A pre-reinforcement construction method and grouting tooling for a shield machine passing under a railway bridge

Abstract

The present invention relates to the technical field of shield machines passing under railway bridges. Specifically, a pre-reinforcement construction method and grouting tooling for shield machines passing under railway bridges are disclosed. The method includes: S1, determining the center position of steel pipe piles; S2, drilling steel pipes and taking soil to form holes; S3, pouring concrete into the steel pipe piles; S4, forming a curtain; the soil layers on both sides of the shield machine are reinforced by the curtain, thereby reducing the vibration of the soil layers around the bridge piers when the shield machine passes under the operating high-speed railway. The tooling includes a tooling body, which includes an outer sleeve and a grouting core pipe; the outer sleeve includes a first sub-sleeve and a second sub-sleeve; the side walls of the first sub-sleeve and the second sub-sleeve are respectively provided with a third grouting hole and a fourth grouting hole; the grouting core pipe includes a grouting pipe and a grouting head; it can better improve the structural strength of the soil layer; reduce the disturbance of the surrounding soil layer when the shield machine passes under the bridge; and at the same time, enable the outer sleeve to adapt to grouting of different soil layers.

Description

Technical Field

[0001] The present invention relates to the technical field of a shield machine passing under a railway bridge, in particular to a pre-reinforcement construction method and grouting tooling for a shield machine passing under a railway bridge. Background Art

[0002] During shield construction, it is inevitable to pass through ground buildings, municipal roads, highways, operating high-speed railways, underground pipelines, etc. To ensure the safety and stability of the shield machine as it passes through various structures, the area it passes through needs to be reinforced, generally using ground grouting reinforcement. However, when the shield machine passes under an operating high-speed railway, ground grouting reinforcement can often only consolidate the ground. When the shield machine passes under a high-speed railway bridge, the soil under the high-speed railway bridge is greatly disturbed. Only consolidating the ground makes it difficult to prevent the disturbance of bridge piers when the shield machine passes under an operating high-speed railway. When the disturbance is large, it is easy to cause accidents such as fracture of viaduct piers and collapse of viaducts. Summary of the Invention

[0003] The present invention provides a pre-reinforcement construction method and grouting tooling for a shield machine passing under a railway bridge, which can overcome certain defects of the prior art.

[0004] According to the present invention, a pre-reinforcement construction method for a shield machine passing under a railway bridge comprises the following steps:

[0005] S1. Determine the center position of the steel pipe pile

[0006] Under the bridge, steel pipe piles are placed at intervals on both sides of the shield machine along its forward direction. The pile locations are then staked out using a total station to determine the center positions of the steel pipe piles.

[0007] S2. Steel pipe drilling and soil excavation

[0008] Move the full-rotation follow-up drilling rig to the steel pipe pile installation point, first press in the first section of steel pipe, and use the full-rotation follow-up drilling rig to drill the first section of steel pipe into the soil. Then use the grab bucket to take soil from the first section of steel pipe. While grabbing the soil, rotate and press down the first section of steel pipe. After the first section of steel pipe is completely pressed into the soil, press in the second section of steel pipe, the third section of steel pipe, and so on, in sequence until the steel pipe pile reaches the designed hole bottom elevation;

[0009] S3. Pouring concrete into steel pipe piles

[0010] After drilling to the designed elevation, check the depth and verticality of the hole, remove the loose soil at the bottom of the hole, pour concrete after the inspection is qualified, and wait for the concrete to solidify to form a steel pipe pile;

[0011] S4, forming a curtain

[0012] A plurality of holes are drilled between two adjacent steel pipe piles at intervals, with the depth of the holes being consistent with the height of the steel pipe piles. After the holes are drilled, a grouting tool is placed into the holes for grouting, the grouting tool comprising an outer sleeve and a grouting core pipe. The outer sleeve is formed by splicing a plurality of first sub-sleeves and second sub-sleeves. The second sub-sleeve is longer than the first sub-sleeve. The side walls of the first sub-sleeve and the second sub-sleeve are respectively provided with a first grouting hole and a second grouting hole. The grouting core pipe comprises a grouting pipe and a grouting head connected to one end of the grouting pipe.

[0013] First, the construction workers took samples of the soil layer around the borehole, and then analyzed the soil layer to determine the difficulty of slurry infiltration in different soil layers; then, the first sub-sleeve and the second sub-sleeve were spliced ​​in sequence, and the first sub-sleeve and the second sub-sleeve were corresponding to the difficulty of slurry infiltration in the soil layer. For example, the area where the soil layer is more difficult to infiltrate with slurry corresponds to the shorter first sub-sleeve; the area where the soil layer is easier to infiltrate with slurry corresponds to the second sub-sleeve; then, the spliced ​​outer sleeve was inserted into the borehole, and the grouting core pipe was inserted into the bottom of the outer sleeve, and then the outer sleeve was connected to the grouting machine; during grouting, the construction workers gradually lifted the grouting pipe upwards, and the grouting head passed through the first sub-sleeve and the second sub-sleeve respectively, and the first sub-sleeve and the second sub-sleeve were grouted in sections by the grouting machine; the slurry penetrated into the soil layer through the first grouting hole and the second grouting hole, and connected the soil layer between the two adjacent boreholes to form a curtain.

