Construction method for sandy gravel stratum tunnel to penetrate through surface water body

Abstract

The invention relates to the technical field of tunnel construction, and particularly discloses a construction method for enabling a sandy gravel stratum tunnel to penetrate through a surface water body. The method comprises the steps that in the tunneling process of a shield tunneling machine in an undercrossing tunneling section, a water stop hoop is formed between a shield segment and the inner wall of a tunnel through grouting at the shield tail of the shield tunneling machine every set tunneling distance value; wherein the underpass tunneling section is a tunneling path area located below the water body. Wherein the water stop hoops are arranged at intervals of set tunneling distance values, and underground water can be effectively prevented from rushing into the tunnel through gaps between the shield segments and the inner wall of the tunnel, so that water accumulation in the tunnel is avoided, and the dry environment of tunnel engineering is guaranteed; after the grouting material is solidified, the stability of surrounding soil can be enhanced, and land subsidence caused by shield tunneling is reduced; and due to the arrangement of the water stop hoop, the water disaster risk in tunnel construction is reduced, and the construction safety is improved.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel construction, in particular to a construction method for a sand and gravel stratum tunnel crossing a surface water body. Background Art

[0002] With the continuous development of urban infrastructure construction, underground projects such as subways and tunnels crossing rivers and mountains are increasing. The water-rich sand and gravel strata have the characteristics of poor self-stabilization ability, easy collapse, and easy over-excavation. In addition, the huge water pressure and water flow scouring caused by crossing the river with a double diameter of the tunnel significantly increase the construction difficulty and safety risks. The railway standard Zeya shield section of the Oujiang Water Diversion Project adopts a composite earth pressure balance shield machine for construction. The tunnel is 1295m long, the inner diameter of the lining segment is 5.5m, and the shield machine excavation diameter is 6.47m. The shield starts from the shield starting shaft and excavates northward. It passes under the Shupujiang section at ZY0+048~ZY0+233. The shield passes under the total length of 185m, with an angle of 32° with the river channel. The minimum burial depth of the shield machine is 6.6m. The top of the tunnel is gravel, gravel, boulder and crushed stone silty clay strata, which are highly permeable strata, with high construction difficulty and high safety risks. When the shield machine shell is separated from the pipe segment, there will be a certain construction gap between the pipe segment and the natural soil. During the excavation process, synchronous grouting is required to fill the construction gap to minimize the impact of shield construction on the ground. At the same time, as a waterproof and structural reinforcement layer for the pipe segment, in order to reduce the settlement and deformation of the river bank, a water stop ring will be installed after the synchronous grouting is completed to further cut off the possible underground water channel at the rear of the shield tail, so that the gap behind the pipe segment wall is fully backfilled and compacted. After the water stop ring is completed, secondary grouting is carried out. Due to the shallow depth of the covering soil above the tunnel, the traditional secondary grouting method may have the risk of concrete leakage and pollutant water. Summary of the invention

[0003] The invention provides a construction method for a sand and gravel stratum tunnel crossing a surface water body, which can overcome certain or some defects of the prior art.

[0004] A construction method for a sand and gravel stratum tunnel crossing a surface water body according to the present invention comprises:

[0005] During the tunneling process of the shield machine in the underpass excavation section, a water-stop ring is formed between the shield segment and the inner wall of the tunnel at each set excavation distance value at the shield tail of the shield machine by grouting; among them, the underpass excavation section is the excavation path area located below the water body.

[0006] Through the present invention, a water-stop ring is set at each set excavation distance value, which can effectively prevent groundwater from flowing into the tunnel through the gap between the shield segment and the inner wall of the tunnel, thereby avoiding water accumulation in the tunnel and ensuring a dry environment for the tunnel project; after the grouting material solidifies, the stability of the surrounding soil can be enhanced and the ground settlement caused by shield excavation can be reduced; the setting of the water-stop ring also reduces the risk of water damage in tunnel construction and improves the safety of construction.

[0007] As a preferred method, the tunneling parameters and grouting parameters of the shield machine during the tunneling process of the underpass tunneling section are obtained based on the following method:

[0008] Along the tunneling direction of the shield machine, a simulation control area is set up at the front path of the underpass tunneling section;

[0009] In the simulation control area, based on the preset initial shield machine excavation parameters and initial grouting parameters, the shield machine is controlled to operate according to the operation state of the excavation process in the underpass excavation section, and the shield machine excavation parameters, grouting parameters and ground settlement parameters are collected during the process;

[0010] Based on the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine collected in the simulation control area, a first tunneling parameter of the shield machine and a first preset grouting parameter are obtained;

[0011] Controlling the shield machine to enter the underpass excavation section using the first shield machine excavation parameter and the first preset grouting parameter;

[0012] The length of the excavated path is set at each interval, and the excavation parameters, grouting parameters and ground settlement parameters of the shield machine at the corresponding excavated path are collected;

[0013] Based on the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine collected at the corresponding excavated path, obtaining the second tunneling parameters of the shield machine and the second preset grouting parameters;

[0014] Based on the second shield machine excavation parameters and the second preset grouting parameters, the shield machine is controlled to run on the next excavation path.

