JP3821440B2 - Filling material filling method - Google Patents

Description

  The present invention relates to a technique for filling a solidified material (for example, mortar) into a boring hole excavated in the ground in a horizontal direction or a direction inclined with respect to a horizontal plane.

A jet grouting method in which soil is cut to expand a boring hole and fill with a consolidated material is well known. However, in the conventional jet grouting method, the boring hole filled with the caking material extends in the vertical direction.
On the other hand, when the boring hole extends in the horizontal direction or in a direction slightly inclined from the horizontal plane, air or the like (substance having a low specific gravity such as air and / or water) is present in the region above the expanded boring hole in the vertical direction. The area where the air and the like are accumulated is not filled with the caking material, and a cavity is formed.

FIG. 19 is a diagram showing a construction state of the horizontal boring holes as described above in the conventional column jet grouting method.
That is, in FIG. 19, a high-pressure water jet Jw is injected from the vicinity of the tip of the boring rod 2 or the forming rod 5 inserted into the boring hole 2 drilled in the horizontal direction, and the boring hole 2 is cut and expanded in diameter. A state in which the horizontal hole 6 having a diameter of 5 mm is cut and the solidified material M is filled in the cut horizontal hole 6 is shown.
However, in such a case, air or the like is accumulated above the horizontal hole 6, and the solidified material M is not filled in the area where the air or the like is accumulated, and a cavity A is formed. When such a cavity A is formed, the natural ground is loosened and the ground G is depressed.

  Even if the borehole extends in the horizontal direction or in a direction slightly inclined from the horizontal plane, in order to prevent air or the like from accumulating in the region vertically above the enlarged borehole, A technique has been proposed in the prior art for cutting and expanding the diameter of only the ground in a fan shape and filling the boring hole expanded in a fan shape with a consolidated material (see, for example, Patent Document 1).

However, such prior art cannot meet the demand for preventing air from accumulating in the region vertically above the cut borehole.
JP-A-8-302672

  The present invention has been proposed in view of the above-described problems of the prior art, and is filled with a consolidated material while cutting and expanding a borehole extending in a horizontal direction or a direction inclined from a horizontal plane. In addition, it is an object of the present invention to provide a filler filling method capable of preventing air or the like (a substance having a small specific gravity such as air and / or water) from being accumulated in the upper region of the cut borehole.

  According to the present invention, in the consolidation material filling method for filling a solid material in a boring hole excavated in the horizontal direction or in a direction inclined with respect to a horizontal plane, the boring rod 1 is used for the boring. A hole 2 is drilled, a drainage control device 3 is installed at the end of the boring rod 1 at the mouth side, a mouth water stop treatment is performed at the inlet of the boring hole 2, and an overflow passage for a solidified material is provided inside. Provided, a forming rod 5 having a spout 5a for consolidation material at the tip and further having nozzles Na and Nb for expanding the diameter is inserted into the boring rod 1, and the forming rod 5 is pulled out while rotating. A high-pressure water jet is jetted from the nozzles Na and Nb for expanding the diameter to form the expanded diameter hole 60, and the solidified material M is ejected from the tip of the forming rod 5 after digging the expanded diameter hole 60 for a predetermined distance. When the ground is cut The waste mud K consisting of G and high-pressure water for cutting is discharged from the waste sludge control device 3, the discharged sludge K is measured by the flow rate measuring means 7, and the flow rate of the discharged sludge is determined as the solidified material flow rate. In comparison with the sum of the high-pressure water injection amounts, the adjustment valve 3b of the waste mud control device 3 is controlled so that the flow rate of the waste mud is equal to the sum of the solidified material flow rate and the high-pressure water injection amount.

