阅读说明：本技术 盾构隧道的水平纠偏方法 (Horizontal deviation rectifying method for shield tunnel ) 是由 陈占 葛寨辉 孟长江 陈侃 陈仕奇 房军 李应平 仲光伟 赵世煜 李仕波 高松松 于 2020-05-25 设计创作，主要内容包括：本发明提供了一种盾构隧道的水平纠偏方法,盾构隧道包括盾构管片、设置于盾构管片内的道床及铺设于道床上的轨道,水平纠偏方法包括以下步骤：检测盾构管片的轴线偏移方向及偏移量；确定需要纠偏的每环盾构管片的初始位置；在轴线偏移方向的相对一侧的地层中设置至少一排应力释放孔；在轴线偏移方向的一侧施工多排旋喷桩；在旋喷桩施工时,监测每环盾构管片在水平方向的位移量以及轨道的几何尺寸,以在旋喷桩施工过程中将轨道的几何尺寸控制在预设范围之内。该水平纠偏方法均在地表施工,简单易行,施工时不影响盾构隧道的使用,且能够实现对隧道的精准纠偏。(The invention provides a horizontal deviation rectifying method of a shield tunnel, the shield tunnel comprises a shield pipe sheet, a ballast bed arranged in the shield pipe sheet and a track laid on the ballast bed, the horizontal deviation rectifying method comprises the following steps: detecting the axial offset direction and the offset of the shield segment; determining the initial position of each ring of shield segments needing to be rectified; at least one row of stress release holes is arranged in the stratum on the opposite side of the axis deviation direction; constructing a plurality of rows of rotary spraying piles on one side in the axis offset direction; during construction of the jet grouting pile, the displacement of each ring of shield segments in the horizontal direction and the geometric dimension of the track are monitored, so that the geometric dimension of the track is controlled within a preset range in the construction process of the jet grouting pile. The horizontal deviation rectifying method is constructed on the ground surface, is simple and easy to implement, does not influence the use of the shield tunnel during construction, and can realize accurate deviation rectification of the tunnel.)

1. A horizontal deviation rectifying method of a shield tunnel comprises shield pipe pieces, a ballast bed arranged in the shield pipe pieces and a track laid on the ballast bed, and is characterized by comprising the following steps:

detecting the axial offset direction and the offset of the shield segment; determining the initial position of each ring of shield segments needing to be rectified;

at least one row of stress relief holes is arranged in the stratum on the opposite side of the axis deviation direction;

constructing multiple rows of rotary spraying piles on one side of the axis deviation direction;

during construction of the jet grouting pile, the displacement amount of each ring of shield segments in the horizontal direction and the geometric dimension of the track are monitored, so that the geometric dimension of the track is controlled within a preset range in the construction process of the jet grouting pile.

2. The method for horizontally rectifying deviation of a shield tunnel according to claim 1, wherein the step of determining the initial position of each ring of shield segments to be rectified specifically comprises:

at least two pairs of prisms are arranged in the cross section of each ring of shield segment to be corrected, the connecting line of the position of each pair of prisms passes through the center of the cross section, and the connecting lines of the positions of at least two pairs of prisms are mutually vertical;

the initial coordinates of the prisms are measured separately.

3. The method of claim 2, wherein two pairs of prisms are arranged in the cross section of each ring of shield segments to be corrected, wherein one pair of prisms is arranged in a horizontal direction and the other pair of prisms is arranged in a vertical direction.

4. The method of claim 3, wherein the two pairs of prisms are located in the cross section of the shield segment at the center position in the longitudinal direction of the tunnel.

5. The horizontal deviation rectifying method for the shield tunnel according to claim 1, wherein the distance between the stress releasing hole and the outer wall of the shield segment is 0.5m to 2 m; and/or the presence of a gas in the gas,

the aperture of the stress release holes is 100-300 mm, and the distance between every two adjacent stress release holes is 0.8-1.2 m; and/or the presence of a gas in the gas,

the depth of the stress release holes exceeds 1-4 m of the bottom end of the shield segment.

6. The method of claim 1, wherein the step of providing at least one row of stress relief holes in the ground layer on the opposite side of the axis offset direction further comprises the steps of:

filling broken stones into the stress release holes; and/or the presence of a gas in the gas,

and installing a sleeve in the stress release hole to support the hole wall of the stress release hole, wherein the vertical distance between the bottom end of the sleeve and the top end of the shield segment is 1-3 m.

