Shield tunneling machine and shield tunneling method for cutting pile groups and obstacles

Abstract

According to the shield tunneling machine for cutting the pile groups and the obstacles, a spoke type cutter head is arranged at the shield head position of the shield tunneling machine, various cutters are arranged on the cutter head, and the cutters comprise a fishtail cutter, a cutting knife, an advancing knife, a peripheral gauge protection knife, a peripheral protection knife, a knife ring protection knife, an injection opening protection knife and a profiling knife; the aperture ratio of the cutter head is 61%; a plurality of additive injection openings are formed in the cutter head and used for injecting a soil conditioner into the tunnel face in the pile cutting process; a plurality of chemical grouting openings are formed in the front shield position of the shield tunneling machine; a plurality of radial grouting openings are formed in the middle shield position of the shield tunneling machine main body; a plurality of synchronous grouting devices are arranged at the shield tail position of the shield tunneling machine main body; a plurality of soil pressure gauges are arranged in a soil bin of the shield tunneling machine body and used for monitoring the soil pressure change of a tunneling face in real time. A shaftless spiral conveyor is arranged at the bottom of the shield tunneling machine body and used for discharging soil in the soil bin. And the method is particularly suitable for driving and underneath penetrating shallow soil structures in gravelly sand layers, medium-coarse sand and sandy gravel stratums needing pile grinding.

Description

Technical Field

[0001] The present invention relates to the technical field of shield machines, and in particular to a shield machine and a shield method for cutting group piles and obstacles. Background Art

[0002] As the main equipment for tunnel boring, shield machines have been widely used in urban subway and tunnel construction. However, when facing obstacles such as existing building piles, traditional shield machines often have problems such as difficult cutting and large disturbance.

[0003] Currently, when a conventional shield machine crosses a pile, it mainly relies on the strength and cutting ability of its cutter head. Traditional shield machines rely on the strength of the cutter head and single tool cutting. When crossing a pile, the tool directly contacts the pile, resulting in serious tool wear, and there is a lack of means for monitoring tool wear, so that the tool cannot be replaced in time after wear, reducing construction efficiency. Although some high-end shield machines are equipped with a variety of tools to cope with different geological conditions, they are still powerless when facing high-strength piles.

[0004] Furthermore, when a conventional shield machine crosses a pile, it generates large vibrations and impacts, which may cause irreversible disturbance to surrounding buildings, affecting the safety and service life of the buildings.

[0005] In addition, during the tunneling process of traditional shield machines, there is a lack of means for monitoring key parameters such as soil pressure change and ground surface settlement, making it difficult to adjust and optimize the construction process in a timely manner.

[0006] In view of this, the present invention is specifically proposed. Summary of the Invention

[0007] In order to solve the above technical problems, an object of the present invention is to provide a shield machine and a shield method for cutting group piles and obstacles. The many technical effects that can be produced by the preferred technical solutions provided by the present invention are described in detail below.

[0008] To achieve the above object, the present invention provides the following technical solutions:

[0009] The present invention provides a shield machine for cutting pile groups and obstacles. A spoke-type cutter disc is arranged at the shield head position of the shield machine, and a plurality of cutting tools are arranged on the cutter disc, including fishtail cutters, cutting cutters, leading cutters, peripheral gauge cutting tools, peripheral protection cutters, cutter ring protection cutters, injection port protection cutters and profiling cutters; the opening rate of the cutter disc is 61%; a plurality of additive injection ports are arranged on the cutter disc, which are used to inject soil improver into the face during the pile cutting process; a plurality of chemical grouting ports are arranged at the front shield position of the shield machine; a plurality of radial grouting ports are arranged at the middle shield position of the shield machine body; a plurality of synchronous grouting equipment are arranged at the shield tail position of the shield machine body; a plurality of soil pressure gauges are arranged in the soil bin of the shield machine body, which are used to monitor the soil pressure changes of the excavation face in real time; a shaftless screw conveyor is arranged at the bottom of the shield machine body, which is used to discharge the soil in the soil bin.

[0010] Preferably, it also includes an ultrasonic wear monitoring device for real-time monitoring of the wear of the tool; the ultrasonic wear monitoring device includes an ultrasonic monitor and an ultrasonic probe, the ultrasonic probe is pre-buried on the tool and close to the easily worn part of the tool; the ultrasonic monitor is arranged on the spoke and is used to receive and process the signal received from the ultrasonic probe;

[0011] It also includes a settlement monitoring sensor, which is arranged in the pile cutting area;

[0012] It also includes a monitoring system, and the soil pressure gauge, the settlement monitoring sensor and the ultrasonic monitor are electrically connected to the monitoring system respectively.

[0013] A shield tunneling method for cutting pile groups and obstacles using a shield tunneling machine for cutting pile groups and obstacles, comprising the following steps:

[0014] Step 1: Select the cutter and configure the cutter head based on the ground conditions and the reinforced concrete strength of the required pile cutting, and calculate the cutter head torque of the shield machine and the total thrust resistance of the shield machine;

[0015] Step 2: Reinforce the cut pile area by grouting through the chemical grouting port;

[0016] Step 3: Carry out pile cutting operation and inject soil conditioner through the additive injection port to improve soil workability;

[0017] Step 4: Use the monitoring system to monitor soil pressure, tool wear, and surface settlement parameters;

[0018] Step 5: Start the shaftless screw conveyor to transport the improved soil out;

[0019] Step 6: During the process of cutting piles and tunneling, grouting is carried out through the synchronous grouting equipment to fill the gap between the segment and the soil mass; meanwhile, grouting is carried out through the radial grouting port to reduce the thrust and minimize the disturbance to the surrounding soil mass.

[0020] Step 7: If the earth pressure gauge monitors that the earth pressure is too small or the settlement monitoring sensor monitors that the settlement is too large, it is determined that over-excavation has occurred, and secondary grouting reinforcement is started through the chemical grouting port.

[0021] Step 8: If the ultrasonic monitor detects serious tool wear, the shield machine stops for tool replacement.

[0022] Step 9: The pile cutting operation ends.

[0023] Preferably, the calculation formula for the cutter head torque T in step 1 is:

[0024] T = α·D 3

[0025] T is the torque of the cutter head drive equipment; α is the torque coefficient; D is the outer diameter of the shield of the shield machine.

[0026] Preferably, the calculation formula for the total shield machine propulsion resistance F in step 1 is:

[0027] F = F1 + F2 + F3 + F4;

[0028] Fn ≥ 1.5F;

[0029] Wherein, F is the total propulsion resistance, F1 is the friction or adhesion force between the periphery of the shield shell of the shield machine and the formation, F2 is the propulsion resistance acting on the cutting cutter head on the front of the excavation face of the shield machine, F3 is the friction force between the shield tail plate and the lining at the shield tail of the shield machine, F4 is the traction resistance of the trolley behind the shield machine; Fn is the total propulsion resistance of the shield jacks.

