Anti-rotation tool of shield tunneling machine

Abstract

The utility model relates to the technical field of tunneling of shield tunneling machines, in particular to an anti-rotation tool of a shield tunneling machine. The tool comprises a tool body, and the tool body comprises two limiting plates arranged at the bottom of the shield tunneling machine. The limiting plate and the shield tunneling machine base jointly form a limiting interval used for limiting rotation of a shield tunneling machine body. And the shield tunneling machine can be prevented from being derailed to cause damage.

Description

TECHNICAL FIELD

[0001] The utility model relates to a shield tunneling machine technology field, concretely relates to a shield tunneling machine anti-rotation tool. BACKGROUND

[0002] The shield tunneling machine is composed of a cutter head, a front shield, a middle shield and a rear shield, in the process of drilling at the starting end of the shield tunneling machine, first, a shield tunneling machine base is laid at the bottom of the starting shaft, a track is installed on the base, then the front shield, the middle shield and the rear shield are assembled on the track, and the cutter head is installed in front of the front shield, after the installation of the cutter head, the shield tunneling machine is started, the cutter head on the front shield of the shield tunneling machine first contacts the soil body, when the cutter head cuts the soil body, the torque of the cutter head cutting into the soil body is usually large, which easily causes the front shield, the middle shield and the rear shield behind the cutter head to rotate, thereby causing the shield tunneling machine to derail and damage the shield tunneling machine. SUMMARY

[0003] The utility model provides a shield tunneling machine anti-rotation tool, it can overcome certain or some defects of prior art.

[0004] According to the utility model discloses a shield tunneling machine anti-rotation tool, it includes: including tool main part, tool main part includes the 2 limit plates of setting in shield tunneling machine bottom, limit plate and shield tunneling machine base jointly constitute the limit interval for limiting shield tunneling machine body rotation.

[0005] Through the utility model, when laying shield tunneling machine track, need to lay base in shield track bottom, then the slide rail is laid on the base, after the slide rail is laid, the front shield, the middle shield and the rear shield of shield tunneling machine are respectively hoisted to the slide rail and assemble, after assembling, the installation personnel respectively welds the limit plate on the side wall of the front shield and the middle shield of shield tunneling machine, and makes the limit plate close to the base, the end face of the limit plate close to the base is on the base, so that the shield tunneling machine is cut into the soil body torque when tunneling, and the shield tunneling machine is driven to rotate, the shield tunneling machine is blocked by the limit plate, thereby preventing the shield tunneling machine from derailing and causing damage.

[0006] Preferably, the limit plate comprises a connecting block welded to the shield tunneling machine body.

[0007] Through the utility model, the installation personnel welds the connecting block on the shield tunneling machine, thereby completing the connection between the connecting block and the shield tunneling machine.

[0008] Preferably, one end of the connecting block close to the shield tunneling machine body is provided with an arc-shaped welding plate; the welding plate width is greater than the connecting block width.

[0009] Through the utility model, since the shield tunneling machine side wall is curved, the arc-shaped welding plate can better fit the shield tunneling machine side wall, and the welding plate width is greater than the connecting block width, thereby increasing the welding area between the connecting block and the shield tunneling machine and improving the connection strength between the welding plate and the shield tunneling machine.

[0010] Preferably, the connecting block and the welding plate are made of stainless steel.

[0011] The utility model discloses, stainless steel hardness and structural strength are stronger, prevent connecting block and welding plate when shield machine rotation, because being extruded by base and cause damage deformation.

[0012] Preferably, the connecting block has a length of 200 mm, a width of 100 mm and a height of 20 mm.

[0013] The utility model discloses, connecting block volume is smaller, avoid material waste. BRIEF DESCRIPTION OF DRAWINGS

[0014] Figure 1 It is the schematic diagram of reinforcing structure in embodiment 2.

[0015] Figure 2 It is the schematic diagram of device main part in embodiment 3.

[0016] Figure 3 It is the back view of device main part in embodiment 3.

[0017] Figure 4 It is the schematic diagram of first support rod in embodiment 3.

[0018] Figure 5 It is the schematic diagram of counterforce frame in embodiment 3.

[0019] Figure 6 It is the back view of counterforce frame in embodiment 3.

[0020] Figure 7 It is the schematic diagram of limiting plate installation position in embodiment 4.

