CN113062743B - Advanced grouting method and excavation method with advanced grouting method - Google Patents
Advanced grouting method and excavation method with advanced grouting method Download PDFInfo
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- CN113062743B CN113062743B CN202110397104.0A CN202110397104A CN113062743B CN 113062743 B CN113062743 B CN 113062743B CN 202110397104 A CN202110397104 A CN 202110397104A CN 113062743 B CN113062743 B CN 113062743B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
Abstract
The invention provides an advanced grouting method and an excavating method with the advanced grouting method. The advanced grouting method comprises the following steps: step S20: the tunnel face of the non-overlapping section of the first pilot tunnel is a first tunnel face, first grouting hole sites are marked on the first tunnel face, the first grouting hole sites comprise a plurality of first grouting hole sites, the first grouting hole sites are arranged at intervals along the two side edges and the top edge of the first tunnel face of the first pilot tunnel, and the bottom edge of the first tunnel face of the first pilot tunnel is not provided with the first grouting hole sites; step S30: drilling towards the inner wall of the first pilot tunnel close to the first pilot tunnel by taking the first grouting hole position as a starting point to form a first grouting hole, wherein the end point of the first grouting hole is positioned on the circumferential outer side of the first pilot tunnel and is positioned on the front side of the first tunnel face in the excavating direction; step S40: and grouting into the first grouting hole. By applying the technical scheme of the invention, the problem of high cost of the advanced grouting method in the related technology can be effectively solved.
Description
Technical Field
The invention relates to the field of tunnel excavation, in particular to an advanced grouting method and an excavation method with the advanced grouting method.
Background
At present, in the process of tunnel excavation, the situation that a tunnel needs to penetrate through an existing building can be met, and particularly in the process of subway tunnel excavation, a new tunnel needs to be excavated below the excavated tunnel, so that a terminal station of a transfer line is formed. The tunnel which is excavated is the existing building, and the tunnel which needs to be newly excavated is called the lower added layer of the existing building. In the process of lower storey-adding construction, the settlement of the existing building needs to be strictly controlled. At present, advanced grouting is generally carried out before pilot tunnel excavation and primary support is carried out after pilot tunnel excavation so as to reduce the risk of settlement of the pilot tunnel in the excavation process. However, the prior advanced grouting generally needs to be provided with grouting holes on the tunnel face of the pilot tunnel, the grouting holes are distributed in a shape like a Chinese character 'kou', the grouting mode is high in cost, and the construction cost of the tunnel can be increased.
Disclosure of Invention
The invention mainly aims to provide an advanced grouting method and an excavating method with the advanced grouting method, and aims to solve the problem that the advanced grouting method in the related art is high in cost.
In order to achieve the above object, according to one aspect of the present invention, there is provided a leading grouting method having a first pilot tunnel below an existing building, the first pilot tunnel having a non-overlapping section that does not overlap the existing building in an up-down direction, the leading grouting method comprising:
step S20: the tunnel face of the non-overlapping section of the first pilot tunnel is a first tunnel face, first grouting hole sites are marked on the first tunnel face, the first grouting hole sites comprise a plurality of first grouting hole sites, the first grouting hole sites are arranged at intervals along the two side edges and the top edge of the first tunnel face of the first pilot tunnel, and the bottom edge of the first tunnel face of the first pilot tunnel is not provided with the first grouting hole sites;
step S30: drilling towards the inner wall of the first pilot tunnel close to the first pilot tunnel by taking the first grouting hole position as a starting point to form a first grouting hole, wherein the end point of the first grouting hole is positioned on the circumferential outer side of the first pilot tunnel and is positioned on the front side of the first tunnel face in the excavating direction;
step S40: and grouting into the first grouting hole.
Furthermore, the first grouting hole positions extending along the two side edges of the first palm surface are positioned between the top edge of the first palm surface and the horizontal center line of the first palm surface.