[0014] With the present invention, after the curtains are formed, the shield machine passes between the two curtains, and the curtains reinforce the soil layers on both sides of the shield machine, thereby reducing the vibration of the soil layers around the bridge piers when the shield machine passes under the operating high-speed railway line. This prevents the vibration amplitude of the soil layers from being too large, causing the soil layers around the bridge piers to sink, and ultimately causing the bridge piers to sink and collapse.

[0015] In the process of forming the curtain, the first and second sub-sleeves are used to correspond to soil layers with different permeabilities, and then the first and second sub-sleeves are grouted in sequence through the grouting core tube, adopting segmented grouting; this allows the slurry to penetrate more and more easily into the soil layer, thereby better improving the overall structural strength of the curtain; at the same time, the outer sleeve can adapt to grouting in different soil layers;

[0016] When the outer sleeve is lowered into the drill hole, a plastic ring can be put on the outer wall of the outer sleeve. The plastic ring is used to block the first grouting hole and the second grouting hole on the first sub-sleeve and the second sub-sleeve to prevent the soil in the drill hole from entering the outer sleeve through the first grouting hole and the second grouting hole when the outer sleeve is lowered;

[0017] After the outer sleeve is inserted into the drill hole, the construction workers insert the grouting core tube into the outer sleeve and connect one end of the grouting core tube to the grouting machine; when the grouting machine transports the slurry to the grouting head, the slurry flows out from the grouting head; when the second sub-grouting head is located in the second sub-sleeve, the slurry flows from the fourth grouting hole on the second grouting barrel into the second grouting interval. When the slurry in the second grouting interval gradually increases, the pressure in the second grouting interval gradually increases until the plastic ring on the outer wall of the outer sleeve is crushed. At this time, the slurry will fill, penetrate, compact, and split along the stratum structure. At this time, since the slurry supply is less than the input amount, the pressure will automatically return to a balanced state. Under the action of pressure, the subsequent slurry causes the splitting cracks to continue to extend outward, and the slurry forms a consolidated body in the soil, thereby increasing the stratum strength, reducing the stratum permeability, and ensuring that the shield passing through the reinforced body does not cause excessive surface settlement.

[0018] When the grouting head is located in the first sub-sleeve, the construction personnel need to replace the first sub-grouting head. The slurry flows from the third grouting hole on the first grouting barrel into the first grouting interval. When the slurry in the first grouting interval gradually increases, the pressure in the first grouting interval gradually increases until the plastic ring on the outer wall of the outer sleeve is crushed. At this time, the slurry will fill, penetrate, compact and split along the stratum structure.

[0019] The construction workers replaced the first sub-grouting head and the second sub-grouting head according to the first sub-sleeve and the second sub-sleeve, so that the third grouting hole and the fourth grouting hole on the first sub-grouting head and the second sub-grouting head are aligned with the first grouting hole and the second grouting hole on the first sub-sleeve and the second sub-sleeve. The aligned third grouting hole, fourth grouting hole and first grouting hole, second grouting hole help to control the flow direction of the slurry, so that it can reach the position that needs to be reinforced or blocked more accurately, thereby improving the accuracy and reliability of grouting; at the same time, the alignment design reduces the grouting resistance, makes the slurry flow smoother, shortens the construction period, and reduces the project cost.

[0020] Preferably, after the curtain is formed, concrete is filled into the outer sleeve and the concrete is allowed to solidify.

[0021] Through the present invention, the concrete is solidified and fills the inner space of the outer sleeve, thereby enhancing the overall structural strength of the outer sleeve.

[0022] Preferably, after the concrete solidifies, the construction workers dig a foundation pit on the ground, set up a mold in the foundation pit, pour concrete into the mold, and form a crown beam after the concrete solidifies, so that the crown beam is connected to the curtain.

[0023] Through the present invention, the crown beam support of the steel pipe pile can effectively prevent the horizontal and longitudinal displacement of the steel pipe pile due to uneven settlement in the sand and gravel strata, reduce the disturbance caused by construction to the high-speed railway bridge piers, connect all the pile heads with the crown beam, and set concrete support between the two rows of crown beams to form an integral structure, thereby improving the overall stability and safety.

[0024] Preferably, in step S2, the verticality of each section of steel pipe is tested after being pressed into the soil. If it fails, correction adjustments are made. If it passes, the next section of steel pipe is pressed down.

[0025] The present invention can prevent the steel pipe from deflecting when the steel pipe is pressed down, thereby preventing the entire steel pipe pile from tilting.

[0026] Preferably, in step S2, after the first section of the steel pipe is completely pressed into the soil, the next section of the steel pipe is connected by welding.