[0021] Figure 8 It is the schematic diagram of limiting plate in embodiment 4. DETAILED DESCRIPTION

[0022] For further understanding of the content of the utility model, combining with embodiment to the utility model is described in detail.It should be understood that, embodiment is only to the utility model for explanation and is not limited.

[0023] Embodiment 1

[0024] The embodiment provides a shield starting end drilling method, and the steps are as follows,

[0025] S1, starting end reinforcing;

[0026] S2, shield machine drilling parameter adjustment.

[0027] Through the embodiment, first, the construction personnel lays a track in the starting shaft, then hoists the shield machine onto the track, and before the shield machine starts to drill, the soil at the front end of the shield machine is reinforced, so as to prevent the ground from collapsing when the shield machine drills; during the drilling process at the starting end of the shield machine, various parameters of the shield machine are adjusted, so as to ensure that the shield machine can smoothly drill after passing through the starting end.

[0028] Embodiment 2

[0029] As shown in Figure 1 the embodiment, a shield starting end head reinforcing structure is provided to reinforce the reinforcement of the starting end of the shield machine, which comprises, in sequence along the advancing direction of the shield machine, a portal steel ring 140, a diaphragm wall 130, a first reinforcing area 100, a second reinforcing area 110, and a third reinforcing area 120; the third reinforcing area 120 is located at the advancing direction of the shield machine, and the second reinforcing area 110 is located above the third reinforcing area 120; the first reinforcing area 100 is located between the second reinforcing area 110, the third reinforcing area 120, and the diaphragm wall 130; and the portal steel ring 140 is located on the diaphragm wall 130.

[0030] Through the embodiment, when the construction personnel detects that the water content in the soil layer is small during the reinforcement of the starting end of the shield machine, the freezing method is difficult to apply, in this process, the soil is reinforced by the cement-soil physical and chemical reaction of the mixing pile, which makes the soft soil harden into cement reinforced soil with integrity, water stability and certain strength; in this process, the dependence on water in the soil layer is less; and when the mixing pile is reinforced, only the cement and the soil are mixed by the drill rod of the drilling machine, but the freezing method needs to arrange the freezing pipeline, the construction process of the mixing pile reinforcement is relatively fast, which can effectively shorten the construction period, improve the construction efficiency, and at the same time, the materials and equipment needed are less, so the overall cost is lower.

[0031] Since the starting end of the shield machine needs to be reinforced, and the position through which the shield machine passes is located in the third reinforcing area 120, when the third reinforcing area 120 is reinforced, the cement slurry concentration in the third reinforcing area 120 is greater than that in the second reinforcing area 110; so that the overall structural strength of the third reinforcing area 120 is stronger, facilitating the passage of the shield machine; and the cement slurry concentration of the second reinforcing area 110 is weaker, in order to save materials; reasonable layered reinforcement of the soil layer can effectively save materials, reasonably allocate reinforcement resources, avoid waste, and at the same time ensure that the reinforcement effect reaches the best.

[0032] The first reinforced area 100 is reinforced by high-pressure rotary jet grouting piles. The high-pressure rotary jet grouting piles form a consolidated body with high strength through high-pressure jet grouting, thereby improving the shear strength and stability of the foundation and ensuring the safety of the shield machine starting end. Since the soil in different areas of the shield machine starting end is different, the mixing pile is suitable for a relatively loose soil, and the high-pressure rotary jet grouting pile is suitable for a relatively hard soil with low porosity. The two are used in combination to better adapt to the complex soil conditions of the shield machine starting end.

[0033] In this embodiment, the first reinforced area 100 is reinforced by high-pressure rotary jet grouting piles; the second reinforced area 110 and the third reinforced area 120 are reinforced by mixing piles.

[0034] Through this embodiment, since the soil in different areas of the shield machine starting end is different, the mixing pile is suitable for a relatively loose soil, and the high-pressure rotary jet grouting pile is suitable for a relatively hard soil with low porosity. The two are used in combination to better adapt to the complex soil conditions of the shield machine starting end.

[0035] In this embodiment, the cross-sectional area of the third reinforced area 120 is greater than the cross-sectional area of the steel ring 140 of the tunnel portal.

[0036] Through this embodiment, the third reinforced area 120 covers the entire area through which the shield machine passes, so that the shield machine passes inside the third reinforced area 120, thereby ensuring that the shield machine can be successfully launched and excavated from the third reinforced area 120.

[0037] In this embodiment, the reinforcement strength of the third reinforced area 120 is greater than the reinforcement strength of the second reinforced area 110.

