CN113389557A - Isolation structure of side-passing bridge pile of shield tunnel and shield tunnel structure assembly - Google Patents

Abstract

The embodiment of the application provides an isolation structure and shield tunnel structure assembly of bridge pile are worn to shield tunnel side. The isolation structure of the side-through bridge pile of the shield tunnel comprises two rows of isolation piles, a support connecting structure and a high-pressure jet grouting pile. And the two rows of isolation piles are used for being vertically inserted into soil on two sides of the shield tunnel respectively to form an isolation structure for the shield tunnel. The isolation piles are sequentially arranged along the length direction of the shield tunnel to form an isolation structure between the shield tunnel and the bridge pile. The supporting and connecting structure is arranged on the pile top of the isolation pile and is respectively connected with the pile top of each isolation pile so as to connect all the isolation piles into a unified whole. And the high-pressure jet grouting piles are filled between two rows of isolation piles outside the shield tunnel and are arranged along the length direction of the shield tunnel. By adopting the scheme in the application, the isolation effect is better, and the damage to the isolation pile and the influence on the bridge pile in the shield tunneling process can be effectively prevented.

Description

Isolation structure of side-passing bridge pile of shield tunnel and shield tunnel structure assembly

Technical Field

The application relates to a shield tunnel construction technology, in particular to an isolation structure of a side-through bridge pile of a shield tunnel and a shield tunnel structure assembly.

Background

The shield structure propulsion process can not avoid resulting in the uneven settlement of stratum, influences high-speed railway bridge pile foundation area, can produce the negative frictional resistance on high-speed railway bridge pile upper portion, reduces pile foundation bearing capacity, arouses the stake to subside. And the control requirement of the operation high-speed rail on the deformation caused by shield construction is extremely strict, and the deformation of the bridge abutment in the three-dimensional direction is required to be not more than 2 mm. At present, only shield tunnels with the magnitude of 6m or less are successfully penetrated through and operated on high-speed railway bridge pile foundations at home and abroad, and the shield tunneling and penetrating are carried out under the protection of isolation piles which are usually adopted as technical measures.

However, for a large-diameter shield exceeding 10m, displacement of a peripheral soil body is larger in the tunneling process, high-speed rail bridge piles are more affected, and deformation of a high-speed rail bridge abutment is difficult to control within 2mm by only arranging isolation piles at two sides of a shield tunnel, so that the method cannot be applied to large-diameter shield construction.

Disclosure of Invention

In order to solve one of the technical defects, the embodiment of the application provides an isolation structure of a side-through bridge pile of a shield tunnel and a shield tunnel structure assembly.

According to a first aspect of the embodiments of the present application, there is provided an isolation structure of a side-through bridge pile of a shield tunnel, including:

the two rows of isolation piles are vertically inserted into soil on two sides of the shield tunnel respectively to form an isolation structure for the shield tunnel, and the isolation piles are sequentially arranged along the length direction of the shield tunnel;

the support connecting structure is arranged at the pile tops of the isolation piles and is respectively connected with the pile top of each isolation pile so as to connect all the isolation piles into a unified whole;

and the high-pressure jet grouting piles are filled between the two rows of the isolation piles outside the shield tunnel and are arranged along the length direction of the shield tunnel.

Optionally, a plane where a highest point of the shield tunnel is located is a top plane, a plane where a lowest point of the shield tunnel is located is a bottom plane, a cross section of the high-pressure jet grouting pile located above the top plane and below the bottom plane is a full circle, a cross section of the high-pressure jet grouting pile located below the top plane and above the bottom plane is a semicircle, a plane portion of the semicircle faces the isolation pile, and an arc portion of the semicircle faces away from the isolation pile.

Optionally, the lengths of the high-pressure jet grouting pile, the isolation pile and the support connection structure are the same along the length direction of the shield tunnel.

Optionally, the high-pressure jet grouting piles are arranged in the range of 40cm outside the contour line of the shield tunnel between two rows of the isolation piles, and extend upwards for 5m and extend downwards for 5m from the position 40cm outside the contour line of the shield tunnel.