[0027] The present invention facilitates sealing connection between all steel pipes when lowering steel pipes to form steel pipe piles, thereby preventing gaps between the steel pipes from causing water seepage into the steel pipe piles.

[0028] Preferably, in step S4, the grouting head includes a first sub-grouting head and a second sub-grouting head used in conjunction with the first sub-sleeve and the second sub-sleeve respectively; the first sub-grouting head includes a first grouting barrel, a third grouting hole flush with the first grouting hole is provided on the side wall of the first grouting barrel, and first rubber rings are provided at both ends of the first grouting barrel, and a grouting interval is formed between the first rubber ring and the inner side wall of the first sub-sleeve; during grouting, the slurry flows out from the third grouting hole into the grouting interval, and when the slurry pressure in the grouting interval is too high, it flows out through the second grouting hole and seeps into the soil layer;

[0029] The second sub-grouting head includes a second grouting barrel; second rubber rings are respectively provided at both ends of the second grouting barrel; fourth grouting holes are respectively provided at the side walls of the second grouting barrel; when the grouting head needs to pass through the second sub-sleeve, the construction personnel replace the second sub-grouting head, and then repeat the above grouting steps.

[0030] Through the present invention, construction workers can select the corresponding first sub-sleeve and second sub-sleeve and the corresponding first sub-grouting head and second sub-grouting head according to different soil layers; so that the outer sleeve can adapt to grouting of different soil layers and can better improve the structural strength of the soil layer after grouting.

[0031] The present invention provides a grouting tool for use in step 4 of a pre-reinforcement construction method for a shield machine passing under a railway bridge. The tool comprises a tool body, the tool body comprising an outer sleeve and a grouting core pipe extending into the outer sleeve; the outer sleeve comprises a first sub-sleeve and a second sub-sleeve connected in sequence along the length direction of the drilled hole; the first sub-sleeve and the second sub-sleeve are respectively provided with a first grouting hole and a second grouting hole on their side walls;

[0032] The grouting core tube includes a grouting tube and a grouting head connected to one end of the grouting tube; the grouting head includes a first sub-grouting head for cooperating with the first sub-sleeve and a second sub-grouting head for cooperating with the second sub-sleeve.

[0033] Through the present invention, construction workers connect the first sub-sleeve and the second sub-sleeve to form an outer sleeve to correspond to soil layers with different permeabilities, and then grout the first sub-sleeve and the second sub-sleeve in turn through the grouting core pipe, using segmented grouting; this allows the slurry to penetrate into the soil layer more and more easily, thereby better improving the structural strength of the soil layer; reducing the disturbance of the surrounding soil layer when the shield machine passes under the bridge; and at the same time, allowing the outer sleeve to adapt to grouting of different soil layers.

[0034] Preferably, the first sub-grouting head includes a first grouting barrel, and a third grouting hole corresponding to the first grouting hole is provided on the side wall of the first grouting barrel; first rubber rings are respectively provided at both ends of the first grouting barrel, and the first rubber ring, the first sub-sleeve and the first grouting barrel together constitute a first grouting interval connected to the first grouting hole.

[0035] Through the present invention, when the grouting head is located in the first sub-sleeve, the construction personnel need to replace the first sub-grouting head, and the slurry flows from the third grouting hole on the first grouting barrel into the first grouting interval. When the slurry in the first grouting interval gradually increases, the pressure in the first grouting interval gradually increases until the plastic ring on the outer wall of the outer sleeve is crushed. At this time, the slurry will generate filling, penetration, compaction, and splitting flow along the stratum structure, so that the slurry can smoothly penetrate into the soil layer.

[0036] Preferably, the second sub-grouting head includes a second grouting barrel; second rubber rings are respectively provided at both ends of the second grouting barrel; fourth grouting holes corresponding to the second grouting holes are respectively provided on the side walls of the second grouting barrel; the second rubber ring, the second sub-sleeve and the second grouting barrel together constitute a second grouting interval connected to the second grouting hole.

[0037] Through the present invention, when the second sub-grouting head is located in the second sub-sleeve, the slurry flows into the second grouting interval from the fourth grouting hole on the second grouting barrel. When the slurry in the second grouting interval gradually increases, the pressure in the second grouting interval gradually increases until the plastic ring on the outer wall of the outer sleeve is crushed. At this time, the slurry will produce filling, penetration, compaction and splitting flow along the stratum structure. At this time, since the slurry supply amount is less than the input amount, the pressure will automatically return to a balanced state. Under the action of pressure, the subsequent slurry causes the splitting cracks to continue to extend outward, and the slurry forms a consolidated body in the soil, thereby increasing the stratum strength, reducing the stratum permeability, and ensuring that the shield passing through the reinforced body does not cause excessive surface settlement.

[0038] Preferably, the first grouting cylinder is provided with a first annular groove at both upper and lower side walls for the first rubber ring to extend into; the second grouting cylinder is provided with a second annular groove at both upper and lower side walls for the second rubber ring to extend into.