[0030] Preferably, the calculation formula for F1 of the friction or adhesion force between the periphery of the shield shell of the shield machine and the formation is:

[0031] F1 = μ1πDLmPm

[0032] μ1 is the friction coefficient between the cutter head and the sand and gravel;

[0033] π is the pi;

[0034] D is the outer diameter of the shield of the shield machine;

[0035] Lm is the body length of the shield machine;

[0036] Pm is the average earth pressure acting on the shield shell of the shield machine;

[0037] Pm = (P e + P1 + P2 + P 01 ) / 4

[0038] The top soil pressure P e is calculated by the formula: P e = γH + P0 = 11.8×20 + 20 = 256 kN / m 2

[0039] γ is the unit weight of the soil mass;

[0040] H is the thickness of the overburden;

[0041] P0' is the surface load, taking 20 kN / m 2

[0042] The formula for calculating the top side pressure P1 is: P1 = P e ·ka = 256×0.47 = 120 kN / m 2

[0043] ka is the average lateral pressure coefficient of the tunnel;

[0044] The bottom resistance P 01 is calculated by the formula: P 01 = P e + Wg / (DL) = 256 + 4380÷(6.36 * 9.96) = 325 kN / m 2

[0045] D is the outer diameter of the shield of the shield machine;

[0046] L is the length of the shield shell of the shield machine;

[0047] Wg is the total weight of the shield and its auxiliary equipment;

[0048] The formula for calculating the bottom side pressure P2 is: = ka P 01 = 325×0.47 = 153 kN / m 2

[0049] ka is the average lateral pressure coefficient of the tunnel;

[0050] P2 = 105.41×0.4 = 42.16 kN / m 2 。

[0051] Preferably, the formula for calculating the propulsion resistance F2 acting on the shield machine on the front of the excavation face is:

[0052] F2 = πD 2 P f / 4;

[0053] Preferably, the calculation formula of the friction resistance F3 between the shield tail plate and the lining at the shield tail is:

[0054] F3 = μ2G2;

[0055] Among them, μ2 is the linear friction resistance between the segment and the shield tail wire brush; G2 is the weight of the lining ring.

[0056] Preferably, the calculation formula of the traction resistance F4 of the trolley behind the shield is:

[0057] F4 = μ3G3;

[0058] Among them, G3 is the weight of the trolley behind the shield machine; μ3 is the friction coefficient between the wheel and the rail.

[0059] The preferred technical solution of the present invention can at least produce the following technical effects:

[0060] The present invention provides a shield machine for cutting pile groups and obstacles. A spoke-type cutter disc is arranged at the shield head position of the shield machine, and a plurality of cutting tools are arranged on the cutter disc, including fishtail cutters, cutting cutters, leading cutters, peripheral diameter protection cutters, peripheral protection cutters, cutter ring protection cutters, injection port protection cutters and profiling cutters; the opening rate of the cutter disc is 61%; a plurality of additive injection ports are arranged on the cutter disc, which are used to inject soil improver into the face during the pile cutting process; a plurality of chemical grouting ports are arranged at the front shield position of the shield machine; a plurality of radial grouting ports are arranged at the middle shield position of the shield machine body; a plurality of synchronous grouting equipment are arranged at the shield tail position of the shield machine body; a plurality of soil pressure gauges are arranged in the soil bin of the shield machine body, which are used to monitor the soil pressure change of the excavation face in real time; a shaftless screw conveyor is arranged at the bottom of the shield machine body, which is used to discharge the soil in the soil bin.

[0061] The cutterhead opening rate of the present invention is 61%. While ensuring the structural strength of the cutterhead, the area of ​​the slag discharge channel is expanded, and the design is coordinated with the tool arrangement to use cutting force to promote the flow of slag and avoid slag discharge blockage. In addition, the setting of a large opening rate allows hard particles such as pebbles and gravel with larger particle sizes to pass directly through the cutterhead, reducing the direct collision between the cutter and the hard particles, reducing the impact wear of the cutter, extending the service life of the cutter, and reducing maintenance costs. It is particularly suitable for pile grinding, excavation in gravel and sand layers, medium-coarse sand and sand and gravel formations, and passing through shallow covered structures. The cutterhead adopts a spoke design to disperse the cutting force and improve the rigidity and stability of the cutterhead.

[0062] Chemical grouting ports are used to maintain stability around the tunnel during tunnel excavation and effectively reduce settlement.

[0063] The radial grouting ports are used to inject drag-reducing mud and polymer into the outside of the shield to reduce thrust.

[0064] The synchronous grouting equipment is used to fill the annular gap between the segment and the tunnel with slurry and achieve sufficient saturation.

[0065] The additive injection port injects appropriate amounts of lubricating materials such as bentonite slurry and foam into the cutting surface and the soil chamber, improving the fluidity and plasticity of the soil mass and reducing the wear of the cutting tool on the soil mass.

[0066] The shaftless screw conveyor can effectively discharge the soil mass in the soil chamber through the rotation of its spiral blades, and can also discharge large pieces of concrete or cobbles with a length not exceeding 900 mm and a diameter not exceeding 600 mm, reducing obstacles during the construction process to ensure the smooth progress of the tunneling process.

[0067] The earth pressure gauge is used to monitor the change of the earth pressure on the tunneling face in real time. When collapse occurs, the shield tunnel is grouted again through the chemical grouting port in time to maintain the stability of the soil mass. Description of the Drawings

[0068] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can also be obtained based on these drawings.

[0069] Figure 1 It is a schematic structural diagram of a shield machine for cutting group piles and obstacles provided by the present invention;

[0070] Figure 2 It is a schematic structural diagram of the chemical grouting port, radial grouting port and synchronous grouting equipment of a shield machine for cutting group piles and obstacles provided by the present invention;

[0071] Figure 3 It is a schematic structural diagram of the cutter head of a shield machine for cutting group piles and obstacles provided by the present invention;

[0072] Figure 4 It is a schematic diagram of the planar layout of the cutting tools of a shield machine for cutting group piles and obstacles provided by the present invention;

[0073] Figure 5 It is a schematic structural diagram of the injection port protection cutter and the additive injection port of a shield machine for cutting group piles and obstacles provided by the present invention;

[0074] Figure 6 It is a schematic structural diagram of the profiling cutter and the ultrasonic probe of a shield machine for cutting group piles and obstacles provided by the present invention;

[0075] Figure 7 It is a schematic structural diagram of the peripheral diameter-preserving cutter of a shield machine for cutting group piles and obstacles provided by the present invention;

[0076] Figure 8 It is a schematic structural diagram of the fishtail cutter of a shield machine for cutting group piles and obstacles provided by the present invention;

[0077] Figure 9 It is a force schematic diagram of the frictional force or adhesive force F1 between the periphery of the shield shell of the shield machine and the formation;

[0078] Figure 10 It is a flow block diagram of a shield method of a shield machine for cutting group piles and obstacles provided by the present invention.