[0038] Through this embodiment, the cement slurry concentration in the third reinforced area 120 is greater than the cement slurry concentration in the second reinforced area 110; thereby the overall structural strength of the third reinforced area 120 is stronger, facilitating the passage of the shield machine; while the cement slurry concentration of the second reinforced area 110 is weaker, in order to save materials; reasonable layered reinforcement of the soil layer can effectively save materials, reasonably allocate reinforcement resources, avoid waste, and at the same time ensure that the reinforcement effect reaches the best.

[0039] In this embodiment, the first reinforced area 100 has a reinforcement thickness of 0.5-0.6 meters.

[0040] Through this embodiment, a thickness of 0.5 meters can generally meet the requirements of shield construction on the stability of the foundation, ensuring the safety of the shield machine launching and excavation; less than 0.5 meters cannot guarantee the safety of the shield machine launching and excavation; and less than 0.6 meters is to avoid waste of materials.

[0041] In this embodiment, the cross-sectional area of the third reinforced area 120 is greater than the cross-sectional area of the tunnel excavated by the shield machine, and the distance between the outer edge of the third reinforced area 120 and the outer edge of the tunnel is not less than 0.3 meters.

[0042] Through the embodiment, sufficient spacing helps to reduce the risk in the construction process and ensure the smooth tunneling of the shield machine.

[0043] The embodiment provides a shield starting end reinforcement method, and the steps are as follows,

[0044] S1, mixing pile reinforcement

[0045] At the top of the shield machine starting well, a plurality of pile positions are measured and marked along the drilling direction of the shield machine and 1,300 meters away from the diaphragm wall 130, then the drilling machine is moved to the pile position, and then the drilling machine is started to drill a hole, the drilling depth is until the shield tunnel is penetrated and exceeds 0.3 meters; during the drilling process, cement slurry is injected and forcibly mixed with the soil to form a cement-soil consolidated body; after the mixing is completed, the drilling machine is lifted to form a complete mixing pile; then the above steps are repeated to construct the next pile until the construction of all piles is completed; the second reinforcement area 110 and the third reinforcement area 120 are formed;

[0046] S2, high-pressure jet grouting pile reinforcement

[0047] After the mixing pile reinforcement is completed, the high-pressure jet grouting pile is used for reinforcement between the mixing pile and the diaphragm wall 130; first, the ground leveling site is leveled, obstacles are removed, low-lying places are backfilled and tamped, and a slurry discharge ditch is set; then the pile position is determined using a total station instrument, and is marked with a pile marker; then the jet grouting machine is hoisted to the pile marker position, and the pile machine is calibrated; finally, the slurry is injected into the soil at high pressure through the jet grouting machine, and is mixed with the soil particles; after the mixing is completed, the high-pressure jet grouting pile is formed, and the first reinforcement area 100 is formed.

[0048] Through the embodiment, when the water content in the soil layer is small during the reinforcement of the shield machine starting end, the freezing method is difficult to use, in this process, the mixing pile is reinforced through the physical and chemical reaction between the cement and the soil, so that the soft soil is hardened into cement reinforced soil with integrity, water stability and certain strength; in this process, the dependence on water in the soil layer is less; and when the mixing pile is reinforced, only the cement and the soil are mixed through the drilling rod of the drilling machine, however, the freezing method needs to arrange the freezing pipeline, the construction process of the mixing pile reinforcement is relatively fast, which can effectively shorten the construction period, improve the construction efficiency, and at the same time, the materials and equipment needed are less, so the overall cost is lower.

[0049] The first reinforcement area 100 is reinforced by the high-pressure jet grouting pile, the high-pressure jet grouting pile forms a consolidated body with high strength through high-pressure jet grouting, so as to improve the shear strength and stability of the foundation and ensure the safety of the shield machine starting end; because the soil quality of different areas of the shield machine starting end is different, the mixing pile is suitable for the soil with relatively loose quality, and the high-pressure jet grouting pile is suitable for the soil with relatively hard quality and low porosity; the two are used in combination, which can better adapt to the complex soil conditions of the shield machine starting end.

[0050] In this embodiment, the total reinforcement length of the first reinforcement area 100, the second reinforcement area 110, and the third reinforcement area 120 is greater than 9 meters.

[0051] Through this embodiment, the reinforcement length greater than 9 meters can ensure that the shield machine does not deviate or collapse due to unstable strata during launching.