[0039] With the present invention, the installer can put the first rubber ring into the first annular groove and the second rubber ring into the second annular groove, thereby facilitating the installer to fix the first rubber ring and the second rubber ring on the side walls of the first grouting cylinder and the second grouting cylinder respectively. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 This is a schematic diagram of the tooling body in Example 1.

[0041] Figure 2 Schematic diagram of the outer sleeve and grouting core pipe in Example 1.

[0042] Figure 3 This is a cross-sectional view of the tooling body in Example 1.

[0043] Figure 4 This is a schematic diagram of the first grouting interval in Example 1.

[0044] Figure 5 Schematic diagram of the grouting core tube in Example 1.

[0045] Figure 6 This is a schematic diagram of the grouting head in Example 1.

[0046] Figure 7 Schematic diagram of the first annular groove and the second annular groove in Example 1.

[0047] Figure 8 This is an exploded view of the outer sleeve in Example 1.

[0048] Figure 9 This is an exploded view of the first sub-sleeve and the second sub-sleeve in Example 1. DETAILED DESCRIPTION

[0049] In order to further understand the content of the present invention, the present invention is described in detail with reference to the embodiments. It should be understood that the embodiments are merely for explanation of the present invention and are not intended to limit the present invention.

[0050] Example 1

[0051] This embodiment provides a pre-reinforcement construction method for a shield machine passing under a railway bridge, comprising the following steps:

[0052] S1. Determine the center position of the steel pipe pile

[0053] Under the bridge, steel pipe piles are placed at intervals on both sides of the shield machine along its forward direction. The pile locations are then staked out using a total station to determine the center positions of the steel pipe piles.

[0054] S2. Steel pipe drilling and soil excavation

[0055] Move the full-rotation follow-up drilling rig to the steel pipe pile installation point, first press in the first section of steel pipe, and use the full-rotation follow-up drilling rig to drill the first section of steel pipe into the soil. Then use the grab bucket to take soil from the first section of steel pipe. While grabbing the soil, rotate and press down the first section of steel pipe. After the first section of steel pipe is completely pressed into the soil, press in the second section of steel pipe, the third section of steel pipe, and so on, in sequence until the steel pipe pile reaches the designed hole bottom elevation;

[0056] S3. Pouring concrete into steel pipe piles

[0057] After drilling to the designed elevation, check the depth and verticality of the hole, remove the loose soil at the bottom of the hole, pour concrete after the inspection is qualified, and wait for the concrete to solidify to form a steel pipe pile;

[0058] S4, forming a curtain

[0059] A plurality of holes arranged at intervals are drilled between two adjacent steel pipe piles, and the drilling depth is consistent with the height of the steel pipe piles; after the holes are drilled, a grouting tool is placed in the holes for grouting, and the grouting tool comprises an outer sleeve 210 and a grouting core pipe 220; the outer sleeve 210 is spliced ​​by a plurality of first sub-sleeves 110 and second sub-sleeves 120; the second sub-sleeve 120 is longer than the first sub-sleeve 110; the side walls of the first sub-sleeve 110 and the second sub-sleeve 120 are respectively provided with a first grouting hole 140 and a second grouting hole 130; the grouting core pipe 220 comprises a grouting pipe 510 and a grouting head 610 connected to one end of the grouting pipe 510;

[0060] First, the construction workers sample the soil layer around the borehole, and then analyze the soil layer to determine the difficulty of slurry infiltration in different soil layers; then, the first sub-sleeve 110 and the second sub-sleeve 120 are spliced ​​in sequence, and the first sub-sleeve 110 and the second sub-sleeve 120 are corresponding to the difficulty of slurry infiltration in the soil layer. For example, the area where the soil layer is difficult to infiltrate slurry corresponds to the shorter first sub-sleeve 110; the area where the soil layer is easy to infiltrate slurry corresponds to the second sub-sleeve 120; then, the spliced ​​outer sleeve 210 is inserted into the borehole. , then insert the grouting core tube 220 into the bottom of the outer sleeve 210, and then connect the outer sleeve 210 to the grouting machine; during grouting, the construction personnel gradually lift the grouting tube 510 upwards, and the grouting head 610 passes through the first sub-sleeve 110 and the second sub-sleeve 120 respectively, and grouting the first sub-sleeve 110 and the second sub-sleeve 120 in sections through the grouting machine; the slurry penetrates into the soil layer through the first grouting hole 140 and the second grouting hole 130, and connects the soil layer between the two adjacent boreholes into one piece, forming a curtain.

[0061] Through this embodiment, when the curtains are formed, the shield machine passes between the two curtains, and the curtains reinforce the soil layers on both sides of the shield machine, thereby reducing the vibration of the soil layer around the bridge pier when the shield machine passes under the operating high-speed railway line. This prevents excessive vibration amplitude of the soil layer, which causes the soil layer around the bridge pier to sink, and ultimately causes the bridge pier to sink and collapse.

