilization method for stabilizing the tunnel ground excavated by the excavator having a partition wall behind the cutter for excavating the ground,
Filled with a filler that is in a solid state at a normal temperature in the tunnel and is in a fluid state at a predetermined temperature higher than the normal temperature, in a fluid state between the face and the partition wall,
A method of stabilizing a natural ground characterized in that the face is held by the filler that has been cooled to a solid state. In the stabilization method of the natural ground which fills the space or void formed in the natural ground and holds the natural ground,
A filler that is in a solid state at a normal temperature in the space or in the space and is in a fluid state at a predetermined temperature higher than the normal temperature is injected into the space or the space in a fluid state,
The ground is held by the filler that has been cooled to a solid state ,
After holding the ground with the filler in the solid state, the ground is stabilized by heating the filler to a fluid state to finish holding the ground in the solid state. Method. In the stabilization method for stabilizing the ground where the tunnel was excavated by the shield machine,
Filled in a fluidized state with a filler that is in a solid state at a normal temperature in the tunnel, and in a fluidized state when reaching a predetermined temperature higher than the normal temperature, in a void formed by extra excavation of the shield machine,
The filler is cooled to a solid state and holds the ground,
After holding the ground with the filler in the solid state, the ground is stabilized by heating the filler to a fluid state to finish holding the ground in the solid state. Method. The method for stabilizing a natural ground according to claim 2 , wherein when propelling the propulsion device, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state. The method for stabilizing a natural ground according to claim 3 , wherein when the excavator is propelled, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state. In the stabilization method for stabilizing the ground where the tunnel was excavated by the shield machine,
Filled in a fluidized state with a filler that is in a solid state at a normal temperature in the tunnel, and in a fluidized state when reaching a predetermined temperature higher than the normal temperature, in a void formed by extra excavation of the shield machine,
The filler is cooled to a solid state and holds the ground,
Fill the ground with the filler only at the tunnel section that affects the deformation of the natural ground by the drilling of the tunnel at the position where the important structure such as railway, road, etc. where the natural deformation is not allowed. The method for stabilizing natural ground according to claim 1, wherein the method is stabilized. In the stabilization method of the natural ground which fills the space or void formed in the natural ground and holds the natural ground,
A filler that is in a solid state at a normal temperature in the space or in the void and is in a fluid state at a predetermined temperature higher than the normal temperature, which is one of lauryl alcohol, lauric acid, and stearic acid ester , Injecting into the space or the gap in a fluid state,
A method for stabilizing a natural ground, characterized in that the natural ground is held by the filler that has been cooled to a solid state. In the stabilization method for stabilizing the ground where the tunnel was excavated by the shield machine,
The filler, which is either lauryl alcohol, lauric acid or stearic acid ester, which is in a solid state at a normal temperature in the tunnel and is in a fluid state at a predetermined temperature higher than the normal temperature, Fill the void created by surging excavation in a fluidized state,
A method for stabilizing a natural ground, wherein the filler is cooled to be in a solid state to hold the natural ground. The filler, method for stabilizing natural ground according to claim 9 or 10, characterized in that it contains granular material further. In the stabilization method of the natural ground which fills the space or void formed in the natural ground and holds the natural ground,
A filler that is in a solid state at a normal temperature in the space or in the space and is in a fluid state at a predetermined temperature higher than the normal temperature is injected into the space or the space in a fluid state,
The ground is held by the filler that has been cooled to a solid state,
The filler contains any one of higher alcohols, higher fatty acids, and fatty acid esters, and has biodegradable additives and particles, and the volume ratio of the additive to the filler is the natural ground. the way becomes equal to porosity, a method of stabilizing rock mass you wherein a is obtained by mixing the powder or granular material and the additional material. In the stabilization method for stabilizing the ground where the tunnel was excavated by the shield machine,
Filled in a fluidized state with a filler that is in a solid state at a normal temperature in the tunnel, and in a fluidized state when reaching a predetermined temperature higher than the normal temperature, in a void formed by extra excavation of the shield machine,
The filler is cooled to a solid state and holds the ground,
