JP3940735B2 - Earth retaining method - Google Patents

Earth retaining method Download PDF

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JP3940735B2
JP3940735B2 JP2004167868A JP2004167868A JP3940735B2 JP 3940735 B2 JP3940735 B2 JP 3940735B2 JP 2004167868 A JP2004167868 A JP 2004167868A JP 2004167868 A JP2004167868 A JP 2004167868A JP 3940735 B2 JP3940735 B2 JP 3940735B2
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curing agent
sheet pile
hardener
ground
injection tube
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JP2005290963A (en
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伸一 山下
大地 山下
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伸一 山下
大地 山下
山下 小夜子
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Description

The present invention relates to construction of earth retaining work in which a water pipe, a gas pipe, a gutter, a culvert box, etc. are buried in the ground.

When burying water pipes, gas pipes, culvert boxes, etc. in relatively shallow places in the ground, first install earth retaining members such as simple sheet piles, iron plates, sheet piles, etc. at the positions where both walls of the groove should be constructed. After preventing the wall from collapsing, the ground is excavated to form a groove, and a water pipe or the like is laid in the groove. This construction will be described with reference to FIG.

Cut pavement 21 with a cutter and install earth retaining members 23 such as simple sheet piles, iron plates, sheet piles, etc. at positions where both walls of the groove should be constructed, and start excavating after preventing the groove wall from collapsing To do. (Figure 5a). The groove 22 is formed by digging to a predetermined depth while installing the cross beam 28 for preventing the sheet pile 23 from toppling (FIG. 5b). In the case of burying water pipes, etc., they are often dug to a depth of about 1.2 to 1.7 m. This sheet pile 23 prevents the wall of the groove 22 from collapsing, and the subsequent work can be safely performed without any trouble in the groove. The bottom plate portion of the groove 22 is leveled, and a pebble called the grits 24 is spread by a predetermined thickness to perform point pressure (FIG. 5c). Sand 26 and buried object 25 are put on the layer of the glue 24 (FIG. 5d). The sand 26 is put so as to cover the buried object 25 with a certain thickness. Further, the soil 27 is placed on the layer of sand 26 to completely fill the groove 22 (FIG. 5e). Here, the sand 26 and the soil 27 are put in a thickness of about 25 cm so as to be hardened to a sufficient strength, and are piled up while applying a point pressure with a point pressure device. When the groove 22 is completely filled, the sheet pile 23 is pulled out. Then, paving is performed (FIG. 5f).

In relation to the construction using the sheet pile as described above, Patent Document 1 describes a soil retaining unit that pushes the sheet pile in an orderly manner and does not cause construction pollution.
Japanese Patent Laid-Open No. 4-200481

As described above, in the conventional method using a sheet pile, the sheet pile is pulled out in the latter half of the work. The collected sheet pile will be reused in the next construction. However, when the sheet pile is pulled out after sand or earth is piled up in the groove, a void corresponding to the volume of the sheet pile is generated in the ground. Until now, the problem of this void has been hardly studied. The surrounding earth and sand moves to fill this gap, and various problems can occur. For example, as time passes, sand or earth and sand filled in the groove move to fill the gap, and the pavement surface laid on the groove sinks, resulting in a depression on the road surface. Moreover, when the earth and sand outside the groove move, the ground condition on both sides of the groove changes, and nearby buildings can be affected. Furthermore, if the surrounding groundwater conditions change, a wide range of effects will also occur. Since the groundwater forms a waterway where it can pass most easily, a new waterway is formed in the space where the water created by the removal of the sheet pile and the earth and sand moved to fill it, and the surrounding groundwater The flow of fluctuates greatly. Due to the change in the state of the groundwater, the ground pressure balance of the surrounding ground that has been maintained until then is lost, and ground changes such as ground subsidence occur, which deforms the walls and buildings built there.

Therefore, in order not to generate a gap due to the sheet pile, it is conceivable that the sheet pile is not pulled out and remains in the ground after construction. However, the sheet pile left in the ground disappears due to oxidation / corrosion with time, and the above-mentioned problems still occur. Moreover, the metal which is the material of a sheet pile will contaminate soil, groundwater, etc. Disposing sheet piles is a wasteful use of resources.

