Earth pressure shield tunneling machine with sample collection device and earth pressure shield tunneling method

Abstract

To provide an earth pressure shield excavator with a sampling device capable of collecting excavated soil in a chamber even during excavation, and an earth pressure shield construction method.SOLUTION: An earth pressure shield excavator 1 with a sampling device includes a through hole 21 passing through a partition wall 5, a water stop valve 22 connected to the through hole 21, a sampling tube 23 detachably connected to the water stop valve 22, pressure adjusting means for applying negative pressure to the inside of the sampling tube 23, and a depressurization valve 25 connected to a body of the sampling tube 23. The excavated soil 10 in a chamber 6 can be pulled into the sampling tube 23.SELECTED DRAWING: Figure 2

Description

[Technical Field]

[0001] The present invention relates to an earth pressure shield excavator equipped with a sampling device used when constructing a shield tunnel, and an earth pressure shield tunneling method. [Background technology]

[0002] In the construction of shield tunnels, the muddy earth pressure shield method, which is classified as an earth pressure shield method, is widely used because it can be applied to a wide range of geological conditions and can handle large cross sections and high soil and water pressure.

[0003] In the earth pressure shield method (mud pressure shield method), the excavated soil excavated by the cutter head is taken into a chamber formed between the cutter head and the partition wall, and while the excavated soil taken into the chamber is stirred using a mixer, additives are injected into the excavated soil to give it plastic fluidity, and the excavated soil with plastic fluidity is pressed against the face using the thrust force of the shield, etc., and excavation is carried out while applying earth pressure to the face, which prevents collapse of the face ground due to stress release and allows excess excavated soil to be smoothly removed from the chamber using a screw-type soil removal device.

[0004] In this earth pressure shield tunneling method, it is important that the excavated soil filled in the chamber has appropriate plastic fluidity, uniformity, and impermeability (hereinafter referred to as plastic fluidity, etc.) in order to stabilize the face, and the plastic fluidity, etc. of the excavated soil are greatly affected by the geology of the ground to be excavated, the particle size distribution, the additives used and the amount added.

[0005] Therefore, in the past, during construction, samples were taken from the excavated soil discharged from the chamber by a screw-type soil discharge device, and based on these samples, the geology of the ground to be excavated, the particle size distribution, whether the amount of additive used was appropriate, etc. were determined.

[0006] However, since the excavated soil samples are collected after passing through a screw-type discharge device from the chamber, there is a risk that their properties may change over time during this discharge process, making it difficult to accurately grasp the condition of the excavated soil in the chamber in real time.

[0007] Furthermore, when a defect in plastic fluidity was discovered in a sample of excavated soil collected from the chamber by a screw-type discharge device, it was unclear at which position on the face the defective excavated soil was located.

[0008] Therefore, a method has been developed in which a screw (hereinafter referred to as a sample collection screw) is inserted into the partition wall of the shield machine, and the excavated soil in the chamber is directly removed by rotating the sample collection screw to collect a sample (see, for example, Patent Document 1). [Prior art documents] [Patent documents]

[0009] [Patent Document 1] Japanese Patent Application Laid-Open No. 2004-6825 Summary of the Invention [Problem to be solved by the invention]

[0010] However, with the conventional technology described above, when a sample collection screw is installed, a large space is required behind the partition wall of the shield tunneling machine to pull out the sample collection screw, which results in the problem of the entire shield tunneling machine becoming larger.

[0011] In addition, the tip of the sample collection screw needs to protrude from the chamber side end face of the partition in order to take in the excavated soil, and there is a risk that the tip of the sample collection screw will come into contact with a mixer or the like when the cutter head is rotating, so there is a problem that it cannot be used during excavation.

[0012] Furthermore, even if the sample collection screw and the agitator, etc. are positioned so that they do not come into contact with each other, there is a risk that the device may be damaged if gravel or the like gets caught between the sample collection screw and the agitator, etc.

[0013] In view of the above-mentioned conventional problems, the present invention has been made with the aim of providing an earth pressure shield excavator equipped with a sampling device that can collect excavated soil in a chamber even during excavation, and an earth pressure shield construction method. [Means for solving the problem]

[0014] The invention described in claim 1 for solving the above-mentioned conventional problems is characterized in that the excavated soil taken into a chamber formed between a cutter head and a partition wall is given plastic fluidity, and excavation is carried out while applying earth pressure to the face, and the excavation machine is provided with a through-hole penetrating the partition wall, a water stop valve connected to the through-hole, a sampling pipe detachably connected to the water stop valve, pressure adjusting means for applying negative pressure to the inside of the sampling pipe, and a pressure adjusting means connected to the body of the sampling pipe. , the pressure in the sample collection tube can be released. and a pressure relief valve, so that the excavated soil in the chamber can be drawn into the sampling pipe.