7. The method for horizontally rectifying deviation of a shield tunnel according to any one of claims 1 to 6, wherein the jet grouting piles are arranged in 2 to 4 rows.

8. The horizontal deviation rectifying method for the shield tunnel according to any one of claims 1 to 6, wherein the distance between a row of the jet grouting piles close to the shield segment and the outer wall of the shield segment is 4m to 5.5 m; and/or the presence of a gas in the gas,

the diameter of the rotary spraying pile is 0.5-1.0 m, and the central distance between two adjacent rotary spraying piles is equal to the sum of the radiuses of the two rotary spraying piles.

9. The method for horizontally rectifying deviation of a shield tunnel according to any one of claims 1 to 6, wherein in the step of constructing the plurality of rows of the jet grouting piles at one side of the axis deviation direction, the construction sequence is from outside to inside in a direction approaching the shield segments.

10. The method for horizontally rectifying deviation of a shield tunnel according to any one of claims 1 to 6, wherein before the step of providing at least one row of stress releasing holes in the ground layer on the opposite side of the axis deviation direction, the method further comprises the steps of:

and constructing a plurality of inclined measuring holes on one side of the axis deviation direction, wherein the inclined measuring holes are arranged along the longitudinal direction of the shield tunnel and are positioned between the jet grouting pile and the shield tunnel.

11. The method of claim 10, wherein the distance between the inclination measuring hole and the outer wall of the shield segment is 1m to 2 m; and/or the presence of a gas in the gas,

the aperture of each inclination measuring hole is 90-130 mm, and the distance between every two adjacent inclination measuring holes is 0.8-1.2 m; and/or the presence of a gas in the gas,

the depth of the inclination measuring hole exceeds 8-12 m of the bottom end of the shield segment.

12. The method of claim 10, wherein a line connecting the center of the orifice of the inclination measuring hole and the center of the orifice of the stress releasing hole is perpendicular to the axial direction of the shield segments.

Technical Field

The invention relates to the technical field of shield tunnel disease treatment, in particular to a horizontal deviation rectifying method for a shield tunnel.

Background

The shield tunnel may be shifted between the actual axis and the designed axis during the construction stage and the operation stage due to various reasons.

The reasons for the excessive actual axis offset during the construction phase include: the installation gradient of an initial bracket of the shield machine is not ideal, so that the actual axis offset of the shield machine is in a bad state during the initial process; when the shield machine tunnels in uneven strata, the resistance around the shield machine is inconsistent, the thrust of the propelling jack is passively responded, and when the resistance is increased, the thrust is increased, but has certain hysteresis, so that the propelling speeds of the jacks are different, and the propelling direction is inevitably deviated to a certain extent; in addition, the deviation of the thrust set by the shield tunneling machine manipulator inevitably causes the deviation of the tunneling direction; and finally, the excavation diameter of the shield is larger than the outer diameter of the pipe piece, so that a certain gap exists between the lining pipe piece and the surrounding rock, if the gap is not filled by grouting in time, the periphery of the pipe piece withdrawn from the shield shell is in an unconstrained underground water surrounding state, and the axis of the tunnel is irregularly deviated from the designed axis.

In the operation stage, the main reason for generating the actual axis deviation is the deviation generated by the change of the tunnel stress caused by the surrounding construction. If the precipitation causes the pressure of the pore water measured by the shield to generate pressure difference, the shield tunnel deflects to the precipitation side; or the near deep foundation pit is excavated, so that the soil pressure on one side of the shield tunnel is reduced, and the shield tunnel deflects towards the side of the foundation pit.

If the actual axial offset of the shield tunnel is not large, the use and the function of the shield tunnel are not influenced; however, if the offset is large, the normal use of the tunnel is affected, and the deviation of the tunnel must be rectified and rectified.

Disclosure of Invention

The invention aims to provide a horizontal deviation rectifying method for a shield tunnel, which aims to solve the technical problems that the service life of the shield tunnel is shortened and the safety of a train is endangered due to overlarge actual axial line offset of the shield tunnel in the prior art.

