A method for tunnel boring machine (TBM) arrival

Abstract

This invention discloses a method for tunnel boring machine (TBM) arrival, comprising the following steps: obtaining the geological type of the section to be excavated; determining the type of TBM based on the geological type; excavating a TBM receiving shaft at the end point of the section to be excavated; placing the TBM in the section to be excavated for tunnel excavation; and before reaching the receiving shaft, obtaining the real-time distance between the TBM and the receiving shaft, adjusting the TBM's advance speed based on the real-time distance until the TBM breaks through the portal of the receiving shaft and reaches the receiving shaft. This solution changes the traditional TBM arrival method by adjusting the TBM's advance speed in real-time based on the distance between the TBM and the receiving shaft, ensuring the advance speed matches the actual conditions of the section to be excavated. This effectively reduces ground deformation and settlement during tunnel excavation, thereby improving construction safety.

Description

Technical Field

[0001] This invention relates to the field of tunnel construction technology, and more specifically to a method for shield tunneling arrival. Background Technology

[0002] Shield arrival refers to the entire construction process where the tunnel boring machine (TBM) advances along the designed route from 100m before the tunnel section is completed until it enters the receiving shaft through the entrance portal. Currently, in TBM arrival methods, the advance speed of the TBM is determined based on existing experience before entering the receiving shaft. This is difficult to fully reflect the actual conditions of the section to be excavated, and can easily cause severe ground deformation and settlement, affecting construction safety. Summary of the Invention

[0003] The main objective of this invention is to propose a shield tunneling arrival method, which aims to solve the problem that in current shield tunneling arrival methods, the advancement speed of the shield machine is determined based on existing experience before it enters the shield receiving shaft. This makes it difficult to fully meet the actual conditions of the section to be excavated, and it is easy to cause severe deformation and settlement of the strata, affecting construction safety.

[0004] To achieve the above objectives, the present invention proposes a shield tunneling method, comprising the following steps:

[0005] Obtain the geological type of the area to be excavated;

[0006] The type of tunnel boring machine is determined based on the geological type.

[0007] A shield receiving shaft is excavated at the end of the section to be excavated;

[0008] The tunnel boring machine is placed in the section to be excavated to carry out tunnel excavation;

[0009] Before reaching the shield receiving shaft, the real-time distance between the shield machine and the shield receiving shaft is obtained, and the advancement speed of the shield machine is adjusted according to the real-time distance until the shield machine tunnels through the entrance of the shield receiving shaft and reaches the shield receiving shaft.

[0010] Optionally, determining the type of tunnel boring machine based on the geological type includes:

[0011] The formation permeability coefficient is obtained by querying the mapping relationship table according to the geological type, wherein the mapping relationship table is the association between the geological type and the formation permeability coefficient;

[0012] The type of tunnel boring machine is determined based on the soil permeability coefficient.

[0013] Optionally, determining the type of tunnel boring machine based on the formation permeability coefficient includes:

[0014] When the permeability coefficient of the formation is 10 -12 ~10 -6 When the speed is m / s, the tunnel boring machine is determined to be an earth pressure shield machine;

[0015] When the permeability coefficient of the formation is 10 -6 When the speed is ~10m / s, the tunnel boring machine is determined to be a slurry tunnel boring machine.

[0016] Optionally, adjusting the tunnel boring machine's advance speed based on the real-time distance includes:

[0017] Measure the first distance between the existing ground buildings in the section to be excavated and the shield receiving shaft;

[0018] When the real-time distance is less than or equal to the first distance, the tunnel boring machine's advancing speed is 30 mm / min;

[0019] When the real-time distance is greater than the first distance, the distance difference between the real-time distance and the first distance is calculated, and the adjustment strategy for the tunnel boring machine's advance speed is determined based on the distance difference.

[0020] Optionally, determining the adjustment strategy for the tunnel boring machine's advance speed based on the distance difference includes:

[0021] Calculate the distance ratio between the distance difference and the real-time distance;

[0022] The tunnel boring machine's advance speed is adjusted according to the distance ratio.

[0023] Optionally, adjusting the tunnel boring machine's advance speed according to the distance ratio includes:

[0024] When the distance ratio is less than 0.2, the tunnel boring machine's advance speed is 20 mm / min;

[0025] When the distance ratio is greater than or equal to 0.2, the tunnel boring machine's advance speed is 60 mm / min.