[0015] Through the present invention, by conducting experiments in a simulated control area, the tunneling and grouting parameters of the shield machine, as well as the ground settlement conditions, can be obtained more accurately, thereby improving the parameter accuracy in actual construction; by conducting preliminary tests in the simulated control area, possible problems can be discovered and solved without affecting the main project, thereby reducing the risks in the subsequent tunneling process; by real-time acquisition and adjustment of parameters, the tunneling and grouting plans of the shield machine can be optimized, so that the construction is more in line with actual geological conditions; by optimizing parameters, unnecessary material consumption and equipment wear can be reduced, thereby saving costs; the method also helps to reduce downtime during construction, speed up construction progress, and improve construction efficiency.

[0016] Preferably, the shield machine excavation parameters include excavation speed, and the excavation speed in the initial shield machine excavation parameters is set based on empirical values; the grouting parameters include grouting pressure and grouting volume, and the grouting pressure in the initial grouting parameters is determined based on the water and soil pressure at the excavation position, and the grouting volume in the initial grouting parameters is determined based on the spatial volume between the shield segment and the inner wall of the tunnel.

[0017] Through the present invention, the initial excavation speed is set based on the empirical value, and a reasonable starting point can be quickly determined to provide a basis for subsequent parameter adjustment; the initial grouting pressure is determined based on the water and soil pressure at the excavation position, ensuring that the grouting process can effectively resist the external soil and water pressure and prevent the damage to the tunnel lining structure; the initial grouting volume is determined based on the spatial volume between the shield segment and the inner wall of the tunnel, which helps to ensure that the grouting material can fully fill the gap behind the segment and improve the stability of the lining.

[0018] Preferably, the grouting pressure P and the water and soil pressure P0 at the excavation position have the following relationship:

[0019] P = γ1*P0;

[0020] Grouting volume Q * The relationship between the excavation speed V and the space volume Q between the shield segment 210 and the tunnel inner wall 220 is as follows:

[0021] Q * =γ2*Q;

[0022]

[0023] Among them, γ1 is the grouting pressure coefficient, and its value range is [1.05, 1.09]; γ2 is the grouting volume coefficient, and its value range is [1.3, 2.5]; D is the diameter of the soil cut by the shield, d is the outer diameter of the shield segment, and T is the operating time of the shield machine in the interval setting excavation distance value.

[0024] Through the present invention, the grouting pressure and grouting amount can be accurately controlled to ensure that the gaps behind the shield segments are fully filled, thereby improving the overall stability and waterproof performance of the tunnel; different geological conditions and construction environments require different grouting strategies, and by adjusting γ1 and γ2, these changes can be flexibly responded to and adaptability can be enhanced; reasonable grouting parameter settings can reduce construction delays caused by grouting problems, optimize the construction progress, and thus speed up the construction progress; through precise grouting amount control, waste of grouting materials can be avoided and costs can be saved.

[0025] Preferably, obtaining the excavation parameters of the first shield machine includes:

[0026] Acquire multiple groups of first sample point data based on different excavation parameters and corresponding ground settlement parameters in the simulation control area;

[0027] Based on the first sample point data, the excavation parameter is used as the independent variable and the ground settlement parameter is used as the dependent variable to perform polynomial fitting to obtain a first fitting curve;

[0028] Based on the first fitting curve, the tunneling parameter of the first shield machine is obtained based on the tunneling parameter corresponding to the minimum value of the ground subsidence parameter;

[0029] The acquisition of the first preset grouting parameter includes:

[0030] Acquire multiple sets of second sample point data in the simulation control area based on different grouting pressure coefficients and grouting volume coefficients and corresponding ground settlement parameters;

[0031] Performing multivariate linear regression fitting based on the second sample point data, taking the grouting pressure coefficient and the grouting volume coefficient as independent variables and the ground settlement parameter as the dependent variable, to obtain a second fitting curve;

[0032] Based on the second fitting curve, the first preset grouting parameter is obtained by using the grouting pressure coefficient and the grouting volume coefficient corresponding to the minimum value of the ground subsidence parameter.

[0033] Through the present invention, by obtaining multiple sets of sample point data in the simulated control area, the method is analyzed based on actual data, making the decision more scientific and reliable, wherein,

[0034] The first sample point data: {(P1,S1),(P2,S2),…,(Pn,Sn)}

[0035] Second sample point data: {(P1′,Q1′,S1′),(P2′,Q2′,S2′),…,(Pm′,Qm′,Sm′)}

[0036] Among them, P and S represent the excavation parameters and ground settlement parameters, respectively, and P′ and Q′ represent the grouting pressure coefficient and grouting volume coefficient, respectively;

[0037] The polynomial fitting and multivariate linear regression analysis methods were used to find the relationship between the excavation parameters, grouting parameters and ground settlement, providing a basis for optimizing the construction.