In order to achieve the purpose, the technical scheme of the invention is realized as follows:

the invention provides a horizontal deviation rectifying method of a shield tunnel, wherein the shield tunnel comprises a shield pipe sheet, a ballast bed arranged in the shield pipe sheet and a track laid on the ballast bed; the horizontal deviation rectifying method comprises the following steps: detecting the axial offset direction and the offset of the shield segment; determining the initial position of each ring of shield segments needing to be rectified; at least one row of stress relief holes is arranged in the stratum on the opposite side of the axis deviation direction; constructing multiple rows of rotary spraying piles on one side of the axis deviation direction; during construction of the jet grouting pile, the displacement amount of each ring of shield segments in the horizontal direction and the geometric dimension of the track are monitored, so that the geometric dimension of the track is controlled within a preset range in the construction process of the jet grouting pile.

Further, the step of determining the initial position of each ring of shield segments to be corrected specifically includes: at least two pairs of prisms are arranged in the cross section of each ring of shield segment to be corrected, the connecting line of the position of each pair of prisms passes through the center of the cross section, and the connecting lines of the positions of at least two pairs of prisms are mutually vertical; the initial coordinates of the prisms are measured separately.

Furthermore, two pairs of prisms are arranged in the cross section of each ring of shield segment to be corrected, wherein one pair of prisms is arranged along the horizontal direction, and the other pair of prisms is arranged along the vertical direction.

Further, the two pairs of prisms are located in the cross section of the shield segment at the central position in the longitudinal direction of the tunnel.

Further, the distance between the stress release holes and the outer wall of the shield segment is 0.5-2 m; and/or the aperture of the stress release holes is 100-300 mm, and the distance between every two adjacent stress release holes is 0.8-1.2 m; and/or the depth of the stress release holes exceeds the bottom end of the shield segment by 1-4 m.

Further, after the step of providing at least one row of stress relief holes in the formation on the opposite side of the axis offset direction, the method further comprises the steps of: filling broken stones into the stress release holes; and/or installing a sleeve in the stress release hole to support the hole wall of the stress release hole, wherein the vertical distance between the bottom end of the sleeve and the top end of the shield segment is 1-3 m.

Further, the jet grouting piles are arranged in 2-4 rows.

Further, the distance between the row of the jet grouting piles close to the shield segment and the outer wall of the shield segment is 4-5.5 m; and/or the diameter of the jet grouting pile is 0.5-1.0 m, and the central distance between two adjacent jet grouting piles is equal to the sum of the radiuses of the two jet grouting piles.

Furthermore, in the step of constructing the multi-row jet grouting piles on one side of the axis deviation direction, the construction sequence is carried out from outside to inside in the direction close to the shield segments.

Further, before the step of providing at least one row of stress relief holes in the formation on the opposite side of the axis offset direction, the method further comprises the steps of: and constructing a plurality of inclined measuring holes on one side of the axis deviation direction, wherein the inclined measuring holes are arranged along the longitudinal direction of the shield tunnel and are positioned between the jet grouting pile and the shield tunnel.

Further, the distance between the inclination measuring hole and the outer wall of the shield segment is 1-2 m; and/or the aperture of the inclination measuring holes is 90-130 mm, and the distance between every two adjacent inclination measuring holes is 0.8-1.2 m; and/or the depth of the inclination measuring hole exceeds the bottom end of the shield segment by 8-12 m.

Furthermore, a connecting line of the orifice center of the inclination measuring hole and the orifice center of the stress release hole is perpendicular to the axial direction of the shield segment.

The horizontal deviation rectifying method of the shield tunnel provided by the invention is particularly suitable for rectifying the deviation of the shield tunnel in a soft stratum, and can generate ultrahigh pore water pressure in the stratum and generate a soil squeezing effect on the stratum by constructing a plurality of rows of jet grouting piles at one side of the axis deviation direction; the stress release holes are formed in the stratum on the opposite side of the axis deviation direction, so that pore water pressure in the stratum is dissipated, the stratum is induced to deform towards the stress release holes, the shield segment also deviates towards the direction of the stress release holes under the action of the soil squeezing effect, the actual axis of the shield segment is close to or coincident with the designed axis, and the purpose of horizontal deviation correction of the shield tunnel is achieved. In the construction process of the jet grouting pile, besides the displacement of the shield segment in the horizontal direction, the geometric dimension of the track needs to be monitored in real time, and the geometric dimension of the track is ensured to be within a preset range in the horizontal deviation rectifying process of the shield tunnel so as to ensure the driving safety on the track.

In addition, the horizontal deviation rectifying method of the shield tunnel provided by the invention has the advantages that the jet grouting piles play a role in compacting the stratum, the lateral resistance of the soil body around the shield segment is increased, and the capability of resisting the transverse deformation of the shield segment is greatly improved. The horizontal deviation rectifying method is constructed on the ground surface, is simple and easy to implement, does not influence the use of the shield tunnel during construction, and can realize accurate deviation rectification of the tunnel.

