CN110374631B - Advanced grouting construction method for backward tunnel of small clear distance tunnel in weak stratum - Google Patents
Advanced grouting construction method for backward tunnel of small clear distance tunnel in weak stratum Download PDFInfo
- Publication number
- CN110374631B CN110374631B CN201910556308.7A CN201910556308A CN110374631B CN 110374631 B CN110374631 B CN 110374631B CN 201910556308 A CN201910556308 A CN 201910556308A CN 110374631 B CN110374631 B CN 110374631B
- Authority
- CN
- China
- Prior art keywords
- grouting
- tunnel
- backward
- small
- hole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
-
- 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Abstract
The invention is suitable for the technical field of tunnel engineering and provides a method for constructing a backward tunnel of a small clear distance tunnel in a weak stratum by advanced grouting. Grouting is carried out after the primary support of the prior tunnel is closed into a ring and before the secondary lining is poured, and the grouting reinforcing ring and the primary support of the prior tunnel are used as a grout stopping wall. The construction method comprises the following steps: a. setting out a setting line at the side wall part of the small-clear-distance first-aid tunnel, and marking the hole position of a grouting hole; b. adjusting the position and the drilling angle of a drilling machine according to the designed hole position and the angle of the grouting hole, and drilling the grouting hole from the side wall part of the preceding tunnel to the backward tunnel direction by using the drilling machine; c. installing sleeve valve pipes in the grouting holes; d. pouring a shell sealing material; e. and performing segmented grouting towards the backward tunnel direction through the grouting pipe. According to the invention, the side wall part of the tunnel is made into the grouting hole towards the backward tunnel direction, and grouting is carried out towards the backward tunnel direction through the grouting pipe, so that the influence of the backward tunnel grouting construction of the small clear distance tunnel on the whole construction period is reduced, and the construction period is greatly shortened.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a method for advanced grouting construction of a backward tunnel of a small clear distance tunnel in a weak stratum.
Background
Advanced grouting is used as an important water plugging and stratum reinforcing measure for underground excavation of a tunnel in a weak stratum, and plays a significant role in tunnel construction. The conventional advanced grouting construction method is characterized in that grouting holes are formed in the tunnel face forward for advanced grouting, the advanced grouting is limited by characteristics of a subsurface excavation construction process, the tunnel face serves as the only construction operation face, when advanced grouting construction is carried out, operations such as face excavation and supporting need to be stopped, and excavation can be carried out after the advanced grouting is finished. Because the time required by advanced grouting is long, generally, one to two weeks are required for each circulation of grouting, the grouting construction greatly influences the tunnel construction progress, the construction period is prolonged, and unnecessary economic loss is indirectly brought.
Disclosure of Invention
The technical problem to be solved by the embodiment of the invention is to provide a method for constructing the backward tunnel advanced grouting of the small clear distance tunnel in the weak stratum, aiming at solving the problems that the construction progress of the tunnel is greatly influenced by the method for constructing the small clear distance tunnel in the weak stratum in the prior art, so that the construction period is prolonged and unnecessary economic loss is indirectly caused.
The embodiment of the invention is realized in such a way, and provides a method for constructing a backward tunnel of a small clear distance tunnel in a weak stratum by advanced grouting, which is characterized by comprising the following steps of:
a. setting out a setting line at the side wall part of the small-clear-distance advanced tunnel completing the initial support of the advanced tunnel, and marking the hole position of a grouting hole;
b. adjusting the position and the drilling angle of a drilling machine according to the designed hole position and the angle of the grouting hole, and drilling the grouting hole from the side wall part of the preceding tunnel to the backward tunnel direction by using the drilling machine;
c. installing a grouting pipe in the grouting hole;
d. pouring a shell sealing material;
e. and performing segmented grouting in the backward tunnel direction through the grouting pipe.
Further, the grout pipe is perpendicular to the axis of the back tunnel.
Furthermore, the slip casting pipe is made of plastic.
Furthermore, the grouting pipes are arranged in the grouting holes in a quincunx mode.
Further, in the step e, grouting layer by layer from the top and the bottom of the backward tunnel to the middle part during grouting.
Further, in the step e, during grouting, the grouting device is sent to the bottom of the grouting pipe, and then segmented retreating grouting is performed, wherein in the grouting sequence, one grouting hole must be skipped for grouting each time.
Further, before grouting construction, a grouting test is carried out, and grouting parameters are determined and optimized.
Furthermore, the slip casting pipe includes slip casting pipe slip casting section and slip casting pipe non-slip casting section, slip casting pipe slip casting section wears to locate in the backward tunnel, slip casting pipe non-slip casting section wears to locate in the side wall position of tunnel and the adjacent country rock of advancing.