[0062] During the curtain formation process, the first sub-sleeve 110 and the second sub-sleeve 120 are arranged to correspond to soil layers with different permeabilities, and then the first sub-sleeve 110 and the second sub-sleeve 120 are sequentially grouted through the grouting core tube 220, using segmented grouting. This allows the slurry to penetrate more and more easily into the soil layer, thereby effectively improving the overall structural strength of the curtain. At the same time, the outer sleeve 210 can adapt to grouting in different soil layers.

[0063] When the outer sleeve 210 is lowered into the drill hole, a plastic ring may be placed on the outer wall of the outer sleeve 210 to seal the first grouting holes 140 and the second grouting holes 130 on the first sub-sleeve 110 and the second sub-sleeve 120, thereby preventing the soil in the drill hole from entering the outer sleeve 210 through the first grouting holes 140 and the second grouting holes 130 when the outer sleeve 210 is lowered.

[0064] After the outer sleeve 210 is inserted into the drill hole, the construction personnel insert the grouting core tube 220 into the outer sleeve 210, and connect one end of the grouting core tube 220 to the grouting machine; when the grouting machine delivers the slurry to the grouting head 610, the slurry flows out from the grouting head 610; when the second sub-grouting head 660 is located in the second sub-sleeve 120, the slurry flows into the second grouting interval from the fourth grouting hole 680 on the second grouting tube 670. When the slurry in the second grouting interval gradually increases, the second grouting area The pressure in the space gradually increases until the plastic ring on the outer wall of the outer sleeve 210 is crushed. At this time, the slurry will flow along the ground structure to fill, penetrate, compact, and split. At this time, since the amount of slurry supplied is less than the amount of slurry entering, the pressure will automatically return to a balanced state. Under the action of pressure, the subsequent slurry causes the splitting cracks to continue to extend outward, and the slurry forms a consolidated body in the soil, thereby increasing the ground strength and reducing the ground permeability, ensuring that the shield passing through the reinforced body does not cause excessive surface settlement.

[0065] When the grouting head 610 is located in the first sub-sleeve 110, the construction personnel need to replace the first sub-grouting head 230, and the slurry flows into the first grouting interval 410 from the third grouting hole 420 on the first grouting tube 630. When the slurry in the first grouting interval 410 gradually increases, the pressure in the first grouting interval 410 gradually increases until the plastic ring on the outer wall of the outer sleeve 210 is crushed. At this time, the slurry will fill, penetrate, compact, and split along the formation structure.

[0066] The construction workers replaced the first sub-grouting head 610 and the second sub-grouting head 660 according to the first sub-sleeve 110 and the second sub-sleeve 120, respectively, so that the third grouting hole 420 and the fourth grouting hole 680 on the first sub-grouting head 230 and the second sub-grouting head 660 are aligned with the first grouting hole 140 and the second grouting hole 130 on the first sub-sleeve 110 and the second sub-sleeve 120. The aligned third grouting hole 420, the fourth grouting hole 680 and the first grouting hole 140 and the second grouting hole 130 help to control the flow direction of the slurry, so that it can reach the position that needs to be reinforced or blocked more accurately, thereby improving the accuracy and reliability of grouting; at the same time, the alignment design reduces the grouting resistance, makes the slurry flow smoother, shortens the construction period, and reduces the project cost.

[0067] In this embodiment, after the curtain is formed, concrete is filled into the outer sleeve 210 and the concrete is allowed to solidify.

[0068] Through this embodiment, the concrete is solidified and fills the inner space of the outer sleeve 210 , thereby enhancing the overall structural strength of the outer sleeve 210 .

[0069] In this embodiment, after the concrete solidifies, the construction workers dig a foundation pit on the ground, set up a mold in the foundation pit, pour concrete into the mold, and form a crown beam after the concrete solidifies, so that the crown beam is connected to the curtain.

[0070] Through this embodiment, the crown beam support of the steel pipe pile can effectively prevent the horizontal and longitudinal displacement of the steel pipe pile due to uneven settlement in the sand and gravel strata, reduce the disturbance caused by construction to the high-speed railway bridge piers, connect all the pile heads with crown beams, and set concrete supports between the two rows of crown beams to form an integral structure, thereby improving the overall stability and safety.

[0071] In this embodiment, in step S2, the verticality of each section of steel pipe is tested after it is pressed into the soil. If it fails, correction adjustments are made. If it passes, the next section of steel pipe is pressed down.

[0072] This embodiment can prevent the steel pipe from being released and deflected when the steel pipe is pressed down, thereby preventing the entire steel pipe pile from tilting.

[0073] In this embodiment, in step S2, after the first section of the steel pipe is completely pressed into the soil, the next section of the steel pipe is connected by welding.

[0074] This embodiment facilitates sealing connection between all steel pipes when lowering steel pipes to form steel pipe piles, thereby preventing gaps between the steel pipes from causing water seepage into the steel pipe piles.