Drawings

Fig. 1 is a flowchart of a horizontal deviation rectifying method for a shield tunnel according to an embodiment of the present invention;

fig. 2 is a schematic structural diagram of a shield tunnel and a horizontal deviation rectifying system in the embodiment of the invention.

Description of reference numerals:

10. a shield tunnel; 11. a shield segment; 12. a ballast bed; 13. a prism; 20. carrying out jet grouting pile; 30. measuring an inclined hole; 40. a stress release hole.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments. In the description of the present invention, the related orientation or positional relationship is based on the orientation or positional relationship shown in fig. 2, wherein "top" and "bottom" refer to the top-bottom direction of fig. 2. It is to be understood that such directional terms are merely used to facilitate describing the invention and to simplify the description, and are not intended to indicate or imply that the device or element so referred to must be constructed and operated in a particular orientation and therefore should not be considered as limiting the invention.

Referring to fig. 1, an embodiment of the present application provides a horizontal deviation rectifying method for a shield tunnel, where a shield tunnel 10 includes a shield segment 11, a track bed 12 disposed in the shield segment 11, and a track laid on the track bed 12; the horizontal deviation rectifying method comprises the following steps: s1, detecting the axial offset direction and offset of the shield segment 11; determining the initial position of each ring of shield segments 11 needing to be rectified; s2, arranging at least one row of stress release holes 40 in the stratum on the opposite side of the axis deviation direction; s3, constructing multiple rows of jet grouting piles 20 on one side in the axis offset direction; and S4, monitoring the displacement of each ring of shield segments 11 in the horizontal direction and the geometric dimension of the track during construction of the jet grouting pile 20, so as to control the geometric dimension of the track within a preset range during construction of the jet grouting pile 20. The horizontal deviation rectifying method for the shield tunnel is particularly suitable for rectifying the deviation of the shield tunnel in the weak stratum.

Understandably, the horizontal offset of the shield tunnel is too large, so that the local extrusion damage of shield segments can be caused, the service life of the shield tunnel is influenced, and the driving safety of a train is endangered. In the embodiment of the present application, at the position where the offset of the shield tunnel 10 is large, the stress release holes 40 and the multiple rows of the jet grouting piles 20 are respectively arranged on the two sides of the shield segment 11, wherein the stress release holes 40 are arranged on the opposite side of the axial offset direction of the shield segment 11, and the jet grouting piles 20 are arranged on one side of the axial offset direction, referring to fig. 2. The ultrahigh pore water pressure is generated by constructing the jet grouting pile 20 to extrude the stratum, the extruded soil acts on the shield segment 11, and the stress release holes 40 dissipate the pore water pressure in the stratum, so that the shield segment 11 moves to one side where the stress release holes 40 are located, and the aim of correcting the horizontal deviation of the shield tunnel 10 is fulfilled. Wherein, spout stake 20 soon and need be under construction two rows at least to when avoiding setting up one row of spout stake 20 soon, the displacement that the shield constructs section of jurisdiction 11 once only rectifies is too big, and causes the destruction of shield structure section of jurisdiction 11 structure.

In the embodiment of the application, a three-dimensional laser scanning method can be used for detecting the axial offset direction and the axial offset of the shield segment 11. The total station can be used for determining the initial position of each ring of shield segments 11 and the displacement amount of each ring of shield segments in the horizontal direction in the deviation rectifying construction process, and the total station is arranged on the inner wall of the shield segments 11 outside the area needing deviation rectifying. And a track detector is adopted for monitoring the geometric dimension of the track. The geometrical dimensions of the track comprise height difference between high and low steel rails, height difference between a left steel rail and a right steel rail and the direction of the rails. In the deviation rectifying process of the shield tunnel 10, the geometric dimension of the track is controlled within an allowable value range, otherwise, the driving safety of the track is affected.

That is to say, in the construction process of rectifying a deviation, the displacement amount of the shield segment 11 in the horizontal direction needs to be made equal to or close to the axis offset of the shield segment 11 as much as possible, but the precondition is that the geometric dimension of the track is within the preset range. If the displacement of the shield segment 11 in the horizontal direction has reached the axis offset, and the geometric dimension of the track is always controlled within the preset range in the deviation rectifying process, the construction is stopped when the displacement is equal to or close to the axis offset. It can be understood that, due to the error which is difficult to avoid in the actual deviation rectifying process, the displacement of the shield segment 11 in the horizontal direction can only approach the axis offset.