An object of the present invention is to provide a construction method that does not give rise to environmental problems without causing fluctuations in the surrounding ground and groundwater flow even after construction, and a soil retaining member and a soil retaining construction plant therefor.

In order to solve the above-mentioned problems, the earth retaining method of the present invention is to fix the earth retaining member and the curing agent injection pipe to each other by installing the curing agent injection pipes at predetermined intervals while being adjacent to the already-installed earth retaining members. Then, while pulling out the earth retaining member and the curing agent injection tube, the curing agent is injected into the ground to fill the gap after the earth retaining member is pulled out.

Furthermore, another earth retaining method according to the present invention is a method of excavating a groove and retaining both walls of the groove with a retaining member to which a hardener injection pipe having injection holes at substantially equal intervals is attached at different positions along the length direction. The earth retaining method works in the groove while retaining the earth, and after filling the groove, pulls out the earth retaining member and injects at substantially equal intervals along the length direction provided in the earth retaining member. A hardening agent is simultaneously injected into the ground at a plurality of depths from a hardening agent injection tube having a mouth to fill the gap after the earth retaining member is pulled out.

The present invention does not create a void in the ground by pulling out a retaining member such as a sheet pile after construction, does not cause fluctuations in the surrounding ground and groundwater flow, and does not cause environmental problems, and therefore There is an effect that the earth retaining member and the earth retaining work plant can be realized.

The best mode for carrying out the present invention will be described with reference to the drawings. FIG. 1 is a perspective view showing a sheet pile, FIG. 2 is a cross-sectional view showing details of a hardener injection pipe, FIG. 3 is an explanatory view showing a earth retaining work plant, and FIG. 4 is a detail of another example of the hardener injection pipe. FIG. 5 is an explanatory view showing the procedure of the earth retaining work by the sheet pile.

In the example shown in FIG. 1, the sheet pile 1 is used as the earth retaining member. The sheet pile 1 includes a sheet pile main body portion 2 (a retaining member main body portion) and a curing agent injection tube 3. The sheet pile main body 2 is provided with attachment means 4 such as attachment holes, and the curing agent injection tube 3 is attached in a detachable state by a clasp 5 or the like. Attachment means such as attachment holes and attachment plates may be provided in the hardener injection tube 3, and may be provided in both the sheet pile main body 2 and the hardener injection tube 3. In addition to this, the curing agent injection pipe 3 may be welded to the sheet pile body 2 and integrally formed. The sheet pile main body 2 may be one normally used as a sheet pile. The curing agent injection tube 3 is attached so that the tip end thereof is below the lower end of the sheet pile main body 2.

The tip of the hardener injection tube 3 can be formed into various shapes. FIG. 9 is an explanatory view showing an example of the shape of the tip of the curing agent injection tube. FIG. 9A-1 is a front view showing an example of the first tip, and FIG. 9A-2 is a right side view thereof. It has a shape that is obtained by obliquely cutting a cylinder, and a surface 3 a that is inclined with respect to the length direction of the hardener injection tube 3 is formed at the tip. The most protruding part in the distal end portion is arranged in contact with the sheet pile 1, it is secured by attachment means such as a clasp 5. A surface 3a inclined at the tip is provided, by attaching in such a direction to the sheet pile 1, when driving a curing agent injection tube 3 into the ground, so that the tip is pressed against Shitopa Lee le 1 a force is generated, the sheet pile 1 and the curing agent injection pipe 3 is installed in the ground in a state of being strongly bonded.

FIG. 9B-1 is a front view showing an example of the second tip, and FIG. 9B-2 is a right side view thereof. A surface 3a that is inclined with respect to the length direction of the curing agent injection tube 3 is formed at the tip, and the side that contacts the sheet pile 1 on the side surface is formed in a flat shape. By providing such plane to the side surface of the distal end portion of the curing agent injection pipe 3, since the sheet pile 1 and the curing agent injection tube 3 at the distal end can be brought into close contact without a gap, the sheet when implanted pile 1 And no sand or sand enters between the hardener injection tube 3.

