CN110284900B - Broken stratum ultra-small clear distance city tunnel supporting structure and jump groove construction process thereof - Google Patents
Broken stratum ultra-small clear distance city tunnel supporting structure and jump groove construction process thereof Download PDFInfo
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- CN110284900B CN110284900B CN201910556290.0A CN201910556290A CN110284900B CN 110284900 B CN110284900 B CN 110284900B CN 201910556290 A CN201910556290 A CN 201910556290A CN 110284900 B CN110284900 B CN 110284900B
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- 238000010276 construction Methods 0.000 title claims abstract description 29
- 238000000034 method Methods 0.000 title claims abstract description 17
- 239000011435 rock Substances 0.000 claims abstract description 93
- 239000003365 glass fiber Substances 0.000 claims abstract description 50
- 238000009412 basement excavation Methods 0.000 claims description 17
- 230000009191 jumping Effects 0.000 claims description 10
- 239000002689 soil Substances 0.000 claims description 6
- 230000008901 benefit Effects 0.000 abstract description 6
- 230000002349 favourable effect Effects 0.000 abstract description 3
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000009271 trench method Methods 0.000 description 1
Abstract
The invention is suitable for the technical field of tunnel engineering, and provides an urban tunnel supporting structure with ultra-small clear distance for broken strata and a jump groove construction process thereof. The support structure comprises a preceding tunnel, a following tunnel, a hollow grouting glass fiber anchor rod, a middle rock pillar, a preliminary support of the preceding tunnel, a secondary lining of the preceding tunnel, a preliminary support of the following tunnel and a secondary lining of the following tunnel; the prior tunnel and the subsequent tunnel are excavated step by step, and hollow grouting glass fiber anchor rods are applied to the middle rock column direction through the prior tunnel guide holes, so that the rock mass of the middle rock column and the rock mass of the two tunnels adjacent to the middle rock column is pre-reinforced, and favorable conditions are created for subsequent construction of the tunnels. According to the invention, the hollow grouting glass fiber anchor rod is adopted to pre-reinforce the central rock column and surrounding rocks nearby the central rock column, the section of the backward tunnel adjacent to the central rock column is constructed by adopting a jump method, the problems of large influence on the surrounding environment, unstable central rock column and high construction risk when an ultra-small clear-distance urban tunnel is constructed in a broken stratum are solved, and good economic benefit is created.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to an urban tunnel supporting structure with ultra-small clear distance of a broken stratum and a jump groove construction process thereof.
Background
Due to the limitation of land, small clear-distance tunnels built in cities are increasingly increased, tunnel clear-distance is also increasingly smaller, and even ultra-small clear-distance tunnels with medium rock columns of only 2-3m appear. The urban small clear distance tunnel generally has the characteristics of small soil covering thickness, poor surrounding rock grade and the like, and generally has more surface building (construction) structures and high environmental protection requirement, the surface building (construction) structures are difficult to protect by adopting conventional mountain tunnel supporting measures and construction processes, at the moment, the surrounding building (construction) structures are required to be removed or changed, the cost is high, the tunnel construction period is influenced, the influence on the surrounding environment is large, and the direct and indirect economic benefits are poor.
Disclosure of Invention
The technical problem to be solved by the embodiment of the invention is to provide the urban tunnel supporting structure with the ultra-small clear distance of the broken stratum and the jump groove construction process thereof, and aims to solve the problem that in the prior art, when the urban tunnel with the ultra-small clear distance is built in the broken stratum, peripheral buildings are removed or changed, and the economic benefit is poor due to large influence on the peripheral environment.
The embodiment of the invention is realized in such a way that a broken stratum ultra-small clear distance urban tunnel supporting structure is provided, and comprises a forward tunnel, a backward tunnel, a hollow grouting glass fiber anchor rod, a middle rock supporting body, a forward tunnel primary support, a forward tunnel secondary support, a backward tunnel primary support and a backward tunnel secondary support; the preceding tunnels and the following tunnels are distributed on two sides of the middle rock pillar, the preceding tunnels and the following tunnels are excavated step by adopting a CD method, the hollow grouting glass fiber anchor rods are arranged in the direction of the middle rock pillar through the preceding tunnel guide holes to pre-reinforce the middle rock pillar and surrounding rocks nearby the middle rock pillar, favorable conditions are created for subsequent construction of the tunnels, and the hollow grouting glass fiber anchor rods are perpendicular to the axes of the preceding tunnels and the following tunnels.
Further, the hollow grouting glass fiber anchors are arranged in the rock soil bodies adjacent to the side of the middle rock column in the quincuncial manner and the two tunnels.
Further, the hollow grouting glass fiber anchor rod is not only a temporary reinforcement measure of a rock mass of a block adjacent to the middle rock pillar of the preceding tunnel and the backward tunnel, but also a permanent reinforcement measure of the middle rock pillar.
Further, the hollow grouting glass fiber anchor rod stretches into the tunnel excavation outline portion to be excavated synchronously along with tunnel excavation.