  In addition, according to the present invention, in the consolidation material filling method for filling a solid material in a boring hole excavated in the horizontal direction or in a direction inclined with respect to the horizontal plane, the boring rod 1 is used for the ground G. The boring hole 2 is drilled, a mud drainage control device 3 is installed at the end of the boring rod 1 at the mouth side, a mouth water stop treatment is performed at the inlet of the boring hole 2, and a caking material is allowed to flow inside. A passage is provided, and a forming rod 5 having a condensing material jetting outlet 5a at the tip and further having nozzles Na and Nb for expanding the diameter is inserted into the boring rod 1, and the forming rod 5 is pulled out while rotating. Then, a high-pressure water jet is jetted from the nozzles Na and Nb for expanding the diameter to form the expanded diameter hole 60, and after digging the expanded diameter hole 60 for a predetermined distance, the solidified material M is ejected from the tip of the forming rod 5. When cutting The waste mud K consisting of the ground G and high pressure water for cutting is discharged from the waste mud control device 3, the specific gravity of the discharged sludge is measured, and the measured specific gravity is out of the predetermined range. In this case, it is judged as an abnormal situation.

  Furthermore, according to the present invention, in the consolidation material filling method for filling a solid material in a boring hole excavated in a horizontal direction or a direction inclined with respect to a horizontal plane on the ground, the boring rod 1 is used for the ground G. A boring hole 2 is drilled, a mud control device 3 is installed at the mouth side end of the boring rod 1, a mouth water stop treatment is performed at the inlet of the boring hole 2, and an overflow passage for a solidified material is provided inside. , A forming rod 5 having a condensing material ejection port 5a at the tip and further having nozzles Na and Nb for expanding the diameter are inserted into the boring rod 1, and the forming rod 5 is pulled out while rotating. A high-pressure water jet is jetted from the nozzles Na and Nb for expanding the diameter to form the expanded diameter hole 60, and after digging the expanded diameter hole 60 for a predetermined distance, the solidified material M is ejected from the tip of the forming rod 5; At that time, cut The waste mud K composed of the ground G and the high pressure water for cutting is discharged from the waste mud control device 3, the ground pressure is measured by the pressure measuring means 8 provided in the waste mud control device 3, and the ground pressure is predetermined. It is determined whether or not it is within the range, and if it is within the predetermined range, the opening degree of the adjustment valve 3b of the sludge control device 3 is maintained, and if it is below the predetermined range, the opening degree of the adjustment valve 3b is decreased If it is beyond the range, the opening of the adjusting valve is increased.

  And according to the present invention, in the consolidation material filling method for filling the solid material in the boring hole excavated in the horizontal direction or in the direction inclined with respect to the horizontal plane on the ground, the boring rod 1 is used for the ground G. A boring hole 2 is drilled, a mud control device 3 is installed at the mouth side end of the boring rod 1, a mouth water stop treatment is performed at the inlet of the boring hole 2, and an overflow passage for a solidified material is provided inside. And a forming rod 50 having a spout 50a for a consolidated material at the bent tip and further having nozzles Na and Nb for diameter expansion are inserted into the boring rod 1, and the forming rod 50 is rotated. Then, the high-pressure water jet is jetted from the nozzles Na and Nb for expanding the diameter, and the diameter-expanding hole 60 is formed to a certain length, and then the solidified material M is ejected from the bent outlet 50a of the forming rod 50. Allowed, and performs repeatedly the filling and cutting the solidified material of the ground.

According to the consolidation material filling method of the present invention having the above-described configuration, cutting is performed by a soil cutting fluid jet (for example, including a high-pressure water jet Ja, Jb, other liquids, a combination of a high-pressure liquid and a gas, or the like). A solidified material (for example, soil mortar M) is filled in the formed region (horizontal hole 60), and the consolidated material (M) is filled by a cross jet (for example, high-pressure water jet Ja, Jb or cross jet Jc). Since a material having low fluidity is selected to such an extent that it can reach the upper end in the vertical direction of the cut region, the filled solid material (M) is self-supporting in the cut region (horizontal hole 60). Fill the area.
Therefore, even above the cut area (horizontal hole 60), air or water is not accumulated and the low-fluidity solidified material (M) is filled, so-called "nest" (no solidified material exists, It is possible to prevent the formation of a space (cavity) in which air, water, or the like is accumulated.