[0015] The invention as set forth in claim 2 is characterized in that, in addition to the configuration of claim 1, the pressure adjusting means can apply pressure to the inside of the sample collection tube.

[0016] The feature of the invention described in claim 3 is that, in addition to the configuration of claim 1 or 2, the pressure adjustment means is composed of a piston slidably inserted into the sample collection tube and an operating means for sliding the piston.

[0017] The invention described in claim 4 is characterized in that, in addition to the configuration of claim 1 or 2, the pressure adjustment means is composed of a supply and discharge pipe connected to the sample collection pipe and a pump connected via the supply and discharge pipe.

[0018] The invention as set forth in claim 5 is characterized in that, in addition to the configuration of claim 4, a fluid pressure-feeding means is provided in the sample collection tube for pressure-feeding a fluid through the supply and discharge tube.

[0019] The invention as set forth in claim 6 is characterized in that, in addition to the configuration of any one of claims 1 to 5, the sample collection tube has a window for checking the inside in the body portion.

[0020] The feature of the invention described in claim 7 is that, in addition to the configuration of any one of claims 1 to 6, multiple through holes are provided, so that the excavated soil in the chamber can be drawn into the sample collection tube at the position of each through hole.

[0021] The invention described in claim 8 is characterized in that, in addition to the configuration of claim 7, the sample collection tube is provided detachably, and an additive injection means can be connected to the stop valve in place of the sample collection tube.

[0022] The invention described in claim 9 is characterized in that the excavated soil taken into the chamber formed between the cutter head and the partition wall is given plastic fluidity, and the excavation proceeds while applying earth pressure to the face, in an earth pressure shield tunneling method, an earth pressure shield excavator with a sampling device, which includes a through hole penetrating the partition wall, a water stop valve connected to the through hole, a sampling pipe detachably connected to the water stop valve, a pressure adjusting means for applying negative pressure to the inside of the sampling pipe, and a pressure relief valve connected to the body of the sampling pipe; When excavating, the water stop valve was connected the sample collection tube a negative pressure is applied to the chamber to take the excavated soil into the sampling pipe, and then the pressure relief valve is opened; Relieving the pressure in the sample collection tube and removing the sample collection tube; The purpose is to evaluate the properties of the excavated soil.

[0023] The feature of the invention described in claim 10 is that, in addition to the configuration of claim 9, the condition of the excavated soil in the chamber during excavation is measured at any time by a measuring means, and the excavated soil is sampled when an abnormal value is measured by the measuring means.

[0024] The feature of the invention described in claim 11 is that, in addition to the configuration of claim 9, the geology of the ground to be excavated is investigated in advance, and the excavated soil is collected from an area where the geology is expected to change as a result of the investigation.

[0025] The feature of the invention described in claim 12 is that, in addition to the configuration of any one of claims 9 to 11, a plurality of the through holes are provided, the plastic fluidity of the excavated soil taken into the sampling pipe is evaluated for each position of the through holes, an additive injection means is connected to the stop valve in place of the sampling pipe that has taken in the excavated soil at a position where the plastic fluidity is determined to be insufficient, and additive is injected into the excavated soil at the position where the plastic fluidity is determined to be insufficient. [Effects of the Invention]

[0026] The earth pressure shield excavator with a sampling device according to the present invention is provided with the configuration described in claim 1, so that excavated soil in the chamber can be directly sampled even during excavation.

[0027] Furthermore, in the present invention, by providing the configuration described in claim 2, the excavated soil remaining in the sampling pipe can be discharged from the chamber side or other opening by applying pressure.

[0028] Furthermore, in the present invention, by providing the configuration described in claim 3, it is possible to apply negative pressure and pressure to the inside of the sample collection tube with a simple structure.

[0029] Furthermore, in the present invention, by providing the configuration described in claim 4, negative pressure can be applied efficiently to the inside of the sample collection tube.

[0030] Furthermore, in the present invention, by providing the configuration described in claim 5, the inside of the sample collection tube can be cleaned with the fluid.

[0031] Furthermore, in the present invention, by providing the configuration described in claim 6, it is possible to confirm that excavated soil has been taken into the sampling pipe.

[0032] Furthermore, in the present invention, by providing the configuration described in claim 7, it is possible to check the state of the excavated soil at a plurality of locations within the chamber.

[0033] Furthermore, in the present invention, by providing the configuration described in claim 8, it is possible to efficiently inject the additive into the position that requires adjustment.

[0034] Furthermore, in the present invention, by providing the configuration described in claim 9, it is possible to directly sample the excavated soil in the chamber even during excavation, and quickly grasp the state of the excavated soil filled in the chamber, such as its plastic fluidity.