[0026] Optionally, before the tunnel boring machine breaks through the portal of the shield receiving shaft and reaches the shield receiving shaft, the process further includes:

[0027] The shield receiving shaft was backfilled with clay;

[0028] Then, water is reinjected into the shield receiving shaft;

[0029] A water pump is installed inside the shield receiving shaft. The water pump is controlled by a control device to pump water outward so that the water and soil pressure inside the shield receiving shaft is equal to the preset pressure.

[0030] Optionally, in the step of installing a pump inside the shield receiving shaft and controlling the pump to pump water outwards via a control device to make the water and soil pressure inside the shield receiving shaft equal to a preset pressure, the control device executes a control method program, the control method including the following steps:

[0031] The grouting pressure and soil chamber pressure of the tunnel boring machine are obtained, and the preset pressure is determined based on the grouting pressure and soil chamber pressure.

[0032] Obtain the actual water and soil pressure inside the shield receiving shaft, and calculate the pressure difference between the actual water and soil pressure and the preset pressure.

[0033] A pumping command is generated based on the pressure difference;

[0034] The pump is controlled to pump water according to the pumping command.

[0035] Optionally, determining the preset pressure based on the grouting pressure and the soil chamber pressure includes:

[0036] When the grouting pressure is greater than the soil chamber pressure, the preset pressure is equal to the grouting pressure;

[0037] When the grouting pressure is less than or equal to the soil chamber pressure, the preset pressure is 1.01 * soil chamber pressure.

[0038] Optionally, after the tunnel boring machine breaks through the portal of the shield receiving shaft and reaches the shield receiving shaft, the process further includes:

[0039] The entrance to the shield receiving shaft shall be sealed and waterproofed.

[0040] The tunnel boring machine is advanced through air excavation until it is completely inside the tunnel receiving shaft;

[0041] Pump out water and clear the soil, then lift the tunnel boring machine away from the shield receiving shaft.

[0042] In the shield tunneling arrival method of this invention, the geological type of the section to be excavated is obtained; the type of shield machine is determined according to the geological type; a shield receiving shaft is excavated at the end of the section to be excavated; the shield machine is placed in the section to be excavated for tunnel excavation; before reaching the shield receiving shaft, the real-time distance between the shield machine and the shield receiving shaft is obtained, and the advancement speed of the shield machine is adjusted according to the real-time distance until the shield machine breaks through the portal of the shield receiving shaft and reaches the shield receiving shaft. This solution changes the traditional shield tunneling arrival method by adjusting the advancement speed of the shield machine in real time according to the real-time distance between the shield machine and the shield receiving shaft, so that the advancement speed conforms to the actual situation of the section to be excavated, effectively reducing the deformation and settlement of the strata during tunnel excavation, thereby improving construction safety. Attached Figure Description

[0043] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0044] Figure 1 This is a schematic flowchart of an embodiment of the shield tunneling arrival method provided by the present invention;

[0045] Figure 2 This is a construction schematic diagram of the shield tunneling method of the present invention.

[0046] The realization of the objective of this invention, its functional characteristics and excellent effects will be further explained below in conjunction with specific embodiments and accompanying drawings. Detailed Implementation

[0047] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0048] It should be noted that if the embodiments of the present invention involve directional indication, the directional indication is only used to explain the relative positional relationship and movement of the components in a certain specific posture. If the specific posture changes, the directional indication will also change accordingly.

[0049] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. If the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0050] Shield arrival refers to the entire construction process where the tunnel boring machine (TBM) advances along the designed route from 100m before the tunnel section is completed until it enters the receiving shaft through the entrance portal. Currently, in TBM arrival methods, the advance speed of the TBM is determined based on existing experience before entering the receiving shaft. This is difficult to fully reflect the actual conditions of the section to be excavated, and can easily cause severe ground deformation and settlement, affecting construction safety.

[0051] In view of this, the present invention provides a method for tunnel boring machine (TBM) arrival. Figure 1 This is a schematic flowchart of an embodiment of the shield tunneling arrival method provided by the present invention. Figure 2 This is a construction schematic diagram of the shield tunneling method of the present invention.

[0052] Combined with reference Figure 1 and Figure 2 The shield tunneling method includes the following steps:

[0053] Step S10: Obtain the geological type of the section to be excavated.

[0054] Step S20: Determine the type of tunnel boring machine based on the geological type.

[0055] Step S30: Excavate a shield receiving shaft at the end of the section to be excavated.