Then, since the low-fluidity consolidated material (M) is filled so as not to collide with the fluid jet (Ja, Jb), the consolidated material (M) is scattered by the fluid jet (Ja, Jb). The diffusion into the cut region (60) is also prevented.
Accordingly, the filled consolidated material (M) replaces the soil cutting fluid (for example, water) and the cut soil (G) while maintaining a self-supporting state in the cut region (60). The soil cutting fluid (for example, water) and the cut soil (G) are discharged to the outside through the boring hole (2) from the region (60) cut as the mud (K).

  Furthermore, in the present invention, since the fluid jet (Ja, Jb) forms a cross jet (Jc) and is cut, the region (horizontal) cut due to the low fluidity of the consolidated material (M). Hole 60) In addition to the fact that no cavity is formed above, the diameter expansion size or the cutting amount of soil (G) can be controlled with high accuracy. As a result, it is possible to form a cylindrical underground solid body that extends in a horizontal direction or a direction inclined with respect to a horizontal plane and has a uniform circular cross section.

  In addition, since the cutting amount of the soil (G) can be controlled with high accuracy as described above, the amount of mud discharged in the step of expanding the diameter and / or the step of filling is used for the filling amount and cutting of the consolidated material. The amount of soil cutting fluid (for example, high-pressure water) is controlled so as to be equal to the total amount (Claim 3), and collapse (low fluidity solids) above the cut region (horizontal hole 60). It is possible to prevent the occurrence of bumps (when the amount of binder is small) and bumps (when the amount of low-flow solidified filler is large).

And since the abnormal condition is detected by measuring the specific gravity of the mud and determining whether the value is within a predetermined range, the filling material filling operation can be performed safely and reliably.
In addition, since the ground pressure is measured and controlled, the pressure in the cut area (60) can be maintained appropriately, and the occurrence of collapse or bulge can be prevented.

Embodiments of the present invention will be described below with reference to the accompanying drawings.
1 to 5 show the construction contents of the first embodiment in the order of steps. Hereinafter, the construction contents will be described along the process order.

  First, in FIG. 1 (first step), a boring hole (guide hole) 2 is drilled in the horizontal direction using a boring rod 1 in the ground (ground) G in the construction area.

In the next FIG. 2 (second step), the drainage control device 3 is attached to the end of the boring rod 1 on the mouth side, and the mouth water stop treatment 4 is performed on the inlet of the bored hole 2.
Then, the forming rod 5 is inserted into the boring rod 1.
The forming rod 5 is provided with a jet outlet 5a for jetting low-flowing soil mortar at the tip, and is configured so that a caking material having low fluidity flows through the tip, and the tip on the outer periphery. The nozzles Na and Nb for expanding and cutting the drilled boring hole 2 are provided apart from each other at a position retracted from the center, and jets Ja and Jb of high-pressure water ejected from each of them are arranged in the radial direction. It intersects at a predetermined distance outside and is formed to be an intersecting jet Jc.

In the next FIG. 3 (third process), jets of high-pressure water Ja and Jb are ejected from the nozzles Na and Nb of the forming rod 5 while rotating the forming rod 5, and the ground G is cut by the cross jet Jc. However, the horizontal hole 60 is formed by sequentially pulling out the forming rod 5.
From the time when the horizontal hole 60 is dug by a predetermined distance, a low-flowing soil mortar (hereinafter referred to as “low-flowing soil mortar”) is simply “soiled” from the tip of the forming rod 5 while injecting a cross jet Jc. M)). At that time, when the soil mortar M is filled in the horizontal hole 60, the waste mud K composed of the cut soil G and the high-pressure water for cutting is supplied to the adjusting valve 3b interposed in the waste mud control device 3. It is discharged to the outside of the horizontal hole 60 through the discharge port 3a. The flow rate is measured by the flow rate measuring means 7, and the opening degree of the adjusting valve 3b is controlled as will be described later. Furthermore, pressure measuring means 8 is attached to the mud control apparatus 3 for measuring the ground pressure.

