CN214273663U - Weak surrounding rock tunnel geological disaster punishment structure - Google Patents
Weak surrounding rock tunnel geological disaster punishment structure Download PDFInfo
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- CN214273663U CN214273663U CN202023326239.8U CN202023326239U CN214273663U CN 214273663 U CN214273663 U CN 214273663U CN 202023326239 U CN202023326239 U CN 202023326239U CN 214273663 U CN214273663 U CN 214273663U
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Abstract
The utility model relates to a weak country rock tunnel geological disasters punishment structure, include: the system comprises a totally-enclosed pre-grouting water plugging system, a weak surrounding rock tunnel excavation structure and a combined type steel frame primary support system; the totally-enclosed pre-grouting water plugging system comprises a small advanced guide pipe, a system radial anchor rod and a vault hollow grouting anchor rod; the weak surrounding rock tunnel excavation structure comprises temporary steel bars, cross braces, a profile steel frame, mortar anchor rods and a locking steel pipe; the combined type steel frame primary support system comprises a steel frame and longitudinal connecting steel bars. The utility model has the advantages that: the utility model discloses a totally closed water blocking system of slip casting in advance, weak country rock tunnel excavation structure and combined type shaped steel steelframe preliminary bracing system can carry out safety protection to weak country rock tunnel, has increased constructor's security, has improved work efficiency, makes weak country rock tunnel construction simpler, compares with other protection methods, has improved tunnel country rock's steadiness.
Description
Technical Field
The utility model relates to a weak country rock tunnel geological disasters punishment structure belongs to the tunnel construction field.
Background
In railway tunnel and highway tunnel engineering which is planned and built in China recently, the probability of deep-buried soft rock tunnels is increasing. The tunnel surrounding rock often has the problems of large-magnitude rapid deformation, support distortion, damage, invasion and clearance and the like, so that support replacement and section expanding and digging operations which are labor-consuming, time-consuming and safe have to be carried out, and normal construction is seriously influenced. Therefore, in order to ensure the safety and quality of the construction of the geological disaster place of the weak surrounding rock tunnel, the advanced reinforcement and the timely primary support after tunnel excavation in the construction of the geological disaster place of the weak surrounding rock tunnel become important.
At present, aiming at the problems existing in the existing weak surrounding rock tunnel construction, development of a weak surrounding rock tunnel geological disaster treatment structure is needed to be developed so as to ensure the safety and quality of the construction of the weak surrounding rock tunnel geological disaster treatment.
SUMMERY OF THE UTILITY MODEL
The utility model aims at overcoming not enough among the prior art, providing a weak surrounding rock tunnel geological disasters punishment structure for solve the problem that present weak surrounding rock tunnel geological disasters punishment appears.
This kind of weak country rock tunnel geological disasters punishment structure includes: the system comprises a totally-enclosed pre-grouting water plugging system, a weak surrounding rock tunnel excavation structure and a combined type steel frame primary support system;
the totally-enclosed pre-grouting water plugging system comprises a small advanced guide pipe, a system radial anchor rod and a vault hollow grouting anchor rod; the side wall of the tunnel is provided with a small advanced guide pipe, the radial anchor rod of the system is arranged along the radial surrounding rock of the tunnel, and the hollow grouting anchor rod of the vault is arranged at the vault of the tunnel;
the weak surrounding rock tunnel excavation structure comprises temporary steel bars, cross braces, a profile steel frame, mortar anchor rods and a locking steel pipe; temporary steel bars in the tunnel support the side wall of the tunnel, mortar anchor rods are arranged on the temporary steel bars in a striking mode, the lock leg steel pipes are driven into surrounding rocks, an upper cross brace and a lower cross brace are arranged in the tunnel, and the upper cross brace is connected with the lock leg steel pipes in a welding mode; the profile steel frame is arranged close to the excavation surface;
the combined type steel frame primary support system comprises a steel frame and longitudinal connecting steel bars; the longitudinal connecting steel bars are connected between the profile steel frames.
Preferably, the method comprises the following steps: the radial anchor rod of the system is longer than the hollow grouting anchor rod of the vault.
Preferably, the method comprises the following steps: and the upper cross brace and the lower cross brace are made of profile steel.
Preferably, the method comprises the following steps: the section steel frames are arranged at equal intervals; the longitudinal connecting steel bars are made of steel bars and are arranged at equal intervals.
The utility model has the advantages that: the utility model discloses a totally closed water blocking system of slip casting in advance, weak country rock tunnel excavation structure and combined type shaped steel steelframe preliminary bracing system can carry out safety protection to weak country rock tunnel, has increased constructor's security, has improved work efficiency, makes weak country rock tunnel construction simpler, compares with other protection methods, has improved tunnel country rock's steadiness.
Drawings
Fig. 1 is the utility model discloses weak country rock tunnel geological disasters synthesizes the cross section schematic diagram of punishment structure.
Fig. 2 is the utility model discloses weak country rock tunnel geological disasters synthesizes the vertical section sketch map of punishment structure.