[0079] In the figure:

[0080] 1. Cutter head; 101. Hub; 102. Outer frame ring; 103. Opening area;

[0081] 201. Spoke a; 202. Spoke b; 203. Spoke c; 204. Spoke d; 205. Spoke e; 206. Spoke f;

[0082] 3. Fishtail cutter; 301. Fishtail cutter body;

[0083] 4. Cutting tool;

[0084] 5. Pilot cutter a; 6. Pilot cutter b;

[0085] 7. Peripheral diameter-preserving cutter a; 8. Peripheral diameter-preserving cutter b; 9. Peripheral diameter-preserving cutter c;

[0086] 10. Peripheral protection cutter;

[0087] 11. Cutter ring protection cutter;

[0088] 12. Injection port protection cutter;

[0089] 13. Profiling cutter;

[0090] 14. Additive injection port;

[0091] 15. Ultrasonic probe;

[0092] 16. Ultrasonic monitor;

[0093] 17. Shield machine; 1701. Earth pressure chamber;

[0094] 18. Chemical grouting port

[0095] 19. Radial grouting port;

[0096] 20. Earth pressure gauge;

[0097] 21. Screw conveyor; 2101. Screw blade;

[0098] 22. Synchronous grouting equipment. Detailed implementation manners

[0099] To make the objectives, technical solutions and advantages of the present invention clearer, the technical solutions of the present invention will be described in detail below. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. All other implementation manners obtained by those of ordinary skill in the art based on the embodiments of the present invention without any creative work belong to the scope protected by the present invention.

[0100] A shield machine for cutting group piles and obstacles provided by the present invention has a spoke-type cutter head at the shield head position of the shield machine. A variety of cutters are provided on the cutter head, and the cutters include fishtail cutters, cutting cutters, pilot cutters, peripheral diameter-preserving cutters, peripheral protection cutters, cutter ring protection cutters, injection port protection cutters and profiling cutters; the opening rate of the cutter head is 61%; a plurality of additive injection ports are provided on the cutter head for injecting soil conditioner into the heading face during the pile cutting process; a plurality of chemical grouting ports are provided at the front shield position of the shield machine; a plurality of radial grouting ports are provided at the middle shield position of the main body of the shield machine; a plurality of synchronous grouting devices are provided at the shield tail position of the main body of the shield machine; a plurality of earth pressure gauges are provided in the soil chamber of the main body of the shield machine for real-time monitoring of the change of the earth pressure on the heading face; a shaftless screw conveyor is provided at the bottom of the main body of the shield machine for discharging the soil in the soil chamber.

[0101] Further, 6 chemical grouting ports are respectively provided on the outer circumferences of the front shields of the shield machine and are connected through individual pipelines and chemical grouting pumps to maintain the stability of the surrounding area of the tunnel during excavation and effectively reduce settlement.

[0102] 6 radial grouting ports are respectively provided on the outer circumferences of the front shield and the middle shield of the shield machine and are connected through individual pipelines and drag reduction slurry pumps.

[0103] By combining the chemical grouting ports and the radial grouting ports, drag reduction slurry and polymer are injected outside the shield shell to reduce the thrust.

[0104] The synchronous grouting device includes a grouting pipeline, a plunger pump and a slurry tank. The grouting pipeline is connected to the slurry tank through the plunger pump. A liquid pressure sensor is installed at the liquid outlet end of the grouting pipeline to real-time monitor the pressure change of the slurry at each grouting part, so that the circumferential gap between the segment and the tunnel can be filled with slurry in time and reach a sufficient saturation degree.

[0105] The additive injection port includes two foam injection holes and four bentonite injection holes. One bentonite injection hole is set at the wheel hub position, and high-pressure water can be injected to clean the mud cake. Both the bentonite injection hole and the foam injection hole are equipped with a check valve, and a C-shaped protective knife is arranged on the outside to prevent the injection port from being blocked. By adding an appropriate amount of bentonite mud, foam and other lubricating materials to the cutting surface and the soil bin, the flow plasticity of the soil is improved and the wear of the cutting tool on the cutting soil is reduced. The foam injection hole is connected to the bentonite extrusion pump through a pipeline, and the bentonite injection hole is connected to the foam stock extrusion pump through a pipeline.

[0106] The inner diameter of the shaftless screw conveyor is 900mm and the pitch is 1100mm. The rotation of its spiral blades can effectively discharge the soil in the soil bin. It can also discharge large pieces of concrete or pebbles with a length not exceeding 900mm and a diameter not exceeding 600mm, reducing obstacles during the construction process to ensure a smooth excavation process.

[0107] As an optional implementation, it also includes an ultrasonic wear monitoring device for real-time monitoring of the wear of the tool; the ultrasonic wear monitoring device includes an ultrasonic monitor and an ultrasonic probe, the ultrasonic probe is pre-buried on the tool and close to the easily worn part of the tool; the ultrasonic monitor is arranged on the spoke, and is used to receive and process the signal received from the ultrasonic probe;

[0108] It also includes a settlement monitoring sensor, which is arranged in the pile cutting area;

[0109] It also includes a monitoring system, and the soil pressure gauge, the settlement monitoring sensor and the ultrasonic monitor are electrically connected to the monitoring system respectively.

[0110] Furthermore, an ultrasonic probe is embedded in the tool, and the function of the ultrasonic probe is to transmit ultrasonic signals and receive reflected signals, and the signals contain information about the wear status of the tool. The ultrasonic monitor is set on the spokes, and is used to receive the signals from the ultrasonic probe and process and analyze the signals.

[0111] In order to more intuitively evaluate the degree of tool wear, the present invention uses the wear thickness H of the profile cutter alloy height (alloy height of a new cutter) as the wear basis, and establishes a corresponding relationship between the tool wear data and the profile cutter alloy height wear thickness H. When the profile cutter alloy height wear thickness corresponding to the tool wear data reaches 0.6-0.8H, it is determined to be a more serious wear state. At this time, the ultrasonic monitor will feed back the wear degree information to the control system of the shield machine, and the control system will trigger a shutdown command to stop the pile cutting operation so that the tool can be replaced, thereby ensuring the safe and stable operation of the shield machine.

[0112] The wear classification table of the tool is as follows:

[0113]

[0114] The earth pressure gauge is used to monitor the change of earth pressure on the tunneling face in real time. When collapse occurs, secondary grouting reinforcement is carried out through the radial grouting port in time. The replaceable earth pressure gauge is adopted.

[0115] Settlement monitoring sensors are arranged in the pile cutting area. The monitoring system feeds back the shield situation through settlement sensors, ultrasonic monitors and earth pressure gauges, monitors the earth pressure change, the stability of the excavation face and the wear of the cutters in real time, effectively controls the settlement problem, ensures the construction safety, and is also convenient for replacing the cutters in time, greatly improving the construction efficiency.