  In addition, since the flow rate measurement of the waste mud K should just be performed after discharge | emission from the discharge port 3a, it is not necessary to interpose a complicated measuring instrument in the flow path, the restrictor in a flow path, etc. as the flow volume measurement means 7, If a device that measures the increase in the discharged volume as shown in the figure is used, it is preferable that the measuring instrument becomes a resistance of the flow path and does not affect the ground pressure.

The process of filling the soil mortar M while cutting with the above-described intersecting jet Jc will be described in more detail with reference to FIGS.
In FIG. 6, the distance La in the horizontal direction is a conical space cut by the jet Ja on the front end side of the forming rod that forms the intersecting jet Jc, and the distance Lc moves the intersecting jet Jc to the left in the figure. The distance Lb is a conical space cut by the jet Jb opposite to the tip of the forming rod forming the cross jet Jc.

Next, with reference to FIG. 7 (the same process as FIG. 3), the conditions regarding the angle of repose β of the low fluidity soil mortar M will be described.
In FIG. 7, the fluidity of the soil mortar M is low (in the figure, the boundary surface is indicated by a solid line C), the angle of repose is an angle β, and the boundary surface C of the soil mortar M is in contact with the high-pressure water jet Ja. Otherwise there will be no problem.
However, if the fluidity of the soil mortar M is relatively high, the soil mortar M interferes with the high-pressure water jet Ja, disperses and scatters in the high-pressure water.
Here, the distance L between the high pressure water jet Ja and the position of the soil mortar M in the direction of the central axis of the forming rod 5 and the fluidity of the soil mortar M are as follows. It must be set so that it does not collide, disperse and scatter in high pressure water.
That is, the two jets Ja and Jb forming the intersecting jet Jc generally have the same injection angle (α). In such a case, the boundary surface C between the soil mortar M and the space shown in FIG. The distance L from the center of the nozzle to the nozzle Na of the jet Ja on the tip side is preferably 0.5 m or more.
The angle “γ” shown in the figure is γ = 180 ° −α, and “β” is the angle of repose of the soil mortar M.

  The repose angle β is set larger than the injection angle α of the fluid jet Jb (Ja). When the angle of repose β of the soil mortar M is smaller than the injection angle α of the fluid jet Jb (Ja), as shown in FIG. 8, when the angle of repose β1 is smaller than the injection angle α (that is, moved to the dotted arrow in the figure) This is because the cavity A is generated in the region above the boundary surface C1.

Then, in the next FIG. 4 (fourth step), the cutting of the horizontal hole 60 is completed, and the soil mortar M is filled in the entire area of the space of the remaining horizontal hole 60.
In addition, in the said waste mud control apparatus 3, by adjusting the opening degree of the adjustment valve 3b interposed by the discharge port 3a side of this apparatus 3, it passes between the inner wall of the boring rod 1 and the outer periphery of a forming rod. The amount of discharged mud K is controlled so that the amount of discharged mud K becomes equal to the amount of high-pressure water for ground cutting plus the injected amount of low-flowing soil mortar M (see FIG. 9: see below) explain.).
In the illustrated example, the waste mud is passed between the inner wall of the boring rod 1 and the outer periphery of the forming rod 5, but only the boring rod 1 is once removed and the boring hole 2 and the outer periphery of the forming rod 5 You may pass between.

  In FIG. 5 (final process), when the filling of the soil mortar M is completed, a seal (not shown) is applied, and the drainage engaged with the outer end of the boring rod 1 and the boring rod 1 inserted therein. The mud control device 3 is extracted from the boring hole 2. Thereafter, when the soil mortar M filled in the horizontal hole 60 and the boring hole 2 is cured, a series of work is almost completed.

