JP3444488B2 - How to lay pipes that penetrate the embankment without excavation - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of laying a water channel that penetrates a bank such as a river or a reservoir and updating an existing pipeline.

[0002]

2. Description of the Related Art Conventionally, there are many occasions when it is necessary to provide a waterway to use water from a river as water for use, or conversely, to discharge water used for a river. Since it is necessary to newly excavate a water channel that crosses the levee of the reservoir, it is a general method to form a desired water channel by performing excavation work on the levee body.

Further, although the amount of water used and the amount of drainage are greatly increased, it often happens that existing waterways cannot meet the demand, but the same applies to the renewal of pipelines.

[0004]

However, recently, it is common to use the road itself as a road for vehicles to pass over on the embankment, and even temporarily, the traffic is cut off due to the excavation work mentioned above. Therefore, it can be said that forcing a detour is a situation that is difficult to bear due to the current road conditions. In addition, a large amount of cost is required for diversion of this traffic and for installing and removing a temporary embankment instead of a temporarily cut embankment, so this solution is strongly required.

A new water channel can be provided without cutting off the cut-off wall,
In order to renew, it is most desirable to apply the propulsion method in which a conduit for water flow into the ground is installed without excavation. However, in this propulsion method, the pipe is pushed into the ground from the starting vertical shaft by a hydraulic jack, etc., so there is a high possibility that a gap will occur between the outer peripheral surface of the pipe and the surrounding sand and sand, and the inside of the embankment There is a risk that water may leak out of the embankment along this gap. Therefore, it is considered unacceptable to apply the propulsion method as it is to lay the usual ground, unless there is a technical solution for eliminating this concern.

That is, it must be noted that conditions different from those for general laying work are added in forming a new pipeline through the bank. As the water level of rivers and reservoirs located on one side of the embankment rises and becomes a flood condition, the difference with the groundwater level on the other side naturally increases, so the water pressure increases and infiltration action occurs, and the water flows along the pipeline. There is undeniable concern that the flow of particles will begin in the sand and cause the infiltration of water from high water levels. In order to eliminate this concern, a method of driving a sheet pile to cut off the communication between the inside and outside is also taken, but the most effective configuration was to develop a method of burying an impermeable wall that traverses the pipeline inside the levee body, and nowadays the levee body It is generally recognized as a design condition for laying a pipeline that penetrates through, and is in a position to be standardized as necessary specifications.
For example, it is estimated that the mainstream of the impermeable walls that traverse the pipelines is the laying work that imposes internal standards of minimum height and width of 1 m each.

In order to apply the propulsion method to lay a pipeline that penetrates the bank, it cannot be said to be perfect unless the two difficult conditions are satisfied at the same time. For example, JP-A-8-2
In the prior art of 32231 to JP-A-8-232233, as shown in FIG. 13 (A), the pipe body 105 is joined by penetrating the bank 101 provided in a river, a reservoir, or the like to form a pipeline. In this case, a vertical hole 112 is previously cut from the top end 111 of the dam body 101, a concrete impermeable wall 103 having a through hole 113 is buried, and a pipe passing through this through hole 113 as shown in FIG. 10B. The passage is laid by the propulsion method, and the intermediate ring body 160 is previously provided between the pipes 105 in advance at a position where the pipe coincides with the vertical hole 112 after the passage.
The tube body 105 is pushed in one after another by inserting the intermediate body ring body 160 from the inside after forming the pipe line, and the water is stopped in the gap C formed between the through hole 112 and the outer peripheral surface of the tube body 105. The method of filling the filling material from the inside is adopted.

[0008] Conventionally, the procedure of laying a pipeline by a propulsion method and then placing concrete to form an impermeable wall is reversed,
After embedding the impermeable wall in the dike, forming a pipeline through the through-hole of the impermeable wall, we changed the procedure to stop the water by filling the gap between the outer peripheral surface of the impermeable wall and the impermeable wall from within the duct. It says that there is no need for a space for a concrete formwork, and that the range of digging the embankment can be narrowed when embedding the impermeable wall.

This prior art adopts the propulsion method, and the pipe can be laid without opening the cut-off wall for forming the pipe.
In order to meet the special condition of penetrating a bank, a new impermeable wall has been added, and by embedding the impermeable wall in advance, it is possible to reduce the excavation of the bank more than before. However, even if the construction period required for burying the impermeable wall in advance and the risk of traffic obstacles have been alleviated, they still remain, and from the formed pipeline, the intermediate ring 1
Since the complicated work of disassembling and removing 60 is also involved,
It cannot be predicted that productivity will necessarily be high, and it cannot be evaluated that the problems of the conventional technology have been solved.