Optionally, the support connection structure includes two piece at least longerons and many crossbeams, the longeron is followed the length direction of shield tunnel extends, every row the pile bolck of isolation stake all is provided with the longeron, the longeron is connected with every that is located its below the pile bolck of isolation stake, many crossbeams are followed the length direction interval arrangement of shield tunnel, every the both ends of crossbeam respectively with two rows on the pile bolck of isolation stake the longeron is connected.

Optionally, the width of the longitudinal beam is the same as the diameter of the isolation pile, and the longitudinal beam covers the pile tops of all the isolation piles.

Optionally, the width of the cross beam is the same as the diameter of the isolation pile, the cross beam is perpendicular to the longitudinal beam, the distance between two adjacent cross beams is the sum of the diameters of the two isolation piles, and the end of a single cross beam covers the top of a single isolation pile.

Optionally, the cross beam and the longitudinal beam are integrally formed structures of cast-in-place reinforced concrete, and the end portions of the cross beam and the longitudinal beam are integrated into a whole.

Optionally, the isolation pile is a cast-in-situ bored pile, and the steel bars in the longitudinal beam are connected with the steel bars at the pile top of the isolation pile.

According to a second aspect of the embodiments of the present application, there is provided a shield tunnel structure assembly, which includes a shield tunnel and the above-mentioned isolation structure of the shield tunnel side-through bridge pile.

Adopt the shield tunnel side isolating structure who wears the bridge pile that provides in the embodiment of this application, in order to increase isolation effect, not only be provided with the isolating structure that the isolation stake formed in the both sides of shield tunnel, still be provided with on the pile bolck of isolation stake and support connection structure, connect into unified whole with all isolation stakes of shield tunnel both sides, compare in solitary isolation stake, overall structure intensity and rigidity that form by isolation stake and support connection structure are higher, it is better to keep apart the effect, can effectively prevent the shield from tunnelling the destruction of in-process isolation stake. Moreover, still be provided with high-pressure jet grouting pile between two rows of isolation piles, can consolidate the soil body between the isolation pile, can control the settlement better, improve the soil body impermeability, guarantee that the shield is not desiccated during the construction to guarantee soil body stable in structure, the isolation pile can be inserted firmly and establish in the soil body, the phenomenon such as slope or even destruction can not appear, thereby guarantee that the isolation pile can exert effectual isolation effect. Compared with other construction methods for reinforcing soil bodies, the pressure of the high-pressure jet grouting pile is controllable, the influence on the isolation piles on the two sides when the high-pressure jet grouting pile is arranged can be reduced as much as possible, the effective isolation effect of the isolation pile is guaranteed, and therefore the influence on the bridge pile when the shield is propelled is reduced.

Drawings

The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this application, illustrate embodiment(s) of the application and together with the description serve to explain the application and not to limit the application. In the drawings:

fig. 1 is a front view structural schematic diagram of a shield tunnel structural assembly provided in an embodiment of the present application, in which a bridge pile and a beam body are shown;

fig. 2 is a schematic cross-sectional view of a shield tunnel structure assembly provided in an embodiment of the present application, in which bridge piles are shown;

fig. 3 is a schematic top view of a high-pressure jet grouting pile near a shield tunnel according to an embodiment of the present disclosure;

fig. 4 is a schematic view of a high-pressure jet grouting construction process flow provided in an embodiment of the present application.

Reference numerals

100-an isolation structure; 10-isolation piles; 20-a support connection structure; 21-longitudinal beams; 22-a cross beam; 30-high pressure jet grouting pile; 31-a planar portion; 32-a cambered surface portion; 41-top plane; 42-bottom plane; 200-shield tunnel; 300-bridge piles; 400-high-speed rail body.

Detailed Description

In order to make the technical solutions and advantages of the embodiments of the present application more apparent, the following further detailed description of the exemplary embodiments of the present application with reference to the accompanying drawings makes it clear that the described embodiments are only a part of the embodiments of the present application, and are not exhaustive of all embodiments. It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.

