Pre-reinforcement construction method and grouting tool for shield tunneling machine to pass through railway bridge downwards

Abstract

The invention relates to the technical field of a shield tunneling machine underneath passing railway bridge, and particularly discloses a pre-reinforcement construction method for a shield tunneling machine underneath passing railway bridge and a grouting tool. The construction method comprises the steps that S1, the center position of the steel pipe pile is determined; s2, steel pipe drilling and soil taking and hole forming; s3, concrete is poured into the steel pipe piles; s4, forming a curtain; soil layers on the two sides of the shield tunneling machine are reinforced through the curtains, and therefore vibration of the shield tunneling machine on the soil layers around the bridge pier when the shield tunneling machine penetrates through a business line high-speed railway is reduced. The tool comprises a tool body, and the tool body comprises an outer sleeve and a grouting core pipe. The outer sleeve comprises a first sub-sleeve and a second sub-sleeve; a third grouting hole and a fourth grouting hole are formed in the side wall of the first sub-sleeve and the side wall of the second sub-sleeve correspondingly. The grouting core pipe comprises a grouting pipe and a grouting head; the structural strength of the soil layer can be better improved; the disturbance to the surrounding soil layer when the shield tunneling machine penetrates through the lower part of the bridge is reduced; and meanwhile, the outer sleeve can adapt to grouting of different soil layers.

Description

Technical Field

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

[0002] During the shield construction process, it is inevitable to pass through ground buildings, municipal roads, highways, operating high-speed railways, underground pipelines, etc. In order to ensure the safety and stability of the shield through various structures, it is necessary to reinforce the area where the shield passes, and ground grouting reinforcement is generally used; however, when the shield machine passes under the operating high-speed railway, ground grouting reinforcement can often only consolidate the ground. When the shield machine passes under the high-speed railway bridge, the soil under the high-speed railway bridge is greatly disturbed. It is difficult to ensure that the shield machine only consolidates the ground when passing under the operating high-speed railway. The disturbance of the bridge piers is not large, and when the disturbance is large, it is easy to cause the viaduct piers to break and the viaduct collapse. Summary of the invention

[0003] The 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: S1. Determine the center position of the steel pipe pile Under the bridge, along the forward direction of the shield machine, steel pipe piles are arranged at intervals on both sides of the shield machine, and then the pile positions are measured on the spot using a total station to determine the center position of the steel pipe piles; S2. Steel pipe drilling and soil drilling Move the full-rotation follow-up drilling rig to the steel pipe pile lowering point, first press in the first section of the steel pipe, and use the full-rotation follow-up drilling rig to make the first section of the steel pipe drilled into the soil, then use the grab bucket to take soil from the first section of the steel pipe, while grabbing the soil, rotate and press down the first section of the steel pipe, after the first section of the steel pipe is completely pressed into the soil, press in the second section of the steel pipe, the third section of the steel pipe, etc. 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, and the grouting tool comprises an outer sleeve and a grouting core tube; 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 first sub-sleeve and the second sub-sleeve are respectively provided with a first grouting hole and a second grouting hole on the side walls; the grouting core tube comprises a grouting tube and a grouting head connected to one end of the grouting tube; First, the construction workers take samples of the soil layer around the borehole, and then analyze the soil layer to determine the difficulty of slurry infiltration into different soil layers; then, the first sub-sleeve and the second sub-sleeve are spliced ​​in sequence, and the first sub-sleeve and the second sub-sleeve are matched according to the difficulty of slurry infiltration into the soil layer. For example, the area where the soil layer is 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 is inserted into the borehole, and then the grouting core pipe is inserted into the bottom of the outer sleeve, and then the outer sleeve is connected to the grouting machine; during grouting, the construction workers gradually lift the grouting pipe upwards, and the grouting head passes through the first sub-sleeve and the second sub-sleeve respectively, and the first sub-sleeve and the second sub-sleeve are grouted in sections through the grouting machine; the slurry infiltrates into the soil layer through the first grouting hole and the second grouting hole, and connects the soil layer between the two adjacent boreholes into one piece to form a curtain.