[0035] Furthermore, in the present invention, by providing the configurations set forth in claims 10 and 11, it is possible to grasp the state of the plastic fluidity, etc. of the excavated soil filled in the chamber at an appropriate timing.

[0036] Furthermore, in the present invention, by providing the configuration described in claim 12, it is possible to accurately grasp the position that requires adjustment and to efficiently inject the additive into that position. [Brief explanation of the drawings]

[0037] [Figure 1] 1 is a schematic cross-sectional view showing an example of an earth pressure shield excavator with a sampling device according to the present invention. [Figure 2] FIG. 2 is an enlarged side view showing the sample collection device in FIG. [Figure 3] FIG. 2 is an enlarged, partially broken, longitudinal cross-sectional view of the sample collection tube portion of the same, showing the state before sample collection. [Figure 4] 1A is a conceptual diagram showing an example of the arrangement of the through holes of the same, and FIG. 1B is a conceptual diagram showing an example of the arrangement of the through holes. [Figure 5] FIG. 4 is an enlarged side view showing another example of the sample collecting device. [Figure 6] 1 is an enlarged, partially broken, vertical cross-sectional view showing a state of sampling work of excavated soil in the earth pressure shield tunneling method according to the present invention. FIG. [Figure 7] FIG. 2 is an enlarged, partially cutaway, vertical cross-sectional view showing the state where the sample collection tube has been removed. [Figure 8]FIG. 10 is an enlarged, partially broken, vertical cross-sectional view showing another example of the state of the excavated soil sample collection work in the earth pressure shield tunneling method of the present invention, and is an enlarged, partially broken, vertical cross-sectional view showing the state before the sample is collected. [Figure 9] FIG. 2 is an enlarged, partially cutaway, vertical cross-sectional view showing the state of the sample collection operation. [Figure 10] FIG. 2 is an enlarged, partially cutaway, vertical cross-sectional view showing the state where the sample collection tube is removed. [Figure 11] FIG. 10 is an enlarged, partially cutaway, vertical cross-sectional view showing the state in which the sample collection tube has been reattached. [Figure 12] FIG. 10 is an enlarged, partially broken, vertical cross-sectional view of the state when excavated soil remaining in the sampling pipe is discharged. DETAILED DESCRIPTION OF THE INVENTION

[0038] Next, an embodiment of an earth pressure type shield excavator with a sampling device according to the present invention will be described based on the examples shown in Figures 1 to 5. In the figures, reference numeral 1 denotes an earth pressure type shield excavator with a sampling device, and reference numeral 2 denotes a tunnel face.

[0039] It should be noted that the earth pressure shield excavator and earth pressure shield construction method include the muddy earth pressure shield excavator and muddy earth pressure shield construction method, and in this embodiment, the muddy earth pressure shield excavator and muddy earth pressure shield construction method will be mainly described.

[0040] As shown in Figure 1, the earth pressure shield excavator with sample collection device (hereinafter referred to as earth pressure shield excavator) 1 comprises a cylindrical shield body 3, a cutter head 4 arranged on the front part of the shield body 3, a partition wall 5 arranged behind the cutter head 4, a chamber (pressure chamber) 6 formed between the cutter head 4 and the partition wall 5, a driving means 7 for rotating the cutter head 4, and a propulsion means consisting of a shield jack 8, and while the cutter head 4 excavates the working face 2, the shield jack 8 pushes against the end faces of the segments 9, 9... installed behind it to propel the excavator forward.

[0041] This earth pressure shield excavator 1 takes in the excavated soil 10 excavated by the cutter head 4 into the chamber 6, gives the excavated soil 10 taken in the chamber 6 plastic fluidity, presses the excavated soil 10 with plastic fluidity against the face 2, excavates while applying earth pressure to the face 2, and discharges the excavated soil 10 taken in the chamber 6 from the chamber 6 using a screw-type earth removal device 11.

[0042] This earth pressure shield excavator 1 is equipped with a measuring means (not shown) such as an earth pressure meter that measures the earth pressure inside the chamber 6, and this measuring means can measure the earth pressure inside the chamber 6 at any time. Note that the measuring means is not limited to an earth pressure meter, and any means that can detect changes in the state of the excavated soil 10 inside the chamber 6 will do.

[0043] In addition, reference numeral 12 in the figure denotes a stirring member supported at the rear of the cutter head 4, which stirs the excavated soil 10 taken into the chamber 6 by the rotation of the cutter head 4.

[0044] In addition, although not specifically shown, a pipe for supplying additive material is installed inside the rotating shaft portion of the cutter head 4, and the additive material supplied through this pipe is injected into the chamber 6 through an injection hole installed near the cutter bit.