[0038] The first fitting curve: S = f(P)

[0039] The second fitting curve: S = g(P′, Q′);

[0040] Determining the excavation and grouting parameters corresponding to the minimum settlement value by fitting the curve helps to minimize the impact of construction on the surrounding environment. Data-based fitting and optimization can significantly improve the quality of tunnel lining and construction. Conducting experiments and acquiring data in the simulated control area reduces the cost and risk of trial and error in subsequent construction.

[0041] Preferably, obtaining the second shield machine excavation parameter and the second preset grouting parameter includes:

[0042] Add the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine collected at the corresponding excavated path to the first sample point data and the second sample point data;

[0043] Based on the updated first sample point data and the second sample point data, updating the first fitting curve and the second fitting curve;

[0044] Based on the updated first fitting curve and the second fitting curve, the second shield machine excavation parameters and the second preset grouting parameters are obtained by taking the relevant parameters corresponding to the minimum value of the ground settlement parameter.

[0045] Through the present invention, the data collected in the actual construction are added to the sample point data set, and the fitting curve is updated, so that the shield machine excavation and grouting parameters can be dynamically adjusted and optimized. As the construction progresses, the geological conditions and the construction environment may change. New data are continuously collected and the fitting curve is updated to make the parameter setting more in line with the current construction conditions, thereby realizing continuous learning and improvement of the construction process; by updating the sample point data, the fitting curve will more accurately reflect the relationship between the shield machine excavation and grouting parameters and the ground settlement, thereby improving the accuracy of the parameter setting; with the increase of sample point data, more construction data can be accumulated to provide information reference for future engineering analysis.

[0046] Preferably, a split grouting pipe is used to implement the grouting process.

[0047] Through the present invention, the grouting process includes the installation of a water-stop ring and secondary grouting. The installation of the water-stop ring is usually carried out within 20 cm outside the tunnel, and the secondary grouting is usually carried out within 3 m outside the tunnel. The split grouting pipe can be disassembled and assembled to complete the grouting processes under the two working conditions respectively, which is more economical.

[0048] Preferably, the split grouting pipe is a hollow cylinder with a grouting channel formed inside, a grouting port connected to the grouting channel is formed at one end of the split grouting pipe, and the other end is contracted outwardly along the axial direction of the split grouting pipe to form a cone, a plurality of slurry outlets are evenly arranged on the side, the edges of the slurry outlets are rounded, and threads are arranged on the outside of the split grouting pipe.

[0049] Through the present invention, the hollow cylindrical structure of the split grouting pipe provides good mechanical strength and stability, and can withstand the high pressure generated during the grouting process; the design of the grouting channel ensures that the slurry can flow smoothly, thereby improving the grouting efficiency; the design of the cone end makes it easier to position the split grouting pipe when inserted into the predetermined position, thereby ensuring that the split grouting pipe can be accurately aligned with the area requiring grouting; a plurality of uniform grouting outlets are designed to improve the grouting effect, and the edges of the grouting outlets are rounded to ensure smooth outflow of the slurry, improve the grouting efficiency, reduce the time and energy consumption required for grouting, and help prevent solid particles in the slurry from accumulating at the edges of the grouting outlets, thereby reducing the risk of blockage of the split grouting pipe; the traditional tunnel water stop ring hoop and secondary grouting are both grouting through the grouting holes reserved on the shield segment. When the water stop ring hoop is set, the grouting pipe of the grouting machine is connected to the valve on the reserved grouting hole. After the water stop ring hoop is set, the valve on the grouting hole is closed. After the grouting is completed, the grouting pipe is directly driven into the ground from the grouting hole to carry out grouting. The grouting is stopped when the pressure reaches a predetermined value or the grouting volume reaches a predetermined value. Since the covering soil above the tunnel is shallow, the traditional secondary grouting method causes greater disturbance to the soil body, which may result in the risk of concrete leakage and pollutant water body. Alternatively, a drill is directly used to drill a hole, and then the grouting pipe is inserted into the borehole, which is easy to cause the risk of slurry leakage and water leakage during the grouting process. In the present invention, a drill is used to drill a hole, and the drilling radius is slightly smaller than the outer diameter of the split grouting pipe, and the outer side of the split grouting pipe is provided with a thread, which can greatly reduce the disturbance to the soil body and reduce the risk of slurry leakage to the water body. At the same time, the drilling radius is slightly smaller than the outer diameter of the split grouting pipe. The split grouting pipe can easily enter the borehole with the help of the external thread, and the borehole can be filled densely, and there will be no water leakage or slurry leakage into the tunnel. The screw-in design avoids the direct push of the operator on the split grouting pipe, thereby reducing the intensity of physical labor.

[0050] Preferably, the split grouting pipe comprises a coaxially arranged grouting head and an extension pipe, the grouting head and the extension pipe are threadedly connected, and a sealing ring is provided at the connection.