[0005] Through the present invention, after the curtains are formed, the shield machine passes through the two curtains, and the soil layers on both sides of the shield machine are reinforced by the curtains, thereby reducing the vibration of the soil layer around the bridge pier when the shield machine passes under the operating high-speed railway line; avoiding excessive vibration amplitude of the soil layer, causing the soil layer around the bridge pier to sink, and finally causing the bridge pier to sink, resulting in the collapse of the bridge pier; In the process of forming the curtain, the first sub-sleeve and the second sub-sleeve are used to correspond to soil layers with different permeabilities, and then the first sub-sleeve and the second sub-sleeve are grouted in sequence through the grouting core tube, and segmented grouting is adopted; so that the slurry can penetrate into the soil layer more and more easily, thereby better improving the overall structural strength of the curtain; at the same time, the outer sleeve can adapt to grouting of different soil layers; When the outer sleeve is lowered into the borehole, a plastic ring may be put on the outer wall of the outer sleeve, and 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, so as to prevent the soil in the borehole from entering the outer sleeve through the first grouting hole and the second grouting hole when the outer sleeve is lowered; After the outer sleeve is inserted into the borehole, the construction personnel 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 into the second grouting interval from the fourth grouting hole on the second grouting tube. 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 flow along the stratum structure to fill, penetrate, compact, and split. 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. 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 formation structure.

[0006] The construction workers replace 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 and second grouting hole help to control the flow direction of the slurry, so that it can more accurately reach the position that needs to be reinforced or blocked, 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.

[0007] Preferably, after the curtain is formed, concrete is filled into the outer sleeve and the concrete is allowed to solidify.

[0008] Through the present invention, the concrete is consolidated to fill the inner space of the outer sleeve, thereby enhancing the overall structural strength of the outer sleeve.

[0009] 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 in the mold, and form a crown beam after the concrete solidifies, so that the crown beam is connected to the curtain.

[0010] 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 piers, connect all the pile heads with the crown beam, and set concrete supports between the two rows of crown beams to form an integral structure, thereby improving the overall stability and safety.

[0011] Preferably, in step S2, the verticality of each section of steel pipe is tested after it is pressed into the soil. If it fails, correction adjustment is performed. If it passes, the next section of steel pipe is pressed down.

[0012] The present invention can prevent the steel pipe from being released and deviated when the steel pipe is pressed down, thereby preventing the entire steel pipe pile from tilting.

[0013] 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.

[0014] 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.

[0015] Preferably, in step S4, the grouting head includes a first sub-grouting head and a second sub-grouting head respectively used in conjunction with the first sub-sleeve and the second sub-sleeve; the first sub-grouting head includes a first grouting tube, a third grouting hole flush with the first grouting hole is provided at the side wall of the first grouting tube, first rubber rings are respectively provided at both ends of the first grouting tube, 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 large, it flows out through the second grouting hole and penetrates into the soil layer; 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.

[0016] Through the present invention, construction personnel can select the corresponding first sub-sleeve and the second sub-sleeve and the corresponding first sub-grouting head and the 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.

[0017] The present invention provides a grouting tool, which is used in step 4 of a pre-reinforcement construction method for a shield machine passing under a railway bridge, and 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 drill hole; a third grouting hole and a fourth grouting hole are respectively arranged on the side walls of the first sub-sleeve and the second sub-sleeve; The grouting core tube comprises a grouting tube and a grouting head connected to one end of the grouting tube; the grouting head comprises 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.

[0018] 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; so that the slurry can 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, the outer sleeve can adapt to grouting of different soil layers.

[0019] Preferably, the first sub-grouting head includes a first grouting cylinder, and a third grouting hole corresponding to the first grouting hole is provided on the side wall of the first grouting cylinder; first rubber rings are respectively provided at both ends of the first grouting cylinder, and the first rubber ring, the first sub-sleeve and the first grouting cylinder together constitute a first grouting interval connected to the first grouting hole.

[0020] 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.

[0021] 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.

[0022] 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 flow along the stratum structure to fill, penetrate, compact, and split. 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.