Further, in the step b, after primary support sealing and ring formation of the advanced tunnel is carried out in the advanced tunnel, before secondary lining layer pouring, grouting holes are formed from the side wall part of the advanced tunnel to the direction of the backward tunnel;
further, before the step a, determining grouting diffusion radius, grouting pipe arrangement distance and grouting amount of each grouting pipe according to surrounding rock permeability coefficient, determining grouting pipe length, grouting pipe angle and grouting pipe length parameter of each grouting pipe according to the mutual position relation of the antecedent tunnel and the consequent tunnel and the grouting reinforcement ring range of the consequent tunnel, and making a detailed grouting hole arrangement scheme;
furthermore, the grouting reinforcement ring of the pilot tunnel and the primary support of the pilot tunnel are also used as a grout stop wall.
Compared with the prior art, the embodiment of the invention has the advantages that: in the grouting construction process of the small clear distance tunnel in the weak stratum, the grouting holes can be formed in the backward tunnel direction through the side wall part of the preceding tunnel, and grouting is performed in the backward tunnel direction through the grouting pipes, so that the influence of the small clear distance tunnel backward tunnel grouting construction on the whole construction period is reduced.
Drawings
FIG. 1 is a schematic cross-sectional view of a backward tunnel advanced grouting construction of a small-clearance tunnel in a weak stratum according to an embodiment of the present invention;
fig. 2 is a schematic elevation view illustrating a layout of grouting holes in a side wall portion of a preceding tunnel according to an embodiment of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
As shown in fig. 1 and fig. 2, a method for performing advanced grouting on a backward tunnel of a small-clear-distance tunnel in a weak stratum according to an embodiment of the present invention includes the following steps:
a. setting out a layout line at the side wall part of the small-clear-distance prior tunnel 1 for completing the primary support of the prior tunnel, marking the hole positions of the grouting holes 6, and arranging the grouting holes 6 in a quincunx manner;
b. adjusting the position and the drilling angle of a drilling machine according to the designed hole position and the angle of the grouting hole 6, and drilling the grouting hole 6 from the side wall part of the preceding tunnel 1 to the backward tunnel 4 by using the drilling machine;
c. installing a grouting pipe in the grouting hole 6;
d. and (5) injecting a shell sealing material.
e. And performing sectional grouting in the direction of the backward tunnel 4 through the grouting pipe 7.
In the above embodiment, the grouting pipe 7 includes the grouting section 71 of the grouting pipe and the non-grouting section 72 of the grouting pipe, the grouting section 71 of the grouting pipe is inserted into the backward tunnel 4, and the non-grouting section 72 of the grouting pipe is inserted into the side wall of the forward tunnel 1 and the adjacent surrounding rock a. The grouting pipes 7 are made of plastic materials, so that the backward tunnel 4 can be conveniently excavated, and the grouting holes 6 are distributed in a quincunx manner.
In the above embodiment, before grouting construction, a grouting test is performed to determine and optimize grouting parameters. And step e, grouting layer by layer from the top and the bottom of the backward tunnel 4 to the middle part during grouting, conveying a grouting device to the bottom of a grouting pipe during grouting, and then performing segmented retreating type grouting, wherein in the grouting sequence, one grouting hole 6 needs to be opened for grouting every time to prevent hole crossing and leakage during grouting.
In the above embodiment, in the step b, after the primary support 2 of the forward tunnel 1 is sealed into a ring, and before the secondary lining layer is poured, grouting holes 6 are formed from the side wall part of the forward tunnel 1 to the backward tunnel 4; the grouting reinforcement ring 3 of the pilot tunnel and the primary support 2 of the pilot tunnel are also used as grout stop walls.
In the above embodiment, before step a, the grouting diffusion radius, the arrangement distance of the grouting pipes 7, and the grouting amount of each grouting pipe 7 are determined according to the permeability coefficient of the surrounding rock a, the length of each grouting pipe 7, the angle of each grouting pipe 7, and the length parameter of each grouting pipe grouting section 71 are determined according to the mutual position relationship between the preceding tunnel 1 and the following tunnel 4 and the range of the following tunnel grouting reinforcement ring 5, and a detailed grouting hole 6 arrangement scheme is formulated.