[0045] In addition, the earth pressure shield excavator 1 is equipped with a sample collection device 20 that collects the excavated soil 10 taken into the chamber 6, and based on the collected samples it is possible to determine whether the excavated soil 10 filled into the chamber 6 has appropriate plastic fluidity, uniformity, and impermeability (hereinafter referred to as plastic fluidity, etc.).

[0046] As shown in Figures 2 and 3, the sample collection device 20 comprises a water stop valve 22 connected to a through hole 21 penetrating the partition wall 5, a sample collection pipe 23 detachably connected to the water stop valve 22, a pressure adjustment means 24 for adjusting the pressure inside the sample collection pipe 23, and a pressure relief valve 25 connected to the body of the sample collection pipe 23, and is designed so that by applying negative pressure inside the sample collection pipe 23, the excavated soil 10 inside the chamber 6 can be drawn into the sample collection pipe 23.

[0047] Although the through-hole 21 is shown in one location in the figure for convenience, it is preferable that it be provided in multiple locations on the partition wall 5 so that the excavated soil 10 in the chamber 6 can be collected as a sample at the location of each through-hole 21.

[0048] The installation positions of the through holes 21 are set taking into consideration the inner diameter of the earth pressure shield excavator 1 and the position of the stirring member 12, and it is desirable to install them at a distance from each other so that the condition of the excavated soil 10 distributed within the chamber 6 can be thoroughly investigated.For example, as shown in Figure 4(a), they are installed at approximately the center of the partition wall 5, two locations opposite each other at a distance in one diameter direction passing through the center position, and two locations opposite each other at a distance in a diameter direction perpendicular to the one diameter direction, so that approximately five locations are installed in a cross shape.

[0049] In addition, if the earth pressure shield excavator 1 is large, the barriers may be installed at a total of nine locations, as shown in Figure 4(b): approximately at the center of the partition wall 5, four locations spaced apart in one diametric direction passing through the center, and four locations spaced apart in a diametric direction perpendicular to the one diametric direction.

[0050] The arrangement of the through holes 21 is not limited to the embodiment shown in FIGS. 4(a) and 4(b), and the number and arrangement of the through holes 21 can be freely set.

[0051] The water stop valve 22 has a structure in which two valve bodies 26, 26, each consisting of a ball valve or the like that can be opened and closed, are connected in the axial direction, with one end connected to the through hole 21 and the other end having a brim-like flange portion 27 formed on the opening edge to which the sample collection tube 23 is connected.

[0052] The sample collection tube 23 is formed in a cylindrical shape and made of a steel pipe, a resin pipe such as polyvinyl chloride, etc., and has brim-shaped flange portions 28, 29 integrally supported at each end of the opening edge, and is detachably connected to the stop valve 22 by overlapping the flange portion 28 with the flange portion 27 of the stop valve 22 and tightening the bolts.

[0053] This sampling pipe 23 is provided with a pressure relief valve 25 on the side of the water stop valve 22 in the body portion, and the pressure inside the sampling pipe 23 can be relieved by opening and closing the pressure relief valve 25.

[0054] The body of the sampling tube 23 is provided with an interior inspection window 30, which is closed by a transparent glass plate, allowing the interior of the sampling tube 23 to be seen through the glass plate.

[0055] It is desirable that the interior inspection window 30 be provided at the rear end of the body (opposite the water stop valve 22) so that it can be confirmed that a sufficient amount of excavated soil 10 has been taken in.

[0056] As shown in Figure 3, the pressure adjustment means 24 is composed of a piston 31 slidably inserted into the sample collection tube 23 and an operating means 32 for sliding the piston 31, and is capable of adjusting the pressure inside the sample collection tube 23 by sliding the piston 31 inside the sample collection tube 23.

[0057] That is, with the pressure relief valve 25 closed, negative pressure is generated in the sample collection tube 23 by sliding the piston 31 in the pull-out direction, i.e., from the stop valve 22 side to the other end side, and pressurization is generated in the sample collection tube 23 by sliding the piston 31 in the push-out direction, i.e., from the other end side to the stop valve 22 side.

[0058] The operating means 32 is composed of a hydraulic cylinder in which a rod 32a is extended and retracted by hydraulic pressure, and the extension and retraction of the rod 32a moves a piston 31 fixed to the tip of the rod 32a.

[0059] The operating means 32 is not limited to a hydraulic cylinder, but may be, for example, a pneumatic cylinder or an electrically operated means for extending and retracting the rod 32a, or the rod 32a may be manually extended and retracted.