Further, the first pilot tunnel also has an overlapping section which overlaps with the existing building in the up-down direction, and the advanced grouting method comprises the following steps:
step S10: judging the type of the section to be excavated of the first pilot tunnel, and executing the step S20 to the step S40 if the section to be excavated of the first pilot tunnel is a non-overlapped section; if the section to be excavated of the first pilot tunnel is an overlapped section, executing the steps S50 to S70;
step S50: the tunnel face of the overlapped section of the first pilot tunnel is a second tunnel face, second grouting hole sites are marked on the second tunnel face, the number of the second grouting hole sites is multiple, the second grouting hole sites are arranged at intervals along the two side edges and the bottom edge of the second tunnel face, and no second grouting hole site exists on the top edge of the second tunnel face close to the first pilot tunnel;
step S60: drilling a second grouting hole by taking the second grouting hole position as a starting point, wherein the end point of the second grouting hole is positioned on the circumferential outer side of the first pilot tunnel and is positioned on the front side of the second tunnel face in the excavating direction;
step S70: and grouting into the second grouting hole.
Furthermore, after the terminal points of the first grouting holes are projected on the plane where the first tunnel face is located, a plurality of projection points are formed, and the distance between every two adjacent projection points is 0.5 m-1 m.
Further, step S30 includes: and drilling a plurality of first grouting holes by taking each first grouting hole position as a starting point, wherein the terminal points of the plurality of first grouting holes are arranged at intervals in the excavating direction of the first pilot tunnel and are positioned on the same horizontal plane.
And further, grouting in the first grouting hole by adopting a retreating grouting method.
Further, the maximum distance between the end point of the first injection hole and the start point of the first injection hole in the extending direction of the first pilot hole is between 10m and 15 m.
Further, the vertical distance from each first grouting hole position to the inner wall of the first pilot hole is between 0.5m and 1 m.
Furthermore, the projection of each first grouting hole on the plane of the first tunnel face of the first pilot tunnel is distributed in a radial shape.
According to another aspect of the present invention, there is provided an excavation method having a plurality of first pilot tunnels arranged side by side under an existing building, the excavation method including:
step S01: performing advanced grouting treatment on a first pilot tunnel to be excavated, wherein the advanced grouting treatment method is the method;
step S02: excavating the part of the first pilot tunnel subjected to the advanced grouting treatment;
step S03: digging a communication channel between two adjacent dug first pilot tunnels;
step S04: the communicating channel comprises a front side wall and a rear side wall which are opposite in the excavating direction of the first pilot tunnel, a third grouting hole site is arranged on the front side wall of the communicating channel, the third grouting hole site is flush with the first grouting hole sites which are arranged at intervals along the top edge of the first pilot tunnel in the vertical direction, the third grouting hole sites comprise a plurality of third grouting hole sites, and the third grouting hole sites are arranged at intervals between the adjacent first pilot tunnels;
step S05: drilling a third grouting hole along the excavating direction of the first pilot tunnel by taking the third grouting hole as a starting point;
step S06: and grouting into the third grouting hole.
By applying the technical scheme of the invention, as the position of the first pilot tunnel is far away from the existing building, the first grouting hole sites which are arranged in an inverted U shape can be arranged on the first tunnel face of the first pilot tunnel. The first grouting hole sites are arranged at intervals along the two side edges and the top edge of the first tunnel face of the first pilot tunnel, and the first grouting hole sites are not arranged on the bottom edge of the first tunnel face of the first pilot tunnel. In the mode, the grout is filled into the two sides and the top of the first pilot tunnel, so that soil layers on the two sides and the top of the first pilot tunnel are connected with the grout to form a compact soil layer structure, and the sinking probability of the existing building is greatly reduced when the first pilot tunnel is excavated. In addition, because the non-overlapping section of the first pilot tunnel is far away from the existing building, grouting is not needed to be performed on the bottom area of the first pilot tunnel, and soil layers around the first pilot tunnel can meet the excavating requirement of the non-overlapping section of the first pilot tunnel, so that the punching cost and the grouting cost of the first grouting hole are saved, and the construction cost is reduced integrally.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 shows a flow diagram of an embodiment of a look-ahead method according to the present invention;
FIG. 2 shows a schematic structural view of a cross section of a non-overlapping section of a first via;
FIG. 3 shows an enlarged schematic structural view at A of a cross section of the non-overlapping section of the first via of FIG. 2;
FIG. 4 shows a schematic cross-sectional structure of an overlapping section of a first pilot hole;
FIG. 5 shows an enlarged structural view at B of a cross section of the overlapping section of the first via of FIG. 4; and
fig. 6 is a schematic view illustrating a layout structure of a first grout hole of the advanced grouting method of fig. 1.