Patent No. 2627 previously filed by the applicant
Japanese Patent No. 815 discloses a configuration and a procedure for laying a pipe line that penetrates a cut-off wall in a non-excavation manner by a highly efficient propulsion method, and to form a new impermeable wall in a completely non-excavation manner. It was As shown in FIGS. 14 (A) to (D), the gist thereof is a pipe line that penetrates the bank by a propulsion method in which the propulsion pipes 205 are horizontally pushed one after another from a vertical shaft 204 excavated in at least one of the bank 201. The split ring 260 is formed in advance in the vertical shaft between the pipes that are to be located approximately in the center of the bank after the formation, and the split ring 260 is disassembled and removed after the pipe is formed. , A cement slurry S containing a hardening accelerator is jetted from the formed annular opening toward the entire outer periphery to replace the earth and sand G in the vicinity of the outer periphery to form a dense replacement layer or an impregnated layer H. After the water blocking plate 203 is projected in the cured state, the disassembly ring 2
The procedure for connecting 60 to return to the annular shape and refitting in a watertight manner was shown. It is said that this procedure solved the problem of traffic blockage due to the temporary excavation of the cut-off wall, and that the incidental work before and after was greatly reduced, resulting in a significant reduction in construction cost and construction period.

Although it is true that this conventional technique does not open the cut-off wall and there is no fear of traffic obstruction, in practice, uncertain factors are newly generated. The issues have not necessarily been resolved unconditionally. In laying pipelines through levee bodies in recent years, it has become necessary to set an impermeable wall as a formal requirement, and the required size is, for example, "1 m or more in width as a river erosion control technical standard of the Ministry of Construction." , The height of 1m or more "is under consideration, but it is not possible to project a water barrier with this required size from inside the pipe with this conventional technology.
It is not always easy, though it depends on the pipe diameter and surrounding soil quality, and there is a high probability that it will be a constraint on implementation.

Further, by replacing the earth and sand with the cement slurry by injecting a high pressure from the inside of the pipe penetrating by the propulsion method toward the ground at the outer periphery, the ground around the pipe is disturbed and fluidized,
It has been pointed out that there is concern that it will be weakened and adversely affected. Furthermore, the water-blocking effect of the impermeable wall formed by this procedure is not necessarily reliable unless actually confirmed by a field test, and even if it is confirmed by a certain construction, the soil quality and the ground will differ. It cannot be ruled out that applying it to construction is irrational and there is room for doubt about the reliability of the waterproofing effect.

On the other hand, when using the propulsion method, it may not always be possible to guarantee that the through-pipes other than the water-impervious wall are perfect. In general, in order to promote efficient propulsion, a method in which an excavation machine with a diameter slightly larger than the pipe diameter is attached to the tip of the leading pipe pushed into the ground from the vertical shaft is commonly used. It is unavoidable that a gap based on this outer diameter difference is generated between the outer peripheral surface of and the propulsion hole excavated by the excavation machine. This gap is communicated over the entire length of the pipe line that is penetrated by the propulsion method, and in the prior art, this gap is merely filled with the backfill grout, and no special measures are taken.

However, in the case where the levee body is large-scale and the total length of the pipeline passing through is large, the gap is inevitably long and the range of grout material to be filled must be long. In such a case, if looseness or cracks in the ground, faults, soft ground, etc. are included in the middle of the construction range, the grout to be injected will naturally escape or leak in the direction of less resistance,
It becomes difficult to form a dense and solid filling layer. In particular, if the ground forming the bank is directly mechanically excavated, it is inevitable that irregular and severe unevenness will occur on the surface, of which the grout material is impregnated in the soft soil part. There is a lot of fear that it will flow away. Therefore, it cannot be denied that even if the resistance against the water pressure peculiar to the embankment can be strengthened by the impermeable walls, there is still a potential concern that cannot be wiped out from the perspective of the entire long pipeline.

On the other hand, the shield construction method is often used for the construction of urban tunnels such as subways, but since there is no choice but to make a large overditch in the sharp curve part, the inner surface of the assembled tunnel is formed following the progress of the shield machine. In many cases, the segment ring (split ring) is not fixed to the ground and cannot receive the jack thrust, which makes installation difficult. For this reason, a conventional technique has been adopted in which a bag body that expands with an injecting material is attached to the segment ring itself in order to fill the dug portion and a backing material that receives the reaction force of the jack thrust is injected. In addition, a structure in which a pillar for supporting the overhang is attached to and detached from this segment body is improved.
There is also the 39 publication. However, these sharp curve tunnel construction is targeted for segments that are individually assembled and followed immediately after excavation as a part of the shield construction method, and the ductile cast iron pipe is continuously added and pushed from the vertical shaft of the present invention. Since the character is basically different from that of the propulsion method and it is not a structure that can be diverted as it is, in the case of the present invention, it is necessary to combine the unique requirements until the tiredness and make full use of the water sealing function of the pipeline penetrating the cut-off wall. I have to.