According to the horizontal deviation rectifying method for the shield tunnel, provided by the embodiment of the application, by constructing the multiple rows of jet grouting piles 20 on one side in the axis deviation direction, ultrahigh pore water pressure can be generated in a stratum, and a soil squeezing effect is generated on the stratum; the stress release holes 40 are formed in the stratum on the opposite side of the axis deviation direction, so that the pore water pressure in the stratum is dissipated, the stratum is induced to deform towards the direction of the stress release holes 40, the shield segment 11 also deviates towards the direction of the stress release holes 40 under the action of the soil compaction effect, the actual axis of the shield segment 11 is close to or coincident with the original design axis, and the purpose of horizontally correcting the deviation of the shield tunnel 10 is achieved. In addition, in the construction process of the jet grouting pile 20, besides the displacement of the shield segment 11 in the horizontal direction, the geometric dimension of the track needs to be monitored in real time, so that the geometric dimension of the track cannot exceed the standard in the horizontal deviation rectifying process of the shield tunnel 10, and the driving safety on the track is ensured.

According to the horizontal deviation rectifying method for the shield tunnel, the jet grouting piles 20 play a role in compacting the stratum, so that the lateral resistance of the soil body around the shield segment 11 is increased, and the capability of resisting the transverse deformation of the shield segment 11 is greatly improved. The horizontal deviation rectifying method is constructed on the ground surface, is simple and easy to implement, does not influence the use of the shield tunnel 10 during construction, and can realize accurate deviation rectification of the tunnel.

In some embodiments, the step of determining the initial position of each ring of shield segments 11 to be corrected specifically includes: at least two pairs of prisms 13 are arranged in the cross section of each ring of shield segment 11 to be corrected, the connecting line of the position of each pair of prisms 13 passes through the center of the cross section, and the connecting lines of the positions of at least two pairs of prisms 13 are mutually vertical; the initial coordinates of the prisms 13 are measured separately. That is to say, the initial position of the shield segment 11 is represented by the initial coordinate of the prism 13 mounted on the shield segment 11, and the displacement of the shield segment 11 in the horizontal direction in the deviation rectifying process can be known by measuring the coordinate variation of the prism 13 in the horizontal direction. The initial coordinates of the prism 13 are measured by a total station. The total station is installed on the inner wall of the shield segment 11 outside the area needing deviation correction. The prism 13 is adopted for measurement, so that the prism can be matched with a total station to realize automatic monitoring in the deviation rectification construction process.

In the embodiment of the application, each ring of shield segments 11 to be corrected has a certain width in the longitudinal direction of the tunnel, prisms 13 can be arranged in pairs in one or more cross sections of each ring of shield segments 11, and at least two pairs of prisms 13 are arranged in each cross section. The connecting line of the positions of each pair of prisms 13 passes through the center of the cross section, i.e. the connecting line of the positions of the two prisms 13 arranged in the pair passes through the center of the cross section. In each cross section, the lines of connection where at least two pairs of prisms 13 are located are perpendicular to each other. For example, when 4 pairs of prisms 13 are arranged in the cross section, the connecting lines of the positions of each two pairs of prisms 13 are perpendicular to each other.

Understandably, the prisms 13 are arranged in the same cross section of each ring of shield segment 11 needing to be corrected, so that the comparability of coordinate variation of the prisms 13 in the correction process of the shield segment 11 can be ensured. At least two pairs of prisms 13 are arranged in the same cross section, and a connecting line of the positions of each pair of prisms 13 passes through the center of the cross section, so that the displacement of the shield segment 11 in different directions can be determined, and the deformation and deviation correction conditions of the shield segment 11 can be judged. The connecting lines of the positions of the two pairs of prisms 13 are perpendicular to each other, so that the deformation and deviation correction conditions of different positions of the shield segment 11 can be reflected more uniformly.