In conclusion, in the grouting construction process of the small-clear-distance tunnel in the weak stratum, the grouting pipe grouting process is adopted, the grouting holes 6 are formed in the direction of the backward tunnel 4 through the side wall part of the preceding tunnel 1, and grouting is performed in the direction of the backward tunnel 4 through the grouting pipes 7, so that the influence of the grouting construction of the backward tunnel 4 of the small-clear-distance tunnel on the whole construction period is reduced, the operation is simple, the construction difficulty is low, the practicability is high, the reinforcing effect is good, the construction cost is not additionally increased, the construction period can be greatly shortened, and the method has popularization and application values.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A method for constructing a backward tunnel of a small clear distance tunnel in a weak stratum by advanced grouting is characterized by comprising the following steps:
a. setting out a setting line at the side wall part of the small-clear-distance advanced tunnel completing the initial support of the advanced tunnel, and marking the hole position of a grouting hole;
b. adjusting the position and the drilling angle of a drilling machine according to the designed hole position and the angle of the grouting hole, and drilling the grouting hole from the side wall part of the preceding tunnel to the backward tunnel direction by using the drilling machine;
c. installing a grouting pipe in the grouting hole;
d. pouring a shell sealing material;
e. the grouting pipe carries out segmented grouting towards the backward tunnel direction, wherein the grouting pipe comprises a grouting pipe grouting section and a grouting pipe non-grouting section, the grouting pipe grouting section is arranged in the backward tunnel in a penetrating mode, and the grouting pipe non-grouting section is arranged in the side wall part of the forward tunnel and adjacent surrounding rocks in a penetrating mode.
2. The method for constructing the backward tunnel of the small clear distance tunnel in the weak stratum according to claim 1, wherein the grouting pipe is perpendicular to the axis of the backward tunnel.
3. The method for constructing a tunnel with a small clear distance between weak strata and a backward tunnel by means of advanced grouting according to claim 1, wherein the grouting pipe is made of plastic.
4. The method for constructing a backward tunnel of a small-clear-distance tunnel in a weak stratum according to claim 1, wherein the grouting pipes are arranged in the grouting holes in a quincunx manner.
5. The method for constructing the backward tunnel of the small clear distance tunnel in the weak stratum according to claim 1, wherein in the step e, the back tunnel is grouted layer by layer from the top and the bottom to the middle of the backward tunnel during grouting.
6. The method for constructing the advanced grouting of the back tunnel of the small clear distance tunnel in the weak stratum according to claim 1, wherein in the step e, a grouting machine is sent to the bottom of the grouting pipe during grouting, and then segmental backward grouting is carried out, wherein in the grouting sequence, one grouting hole needs to be opened for grouting each time.
7. The method for the advanced grouting construction of the back-row tunnel of the small clear distance tunnel in the weak stratum according to claim 1, wherein a grouting test is carried out before grouting construction, and grouting parameters are determined and optimized.
8. The advanced grouting construction method for the backward tunnel of the small-clearance tunnel in the weak stratum according to claim 1, wherein in the step b, after the primary support of the forward tunnel is closed into a ring in the forward tunnel, grouting holes are formed from the side wall part of the forward tunnel to the backward tunnel direction before the secondary lining layer is poured.
9. The method for constructing a backward tunnel of a small-clear-distance tunnel in a weak stratum according to any one of claims 1 to 8, wherein before the step a, the grouting diffusion radius, the grouting pipe arrangement distance and the grouting amount of each grouting pipe are determined according to the permeability coefficient of surrounding rocks, the grouting pipe length, the grouting pipe angle and the grouting section length parameter of each grouting pipe are determined according to the mutual position relation between the forward tunnel and the backward tunnel and the range of a grouting reinforcement ring of the backward tunnel, and a detailed grouting hole arrangement scheme is established.