[0060] The operating means 32 includes a fixture 33 having a mounting flange 33a, and the mounting flange 33a of the fixture 33 is placed over the flange 29 of the sampling tube 23 and detachably connected by bolting or the like.

[0061] The pressure adjusting means is not limited to the above-described embodiment, and may be configured by a supply / discharge pipe 40 connected to the sample collection pipe 23 and a pump 41 connected via the supply / discharge pipe 40, as shown in FIG. 5.

[0062] The supply and discharge pipe 40 is made of a hose or the like and has a joint part 42 with a flange part 42a at the tip end on the sampling pipe 23 side, and the flange part 42a of the joint part 42 is overlapped with the rear end flange part 29 of the sampling pipe 23 so that it can be detachably connected by tightening a bolt or the like.

[0063] A squeeze pump is used as the pump 41, and when the sampling pipe 23 and the supply / discharge pipe 40 are empty (only air) and the pressure relief valve 25 is closed, the squeeze pump 41 is operated in reverse to apply negative pressure to the sampling pipe 23. Note that, although this embodiment will be described assuming that a squeeze pump is used as the pump 41, the pump 41 is not limited to a squeeze pump as long as it has the functions of pumping and suctioning like a squeeze pump.

[0064] The squeeze pump 41 also functions as a fluid pumping means for pumping a fluid 43 such as water into the sample collection tube 23. The squeeze pump 41 is connected to a storage tank 44 for storing the fluid 43 such as water via a connecting hose 45, and by rotating the pump in the forward direction, the fluid 43 such as water can be pumped into the sample collection tube 23 through the supply and discharge tube 40.

[0065] In the above embodiment, a squeeze pump is used as the pump 41, but a suction pump may be used as the pump 41 to generate negative pressure by sucking air from the sampling tube 23. In this case, a separate fluid pumping means may be provided and installed so that it can be switched over to the suction pump.

[0066] In addition, this earth pressure shield excavator 1 is equipped with a detachable sampling pipe 23, and in place of the sampling pipe 23, an additive injection means for supplying additives such as mud-adding material to the stop valve 22 can be connected.

[0067] Next, a description will be given of an earth pressure shield tunneling method using the above-mentioned earth pressure shield excavator 1. Note that the same components as those in the above-mentioned embodiment will be described with the same reference numerals.

[0068] In this earth pressure shield method, the cutting face 2 is excavated using the cutter head 4, and the earth pressure shield excavator 1 is propelled forward, and the excavated soil 10 excavated by the cutter head 4 is taken into the chamber 6. The excavated soil 10 taken into the chamber 6 is given plastic fluidity by being stirred or by adding additives, and the excavation proceeds while applying earth pressure to the cutting face 2.

[0069] At this time, in order to stabilize the working face 2, it is important that the excavated soil 10 filled in the chamber 6 has appropriate plastic fluidity, uniformity, and impermeability (hereinafter referred to as plastic fluidity, etc.). Since the plastic fluidity, etc. of the excavated soil 10 is greatly influenced by the geology of the ground to be excavated, the particle size distribution, the additives used and the amount added, when excavating, negative pressure is applied to the sampling pipe 23 connected to the water stop valve 22, the excavated soil 10 in the chamber 6 is taken into the sampling pipe 23, and the properties of the collected excavated soil 10 are evaluated.

[0070] In this embodiment, a case will be described in which the pressure adjusting means 24 is composed of a piston 31 slidably inserted into the sampling tube 23 and an operating means 32 for sliding the piston 31.

[0071] Specifically, first, as a preliminary preparation, before starting excavation, necessary investigations such as boring tests and geological surveys are carried out, and the type and composition of additives are determined based on the results of the boring tests and soil cross-section diagrams.

[0072] Furthermore, the water stop valve 22 is closed, the sampling pipe 23 is connected to the water stop valve 22, an operating means 32 such as a hydraulic cylinder is attached to the other end of the sampling pipe 23, and the piston 31 is inserted into the sampling pipe 23.

[0073] In the initial state, as shown in FIG. 3, the operating means 32 is actuated to slide the piston 31 in the extrusion direction, and the pressure relief valve 25 is kept closed at that position.

[0074] Next, when excavation actually begins, a predetermined earth pressure acts on the face 2 due to the excavated soil 10 filled in the chamber 6, causing the collapse of the face 2 ground due to stress release to be pushed forward, and in this state, excavation work and pushing work are repeated to advance the excavation sequentially (excavation work).

[0075] The excavated soil 10 is taken into the chamber 6, and after the chamber 6 is filled with the excavated soil 10, approximately the same amount of excavated soil 10 as the newly taken in amount is discharged outside the chamber 6 by a screw-type soil discharge device 11, and the excavated soil 10 in the chamber 6 is replaced while maintaining the soil pressure in the chamber 6 (soil discharge work).