[0023] Preferably, the first grouting cylinder is provided with a first annular groove for the first rubber ring to extend into at both the upper and lower side walls of the first grouting cylinder; and the second grouting cylinder is provided with a second annular groove for the second rubber ring to extend into at both the upper and lower side walls of the second grouting cylinder.

[0024] With the present invention, the installer can put the first rubber ring in the first annular groove and the second rubber ring in the second annular groove, so that the installer can fix the first rubber ring and the second rubber ring on the side walls at both ends of the first grouting cylinder and the second grouting cylinder respectively. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 This is a schematic diagram of the tooling body in Example 1.

[0026] Figure 2 Schematic diagram of the outer sleeve and the grouting core tube in Example 1.

[0027] Figure 3 This is a cross-sectional view of the tooling body in Example 1.

[0028] Figure 4 This is a schematic diagram of the first grouting interval in Example 1.

[0029] Figure 5 Schematic diagram of the grouting core tube in Example 1.

[0030] Figure 6 This is a schematic diagram of the grouting head in Example 1.

[0031] Figure 7 Schematic diagram of the first annular groove and the second annular groove in Example 1.

[0032] Figure 8 This is an exploded view of the outer sleeve in Example 1.

[0033] Fig. 9 This is an exploded view of the first sub-sleeve and the second sub-sleeve in Example 1. DETAILED DESCRIPTION

[0034] In order to further understand the content of the present invention, the present invention is described in detail in conjunction with the embodiments. It should be understood that the embodiments are only for explaining the present invention and are not intended to limit it.

[0035] Example 1 This embodiment provides 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, along the forward direction of the shield machine, steel pipe piles are arranged at intervals on both sides of the shield machine, and then the pile positions are measured on the spot using a total station to determine the center position of the steel pipe piles; S2. Steel pipe drilling and soil drilling Move the full-rotation follow-up drilling rig to the steel pipe pile lowering point, first press in the first section of the steel pipe, and use the full-rotation follow-up drilling rig to make the first section of the steel pipe drilled into the soil, then use the grab bucket to take soil from the first section of the steel pipe, while grabbing the soil, rotate and press down the first section of the steel pipe, after the first section of the steel pipe is completely pressed into the soil, press in the second section of the steel pipe, the third section of the steel pipe, etc. 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, and the grouting tool comprises an outer sleeve 210 and a grouting core tube 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 the side walls; the grouting core tube 220 comprises a grouting pipe 510 and a grouting head 610 connected to one end of the grouting pipe 510; First, the construction personnel sample the soil layer around the borehole, and then analyze the soil layer to determine the difficulty of slurry penetration 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 correspond to the difficulty of slurry penetration in the soil layer. For example, the area where the soil layer is difficult to penetrate with slurry corresponds to the shorter first sub-sleeve 110; the area where the soil layer is easy to penetrate with slurry corresponds to the second sub-sleeve 120; then, the spliced ​​outer sleeve 210 is inserted into the borehole. , and 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 up the grouting tube 510, 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 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 to form a curtain.

[0036] Through this embodiment, when the curtains are formed, the shield machine passes through the two curtains, and the soil layers on both sides of the shield machine are reinforced by the curtains, thereby reducing the vibration of the soil layer around the bridge pier when the shield machine passes under the operating high-speed railway line; avoiding excessive vibration amplitude of the soil layer, causing the soil layer around the bridge pier to sink, and finally causing the bridge pier to sink, resulting in the collapse of the bridge pier; In the process of forming the curtain, the first sub-sleeve 110 and the second sub-sleeve 120 correspond to soil layers with different permeabilities, and then the first sub-sleeve 110 and the second sub-sleeve 120 are grouted in sequence through the grouting core tube 220, and segmented grouting is adopted; so that the slurry can penetrate into the soil layer more and more easily, thereby better improving the overall structural strength of the curtain; at the same time, the outer sleeve 210 can adapt to grouting of different soil layers; When the outer sleeve 210 is lowered into the borehole, a plastic ring may be put on the outer wall of the outer sleeve 210. The plastic ring is used to block the first grouting hole 140 and the second grouting hole 130 on the first sub-sleeve 110 and the second sub-sleeve 120 to prevent the soil in the borehole from entering the outer sleeve 210 through the first grouting hole 140 and the second grouting hole 130 when the outer sleeve 210 is lowered. 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 stratum structure to fill, penetrate, compact, and split. 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 and reducing the stratum permeability, ensuring that the shield passing through the reinforced body does not cause excessive surface settlement; 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.