In order to solve the above problems, the present invention can almost avoid obstacles such as traffic congestion. Being able to freely set all dimensions, including the required condition of the impermeable wall, "both width and height are 1 m or more". The water blocking function of the impermeable wall itself is completely reliable regardless of the ground. Do not leave any adverse effects on the levee ground around the pipe after the pipe is formed. The process is mechanized and the worker's handwork is limited to safe and efficient construction conditions. Even if a water-stopping function for the entire length of the pipeline is required, a high-level strengthening measure that can effectively respond and completely eliminate the danger of water leakage, etc. can also be used. The purpose of this work is to lay a pipeline that pierces the levee without cutting to meet the requirements.

[0017]

A method of laying a pipeline that penetrates a dam by non-excavation according to the present invention is directed to a direction in which a pipeline that is going to penetrate the dam 1 from a top end 11 of the dam 1 is crossed. Vertically operating the high-pressure injection device 2 to dig in, and inject the cement slurry S mixed with the hardening accelerator from the injection nozzle 21 provided at the tip to cut the ground and mix and stir to replace the cement slurry. A continuous group of cylinders forming a vertically oriented cylinder body, further moving the injection nozzle 21 in a direction orthogonal to the tube axis and repeating injection to consolidate, and cutting off a planned pipeline having a desired height and width. After constructing the impermeable wall main body 3 which is formed by connecting the above, the propulsion pipe 5A in which the excavation machine 7 having a diameter slightly larger than the pipe diameter from the vertical shaft 4 excavated in at least one of the dam body 1 is attached horizontally is formed in the dike body. Then push the next propulsion pipe 5B ... The pushing procedure is repeated, and when the extension in the vertical shaft 4 reaches the propulsion pipe 5X which is planned to intersect with the impermeable wall body 3, the plain weave of the synthetic resin fiber is coated with the sealant, and the grout material, the water. A plurality of ring-shaped water shield bags 61 that have a body 61A that does not allow any permeation, and a seam 61B that allows only air to permeate when the internal pressure of the body 61A exceeds a certain pressure. The outer peripheral surface is covered with the elastic protective cover 8 to be housed, and the impermeable propulsion pipe 6 having the grout inlet 62 opened is connected to the middle of the plurality of annular impermeable bags 61. The propulsion pipe 5Y is added to continue the propulsion, and the elastic protection cover 8 prevents the surrounding earth and sand from entering the annular impermeable bag 61 during the propulsion, and the excavation machine 7 hits the impermeable wall body 3 with the pipe. Through hole slightly larger than diameter After advancing through 1 to form a pipe line penetrating the bank 1, the grout material G is press-fitted into the annular impermeable bag 61, and the air compressed in the bag is filled as the filling progresses. It is discharged from the sewn portion 61B and the covered elastic protective cover 8 is pushed up to bulge to form a closed space that closes the annular gap C, and the grout material G is pressed into the space from the grout injection port 62 to form a gap. It is characterized by reliably blocking and filling the entire circumference regardless of the size and shape of C. The grout material to be filled in the water shield bag 61 is, for example, cement milk.

In the laying method of the present invention as in the procedure shown here, prior to laying the propulsion pipe, first, in the direction orthogonal to the planned pipeline from the top end of the dam body, that is, in the longitudinal direction of the dam body. Since a water impermeable wall body consisting of several cylindrical bodies is constructed, the high-pressure injection device required for the construction is temporarily placed at an arbitrary place, and the actual work on the bank is like boring the injection nozzle at the tip. It's just screwed in. Compared to the conventional technology of partially excavating the cut-off wall, the risk of traffic congestion is almost avoided, and if that fear remains,
As in another embodiment (FIG. 2), it is sufficient to construct the impermeable wall main body 3A by directing the jet nozzle 21 obliquely downward from one corner of the bank top.

Before the pipe is laid, the cement slurry is sprayed at a high pressure to replace the earth and sand and solidified, and the solid body, which is a continuous body of the impermeable wall, is constructed from the top of the bank body.
Since the width and height are not limited at all, and the versatility is applicable to any specifications, the essence of solving the problems of the conventional technology is also provided from this point.

Further, instead of high-pressure jetting from the inside of the pipe after laying, the tip of the jetting nozzle is freely moved before laying and is freely replaced with earth and sand. Therefore, jetting is performed according to the physical properties of earth and sand. There is also a big difference that the conditions can be adjusted freely and the impermeable wall that guarantees the necessary and sufficient waterproofing can be created.

The laying of the pipeline is formed by non-excavation by the propulsion method. An excavation machine is attached to the front end of the leading pipe to excavate a tunnel having a diameter slightly larger than the diameter of the pipe (for example, a diameter of 10 mm), and the propulsion pipe follows the outer peripheral surface of the tunnel without rubbing it with the surrounding earth and sand. The biggest problem with this construction method is the stoppage of water at the location where the pipe passes through the main body of the impermeable wall, and naturally, a gap C is created between the outer peripheral surface of the propulsion pipe and the inner surface of the through hole that has perforated the main body of the impermeable wall. Since this is unavoidable, the focus will be on how to seal this gap with water.