[0051] Through the present invention, the installation of the water-stop ring hoop is usually within 20 cm outside the tunnel, the split grouting pipe can be disassembled into a grouting head and an extension pipe, and a shorter grouting head is used alone to install the water-stop ring hoop, and the secondary grouting is usually within 3 m outside the tunnel. The grouting head and the extension pipe are installed and combined into a longer grouting pipe, which can carry out secondary grouting without the need for grouting pipes of multiple specifications. The installation of the water-stop ring hoop and the secondary grouting can be completed through the split grouting pipe; the coaxial setting and threaded connection of the grouting head and the extension pipe allow them to be quickly and easily assembled or disassembled, providing convenience for modular construction; when a problem occurs with the grouting head or the extension pipe, it can be quickly replaced without replacing the entire grouting pipe, reducing maintenance costs and time; the presence of the sealing ring ensures the sealing of the connection, effectively prevents slurry leakage, and ensures the smooth progress of the grouting process.

[0052] Preferably, an isolation tube is provided inside the split grouting pipe and is in close contact with the inner wall of the split grouting pipe. The isolation tube is cylindrical and has a handle at one end.

[0053] Through the present invention, the isolation tube that is close to the inner wall of the split grouting pipe is used to prevent soil from entering the split grouting pipe when the split grouting pipe is screwed into the grouting point. Before installing the split grouting pipe, the isolation tube is inserted into the split grouting pipe. After the split grouting pipe is installed in place, the isolation tube is removed. The setting of the handle facilitates the installation and disassembly of the isolation tube; two isolation tubes of different lengths are provided to correspond to two different construction conditions; the design of the handle facilitates the insertion or extraction of the isolation tube into or out of the split grouting pipe. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] Figure 1 Schematic diagram of the gravel stratum tunnel and surface water body in Example 1;

[0055] Figure 2 It is a schematic cross-sectional diagram of the water stop ring and the shield segment in Example 1;

[0056] Figure 3 It is a schematic cross-sectional diagram of the tunnel and shield segment in Example 1;

[0057] Figure 4 It is a schematic diagram of the split grouting pipe in Example 1;

[0058] Figure 5 This is a schematic diagram of the explosion of the split grouting pipe in Example 1;

[0059] Figure 6 This is a schematic diagram of the isolation tube in Example 1;

[0060] Figure 7 This is a schematic diagram of the blocking turntable in Example 1;

[0061] Figure 8 This is a schematic diagram of the sealing ring and the adjusting device in Example 1. DETAILED DESCRIPTION

[0062] In order to further understand the content of the present invention, the present invention is described in detail in conjunction with the accompanying drawings and embodiments. It should be understood that the embodiments are only for explaining the present invention and are not intended to limit it.

[0063] Example 1

[0064] like Figure 1-3 As shown, this embodiment provides a construction method for a sand and gravel stratum tunnel crossing a surface water body, which includes:

[0065] During the excavation process of the shield machine 110 in the underpass excavation section, a water stop ring 230 is formed between the shield segment 210 and the tunnel inner wall 220 at each set excavation distance value at the shield tail of the shield machine 110 by grouting; wherein, the underpass excavation section 120 is an excavation path area 170 located below the water body 160.

[0066] Through this embodiment, a water-stop ring hoop 230 is set at each interval of the set excavation distance value, which can effectively prevent groundwater from flowing into the tunnel through the gap between the shield segment 210 and the tunnel inner wall 220, thereby avoiding water accumulation in the tunnel and ensuring a dry environment for the tunnel project; after the grouting material solidifies, it can enhance the stability of the surrounding soil and reduce ground subsidence caused by shield excavation; the setting of the water-stop ring hoop 230 also reduces the risk of water damage in tunnel construction and improves the safety of construction.

[0067] Preferably, the tunneling parameters and grouting parameters of the shield machine 110 during the tunneling process of passing through the tunneling section 120 are obtained based on the following method:

[0068] A simulation control area 130 is set along the tunneling direction of the shield machine 110 at the front path of the tunneling section 120;

[0069] At the simulation control area 130, based on the preset initial tunneling parameters and initial grouting parameters of the shield machine 110, the shield machine 110 is controlled to operate according to the operation state of the tunneling process that will be passing through the tunneling section 120, and the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine 110 are collected during the process;

[0070] Based on the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine 110 collected at the simulation control area 130, a first tunneling parameter of the shield machine and a first preset grouting parameter are obtained;

[0071] Controlling the shield machine 110 to enter the underpass tunneling section 120 with the first shield machine excavation parameter and the first preset grouting parameter;

[0072] The length of the excavated path is set at each interval, and the excavation parameters, grouting parameters and ground settlement parameters of the shield machine 110 at the corresponding excavated path are collected;

[0073] Based on the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine 110 collected at the corresponding excavated path, obtaining the second shield machine tunneling parameters and the second preset grouting parameters;

[0074] Based on the second shield machine excavation parameter and the second preset grouting parameter, the shield machine 110 is controlled to run on the next path to be excavated.

[0075] Through this embodiment, by conducting experiments in the simulated control area 130, the tunneling and grouting parameters of the shield machine 110 and the ground settlement conditions can be obtained more accurately, thereby improving the parameter accuracy in actual construction; by conducting preliminary tests in the simulated control area 130, possible problems can be discovered and solved without affecting the main project, thereby reducing the risks in the subsequent tunneling process; by real-time acquisition and adjustment of parameters, the tunneling and grouting schemes of the shield machine 110 can be optimized to make the construction more in line with actual geological conditions; by optimizing parameters, unnecessary material consumption and equipment wear can be reduced, thereby saving costs; this method also helps to reduce downtime during construction, speed up construction progress, and improve construction efficiency.