In the process of realizing the application, the inventor finds that when the shield tunnel with the magnitude of 6m or below passes through the high-speed railway bridge at the side, the shield tunnel is not large in diameter, and the distance between the shield tunnel and the bridge pile of the high-speed railway bridge is large, so that the isolation piles are arranged at the two sides of the shield tunnel, and the shield can be successfully shield and tunnel under the protection of the isolation piles to pass through the pile foundation of the high-speed railway bridge. However, for a large-diameter shield tunnel with a diameter of more than 10m, when the shield tunnel passes through a high-speed rail bridge, the shield tunnel is closer to the high-speed rail bridge pile, the displacement of the peripheral soil body is larger in the tunneling process, the influence on the high-speed rail bridge pile is larger in the shield tunneling process, and the deformation of the high-speed rail bridge abutment is difficult to control within 2 mm.

In order to solve the above problems, according to a first aspect of the embodiments of the present application, there is provided an isolation structure 100 for a side-through bridge pile of a shield tunnel, where the isolation structure 100 includes two rows of isolation piles 10, a support connection structure 20, and a high-pressure jet grouting pile 30. Two rows of the insulation piles 10 are vertically inserted into soil on both sides of the shield tunnel 200 to form an insulation structure 100 for the shield tunnel 200. The barrier piles 10 are sequentially arranged in the lengthwise direction of the shield tunnel 200 to form the barrier structure 100 between the shield tunnel 200 and the bridge piles 300. The support connection structure 20 is disposed at the top of the isolation piles 10, and the support connection structure 20 is connected with the top of each isolation pile 10, respectively, to connect all the isolation piles 10 into a unified whole. A plurality of high pressure jet grouting piles 30 are filled between two rows of the isolation piles 10 outside the shield tunnel 200 and arranged in the length direction of the shield tunnel 200. Each high-pressure jet grouting pile 30 extends in the vertical direction.

Through the technical scheme, in order to increase the isolation effect, the isolation structures 100 formed by the isolation piles 10 are arranged on the two sides of the shield tunnel 200, the support connecting structures 20 are further arranged on the pile tops of the isolation piles 10, all the isolation piles 10 on the two sides of the shield tunnel 200 are connected into a whole, compared with the independent isolation piles 10, the strength and the rigidity of the whole structure formed by the isolation piles 10 and the support connecting structures 20 are higher, the isolation effect is better, and the damage to the isolation piles 10 and the influence on the bridge piles 300 in the shield tunneling process can be effectively prevented. Moreover, still be provided with high-pressure jet grouting pile 30 between two rows of isolation piles 10, can consolidate the soil body between the isolation pile 10, can control the settlement better, improve the soil body impermeability, guarantee that the shield constructs not desiccates during the construction to guarantee soil body stable in structure, keep apart in pile 10 can insert firmly and establish in the soil body, the phenomenon such as slope or even destruction can not appear, thereby guarantee that isolation pile 10 can exert effectual isolation effect. Compared with other construction methods for reinforcing soil bodies, the pressure of the high-pressure jet grouting pile 30 is controllable, the influence on the isolation piles 10 on two sides when the high-pressure jet grouting pile 30 is arranged can be reduced as much as possible, the effective isolation effect of the isolation piles 10 is ensured, and therefore the influence on the bridge pile 300 when the shield is propelled is reduced.

In an embodiment, the bridge pile 300 in the present application may be a high-speed railway bridge pile 300, and a high-speed railway beam body 400 is loaded on the high-speed railway bridge pile 300, and if the bridge pile 300 deforms, the deformation of the high-speed railway beam body 400 is inevitably caused, and the normal operation of the high-speed railway is further influenced. In other embodiments, the bridge pile 300 may also be a bridge pile 300 on a river course, the bridge pile 300 carrying a bridge thereon, which is not limited by the present disclosure.

Optionally, the diameter of each isolation pile 10 is phi 80-100 cm, the isolation piles 10 are arranged at intervals in the length direction of the shield tunnel 200, the center distance between adjacent isolation piles 10 is 100-120 cm, the isolation piles 10 extend to the lower portion of the shield tunnel 200 and extend to at least 5m below the bottom of the shield tunnel 200, and therefore the isolation piles 10 are not prone to skewing.