[0052] In this embodiment, in S1, when the second reinforcement area 110 and the third reinforcement area 120 are reinforced, the third reinforcement area 120 is reinforced first and then the second reinforcement area 110 is reinforced. When the drill rod is drilled into the third reinforcement area 120, cement slurry is injected and forcibly mixed with the soil. After the cement slurry in the third reinforcement area 120 is mixed with the soil, cement slurry is injected and mixed in the second reinforcement area 110. The concentration of the cement slurry in the third reinforcement area 120 is greater than that in the second reinforcement area 110. After mixing is completed, the second reinforcement area 110 and the third reinforcement area 120 are layered.

[0053] Through this embodiment, the third reinforcement area 120 is located below and the second reinforcement area 110 is located above. In the layered reinforcement of the mixing pile, the third reinforcement area 120 is first reinforced and has a higher strength, which can provide a stable foundation for the second reinforcement area 110. Reinforcing the lower layer first and then processing the upper layer helps better control the quality during construction. After the strength of the lower structure is improved, it can more effectively support and disperse the load of the upper structure, thereby optimizing the overall construction effect.

[0054] In steps S1 and S2 of this embodiment, the overlap between piles is 0.3 meters.

[0055] Through this embodiment, the overlap between the mixing pile and the high-pressure jet grouting pile is 0.3 meters, which can ensure effective connection between the two pile types, thereby forming an integrated reinforcement structure and improving the bearing capacity and stability of the foundation.

[0056] During construction, there may be gaps between the two pile types. The 0.3-meter overlap can fill these gaps and avoid uneven settlement or damage to the foundation caused by the gaps.

[0057] Embodiment 3

[0058] This embodiment provides a shield parameter adjustment method for adjusting the adjustment of the shield machine drilling parameters, and the steps are as follows,

[0059] S1, trial driving section division

[0060] From the starting end of the shield machine, 0-9 meters is divided into the first trial driving stage, 9-20 meters is divided into the second trial driving stage, 20-30 meters is divided into the third trial driving stage, and 30-50 meters is divided into the fourth trial driving stage.

[0061] S2, first stage trial tunneling parameter adjustment

[0062] During the tunneling of the shield machine, since the first stage is a reinforced area, the posture of the shield machine is controlled so that the horizontal deviation is kept between +20 and -20 mm, the horizontal trend is kept between 0 and 1 mm, the vertical deviation is controlled between +20 and -20 mm, and the vertical trend is kept between -5 and 5 mm; in the tunneling parameters of the shield machine, the total thrust of the jack is set to be less than 8000 KN, the support point of the jack is set at the shield support device, the shield support device provides the force for the jack, then the cutter head torque is set to be less than 2000 KN.m, the cutter head speed is kept between 0.8 and 1.0 rpm, the tunneling speed is controlled to be less than 10 mm / min, and the soil chamber pressure is kept between 0 and 1.0 bar;

[0063] S3, second stage trial tunneling parameter adjustment

[0064] After the first stage of trial tunneling, the shield body passes through the reinforced area and enters the soil smoothly, and the earth pressure balance is basically established; after the shield machine enters the soil, the total thrust of the jack is adjusted so that the total thrust of the jack is kept at 10000 KN, at this time the tunneling speed of the shield machine is increased so that the tunneling speed of the shield machine is kept between 20 and 30 mm / min; the horizontal deviation of the shield machine is adjusted to -30 to +30 mm, the horizontal trend is controlled between 0 and 1 mm, the vertical deviation is controlled between -30 and +20 mm, the vertical trend is controlled between -5 and 5 mm, the cutter head torque is controlled to be less than 2500 KN.m, the cutter head speed is controlled between 1.0 and 1.2 rpm, and the soil chamber pressure is controlled between 1.0 and 1.5 bar; after the shield body passes through the reinforced area, the soil around the shield body is grouted, the grouting pressure is controlled at 0.25 Mpa, and the grouting amount is controlled at 4 m³;

[0065] S4, third stage trial tunneling parameter adjustment

[0066] According to the tunneling parameters of the second stage, the tunneling parameters of the third stage are further adjusted, the shield thrust is set to be 11000 KN, the cutter head speed is increased and the speed is controlled between 1.2 and 1.3 rpm, the shield tunneling speed is increased and the tunneling speed is controlled between 30 and 40 mm / min, the soil chamber pressure is controlled between 1.3 and 1.6 bar, and the shield machine horizontal deviation, horizontal trend, vertical deviation, vertical trend, grouting pressure and grouting amount are the same as the second stage parameters;

[0067] S5, fourth stage trial tunneling parameter adjustment

[0068] The horizontal deviation of the shield machine is controlled between -50 and +50 mm, the vertical deviation is controlled between -50 and +50 mm, the total thrust of the jack is controlled at 13000 KN, the cutter head torque is controlled at 3000 KN.m, the cutter head speed is controlled at 1.0-1.2, the tunneling speed is controlled at 30-50 mm / min, and the rest of the parameters are the same as in the third stage.