FIG. 9C-1 is a front view showing an example of the third tip, and FIG. 9C-2 is a right side view thereof. Similar to the example of the second tip portion, a surface 3a inclined with respect to the length direction of the hardener injection tube 3 is formed at the tip portion, and the side contacting the sheet pile 1 on the side surface is flat. Is formed. And the most advanced part is formed in the pointed shape, and it has become the shape which further cut off the example of the 2nd tip part from right and left. By making the tip pointed like this, it becomes easier to drive into the ground.

FIG. 9D-1 is a front view showing an example of the fourth tip, and FIG. 9D-2 is a right side view thereof. The side in contact with the sheet pile 1 is formed in a planar shape. A surface 3a that is inclined with respect to the length direction of the hardener injection tube 3 is formed at the tip of the side in contact with the sheet pile 1, and the tip of the opposite side is formed in a substantially conical shape.

Fig. 9 (e-1) is a front view showing an example of the fifth tip portion, and Fig. 9 (e-2) is a right side view thereof. As in the fourth tip portion, the side that contacts the sheet pile 1 on the side surface is formed in a flat shape, and the tip portion on the side that contacts the sheet pile 1 is in the length direction of the hardener injection tube 3. An inclined surface 3a is formed, and the tip on the opposite side is formed in a substantially conical shape. The inclined surface 3a is further cut off from the left and right to form a sharp tip.

Fig. A (f-1) is a front view showing an example of the sixth tip portion, and Fig. 9 (f-2) is a right side view thereof. The tip portion is formed in a conical shape and is shaped like a sharpened pencil. The hardener injection tube 3 advances straight when driven, and no force is applied to bend the hardener injection tube 3.

FIG. 9G-1 is a front view showing an example of the seventh tip, and FIG. 9G-2 is a right side view thereof. The tip is formed in a circular surface perpendicular to the axial direction. In addition, the shape of the front-end | tip part shown by FIG. 9 is only an example, You may process it in shapes other than this.

The hardener injection tube 3 has a hollow tube main body 6, an injection port 7 is provided at the upper end, and a plurality of ejection ports 8 are provided at the tip. Further, a cylindrical plug 9 is provided in the vicinity of the tip inside the tube main body 6, and the plug 9 is biased upward by a biasing means 10. The stopper 9 is held in a position to close the spout 8 by the urging force of the urging means 10 (FIG. 2a). However, when the curing agent is injected into the tube body 6 from the injection port 7, the stopper 9 is pushed down by the pressure and moves to a position where the injection port 8 is not blocked (FIG. 2a). Note that the upper peripheral portion of the plug 9 is cut obliquely. The curing agent is guided laterally along the inclined cut surface, and is ejected from the ejection port 8 into the ground.

The curing agent injection tube 3 may have a cutting outlet at the tip. FIG. 10 is a cross-sectional view showing a hardener injection tube having a cutting outlet. A cutting outlet 5c for ejecting air or water downward is provided at the tip. Moreover, the hole 9a also penetrates the stopper 9. When the hardener injection tube 3 is driven, the hole 9a of the plug 9 is not blocked as shown in FIG. When air, water, or both air and water are supplied from above, these fluids pass through the hole 9a and are ejected downward from the cutting outlet 5c into the ground. In this way, it is possible to advance the curing agent injection tube 3 while blowing air or water and removing earth or sand.

When injecting the curing agent, as shown in FIG. 10B, a steel ball X slightly larger than the diameter of the hole 9a is introduced into the curing agent injection tube 3 from above. Steel ball X closes hole 9a. Next, when the curing agent is injected from the upper part, the stopper 9 is pushed down and the injection port 8 is opened. The curing agent is injected into the ground through the injection port 8. The tip of the hardener injection tube 3 of this example can also be formed in various shapes, and the shape shown in FIG. 9 and other shapes can be freely selected.