[0076] Meanwhile, the excavated soil 10 taken into the chamber 6 is mixed with additives (such as mud-adding materials) and stirred by stirring members 12, 12 as the cutter head 4 rotates, and adjusted to have a predetermined plastic fluidity (plastic fluidity adjustment work).

[0077] During excavation, the earth pressure of the excavated soil 10 in the chamber 6 is measured at all times by a measuring means such as an earth pressure gauge, and if this earth pressure deviates from a standard range, this is detected.

[0078] Then, while the excavation work, soil removal work, and plastic fluidity adjustment work are carried out simultaneously, the excavated soil 10 in the chamber 6 is taken into the sampling pipe 23 at a predetermined timing, a sample of the excavated soil 10 is taken, and it is confirmed whether the excavated soil 10 has appropriate plastic fluidity, etc.

[0079] The timing of sample collection is not particularly limited, but it is preferable to collect samples, for example, after continuing excavation for a certain period of time, when the excavated soil 10 in the chamber 6 has been replaced and the plastic fluidity has been adjusted, when an abnormal value is measured by the measuring means, or when the range in which the geology of the excavation ground, which has been previously investigated, is expected to change is reached.

[0080] To collect a sample, first, the water stop valve 22 is opened while the pressure relief valve 25 is kept closed, and the inside of the chamber 6 and the inside of the sample collection pipe 23 are connected to each other.

[0081] Next, as shown in Figure 6, when the piston 31 is slid from the stop valve 22 side to the other end side, negative pressure is generated in the sample collection tube 23, and the excavated soil 10 in the chamber 6 is drawn into the sample collection tube 23 as the piston 31 slides.

[0082] At this time, if gravel gets stuck in the sampling tube 23 and it becomes difficult to collect the excavated soil 10, the piston 31 is slid in the pushing direction, and the gravel in the sampling tube 23 is pushed back into the chamber 6 by the piston 31, and then the piston 31 is slid again in the pulling direction to collect the sample.

[0083] Then, the piston 31 is slid to a predetermined position, the excavated soil 10 is taken up to a predetermined position in the sampling tube 23, and it is confirmed through the interior inspection window 30 that the sample of the excavated soil 10 has been filled into the sampling tube 23.

[0084] Next, the water stop valve 22 is closed, and the pressure relief valve 25 connected to the body of the sampling pipe 23 is opened to release the pressure inside the sampling pipe 23 .

[0085] Once the pressure inside the sampling tube 23 has been completely released, close the pressure relief valve 25, remove the operating means 32, such as a hydraulic cylinder, attached to the flange portion 29 at the other end of the sampling tube 23, as shown in Figure 7, and pull out the piston 31 from inside the sampling tube 23.

[0086] Then, the sampling pipe 23 attached to the stop valve 22 via the flange 28 is removed, the sample is collected, and a slump test or the like is performed to evaluate whether the excavated soil 10 in the chamber 6 has appropriate plastic fluidity, uniformity, impermeability, etc. Note that the reference numeral 34 in the figure denotes a cover member that closes the openings at both ends of the sampling pipe 23.

[0087] The above-mentioned sample collection and evaluation are then carried out at each position of the multiple through-holes 21, and the plastic flow properties, etc. are evaluated at each position. If the earth pressure shield excavator 1 has a large diameter, it is desirable to provide a safety scaffold (not shown) when collecting samples from the through-holes 21 located above.

[0088] If the evaluation results show no problems, the excavation continues and samples are taken at the above-mentioned predetermined intervals.

[0089] On the other hand, if the evaluation results show that any of the samples corresponding to the position of each through-hole 21 does not meet the standards for plastic fluidity, etc., an additive injection means is attached to the stop valve 22 of the corresponding through-hole 21, and additives such as mud-adding material are injected into the chamber 6 through the through-hole 21 to adjust the plastic fluidity, etc. The injection amount and composition of the additives are determined based on the results of a slump test, etc.

[0090] In this way, by determining whether or not the standards for plastic fluidity, etc. are met for each position of the through hole 21, and injecting additive material through the through hole 21 at a position that is determined not to meet the standards, it is possible to accurately determine the positions that require adjustment and efficiently inject additive material at those positions.

[0091] After the series of sample collection, evaluation, and adjustment of plastic fluidity, etc. is completed, the sample collection pipe 23 is again connected to the water stop valve 22 provided in each through hole 21, and the series of operations from sample collection to adjustment of plastic fluidity, etc. described above are performed at predetermined intervals.