[0037] The construction personnel replace the first sub-grouting head 610 and the second sub-grouting head 660 according to the first sub-sleeve 110 and the second sub-grouting head 660 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.

[0038] In this embodiment, after the curtain is formed, concrete is filled into the outer sleeve 210 and the concrete is allowed to solidify.

[0039] 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 .

[0040] 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 in the mold, and form a crown beam after the concrete solidifies, so that the crown beam is connected to the curtain.

[0041] 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 sandy and gravel strata, reduce the disturbance caused by the construction to the high-speed railway piers, connect all the pile heads with the crown beam, and set concrete supports between the two rows of crown beams to form an integral structure, thereby improving the overall stability and safety.

[0042] In this embodiment, in step S2, the verticality of each section of steel pipe needs to be tested after it is pressed into the soil. If it fails, correction adjustment is performed, and if it passes, the next section of steel pipe is pressed down.

[0043] This embodiment can prevent the steel pipe from being released and deviated when the steel pipe is pressed down, thereby preventing the entire steel pipe pile from tilting.

[0044] 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.

[0045] Through this embodiment, when lowering steel pipes to form steel pipe piles, all steel pipes can be sealed and connected to prevent gaps between steel pipes and water seepage into the steel pipe piles.

[0046] 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, a third grouting hole 420 flush with the first grouting hole 140 is provided at 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 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 large, it flows out through the second grouting hole 130 and penetrates into the soil layer; The second sub-grouting head 660 includes a second grouting cylinder 670; second rubber rings 650 are respectively provided at both ends of the second grouting cylinder 670; fourth grouting holes 680 are respectively provided at the side walls of the second grouting cylinder 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.

[0047] 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.

[0048] The present embodiment provides a grouting tool, which is used in step 4 of a pre-reinforcement construction method for a shield machine passing under a railway bridge, and includes a tool body 100, the tool body 100 includes 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 direction of the drill hole; the first sub-sleeve 110 and the second sub-sleeve 120 are respectively provided with a third grouting hole 420 and a fourth grouting hole 680 on the side walls; 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 .

[0049] 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; so that the slurry can 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, the outer sleeve 210 can adapt to grouting of different soil layers.

[0050] In this embodiment, the first sub-grouting head 230 includes a first grouting cylinder 630, and a third grouting hole 420 corresponding to the first grouting hole 140 is provided on the side wall of the first grouting cylinder 630; first rubber rings 430 are respectively provided at both ends of the first grouting cylinder 630, and the first rubber ring 430, the first sub-sleeve 110 and the first grouting cylinder 630 together constitute a first grouting interval 410 connected to the first grouting hole 140.

[0051] 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 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 generate filling, penetration, compaction, and splitting flow along the stratum structure, allowing the slurry to penetrate smoothly into the soil layer.

[0052] In this embodiment, the second sub-grouting head 660 includes a second grouting cylinder 670; second rubber rings 650 are respectively provided at both ends of the second grouting cylinder 670; fourth grouting holes 680 corresponding to the second grouting holes 130 are respectively provided on the side walls of the second grouting cylinder 670; the second rubber ring 650, the second sub-sleeve 120 and the second grouting cylinder 670 together constitute a second grouting interval connected to the second grouting hole 130.

[0053] 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 fill, penetrate, compact, and split along the formation structure. At this time, since the slurry supply is less than the entry 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 formation strength, reducing the formation permeability, and ensuring that the shield passing through the reinforced body does not cause excessive surface settlement.