Next, the construction method of the burying construction using this sheet pile 1 in a relatively shallow place will be described based on FIG. The pavement 21 is cut and removed by a cutter, and the sheet pile 1 is installed at a position where both walls of the groove should be formed to prevent the groove wall from collapsing, and then excavation is started. (Figure 5a). The groove 22 is formed by digging to a predetermined depth while installing the cross beam 28 between the left and right sheet piles 1 (FIG. 5b). The lateral piles provided between the left and right sheet piles 1 prevent the sheet piles from overturning, so that the sheet piles securely press both walls of the groove.

Here, the arrangement of the sheet pile will be described. It is not always necessary to make all the sheet piles to be installed as earth retaining plates into the sheet pile 1 to which the hardener injection pipe is attached, and the sheet pile 1 with the hardener injection pipe and the normal hardener injection pipe are not attached. The sheet pile 23 may be used in combination. In this embodiment, as shown in FIG. 4, two or three normal sheet piles 23 to which no curing agent injection tube is attached are installed following the sheet pile 1 to which the curing agent injection tube is attached, Moreover, it arrange | positions by repeating that the sheet pile 1 to which the hardening | curing agent injection | pouring pipe | tube was attached is installed. What is necessary is just to arrange | position so that the following sheet pile 1 with a hardening | curing agent injection tube may be installed within the range of the distance which the hardening | curing agent inject | poured from the hardening | curing agent injection tube 3 of the sheet pile 1 arrives.

The sheet pile 1 prevents the wall of the groove 22 from collapsing, and the subsequent work can be safely performed without any trouble in the groove. The bottom plate portion of the groove 22 is leveled, and a pebble called the grits 24 is spread by a predetermined thickness to perform point pressure (FIG. 5c). Sand 26 and buried object 25 are put on the layer of the glue 24 (FIG. 5d). The sand 26 is put so as to cover the buried object 25 with a certain thickness. Further, the soil 27 is placed on the layer of sand 26 to completely fill the groove 22 (FIG. 5e). Here, the sand 26 and the soil 27 are put in a thickness of about 25 cm so as to be hardened to a sufficient strength, and are piled up while applying a point pressure with a point pressure device.

When the soil 27 is piled up until all the grooves 22 are filled, the sheet pile is pulled out. The sheet pile is sequentially pulled out from the end, but the sheet pile 1 with the curing agent injection tube is pulled out while injecting the curing agent into the ground from the curing agent injection tube 3.

Here, injection | pouring of a hardening | curing agent is demonstrated. The earth retaining work plant 11 is provided with a water tank 12 (water supply means) and a material storage unit 13. The material reservoir 13 stores a raw material of a curing agent such as cement, bentonite, and silicic acid. The mixer 14 is connected to the water tank 12 and the material reservoir 13 by a hose 15. The raw material of the hardener sent to the mixer 14 and water are mixed together to prepare the hardener. The hose 15 continuing from the injection pump 16 is connected to the injection port 7 of the curing agent injection tube 3 of the sheet pile 1 where the curing agent is to be injected, the injection pump 16 is operated, and the mixing mixed by the mixer 14 is performed. The agent is sent to the curing agent injection tube 3 to inject the curing agent into the ground.

The curing agent to be injected may be appropriately selected according to the soil quality at the construction site, but it is preferable to select a material having a relatively long gel time and high strength. In this example, a cement-type curing agent having a gel time of about 10 to 20 minutes is used. This hardener spreads uniformly in the ground and does not cause temporary volume expansion, so that it does not lift the surrounding ground. On the other hand, hardeners with short gel times can be used near places where groundwater passes or where earth pressure is applied.

The curing agent injected into the ground through the curing agent injection tube 3 fills the gap formed by the sheet pile 23 drawn out earlier and the sheet pile 1 with the curing agent injection tube itself. Therefore, there is no change in the ground condition due to the movement of soil in the ground and the change of the groundwater channel due to the gap. Further, the curing agent penetrates into the grits, sand, and soil in the grooves 22 to fill small gaps between the particles and increase the strength in the grooves.