[0056] Step S40: Place the tunnel boring machine in the section to be excavated to carry out tunnel excavation.

[0057] Step S50: Before reaching the shield receiving shaft, obtain the real-time distance between the shield machine and the shield receiving shaft, and adjust the advancement speed of the shield machine according to the real-time distance until the shield machine tunnels through the entrance of the shield receiving shaft and reaches the shield receiving shaft.

[0058] In the shield tunneling arrival method of this invention, the geological type of the section to be excavated is obtained; the type of shield machine is determined according to the geological type; a shield receiving shaft is excavated at the end of the section to be excavated; the shield machine is placed in the section to be excavated for tunnel excavation; before reaching the shield receiving shaft, the real-time distance between the shield machine and the shield receiving shaft is obtained, and the advancement speed of the shield machine is adjusted according to the real-time distance until the shield machine breaks through the portal of the shield receiving shaft and reaches the shield receiving shaft. This solution changes the traditional shield tunneling arrival method by adjusting the advancement speed of the shield machine in real time according to the real-time distance between the shield machine and the shield receiving shaft, so that the advancement speed conforms to the actual situation of the section to be excavated, effectively reducing the deformation and settlement of the strata during tunnel excavation, thereby improving construction safety.

[0059] Specifically, step S20 includes:

[0060] Step S21: Query the mapping relationship table according to the geological type to obtain the formation permeability coefficient, wherein the mapping relationship table is the association between the geological type and the formation permeability coefficient.

[0061] Step S22: Determine the type of tunnel boring machine based on the formation permeability coefficient.

[0062] Different types of tunnel boring machines (TBMs) are suitable for different geological conditions. TBM selection must be tailored to specific geological characteristics to ensure the machine is well-suited for the project. In this approach, the permeability coefficient of the strata is first obtained by consulting a mapping table based on the geological type. Then, the type of TBM is determined based on this permeability coefficient. This results in a reasonable TBM type that matches the geological characteristics of the section to be excavated, ensuring smooth tunnel excavation.

[0063] Further, step S22 includes:

[0064] Step S221: When the formation permeability coefficient is 10 -12 ~10 -6 When the speed is m / s, the tunnel boring machine is determined to be an earth pressure shield machine.

[0065] Step S222: When the formation permeability coefficient is 10 -6 When the speed is ~10m / s, the tunnel boring machine is determined to be a slurry tunnel boring machine.

[0066] In this scheme, when the formation permeability coefficient is 10... -12 ~10 -6 When the speed is m / s, the tunnel boring machine is determined to be an earth pressure shield machine, and when the permeability coefficient of the stratum is 10... -6When the speed is ~10m / s, the tunnel boring machine is determined to be a slurry tunnel boring machine. In this way, the type of tunnel boring machine matches the permeability coefficient of the stratum, avoiding unsafe tunnel boring machine operation caused by excessively high or low permeability coefficients.

[0067] Specifically, adjusting the tunnel boring machine's advance speed based on the real-time distance includes:

[0068] Step S51: Measure the first distance between the existing ground buildings in the section to be excavated and the shield receiving shaft.

[0069] Step S52: When the real-time distance is less than or equal to the first distance, the tunnel boring machine's advance speed is 30 mm / min.

[0070] Step S53: When the real-time distance is greater than the first distance, calculate the distance difference between the real-time distance and the first distance, and determine the adjustment strategy for the tunnel boring machine's advance speed based on the distance difference.

[0071] During actual tunnel construction, when the tunnel boring machine (TBM) passes under existing buildings, the soil pressure is high, which can easily exacerbate ground deformation and settlement. Furthermore, existing buildings are prone to safety issues such as cracking. Therefore, in this solution, the first distance between the existing buildings in the section to be excavated and the TBM receiving shaft is measured. When the real-time distance is less than or equal to the first distance, the TBM's advancing speed is 30 mm / min. When the real-time distance is greater than the first distance, the difference between the real-time distance and the first distance is calculated. Based on this difference, an adjustment strategy for the TBM's advancing speed is determined. This ensures a reasonable TBM advancing speed, effectively reducing ground deformation and settlement, and preventing safety issues related to existing buildings.

[0072] Furthermore, the strategy for adjusting the tunnel boring machine's advance speed based on the distance difference includes:

[0073] Step S531: Calculate the distance ratio between the distance difference and the real-time distance.