Wherein the figures include the following reference numerals:
1. existing buildings; 10. a first pilot hole; 11. a first palm surface; 12. a second palm surface; 20. a first grouting hole site; 30. a first grouting hole; 50. a second grouting hole site; 60. a communication channel; 70. a third grouting hole site; 80. projecting the line; 90. and (5) grouting diffusion range.
Detailed Description
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
As shown in fig. 1 to 3, a first pilot tunnel 10 is provided below an existing building 1, the first pilot tunnel 10 has a non-overlapping section that does not overlap with the existing building 1 in the vertical direction, and the advanced grouting method of the present embodiment includes:
step S20: the tunnel face of the non-overlapping section of the first pilot tunnel 10 is a first tunnel face 11, first grouting hole sites 20 are marked on the first tunnel face 11, the first grouting hole sites 20 comprise a plurality of first grouting hole sites, the plurality of first grouting hole sites 20 are arranged at intervals along the two side edges and the top edge of the first tunnel face 11 of the first pilot tunnel 10, and the first grouting hole sites 20 are not arranged at the bottom edge of the first tunnel face 11 of the first pilot tunnel 10;
step S30: drilling towards the inner wall of the first pilot tunnel 10 close to the first pilot tunnel by taking the first grouting hole site 20 as a starting point to form a first grouting hole 30, wherein the end point of the first grouting hole 30 is positioned on the circumferential outer side of the first pilot tunnel 10 and on the front side of the first tunnel face 11 in the excavating direction;
step S40: grouting is performed into the first grouting hole 30.
The steps provide a method for the advanced grouting of the non-overlapping section of the pilot tunnel. Specifically, since the first pilot tunnel 10 is located at a position far from the existing building 1, the first grouting holes 20 arranged in an inverted U shape may be provided on the first tunnel face 11 of the first pilot tunnel 10. The first grouting holes 20 are arranged at intervals along two side edges and a top edge of the first face 11 of the first pilot tunnel 10, and the first grouting holes 20 are not arranged at the bottom edge of the first face 11 of the first pilot tunnel 10. In this way, the grout is filled into the two sides and the top of the first pilot tunnel 10, so that soil layers on the two sides and the top of the first pilot tunnel 10 are connected with the grout to form a compact soil layer structure, and the sinking probability of the existing building is greatly reduced when the first pilot tunnel 10 is excavated. In addition, because the non-overlapping section of the first pilot tunnel 10 is far away from the existing building 1, grouting is not needed to be performed on the bottom area of the first pilot tunnel 10, and soil layers around the whole first pilot tunnel 10 can meet the excavating requirement of the non-overlapping section of the first pilot tunnel 10, so that the punching cost and the grouting cost of the first grouting hole are saved, and the construction cost is reduced integrally.
Further, as shown in fig. 1 to 3, the first grouting hole sites 20 extending along both side edges of the first palm surface 11 are located between the top edge of the first palm surface 11 and the horizontal center line of the first palm surface 11. The above structure can further reduce the number of the first grouting hole sites 20, thereby further saving the construction cost.
Further, as shown in fig. 4 and 5, the first pilot tunnel 10 further has an overlapping section overlapping with the existing building 1 in the up-down direction, and the advanced grouting method includes:
step S10: judging the type of the section to be excavated of the first pilot tunnel 10, and if the section to be excavated of the first pilot tunnel 10 is a non-overlapping section, executing the steps S20 to S40; if the section to be excavated of the first pilot tunnel 10 is an overlapped section, performing steps S50 to S70;
step S50: the tunnel face of the overlapped section of the first pilot tunnel 10 is a second tunnel face 12, second grouting hole sites 50 are marked on the second tunnel face 12, the second grouting hole sites 50 comprise a plurality of second grouting hole sites 50, the second grouting hole sites 50 are arranged at intervals along the two side edges and the bottom edge of the second tunnel face 12, and no second grouting hole site 50 exists on the top edge of the second tunnel face 12 close to the first pilot tunnel 10;
step S60: drilling a second grouting hole by taking the second grouting hole position 50 as a starting point, wherein the terminal point of the second grouting hole is positioned on the circumferential outer side of the first pilot tunnel 10 and on the front side of the second tunnel face 12 in the excavating direction;
step S70: and grouting into the second grouting hole.