A flow meter 17 is provided in the plant 11 for supplying the curing agent so that the amount of the injected curing agent can be grasped. When the required amount of the curing agent is injected, the injection is stopped, and the sheet pile 1 with the curing agent injection tube and the subsequent normal sheet pile 23 are pulled out. Next, a curing agent is injected by the next sheet pile 1 with a curing agent injection tube. As described above, when this operation is repeated and all the sheet piles 1 and 23 are pulled out, the pavement 21 is laid on the groove 22 and the construction is completed.

In addition, as a hardening | curing agent injection | pouring pipe | tube, the double pipe | tube shown in FIG. 4 can also be used. The tube body has a double structure of an outer tube 6a and an inner tube 6b. For example, two types of chemical solutions (A solution and B solution) can be injected to reduce the gel time to 10 seconds or less. The hardener injection tube of this example has a jet 8 in the downward direction. Therefore, when driving into the ground, it can be dug while blowing air downward, and it is applied separately to the method using a simple sheet pile etc., which will be described later, and installed separately from the installation of the earth retaining member. Can also be used. In addition to this, various types of hardener injection tubes can be used including multiple tubes such as double tubes and triple tubes. FIG. 6 shows a modification of the hardener injection tube. FIGS. 6a to 6c are of the type in which the curing agent is ejected in the lateral direction, and are suitable for a method of inserting into the ground mainly in a state of being attached to a sheet pile or H steel. 6d to 6f are of the type in which the curing agent is jetted downward. When the double tube shown in FIGS. 6b and 6e and the triple tube shown in FIGS. 6c and 6f are used, various kinds of chemical solutions can be used.

As mentioned above, although the example of the construction which embeds a water pipe in a ditch was explained, application of the present invention is not restricted to this. It is clear that it can be widely applied to the work to be done while retaining the soil with a sheet pile. In these cases as well, there is no change in pulling out the sheet pile used for the earth retaining in the final stage of the construction. Therefore, the sheet pile with the curing agent injection tube is appropriately arranged, and the curing agent is more than the one with the curing agent injection tube as described above. If the sheet pile is pulled out while filling the gap generated by the previous sheet pile, the construction can be performed without leaving a gap in the ground. It goes without saying that the surrounding ground is strengthened by injecting the hardener.

Next, another embodiment of the present invention will be described. FIG. 7 is an explanatory diagram showing a procedure of earth retaining work using a simple sheet pile. The pavement 21 is cut and removed with a cutter, and the groove is excavated while the simple sheet pile 29 is pushed into the position to be both walls of the groove (FIG. 7a). In order to prevent the simple sheet pile 29 from overturning while the groove is being excavated, the groove is advanced to a predetermined depth while the cross beam 28 is provided between the simple sheet piles 29 on the left and right walls (FIG. 7b). When excavation is completed, the hardener injection pipes 3 are installed at predetermined intervals so as to be adjacent to the side portion of the simple sheet pile 29 (FIG. 7c). Here, the curing agent injection pipes 3 are installed at intervals of about 1 m, but this interval may be appropriately determined depending on the distances that the curing agents reach from the respective curing agent injection pipes 3.

Next, the bottom is leveled, the grits 24 are laid down to a predetermined thickness, and point pressure is applied (FIG. 7d). The embedded object 25 is installed in the groove, and the embedded object 25 is fixed while repeating the filling and the point pressure of the sand 26 (FIG. 7e). When the sand 26 is filled and the cross beam 28 is removed, the upper layer is filled with the soil 27 and further subjected to point pressure (FIG. 7f). When the soil 27 is filled until the groove 22 is completely filled, the simple sheet pile 29 is pulled out (FIG. 7g). After pulling out the simple sheet pile 29, the curing agent is injected into the ground while pulling up the curing agent injection tube 3. Here, the curing agent was injected while pulling up the curing agent injection tube 3 by 25 cm. Since the gap formed by pulling up the simple sheet pile 29 is filled with the injected curing agent, ground fluctuation does not occur thereafter. In addition, it is the same even if it uses earth retaining members, such as an iron plate, instead of a simple sheet pile.