In the prior art, a disassembleable ring or the like is attached in advance between the pipes corresponding to this portion, the ring is disassembled and removed, and the grout material is ejected from the opening to fill the gap. Needless to say, this gap C continues to penetrate through the bank as well as the propulsion pipe, so the grout material to be injected flows infinitely through the gap and there is a hole. You cannot expect a reliable water-sealing effect like you would draw water in a bucket. Furthermore, due to the weight of the excavating machine itself, the gap C at the top of the propulsion pipe is usually large, the gap at the bottom of the propulsion pipe must be extremely narrow, and the inner surface thereof has an irregular irregular shape. Therefore, it was unexpectedly difficult to reliably fill the water with water.

Contrary to this, in the present invention, the impermeable propulsion pipe is interposed in the conduit, and the annular impermeable bag is filled with the grout material in the bag and inflated, and the target impermeable wall body is firstly inflated. After sealing the annular gap C formed in the thick wall portion of the container, the grout material is pushed into this sealed space to prevent the grout from leaking out and only the air inside is discharged to collect the compressed air pool in the bag. Since the filling is performed under the ideal condition in which the generation is prevented, the above-mentioned problems of the prior art are completely solved, and the water blocking action, which is the purpose of the impermeable wall, works 100%, and the problems are solved.

Further, as described above, when a pipe line is formed through the bank by the propulsion method, loosening, cracking, and uneven subsidence due to variations in the strength of the ground cause propulsion by excavating with a propulsion pipe other than the impermeable wall body. It has also been pointed out that when filling the gap with the hole, there is likely to be an area of concern. Further, since the through hole 31 drilled by the excavating machine in the water-impervious wall body 3 has a smooth inner surface obtained by scraping a hard concrete layer, the hole surface of the gap C is almost constant, but the ground hole is directly drilled. The gap H between the hole and the outer peripheral surface of the propulsion pipe is highly uneven and is likely to vary greatly in size. In order to deal with this state, not only the water-impervious propulsion pipe 6 that intersects the water-impervious wall
Arbitrary impermeable propulsion pipes 50A, 50B, 50C including all
... and at least one ring-shaped water blocking bag 51 and an elastic protective cover 53 are attached to each of them, and a grout pouring provided on the water blocking propulsion pipe corresponding to approximately the middle of the ring-shaped water blocking bags 51 after forming the pipeline. With respect to the gap H that opens the inlet 52 and extends over almost the entire length of the pipeline other than the impermeable wall 3, grout is injected into each of the ranges separated by the impermeable bag 51 and individually closed with a solid packing layer. It is perfect if used together with the strengthening measures of.

[0025]

1 (A) to 1 (E) are vertical sectional front views schematically showing the procedure of a laying method according to the present invention. A vertical shaft 4 is excavated in at least one (both in the figure) of the bank body 1 to serve as a starting shaft, and the other is used as a reaching shaft. (A) The position of the top end 11 of the levee body 1 where the construction conditions are allowable and the impermeable wall is considered by the injection nozzle 21 of the high-pressure injection device (not shown here in its entirety). The cement slurry S is vertically downwardly sprayed to the position where is required to form the impermeable wall main body 3 that is a solidified body in which a columnar body is continuous, and is constructed to a required height. When the top of the bank is not used because it is used as a road, the impermeable wall main body 3A can be formed in another downward direction as shown in FIG. 2 as another form. (B) After the impermeable wall body 3 is formed by this method, it is cured and solidified. (C) The propulsion pipe 5A having the excavation machine 7 attached at the head is press-fitted from the vertical shaft 4 toward the dam body 1, and when the press-fitting is completed, the propulsion pipe 5B is continuously added to proceed horizontally in sequence. After completion of the above, the impermeable propulsion pipe 6 is provided after the propulsion pipe 5X that hits the positions corresponding to both ends of the impermeable wall body 3 in the wall thickness direction. (D) A normal propulsion pipe 5Y is connected after the impervious water propulsion pipe 6 to continue the propulsion, and a predetermined propulsion process is completed. A cross section taken along the line AA at this time is shown in FIG. (E) In order to close the gap C between the outer peripheral surface 64 of the water-impervious propulsion pipe 6 and the through hole 31 of the water-impervious wall body 3 at at least two positions, the water-impervious propulsion pipe 6 that has reached a predetermined position. The grout material G is press-fitted into the annular water shield bag 61, which is an endless bag body that is folded and accommodated, through a tube for supplying grout, which is arranged in advance in the tube, and is swelled to be swelled from the outer peripheral surface. Then, the gap C between the impermeable propulsion pipe 6 and the impermeable wall main body 3 is grouted from the grout inlet 62 (arranged in the middle of the plurality of annular impermeable bags 61) provided in advance in the impermeable thrust tube 6. Fill completely. By closing at least two or more positions of the gap C between the impermeable propulsion pipe 6 and the impermeable wall main body 3 with the annular impermeable bag 61, the gap C becomes a sealed space in which mutual communication is blocked. The grout is completely filled and confined in the divided area without flowing out of the space. This ring-shaped waterproof bag 61
It can be said that the blockage action by the above is a great feature of the water blocking action of the present invention.