[0075] In this embodiment, in step S4, the grouting head 610 includes a first sub-grouting head 230 and a second sub-grouting head 660 used in conjunction with the first sub-sleeve 110 and the second sub-sleeve 120, respectively; the first sub-grouting head 230 includes a first grouting tube 630, and a third grouting hole 420 flush with the first grouting hole 140 is provided on the side wall of the first grouting tube 630. First rubber rings 430 are provided at both ends of the first grouting tube 630, and a grouting interval 410 is formed between the first rubber ring 430 and the inner side wall of the first sub-sleeve 110; during grouting, the slurry flows out from the third grouting hole 420 into the grouting interval 410. When the slurry pressure in the grouting interval 410 is too high, it flows out through the second grouting hole 130 and seeps into the soil layer;

[0076] The second sub-grouting head 660 includes a second grouting barrel 670; second rubber rings 650 are respectively provided at both ends of the second grouting barrel 670; fourth grouting holes 680 are respectively provided at the side walls of the second grouting barrel 670; when the grouting head 230 needs to pass through the second sub-sleeve 120, the construction personnel replace the second sub-grouting head 660, and then repeat the above grouting steps.

[0077] Through this embodiment, construction personnel can select the corresponding first sub-sleeve 110 and second sub-sleeve 120 and the corresponding first sub-grouting head 230 and second sub-grouting head 660 according to different soil layers; so that the outer sleeve 210 can adapt to grouting of different soil layers and can better improve the structural strength of the soil layer after grouting.

[0078] This embodiment provides a grouting tool for use in step 4 of a pre-reinforcement construction method for a shield machine passing under a railway bridge. The tool includes a tool body 100, the tool body 100 including an outer sleeve 210 and a grouting core pipe 220 extending into the outer sleeve 210; the outer sleeve 210 includes a first sub-sleeve 110 and a second sub-sleeve 120 connected in sequence along the length of the drilled hole; the first sub-sleeve 110 and the second sub-sleeve 120 are respectively provided with a first grouting hole 140 and a second grouting hole 130 on their side walls;

[0079] The grouting core tube 220 includes a grouting tube 510 and a grouting head 610 connected to one end of the grouting tube 510 ; the grouting head 610 includes a first sub-grouting head 230 for cooperating with the first sub-sleeve 110 , and a second sub-grouting head 660 for cooperating with the second sub-sleeve 120 .

[0080] Through this embodiment, the construction workers connect the first sub-sleeve 110 and the second sub-sleeve 120 to form an outer sleeve 210 to correspond to soil layers with different permeabilities, and then grout the first sub-sleeve 110 and the second sub-sleeve 120 in sequence through the grouting core pipe 220, using segmented grouting; this allows the slurry to penetrate into the soil layer more and more easily, thereby better improving the structural strength of the soil layer; reducing the disturbance of the surrounding soil layer when the shield machine passes under the bridge; and at the same time, allowing the outer sleeve 210 to adapt to grouting of different soil layers.

[0081] In this embodiment, the first sub-grouting head 230 includes a first grouting barrel 630, and a third grouting hole 420 corresponding to the first grouting hole 140 is provided on the side wall of the first grouting barrel 630; first rubber rings 430 are respectively provided at both ends of the first grouting barrel 630, and the first rubber ring 430, the first sub-sleeve 110 and the first grouting barrel 630 together constitute a first grouting interval 410 connected to the first grouting hole 140.

[0082] Through this embodiment, when the grouting head 610 is located in the first sub-sleeve 110, the construction personnel need to replace the first sub-grouting head 230, and the slurry flows from the third grouting hole 420 on the first grouting tube 630 into the first grouting interval 410. When the slurry in the first grouting interval 410 gradually increases, the pressure in the first grouting interval 410 gradually increases until the plastic ring on the outer wall of the outer sleeve 210 is crushed. At this time, the slurry will produce filling, penetration, compaction, and splitting flow along the stratum structure, allowing the slurry to penetrate smoothly into the soil layer.

[0083] In this embodiment, the second sub-grouting head 660 includes a second grouting barrel 670; second rubber rings 650 are respectively provided at both ends of the second grouting barrel 670; fourth grouting holes 680 corresponding to the second grouting holes 130 are respectively provided on the side walls of the second grouting barrel 670; the second rubber ring 650, the second sub-sleeve 120 and the second grouting barrel 670 together constitute a second grouting interval connected to the second grouting hole 130.

[0084] Through this embodiment, when the second sub-grouting head 660 is located in the second sub-sleeve 120, the slurry flows into the second grouting interval from the fourth grouting hole 680 on the second grouting barrel 670. When the slurry in the second grouting interval gradually increases, the pressure in the second grouting interval gradually increases until the plastic ring on the outer wall of the outer sleeve 210 is crushed. At this time, the slurry will produce filling, penetration, compaction, and splitting flow along the stratum structure. At this time, since the slurry supply is less than the input amount, the pressure will automatically return to a balanced state. Under the action of pressure, the subsequent slurry causes the splitting cracks to continue to extend outward, and the slurry forms a consolidated body in the soil, thereby increasing the stratum strength, reducing the stratum permeability, and ensuring that the shield passing through the reinforced body does not cause excessive surface settlement.