Still another embodiment will be described with reference to FIG. FIG. 8 is an explanatory diagram showing a procedure of earth retaining work using the main pile 30 and the lateral sheet pile 31. A main pile 30 made of H steel or the like is driven at predetermined intervals along the positions of both walls of the groove 22 (FIG. 8a). In addition, the curing agent injection pipe 3 is installed adjacent to the parent pile 30. The curing agent injection pipe 3 may be installed in a state of being attached to the parent pile 30 in advance, or may be installed independently of the parent pile 30. The pavement 21 is removed, and the groove is dug while installing the cross sheet piles 31 serving as both walls of the groove between the parent piles 30 (FIG. 8b). In order to prevent the horizontal sheet pile 31 from falling over the course of excavating the groove, the groove is advanced to a predetermined depth while the horizontal beam 28 is provided between the left and right horizontal sheet piles 31 (FIG. 8c). Next, the bottom is leveled, the grits 24 are laid down to a predetermined thickness, and point pressure is applied (FIG. 8d). The buried object 25 is placed in the groove, and the sand 26 is removed and the filling of the sand 26 is repeated and the point pressure is repeated while fixing the buried object 25 (FIG. 8e). When the sand 25 is filled and the point pressure is removed and the cross beam 28 and the cross sheet pile 31 are removed, the upper layer is filled with the soil 27 and further subjected to the point pressure (FIG. 8f). When the soil 27 is filled until the groove 22 is completely filled, the parent pile 30 is pulled out while injecting the hardener with the hardener injection tube 3. A void formed by pulling up the parent pile 30 is filled with the injected curing agent. When the removal of the parent pile 30 is completed, the pavement is restored on the upper surface of the groove 22 (FIG. 8g).

In the examples so far, the hardener injection tube is installed when the earth retaining member is installed. However, there are earth retaining members that have already been installed for burial work, etc., and remain in the ground. Even if these earth retaining members are simply pulled out, a void is formed in the ground, and there is no change in generating problems such as land subsidence. Therefore, the hardener injection pipe 3 is installed at a predetermined interval while being adjacent to the already installed earth retaining member, and the earth retaining member and the hardener injection pipe are fixed to each other by screwing or welding, It is also possible to inject the curing agent into the ground while pulling out the curing agent injection tube. In this way, the space after the earth retaining member is pulled out is filled by injecting the curing agent into the ground. In this case, when the tip portion having a surface 3b inclined with respect to the axial direction is used as in the example of FIGS. 9a to 9e, when the hardener injection tube 3 is driven into the ground, the tip portion is a sheet. It progresses while being pressed against pile 1. In this way, the traveling while sliding on the surface of the sheet pile has less resistance than the traveling while receiving the resistance of earth and sand, so that the installation in the ground becomes easy.

The curing material can be injected not only from the tip portion but also from the middle of the curing agent injection tube 3. FIG. 11 is an explanatory view showing an injection method. As shown in FIG. 11 (a), it is possible to provide the injection port only at the tip portion and inject until the hardener injection tube is almost completely pulled out. As shown in FIG. 11 (b), in addition to the tip portion, a jet outlet is provided at a position corresponding to about half the depth from the ground surface to the tip portion, and injection is simultaneously performed at two depths. You can also. In this case, since the curing agent can be injected at all depths from the front end portion to the vicinity of the ground surface by injecting only until the curing agent injection tube 3 is pulled out by half, the injection time is reduced to about half. can do.

In the example shown in FIG. 11 (c), the depth from the ground surface to the tip is divided into approximately three equal parts, and jets are provided at almost equal intervals, and the curing agent is simultaneously injected from these jets. . The injection time can be reduced to about one third.

In the example of the multistage injection shown in FIGS. 11B and 11C, the hardener injection tube 3 is a double tube or a triple tube, and two or three passages are formed concentrically. And the spout of the hardening material which passes through each channel | path is each provided in the different depth. In the examples of FIGS. 11B and 11C, the outer diameter is constant from the top to the tip.