The members, devices and the like constituting the embodiment in each step shown in FIGS. 1 to 4 will be further supplemented. First, a specific example of the high-pressure injection device 2 is generally shown in FIG. 4, but the above-ground portion includes a water tank 23 and a grout mixer 2.
4, an ultrahigh pressure pump 25, a hydraulic unit 26, a compressor 28, and a boring machine 27 mounted on the top 11 of the bank. When the boring machine 27 is operated, the rod 22 installed vertically is rotated to excavate the inside of the bank 1, and when the desired depth is reached, the cement slurry S is injected at high pressure from the injection nozzle 21 provided at the tip.

After the water-impervious wall body 3 has been constructed, a penetrating line is formed by the propulsion method. FIG. 5 is a vertical cross-sectional view showing a typical form of the propulsion method, in which a vertical shaft 4 for starting is held by a prop wall 41 and a propulsion base 42 to hold a hydraulic pump 43, a jack base 44, and a pressing cylinder. -45 is installed, while a portal crane 46 for loading pipes is placed on the vertical shaft. At the front end of the leading pipe of the propulsion pipe, although not shown, an excavating machine composed of rotating blades having an operating diameter larger than the pipe diameter by about 10 to 15 mm was attached, and the motive power (electric power, hydraulic pressure, pneumatic pressure) supplied from the vertical shaft 4 was used. The rotating ground and the solidified impermeable wall body are excavated to perforate the working diameter, the through hole 31 is made in the impermeable wall body, and the propulsion pipe and the impermeable propulsion pipe pass through to the other end of the bank. The propulsion pipe 5 is carried into the shaft and horizontally pressed into the ground by the pressing cylinder, but the stroke of the cylinder is limited, so the stroke that has expanded to the limit is temporarily contracted and Struts are sandwiched between, and this is repeated sequentially to increase the press-fit distance.

FIG. 6 is a vertical cross-sectional front view of the ductile cast iron impervious water impingement pipe 6 interposed between the propulsion pipes 5 in the vertical shaft 4 with a part omitted, which is joined to the left side of the drawing as a succeeding pipe. Is a general ductile cast iron propulsion pipe 5, and a fitting accessory 54
The pipes are watertight. Both the propulsion pipe 5 and the impervious water propulsion pipe 6 are covered with the exterior concretes 55 and 64 so that the entire maximum diameter (receptacle flange) has a uniform diameter so that the propelling pipe 6 can smoothly advance. After the impermeable propulsion pipe 6 is laid, the same number of annular recessed grooves 65 are formed in the exterior concrete 64 at several positions where the wall thickness of the impermeable wall main body 3 is divided, and the annular impermeable bags 61 are respectively provided here. Get in.

In the example shown in this figure, the water shield propulsion pipe 6 arranged immediately below the water shield wall main body 3 has five annular water shield bags 61 arranged substantially evenly in the pipe length direction. The grout injection ports 62 penetrating the exterior concrete 64 are opened at five places approximately in the middle of the 61, and the gaps C in the range of a relatively short distance and a short distance are individually divided and strongly filled.

FIG. 7 is a plan view mainly showing the ring-shaped waterproof bag 61 and the elastic protective cover 8 for protecting the ring-shaped waterproof bag from the outer peripheral sand which is being propelled until reaching a predetermined position.
7A is a sectional view taken along line AA in FIG. 7, and FIG.
Sectional view B and section (C) of FIG.
A concave groove 65 formed by cutting out the outer surface 63 of the water-impervious propulsion pipe 6.
Both ends are divided by exterior flanges 81A and 81B, one end of the elastic protection cover 8 made of an endless rubber band is fixed to one exterior flange 81A with a screw, and elastically extends to the lateral groove 82 cut into the other exterior flange 81B. The other end of the protective cover 8 is loosely fitted loosely. Elastic protective cover 8
While propelling, it prevents the contact and intrusion of the inner water shield bag 61 and the earth and sand across both exterior flanges during propulsion, and if the ring water shield bag 61 swells at a predetermined position, the inside of the lateral groove 82 The loose fitting state is disengaged and lifted diagonally to stand up to the gap C side as conceptually shown in FIG. In order to facilitate the detachment, it is effective to cut the end surface of the elastic protective cover 8 loosely fitted in the lateral groove 82 obliquely, or to make a cut in the axial direction of the tube to enhance the flexibility, although not shown.