[0076] In this embodiment, the tunneling parameters of the shield machine 110 include the tunneling speed, and the tunneling speed in the initial tunneling parameters of the shield machine 110 is set based on an empirical value; the grouting parameters include the grouting pressure and the grouting amount, and the grouting pressure in the initial grouting parameters is determined based on the water and soil pressure at the tunneling position, and the grouting amount in the initial grouting parameters is determined based on the spatial volume between the shield segment 210 and the inner wall 220 of the tunnel.

[0077] Through this embodiment, the initial excavation speed is set based on the empirical value, and a reasonable starting point can be quickly determined to provide a basis for subsequent parameter adjustments; the initial grouting pressure is determined based on the water and soil pressure at the excavation position, ensuring that the grouting process can effectively resist the external soil and water pressure and prevent damage to the tunnel lining structure; the initial grouting volume is determined based on the spatial volume between the shield segment 210 and the tunnel inner wall 220, which helps to ensure that the grouting material can fully fill the gap behind the segment and improve the stability of the lining.

[0078] In this embodiment, the grouting pressure P and the water and soil pressure P0 at the excavation position have the following relationship:

[0079] P = γ1*P0;

[0080] Grouting volume Q * The relationship between the excavation speed V and the space volume Q between the shield segment 210 and the tunnel inner wall 220 is as follows:

[0081] Q * =γ2*Q;

[0082]

[0083] Among them, γ1 is the grouting pressure coefficient, and its value range is [1.05, 1.09]; γ2 is the grouting volume coefficient, and its value range is [1.3, 2.5]; D is the diameter of the soil cut by the shield, d is the outer diameter of the shield segment 210, and T is the operating time of the shield machine 110 in the interval setting excavation distance value.

[0084] Through this embodiment, the grouting pressure and grouting amount are precisely controlled to ensure that the gap behind the shield segment 210 is fully filled, thereby improving the overall stability and waterproof performance of the tunnel; different geological conditions and construction environments require different grouting strategies, and by adjusting γ1 and γ2, these changes can be flexibly responded to and adaptability can be enhanced; reasonable grouting parameter settings can reduce construction delays caused by grouting problems, optimize the construction progress, and thus speed up the construction progress; through precise grouting amount control, the waste of grouting materials can be avoided and costs can be saved.

[0085] In this embodiment, obtaining the excavation parameters of the first shield machine includes:

[0086] Acquire multiple sets of first sample point data based on different excavation parameters and corresponding ground settlement parameters at the simulation control area 130;

[0087] Based on the first sample point data, the excavation parameter is used as the independent variable and the ground settlement parameter is used as the dependent variable to perform polynomial fitting to obtain a first fitting curve;

[0088] Based on the first fitting curve, the tunneling parameter of the first shield machine is obtained based on the tunneling parameter corresponding to the minimum value of the ground subsidence parameter;

[0089] The acquisition of the first preset grouting parameter includes:

[0090] At the simulation control area 130, multiple sets of second sample point data are obtained based on different grouting pressure coefficients and grouting volume coefficients and corresponding ground settlement parameters;

[0091] Performing multivariate linear regression fitting based on the second sample point data, taking the grouting pressure coefficient and the grouting volume coefficient as independent variables and the ground settlement parameter as the dependent variable, to obtain a second fitting curve;

[0092] Based on the second fitting curve, the first preset grouting parameter is obtained by using the grouting pressure coefficient and the grouting volume coefficient corresponding to the minimum value of the ground subsidence parameter.

[0093] Through this embodiment, by acquiring multiple sets of sample point data in the simulation control area 130, the method performs analysis based on actual data, making the decision more scientific and reliable, wherein:

[0094] The first sample point data: {(P1,S1),(P2,S2),…,(Pn,Sn)}

[0095] Second sample point data: {(P1′,Q1′,S1′),(P2′,Q2′,S2′),…,(Pm′,Qm′,Sm′)}

[0096] Among them, P and S represent the excavation parameters and ground settlement parameters, respectively, and P′ and Q′ represent the grouting pressure coefficient and grouting volume coefficient, respectively;

[0097] The polynomial fitting and multivariate linear regression analysis methods were used to find the relationship between the excavation parameters, grouting parameters and ground settlement, providing a basis for optimizing the construction.

[0098] The first fitting curve: S = f(P)

[0099] The second fitting curve: S = g(P′, Q′);

[0100] Determining the excavation and grouting parameters corresponding to the minimum settlement value by fitting the curve helps to minimize the impact of the construction on the surrounding environment. The quality of tunnel lining and construction can be significantly improved based on data fitting and optimization. Conducting experiments and acquiring data in the simulated control area 130 reduces the cost and risk of trial and error in subsequent construction.