According to 1st Embodiment which has the structure and process mentioned above, although soil mortar M is filled in the area | region (horizontal hole 60) cut by the fluid jet (for example, high pressure water jet) Ja and Jb for soil cutting. Since the soil mortar M having low fluidity is selected, the filled soil mortar M is self-supporting in the cut horizontal hole 60. In other words, the filled soil mortar M reliably reaches the ceiling portion (vertical upper end portion) of the region 60 cut by the high-pressure water jets Ja and Jb.
Therefore, even above the horizontal hole 60 (portion in the vicinity of the ceiling), low-fluidity soil mortar M is filled without accumulation of air or water, so-called “nest” (no soil mortar M exists, air and (Or space where water or the like is accumulated: a hollow portion) is prevented.

And since the low-fluidity soil mortar M is filled so as not to interfere with the fluid jets Ja and Jb, the soil mortar M diffuses into a region (horizontal hole 60) cut by the fluid jets Ja and Jb. This is prevented.
In this way, the filled soil mortar M is replaced with the soil cutting fluid (for example, water) and the cut soil G while maintaining a self-supporting state in the cut horizontal hole 60. The substituted soil cutting fluid (for example, water) and the cut soil G are discharged from the cut region (horizontal hole 60) as the mud K through the boring hole 2 and the mud control device 3 to the outside. Discharged.

  Then, the filling of the low fluidity soil mortar M is completed in the state shown in FIG. 4, and in FIG. 5, the forming rod 5, the boring rod 1, and the mud control device 3 are removed in the manner described above.

  As described above, in this embodiment, in addition to the fact that the cavity is not formed above the region cut due to the low fluidity of the consolidated material (for example, soil mortar) M, the cross jet Jc is used as a fluid jet. Since it uses, the diameter-expansion dimension by cutting or the cutting amount of the soil G can be controlled with high precision. Therefore, it is possible to easily form a cylindrical underground solid body that extends in a horizontal direction or a direction inclined with respect to a horizontal plane and has a uniform circular cross section.

Furthermore, since the cutting amount of soil can be controlled with high accuracy, the filling amount of the low-solidifying material (for example, soil mortar M), and the amount of soil cutting fluid (for example, high-pressure water) used in cutting, However, (the sum of the amounts) can be configured so that high-precision control can be performed so as to be equal to the amount of mud.
Since the supply amount and the discharge amount become equal in this way, collapse above the cut area (horizontal hole 60) (when the filling amount of the low-flowing solidified material is small) or bulge (low-flowing solidity) Can be prevented).
In other words, when the supply amount is smaller than the discharge amount, it causes ground subsidence as described in FIG. On the other hand, when the supply amount is larger than the discharge amount, as shown in FIG. 20, there is a possibility that the filling pressure of the caking material is directed to the ground side and the ground is raised. By controlling the cutting amount of the soil with high accuracy and equalizing the supply amount and the filling amount, the ground subsidence as shown in FIG. 19 and the ground uplift as shown in FIG. 20 can be prevented.

Next, the control of the amount of sludge by the above-described sludge control device 3 will be described with reference to the flowchart of FIG.
First, the flow rate of the waste mud K is measured by the flow rate measuring means 7 (step S1), and then the measured flow rate of the waste mud K is ejected as the flow rate of the consolidated material M to be filled and the jets Ja and Jb. And the total amount of the fluids (Ja, Jb) to be compared (step S2). If the measured flow rate of the waste mud K is equal to the total amount of the flow rate of the solidified material M to be filled and the flow rate of the fluid (Ja, Jb) ejected as the jets Ja, Jb, the adjustment valve 3b is used as it is. (Step S3), the opening of the valve 3b is increased if the flow rate of the waste mud K is large (step S4), and the opening of the valve 3b is decreased if the flow rate of the waste mud K is small (step S4) S5).
And it returns to step S1 from step S6, and controls a waste-mud flow volume continuously hereafter.