Optionally, the isolation pile 10 is a bored pile, a rotary drilling machine is used for forming holes, the reinforcement cage is processed and manufactured in a segmented and centralized manner in a reinforcement processing plant, the reinforcement cage is transported to the site, the reinforcement cage is installed in a manual-matched truck crane in a segmented manner, concrete is transported by a concrete mixing truck, and underwater concrete is poured by a guide pipe method.

In order to further reduce the influence of the high-pressure jet grouting pile 30 on the isolation pile 10, in an embodiment of the present application, fig. 1 is a front view structural schematic diagram of a shield tunnel structural assembly provided in an embodiment of the present application, in which a bridge pile and a beam body are shown. As shown in fig. 1, the plane where the highest point of the shield tunnel 200 is located is the top plane 41, and the plane where the lowest point of the shield tunnel 200 is located is the bottom plane 42. Fig. 3 is a schematic top view of a high-pressure jet grouting pile near a shield tunnel according to an embodiment of the present disclosure. As shown in fig. 3, the cross section of the high-pressure jet grouting pile 30 located above the top plane 41 and below the bottom plane 42 (far away from the shield tunnel 200) is a full circle, the cross section of the high-pressure jet grouting pile 30 located below the top plane 41 and above the bottom plane 42 (near the shield tunnel 200) is a semicircle, and the plane part 31 of the semicircle faces the isolation pile 10 and the arc part 32 of the semicircle faces away from the isolation pile 10. Alternatively, the plane portions 31 of the semi-circles are parallel to the arrangement direction of the insulation piles 10.

During specific construction, if the constructed high-pressure jet grouting pile 30 is located above the top plane 41 or below the bottom plane 42 and away from the shield tunnel 200, controlling the drill rod to rotate for the whole circle; the constructed high-pressure jet grouting pile 30 is located below the top plane 41 and above the bottom plane 42 close to the shield tunnel 200, the drill rod is controlled to rotate for half a circle, and the high-pressure jet is jetted in a direction away from the isolation pile 10.

The full-circle high-pressure jet grouting pile 30 may be occluded with the isolation pile 10, and since the high-pressure jet grouting pile 30 near the shield tunnel 200 is a semicircular section and does not spray slurry towards the direction of the isolation pile 10, the high-pressure jet grouting pile cannot be occluded with the isolation pile 10, and the extrusion to the isolation pile 10 during grouting of the high-pressure jet grouting pile 30 can be reduced as much as possible. The shield structure in the later stage can extrude the isolation pile 10 when advancing, if the isolation pile 10 is extruded when the high-pressure jet grouting pile 30 is grouted, the extrusion effect when the shield structure is superimposed to advance can cause great influence on the isolation pile 10, and further influence the bridge pile 300 outside the isolation pile 10.

When the high-pressure jet grouting piles 30 are constructed, a pile jumping construction method is adopted, after a certain high-pressure jet grouting pile 30 is constructed, adjacent piles are skipped, other spaced piles are constructed, and after the certain high-pressure jet grouting pile 30 is condensed, the adjacent piles are constructed, so that the high-pressure jet grouting piles 30 cannot be influenced mutually, and the construction quality of the high-pressure jet grouting piles 30 is improved.