The ring-shaped waterproof bag 61 is made of a plain woven fabric woven of synthetic resin fibers such as polyester and nylon, or one or both of them is coated with a sealant such as rubber or silicon to provide air, water or grout material. The body 61A is formed of a material that does not allow any filling material to pass through, and the plain woven fabric is folded and sewn together at both ends with a sewing machine. A sewing machine is sewn (not shown) to form an endless bag.
Fold and store as in (B) and (C). FIG. 10 is a front view (A) exemplifying one form of the annular water shield bag 61 and a sectional view (B) taken along the line D-D of the front view (A). The body 61 </ b> A is formed by a circular annular body, and Water-permeable bag filling ports 6 at 4 locations on the circumference
6 and a suture portion 61B is formed on the outer peripheral side over the entire circumference. The sewn portion 61B is formed by folding both ends of the plain weave of the body portion 61A and sewing them together by sewing.

Since the perforations of the sewn portion 61B are double or more multi-chain stitches and further reinforced with silicone or a silicone adhesive, they are subjected to a considerable external force when the waterproof bag swells due to the filling pressure. However, it has enough strength to prevent water and grout from leaking from the sutured part. However, at the same time, the air that is compressed and increased in pressure in the water shield bag also has a potential breathability such that it can be discharged to the outside of the water shield bag 61 from the stitched portion 61B, especially perforations (needle holes). In case of water barrier bag 3
When the filling pressure in 1 exceeds ² kg / cm ² , it is set by the internal pressure and only air starts to be discharged. In particular, when nylon is used as the synthetic resin fiber, it can be easily folded because it is soft and has excellent flexibility.

At this connection, the bottom end of the ring-shaped waterproof bag is shown in FIG.
As shown in (B), a check valve 68 and a seal cap 69 are capped on the inner surface side of the water shield bag filling port 66 that is held by the mounting plate 67 and opened, but is normally closed, but at a predetermined position. When it comes to, the seal cap 69 is removed, and the seal cap 69 is connected to a grout supply tube (not shown). FIG. 9 shows a state in which the ring-shaped impermeable bag 61 swelled by the injection of the grout material G, pushes up the elastic protective cover 8 and closes the gap C, with respect to the irregular uneven surface of the through hole of the impermeable wall body 3. The water-impervious bag fits well to the uneven surface and swells and is crimped, that is, the length in contact with the uneven surface is increased, and the gap C is reliably closed. Further, FIG. 12 shows that the flexible annular water-impervious bag 61 is deformed well even in the bottom of the propulsion pipe where only a small gap is formed due to the dead weight of the excavating machine and the space is narrow. It shows a state in which the communication of the gap is surely blocked. In particular, since the fluidity of the grout material does not decrease due to the drainage of water from the water shield bag 61, the filling rate of the grout material can be increased. Further, by using silicon as the sealing material, slippage occurs when the protective cover 8, the water shield wall main body 3 and the inner wall surface of the natural ground come into contact with each other, and the water shield bag 61 swells smoothly.

FIG. 11 shows an embodiment in which the object of the present invention is strengthened in a more remarkable manner, and is the same as the impermeable propulsion pipe 6 at all or at least some arbitrary points of the general propulsion portion forming the conduit. Provide at least one set of each of the circular water shield bag 51 and the elastic protective cover (not shown),
The grout inlet 52 is provided approximately in the middle between the respective annular water-permeable bags 51.
Water impingement propulsion pipes 50A, 50B, 50
It is an embodiment formed by C ,,,. The grout material G is individually injected only within a short range divided by the respective annular water blocking bags 51 to form a robust grout layer without escape or leakage and to fill the gap H having an uneven surface. This is a unique case of laying a complete penetrating pipeline. Even in this case, the ring-shaped water blocking bag 51 due to the injection of the grout material G swells and pushes up the elastic protective cover to close the gap H, and the water blocking bag body against the irregular uneven surface of the through hole in the propulsion hole. Fits well on the uneven surface, swells and crimps,
The gap H is surely closed.

[0035]

INDUSTRIAL APPLICABILITY As described above, in the method of laying a pipeline penetrating a dam body according to the present invention, neither the laying of the pipeline itself nor the formation of the impermeable wall required as a design requirement unique to the dam body is performed. Since it is carried out by excavation, the best effect is that there is no concern of causing traffic congestion without excavating the top of the dike, which was normally used as a road.

At the same time, it is needless to say that the lower limit of the width and height which are the necessary requirements of the impermeable wall are satisfied, and it is a flexible construction method that can meet the requirements of any specifications, and it has versatility of freedom. It is also an advantage that is difficult to replace. Since it is not a procedure of burying a pre-formed and cured impermeable wall as in the above-mentioned conventional technique (Fig. 13), preparation of concrete formwork is not required, and a wall body of any size can be set freely. Sex is another advantage that cannot be replaced. Further, unlike the other conventional technology (FIG. 14), the reliability of ensuring a reliable water-stopping function is further improved without being influenced by the ground of the dam body, and the dam ground is not adversely affected. The effect of being able to carry out laying work safely and with high productivity by making full use of mechanized and automated equipment is far superior to any conventional technology.