[0116] A shield method for a shield machine for cutting group piles and obstacles, adopting the aforementioned shield machine for cutting group piles and obstacles, includes the following steps:

[0117] Step 1: Select cutters and configure the cutter head based on the formation conditions and the strength of the reinforced concrete of the piles to be cut, and calculate the total cutter head torque and the total shield machine propulsion resistance of the shield machine;

[0118] Step 2: Reinforce the pile cutting area and carry out grouting reinforcement through the chemical grouting port;

[0119] Step 3: Carry out pile cutting operations, and inject soil conditioner through the additive injection port to improve the workability of the soil;

[0120] Step 4: Use the monitoring system to monitor the earth pressure, cutter wear, and surface settlement parameters;

[0121] Step 5: Start the shaftless screw conveyor to transport the improved muck out;

[0122] Step 6: During the pile cutting tunneling process, carry out grouting through the synchronous grouting equipment to fill the gap between the segment and the soil body; at the same time, carry out grouting through the radial grouting port to reduce the thrust and reduce the disturbance to the surrounding soil;

[0123] Step 7: If the earth pressure gauge monitors that the earth pressure is too small or the settlement monitoring sensor monitors that the settlement is too large, it is judged that overexcavation has occurred, and secondary grouting reinforcement is started through the chemical grouting port;

[0124] Step 8: If the ultrasonic monitor monitors that the cutter is severely worn, the shield machine stops to replace the cutter;

[0125] Step 9: The pile cutting operation ends.

[0126] As an optional implementation method, the calculation formula for the cutter head torque T in Step 1 is:

[0127] T = α·D 3 ;

[0128] Wherein, T is the torque of the cutter head drive equipment; α is the torque coefficient; D is the outer diameter of the shield of the shield machine.

[0129] As an alternative implementation, the calculation formula for the total pushing resistance F of the shield machine in step 1 is:

[0130] F = F1 + F2 + F3 + F4;

[0131] Fn ≥ 1.5F;

[0132] Wherein, F is the total pushing resistance, F1 is the frictional force or adhesive force between the periphery of the shield shell of the shield machine and the formation, F2 is the pushing resistance acting on the cutting cutter head on the front of the excavation face of the shield machine, F3 is the frictional force between the shield tail plate and the lining at the shield tail of the shield machine, F4 is the traction resistance of the trolley behind the shield machine; Fn is the total pushing resistance of the shield jacks.

[0133] As an alternative implementation, the calculation formula for F1 of the frictional force or adhesive force between the periphery of the shield shell of the shield machine and the formation is:

[0134] F1 = μ1πDLmPm;

[0135] μ1 is the friction coefficient between the cutter head and the sand and gravel;

[0136] π is the pi;

[0137] D is the outer diameter of the shield of the shield machine;

[0138] Lm is the body length of the shield machine;

[0139] Pm is the average soil pressure acting on the shield shell of the shield machine;

[0140] Pm = (P e + P1 + P2 + P 01 ) / 4;

[0141] The calculation formula for the top soil pressure P e is: P e = γH + P0 = 11.8×20 + 20 = 256kN / m 2 ;

[0142] γ is the unit weight of the soil;

[0143] H is the overburden thickness;

[0144] P0' is the surface load, taking 20kN / m 2 ;

[0145] The calculation formula for the top lateral pressure P1 is: P1 = P e ·ka = 256×0.47 = 120kN / m 2 ;

[0146] $k_a$ is the average lateral pressure coefficient of the tunnel;

[0147] The bottom resistance $P$ 01 The calculation formula is: $P$ 01 $= P$ e $+ W_g / (D×L)=256 + 4380÷(6.36×9.96)=325\ kN / m$ 2 ;

[0148] $D$ is the outer diameter of the shield of the shield machine;

[0149] $L$ is the length of the shield shell of the shield machine;

[0150] $W_g$ is the total weight of the shield and its auxiliary equipment;

[0151] The calculation formula for the bottom lateral pressure $P_2$ is: $= k_aP$ 01 $= 325×0.47 = 153\ kN / m$ 2

[0152] $k_a$ is the average lateral pressure coefficient of the tunnel;

[0153] $P_2 = 105.41×0.4 = 42.16\ kN / m$ 2 。

[0154] As an alternative implementation, the calculation formula for the propulsion resistance $F_2$ acting on the shield machine at the front of the excavation face is:

[0155] $F_2 = \pi D$ 2 $P$ f $ / 4$;

[0156] As an alternative implementation, the calculation formula for the frictional resistance $F_3$ between the shield tail plate and the lining at the shield tail is:

[0157] $F_3 = \mu_2G_2$;

[0158] where $\mu_2$ is the linear frictional resistance between the segment and the shield tail wire brush; $G_2$ is the weight of the lining ring.

[0159] As an alternative implementation, the calculation formula for the traction resistance $F_4$ of the trolley behind the shield is:

[0160] $F_4 = \mu_3G_3$;

[0161] where $G_3$ is the weight of the trolley behind the shield machine; $\mu_3$ is the friction coefficient between the wheel and the rail.

[0162] Example 1:

[0163] Such as Figure 1-8As shown, for the shield tunneling section from the Municipal Library Station to the Shenshui Road Station of Shenyang Metro Line 6, the cross-section of this section is of a single circular type, formed by the staggered joint assembly of precast reinforced concrete segments.

[0164] A shield machine 17 for cutting group piles and obstacles provided by the present invention has a spoke-type cutter head at the shield head position of the shield machine 17. A variety of cutters are arranged on the cutter head, including fishtail cutters, cutting cutters, pilot cutters, peripheral diameter-preserving cutters, peripheral protection cutters, cutter ring protection cutters, injection port protection cutters, and profiling cutters; the opening ratio of the cutter head is 61%; a plurality of additive injection ports 14 are arranged on the cutter head for injecting soil conditioner into the heading face during the pile cutting process; a plurality of chemical grouting ports 18 are arranged at the front shield position of the shield machine 17; a plurality of radial grouting ports 19 are arranged at the middle shield position of the main body of the shield machine 17; three earth pressure gauges 20 are arranged in the soil bin 1701 of the main body of the shield machine 17 for real-time monitoring of the change of the soil pressure on the tunneling face; a shaftless screw conveyor 21 is arranged at the bottom of the main body of the shield machine 17 for discharging the soil in the soil bin 1701.

[0165] Furthermore, the opening ratio of the cutter head 1 refers to the ratio of the opening area on the cutter head 1 to the total area of the cutter head 1. During tunneling, the soil on the excavation face can smoothly enter the soil bin 1701 of the shield machine 17 through the openings of the cutter head 1.

[0166] The opening area 103 of the cutter head 1 of the present invention is the hollow area formed between the spokes, the outer frame ring 102, and the hub 101. With an opening ratio of 61%, while ensuring the structural strength of the cutter head 1, it expands the slag discharge channel area and is synergistically designed with the cutter arrangement. Cutting cutters 4 are arranged on both sides of the opening area 103 to promote the flow of muck using the cutting force and avoid slag discharge blockage. In addition, the setting of a large opening ratio allows large-diameter hard particles such as pebbles and gravel to directly pass through the cutter head 1, reducing the direct collision between the cutters and the hard particles, reducing the impact wear of the cutters, extending the service life of the cutters, and reducing the maintenance cost. It is especially suitable for tunneling under shallow overburden structures in pile grinding, gravel sand layers, medium coarse sand, and sandy pebble strata.

[0167] The spokes include spoke a201, spoke b202, spoke c203, spoke d204, spoke e205, and spoke f206 arranged in sequence along the circumferential direction.

[0168] The annular area formed between the hub 101 and the outer frame ring 102 is divided into 16 concentric cutting circles, and the 16th circle to the 1st circle are arranged from the outside to the inside in sequence.