[0101] In this embodiment, obtaining the second shield machine excavation parameter and the second preset grouting parameter includes:

[0102] Adding the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine 110 collected at the corresponding excavated path to the first sample point data and the second sample point data;

[0103] Based on the updated first sample point data and the second sample point data, updating the first fitting curve and the second fitting curve;

[0104] Based on the updated first fitting curve and the second fitting curve, the second shield machine excavation parameters and the second preset grouting parameters are obtained by taking the relevant parameters corresponding to the minimum value of the ground settlement parameter.

[0105] Through this embodiment, the data collected during the actual construction are added to the sample point data set, and the fitting curve is updated, so that the tunneling and grouting parameters of the shield machine 110 can be dynamically adjusted and optimized. As the construction progresses, the geological conditions and the construction environment may change. New data are continuously collected and the fitting curve is updated to make the parameter settings more in line with the current construction conditions, thereby achieving continuous learning and improvement of the construction process; by updating the sample point data, the fitting curve will more accurately reflect the relationship between the tunneling and grouting parameters of the shield machine 110 and the ground settlement, thereby improving the accuracy of the parameter setting; as the sample point data increases, more construction data can be accumulated to provide information reference for future engineering analysis.

[0106] In this embodiment, a split grouting pipe 250 is used to implement the grouting process.

[0107] Through this embodiment, the grouting process includes the installation of the water-stop ring hoop 230 and the secondary grouting. The installation of the water-stop ring hoop 230 is usually carried out within 20 cm outside the tunnel, and the secondary grouting is usually carried out within 3 m outside the tunnel. The split grouting pipe 250 can be disassembled and assembled to complete the grouting processes under the two working conditions respectively, which is more economical.

[0108] Example 2

[0109] This embodiment provides a grouting device 300 that can be used in Example 1, such as Figure 4-8 As shown, it includes a split grouting pipe 250, which is a hollow cylinder with a grouting channel 310 formed inside. A grouting port 330 connected to the grouting channel 310 is formed at one end of the split grouting pipe 250, and the other end is axially outwardly contracted into a cone along the split grouting pipe 250, and a plurality of slurry outlets 320 are evenly arranged on the side, and the edges of the slurry outlets 320 are rounded, and threads are arranged on the outer side of the split grouting pipe 250.

[0110] Through this embodiment, the hollow cylindrical structure of the split grouting pipe 250 provides good mechanical strength and stability, and can withstand the high pressure generated during the grouting process; the design of the grouting channel 310 ensures that the slurry can flow smoothly, thereby improving the grouting efficiency; the design of the conical end makes it easier to position the split grouting pipe 250 when inserted into the predetermined position, ensuring that the split grouting pipe 250 can be accurately aligned with the area requiring grouting; the uniform design of multiple grouting outlets 320 improves the grouting effect, and the grouting outlets 320 are uniformly arranged to improve the grouting effect. The edge of 320 is rounded to ensure smooth outflow of slurry, improve grouting efficiency, reduce the time and energy consumption required for grouting, and help prevent solid particles in the slurry from accumulating at the edge of the slurry outlet 320, reducing the risk of blockage of the split grouting pipe 250; the traditional tunnel is grouting through the grouting holes reserved on the shield segment 210 when the water stop ring hoop 230 is driven. When the water stop ring hoop 230 is driven, the grouting pipe of the grouting machine is connected to the valve on the reserved grouting hole. After completion, the valve on the grouting hole is removed, and the grouting pipe is directly driven into the formation from the grouting hole to perform grouting. When the pressure reaches a predetermined value or the grouting volume reaches a predetermined value, the grouting is stopped. Since the buried depth of the covering soil above the tunnel is relatively shallow, the traditional secondary grouting method has a greater disturbance on the soil, which may cause the risk of concrete leakage and pollutant water. Alternatively, a drill is directly used to drill a hole, and then the grouting pipe is inserted into the drill hole, which is easy to cause the risk of slurry leakage and water leakage during the grouting process. In the present invention, a drill is used to drill a hole, and the drilling radius is It is slightly smaller than the outer diameter of the split grouting pipe 250, and a thread is provided on the outer side of the split grouting pipe 250, which can greatly reduce the disturbance to the soil and reduce the risk of slurry leakage into the water body. At the same time, the drilling radius is slightly smaller than the outer diameter of the split grouting pipe 250. The split grouting pipe 250 can easily enter the borehole with the help of the external thread, and the borehole can be filled tightly without water leakage and slurry leakage into the tunnel. The screw-in design avoids the operator's direct push on the split grouting pipe 250, thereby reducing the intensity of physical labor.

[0111] In this embodiment, the split grouting pipe 250 includes a grouting head 340 and an extension pipe 350 which are coaxially arranged. The grouting head 340 and the extension pipe 350 are threadedly connected, and a sealing ring 360 is provided at the connection.