[0054] In this embodiment, the first grouting cylinder 630 has first annular grooves 710 for the first rubber ring 430 to extend into at both ends of the side walls; the second grouting cylinder 670 has second annular grooves 720 for the second rubber ring 650 to extend into at both ends of the side walls.

[0055] 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 that the installer can 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.

[0056] The first sub-sleeve 110 and the second sub-sleeve 120 are each provided with a first connecting ring at the upper end, and threads are provided at the outer side walls of the first connecting rings. 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 at the lower ends. 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. This makes it convenient for the construction personnel to connect the first sub-sleeve 110 and the second sub-sleeve 120 to form an outer sleeve 210.

[0057] The second grouting cylinder 670 and the first grouting cylinder 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 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 the construction personnel to replace the grouting head 610 on the grouting pipe 510.

[0058] It is easy to understand that those skilled in the art can combine, split, reorganize, etc. the embodiments of the present application to obtain other embodiments based on one or several embodiments provided in the present application, and these embodiments do not exceed the protection scope of the present application.

[0059] The present invention and its implementation methods are described schematically above, and the description is not restrictive. The embodiments shown in the embodiments are only part of the implementation methods of the present invention, and the actual structure is not limited thereto. Therefore, if a person skilled in the art is inspired by the embodiments and designs a structure and an implementation method similar to the technical solution without creativity without departing from the purpose of the invention, they should all fall within the protection scope of the present invention.

Claims

1. A 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, along the forward direction of the shield machine, steel pipe piles are arranged at intervals on both sides of the shield machine, and then the pile positions are measured on the spot using a total station to determine the center position of the steel pipe piles; S2. Steel pipe drilling and soil drilling Move the full-rotation follow-up drilling rig to the steel pipe pile lowering point, first press in the first section of the steel pipe, and use the full-rotation follow-up drilling rig to make the first section of the steel pipe drilled into the soil, then use the grab bucket to take soil from the first section of the steel pipe, while grabbing the soil, rotate and press down the first section of the steel pipe, after the first section of the steel pipe is completely pressed into the soil, press in the second section of the steel pipe, the third section of the steel pipe, etc. 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 tube (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 tube (220) comprises a grouting tube (510) and a grouting head (610) connected to one end of the grouting tube (510); First, the construction personnel 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. For example, the soil layer that is difficult to infiltrate the slurry corresponds to the shorter first sub-sleeve (110); the soil layer that 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 injected. The grout 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 through the grouting machine. The grout penetrates into the soil layer through the first grouting hole (140) and the second grouting hole (130), and connects the soil layer between two adjacent boreholes into one piece, forming a curtain.

2. A 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. A 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 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 adjustment is performed. 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) comprises 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) comprises a first grouting tube (630); a third grouting hole (420) flush with the first grouting hole (140) is provided at the side wall of the first grouting tube (630); first rubber rings (430) are provided at both ends of the first grouting tube (630); a grouting interval (410) is formed between the first rubber ring (430) and the inner wall of the first sub-sleeve (110); during grouting, the slurry flows out from the third grouting hole (420) and enters 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 penetrates into the soil layer; 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); 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 a pre-reinforcement construction method for a shield machine passing under a railway bridge, characterized in that: The tooling body (100) comprises an outer sleeve (210) and a grouting core tube (220) extending into the outer sleeve (210); the outer sleeve (210) comprises a first sub-sleeve (110) and a second sub-sleeve (120) connected in sequence along the length direction of the borehole; a third grouting hole (420) and a fourth grouting hole (680) are respectively provided on the side walls of the first sub-sleeve (110) and the second sub-sleeve (120); 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 a first sub-sleeve (110), and a second sub-grouting head (660) for cooperating with a 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 cylinder (630), and a third grouting hole (420) corresponding to the first grouting hole (140) is provided on the side wall of the first grouting cylinder (630); first rubber rings (430) are provided at both ends of the first grouting cylinder (630), and the first rubber ring (430), the first sub-sleeve (110) and the first grouting cylinder (630) together constitute a first grouting section (410) that is in communication with the first grouting hole (140).

9. A 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 at 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 that communicates with the second grouting hole (130).

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

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