Fig. 3 is a schematic detailed view of the totally-enclosed pre-grouting consolidation water plugging system of the utility model.
FIG. 4 is a detailed schematic diagram of the combined type steel frame primary support system of the present invention.
Description of reference numerals: the method comprises the following steps of 1 locking steel pipe, 3 tunnel lining, 3-1 inverted arch, 3-2 tunnel body lining, 5 system radial anchor rods, 6 mortar anchor rods, 7 vault hollow grouting anchor rods, 8 upper cross braces, 9 lower cross braces, 10 roadbed, 11 temporary reinforcing steel bars, 12 concrete spraying closed tunnel face, 13 advanced small guide pipes, 14-shaped steel joints, 15 secondary lining, 16 longitudinal connecting reinforcing steel bars, 17-shaped steel frame, 18 tunnel bottom filling, 19 primary support, firstly, upper left excavation face, lower left excavation face, upper right excavation face, lower left tunnel bottom and tunnel bottom far away from the excavation faces.
Detailed Description
The present invention will be further described with reference to the following examples. The following description of the embodiments is merely provided to aid in understanding the invention. It should be noted that, for those skilled in the art, without departing from the principle of the present invention, the present invention can be further modified and modified, and such modifications and modifications also fall within the protection scope of the appended claims.
Example one
Weak country rock tunnel calamity synthesizes punishment structure includes: the system comprises a totally-enclosed pre-grouting water plugging system, a weak surrounding rock tunnel excavation structure and a combined type steel frame primary support system.
The totally-closed pre-grouting water plugging system is used for the advanced support of a tunnel and structurally comprises an advanced small guide pipe 13, a system radial anchor rod 5 and a vault hollow grouting anchor rod 7; using the steel frame erected in the previous cycle as the advanced small guide pipe 13 on the side wall of the tunnel, and forming a pipe protective ring for hole distribution by taking the section steel frame 17 close to the excavation surface as a fulcrum; the system radial anchor rod 5 is arranged along the surrounding rock of the tunnel radial circumference, has the length of 4.5m and is used for reinforcing the tunnel circumference; and the vault hollow grouting anchor rod 7 is arranged at the vault of the tunnel, and the arranging length is 2.5 m.
The weak surrounding rock tunnel excavation structure is used for weak surrounding rock tunnel subsection excavation and temporary support, and comprises temporary reinforcing steel bars 11, cross braces, a section steel frame 17, mortar anchor rods 6 and locking steel pipes 1; temporary reinforcing steel bars 11 in the tunnel are used for supporting the side wall of the tunnel, mortar anchor rods 6 are arranged on the temporary reinforcing steel bars 11 in a driving mode, and the driving length is 2.5 m; the lock leg steel pipe 1 is driven into surrounding rock, an upper cross brace 8 and a lower cross brace 9 are arranged in the tunnel, and the upper cross brace 8 is connected with the lock leg steel pipe 1 in a welding mode; the profile steel frame 17 is arranged close to the excavation face. The upper cross brace 8 is made of I18 steel, and the lower cross brace 9 is made of I20 steel. And the lock leg steel pipe 1 is driven into the surrounding rock for 3.5m and used for fixing the upper cross brace 8. And the mortar anchor rod 6 and the mortar anchor rod hole adopt backward grouting and the anchor rod is manually inserted.
The composite type steel frame primary support system is used for primary support after tunnel excavation and structurally comprises a steel frame 17 and longitudinal connecting steel bars 16; the longitudinal connecting steel bars 16 are connected between the section steel frames 17. The section steel frame 17 is made of I20 section steel and is longitudinally spaced by 1 m. The longitudinal connecting steel bars 16 are steel bars, and the circumferential distance is 1.2 m.
Example two
The specific implementation method of the embodiment includes the following steps:
(1) construction of part (tunnel upper left excavation face)
And (1-1) constructing a small tunnel side wall conduit and a horizontal anchor rod advanced support on the side wall of a guide pit by using a steel frame erected in the previous cycle. Weak blasting part I.
And (1-2) spraying concrete with the thickness of 8cm to seal the tunnel face. And (3) performing primary support and temporary support around the part of guide pit, namely initially spraying 4 cm-thick concrete, erecting an I20 steel frame and an I18 temporary steel frame, arranging a foot locking anchor rod, and installing an I18 cross brace.
And (1-3) after drilling the radial anchor rods, spraying concrete again to the designed thickness.
(2) Construction of the second place (tunnel left lower excavation face)
(2-1) weak blasting excavation of the second part, and spraying concrete with the thickness of 8cm to seal the tunnel face.
(2-2) primarily spraying concrete with the thickness of 4cm at the peripheral part of the pilot tunnel, lengthening an I20 steel frame and an I18 temporary steel frame, arranging a locking anchor rod, and installing an I18 cross brace.
And (2-3) drilling the radial anchor rods and then spraying concrete to the designed thickness.