FIG. 12 is also a cross-sectional view showing an example of a multistage curing agent injection tube, but shows a modification. Although it has a triple pipe structure, the outermost pipe ends at a depth of about one third from the ground surface. A jet outlet is provided at a position having a depth of about one third, and the curing agent passing through the outermost passage is jetted. The inner pipe extends from the surface to a depth of about two-thirds, and a spout is provided at that depth. The innermost tube extends to the most advanced depth, i.e. the depth of the lower end of the sheet pile, and is also provided with a spout. In addition, a dedicated swivel 18 is provided in the upper part, and an injection port connected to each jet port is mentioned.

FIG. 13 is a cross-sectional view showing an example of a swivel. FIG. 13A shows a case for a double pipe, and FIG. 13B shows a case for a triple pipe. For example, in the case of a double tube hardener injection tube, the swivel also has a double tube structure. Two injection hose attachment portions 19 are provided on the upper portion, and the curing agent can be supplied to the inner curing agent passage and the outer curing agent passage, respectively. A screw portion 18a is provided at the distal end portion so that it can be connected to the upper end portion of the hardener injection tube 3, and the hardener passages inside the swivel 18 and the hardener injection tube 3 and the external hardener. The passages are connected. The same applies to the case of a triple pipe, and three injection hose attachment portions 19 are provided so that the curing agent can be supplied to the passage of the curing agent injection pipe 3 through the three passages of the swivel 18. .

FIG. 14 is a cross-sectional view showing an example of a connection member of a hardener injection tube. When injecting the curing agent into a deep place, the curing agent injection tube can be divided into a plurality of rods and connected by the connecting member 20. FIG. 14 shows the case of a double pipe. The connecting member 20 has a central passage 20 a that connects the inner hardener passages of the hardener injection pipe 3 and an outer passage 20 b that connects the outer hardener passages. As shown to Fig.14 (a), a thread part may be provided in the upper and lower sides of the connection member 20, and rods may be connected by a thread part, and one side may be made into the insertion type connection via an O-ring.

Also, air can be mixed and injected into the hardener, and the hardener can be evenly distributed even in soils that are difficult to inject, such as sandy soil. Air is mixed into the chemical solution by an ejecting apparatus as shown in FIG.

Since the multi-stage type hardener injection tube as shown in FIGS. 12, 14, and 15 can inject the hardener simultaneously at a plurality of different depths, the injection work can be performed in a short time for the entire depth where the retaining members are provided. It can be performed. Therefore, the multi-stage type hardener injection tube is particularly effective when used when the retaining member is pulled out. However, this multistage curing agent injection tube can be applied to the injection of a curing agent into the ground for a wide range of uses other than this. FIG. 16 is an explanatory view showing an example of the air runner method. In this example, the hardening agent injection pipe 3 is installed by a boring machine 41. Here, two types of drugs, liquid A and liquid B, are sent to the ejecting device 43 by the grout pump 42. An air compressor 44 is also connected to the ejecting device 43. FIG. 17 is a cross-sectional view showing details of the ejecting device 43. The ejector 43 mixes the liquid mixture of the A liquid and the B liquid and air, and supplies them to the hardener injection pipe 3 through the hardener injection hose 45 and the swivel.

Since the hardener is mixed with air and injected into the ground, the hardener spreads uniformly over a wide range, but by using the multi-stage hardener injection tube of this invention, the depth range from the deepest part to the ground surface Can be efficiently performed by a single injection operation. Therefore, the working tube can be shortened and uniform injection work can be performed in the depth direction.

In the air runner method, the curing agent injection tube can be placed in the casing, and the curing agent injection tube can be installed together with the casing in a hole dug in advance. After installation, remove the casing and inject the curing agent.

The sheet pile according to the present invention can be widely used for constructions that are carried out with earth retaining members such as sheet piles, such as construction for embedding water pipes and gas pipes in the ground. Since there are no gaps left in the traces of the earth retaining members, there will be no changes in the ground conditions due to the movement of soil in the ground due to the gaps and changes in the groundwater channels, which has a safe and environmental impact. Less earth retaining work can be realized.