In the above steps, a method for pre-grouting the overlapped section of the pilot tunnel and the existing building 1 is provided. Specifically, since the overlapped section of the first pilot tunnel 10 is in close contact with the existing building 1, the second grouting hole sites 50 arranged in a U-shape may be provided on the second tunnel face 12 of the first pilot tunnel 10. The second grouting hole sites 50 are arranged along the two side edges and the bottom edge of the second tunnel face 12 of the first pilot tunnel 10 at intervals, and the second grouting hole sites 50 are not arranged on the top edge of the second tunnel face 12 of the first pilot tunnel 10 close to the first pilot tunnel 10, so that the grout is filled into the two sides and the bottom of the first pilot tunnel 10, soil layers on the two sides and the bottom of the first pilot tunnel 10 are connected with the grout, a compact soil layer structure is formed, and the sinking probability of the existing building 1 during excavation of the first pilot tunnel 10 is greatly reduced. In addition, the absence of the first grouting hole site 20 at the top side of the second tunnel face 12 of the first pilot tunnel 10 near the first pilot tunnel 10 enables the first pilot tunnel to be closely attached to the existing building 1, facilitating the excavation of the first pilot tunnel 10.
Further, as shown in fig. 2 and 3, the end points of the plurality of first grouting holes 30 form a plurality of projection points after being projected on the plane where the first palm surface 11 is located, and the distance between two adjacent projection points is between 0.5m and 1 m. In the above steps, in order to ensure that the soil layer around the first pilot tunnel 10 can be more compact and compact after grouting, the distance between a plurality of projection points formed after the drilling end points of a plurality of first grouting holes 30 are projected on the plane where the tunnel face is located is tighter, so that grout can diffuse around after entering along the first grouting holes 30 (the diffusion range of the diffusion is shown as grouting diffusion range 90 in fig. 3), and grout between adjacent first grouting holes 30 can be connected with each other, thereby playing a role in compacting the soil layer. In addition, because this application does not set up first slip casting hole site 20 at the top side that is close to first pilot hole 10 of the face of first pilot hole 10, consequently increase the distance of a plurality of projection points that form behind the drilling terminal point projection of a plurality of first slip casting holes 30 on the plane that the face belongs to, can compensate the degree of compactness of the soil horizon around first pilot hole 10, make the degree of compactness of the soil horizon around first pilot hole 10 can reach the excavation requirement of the existing building 1 of close contact. Preferably, the drilling end points of the first grouting holes 30 form a plurality of projection points after being projected on the plane of the tunnel face, and the distance between two adjacent projection points is 0.8m.
Further, as shown in fig. 6, step S30 includes: a plurality of first grout holes 30 are drilled starting from each first grout hole site 20, and the end points of the plurality of first grout holes 30 are spaced in the excavating direction of the first pilot tunnel 10 and located on the same horizontal plane. The above steps can form a dense grouting area at the circumferential outer side of the first pilot tunnel 10, so that the compactness of the soil layer around the first pilot tunnel can be enhanced. Specifically, the inclination angles of the plurality of first grouting holes 30 drilled with each first grouting hole site 20 as a starting point are different, and a dense grouting area can be formed outside the first pilot hole 10 after the plurality of first grouting holes 30 drilled with the first grouting hole site 20 as a starting point are filled with grout.
Note that the first grouting hole 30 is grouted by a retreating grouting method. The grouting pressure of the grouting is between 0.8MPa and 1.0 MPa; the grouting speed of the grouting is between 15L/min and 24L/min.