(3) Excavating a part (the upper right excavation surface of the tunnel) and constructing primary support and temporary support around the pilot tunnel, wherein the steps and the working procedures are the same as those of the part I.
(4) Excavating a part (a tunnel lower right excavation surface) and performing primary support and temporary support around a pilot tunnel, wherein the steps and the working procedures are the same as the part II.
(5) Fifth (bottom of left tunnel)
(5-1) after lagging behind part II by a certain distance, excavating part V manually, and primarily spraying concrete with the thickness of 4cm on the periphery of the tunnel bottom.
And (5-2) lengthening the I20 steel frame and the I18 temporary steel frame, and re-spraying the concrete to the designed thickness.
(6) Construction of part (tunnel bottom far from excavation face)
And (6-1) after delaying a distance of the fourth part, weakly blasting and excavating the sixth part, and primarily spraying concrete with the thickness of 4cm on the peripheral part of the tunnel bottom.
And (6-2) lengthening an I20 (or I18) steel frame, and re-spraying concrete to the designed thickness.
(7) Tunnel lining forming
And (7-1) according to the analysis of the monitoring measurement result, after the primary support is converged, removing the I18 temporary steel frame and the temporary cross brace.
(7-2) pouring the fifth part, the sixth part, the side wall foundation and the inverted arch 3-1 and the tunnel bottom filling 18 (the inverted arch 3-1 and the filling are performed in times).
And (7-3) pouring the lining of the fifth part and the sixth part (one-time construction of the arch wall lining) by using a lining template trolley at one time.
The utility model discloses can carry out safety protection to weak country rock tunnel construction, increase constructor's security, improve work efficiency, make weak country rock tunnel construction simpler, compare with other protection methods, improve tunnel country rock's steadiness.
Claims (4)
1. The utility model provides a weak country rock tunnel geological disasters punishment structure which characterized in that includes: the system comprises a totally-enclosed pre-grouting water plugging system, a weak surrounding rock tunnel excavation structure and a combined type steel frame primary support system;
the totally-enclosed pre-grouting water plugging system comprises a small advanced guide pipe (13), a system radial anchor rod (5) and a vault hollow grouting anchor rod (7); an advanced small guide pipe (13) is arranged on the side wall of the tunnel, the radial anchor rod (5) of the system is arranged along the radial surrounding rock of the tunnel, and the vault hollow grouting anchor rod (7) is arranged at the vault of the tunnel;
the weak surrounding rock tunnel excavation structure comprises temporary reinforcing steel bars (11), cross braces, a section steel frame (17), mortar anchor rods (6) and a foot locking steel pipe (1); temporary steel bars (11) in the tunnel support the side wall of the tunnel, mortar anchor rods (6) are arranged on the temporary steel bars (11), the lock leg steel pipes (1) are driven into surrounding rocks, upper cross braces (8) and lower cross braces (9) are arranged in the tunnel, and the upper cross braces (8) are welded with the lock leg steel pipes (1); the profile steel frame (17) is arranged close to the excavation surface;
the combined type steel frame primary support system comprises a steel frame (17) and longitudinal connecting steel bars (16); the longitudinal connecting steel bars (16) are connected between the section steel frames (17).
2. A weak surrounding rock tunnel geological disaster treatment structure as claimed in claim 1, characterized in that system radial anchor (5) is longer than vault hollow grouting anchor (7).
3. The weak surrounding rock tunnel geological disaster treatment structure as claimed in claim 1, characterized in that said upper cross brace (8) and lower cross brace (9) are made of section steel.
4. The weak surrounding rock tunnel geological disaster treatment structure as claimed in claim 1, characterized in that the profile steel frames (17) are arranged at equal intervals; the longitudinal connecting steel bars (16) are made of steel bars and are arranged at equal intervals.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202023326239.8U CN214273663U (en) | 2020-12-31 | 2020-12-31 | Weak surrounding rock tunnel geological disaster punishment structure |
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| CN202023326239.8U CN214273663U (en) | 2020-12-31 | 2020-12-31 | Weak surrounding rock tunnel geological disaster punishment structure |
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| CN214273663U true CN214273663U (en) | 2021-09-24 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114922652A (en) * | 2022-04-29 | 2022-08-19 | 中铁第四勘察设计院集团有限公司 | Support system for flat single-span five-lane highway tunnel and construction method thereof |
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2020
- 2020-12-31 CN CN202023326239.8U patent/CN214273663U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114922652A (en) * | 2022-04-29 | 2022-08-19 | 中铁第四勘察设计院集团有限公司 | Support system for flat single-span five-lane highway tunnel and construction method thereof |
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Address after: 610047 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee after: Sichuan Communications Construction Group Co.,Ltd. Address before: 610041 area a and B, 8th floor, Sichuan Expressway Building, No.90, West 1st section of 2nd Ring Road, Wuhou District, Chengdu City, Sichuan Province Patentee before: Sichuan Communications Construction Group Co.,Ltd. |
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