Fig. 4 is a schematic view of a high-pressure jet grouting construction process flow provided in an embodiment of the present application. In one embodiment, the high pressure jet grouting process is shown in fig. 4, and the main construction steps include: the method comprises the steps of firstly, connecting a power supply, a data line, pipelines, a drill bit and an underground pressure monitoring display, confirming that zero clearing is carried out under the condition that the drill bit is free of load, and ensuring sealing through pipeline connection so that no air exists in the pipeline. And step two, checking the running condition of the equipment, ensuring that the host is in place under the normal working state of the host, the high-pressure pump, the air compressor, the slurry stirring system, the management device and the like, and starting zero calibration after the rack is placed stably. And step three, the drill rod is lowered, namely the drill rod is lowered to the designed depth in the guide hole, and if the drill rod is difficult to lower in the lowering process, the hole cutting water is opened to carry out normal hole cutting and drilling. Because the hole-forming quality of the pilot hole has great influence on the construction of the pile in the construction method, the construction must be carried out according to technical parameters, the error between the hole-forming center and the pile position center is ensured to be less than 50mm, the depth is more than 1m greater than the design depth, and the verticality allowable deviation is less than 1/100. And step four, butting the drill rod and the drill bit, and checking the condition of the sealing ring to see whether the sealing ring is lost or damaged and whether the underground pressure is normal or not during butting. And step five, after the drill bit reaches the preset depth, zero calibration is started, the 0 scale of the power head, the nozzle and the white line on the drill rod are in the same straight line, then various technological parameters including a swing angle, a drawing speed, a revolution number and the like are set, and improvement is started after the setting is finished. And sixthly, injecting at a fixed position, starting reverse suction water flow and reverse suction air, opening a mud discharging valve and starting a high-pressure cement pump and a main air compressor when the mud discharging is confirmed to be normal. Firstly, water is upwards sprayed for 50cm under the pressure of 10MPa, then the water is switched into cement paste, and the drill rod is lowered to the right position again to start upwards spraying improvement. And step seven, when the high-pressure cement pump is started, the pressure cannot be too high, the pressure is gradually increased until the specified pressure is reached, and the lifting can not be started until the specified pressure is reached and the normal ground pressure is confirmed. When water is switched into cement paste, the pressure can rise automatically, and the pressure can be adjusted when the pressure changes suddenly. And step eight, closely monitoring the underground pressure during construction, and when the pressure is abnormal, adjusting the size of the slurry discharge valve in time to control the underground pressure within a safe range. And step nine, after one drill rod is lifted, the drill rod is disassembled, cement paste needs to be switched into water to be disassembled, when the pressure of the cement paste pump tends to be lowered, the water flow reaches the position of the nozzle, and the cement paste pump, the main air, the suck-back air and the suck-back water flow are closed at the moment. Step ten, in the process of disassembling the drill rod, the conditions of the sealing ring and the data line are checked to see whether the sealing ring and the data line are damaged or not, the underground pressure shows whether the sealing ring and the data line are normal or not, and if a problem exists, the grouting can be continued to be eliminated in time. After the drill rod is disassembled, the drill rod needs to be washed and maintained in time.

In the construction steps of the high-pressure jet grouting pile 30, some parameters need to be controlled to ensure the quality of the high-pressure jet grouting pile 30, and the main control parameters are as follows: pile diameter: 2000 mm; water-cement ratio: 1: 1; cement slurry pressure: 40 MPa; flow rate of cement slurry: 90L/min; main air pressure: 0.7 to 1.05 MPa; main air flow rate: 1.0-2.0 Nm 3/min; back suction water pressure: 0 to 20 MPa; reverse water flow: 0-60L/min; and (3) cutting the pressure of the water in the hole: 10-30 MPa; pile-forming angle error control: @ 1/100; the lifting speed is as follows: 40. 20 min/m; step lifting time: 60. 30 s; rotating speed: 3-4 rpm; the pressure in the ground: a coefficient of 1.3 to 1.6; the cement mixing amount is as follows: 25 percent.

In order to ensure the quality and strength of the high-pressure jet grouting pile 30, the high-pressure jet grouting pile 30 needs to be checked and accepted after construction, a core drilling sampling method is adopted for checking and accepting the high-pressure jet grouting pile 30, the uniaxial compressive strength of a pile body is required to be 1-3 MPa, and the permeability coefficient is not more than 10^-7cm/s。

In order to ensure the isolation effect of the isolation structure 100 on the shield tunnel 200, in an embodiment of the present application, fig. 2 is a schematic cross-sectional view of a shield tunnel structure assembly provided in an embodiment of the present application. As shown in fig. 2, the high pressure jet grouting piles 30, the separation piles 10, and the support connection structures 20 have the same length along the length direction of the shield tunnel 200. In other words, the support connection structure 20 covers the tops of all the isolation piles 10, so that all the isolation piles 10 can be connected into a whole, the strength and rigidity of the whole isolation structure 100 are improved, and deformation is not easy to occur. In addition, the high-pressure jet grouting piles 30 are uniformly arranged in the space between the two rows of the isolation piles 10, so that the soil in all areas in the isolation piles 10 can be reinforced, the sedimentation can be better controlled, and the impermeability of the soil is improved.