The filler contains any one of higher alcohols, higher fatty acids, and fatty acid esters, and has biodegradable additives and particles, and the volume ratio of the additive to the filler is the natural ground. the way becomes equal to porosity, a method of stabilizing rock mass you wherein a is obtained by mixing the powder or granular material and the additional material. A filler for stabilizing a natural ground when the tunnel is excavated by being filled in a void portion generated by excavation of a propulsion device when excavating a tunnel with a propulsion method,
A filler characterized by being in a solid state at a normal temperature in the tunnel and in a fluid state at a predetermined temperature higher than the normal temperature. A filler for stabilizing a natural ground, filled between a face of a tunnel excavated by an excavator having a partition wall behind a cutter for excavating a natural ground and a partition wall of the excavator. ,
A filler characterized by being in a solid state at a normal temperature in the tunnel and in a fluid state at a predetermined temperature higher than the normal temperature. A filler for holding and stabilizing the natural ground by being filled in a space or void formed in the natural ground,
It is one of lauryl alcohol, lauric acid, and stearic acid ester that is in a solid state at a normal temperature in the space or in the void and is in a fluid state at a predetermined temperature higher than the normal temperature. Filler. A filler for stabilizing a ground created by excavation of a tunnel by a shield machine, and solidified at a normal temperature in the space or in the gap. The filler is any one of lauryl alcohol, lauric acid, and stearic acid ester that becomes fluid at a predetermined temperature higher than the normal temperature . A filler for holding and stabilizing the natural ground by being filled in a space or void formed in the natural ground,
A volume fraction of the additive in the filler containing the biodegradable additive and powder containing any of higher alcohol, higher fatty acid and fatty acid ester is equivalent to the porosity of the natural ground. A filler characterized by being mixed as described above. Filling a gap generated by excavation of a tunnel by a shield machine and stabilizing a natural ground from which the tunnel was excavated,
A volume fraction of the additive in the filler containing the biodegradable additive and powder containing any of higher alcohol, higher fatty acid and fatty acid ester is equivalent to the porosity of the natural ground. A filler characterized by being mixed as described above. A tunnel is excavated by a propulsion method in which a propulsion unit is pushed by a propulsion jack provided at the start shaft and is propelled through the ground, and a propulsion pipe is sequentially added to the rear of the propulsion unit to construct a predetermined underground conduit. A stabilization structure to stabilize the natural ground
A filler that is in a solid state at a normal temperature in the tunnel and is in a fluid state at a predetermined temperature higher than the normal temperature is filled in a void portion that is generated by extra excavation of the propulsion device. To stabilize the natural ground. A stabilization structure for stabilizing a tunnel ground excavated by an excavator having a partition wall behind a cutter for excavating the ground,
A filler that is in a solid state at a normal temperature in the tunnel and is in a fluid state at a predetermined temperature higher than the normal temperature is filled between the face and the partition wall of the excavator. To stabilize the natural ground. Construction of a tunnel using a propulsion method in which a propulsion unit is pushed by a propulsion jack provided in the start shaft and is propelled through the ground, and a propulsion pipe is sequentially added to the rear of the propulsion unit to construct a predetermined underground conduit. In the method
When the propulsion unit is stopped, the filler that is in a solid state at a normal temperature in the tunnel and is in a fluid state when the temperature reaches a predetermined temperature higher than the normal temperature is placed in a gap generated by extra excavation of the propulsion unit. The ground is filled with the filler filled in a fluidized state and cooled to a solid state,
A tunnel construction method using a propulsion method, wherein when the propulsion machine resumes excavation, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state. A tunnel constructed by the tunnel construction method using the propulsion method described in claim 22 . In the tunnel construction method by the excavator equipped with a partition wall behind the cutter for excavating the natural ground,
When the excavator is stopped, a filler that is in a solid state at a normal temperature in the tunnel and is in a fluid state at a predetermined temperature higher than the normal temperature is filled in a fluid state between the face and the partition wall. And holding the face by the filler that has been cooled to a solid state,
A tunnel construction method using an excavator, wherein when the excavator is excavated, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state. A tunnel constructed by the tunnel construction method using the excavator according to claim 24 . In the method of forming a space in natural ground,
When the space is formed, the space is filled with a filler that is in a solid state at a normal temperature in the space and is in a fluid state at a predetermined temperature higher than the normal temperature. Holding the natural ground with the filler in the solid state,