[0069] Through this embodiment, the trial tunneling can comprehensively test the overall performance of the shield machine, such as the thrust and torque, to ensure that it meets the construction requirements; by dividing the trial tunneling section into the first, second, third, and fourth stages, and gradually adjusting and optimizing the tunneling parameters of the shield machine in different stages, the tunneling parameters of the shield machine are optimized, thereby ensuring the safety and quality of subsequent tunneling construction.

[0070] During the drilling process of the shield machine in the starting reinforcement section, the total thrust of the jack is set to be less than 8000 KN, the cutter head torque is set to be less than 2000 KN.m, the cutter head speed is maintained at 0.8-1.0 rpm, the tunneling speed is controlled to be less than 10 mm / min, and the soil chamber pressure is maintained at 0-1.0 bar; the low-thrust mode can ensure high construction safety, especially in complex geological environments or in the presence of uncertain factors, the low thrust helps to reduce potential risks;

[0071] After the shield machine successfully enters the soil through the reinforcement area, although increasing the thrust can increase the tunneling speed, excessive thrust may increase the interaction between the shield machine and the surrounding soil, thereby increasing the construction risk; therefore, the total thrust of the jack is maintained at 10000 KN, which ensures the tunneling efficiency and avoids potential risks caused by excessive thrust.

[0072] The tunneling parameters of the third and fourth stages are further increased until the shield machine passes through the trial tunneling section, thereby obtaining reasonable parameters for drilling the shield machine in the subsequent stratum.

[0073] In this embodiment, when the shield machine enters the first stage of the reinforcement area, the cutter head torque is increased, and foam is injected in front of the excavation chamber.

[0074] Through this embodiment, long-time tunneling will cause tool wear and reduce cutting efficiency, thereby increasing the cutter head torque; by injecting foam to lubricate the surface of soil particles, the soil flow plasticity is improved, and the cutter head torque is reduced; the foam can effectively prevent the spoil from sticking to the cutter head, reduce the generation of mud cake, keep the cutter head clean, and improve the work efficiency.

[0075] In this embodiment, during the tunneling process of the shield machine, the segment is lined behind the shield machine, the segment should not have internal and external through cracks, and should not have cracks with a width greater than 0.2 mm and concrete spalling phenomenon during the use stage.

[0076] Through the embodiment, the cracks and peeling are easy to reduce the carrying capacity of the segment, increase the risk of tunnel collapse; the cracks and peeling can damage the waterproof layer of the segment, cause the tunnel to leak water, and affect the normal use and durability of the tunnel.

[0077] In the embodiment, the shield tail grease needs to be injected at the position of the shield tail steel wire brush during the launching process of the shield machine.

[0078] Through the embodiment, the injection of the shield tail grease can form a pressure sealing bin, effectively prevent the infiltration of groundwater, mud and the like, and improve the safety of the tunneling process.

[0079] In the embodiment, synchronous grouting and secondary grouting control need to be implemented during the tunneling process of the shield machine, the synchronous grouting is performed simultaneously with the shield tunneling, the grouting machine and the grouting pipe are used to pass through the segment, and the soil layer outside the segment is grouted; the secondary grouting control is performed according to the actual situation of the project, such as segment leakage, tunnel settlement and the like, and the secondary or multiple backfill grouting is performed.

[0080] Through the embodiment, the synchronous grouting can ensure the stability of the segment lining in the early and late stages by uniformly and densely injecting the slurry; the secondary or multiple backfill grouting can make up for the part not filled by the primary grouting, fill the gap caused by the shrinkage of the slurry, prevent the expansion of the surrounding strata relaxation range, and enhance the stability of the strata.

[0081] In the embodiment, the elastic sealing gasket is added at the interface between the segments, the dimensional accuracy of the elastic sealing gasket is that the height tolerance is +0.5 mm, the maximum width tolerance is ±1.0 mm, the top surface width tolerance is ±1.0 mm, the foot width tolerance is ±1.0 mm, and the aperture tolerance is ±0.2 mm.