In order to ensure the reinforcing effect on the soil body and not affect the construction of shield propulsion, in one embodiment of the present application, the high-pressure jet grouting pile 30 is disposed within a range of about 40cm outside the contour line of the shield tunnel 200 between two rows of the isolation piles 10, and extends upward by about 5m and downward by about 5m from 40cm outside the contour line of the shield tunnel 200.

During actual construction, the drill rod stops when the drill rod is at a distance of 40cm from the outline of the shield tunnel 200 when the drill rod is deep downwards, so that the high-pressure jet grouting pile 30 can not be in contact with the shield tunnel 200, and the shield construction can be smoothly pushed forwards. The high-pressure jet grouting pile 30 extends 5m upwards and 5m downwards from the outline of the shield tunnel 200, so that the high-pressure jet grouting pile 30 can have certain height and depth, the sedimentation can be better controlled, and the impermeability of the soil body can be improved.

The specific configuration of the support connection structure 20 is not limited in this application, and in one embodiment, the support connection structure 20 includes at least two longitudinal beams 21 and a plurality of cross beams 22. The longitudinal beam 21 extends along the length direction of the shield tunnel 200, and the top of each row of the isolation piles 10 is provided with the longitudinal beam 21. The longitudinal beam 21 is connected with the pile top of each of the insulation piles 10 located below the longitudinal beam 21. A plurality of cross beams 22 are arranged at intervals along the length direction of the shield tunnel 200, and two ends of each cross beam 22 are respectively connected with the longitudinal beams 21 on the pile tops of the two rows of isolation piles 10.

The isolation piles 10 in the same row are connected into the isolation wall through the longitudinal beams 21, and the two isolation walls are connected into a whole by the cross beams 22 connected between the two isolation walls, so that all the isolation piles 10, the longitudinal beams 21 and the cross beams 22 can form a whole together, the strength and the rigidity of the whole isolation structure 100 are improved, and the influence on the bridge piles 300 outside the isolation structure 100 during shield construction is reduced.

In other embodiments, the support connection structure 20 may also be a frame-type structure, including longitudinal beams 21 and diagonal braces, the top of each row of the isolation piles 10 is provided with the longitudinal beams 21, and the diagonal braces are supported at the diagonal of the frame in an inclined manner.

The cross-sectional size of the longitudinal beam 21 is not limited in this application, and in one embodiment, as shown in fig. 2, the width of the longitudinal beam 21 is the same as the diameter of the insulation pile 10, and the longitudinal beam 21 covers the pile tops of all the insulation piles 10, so that the longitudinal beam 21 with the smallest size can be used to realize a firm connection with the pile tops of the insulation piles 10.

In order to ensure the strength of the connection of the support connection structure 20 to the isolation piles 10, in one embodiment, as shown in fig. 2, the width of the cross beam 22 is the same as the diameter of the isolation pile 10, and the cross beam 22 is perpendicular to the longitudinal beam 21, and the distance between two adjacent cross beams 22 is the sum of the diameters of two isolation piles 10. The ends of the single cross beam 22 overlie the tops of the single insulation piles 10. Alternatively, the cross-sectional dimensions of the longitudinal beams 21 and the cross-beams 22 are about 120cm × 80 cm.

Since the width of the cross beam 22 is exactly equal to the diameter of the insulation pile 10, the cross beam 22 can cover all surfaces of the top of the insulation pile 10, thereby ensuring a firm connection between the cross beam 22 and the longitudinal beam 21 and the insulation pile 10. Furthermore, one cross beam 22 is arranged at intervals of two isolation piles 10, so that the cross beams 22 have proper intervals, the strength and rigidity of the whole isolation structure 100 connected through the cross beams 22 can be ensured, and the cross beams 22 are not too dense to increase the construction amount and cost.

In order to ensure the connection strength between the cross beam 22 and the longitudinal beam 21, in one embodiment, the cross beam 22 and the longitudinal beam 21 are both of an integrally formed structure of cast-in-place reinforced concrete, and the end of the cross beam 22 and the longitudinal beam 21 are fused into a whole, so that the cross beam 22 and the longitudinal beam 21 can form an integrally formed structure, thereby ensuring the connection stability and the connection strength between the cross beam 22 and the longitudinal beam 21, further ensuring the connection stability of the isolation piles 10 at two sides, and being beneficial to the transmission and dispersion of extrusion force. Optionally, the reinforced concrete is C30 reinforced concrete.