A method of forming a space in a natural mountain, wherein when the formation of the space is resumed, the filler in the solid state is heated to the predetermined temperature or more to be in a fluid state. In the method of forming a space in natural ground,
Filling a cylindrical hollow tube with a filler that is in a solid state at a normal temperature in the space and is in a fluid state at a predetermined temperature higher than the normal temperature,
Inserting the hollow tube into the ground,
Heating the filler above the predetermined temperature to a fluidized state;
A method for forming a space in a natural ground, wherein the filler in the fluidized state is discharged from the hollow tube. The method for forming a space in a natural ground according to claim 26 or 27 , wherein the filler is any one of a higher alcohol, a higher fatty acid, and a fatty acid ester. 28. The method for forming a space in a natural ground according to claim 26 or 27 , wherein the filler contains an additive containing any one of higher alcohol, higher fatty acid, and fatty acid ester and a granular material. In a method of constructing a drainage well for draining pressurized groundwater from an existing underground structure into a natural ground,
Filling a hollow tube having a water collection opening with a bit for excavating natural ground at the tip, with a filter material having a water-permeable gap,
Filling the gap with a filler that is in a solid state at a normal temperature in the natural ground and is in a fluid state at a predetermined temperature higher than the normal temperature,
The hollow tube is inserted from the underground structure into the ground and installed,
Heating the filler above the predetermined temperature to a fluidized state;
Drainage for draining pressurized groundwater, wherein the filler in the fluidized state is discharged from the gap with the pressure of the pressurized groundwater acting through the water collection opening of the hollow tube How to build a well. In a method of constructing a drainage well for draining pressurized groundwater from an existing underground structure into a natural ground,
A double pipe is constructed by inserting a water pipe for feeding drill water into a hollow pipe having a water collection opening with a bit for excavating a natural ground at the tip,
Between the inner periphery of the hollow tube and the outer periphery of the water pipe, filled with a filter material having a gap that allows water to pass through,
Filling the gap with a filler that is in a solid state at a normal temperature in the natural ground, and in a fluid state when a predetermined temperature higher than the normal temperature is reached,
Insert the double pipe from the underground structure into the ground and install it,
Heating the filler above the predetermined temperature to a fluidized state;
Drainage for draining pressurized groundwater, wherein the filler in the fluidized state is discharged from the gap with the pressure of the pressurized groundwater acting through the water collection opening of the hollow tube How to build a well. 32. The method for constructing a drainage well for draining pressurized groundwater according to claim 30 or 31 , wherein the filler is any one of a higher alcohol, a higher fatty acid, and a fatty acid ester. 32. The water for draining pressurized groundwater according to claim 30 or 31 , wherein the filler contains an additive containing any one of higher alcohol, higher fatty acid, and fatty acid ester and a granular material. How to build a well for extraction. The said higher alcohol is lauryl alcohol, The construction method of the well for draining for draining the pressurized groundwater of Claim 32 or 33 characterized by the above-mentioned. The said higher fatty acid is lauric acid, The construction method of the well for draining for draining the pressurized groundwater of Claim 32 or 33 characterized by the above-mentioned. The said fatty acid ester is a stearic acid ester, The construction method of the well for draining for draining the pressurized groundwater of Claim 32 or 33 characterized by the above-mentioned. When drilling a hole for constructing a drain well for draining pressurized groundwater from the existing underground structure, an opening for collecting water with a bit for excavating natural ground is provided at the tip. A filler for preventing the pressured groundwater from being ejected by being filled in a hollow tube having:
A filler characterized by being in a solid state at a normal temperature in the natural ground and in a fluid state at a predetermined temperature higher than the normal temperature. It is a well for draining constructed from the existing underground structure to drain the pressurized groundwater,
A hollow tube having a water collection opening installed in a natural mountain;
A filter material filled in the hollow tube and having a water-permeable gap portion;
It is in a solid state at a normal temperature in the ground, and has a property of becoming a fluid state at a predetermined temperature higher than the normal temperature, and is composed of a filler filled in the gap portion,
When the filler is heated to the predetermined temperature or more to become a fluidized state, the fluidized state of the filler acts on the water pressure of the pressurized groundwater acting through the water collection opening of the hollow tube. A drainage well for draining pressurized groundwater, wherein the pressurized groundwater is discharged from an empty pipe and discharged through the gap.

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