[0085] In this embodiment, first annular grooves 710 for the first rubber ring 430 to extend into are provided at the upper and lower side walls of the first grouting cylinder 630 ; second annular grooves 720 for the second rubber ring 650 to extend into are provided at the upper and lower side walls of the second grouting cylinder 670 .

[0086] Through this embodiment, the installer can put the first rubber ring 430 into the first annular groove 710 and the second rubber ring 650 into the second annular groove 720, so as to facilitate the installer to fix the first rubber ring 430 and the second rubber ring 650 on the side walls at both ends of the first grouting tube 630 and the second grouting tube 670 respectively.

[0087] The first sub-sleeve 110 and the second sub-sleeve 120 are both provided with a first connecting ring at the upper end, and the outer side wall of the first connecting ring is provided with a thread, and the lower ends of the first sub-sleeve 110 and the second sub-sleeve 120 are respectively provided with a first thread groove 910 and a second thread groove 920; the construction personnel connect the first sub-sleeve 110 or the second sub-sleeve 120, or connect the first sub-sleeve 110 and the second sub-sleeve 120 by screwing the first connecting ring into the first thread groove 910 or the second thread groove 920; thereby facilitating the construction personnel to connect the first sub-sleeve 110 and the second sub-sleeve 120 to form an outer sleeve 210.

[0088] The second grouting barrel 670 and the first grouting barrel 630 are respectively provided with a second connecting ring 640 and a third connecting ring 620 at the upper ends; the second connecting ring 640 and the third connecting ring 620 are both provided with threads on the outer walls, and the lower end of the grouting pipe 510 is provided with an internal thread threadedly connected to the second connecting ring 640 and the third connecting ring 620, so as to facilitate construction personnel to replace the grouting head 610 on the grouting pipe 510.

[0089] It is easy to understand that those skilled in the art can combine, split, reorganize, etc. the embodiments of the present application based on one or several embodiments provided in the present application to obtain other embodiments, and these embodiments do not exceed the scope of protection of the present application.

[0090] The above is a schematic description of the present invention and its embodiments, which is not restrictive. The embodiments shown in the embodiments are only part of the embodiments of the present invention, and the actual structure is not limited thereto. Therefore, if a person skilled in the art is inspired by the above and, without departing from the purpose of the present invention, designs a structure and embodiment similar to the technical solution without creatively designing, they shall fall within the scope of protection of the present invention.

Claims

1. A pre-reinforcement construction method for a shield machine passing under a railway bridge, comprising the following steps: S1. Determine the center position of the steel pipe pile Under the bridge, steel pipe piles are placed at intervals on both sides of the shield machine along its forward direction. The pile locations are then staked out using a total station to determine the center positions of the steel pipe piles. S2. Steel pipe drilling and soil excavation Move the full-rotation follow-up drilling rig to the pile point of the steel pipe pile, first press in the first section of steel pipe, and use the full-rotation follow-up drilling rig to make the first section of steel pipe drilled into the soil. Then use the grab bucket to take soil from the first section of steel pipe. While grabbing the soil, rotate and press down the first section of steel pipe. After the first section of steel pipe is completely pressed into the soil, press in the second section of steel pipe and the third section of steel pipe in turn until the steel pipe pile reaches the designed hole bottom elevation; S3. Pouring concrete into steel pipe piles After drilling to the designed elevation, check the depth and verticality of the hole, remove the loose soil at the bottom of the hole, pour concrete after the inspection is qualified, and wait for the concrete to solidify to form a steel pipe pile; S4, forming a curtain A plurality of holes arranged at intervals are drilled between two adjacent steel pipe piles, and the depth of the holes is consistent with the height of the steel pipe piles; after the holes are drilled, a grouting tool is placed in the holes for grouting, the grouting tool comprising an outer sleeve (210) and a grouting core pipe (220); the outer sleeve (210) is formed by splicing a plurality of first sub-sleeves (110) and second sub-sleeves (120); the second sub-sleeve (120) is longer than the first sub-sleeve (110); the first sub-sleeve (110) and the second sub-sleeve (120) are respectively provided with a first grouting hole (140) and a second grouting hole (130) on their side walls; the grouting core pipe (220) comprises a grouting pipe (510) and a grouting head (610) connected to one end of the grouting pipe (510); First, the construction workers sample the soil layer around the borehole, and then analyze the soil layer to determine the difficulty of slurry infiltration in different soil layers; then, the first sub-sleeve (110) and the second sub-sleeve (120) are sequentially spliced, and the first sub-sleeve (110) and the second sub-sleeve (120) are corresponding to the difficulty of slurry infiltration in the soil layer. The area where the soil layer is difficult to infiltrate the slurry corresponds to the shorter first sub-sleeve (110); the area where the soil layer is easy to infiltrate the slurry corresponds to the second sub-sleeve (120); then, the spliced ​​outer sleeve (210) is inserted into the borehole, and the injection is then placed. The slurry core pipe (220) is inserted into the bottom of the outer sleeve (210), and then the outer sleeve (210) is connected to the grouting machine; during grouting, the construction personnel gradually lift the grouting pipe (510) upwards, and the grouting head (610) passes through the first sub-sleeve (110) and the second sub-sleeve (120) respectively, and the first sub-sleeve (110) and the second sub-sleeve (120) are grouted in sections by the grouting machine; the slurry penetrates into the soil layer through the first grouting hole (140) and the second grouting hole (130), and connects the soil layer between the two adjacent drill holes into one piece, forming a curtain.