During actual construction, after the construction of the isolation pile 10 is completed, before the construction of the pile top longitudinal beam 21, pile body quality detection is firstly carried out, the structural fender pile detects the pile by utilizing low-strain power detection, the pile detection proportion is not less than 20% of the total quantity of the piles in the batch, and is not less than 10 piles, the construction of the pile top longitudinal beam 21 can be carried out only after the detection is qualified, and the quality of the longitudinal beam 21 and the quality of the cross beam 22 are ensured. The construction steps of the cross beam 22 and the longitudinal beam 21 are approximately excavated to 10mm below the elevation of the beam bottom, a C20 concrete cushion layer with the thickness of 100mm is poured on the base, color strip cloth or plastic film is paved on the beam bottom, and reinforcing steel bars are bound according to the design requirements.

In this application do not do the restriction to how isolation pile 10 specifically forms, in an embodiment, isolation pile 10 is the bored concrete pile, the reinforcing bar in longeron 21 and the bar connection of the pile bolck of isolation pile 10, through longeron 21, the inside bar connection of isolation pile 10, because the intensity of reinforcing bar is very high, the joint strength between multiplicable longeron 21 and the isolation pile 10, the hookup location is difficult to the damage when receiving external force, guarantee longeron 21, the holistic steadiness and the holistic intensity of crossbeam 22 and isolation pile 10 formation.

In other embodiments, the isolation piles 10 may also be steel sheet piles.

In order to keep the isolation effect of the isolation pile 10 as far as possible from the bridge pile 300 on the premise of ensuring the isolation effect of the isolation pile 10, optionally, the distance between the isolation pile 10 and the shield tunnel 200 is greater than 50cm, so that the extrusion effect of the isolation pile 10 when the shield tunnel 200 is pushed can be reduced as much as possible, the distance between the center line of the isolation pile 10 and the bridge pile 300 is greater than 6 times of the diameter of the isolation pile 10, so that the isolation pile 10 can be kept as far as possible from the bridge pile 300, the influence on the bridge pile 300 is reduced, and the bridge pile 300 is prevented from deforming.

In order to minimize the influence on the bridge pile 300 in all directions, in one embodiment of the present application, the distance between the end of the separation pile 10 and the outer wall of the bridge pile 300 is greater than 1.5 times the diameter of the shield tunnel 200 along the length of the shield tunnel 200. The isolation structure 100 formed by the isolation piles 10, the support connection structure 20 and the high-pressure jet grouting piles 30 is ensured to have a long length along the length direction of the shield tunnel 200 as much as possible, the isolation structure 100 is arranged between the bridge piles 300, and the isolation structure 100 also extends forwards and backwards along the length direction of the shield tunnel 200, so that the shield tunnel 200 is ensured not to cause too large influence on the bridge piles 300 in the whole process of laterally penetrating the bridge piles 300.

According to a second aspect of the embodiments of the present application, there is provided a shield tunnel structure assembly comprising a shield tunnel 200 and the shield tunnel side bridge pier isolation structure 100 described above.

Due to the isolation structure 100, when the shield tunnel 200 passes through the bridge piles such as the high-speed rail, the influence on the bridge piles is small, and the deformation of the bridge abutment is within an allowable range.

In the description of the present application, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used merely for convenience of description and for simplicity of description, and do not indicate or imply that the referenced device or element must have a particular orientation, be constructed in a particular orientation, and be operated, and thus should not be considered as limiting the present application.

Furthermore, the terms "first", "second" and "first" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present application, "plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.

In this application, unless expressly stated or limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can include, for example, fixed connections, removable connections, or integral parts; can be mechanically connected, electrically connected or can communicate with each other; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.

While the preferred embodiments of the present application have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. Therefore, it is intended that the appended claims be interpreted as including preferred embodiments and all alterations and modifications as fall within the scope of the application.