Further, since the permeation of the grout material and water is not allowed and the bag body is provided with a function of exhausting only the air in the water-impervious bag that is compressed with filling and rises above a certain pressure, the flowability of the grout material is reduced. While maintaining a constant level, the inside of the bag is completely swollen to prevent the occurrence of air accumulation, and the gap C is closed and sealed under the highest condition for the operation at a constant filling pressure. The surface of the unevenness of the gap C is well pressed and pressure-bonded to surely prevent the phenomenon of the grout material leaking out of the gap, and exert a watertight action by the strong filling layer.

Since the gap C is strongly closed by the swelling of the ring-shaped waterproof bag, the swelling amount can be easily adjusted delicately, and stable and highly reliable construction can be performed in each range divided into short distances. Become. Further, as shown in claim 6, it is possible to concurrently perform reinforcement for the entire length of the pipeline having a high level of water resistance,
Since the gap H is surely closed by the bulging deformation adapted to the irregular asperity of the propulsion hole, the formation of the pipe line that completely prevents water leakage and water leakage guarantees an excellent effect that is difficult to replace with other conventional techniques. To do.

[Brief description of drawings]

FIG. 1 is a vertical cross-sectional front view showing an embodiment of the present invention in process order with reference to FIGS.

FIG. 2 is a vertical sectional front view showing another embodiment of the present invention.

FIG. 3 is a sectional view taken along the line AA of FIG.

FIG. 4 is a layout view showing an example of a high-pressure injection device.

FIG. 5 is a layout showing an example of a propulsion method device.

FIG. 6 is a partial vertical sectional front view of the water-impervious propulsion pipe at the time of attachment.

FIG. 7 is a main part of an embodiment of the present invention (e.g., elastic protection cover).
FIG.

FIG. 8 is a sectional view taken along the line AA in FIG.
A cross-sectional view (B) taken along the arrow B and a cross-sectional view (C) taken along the arrow CC of the same drawing are respectively shown.

FIG. 9 is a cross-sectional view showing a state after the operation of FIG. 8 (B) (an embodiment at the top of the propulsion pipe).

FIG. 10 is a plan view (A) of another main part (annular water blocking bag) and a sectional view (B) taken along the line D-D of the plan view (A).

FIG. 11 is a vertical sectional front view showing the outline of still another embodiment of the present invention.

FIG. 12 is a cross-sectional view showing a state after the operation of FIG. 8B (embodiment in the bottom portion of the propulsion pipe).

FIG. 13 is an overall vertical front view (A) and an enlarged view (B) of a main part of a conventional technique.

14A to 14D are vertical sectional front views showing another conventional process procedure.

[Explanation of symbols]

1 Embankment 2 High-pressure injection device 3 Impermeable wall body 4 Vertical shaft 5 Propulsion pipe 6 Impermeable propulsion pipe 7 Excavation machine 8 Elastic protection cover 11 Top end 21 Injection nozzle 31 Through hole 50 Impermeable propulsion pipe 51 Annular impermeable bag 52 Grout Inlet 53 Elastic protective cover 61 Annular water shield bag 61A Body 61B Sewn portion 62 Grout inlet 63 Outer surface 64 Exterior concrete 65 Groove 66 Water shield bag filling port 81 Exterior flange 82 Transverse groove S Cement slurry C Gap Gap between the outer peripheral surface and the through hole of the main body of the impermeable wall) H Gap (Gap between the outer peripheral surface of the impermeable propulsion pipe and the propulsion hole of the bank body) G Grout material

─────────────────────────────────────────────────── ─── Continuation of front page (72) Shoji Hitachi, 2-10-7 East, Hakata Station, Hakata-ku, Fukuoka City, Oita Construction Office, Kyushu District Construction Bureau, Ministry of Construction (72) Ikuju Kudo, Hakata Station, Hakata-ku, Fukuoka 2-10-7 Oita Construction Office, Kyushu Regional Construction Bureau, Ministry of Construction (72) Inventor Takashi Ueda 1-12-19 Kitahorie, Nishi-ku, Osaka City Kurimoto Iron Works Co., Ltd. (72) Inventor Yasunari Suematsu Nishi-ku, Osaka City Kitahorie 1-12-19 Kurimoto Iron Works Co., Ltd. (72) Inventor Yusuke Shibata Nishi-ku, Osaka City Kithorie 1-12-19 Kurimoto Iron Works Co., Ltd. (72) Inventor Kunimoto Houji Nishi-ku, Osaka Kitahorie 1-12-19 Kurimoto Iron Works Co., Ltd. (56) Reference JP-A-8-232231 (JP, A) JP-A-10-306424 (JP, A) JP2627815 (JP, B2) (58) ) Fields surveyed (Int.Cl. ⁷ , DB name) E21D 9/06 E02B 3/10

Claims (6)