[0092] In the above embodiment, the pressure adjusting means 24 is configured by the piston 31 slidably inserted in the sampling tube 23 and the operating means 32 for sliding the piston 31. However, the following describes a sample collection operation in which the pressure adjusting means 24 is configured by the supply / discharge pipe 40 connected to the sampling tube 23 and the pump 41 connected via the supply / discharge pipe 40. Components similar to those in the above embodiment will be described with the same reference numerals.

[0093] First, as a preliminary preparation, the water stop valve 22 is closed and the sample collection pipe 23 is connected to the water stop valve 22. One end of the supply / discharge pipe 40 is connected to the other end of the sample collection pipe 23, and the other end is connected to a pump 41 consisting of a squeeze pump.

[0094] In the initial state, as shown in FIG. 8, the sampling pipe 23 and the supply / discharge pipe 40 are not filled with fluid, and the pressure relief valve 25 is closed.

[0095] Sampling is carried out at the same timing as in the above-described embodiment. First, the water stop valve 22 is opened while the pressure relief valve 25 is kept closed, and the inside of the chamber 6 and the inside of the sampling pipe 23 are connected to each other.

[0096] Next, as shown in Figure 9, the squeeze pump 41 is operated in reverse to suck out the air from the sampling pipe 23 and the supply and discharge pipe 40, creating negative pressure in the sampling pipe 23 and drawing the excavated soil 10 into the sampling pipe 23.

[0097] Then, the squeeze pump 41 sucks the excavated soil 10 up to a predetermined position in the sampling pipe 23, and it is confirmed through the interior inspection window 30 that the sample of the excavated soil 10 has been filled into the sampling pipe 23.

[0098] Next, the water stop valve 22 is closed, and the pressure relief valve 25 connected to the body of the sampling pipe 23 is opened to release the pressure inside the sampling pipe 23 .

[0099] Once the pressure inside the sampling tube 23 has been completely released, the pressure relief valve 25 is closed, and the supply / discharge tube 40 attached to the flange 29 at the other end of the sampling tube 23 is removed, as shown in FIG.

[0100] Then, the sample collection pipe 23 attached to the stop valve 22 via the flange portion 28 is removed, and a sample is collected, and a slump test or the like is performed to evaluate the soil quality of the collected excavated soil 10 and whether the excavated soil 10 has appropriate plastic fluidity, uniformity, impermeability, etc.

[0101] Then, the above-described sampling and evaluation are carried out for each position of the plurality of through holes 21, and the plastic flow properties and the like at each position are evaluated.

[0102] If the evaluation reveals no problems, the excavation continues and samples are taken at the above-mentioned predetermined intervals.

[0103] On the other hand, if the evaluation results show that any of the samples corresponding to the position of each through hole 21 does not meet the standards for plastic fluidity, etc., an additive injection means is attached to the water stop valve 22 of the corresponding through hole 21, and additives such as mud-adding material are injected through the through hole 21 to adjust the plastic fluidity, etc.

[0104] After the series of sample collection, evaluation, and adjustment of plastic flow properties, etc., is completed, the sample collection pipes 23 are again connected to the water stop valves 22 provided in each through-hole 21, and the supply and discharge pipes 40 are attached to the sample collection pipes 23, as shown in Figure 11. Note that the reference numeral 10a in the figure denotes the excavated soil remaining in the sample collection pipes 23 after evaluation due to cleaning leaks, etc.

[0105] The squeeze pump 41 is connected to a storage tank 44 in which a fluid 43 such as water is stored.

[0106] Next, with the stop valve 22 closed, the pressure relief valve 25 is opened, and in this state the squeeze pump 41 is operated in the normal direction to pump water or other fluid 43 sucked out of the storage tank 44 to the sample collection pipe 23 through the supply and discharge pipe 40.

[0107] Then, when fluid 43 such as water comes out of pressure relief valve 25, squeeze pump 41 is stopped once, and pressure relief valve 25 is then closed.

[0108] Next, as shown in Figure 12, the water stop valve 22 is opened and the squeeze pump 41 is restarted to pressurize the fluid water again, and the resulting water pressure is used to discharge the excavated soil 10a remaining in the sampling pipe 23 into the chamber 6 side.

[0109] If the discharge pressure at this time is weaker than the soil-water pressure in the chamber 6, the excavated soil 10 in the chamber 6 will flow into the sampling pipe 23, so it is pumped out with a force stronger than that pressure.

[0110] Then, once the excavated soil 10 remaining in the sampling pipe 23 has been discharged, the water stop valve 22 is closed again, and thereafter, the above-described series of operations from sampling to adjusting the plastic flow properties and the like are carried out at predetermined intervals.

[0111] In the earth pressure shield tunneling method configured in this manner, the excavated soil 10 is directly collected from a predetermined position in the chamber 6, so that the state of the excavated soil 10 in the chamber 6 can be evaluated and understood in real time.