It is a perspective view which shows a sheet pile. It is sectional drawing which shows the detail of a hardening | curing agent injection pipe. It is explanatory drawing which shows the site plant for burial construction. It is sectional drawing which shows another example of a hardening | curing agent injection pipe. It is explanatory drawing which shows the procedure of the earth retaining work by a sheet pile. It is sectional drawing which shows the modification of a hardening | curing agent injection pipe. It is explanatory drawing which shows the procedure of the earth retaining work by a simple sheet pile. It is explanatory drawing which shows the procedure of the earth retaining work by a main pile and a horizontal sheet pile. It is explanatory drawing which shows the front-end | tip part of a hardening | curing agent injection pipe. It is sectional drawing which shows another example of a hardening | curing agent injection pipe. It is explanatory drawing which shows injection | pouring of a hardening | curing agent. It is explanatory drawing which shows the example of a multistage hardener injection pipe. It is sectional drawing which shows the example of a swivel. It is sectional drawing which shows the example of the connection member of a hardening | curing agent injection pipe. It is explanatory drawing which shows another example of a multistage hardener injection tube. It is explanatory drawing which shows the example of an air runner construction method. It is sectional drawing which shows the detail of an eject apparatus.

Explanation of symbols

1. Sheet pile
2. Sheet pile body (earth retaining member body)
3. Hardener injection tube 4. 4. Hardener injection tube attachment means Clasp 6. 6. Pipe body part Inlet 8. Spout 9 Stopper 10. Biasing means 11. Earth retaining work plant 12. Water tank 13. Material reservoir 14. Mixer 15. Hose 16. Infusion pump 17. Flow meter 18. Swivel 19. Injection hose attachment part 20. Connecting member 21. Pavement 22. Groove 23. Sheet pile 24. Chestnut (pebbles)
25. Buried object 26. Sand 27. Sat 28. Cross beam 29. Simple sheet pile 30. Parent pile 31. Horizontal sheet pile 41. Boring machine 42. Grout pump 43. Ejecting device 44. Air compressor 45. Hardener injection hose


Claims (1)

  1. The hardener injection pipes are installed at predetermined intervals while being adjacent to the already-installed earth retaining member, the earth retaining member and the hardener injection pipe are fixed to each other, and the hardener is removed while pulling out the earth retaining member and the hardener injection pipe. Earth retaining method that fills the gap after the earth retaining member is pulled out by pouring into the ground.
JP2004167868A 2004-03-09 2004-06-07 Earth retaining method Active JP3940735B2 (en)

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JP3940735B2 true JP3940735B2 (en) 2007-07-04

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009185494A (en) * 2008-02-05 2009-08-20 Daichi Yamashita Earth retaining method and excavating member for earth retaining member vertical installation used for the method
JP2011236637A (en) * 2010-05-10 2011-11-24 Hiroaki Watanabe Removal method of earth retaining member and slope strengthening block installation method using the same
CN101922148B (en) * 2009-06-15 2012-07-18 王顺华 Bridge and culvert type sheet-pile structure

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4897985B2 (en) * 2006-10-18 2012-03-14 伸一 山下 Hardener injection pipe for earth retaining work and earth retaining method
JP5572469B2 (en) * 2010-07-27 2014-08-13 清水建設株式会社 Hardener injection mechanism
JP2016148137A (en) * 2015-02-10 2016-08-18 大成建設株式会社 Method for removing earth retaining member
JP6615494B2 (en) * 2015-05-29 2019-12-04 大地 山下 Removal method of retaining members

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2009185494A (en) * 2008-02-05 2009-08-20 Daichi Yamashita Earth retaining method and excavating member for earth retaining member vertical installation used for the method
CN101922148B (en) * 2009-06-15 2012-07-18 王顺华 Bridge and culvert type sheet-pile structure
JP2011236637A (en) * 2010-05-10 2011-11-24 Hiroaki Watanabe Removal method of earth retaining member and slope strengthening block installation method using the same

Also Published As

Publication number Publication date
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