[0169] The three-pronged fishtail cutter 3 is arranged on the central hub 101 of the cutterhead 1. By using the three-pronged structure to disperse the impact force, it can cut and advance at any rotation angle, preliminarily break the soil in front, reduce the cutting resistance of subsequent cutters, and improve the cutting performance in complex geological conditions. The fork branches of the fishtail cutter 3 are located between adjacent two spokes and extend along the radial direction of the cutterhead 1. Five fishtail cutter bodies 301 are arranged on each fork branch, and the height of the fishtail cutter body 301 is 450 mm. The included angle between the fork branches is 120°, enabling stable cutting when the cutterhead 1 rotates. The fork branches are located in the gaps between adjacent spokes to avoid structural interference with the spokes. At the same time, the three-pronged symmetric layout is realized by using the space between the spokes, so that the fishtail cutter 3 evenly disperses the cutting impact force within 360°. Five fishtail cutter bodies 301 are arranged on each fork branch to form a high-density cutting array, so that the cutting ability can still be maintained even if a single fishtail cutter body 301 fails.

[0170] The pilot cutters are arranged on the spokes and are arranged in sequence along the radial direction of the cutterhead 1. The pilot cutters cut the soil in advance before the cutting cutter 4 cuts the soil, cut and divide the soil into pieces, and create good cutting conditions for the cutting cutter 4. The cutting width of the pilot cutters is narrower than that of the cutting cutter 4, and the cutting efficiency is higher. It increases the fluidity of the cut soil, greatly reduces the torque of the cutting cutter 4, improves the cutting efficiency of the cutting cutter 4, and reduces the wear of the cutting cutter 4. Reinforced pilot cutters with larger alloy sizes can be selected, which can not only cope with strata such as medium coarse sand, gravel sand layer and cobble layer, but also complete the grinding pile construction. On the cutting trajectories from the 15th circle to the 10th circle, 4 pilot cutters are arranged in each circle; on the trajectories from the 9th circle to the 3rd circle, 3 pilot cutters are arranged in each circle; on the trajectories from the 2nd circle to the 1st circle, 2 pilot cutters are arranged in each circle. The pilot cutters include a pilot cutter a5 with a cutter body height of 200 mm and a pilot cutter b6 with a height of 160 mm. The pilot cutter a5 and the pilot cutter b6 on the same circle are arranged alternately. The adjacent two pilot cutters on the same spoke can have the same height or different heights. The alternating arrangement of pilot cutters with different heights can reduce the risk of failure of a single type of cutter. The layout methods of the pilot cutter a5 and the pilot cutter b6 on different spokes can be different.

[0171] The cutting cutter 4 is arranged on the spokes and is arranged on both sides of the spokes along the radial direction of the spokes. As the cutterhead 1 rotates, it cuts into the soil with its sharp edge and cuts the soil into small pieces. The propulsion system of the shield machine 17 provides the necessary propulsion force, so that the cutting cutter 4 can continuously apply pressure to the soil to achieve continuous cutting, which is applicable to loose soil strata such as sand, pebbles, and clay with a particle size less than 400 mm. Three pairs of cutting cutters 4 are arranged in each circle, and the cutter body height of the cutting cutter 4 is 110 m. The cutting cutters 4 on adjacent two spokes are arranged in a staggered manner. The cutting cutter 4 is arranged on both sides of the spokes. The arrangement of the cutting cutters 4 is adapted to the 61% opening rate area of the cutterhead 1, and the cut soil residues can quickly enter the soil bin 1701 through the opening area 103 between adjacent spokes.

[0172] The cutter head protection cutter 11 is arranged on the outer side of the cutter head of the outermost cutting cutter 4, which is used to reduce the wear of the cutter head by hard particles and extend the service life of the cutter head.

[0173] The peripheral diameter retaining cutters are arranged in the areas of the outer frame ring 102 between adjacent two spokes and are arranged successively along the circumferential direction of the outer frame ring 102. They are used to cut the soil body at the edge of the tunnel contour, provide a necessary excavation diameter for the shield machine 17, ensure that the shield machine 17 can effectively cut the soil body, and keep the excavation face stable at the same time. The number of peripheral diameter retaining cutters between adjacent two spokes is two. The peripheral diameter retaining cutters include the peripheral diameter retaining cutter a7 with a cutter body height of 210 mm, the peripheral diameter retaining cutter b8 with a cutter body height of 170 mm, and the peripheral diameter retaining cutter c9 with a cutter body height of 130 mm. Any two of the peripheral diameter retaining cutter a7 with a cutter body height of 210 mm, the peripheral diameter retaining cutter b8 with a cutter body height of 170 mm, and the peripheral diameter retaining cutter c9 with a cutter body height of 130 mm are set as a group on the outer frame ring 102 between adjacent two spokes. The peripheral diameter retaining cutter b8 and the peripheral diameter retaining cutter c9 are located between the spoke a201 and the spoke b202. The peripheral diameter retaining cutter a7 and the peripheral diameter retaining cutter b8 are located between the spoke b202 and the spoke c203. The peripheral diameter retaining cutter c9 and the peripheral diameter retaining cutter a7 are located between the spoke c203 and the spoke d204. The peripheral diameter retaining cutter b8 and the peripheral diameter retaining cutter c9 are located between the spoke d204 and the spoke e205. The peripheral diameter retaining cutter a7 and the peripheral diameter retaining cutter b8 are located between the spoke e205 and the spoke f206. The peripheral diameter retaining cutter c9 and the peripheral diameter retaining cutter a7 are located between the spoke f206 and the spoke a201. The alternating arrangement of peripheral diameter retaining cutters with different heights can reduce the risk of failure of a single type of cutter.

[0174] Peripheral protection cutters 10 are arranged on both circumferential sides of the peripheral diameter retaining cutters to protect the peripheral diameter retaining cutters.

[0175] The injection port protection cutter 12 is located above the additive injection port 14 on the spoke, which is used to prevent the additive injection port 14 from being blocked. The additive injection port 14 improves the fluidity of the soil body by injecting appropriate lubricating materials such as bentonite slurry and foam into the cutting face and the soil bin 1701, and reduces the wear of the cutting tool on the soil body. Injection port protection cutters 12 are respectively arranged at the intersections of the spoke b202 and the 14th circle, the spoke e205 and the 8th circle, the spoke f206 and the 6th circle, and the spoke e205 and the 3rd circle. The injection port protection cutter 12 is of a C-shaped structure and forms a space for the additive to flow out with the spoke. Grooves for installing the liquid injection pipe are opened on the spoke b202, the spoke e205, and the spoke f206. The additive injection port 14 of the additive injection pipe extends above the spoke b202, the spoke e205, and the spoke f206.

[0176] There is a gap between the injection port protection knife 12 and the spokes b202, e205, and f206 to form a space for the additive to flow out.