[0074] Step S532: Adjust the tunnel boring machine's advance speed according to the distance ratio.

[0075] In this scheme, the distance ratio between the distance difference and the real-time distance is first calculated, and then the tunnel boring machine's advancing speed is adjusted according to the distance ratio. In this way, when the real-time distance is greater than the first distance, the determined advancing speed of the tunnel boring machine is reasonable, effectively reducing the deformation and settlement of the strata and effectively preventing safety problems of existing buildings on the ground.

[0076] Further, adjusting the tunnel boring machine's advance speed according to the distance ratio includes:

[0077] Step S532a: When the distance ratio is less than 0.2, the tunnel boring machine's advance speed is 20 mm / min.

[0078] Step S532b: When the distance ratio is greater than or equal to 0.2, the tunnel boring machine's advance speed is 60 mm / min.

[0079] In this scheme, when the distance ratio is less than 0.2, the tunnel boring machine's advancing speed is 20 mm / min; when the distance ratio is greater than or equal to 0.2, the tunnel boring machine's advancing speed is 60 mm / min. This ensures that the advancing speed matches the distance ratio, further reducing ground deformation and settlement, and further preventing safety issues for existing buildings on the ground.

[0080] Furthermore, before the tunnel boring machine breaks through the portal of the shield receiving shaft and reaches the shield receiving shaft, the process also includes:

[0081] Step S41: Backfill the shield receiving shaft with clay.

[0082] Step S42: Refill the shield receiving well with water.

[0083] Step S43: Install a water pump in the shield receiving well, and control the water pump to pump water outward through the control device so that the water and soil pressure in the shield receiving well is equal to the preset pressure.

[0084] During actual tunnel construction, rainwater or other groundwater may flow into the shield receiving shaft, increasing the water and soil pressure within the shaft beyond the preset pressure, thus affecting tunnel construction safety. Therefore, this solution involves backfilling the shield receiving shaft with clay, then refilling it with water. A pump is installed within the shaft, and a control device is used to pump water outwards, ensuring the water and soil pressure within the shaft equals the preset pressure. This maintains a constant balance between the water and soil pressure and the preset pressure, preventing excessive pressure fluctuations that could compromise tunnel construction safety.

[0085] Further, in step S43, the control device executes a control method program, the control method comprising the following steps:

[0086] Step S431: Obtain the grouting pressure and soil chamber pressure of the tunnel boring machine, and determine the preset pressure based on the grouting pressure and the soil chamber pressure.

[0087] Step S432: Obtain the actual water and soil pressure inside the shield receiving shaft, and calculate the pressure difference between the actual water and soil pressure and the preset pressure.

[0088] Step S433: Generate a pumping command based on the pressure difference.

[0089] Step S434: Control the water pump to pump water according to the pumping command.

[0090] In this scheme, the grouting pressure and soil chamber pressure of the tunnel boring machine are obtained, and a preset pressure is determined based on these pressures. The actual water and soil pressure inside the tunnel receiving shaft is also obtained, and the pressure difference between the actual water and soil pressure and the preset pressure is calculated. A pumping command is generated based on the pressure difference, and the pump is controlled to pump water according to the pumping command. Thus, by obtaining the actual water and soil pressure inside the tunnel receiving shaft in real time, the pumping command is adjusted accordingly to ensure that the water and soil pressure is balanced with the preset pressure.

[0091] Further, determining the preset pressure based on the grouting pressure and the soil chamber pressure includes:

[0092] Step S431a: When the grouting pressure is greater than the soil chamber pressure, the preset pressure is equal to the grouting pressure.

[0093] Step S431b: When the grouting pressure is less than or equal to the soil chamber pressure, the preset pressure is 1.01 * soil chamber pressure.

[0094] In this scheme, when the grouting pressure is greater than the soil chamber pressure, the preset pressure is equal to the grouting pressure; when the grouting pressure is less than or equal to the soil chamber pressure, the preset pressure is 1.01 * soil chamber pressure. Thus, the determined preset pressure is reasonable and helps to ensure the safety of tunnel construction.

[0095] Furthermore, after the tunnel boring machine breaks through the portal of the shield receiving shaft and reaches the shield receiving shaft, the process further includes:

[0096] Step S61: Seal and waterproof the entrance of the shield receiving shaft.

[0097] Step S62: Advance the tunnel boring machine in the air until it is completely inside the tunnel receiving shaft.