FIG. 10 is a flowchart showing a process of detecting an abnormal situation by measuring the specific gravity of the sludge K.
The specific gravity of the discharged mud K discharged from the discharge port 3a is measured by specific gravity measuring means (not shown) (step S11). Then, it is determined whether or not the measured specific gravity of the waste mud K is within a predetermined range (step S12). In step S12, if the measured specific gravity of the waste mud K is within a predetermined range (YES in step S13), the process returns to step S11, and steps S11 to S13 are repeated (a loop in which step S13 is YES). On the other hand, if the specific gravity of the measured waste mud K is out of the predetermined range (NO in step S13), it is determined that an abnormal situation has occurred, and for example, an alarm is issued to warn.
Here, the “abnormal situation” means, for example, that an abnormality (for example, clogging) occurs in the jet of the fluid jet and the ratio of the excavated soil increases and the specific gravity increases, or an abnormality occurs in the cutting and the It means a situation (a kind of emergency) in which an immediate response is required for safe and accurate construction due to an increase in the ratio of fluid and a decrease in specific gravity.

Next, control management of ground pressure (pressure in the horizontal hole 60) will be described with reference to the flowchart of FIG.
The measurement of the ground pressure (step S21) is measured by the pressure measuring means 8 provided in the mud control apparatus 3. Then, it is determined whether or not the measured ground pressure is within a predetermined range (step S22). If it is within the predetermined range, the opening degree of the adjustment valve 3b is continuously maintained (step S23). The opening degree of 3b is decreased (step S24), and if it is more than the predetermined range, the opening degree of the adjusting valve 3B is increased (step S25). Thereafter, the process returns to step S21 and continues.
In this way, by managing and controlling the ground pressure, the collapse as shown in FIG. 19 and the depression as shown in FIG. 20 are prevented from occurring.

Next, a second embodiment will be described with reference to FIGS.
In this embodiment, the cutting diameter expansion process by the high-pressure water jet and the filling process of the consolidated material M are individually performed.
The drilling of the boring hole 2 that is the first step and the insertion of the forming rod 5 in the second step are the same as in FIGS. 1 and 2 of the first embodiment, and are not shown.
In the step shown in FIG. 12 (third step), the high-pressure water jets Ja and Jb are jetted from the nozzles Na and Nb while rotating the forming rod 5 to draw a predetermined total length, and the ground G is cut by the cross jet Jc. The entire area of the horizontal hole 60 is cut.

Then, in FIG. 13 (fourth step), the forming rod 5 is inserted again, and the soil mortar M is drawn out from the tip of the forming rod 5 and is drawn into the horizontal hole 60.
Here, the total amount of the filling amount of the soil mortar M and the supply amount of the soil cutting fluid (high pressure water Ja, Lb) used in the cutting is controlled to be equal to the discharge amount of the sludge K, and the final The steps are the same as described in FIG.
In the second embodiment, after cutting the entire area of the horizontal hole 60 and before filling with the soil mortar M, the ground area is constructed so as not to collapse due to earth pressure. Alternatively, it is preferable that the pressure in the cut region is maintained at the same level as the earth pressure.

Next, a third embodiment will be described with reference to FIGS.
In this embodiment, the cutting and filling processes by the high-pressure water jet are performed once over the entire length in the second embodiment described above, whereas the cutting and filling are divided into a plurality of processes for each fixed section. The construction is repeated alternately.
Also in this case, both the drilling of the boring hole 2 (first process) and the insertion of the forming rod 5 (second process) are the same as in FIGS. 1 and 2 and are omitted.
In the next step shown in FIG. 14 (third step), high-pressure water jets Ja and Jb are ejected from nozzles Na and Nb while the forming rod 5 is rotated, and a predetermined length is drawn out. Cut a part. Then, as shown in FIG. 15, the rod 5 is reinserted, and the portion cut in the previous step is filled with the soil mortar M (fourth step). Further, the cutting of the next portion by the cross jet Jc (fifth step: FIG. 16) and the filling of the soil mortar M (sixth step: FIG. 17) are alternately repeated, and the horizontal hole 60 is formed over a predetermined length. Fill. The final process is the same as in FIG.