In other embodiments, two pairs of prisms 13 are arranged in the cross section of each ring of shield segment 11 to be rectified, wherein one pair of prisms 13 is arranged along the horizontal direction, and the other pair of prisms 13 is arranged along the vertical direction. For example, one pair of prisms 13 is disposed at each end of the shield segment 11 in the horizontal direction, and the other pair of prisms 13 is disposed at the top end of the shield segment 11 and at the middle position of the track bed 12 in the shield segment 11. It can be understood that when one pair of prisms 13 is arranged along the horizontal direction and the other pair of prisms 13 is arranged along the vertical direction, the deformation condition of the shield segment 11 in the vertical direction and the displacement of the shield segment 11 in the horizontal direction can be more accurately reflected, and the implementation condition of the shield segment 11 in the deviation rectifying process can be judged according to the data of the two aspects. For example, in the deviation rectifying process, the displacement of the shield segment 11 in the horizontal direction is large, and the deformation in the vertical direction is severe, which indicates that the shield segment 11 is seriously squeezed, and the pressure dissipation capacity of the stress release hole 40 needs to be increased. If the displacement of the shield segment 11 in the horizontal direction is large and the deformation in the vertical direction is slight during the deviation correction process, the deviation correction of the shield segment 11 is in a benign state.

Specifically, referring to fig. 2, two pairs of prisms 13 are each located in a cross section of the shield segment 11 at a central position in the tunnel longitudinal direction. In the embodiment of the present application, the coordinate variation of the two pairs of prisms 13 is equal to the coordinate variation of the shield segment 11 in the horizontal direction. The coordinate variation is measured by adopting the position, so that the measurement error can be reduced, and the deviation rectification of the shield segment 11 is more accurate.

In some embodiments, the distance between the stress release holes 40 and the outer wall of the shield segment 11 is 0.5m to 2 m. It can be understood that the stress release holes 40 dissipate the pore water pressure in the formation, and the stress release holes 40 are too close to the outer wall of the shield segment 11, which may cause the pore water pressure to dissipate too fast, resulting in a large displacement of the shield segment 11 at one time and thus being easily damaged. The stress release holes 40 are far away from the outer wall of the shield segment 11, so that the dissipation effect is small, and the deviation of the shield segment 11 is difficult. The diameter of the stress release holes 40 is 100mm to 300mm, and the distance between adjacent stress release holes 40 is 0.8m to 1.2 m. It is understood that the pore size of the stress release pores 40 is too large to allow collapse and too small to allow the pore water pressure to be dissipated. The distance between the adjacent stress relief holes 40 is greater than the aperture of the stress relief holes 40 to avoid collapsing the adjacent stress relief holes 40 when drilling. In the embodiment of the present application, the depth of the stress release holes 40 exceeds the bottom end of the shield segment 11 by 1m to 4 m. Specifically, the depth of the stress release holes 40 exceeds the bottom end 2m of the shield segment 11 to ensure that they can play a corresponding role for each position of the shield segment 11.

It will be appreciated that some means of stabilizing the stress relief holes 40 may be employed in order to avoid collapse of the stress relief holes 40. In some embodiments, after the step of providing at least one row of stress relief holes 40 in the formation on the opposite side of the axis offset direction, the method further comprises the steps of: the stress relief holes 40 are filled with crushed stones. In other embodiments, after the step of providing at least one row of stress relief holes 40 in the formation on the opposite side of the axis offset direction, the method further comprises the steps of: and a sleeve is arranged in the stress release hole 40 to support the hole wall of the stress release hole 40, and the vertical distance between the bottom end of the sleeve and the top end of the shield segment 11 is 1-3 m. In the embodiment of the present application, the specific installation position of the casing is as follows: the top end of the sleeve is positioned at the orifice position of the stress release hole 40, and the bottom end of the sleeve is positioned in the stress release hole 40 and is positioned 2m above the same horizontal plane with the top end of the shield segment 11. No casing is provided at other positions of the stress relief hole 40, thereby ensuring the effect of the stress relief hole 40 on the pore water pressure dissipation. For example, the distance between the top end of the shield segment 11 and the ground surface is 12m, and the casing supporting hole wall is installed in the range from the inner hole opening of the stress release hole 40 to the hole depth of 10 m. Specifically, a water drilling machine is adopted to form holes, after the stress release holes 40 are constructed, a drilling area is surrounded into a cofferdam by sand bags, and sewage generated in construction is pumped and discharged to a drainage ditch by a sewage pump. It is possible to prevent the stress release hole 40 from collapsing by filling crushed stone in the stress release hole 40 or installing a thimble support hole wall in the stress release hole 40, or by taking both measures.