Further, as shown in fig. 2 and 3, the maximum distance between the end point of the first injection hole 30 and the start point of the first injection hole 30 in the extending direction of the first pilot hole 10 is between 10m and 15 m. In the above steps, the maximum distance between the drilling end point of the first grouting hole 30 and the drilling start point of the first grouting hole 30 in the extending direction of the first pilot tunnel 10 is the depth of advanced grouting. In the excavation process of the first pilot tunnel 10, a distance of advanced grouting is needed, and then the first pilot tunnel 10 is excavated, wherein the distance of advanced grouting is greater than the distance of forward excavation of the first pilot tunnel 10. Specifically, in the present embodiment, the distance ahead of the grouting is 12m, and the distance forward excavated by the first pilot tunnel 10 is 10m. In this way, the excavated soil layer is reinforced by advanced grouting, so that the probability of the sedimentation risk in the excavation process of the first pilot tunnel 10 is greatly reduced.
Further, as shown in fig. 2 and 3, a vertical distance of each first grout hole site 20 to an inner wall of the first pilot hole 10 is between 0.5m and 1 m. The above steps provide specific hole-opening positions of the first grouting hole sites 20, which is convenient for the constructors to perform the punching operation.
Further, the projection of each first grouting hole 30 on the plane of the first palm surface 11 of the first guide hole 10 is distributed radially (fig. 3 shows the projection line 80). The above steps enable a uniform and dense soil layer structure to be formed on the circumferential outer side of the first pilot tunnel 10 after the grouting of each first grouting hole 30 is completed, thereby facilitating the excavation of the first pilot tunnel 10.
The invention also provides an excavating method, wherein a plurality of first pilot tunnels 10 arranged side by side are arranged below the existing building 1, and the excavating method comprises the following steps:
step S01: performing advanced grouting treatment on the first pilot tunnel 10 to be excavated, wherein the advanced grouting treatment method is the method;
step S02: excavating the part of the first pilot tunnel 10 after the advanced grouting treatment;
step S03: digging a communication channel 60 between two adjacent first guide holes 10;
step S04: the communication channel 60 comprises a front side wall and a rear side wall which are opposite in the excavating direction of the first pilot tunnel 10, a third grouting hole site 70 is arranged on the front side wall of the communication channel 60, the third grouting hole site 70 is flush with the first grouting hole sites 20 which are arranged at intervals along the top edge of the first pilot tunnel 10 in the vertical direction, the third grouting hole sites 70 comprise a plurality of third grouting hole sites 70, and the third grouting hole sites 70 are arranged at intervals between the adjacent first pilot tunnels 10;
step S05: drilling a third grouting hole in the excavating direction of the first pilot tunnel 10 with the third grouting hole site 70 as a starting point;
step S06: and grouting into the third grouting hole.
In the above-described step, after all the first pilot tunnels 10 are dug, the communication passages 60 are dug between the adjacent first pilot tunnels 10. Set up third slip casting hole site 70 on the preceding lateral wall of communicating channel 60 to use third slip casting hole site 70 to bore the third slip casting hole as the starting point along the excavation direction of first pilot tunnel 10, above-mentioned mode can make the soil horizon around the communicating channel 60 more closely knit, thereby promote the stability after the communicating channel 60 excavates.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. A leading grouting method having a first pilot tunnel (10) below an existing building (1), the first pilot tunnel (10) having a non-overlapping section that does not overlap the existing building (1) in the up-down direction and an overlapping section that overlaps the existing building (1) in the up-down direction, characterized by comprising:
step S10: judging the type of the section to be excavated of the first pilot tunnel (10), and executing the steps S20 to S40 if the section to be excavated of the first pilot tunnel (10) is a non-overlapped section; if the section to be excavated of the first pilot tunnel (10) is an overlapped section, executing the steps S50 to S70;
step S20: the working face of the non-overlapping section of the first pilot tunnel (10) is a first working face (11), a plurality of first grouting hole sites (20) are marked on the first working face (11), the first grouting hole sites (20) are arranged at intervals along the two side edges and the top edge of the first working face (11) of the first pilot tunnel (10), and the bottom edge of the first working face (11) of the first pilot tunnel (10) is not provided with the first grouting hole sites (20);
step S30: drilling towards the inner wall of the first pilot tunnel (10) close to the first pilot tunnel by taking the first grouting hole site (20) as a starting point to form a first grouting hole (30), wherein the end point of the first grouting hole (30) is positioned on the circumferential outer side of the first pilot tunnel (10) and on the front side of the first tunnel face (11) in the excavating direction;
step S40: grouting into the first grouting hole (30);
step S50: the palm surface of the overlapped section of the first pilot tunnel (10) is a second palm surface (12), second grouting hole sites (50) are marked on the second palm surface (12), the second grouting hole sites (50) comprise a plurality of second grouting hole sites, the second grouting hole sites (50) are arranged at intervals along the two side edges and the bottom edge of the second palm surface (12), and the second grouting hole sites (50) are not arranged on the top edge of the second palm surface (12) close to the first pilot tunnel (10);
step S60: drilling a second grouting hole by taking the second grouting hole position (50) as a starting point, wherein the terminal point of the second grouting hole is positioned on the circumferential outer side of the first pilot tunnel (10) and on the front side of the second tunnel face (12) in the excavating direction;
step S70: and grouting into the second grouting hole.