[0177] A receiving groove is provided on the outer wall surface of the outer frame ring 102, and the profiling knife 13 is connected to the receiving groove through a hydraulic cylinder. The profiling knife 13 realizes radial expansion and contraction through the hydraulic cylinder, and dynamically adjusts the overexcavation range according to the tunnel curve radius and geological conditions. The number of profiling knives 13 is two and they are arranged oppositely. Among them, the specific connection structure of the profiling knife 13, the hydraulic cylinder, and the outer frame ring 102 is the prior art and will not be elaborated here.

[0178] Six chemical grouting ports 18 are respectively arranged on the outer peripheral circle of the front shield of the shield machine 17, and are respectively connected through individual pipelines and chemical grouting pumps to keep the four sides of the tunnel excavation stable and effectively reduce settlement.

[0179] Six radial grouting ports 19 are respectively arranged on the outer peripheral circles of the front shield and the middle shield of the shield machine 17, and are respectively connected through individual pipelines and drag reduction mud pumps.

[0180] Through the combination of the chemical grouting port 18 and the radial grouting port 19, drag reduction mud and polymer are injected outside the shield shell to reduce the thrust.

[0181] The synchronous grouting device 22 includes a grouting pipeline, a piston pump, and a slurry tank. The grouting pipeline is connected to the slurry tank through the piston pump. A liquid pressure sensor is installed at the liquid outlet end of the grouting pipeline to monitor the pressure change of the slurry at each part of the grouting in real time, so that the circumferential gap between the segment and the tunnel can be filled with slurry in time and reach a sufficient saturation degree.

[0182] The additive injection port 14 includes two foam injection holes and four bentonite injection holes. One of the bentonite injection holes is arranged at the hub position and can inject high-pressure clean water to clean the mud cake. Check valves are provided for both the bentonite injection holes and the foam injection holes, and the injection port protection knife 12 in the shape of a C is arranged on the outside of the additive injection port 14 located on the spoke, which can well prevent blockage of the additive injection port 14. By injecting appropriate amounts of lubricating materials such as bentonite slurry and foam into the cutting surface and the soil bin 1701, the fluidity of the soil body is improved, and the wear of the cutting soil on the tool is reduced. The foam injection hole is connected to the bentonite extrusion pump through a pipeline, and the bentonite injection hole is connected to the foam stock solution extrusion pump through a pipeline.

[0183] The inner diameter of the shaftless screw conveyor 21 is 900 mm and the pitch is 1100 mm. Through the rotation of its screw blade 2101, the soil body in the soil bin 1701 can be effectively discharged, and large pieces of concrete or boulders with a length not exceeding 900 mm and a diameter not exceeding 600 mm can also be discharged, reducing the obstacles during the construction process to ensure the smooth progress of the tunneling process.

[0184] As an optional implementation, it further includes an ultrasonic wear monitoring device for real-time monitoring of the wear condition of the cutter; the ultrasonic wear monitoring device includes an ultrasonic monitor 16 and an ultrasonic probe 15, the ultrasonic probe 15 is embedded in the cutter and is close to the easily worn part of the cutter; the ultrasonic monitor 16 is arranged on the spoke and is used for receiving and processing the signal transmitted by the ultrasonic probe 15;

[0185] It further includes a settlement monitoring sensor, and the settlement monitoring sensor is arranged in the pile cutting area;

[0186] It further includes a monitoring system, and the earth pressure gauge 20, the settlement monitoring sensor and the ultrasonic monitor 16 are respectively electrically connected to the monitoring system.

[0187] Furthermore, the ultrasonic probe 15 is embedded in the cutter. The function of the ultrasonic probe 15 is to emit ultrasonic signals and receive the reflected signals, and the signals contain information on the wear state of the cutter. The ultrasonic monitor 16 is arranged on the spoke and is used for receiving the signal transmitted by the ultrasonic probe 15 and processing and analyzing the signal.

[0188] In order to more intuitively evaluate the wear degree of the cutter, as Figure 6 shown, the present invention takes the wear thickness H (the alloy height of the new cutter) of the alloy height of the profiling cutter 13 as the wear basis, and establishes the corresponding relationship between the cutter wear amount data and the wear thickness H of the alloy height of the profiling cutter 13. When the wear thickness of the alloy height of the profiling cutter 13 corresponding to the monitored cutter wear amount data reaches 0.6 - 0.8H, it is determined as a relatively severe wear state. At this time, the ultrasonic monitor 16 will feedback the wear degree information to the control system of the shield machine 17, and the control system triggers a shutdown instruction to stop the pile cutting operation so as to replace the cutter, thereby ensuring the safe and stable operation of the shield machine 17.

[0189] The wear grading determination table of the cutter is as follows:

[0190]

[0191] The earth pressure gauge 20 is used for real-time monitoring of the change of the earth pressure on the tunneling face, and secondary grouting reinforcement is carried out through the radial grouting port 19 in time when a collapse occurs. The earth pressure gauge 20 adopts a replaceable earth pressure gauge 20.

[0192] Settlement monitoring sensors are arranged in the pile cutting area. The monitoring system feeds back the shield situation through the settlement sensors, the ultrasonic monitor 16 and the earth pressure gauge 20, real-time monitors the earth pressure change, the stability of the excavation face and the wear condition of the cutter, effectively controls the settlement problem, ensures the construction safety, and is also convenient for timely replacing the cutter, greatly improving the construction efficiency.

[0193] As Figure 10As shown, this embodiment also provides a shield method for cutting pile groups and obstacles using a shield machine 17, which uses a shield machine 17 for cutting pile groups and obstacles in this embodiment, including the following steps:

[0194] Step 1: According to the specific conditions of the soil layer of Shenyang Metro Line 6 and the surrounding building pile foundation concrete, a cutter disc is designed specifically, and a cutter disc with a spoke-type intermediate support structure is preferably selected. The cutting tools include a fishtail cutter 3, a cutting cutter 4, a leading cutter, a peripheral gauge cutter, a peripheral protection cutter 10, a cutter ring protection cutter 11, an injection port protection cutter 12 and a profiling cutter 13, and the opening rate of the cutter disc is 61%;

[0195] Combined with the working conditions of Shenyang Metro Line 6, the cutter head torque of shield machine 17 and the total thrust resistance of shield machine 17 are calculated. The cutter head torque is 8284kN·m, the escape torque is 10769.2kN·m, the total thrust resistance of shield machine 17 is F=1500kN×32 roots=48000kN, and the thrust per unit area is 1500kN / m 2 .

[0196] The calculation principle is as follows:

[0197] (1) Cutter torque:

[0198] The cutter head torque of the shield machine 17 of the present invention is 8284 kN·m, and the escape torque is 10769.2 kN·m.

[0199] According to construction experience, in the pebble layer, the drive torque coefficient of the shield machine 17 cutter head is not less than 20, which can meet the requirements. The cutter head torque T is obtained according to the following empirical formula:

[0200] T=α·D 3 ;

[0201] T is the cutter head drive equipment torque (tf·m); α is the torque coefficient; and D is the outer diameter of the shield machine 17 .

[0202] Then T = 6.363 × 20 = 5145 kN·m, and the cutter head torque meets the theoretical calculation. Therefore, the cutter head torque of the shield machine 17 is adapted to the interval stratum and meets the above-mentioned interval shield construction requirements.