  In each of the above embodiments, since the cutting is performed using the cross jet Jc, when the tip of the forming rod 5 (soil mortar outlet 5a) comes to the region indicated by the symbol Y in FIG. It may be difficult to fill the fluid soil mortar M without gaps.

  On the other hand, in the fourth embodiment shown in FIG. 18, the tip of the forming rod 50 for filling the soil mortar is bent downward.

  In this way, by bending the tip of the forming rod 50 for filling the soil mortar, the bent tip 50a comes close to the conical end of the cut region 60, and the region (reference symbol Y in FIG. 16). It is easy to fill the low-flow-rate soil mortar M in the region indicated by (3): the conical end portion in the region cut by the cross jet without gaps.

It should be noted that the illustrated embodiment is merely an example and is not intended to limit the technical scope of the present invention.
For example, in the illustrated embodiment, an example is described in which the boring is performed in the horizontal direction and the solidification material is filled. However, the present invention can be similarly applied when boring in the direction inclined with respect to the horizontal plane. It is.

The 1st process figure for explaining the construction order of a 1st embodiment of the present invention. The 2nd process figure for demonstrating the construction order of 1st Embodiment of this invention. 3rd process drawing for demonstrating the construction order of 1st Embodiment of this invention. The 4th process figure for demonstrating the construction order of 1st Embodiment of this invention. The last process figure for demonstrating the construction order of 1st Embodiment of this invention. The figure for demonstrating in more detail the process of the said FIG. The figure explaining the interference prevention of the injection | pouring consolidated material and fluid jet in the process of the said FIG. The figure explaining the space | gap produced by the angle of repose in the process of the said FIGS. The flowchart explaining the process of waste mud flow control. The flowchart explaining the process of specific gravity measurement. The flowchart explaining the process of ground pressure measurement. The 3rd process figure for demonstrating the construction order of 2nd Embodiment of this invention. The 4th process figure for demonstrating the construction order of 2nd Embodiment of this invention. The 3rd process figure for demonstrating the construction order of 3rd Embodiment of this invention. The 4th process figure for demonstrating the construction order of 3rd Embodiment of this invention. The 5th process figure for demonstrating the construction order of 3rd Embodiment of this invention. The 6th process figure for demonstrating the construction order of 3rd Embodiment of this invention. The construction outline figure which showed the construction state and apparatus of 4th Embodiment of this invention. The figure which shows the construction state by the conventional column jet grouting method. The figure which shows the improper construction state which raises the ground uplift.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 ... Boring rod 2 ... Boring hole 3 ... Waste mud control apparatus 3a ... Discharge port 3b ... Adjustment valve 5, 50 ... Formation rod 6, 60 ... Horizontal hole 7 ..Flow rate measuring means 8 ... Pressure measuring means G ... Ground Jc ... High pressure water (cross) jet M ... Low flowable soil mortar Na, Nb ... Nozzle α ... Injection angle β ... Repose angle

Claims (4)