[0098] Step S62: Pump water and clear soil, then lift the tunnel boring machine away from the shield receiving shaft.

[0099] In this scheme, the tunnel entrance of the shield receiving shaft is sealed and waterproofed. The shield machine is then excavated and advanced in the air until it is completely inside the shield receiving shaft. Water is pumped out and soil is removed. The shield machine is then lifted out of the shield receiving shaft, thus achieving the final reception and exit of the shield machine.

[0100] The above description is merely an optional embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structure made using the contents of the present invention specification and drawings, or directly or indirectly applied to other related technical fields, are similarly included within the patent protection scope of the present invention.

Claims

1. A method of shield arrival, characterized by, The method comprises the following steps: obtaining the geological type of the to-be-excavated section; determining the type of the shield machine according to the geological type; excavating a shield receiving well at the end of the to-be-excavated section; placing the shield machine in the to-be-excavated section for tunneling; before reaching the shield receiving well, obtaining the real-time distance between the shield machine and the shield receiving well, adjusting the advancing speed of the shield machine according to the real-time distance, until the shield machine breaks the portal of the shield receiving well and reaches the shield receiving well; determining the type of the shield machine according to the geological type, comprising: querying a mapping relationship table according to the geological type to obtain a stratum permeability coefficient, wherein the mapping relationship table is the association relationship between the geological type and the stratum permeability coefficient; determining the type of the shield machine according to the stratum permeability coefficient; determining the type of the shield machine according to the stratum permeability coefficient, comprising: when the formation permeability coefficient is 10 -12 ~10 -6 m / s, determining the shield machine as a earth pressure shield machine; when the formation permeability coefficient is 10 -6 m / s, determining the shield machine as a slurry shield machine; adjusting the advancing speed of the shield machine according to the real-time distance, comprising: measuring the first distance between the existing buildings on the ground of the to-be-excavated section and the shield receiving well; when the real-time distance is less than or equal to the first distance, the advancing speed of the shield machine is 30 mm / min; when the real-time distance is greater than the first distance, calculating the distance difference value between the real-time distance and the first distance, and determining the adjustment strategy of the advancing speed of the shield machine according to the distance difference value; determining the adjustment strategy of the advancing speed of the shield machine according to the distance difference value, comprising: calculating the distance ratio value of the distance difference value and the real-time distance; adjusting the advancing speed of the shield machine according to the distance ratio value; adjusting the advancing speed of the shield machine according to the distance ratio value, comprising: when the distance ratio value is less than 0.2, the advancing speed of the shield machine is 20 mm / min; when the distance ratio value is greater than or equal to 0.2, the advancing speed of the shield machine is 60 mm / min.

2. The shield arrival method of claim 1, wherein, before the shield machine breaks the portal of the shield receiving well and reaches the shield receiving well, further comprising: backfilling clay in the shield receiving well; backfilling water in the shield receiving well again; setting a water pump in the shield receiving well, and controlling the water pump to pump water outwards by a control device, so that the water and soil pressure in the shield receiving well is equal to a preset pressure.

3. The shield arrival method of claim 2, wherein, in the process of setting the water pump in the shield receiving well and controlling the water pump to pump water outwards by the control device, so that the water and soil pressure in the shield receiving well is equal to a preset pressure, the control device executes the program of a control method, and the control method comprises the following steps: obtaining the grouting pressure and the soil chamber pressure of the shield machine, and determining the preset pressure according to the grouting pressure and the soil chamber pressure; obtaining the actual water and soil pressure in the shield receiving well, and calculating the pressure difference value between the actual water and soil pressure and the preset pressure; generating a water pumping instruction according to the pressure difference value; controlling the water pump to pump water according to the water pumping instruction.

4. The shield arrival method of claim 3, wherein, determining the preset pressure according to the grouting pressure and the soil chamber pressure, comprising: When the grouting pressure is greater than the soil chamber pressure, the preset pressure is equal to the grouting pressure; When the grouting pressure is less than or equal to the soil chamber pressure, the preset pressure is 1.01*soil chamber pressure.

5. The shield arrival method of claim 1, wherein, Until the shield tunneling breaks the portal of the shield receiving well and reaches the shield receiving well, the method further comprises: Sealing and waterproofing the portal of the shield receiving well; Pushing the shield machine to empty tunneling until it is completely located in the shield receiving well; Pumping water and cleaning soil, and lifting the shield machine away from the shield receiving well.

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