2. The advanced grouting method as claimed in claim 1, wherein the first grouting hole sites (20) extending along both side edges of the first palm surface (11) are located between the top edge of the first palm surface (11) and the horizontal center line of the first palm surface (11).
3. The advanced grouting method according to claim 1, wherein the end points of a plurality of first grouting holes (30) form a plurality of projection points after being projected on the plane of the first tunnel surface (11), and the distance between two adjacent projection points is between 0.5m and 1 m.
4. The advanced grouting method according to claim 1, wherein the step S30 comprises:
and drilling a plurality of first grouting holes (30) by taking each first grouting hole site (20) as a starting point, wherein the end points of the plurality of first grouting holes (30) are arranged at intervals in the excavating direction of the first pilot tunnel (10) and are positioned on the same horizontal plane.
5. The advanced grouting method according to claim 1, wherein a retreating grouting method is adopted to perform grouting into the first grouting hole (30).
6. The advanced grouting method according to claim 1, wherein the maximum distance between the end point of the first grouting hole (30) and the start point of the first grouting hole (30) in the extending direction of the first pilot tunnel (10) is between 10m and 15 m.
7. Advanced grouting method according to claim 1, characterised in that the vertical distance of each first grouting hole site (20) to the inner wall of the first pilot hole (10) is between 0.5m and 1 m.
8. The advanced grouting method according to claim 1, wherein the projection of each first grouting hole (30) on the plane of the first tunnel face (11) of the first pilot tunnel (10) is radially distributed.
9. An excavation method having a plurality of first pilot tunnels (10) arranged side by side below an existing building (1), the excavation method comprising:
step S01: advanced grouting treatment of a first pilot tunnel (10) to be excavated, characterised in that it is carried out by a method according to any one of claims 1 to 8;
step S02: excavating the part of the first pilot tunnel (10) subjected to the advanced grouting treatment;
step S03: excavating a communication channel (60) between two adjacent excavated first pilot tunnels (10);
step S04: the communication channel (60) comprises a front side wall and a rear side wall which are opposite in the excavating direction of the first pilot tunnel (10), a third grouting hole site (70) is arranged on the front side wall of the communication channel (60), the third grouting hole site (70) is flush with first grouting hole sites (20) which are arranged along the top edge of the first pilot tunnel (10) at intervals in the vertical direction, the third grouting hole sites (70) comprise a plurality of, and the third grouting hole sites (70) are arranged between the adjacent first pilot tunnels (10) at intervals;
step S05: drilling a third grouting hole along the excavating direction of the first pilot tunnel (10) by taking the third grouting hole site (70) as a starting point;
step S06: and grouting into the third grouting hole.
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| CN108756898A (en) * | 2018-06-06 | 2018-11-06 | 中铁六局集团有限公司 | Using the front pre-grouting construction method of HSC grouting materials |
| CN110107313A (en) * | 2019-04-26 | 2019-08-09 | 中铁二十三局集团第六工程有限公司 | It is a kind of with existing line altogether to Urban Underground Passage construction method |
| CN111878083A (en) * | 2020-07-10 | 2020-11-03 | 中铁五局集团有限公司 | Advanced grouting construction method for underground excavated tunnel |
| GB202014848D0 (en) * | 2020-09-21 | 2020-11-04 | Meeks Alan | Tunnelling shield |
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