[0082] Through the embodiment, the elastic sealing gasket can effectively fill the gap between the segments, prevent the infiltration of impurities such as soil and water, and ensure the overall sealing performance of the tunnel.

[0083] As Figures 2-6As shown, the embodiment provides a shield support device for S2-S5 in a shield parameter adjustment method, which comprises a device main body 200, the device main body 200 comprises a first support rod 240 arranged along the length direction of the shield launching shaft and located on both sides of the shield track; the first support rod 240 is provided with a counterforce frame 210 perpendicular to the first support rod 240 at one end, the counterforce frame 210 comprises two vertical vertical rods 220 perpendicular to the first support rod 240, and the upper and lower ends of the two vertical rods 220 are provided with a connecting rod 310 for connecting the two vertical rods 220; the first support rod 240 is provided with a second support rod 270 arranged obliquely at one end close to the counterforce frame 210, and the second support rod 270 is provided with a third support rod 290 arranged parallel to the first support rod 240 at one end away from the first support rod 240; the second support rod 270 and the vertical rod 220 are provided with a first inclined support rod 280 arranged obliquely, and the third support rod 290 and the vertical rod 220 are provided with a second inclined support rod 201.

[0084] Through the embodiment, the device main body 200 is arranged in the launching shaft and located behind the shield, the shield launching shaft is communicated with the previous tunnel, the shield needs to rely on the thrust provided by the rear jacks during the launching process, before the launching of the shield, the track is laid at the bottom of the launching shaft, then the two first support rods 240, the second support rod 270 and the third support rod 290 are arranged on both sides of the track along the length direction of the launching shaft, then the counterforce frame 210 is welded or fixed vertically on the two first support rods 240 through bolts, then the first inclined support rod 280 is installed between the vertical rod 220 and the second support rod 270, so that the two ends of the first inclined support rod 280 are welded with the vertical rod 220 and the second support rod 270; the second support rod 270 is arranged obliquely, so as to improve the supporting force of the second support rod 270, and preferably improve the supporting strength of the counterforce frame 210; after the connection of the first inclined support rod 280 is completed, the second inclined support rod 201 is welded between the vertical rod 220 and the third support rod 290 at both ends respectively, the counterforce frame 210 is supported by the second inclined support rod 201, and the overall supporting strength of the counterforce frame 210 is further improved.

[0085] In the embodiment, the third inclined support rod 320 is arranged obliquely between the connecting rod 310 and the vertical rod 220; the support ring 230 fixedly connected with the connecting rod 310, the vertical rod 220 and the third inclined support rod 320 is arranged at the end face of the counterforce frame 210 away from the second inclined support rod 201.

[0086] By the embodiment, the jacks behind the shield machine are pressed against the support ring 230, the support ring 230 is pressed against the counterforce frame 210, and the third inclined support rod 320 is located between the connecting rod 310 and the vertical rod 220, thereby preferably improving the overall structural strength of the counterforce frame 210; at the same time, the support ring 230 is pressed against the connecting rod 310, the vertical rod 220 and the third inclined support rod 320, thereby increasing the contact area of the support ring 230 and the counterforce frame 210, and preventing the counterforce frame 210 from deforming due to uneven stress when the support ring 230 is pressed against the counterforce frame 210 when the jacks apply pressure.

[0087] In the embodiment, the second support rod 270 is provided with a support plate 260 for connecting two first support rods 240 at the connection position of the second support rod 270 and the first support rod 240; the connecting rod 310 at the lower end of the vertical rod 220 is provided with a plurality of first support blocks 250 which are spaced apart along the length direction of the connecting rod 310 and extend towards the support plate 260; and the connecting rod 310 at the upper end of the vertical rod 220 is provided with a plurality of second support blocks 202 which are spaced apart along the length direction of the connecting rod 310.

[0088] By the embodiment, the first support blocks 250 are pressed against the support plate 260, and the second support blocks 202 are pressed against the top of the tunnel connected to the starting well, and the first support blocks 250, the support plate 260 and the second support blocks 202 jointly support, thereby further improving the overall structural strength and support strength of the device main body 200.