[0112] In this case, in this earth pressure shield method, soil and sand are drawn into the sampling pipe 23 by applying negative pressure inside the sampling pipe 23, so unlike when using conventional sampling screws, samples can be collected even during excavation without having to worry about interference with mixers, etc. [Explanation of symbols]

[0113] 1. Earth pressure shield drilling machine with sample collection device 2 Cutting edge 3 Shield body 4 cutter head 5 Bulkhead 6 Chambers 7. Driving means 8 Shield Jack 9 segments 10 Excavated soil 11 Screw-type soil removal device 12 stirring member 20 Sample collection device 21 Through hole 22 Water stop valve 23 Sample collection tube 24 Pressure regulation means 25 Pressure relief valve 26 Valve body 27 Flange 28 Flange 29 Flange 30 Interior inspection window 31 Piston 32 Means of Operation 33 Fixtures 40 Supply / discharge pipe 41 Pump (squeeze pump) 42 Joint 43 Fluid 44 Storage Tank 45 connecting hose

Claims

1. In an earth pressure shield excavator with a sampling device, the excavated soil taken into the chamber formed between the cutter head and the partition wall is given plastic fluidity, and the excavation proceeds while applying earth pressure to the face. An earth pressure shield excavator with a sampling device, comprising: a through hole penetrating the partition wall; a water stop valve connected to the through hole; a sampling pipe detachably connected to the water stop valve; a pressure adjustment means for applying negative pressure within the sampling pipe; and a pressure relief valve connected to the body of the sampling pipe and capable of releasing pressure within the sampling pipe, wherein the excavated soil within the chamber can be drawn into the sampling pipe.

2. 2. An earth pressure shield excavator with a sampling device according to claim 1, wherein said pressure adjusting means is capable of pressurizing the inside of said sampling pipe.

3. 3. An earth pressure shield excavator with a sampling device as described in claim 1 or 2, wherein the pressure adjustment means is composed of a piston slidably inserted into the sampling tube and an operating means for sliding the piston.

4. 3. An earth pressure shield excavator with a sampling device as described in claim 1 or 2, wherein the pressure adjustment means is composed of a supply and discharge pipe connected to the sampling pipe and a pump connected via the supply and discharge pipe.

5. 5. An earth pressure shield tunneling machine with a sampling device according to claim 4, further comprising a fluid pumping means for pumping fluid into said sampling pipe through said supply and discharge pipe.

6. 6. An earth pressure shield tunneling machine with a sampling device according to claim 1, wherein the sampling pipe has a window in the body for checking the inside.

7. An earth pressure shield excavator with a sampling device as described in any one of claims 1 to 6, which is provided with a plurality of through holes and is capable of drawing excavated soil in the chamber into the sampling pipe at the position of each through hole.

8. 8. An earth pressure shield excavator with a sampling device according to claim 7, wherein the sampling pipe is detachably provided, and an additive injection means can be connected to the water stop valve in place of the sampling pipe.

9. In this earth pressure shield tunneling method, the excavated soil taken into the chamber formed between the cutter head and the partition wall is given plastic fluidity, and earth pressure is applied to the tunnel face while the tunnel is excavated. an earth pressure shield excavator with a sampling device, which includes a through hole penetrating the partition wall, a water stop valve connected to the through hole, a sampling pipe detachably connected to the water stop valve, a pressure adjusting means for applying negative pressure to the inside of the sampling pipe, and a pressure relief valve connected to the body of the sampling pipe; This earth pressure shield tunneling method is characterized in that, when excavating, negative pressure is applied to the sampling pipe connected to the water stop valve, the excavated soil in the chamber is taken into the sampling pipe, the pressure relief valve is opened, the pressure in the sampling pipe is released, the sampling pipe is removed, and the properties of the excavated soil are evaluated.

10. 10. An earth pressure shield tunneling method according to claim 9, wherein the state of the excavated soil in the chamber during excavation is measured by a measuring means at any time, and the excavated soil is sampled when an abnormal value is measured by the measuring means.

11. 10. The earth pressure shield tunneling method according to claim 9, wherein the geological features of the ground to be excavated are surveyed in advance, and the excavated soil is collected from an area where the geological features are expected to change as a result of the survey.

12. A plurality of the through-holes are provided, and the plastic fluidity of the excavated soil taken into the sample collection tube is evaluated for each position of the through-hole; An earth pressure shield method according to any one of claims 9 to 11, wherein an additive injection means is connected to the stop valve instead of the sample collection pipe that has taken in the excavated soil at the location where the plastic fluidity is determined to be insufficient, and the additive is injected into the excavated soil at the location where the plastic fluidity is determined to be insufficient.

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