[0112] Through this embodiment, the installation of the water stop ring hoop 230 is usually within 20 cm outside the tunnel. The split grouting pipe 250 can be disassembled into a grouting head 340 and an extension pipe 350. The shorter grouting head 340 is used alone to install the water stop ring hoop 230. The secondary grouting is usually within 3 m outside the tunnel. The grouting head 340 and the extension pipe 350 are installed and combined into a longer grouting pipe, which can perform secondary grouting without the need for multiple specifications of grouting pipes. The installation of the water stop ring hoop 230 and the secondary grouting can be completed through the split grouting pipe 250; the coaxial setting and threaded connection of the grouting head 340 and the extension pipe 350 allow them to be quickly and easily assembled or disassembled, providing convenience for modular construction; when there is a problem with the grouting head 340 or the extension pipe 350, it can be quickly replaced without replacing the entire grouting pipe, reducing maintenance costs and time; the presence of the sealing ring 360 ensures the sealing of the connection, effectively prevents slurry leakage, and ensures the smooth progress of the grouting process.

[0113] In this embodiment, an isolation tube 370 is provided inside the split grouting tube 250 and is close to the inner wall of the split grouting tube 250 . The isolation tube 370 is cylindrical and a handle 371 is provided at one end of the isolation tube 370 .

[0114] Through this embodiment, the isolation tube 370 that is close to the inner wall of the split grouting pipe 250 is used to prevent soil from entering the split grouting pipe 250 when the split grouting pipe 250 is screwed into the grouting point. Before installing the split grouting pipe 250, the isolation tube 370 is inserted into the split grouting pipe 250. After the split grouting pipe 250 is installed in place, the isolation tube 370 is removed. The setting of the handle 371 facilitates the installation and disassembly of the isolation tube 370; two isolation tubes 370 of different lengths are provided to correspond to two different construction conditions; the design of the handle 371 facilitates the insertion or withdrawal of the isolation tube 370 into or out of the split grouting pipe 250.

[0115] In this embodiment, a detachable sealing turntable 380 is provided on the periphery of the split grouting pipe 250. The sealing turntable 380 includes a turntable body 390. The turntable body 390 is surrounded by a plurality of fixing devices 410 for fixing the sealing turntable 380 to the periphery of the split grouting pipe 250. The fixing device 410 includes a fixing screw 411 and a first sleeve 412 with an internal thread.

[0116] Through this embodiment, the sealing turntable 380 is fixed to the periphery of the split grouting pipe 250 to assist in the installation of the split grouting pipe 250. All fixing screws 411 are tightened. Multiple fixing screws 411 extend from the first sleeve 412 and rest against the outer wall of the split grouting pipe 250. The fixing method of the fixing screws 411 and the first sleeve 412 with internal threads is relatively firm, ensuring that the sealing turntable 280 is stably fixed to the periphery of the split grouting pipe 250.

[0117] In this embodiment, the sealing turntable 380 also includes a sealing device 420 arranged on the side of the turntable body 390, the sealing device 420 includes an adjustable sealing ring 430, an adjusting device 440 is provided between the sealing ring 430 and the turntable body 390, the adjusting device 440 includes an adjusting screw 450 and a second sleeve 460 with an internal thread, and the second sleeve 460 is connected to the rotating shaft between the turntable body 390.

[0118] Through this embodiment, the sealing device 420 arranged on the side of the turntable body 390 is used to seal the gap between the split grouting pipe 250 and the grouting point to prevent slurry leakage. The adjusting device 440 can adjust the sealing ring 430 to a suitable position to seal the gap. At the same time, the sealing ring 430 has good ductility and can be filled with other fillers for sealing according to the actual situation of the periphery of the grouting pipe to ensure better sealing effect and further prevent slurry leakage.

[0119] It is easy to understand that those skilled in the art can combine, split, reorganize, etc. the embodiments of the present application to obtain other embodiments based on one or several embodiments provided in the present application, and these embodiments do not exceed the protection scope of the present application.

[0120] The present invention and its implementation methods are described schematically above, and the description is not restrictive. The embodiments shown in the embodiments are only part of the implementation methods of the present invention, and the actual structure is not limited thereto. Therefore, if a person skilled in the art is inspired by the embodiments and designs a structure and an implementation method similar to the technical solution without creativity without departing from the purpose of the invention, they should all fall within the protection scope of the present invention.

Claims

1. A construction method for a sand and gravel stratum tunnel crossing a surface water body, comprising: During the tunneling process of the shield machine (110) in the underpass tunneling section, a water stop ring (230) is formed between the shield segment (210) and the inner wall (220) of the tunnel at each set tunneling distance value at the shield tail of the shield machine (110) by grouting; wherein the underpass tunneling section (120) is a tunneling path area (170) located below the water body (160).