[0089] By the joint action of the second inclined support rod 201, the first inclined support rod 280, the second support rod 270, the first support block 250 and the second support block 202, the overall structural strength and support strength of the device main body 200 are preferably improved; and the device main body 200 is prevented from being damaged due to insufficient structural strength of the device main body 200 when the shield machine is excavated in the trial excavation section, so that the construction cannot be carried out, and the construction progress is affected.

[0090] Embodiment 4

[0091] As shown in Figures 7-8 The embodiment provides a shield machine anti-rotation tool, which is suitable for use when the shield machine is drilled at the starting end, and includes a tool main body, the tool main body includes two limiting plates 420 arranged at the bottom of the shield machine; and the limiting plate 420 and the shield machine base 430 jointly form a limiting interval 450 for limiting the rotation of the shield machine body 410.

[0092] Through the embodiment, when laying the shield tunneling machine track, the base 430 needs to be laid at the bottom of the shield track, then the slide rail 440 is laid on the base 430, after the slide rail 440 is laid, the front shield, the middle shield and the rear shield of the shield tunneling machine are respectively hoisted and transported to the slide rail 440 for assembly, after the assembly is completed, the installer respectively welds the limiting plate 420 on the side wall of the front shield and the middle shield of the shield tunneling machine, and makes the limiting plate 420 close to the base 430, the end face of the limiting plate 420 close to the base 430 is abutted on the base 430, so that when the shield tunneling machine is tunneling, the cutting into the earth body torque of the cutter head is large to drive the rotation of the shield tunneling machine, the rotation of the shield tunneling machine is blocked by the limiting plate 420, thereby preventing the shield tunneling machine from derailing and causing damage.

[0093] In the embodiment, the limiting plate 420 includes a connecting block 510 welded with the shield tunneling machine body 410.

[0094] Through the embodiment, the installer welds the connecting block 510 on the shield tunneling machine, so as to complete the connection between the connecting block 510 and the shield tunneling machine.

[0095] In the embodiment, one end of the connecting block 510 close to the shield tunneling machine body 410 is provided with a welding plate 520 in an arc shape; the welding plate 520 has a width greater than that of the connecting block 510.

[0096] Through the embodiment, since the side wall of the shield tunneling machine is curved, the arc-shaped welding plate 520 can better fit the side wall of the shield tunneling machine, and meanwhile, the width of the welding plate 520 is greater than that of the connecting block 510, so as to increase the welding area between the connecting block 510 and the shield tunneling machine and improve the connection strength between the welding plate 520 and the shield tunneling machine.

[0097] In the embodiment, the connecting block 510 and the welding plate 520 are both made of stainless steel.

[0098] Through the embodiment, the stainless steel has high hardness and structural strength, so as to prevent the connecting block 510 and the welding plate 520 from being damaged and deformed due to being extruded by the base 430 when the shield tunneling machine rotates.

[0099] In the embodiment, the length of the connecting block 510 is 200 mm, the width is 100 mm, and the height is 20 mm.

[0100] Through the embodiment, the connecting block 510 has small volume, so as to avoid material waste.

[0101] It is easy to understand that, based on one or more embodiments provided in the application, other embodiments can be obtained by combining, splitting, recombining, etc. the embodiments of the application, and these embodiments do not exceed the protection scope of the application.

[0102] The above description of the present application and its embodiments is illustrative and not restrictive, and the examples shown are only part of the embodiments of the present application, and the actual structure is not limited thereto. Therefore, if a person skilled in the art is inspired by it, without departing from the spirit of the present application, similar structural modes and examples can be designed without creativity, and all should belong to the protection scope of the present application.

Claims

1. A shield machine anti-rotation tool, characterized in that: The tool body comprises two limiting plates (420) arranged at the bottom of the shield machine; the limiting plates (420) and the shield machine base (430) jointly form a limiting interval (450) for limiting rotation of the shield machine body (410).

2. The anti-rotation tooling for a tunneling machine of claim 1, wherein: The limiting plate (420) comprises a connecting block (510) welded with the shield machine body (410).

3. The anti-rotation tooling for a tunneling machine of claim 2, wherein: The connecting block (510) is provided with a welding plate (520) in an arc shape at one end close to the shield machine body (410); the welding plate (520) has a width greater than that of the connecting block (510).

4. The anti-rotation tooling for a tunneling machine of claim 3, wherein: The connecting block (510) and the welding plate (520) are both made of stainless steel.

5. The anti-rotation tooling for a tunneling machine of claim 2, wherein: The connecting block (510) has a length of 200 mm, a width of 100 mm and a height of 20 mm.

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