[0203] (2) The tunnel strata of Shenyang Metro Line 6 are, from top to bottom, miscellaneous fill soil, silty clay, medium-coarse sand, gravel sand, rounded gravel, gravel sand, and clay-containing rounded gravel layer. The main layers within the tunnel are rounded gravel layer, ⑤ / 4 gravel sand layer, ③ / 4 gravel sand layer, and medium-coarse sand layer in some parts.

[0204] Miscellaneous filled soil layer: γ = 19.2 kN / m3, φ = 8°; Filled soil layer: γ = 19.1 kN / m3, φ = 8°; c = 10 KP Silty clay layer: γ = 19.8 kN / m3, φ = 12°, c = 12 KPa; Round gravel layer: γ = 20.5 kN / m3, φ = 35°; ③ / 4 Gravel sand layer: γ = 20 kN / m3, φ = 40°; ⑤ / 4 Gravel sand layer: γ = 20 kN / m3, φ = 40°;

[0205] The soil unit weight for calculation is taken as γ = 20 kN / m3.

[0206] The total propulsion resistance F of the shield machine 17:

[0207] F = F1 + F2 + F3 + F4;

[0208] Fn ≥ 1.5F;

[0209] Among them, F is the total propulsion resistance, F1 is the frictional force or adhesive force between the periphery of the shield shell of the shield machine 17 and the formation, F2 is the propulsion resistance acting on the cutting disc from the front of the excavation face of the shield machine 17, F3 is the frictional force between the shield tail plate and the lining at the shield tail of the shield machine 17, and F4 is the traction resistance of the trolley behind the shield machine 17.

[0210] Furthermore, as Figure 9 shown, the calculation formula for F1, the frictional force or adhesive force between the periphery of the shield shell of the shield machine 17 and the formation, is:

[0211] F1 = μ1πDLmPm;

[0212] μ1 is the friction coefficient between the cutter head and the sand and gravel, taken as 0.5;

[0213] π is the pi, taken as 3.14;

[0214] D is the outer diameter of the shield of the shield machine 17, taken as 6.36 m;

[0215] Lm is the body length of the shield machine 17, taken as 9.96 m;

[0216] Pm is the average soil pressure acting on the shield shell of the shield machine 17;

[0217] Pm = (P e + P1 + P2 + P 01 ) / 4

[0218] The top soil pressure P e is calculated as: P e = γH + P0 = 11.8×20 + 20 = 256 kN / m 2 ;

[0219] Among them, γ is the soil unit weight;

[0220] H is the thickness of overburden soil;

[0221] P0′ is the surface load, taking 20 kN / m 2 ;

[0222] The calculation formula for the top lateral pressure P1 is: P1 = P e ·ka = 256×0.47 = 120 kN / m 2 ;

[0223] ka is the average lateral pressure coefficient of the tunnel, taking the empirical value of 0.47;

[0224] The bottom resistance P 01 The calculation formula is: P 01 = P e + Wg / (DL) = 256 + 4380÷(6.36*9.96) = 325 kN / m 2 ;

[0225] D is the outer diameter of the shield of the shield machine 17, taking 6.36 m;

[0226] L is the length of the shield shell of the shield machine 17, taking 9.96 m;

[0227] Wg is the total weight of the shield and its auxiliary equipment, which is 4380 kN;

[0228] The calculation formula for the bottom lateral pressure P2 is: = ka P 01 = 325×0.47 = 153 kN / m 2 ;

[0229] ka is the average lateral pressure coefficient of the tunnel, taking the empirical value of 0.47;

[0230] P2 = 105.41×0.4 = 42.16 kN / m 2 .

[0231] F1 = μ1πDLmPm = 0.5×3.14×6.36×9.96×(256 + 325 + 120 + 153)÷

[0232] 4 = 21233 kN.

[0233] Furthermore, the calculation formula for the propulsion resistance F2 acting on the shield machine 17 on the front of the excavation face is:

[0234] F2 = πD 2 P f / 4 = 3.14×6.36×6.26×141 / 4 = 4477 kN;

[0235] P f is the positive horizontal earth pressure, P f= kaγ(H + D / 2) = 0.47×20×(11.8 + 6.36 / 2) = 141 kN.

[0236] Furthermore, the calculation formula for the frictional resistance F3 between the shield tail plate and the lining at the shield tail is:

[0237] F3 = μ2G2 = 0.3×193 = 58 kN;

[0238] where μ2 is the linear frictional resistance between the segment and the shield tail wire brush; G2 is the weight of the lining ring.

[0239] Furthermore, the calculation formula for the traction resistance F4 of the trolley behind the shield is: F4 = μ3G 3＝ 158 kN;

[0240] where G3 is the weight of the trolley behind the shield machine 17, which is 1050 kN; μ3 is the friction coefficient between the wheel and the rail, taking 0.15.

[0241] Considering factors such as longitudinal slope, curved excavation, and the maximum balance pressure in the EPB working mode, the thrust is increased by 50%.

[0242] F = 1.5(F1 + F2 + F3 + F4) = 1.5×(21233 + 4477 + 58 + 158) = 33889 kN;

[0243] The total propulsion resistance of this shield machine 17 is 48000 kN, meeting the requirements of the theoretical calculation value and the empirical value range.

[0244] (3) Propulsion speed:

[0245] According to the formation stability and tool life, the maximum propulsion speed is 90 mm / min, and the propulsion speed is controlled at 20 - 30 mm / min to avoid overheating of the tool or soil disturbance caused by excessive speed.

[0246] (4) Cutter head rotation speed:

[0247] To optimize the balance between cutting efficiency and torque fluctuation, 1.5 rpm is recommended (empirical value, matching the cutter head diameter).

[0248] Step 2: Reinforce the pile cutting area by grouting through the chemical grouting port 18;

[0249] Step 3: Carry out pile cutting operations by injecting soil conditioner through the additive injection port 14 to improve the workability of the soil;

[0250] Step 4: Use the monitoring system to monitor the earth pressure, tool wear, and surface settlement parameters;

[0251] Step 5: Start the shaftless screw conveyor 21 to transport the improved muck out;

[0252] Step 6: During the process of cutting pile tunneling, grouting is carried out through the synchronous grouting equipment 22 to fill the gap between the segment and the soil mass; meanwhile, grouting is carried out through the radial grouting port 19 to reduce the thrust and minimize the disturbance to the surrounding soil mass.

[0253] Step 7: If the earth pressure gauge 20 monitors that the earth pressure is too small or the settlement monitoring sensor monitors that the settlement is too large, it is determined that overexcavation has occurred, and secondary grouting reinforcement is started through the chemical grouting port 18.

[0254] Step 8: If the ultrasonic monitor 16 monitors that the cutter is severely worn, the shield machine 17 stops for cutter replacement.

[0255] Step 9: The cutting pile operation ends.

[0256] It can be understood that the same or similar parts in the above embodiments can be referred to each other, and the content not detailed in some embodiments can be referred to the same or similar content in other embodiments.