It will be apparent to those skilled in the art that various changes and modifications may be made in the present application without departing from the spirit and scope of the application. Thus, if such modifications and variations of the present application fall within the scope of the claims of the present application and their equivalents, the present application is intended to include such modifications and variations as well.

Claims (10)

1. The utility model provides a shield constructs isolation structure of tunnel side-through bridge pile which characterized in that includes:

the shield tunnel comprises two rows of isolation piles (10) which are vertically inserted into soil on two sides of a shield tunnel (200) to form an isolation structure (100) for the shield tunnel (200), wherein the isolation piles (10) are sequentially arranged along the length direction of the shield tunnel (200);

the support connecting structures (20) are arranged at the pile tops of the isolation piles (10), and the support connecting structures (20) are respectively connected with the pile top of each isolation pile (10) so as to connect all the isolation piles (10) into a unified whole;

and the high-pressure jet grouting piles (30) are filled between the two rows of the isolation piles (10) outside the shield tunnel (200) and are arranged along the length direction of the shield tunnel (200).

2. The isolation structure of the shield tunnel side through-bridge pile according to claim 1, wherein the plane of the highest point of the shield tunnel (200) is a top plane (41), the plane of the lowest point of the shield tunnel (200) is a bottom plane (42), the cross section of the high pressure jet grouting pile (30) above the top plane (41) and below the bottom plane (42) is a full circle, the cross section of the high pressure jet grouting pile (30) below the top plane (41) and above the bottom plane (42) is a semicircle, and the plane part (31) of the semicircle faces the isolation pile (10), and the arc part (32) of the semicircle faces away from the isolation pile (10).

3. The isolation structure of the shield tunnel side-piercing bridge pile according to claim 1, wherein the lengths of the high-pressure jet grouting pile (30), the isolation pile (10) and the support connection structure (20) are the same in a length direction of the shield tunnel (200).

4. The isolation structure of the shield tunnel side bridge pier according to claim 1, wherein the high pressure jet grouting pile (30) is disposed within 40cm outside the contour line of the shield tunnel (200) between two rows of the isolation piles (10), and extends upward 5m and downward 5m from 40cm outside the contour line of the shield tunnel (200).

5. The isolation structure of the shield tunnel side-through bridge pile according to claim 1, wherein the support connection structure (20) comprises at least two longitudinal beams (21) and a plurality of cross beams (22), the longitudinal beams (21) extend along the length direction of the shield tunnel (200), the top of each row of the isolation piles (10) is provided with the longitudinal beams (21), the longitudinal beams (21) are connected with the top of each isolation pile (10) located below the longitudinal beams (21), the plurality of cross beams (22) are arranged at intervals along the length direction of the shield tunnel (200), and two ends of each cross beam (22) are respectively connected with the longitudinal beams (21) on the tops of two rows of the isolation piles (10).

6. The isolation structure of the side-through bridge pile of the shield tunnel according to claim 5, wherein the width of the longitudinal beam (21) is the same as the diameter of the isolation pile (10), and the longitudinal beam (21) covers the top of all the isolation piles (10).

7. The shield tunnel side bridge pier isolation structure according to claim 5, wherein the width of the cross beam (22) is the same as the diameter of the isolation pile (10), the cross beam (22) and the longitudinal beam (21) are perpendicular to each other, the distance between two adjacent cross beams (22) is the sum of the diameters of the two isolation piles (10), and the end of a single cross beam (22) covers the top of a single isolation pile (10).

8. The isolation structure of the shield tunnel side-through bridge pile according to claim 5, wherein the cross beam (22) and the longitudinal beam (21) are integrally formed structures of cast-in-place reinforced concrete, and the end parts of the cross beam (22) and the longitudinal beam (21) are integrated into a whole.

9. The isolation structure of the shield tunnel side-through bridge pile according to claim 8, wherein the isolation pile (10) is a cast-in-situ bored pile, and the steel bars in the longitudinal beam (21) are connected with the steel bars at the pile top of the isolation pile (10).

10. A shield tunnel structure assembly, comprising a shield tunnel (200) and an isolation structure (100) of a shield tunnel side-piercing bridge pile according to any of claims 1-9.

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