In some embodiments, the jet grouting piles 20 are arranged in 2 to 4 rows. It can be understood that the jet grouting piles 20 need to be constructed in at least two rows to avoid the damage to the structure of the shield segment 11 caused by too large displacement of one-time deviation rectification of the shield segment 11 when one row of jet grouting piles 20 is arranged. The construction rows of the jet grouting piles 20 are too many, which causes waste of cost. Specifically, the number of rows of the jet grouting piles 20 is determined according to the displacement of the shield segment 11 to be corrected and the influence of each row of the jet grouting piles 20 on the displacement of the shield segment 11 in the horizontal direction. In the construction process of the jet grouting pile 20, the jet grouting speed and the jet pressure affect the jet grouting amount, so as to affect the horizontal displacement of each row of jet grouting piles 20 to the shield segment 11. The embodiment of the application realizes the slow change of the horizontal direction coordinate of the shield segment 11 by controlling the rotary spraying speed and the spraying pressure, thereby protecting the structure of the shield segment 11 from being damaged. In addition, the stress relief hole 40 is constructed first, and then the construction of the jet grouting pile 20 is performed. Such a construction sequence arrangement can prevent the ultra-high pore water pressure generated in the formation from being unable to be dissipated when constructing the jet grouting pile 20.

Further, in the step of constructing the multiple rows of jet grouting piles 20 on one side of the axis offset direction, the construction sequence is from outside to inside in the direction close to the shield segments 11. That is, the construction of the jet grouting pile 20 starts from the row farthest from the shield segment 11, and is performed row by row from outside to inside, and the construction of the next row can be performed only after the construction of the previous row is completed. The rotary spraying piles 20 at the outermost row are preferentially constructed, so that after the construction is finished, the construction of the rotary spraying piles 20 at the inner row plays a role in supporting and blocking.

In some embodiments, when constructing the jet grouting pile 20, a secondary drilling operation is performed on the stress relief holes 40 closest to the constructed jet grouting pile 20 on the other side of the shield segment 11. It can be understood that even if gravels are filled in the stress release holes 40 or the wall of the casing supporting hole is installed, the stress release holes 40 still deform during the construction of the jet grouting pile 20, so that when the jet grouting pile 20 closest to a certain stress release hole 40 is constructed, secondary drilling operation is performed on the corresponding stress release hole 40, the hole collapse phenomenon of the stress release hole 40 is recovered, the hole diameter shrinkage of the stress release hole 40 can be accelerated, the dissipation effect of the stress release hole on the pore water pressure is recovered, and the deviation of the actual axis of the shield segment 11 to the direction of the design axis is guided.

In some embodiments, the distance between the row of jet grouting piles 20 close to the shield segment 11 and the outer wall of the shield segment 11 is 4m to 5.5 m. Understandably, if the distance between the jet grouting pile 20 and the outer wall of the shield segment 11 is too short, the one-time deviation rectifying amount of the shield segment 11 is too large, and the structure of the shield segment 11 is easily damaged. The distance between the jet grouting pile 20 and the outer wall of the shield segment 11 is too far, the influence quantity of the single-row jet grouting pile 20 on the displacement of the shield segment 11 in the horizontal direction is limited, more rows of jet grouting piles 20 are required to meet the requirement of deviation rectifying displacement, the construction cost is increased, and the construction time is prolonged.

In addition, after the construction of the jet grouting piles 20 is completed, two adjacent jet grouting piles 20 may be engaged, tangent or have a certain gap. In the embodiment of the present application, referring to fig. 2, the diameter of the jet grouting pile 20 is 0.5m to 1.0m, and the center distance between two adjacent jet grouting piles 20 is equal to the sum of the radii of the two jet grouting piles 20. That is, after the construction of the jet grouting piles 20 is completed, the jet grouting concretions of the adjacent jet grouting piles 20 are in a tangent state. Compared with the state that two adjacent jet grouting piles 20 are occluded or have a certain gap, the adjacent jet grouting piles 20 in the embodiment of the application can exert the acting force in the same direction on the soil body, so that the interaction force between the two adjacent jet grouting piles 20 is reduced, and the deviation rectifying effect of the jet grouting piles 20 on the shield tunnel 10 is more effective. After the construction of the jet grouting pile 20 is completed, the lower end of the jet grouting consolidation body is flush with the arch bottom of the shield segment 11, and the upper end of the jet grouting consolidation body is flush with the top end of the shield segment 11.