(57) [Claims] 1. A method of laying a pipeline that penetrates a dam, such as a river or a reservoir, in which a high-pressure jet is applied vertically from a top end 11 of the dam 1 to a direction crossing a pipeline that is planned to penetrate the dam 1. The device 2 is operated to excavate, and the injection nozzle 2 provided at the tip thereof
The cement slurry S mixed with the hardening accelerator from 1 is jetted to cut the ground, and mixed and stirred to substitute the cement slurry to form a vertically oriented cylindrical body, and the jet nozzle 21 is moved in a direction orthogonal to the pipe axis. Then, after repeating the injection and consolidating, after forming the impermeable wall main body 3 which is formed by connecting a continuous columnar group that interrupts the planned pipeline having a desired height and width,
Propulsion pipe 5A in which an excavation machine 7 having a diameter slightly larger than the diameter of the vertical shaft 4 excavated in at least one of the bank body 1 is attached to the head.
Is pushed horizontally into the levee body, and then the next propulsion pipe 5B ...
When the addition in the vertical shaft 4 reaches the propulsion pipe 5X, which is planned to intersect with the impermeable wall main body 3, the plain weave of synthetic resin fiber is coated with a sealing agent to form a togrout material. , A plurality of annular impermeable bags 61 each having a body portion 61A that does not allow any permeation of water, etc. Is covered with an elastic protection cover 8 and accommodated, and the impermeable propulsion pipe 6 having the grout inlet 62 opened is connected between the plurality of annular impermeable bags 61, and the ordinary propulsion pipe 5Y is continuously connected. While continuing the propulsion, the elastic protection cover 8 prevents the surrounding earth and sand from entering the annular impermeable bag 61 during the propulsion, and the excavation machine 7 hits the impermeable wall body 3 with a diameter slightly larger than the pipe diameter. Through the through hole 31 After passing through and forming a pipe line penetrating the bank 1, the grout material G is press-fitted into the annular impermeable bag 61, and the air compressed in the impermeable bag is charged as the filling progresses. It is discharged from the sewn portion 61B and the covered elastic protective cover 8 is pushed up and bulged to form a closed space that closes the annular gap C, and the grout material G is pressed into the space from the grout injection port 62 to form the gap C. A method of laying a pipe line that penetrates a bank without cutting, characterized in that the entire circumference is reliably blocked and filled regardless of the size and shape. 2. The method according to claim 1, wherein the height and width of the water-impervious wall body 3 are set to an arbitrary dimension of at least 1 m or more, and a pipeline is laid through the cut-off wall without cutting. 3. The water impermeable wall main body 3 according to claim 1 or 2, wherein the impermeable wall main body 3 does not intersect the planned pipeline perpendicularly but intersects with a slanting downward inclination from any one corner of the top end 11 of the dam body 1. The characteristic method is to lay a pipeline that penetrates the bank without cutting. 4. The water shield bag 61 according to claim 1, wherein the annular water shield bag 61 is an outer concrete 6 of the outer peripheral surface of the water shield propulsion pipe 6.
4 is inserted into a concave groove 65 that is cut out in an annular shape, and is connected to a grout press-fitting device outside the tube via a water-blocking bag filling port 66 that penetrates the water-blocking propulsion tube 6 to make it expandable. A method of laying a pipeline that penetrates the bank without cutting. 5. The elastic protection cover 8 made of an annular band is locked to one of the concave grooves 65 formed by cutting out the outer peripheral surface of the water impelling propulsion pipe 6 according to any one of claims 1 to 4, The other end is detachably fitted into the other one of the recessed grooves 65 to cover the outer surface of the annular waterproof bag 61 to prevent the invasion of surrounding soil and sand during propulsion, and when the predetermined position is reached, the annular waterproof bag 61 is The elastic protection cover 8 is swollen and automatically pushed up by removing the loose fitting at the other end of the elastic protection cover 8 to prevent the grout material G from leaking while discharging only the air compressed and pressurized in the water blocking bag. A method of laying a pipe line that penetrates a bank without digging, characterized by bulging to the inner surface of the outer through hole 31 to close the gap C. 6. The annular impermeable bag according to claim 1, wherein not only the impermeable propulsion pipe 6 intersecting with the impermeable wall main body 3 but also any general propulsion part including all of the impermeable propelling pipes 6 is provided. 51 and the elastic protection cover 53 are attached, and after forming the conduit, the impermeable propulsion pipes 50A, 50B, 50A, 50B, which open the grout inlet 52 provided in the propulsion pipe corresponding to approximately the middle of the annular impermeable bags 51. , And the gap H between the impermeable propulsion pipe 50 and the excavated propulsion pipe hole extending over substantially the entire length of the conduit other than the impermeable wall main body 3 is also the grout material G for each range separated by the impermeable bag 51. A method of laying a pipe line that penetrates a bank by non-excavation, characterized in that each is injected and closed individually with a solid packed bed.