In the solidification material filling method in which a solidification material is filled in a boring hole excavated in a horizontal direction or a direction inclined with respect to a horizontal plane in the ground, the boring hole (1) is used for the ground (G) by using the boring rod (1). 2), a mud control device (3) is installed at the mouth end of the boring rod (1), a water stop treatment is performed at the inlet of the boring hole (2), and the inside is solidified. A forming rod (5) having a flow passage for the material, having a spout (5a) for the consolidated material at the tip, and further having a nozzle (Na, Nb) for expanding the diameter is provided in the boring rod (1). Inserting and pulling out the rotating rod (5) while rotating, the high-pressure water jet is ejected from the nozzle (Na, Nb) for expanding the diameter to form the expanded diameter hole (60). ) After digging a predetermined distance, the tip of the forming rod (5) Then, the solidified material (M) is ejected, and at that time, the mud (K) composed of the ground (G) that has been cut and the high-pressure water for cutting is discharged from the waste mud control device (3) and discharged. The waste mud (K) is measured by the flow rate measuring means (7), and the flow rate of the waste mud is compared with the sum of the solidified material flow rate and the high-pressure water injection amount. A solidifying material filling method characterized by controlling the adjustment valve (3b) of the mud control device (3) so as to be equal to the sum of the injection amounts. In the solidification material filling method in which a solidification material is filled in a boring hole excavated in a horizontal direction or a direction inclined with respect to a horizontal plane on the ground, the boring hole ( 2), a mud control device (3) is installed at the mouth end of the boring rod (1), a water stop treatment is performed at the inlet of the boring hole (2), and the inside is solidified. A forming rod (5) having a flow passage for the material, having a spout (5a) for the consolidated material at the tip, and further having a nozzle (Na, Nb) for expanding the diameter is provided in the boring rod (1). Inserting and pulling out the rotating rod (5) while rotating, the high-pressure water jet is ejected from the nozzle (Na, Nb) for expanding the diameter to form the expanded diameter hole (60). ) After digging a predetermined distance, the tip of the forming rod (5) Then, the solidified material (M) is ejected, and at that time, the mud (K) composed of the ground (G) that has been cut and the high-pressure water for cutting is discharged from the waste mud control device (3) and discharged. A solidified material filling method characterized by measuring the specific gravity of waste mud and determining that the measured specific gravity is out of a predetermined range, an abnormal situation. In the solidification material filling method in which a solidification material is filled in a boring hole excavated in a horizontal direction or a direction inclined with respect to a horizontal plane in the ground, the boring hole (1) is used for the ground (G) by using the boring rod (1). 2), a mud control device (3) is installed at the mouth end of the boring rod (1), a water stop treatment is performed at the inlet of the boring hole (2), and the inside is solidified. A forming rod (5) having a flow passage for the material, having a spout (5a) for the consolidated material at the tip, and further having a nozzle (Na, Nb) for expanding the diameter is provided in the boring rod (1). Inserting and pulling out the rotating rod (5) while rotating, the high-pressure water jet is ejected from the nozzle (Na, Nb) for expanding the diameter to form the expanded diameter hole (60). ) After digging a predetermined distance, the tip of the forming rod (5) From which the solidified material (M) is ejected, and the mud (K) made of the ground (G) and high-pressure water for cutting is discharged from the mud control device (3). The ground pressure is measured by the pressure measuring means (8) provided in (3), and it is determined whether or not the ground pressure is within a predetermined range. If it is within the predetermined range, the mud control device (3) The opening of the adjusting valve (3b) is maintained, the opening of the adjusting valve (3b) is decreased if it is below a predetermined range, and the opening of the adjusting valve is increased if it is above the predetermined range. Binder filling method. In the solidification material filling method in which a solidification material is filled in a boring hole excavated in a horizontal direction or a direction inclined with respect to a horizontal plane in the ground, the boring hole (1) is used for the ground (G) by using the boring rod (1). 2), a mud control device (3) is installed at the mouth end of the boring rod (1), a water stop treatment is performed at the inlet of the boring hole (2), and the inside is solidified. A flow passage for the material is provided, and a forming rod (50) having a nozzle (Na, Nb) for expanding the diameter is provided as the boring rod (1). ), And withdrawing the forming rod (50) while rotating, and jetting a high-pressure water jet from the nozzle (Na, Nb) for expanding the diameter to create a diameter-enlarged hole (60) of a certain length, The bent point of the forming rod (50) Consolidating material filling method which is ejected, and performs repeatedly the filling and cutting the solidified material of the ground the solidifying material (M) from the ejection port (50a) of.

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