2. The method for constructing a gravel stratum tunnel through a surface water body according to claim 1, characterized in that: The tunneling parameters and grouting parameters of the shield machine (110) during the tunneling process of the tunneling section (120) are obtained based on the following method: A simulation control area (130) is provided along the tunneling direction of the shield machine (110) at a front path of the tunneling section (120); At the simulation control area (130), based on the preset initial tunneling parameters and initial grouting parameters of the shield machine (110), the shield machine (110) is controlled to operate according to the operating state of the tunneling process that is about to pass through the tunneling section (120), and the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine (110) are collected during the process; Based on the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine (110) collected in the simulation control area (130), a first tunneling parameter of the shield machine and a first preset grouting parameter are obtained; Using a first shield machine excavation parameter and a first preset grouting parameter, the shield machine is controlled to enter the underpass excavation section (120); The length of the excavated path is set at each interval, and excavation parameters, grouting parameters and ground settlement parameters of the shield machine (110) at the corresponding excavated path are collected; Based on the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine (110) collected at the corresponding excavated path, obtaining the second shield machine tunneling parameters and the second preset grouting parameters; Based on the second shield machine excavation parameter and the second preset grouting parameter, the shield machine (110) is controlled to run on the next path to be excavated.

3. The construction method of a gravel stratum tunnel crossing a surface water body according to claim 2, characterized in that: The tunneling parameters of the shield machine (110) include a tunneling speed, wherein the tunneling speed in the initial tunneling parameters of the shield machine (110) is set based on an empirical value; the grouting parameters include a grouting pressure and a grouting volume, wherein the grouting pressure in the initial grouting parameters is determined based on the water and soil pressure at the tunneling position, and the grouting volume in the initial grouting parameters is determined based on the spatial volume between the shield segment (210) and the inner wall (220) of the tunnel.

4. The method for constructing a gravel stratum tunnel through a surface water body according to claim 3, characterized in that: The grouting pressure P has the following relationship with the water and soil pressure P0 at the excavation position: P = γ1*P0; Grouting volume Q * The relationship between the excavation speed V and the space volume Q between the shield segment 210 and the tunnel inner wall 220 is as follows: Q * =γ2*Q; Wherein, γ1 is the grouting pressure coefficient, and its value range is [1.05, 1.09]; γ2 is the grouting volume coefficient, and its value range is [1.3, 2.5]; D is the diameter of the soil cut by the shield, d is the outer diameter of the shield segment (210), and T is the operating time of the shield machine (110) in the interval setting excavation distance value.

5. The method for constructing a gravel stratum tunnel through a surface water body according to claim 4, characterized in that: The acquisition of the first shield machine excavation parameters includes: Acquiring multiple sets of first sample point data based on different excavation parameters and corresponding ground settlement parameters at the simulation control area (130); Based on the first sample point data, the excavation parameter is used as the independent variable and the ground settlement parameter is used as the dependent variable to perform polynomial fitting to obtain a first fitting curve; Based on the first fitting curve, the tunneling parameter of the first shield machine is obtained based on the tunneling parameter corresponding to the minimum value of the ground subsidence parameter; The acquisition of the first preset grouting parameter includes: Acquiring multiple sets of second sample point data at the simulation control area (130) based on different grouting pressure coefficients and grouting volume coefficients and corresponding ground settlement parameters; Performing multivariate linear regression fitting based on the second sample point data, taking the grouting pressure coefficient and the grouting volume coefficient as independent variables and taking the ground settlement parameter as the dependent variable, to obtain a second fitting curve; Based on the second fitting curve, the first preset grouting parameter is obtained by using the grouting pressure coefficient and the grouting volume coefficient corresponding to the minimum value of the ground subsidence parameter.

6. The construction method of a gravel stratum tunnel crossing a surface water body according to claim 5, characterized in that: The acquisition of the second shield machine excavation parameters and the second preset grouting parameters includes: Add the tunneling parameters, grouting parameters and ground settlement parameters of the shield machine collected at the corresponding excavated path to the first sample point data and the second sample point data; Based on the updated first sample point data and the second sample point data, updating the first fitting curve and the second fitting curve; Based on the updated first fitting curve and the second fitting curve, the second shield machine excavation parameter and the second preset grouting parameter are obtained by taking the relevant parameters corresponding to the minimum value of the ground settlement parameter.

7. The construction method of a gravel stratum tunnel crossing a surface water body according to claim 1, characterized in that: A split grouting pipe (250) is used to implement the grouting process.

8. The method for constructing a sand and gravel stratum tunnel crossing a surface water body according to claim 7, characterized in that: The split grouting pipe (250) is a hollow cylinder and has a grouting channel (310) formed inside. A grouting port (330) connected to the grouting channel (310) is formed at one end of the split grouting pipe (250), and the other end is contracted outwardly along the axial direction of the split grouting pipe (250) to form a cone. A plurality of grouting ports (320) are evenly arranged on the side, and the edges of the grouting ports (320) are rounded. The outer side of the split grouting pipe (250) is provided with threads.

9. The method for constructing a gravel stratum tunnel through a surface water body according to claim 7, characterized in that: The split grouting pipe (250) comprises a grouting head (340) and an extension pipe (350) which are coaxially arranged. The grouting head (340) and the extension pipe (350) are threadedly connected, and a sealing ring (360) is provided at the connection.

10. The method for constructing a gravel stratum tunnel through a surface water body according to claim 7, characterized in that: An isolation pipe (370) is provided inside the split grouting pipe (250) and is closely attached to the inner wall of the split grouting pipe (250). The isolation pipe (370) is cylindrical, and a handle (371) is provided at one end of the isolation pipe (370).

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