2. The pre-reinforcement construction method for a shield machine passing under a railway bridge according to claim 1, characterized in that: After the curtain is formed, concrete is filled into the outer sleeve (210) and the concrete is allowed to solidify.

3. The pre-reinforcement construction method for a shield machine passing under a railway bridge according to claim 2, characterized in that: After the concrete solidifies, the construction workers dig a foundation pit on the ground, set up a mold in the foundation pit, pour concrete in the mold, and form a crown beam after the concrete solidifies, connecting the crown beam to the curtain.

4. The pre-reinforcement construction method for a shield machine passing under a railway bridge according to claim 1, characterized in that: In step S2, the verticality of each section of steel pipe is tested after it is pressed into the soil. If it fails, correction adjustments are made. If it passes, the next section of steel pipe is pressed down.

5. The pre-reinforcement construction method for a shield machine passing under a railway bridge according to claim 1, characterized in that: In step S2, after the first section of the steel pipe is completely pressed into the soil, the next section of the steel pipe is connected by welding.

6. The pre-reinforcement construction method for a shield machine passing under a railway bridge according to claim 1, characterized in that: In step S4, the grouting head (610) includes a first sub-grouting head (230) and a second sub-grouting head (660) respectively used in conjunction with the first sub-sleeve (110) and the second sub-sleeve (120); the first sub-grouting head (230) includes a first grouting tube (630), a third grouting hole (420) flush with the first grouting hole (140) is provided on the side wall of the first grouting tube (630), and first rubber rings (430) are provided at both ends of the first grouting tube (630), and a grouting interval (410) is formed between the first rubber ring (430) and the inner side wall of the first sub-sleeve (110); during grouting, the slurry flows out from the third grouting hole (420) into the grouting interval (410), and when the slurry pressure in the grouting interval (410) is too high, it flows out through the second grouting hole (130) and seeps into the soil layer; The second sub-grouting head (660) includes a second grouting barrel (670); second rubber rings (650) are respectively provided at both ends of the second grouting barrel (670); and fourth grouting holes (680) are respectively provided at the side walls of the second grouting barrel (670); when the grouting head (610) needs to pass through the second sub-sleeve (120), the construction personnel replace the second sub-grouting head (660) and then repeat the above-mentioned grouting steps.

7. A grouting tool, used in step 4 of the pre-reinforcement construction method for a shield machine passing under a railway bridge as claimed in claim 1, characterized in that: The tooling body (100) includes an outer sleeve (210) and a grouting core tube (220) extending into the outer sleeve (210); the outer sleeve (210) includes a first sub-sleeve (110) and a second sub-sleeve (120) connected in sequence along the length direction of the drill hole; the first sub-sleeve (110) and the second sub-sleeve (120) are respectively provided with a first grouting hole (140) and a second grouting hole (130) on their side walls; The grouting core tube (220) comprises a grouting tube (510) and a grouting head (610) connected to one end of the grouting tube (510); the grouting head (610) comprises a first sub-grouting head (230) for cooperating with the first sub-sleeve (110), and a second sub-grouting head (660) for cooperating with the second sub-sleeve (120).

8. A grouting tool according to claim 7, characterized in that: The first sub-grouting head (230) comprises a first grouting barrel (630), and a third grouting hole (420) corresponding to the first grouting hole (140) is provided on the side wall of the first grouting barrel (630); first rubber rings (430) are provided at both ends of the first grouting barrel (630), and the first rubber ring (430), the first sub-sleeve (110) and the first grouting barrel (630) together constitute a first grouting section (410) communicating with the first grouting hole (140).

9. The grouting tool according to claim 7, characterized in that: The second sub-grouting head (660) comprises a second grouting barrel (670); second rubber rings (650) are respectively provided at both ends of the second grouting barrel (670); fourth grouting holes (680) corresponding to the second grouting holes (130) are respectively provided on the side walls of the second grouting barrel (670); the second rubber ring (650), the second sub-sleeve (120) and the second grouting barrel (670) together constitute a second grouting section communicating with the second grouting hole (130).

10. The grouting tool according to claim 7, characterized in that: The first grouting cylinder (630) is provided with first annular grooves (710) at both upper and lower sidewalls for the first rubber ring (430) to extend into; and the second grouting cylinder (670) is provided with second annular grooves (720) at both upper and lower sidewalls for the second rubber ring (650) to extend into.

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