[0257] In the description of the present invention, it should be noted that unless otherwise specified, the meaning of "a plurality of" is two or more; the terms "upper", "lower", "left", "right", "inner", "outer", "front end", "rear end", "head", "tail", etc. indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus cannot be understood as a limitation to the present invention. In addition, the terms "first", "second", "third", etc. are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0258] In the description of the present invention, it should also be noted that unless otherwise clearly specified and limited, the terms "installation", "connection", and "connection" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0259] In the description of this specification, the descriptions referring to terms such as "one embodiment", "some embodiments", "example", "specific example", or "an example", etc. mean that the specific features, structures, materials, or characteristics described in connection with the embodiment or example are included in at least one embodiment or example of this application. In this specification, the schematic representations of the above terms do not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials, or characteristics described can be combined in a suitable manner in any one or more embodiments or examples.

[0260] As described above, it is only the specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention can easily think of changes or substitutions, which should all be covered by the protection scope of the present invention. Therefore, the protection scope of the present invention should be subject to the protection scope of the claims.

Claims

1. A shield machine for cutting pile groups and obstacles, characterized in that: A spoke-type cutter disc is arranged at the shield head position of the shield machine, and a variety of cutting tools are arranged on the cutter disc, including fishtail cutters, cutting cutters, leading cutters, peripheral gauge cutting tools, peripheral protection cutters, cutter ring protection cutters, injection port protection cutters and profiling cutters; the opening rate of the cutter disc is 61%; a plurality of additive injection ports are arranged on the cutter disc, which are used to inject soil conditioner into the face during pile cutting; a plurality of chemical grouting ports are arranged at the front shield position of the shield machine; a plurality of radial grouting ports are arranged at the middle shield position of the shield machine body; a plurality of synchronous grouting equipment are arranged at the shield tail position of the shield machine body; a plurality of soil pressure gauges are arranged in the soil bin of the shield machine body; and a shaftless screw conveyor is arranged at the bottom of the shield machine body.

2. A shield machine for cutting pile groups and obstacles according to claim 1, characterized in that: It also includes an ultrasonic wear monitoring device for real-time monitoring of the wear of the tool; the ultrasonic wear monitoring device includes an ultrasonic monitor and an ultrasonic probe, the ultrasonic probe is pre-buried on the tool and close to the easily worn part of the tool; the ultrasonic monitor is arranged on the spoke and is used to receive and process the signal received from the ultrasonic probe; It also includes a settlement monitoring sensor, which is arranged in the pile cutting area; It also includes a monitoring system, and the soil pressure gauge, the settlement monitoring sensor and the ultrasonic monitor are electrically connected to the monitoring system respectively.

3. A shield tunneling method for cutting pile groups and obstacles, characterized in that: A shield machine for cutting pile groups and obstacles according to any one of claims 1 to 2 comprises the following steps: Step 1: Select the cutter and configure the cutter head based on the ground conditions and the reinforced concrete strength of the required pile cutting, and calculate the cutter head torque of the shield machine and the total thrust resistance of the shield machine; Step 2: Reinforce the cut pile area by grouting through the chemical grouting port; Step 3: Carry out pile cutting operation and inject soil conditioner through the additive injection port to improve soil workability; Step 4: Use the monitoring system to monitor soil pressure, tool wear, and surface settlement parameters; Step 5: Start the shaftless screw conveyor to transport the improved soil out; Step 6: During the pile cutting and excavation process, grouting is performed through synchronous grouting equipment to fill the gap between the pipe segment and the soil; at the same time, grouting is performed through the radial grouting port to reduce the thrust and reduce the disturbance to the surrounding soil; Step 7: If the soil pressure gauge detects that the soil pressure is too small or the settlement monitoring sensor detects that the settlement is too large, it is determined that over-excavation has occurred, and secondary grouting reinforcement is started through the chemical grouting port; Step 8: If the ultrasonic monitor detects that the cutter is severely worn, the shield machine is stopped to replace the cutter; Step 9: Pile cutting operation is completed.

4. The shield tunneling method of a shield machine for cutting pile groups and obstacles according to claim 3, characterized in that: The calculation formula of the cutter head torque T in step 1 is: T=α·D 3 ; Wherein, T is the cutter head drive equipment torque; α is the torque coefficient; and D is the shield outer diameter of the shield machine.

5. The shield tunneling method of a shield machine for cutting pile groups and obstacles according to claim 4, characterized in that: The calculation formula of the total thrust resistance F of the shield machine in step 1 is: F=F1+F2+F3+F4; Fn ≥ 1.5F; Among them, F is the total propulsion resistance, F1 is the friction resistance or adhesion between the shield shell of the shield machine and the stratum, F2 is the propulsion resistance of the excavation face of the shield machine acting on the cutting disc, F3 is the friction resistance between the tail plate and the lining at the tail of the shield machine, F4 is the traction resistance of the trolley behind the shield machine; Fn is the total propulsion resistance of the shield jack.

6. The shield tunneling method of a shield machine for cutting pile groups and obstacles according to claim 5, characterized in that: The calculation formula of the frictional resistance or bonding force F1 between the shield shell of the shield machine and the stratum is: F1=μ1πDLmPm; μ1 is the friction coefficient between the cutter head and the sandstone; π is the ratio of a circle to a circle; D is the outer diameter of the shield of the shield machine; Lm is the main body length of the shield machine; Pm is the average earth pressure acting on the shield shell of the shield machine; Pm=(P e +P1+P2+P 01 ) / 4 Top soil pressure P e The calculation formula is: e =γH+P0; Where γ is the soil bulk density; H is the cover soil thickness; P0′ is the surface load, which is 20 kN / m 2 The calculation formula of top lateral pressure P1 is: P1=P e ka; Where ka is the average lateral pressure coefficient of the tunnel; Bottom resistance P 01 The calculation formula is: 01 =P e +Wg / (DL); Wherein, D is the outer diameter of the shield of the shield machine; L is the length of the shield shell of the shield machine; Wg is the total weight of the shield and its ancillary equipment; The calculation formula of the bottom lateral pressure P2 is: =ka P 01 ; Where ka is the average lateral pressure coefficient of the tunnel; P2=105.41×0.4=42.16kN / m 2 。 7. The shield tunneling method of a shield machine for cutting pile groups and obstacles according to claim 6, characterized in that: The calculation formula of the propulsion resistance F2 of the excavation face acting on the shield machine is: F2=πD 2 P f / 4; Among them, P f is the positive horizontal earth pressure, P f =kaγ(H+D / 2).

8. The shield tunneling method of a shield machine for cutting pile groups and obstacles according to claim 7, characterized in that: The calculation formula of the friction resistance F3 between the shield tail plate and the lining at the shield tail is: F3=μ2G2; Among them, μ2 is the linear friction resistance between the segment and the shield tail wire brush; G2 is the weight of the lining ring.

9. The shield tunneling method of a shield machine for cutting pile groups and obstacles according to claim 8, characterized in that: The calculation formula of the traction resistance F4 of the trolley behind the shield is: F4 = μ3G3; Among them, G3 is the weight of the trolley behind the shield machine; μ3 is the friction coefficient between the wheel and the rail.

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