In some embodiments, the step of providing at least one row of stress relief holes 40 in the formation on the opposite side of the axis offset direction further comprises the steps of: and constructing a plurality of inclination measuring holes 30 at one side of the axis deviation direction, wherein the plurality of inclination measuring holes 30 are arranged along the longitudinal direction of the shield tunnel 10 and are positioned between the jet grouting pile 20 and the shield tunnel 10.

It can be understood that, in the construction process of the jet grouting pile 20, many parameters may affect the deviation-correcting displacement of the shield segment 11, such as the injection pressure of slurry, the lifting speed of a drill rod, etc., and these parameters may directly affect the jet grouting amount of each jet grouting pile 20, thereby affecting the displacement of each position on the shield segment 11. On the inner side of the shield segment 11, the prisms 13 are respectively arranged at 4 positions to measure the displacement of the shield segment 11 in the horizontal direction, and the coordinate change condition of each position of the shield segment 11 cannot be monitored. In the embodiment of the application, a row of inclined measuring holes 30 are arranged between the jet grouting pile 20 and the shield tunnel 10, an inclinometer is arranged in each inclined measuring hole 30, and the inclined measuring tubes are used for inclination measurement through an inclinometer, so that the soil deformation of multiple positions in each inclined measuring hole 30 can be monitored in real time in the process of implementation of the jet grouting pile 20, the soil deformation can be regarded as the displacement of the corresponding position on the shield segment 11, the soil deformation and the coordinate variation of the prism 13 on the inner side of the shield segment 11 in the horizontal direction are compared, and the prism 13 is used as a corroboration for detecting the horizontal displacement of the shield segment 11, so that the construction parameters of the jet grouting pile 20 are controlled, and the pore water pressure generated by the construction of the jet grouting pile 20 to each position of the shield segment 11 is closer.

In some embodiments, the distance between the inclinometer hole 30 and the outer wall of the shield segment 11 is 1m to 2 m. It can be understood that the distance between the inclination measuring hole 30 and the outer wall of the shield segment 11 cannot be too large, so that the soil deformation at each position in the inclination measuring hole 30 is closer to the displacement of the corresponding position of the shield segment 11 (the corresponding position of the shield segment 11 refers to the position on the shield segment 11 with the same depth as the inclination measuring hole 30); meanwhile, the distance between the two cannot be too small, so that the shield segment 11 is prevented from being influenced when the inclined hole 30 is formed. In the embodiment of the application, the aperture of the inclination measuring holes 30 is 90 mm-130 mm, and the distance between adjacent inclination measuring holes 30 is 0.8 m-1.2 m. It can be understood that the distance between the adjacent inclination measuring holes 30 ensures that each jet grouting pile 20 is provided with the corresponding inclination measuring hole 30 when rectifying deviation, so that the deformation of the soil body when each jet grouting pile 20 is constructed can be detected in detail. In the embodiment of the application, the depth of the inclination measuring hole 30 exceeds 8 m-12 m of the bottom end of the shield segment 11. It can be understood that the depth of the inclination measuring hole 30 is greater than the depth of the shield segment 11, so as to ensure that the deformation conditions of the soil body within the depth range of the shield tunnel 10 and near the shield tunnel 10 can be obtained.

In some embodiments, a line connecting the aperture center of the inclination measuring hole 30 and the aperture center of the stress release hole 40 is arranged perpendicular to the axial direction of the shield segment 11. It can be understood that the above arrangement of the inclination measuring holes 30 enables the inclination measuring holes and the stress releasing holes 40 to be at the shortest distance on the premise of satisfying the deviation correction of the shield tunnel 10, thereby ensuring that each stress releasing hole 40 plays a more effective role in dissipating the pore water pressure generated by the jet grouting pile 20 at the corresponding position.

Understandably, when the jet grouting pile 20 is constructed, the coordinates of the prism 13 in the shield segment 11 are monitored in real time by using an installed total station, the displacement of the shield segment 11 in the horizontal direction is calculated according to the detection result, and the geometric dimension of the track is measured in real time by using a track detector so as to control the jet grouting pile 20 to be controlled within the design index in the construction process; in addition, the earth's surface was subjected to inclinometer using an inclinometer. After the construction of the jet grouting pile 20 is completed, the stress releasing holes 40 are filled with cement mortar to be dense and the road surface is restored.

The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of changes or substitutions within the technical scope of the present invention, and all such changes or substitutions are included in the scope of the present invention. Moreover, the technical solutions in the embodiments of the present invention may be combined with each other, but it is necessary to be able to be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent, and is not within the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.