10. The method for constructing a backward tunnel of a small-clear-distance tunnel in a weak stratum by advanced grouting according to claim 8, wherein the grouting reinforcement ring of the forward tunnel and the primary support of the forward tunnel are used as a grout stop wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910556308.7A CN110374631B (en) | 2019-06-25 | 2019-06-25 | Advanced grouting construction method for backward tunnel of small clear distance tunnel in weak stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910556308.7A CN110374631B (en) | 2019-06-25 | 2019-06-25 | Advanced grouting construction method for backward tunnel of small clear distance tunnel in weak stratum |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110374631A CN110374631A (en) | 2019-10-25 |
| CN110374631B true CN110374631B (en) | 2020-09-29 |
Family
ID=68249340
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910556308.7A Active CN110374631B (en) | 2019-06-25 | 2019-06-25 | Advanced grouting construction method for backward tunnel of small clear distance tunnel in weak stratum |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110374631B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112682055B (en) * | 2021-03-22 | 2021-07-09 | 中铁九局集团第四工程有限公司 | Small-clear-distance parallel tunnel shield tunneling construction method |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03166494A (en) * | 1989-11-22 | 1991-07-18 | Daiho Constr Co Ltd | Multiple connected underground excavator |
| CN202520317U (en) * | 2012-02-17 | 2012-11-07 | 中国建筑第六工程局有限公司 | Minimum-clear-distance tunnel rear hole excavating construction structure |
| CN102966360A (en) * | 2012-11-26 | 2013-03-13 | 中铁四局集团第二工程有限公司 | Method for reinforcing rock walls in neighborhood tunnel |
| CN104847365B (en) * | 2015-05-20 | 2018-01-12 | 深圳市市政设计研究院有限公司 | A kind of small interval Four-Lane Road Shallow-buried Large-span Tunnel construction method |
| CN204646253U (en) * | 2015-05-20 | 2015-09-16 | 深圳市市政设计研究院有限公司 | A kind of small interval Four-Lane Road Shallow-buried Large-span Tunnel structure |
| CN106050240B (en) * | 2016-05-11 | 2019-05-24 | 上海交通大学 | Mountain area weak surrounding rock Shared Rock of Neighborhood Tunnel stability control method |
| CN109826635B (en) * | 2019-03-08 | 2020-09-15 | 中铁十二局集团有限公司 | Construction method for reinforcing shield receiving space peripheral soil body constructed by subsurface excavation method |
-
2019
- 2019-06-25 CN CN201910556308.7A patent/CN110374631B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN110374631A (en) | 2019-10-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104500082B (en) | In Tunneling by mining method, shield receives construction method | |
| CN110735653A (en) | deep-hole retreating type grouting water plugging construction method for igneous rock water-rich fault | |
| CN107460882B (en) | A kind of retaining piles construction method of deep basal pit closing sealing | |
| CN103835648B (en) | One improves rock stratum performance mine shaft rising boring technique by surface grout injection | |
| CN108643935A (en) | The construction method in tunnel under rich water shallow embedding geology | |
| CN108547639B (en) | Tunnel closes on the advanced same more conduit delamination pour slurry construction methods in hole of existing buildings | |
| CN110685714B (en) | Micro-step reserved core soil construction structure and method for shallow-buried bias tunnel under phyllite geology | |
| CN102606168B (en) | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation | |
| CN103758123A (en) | Method for constructing protecting wall lining of cast-in-place manual hole digging pile | |
| CN109630193A (en) | Subway Tunnel service channel excavates the administering method for water burst phenomenon occur | |
| CN110017145A (en) | A kind of sea area shield mine joins jointing and its construction method in Tunnel | |
| CN111287769A (en) | Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof | |
| CN110374631B (en) | Advanced grouting construction method for backward tunnel of small clear distance tunnel in weak stratum | |
| CN208965598U (en) | The Anti-seeping technology structure of grout curtain and underground chamber intersection area | |
| CN207406345U (en) | Rich water sand-pebble layer shield tunnel end horizontal grouting ruggedized construction | |
| CN108360525A (en) | A kind of per-fore pouring liquid with small pipe construction technology and equipment | |
| CN108978694B (en) | Accurate guidance grouting method for building waterproof curtain in tunnel | |
| CN111733841A (en) | Lake bottom karst treatment method for deep-buried shield tunnel | |
| CN109209448A (en) | Tunnel surface grouting blocks water construction method | |
| CN205296194U (en) | Rich irrigated land layer undercut tunnel interlock pipe curtain | |
| CN113217036A (en) | Post-grouting construction method for tunnel structure at water burst section of fault fracture zone | |
| CN112282798B (en) | Tunnel surrounding rock advanced horizontal water-stopping grouting construction method | |
| CN107975376A (en) | Tunneling shield push pipe and vertical duct connection structure and construction method | |
| CN112983436B (en) | Water-rich shield interval measurement cast point punching construction method | |
| CN215441794U (en) | Major diameter hydraulic tunnel import block structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address |
Address after: Unit 1205, block C, building 1, Xinghe legend Garden Phase III, Longtang community, Minzhi street, Longhua District, Shenzhen City, Guangdong Province Patentee after: Shenzhen comprehensive transportation and municipal engineering design and Research Institute Co.,Ltd. Address before: 518000 No.9 Tianbei 4th Road, Luohu District, Shenzhen City, Guangdong Province Patentee before: SHENZHEN TRANSPORTATION DESIGN & RESEARCH INSTITUTE Co.,Ltd. |
|
| CP03 | Change of name, title or address |