The invention also provides a jump construction process of the broken stratum ultra-small clear distance city tunnel supporting structure, which comprises the following steps:
a. excavating a preliminary tunnel far away from an upper step block of the middle rock column side pilot tunnel, constructing a preliminary support and temporary support structure of the preliminary tunnel in the range of the upper step block, and arranging a temporary inverted arch at the bottom of the preliminary tunnel, so that the preliminary support, the temporary support structure and the temporary inverted arch of the preliminary tunnel in the range of the upper step block are sealed into a ring;
b. applying a hollow grouting glass fiber anchor rod from the upper step of the leading tunnel far away from the side pilot tunnel of the middle rock column to the direction of the middle rock column, and grouting;
c. Excavating a descending step block of the preceding tunnel far from the side pilot tunnel of the middle rock pillar, and performing a preliminary support and temporary support structure of the preceding tunnel in the range of the descending step block to enable the preliminary support and temporary support structure of the preceding tunnel in the range of the descending step block to be sealed into a ring;
d. applying a hollow grouting glass fiber anchor rod from the preceding tunnel to the middle rock pillar direction far away from the lower step block of the middle rock pillar side pilot tunnel, and grouting;
e. excavating a preceding tunnel adjacent to a preceding block on the side of the middle rock pillar, synchronously excavating a hollow grouting glass fiber anchor rod in the range of the preceding block, and performing primary support of the preceding tunnel in the range of the preceding block excavation to enable the primary support of the preceding tunnel in the preceding tunnel to be sealed into a ring;
f. removing the temporary support structure in the preceding tunnel, and applying a second lining of the preceding tunnel;
g. Excavating a backward tunnel far away from an upper step block of the side pilot tunnel of the middle rock pillar, applying a backward tunnel primary support and temporary support structure in the range of the upper step block, and arranging a temporary inverted arch at the bottom of the backward tunnel primary support and temporary support structure in the range of the upper step block, so that the backward tunnel primary support, the temporary support structure and the temporary inverted arch in the range of the upper step block are sealed into a ring;
h. excavating a descending step block of the backward tunnel far away from the side pilot tunnel of the middle rock pillar, and constructing a preliminary support and temporary support structure of the backward tunnel in the range of the descending step block, so that the preliminary support and temporary support structure of the backward tunnel in the current excavation range is sealed into a ring;
i. Excavating a backward tunnel adjacent to the backward block on the side of the middle rock pillar, synchronously excavating a hollow grouting glass fiber anchor rod within the current excavation range, and applying a preliminary support of the backward tunnel within the excavation range of the backward block to seal the preliminary support of the backward tunnel in the backward tunnel into a ring;
j. And removing the temporary support structure of the backward tunnel, and applying the temporary support structure of the backward tunnel to the second lining of the backward tunnel.
Further, in the step i, dividing the backward blocks adjacent to the middle rock pillar side of the backward tunnel into a plurality of blocks which are sequentially arranged, firstly excavating a first block in the plurality of blocks according to the arrangement direction of the blocks, synchronously excavating a hollow grouting glass fiber anchor rod in the range of the first block, and constructing a preliminary support of the backward tunnel in the range of the first block, so that the preliminary support of the backward tunnel is sealed into a ring in the range of the first block;
Then, digging a third block in the blocks according to the arrangement direction of the blocks, synchronously digging hollow grouting glass fiber anchors in the range of the third block, and applying a primary support of a backward tunnel in the range of the third block to enable the primary support of the backward tunnel to be sealed into a ring in the range of the third block;
Then, excavating a second block in the blocks according to the arrangement direction of the blocks, then, excavating a fifth block in the backward blocks adjacent to the middle rock pillar side of the backward tunnel in a jumping way, excavating a fourth block in the backward blocks adjacent to the middle rock pillar side of the backward tunnel, performing jumping groove excavation according to the excavation sequence mode, after each time of excavation, synchronously excavating a hollow grouting glass fiber anchor rod in the range of the block, and performing primary support of the backward tunnel in the range of the block, so that the primary support of the backward tunnel is sealed into a ring in the range of the block.
Further, the length of each block in the backward tunnel adjacent to the rock pillar side backward block is 3-5 m, and the length of the soil body reserved in the jump groove is 3-5 m.
Compared with the prior art, the embodiment of the invention has the beneficial effects that: according to the invention, the surrounding rock of the central rock column, the surrounding rock of the intermediate rock column adjacent to the preceding tunnel and the surrounding rock of the intermediate rock column adjacent to the following tunnel are pre-reinforced by adopting the hollow grouting glass fiber anchor rod, and the rock mass of the surrounding rock of the intermediate rock column adjacent to the following tunnel is excavated by adopting a jump trench method, so that the problems of large influence on the surrounding environment, unstable intermediate rock column and high construction risk when an ultra-small clear-distance urban tunnel is constructed in a broken stratum are solved, the influence on surrounding surface (structure) buildings in the tunnel implementation process is reduced, good direct and indirect economic benefits are created, the operation is simple, the construction difficulty is low, the feasibility is high, the construction period is shortened, and the popularization and application values are realized.
Drawings
FIG. 1 is a schematic cross-sectional view of a broken stratum ultra-small clear distance urban tunnel supporting structure provided by an embodiment of the invention;
FIG. 2 is a schematic plan view of a construction of an urban tunnel supporting structure with ultra-small clear distance for broken strata, which is provided by the embodiment of the invention;
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
As shown in fig. 1 and 2, the invention provides a city tunnel supporting structure with ultra-small clear distance for broken strata. The ultra-small clear distance city tunnel supporting structure for the broken stratum comprises a preceding tunnel 1, a following tunnel 2, hollow grouting glass fiber anchor rods 3, a middle rock column 4, a preceding tunnel primary support 5, a preceding tunnel secondary support 6, a following tunnel primary support 7 and a following tunnel secondary support 8, wherein the preceding tunnel 1 and the following tunnel 2 are distributed on two sides of the middle rock column 4, the preceding tunnel 1 and the following tunnel 2 are excavated step by step, a plurality of hollow grouting glass fiber anchor rods 3 are applied to the middle rock column 4 in the direction of the middle rock column 4 through the leading tunnel 1, the hollow grouting glass fiber anchor rods 3 create favorable conditions for the subsequent construction of the tunnel, and the hollow grouting glass fiber anchor rods 3 are perpendicular to the axes of the preceding tunnel 1 and the following tunnel 2, and serve as reinforcing structures of the middle rock column 4 and surrounding rocks nearby, so that the stability of the middle rock column 4 and nearby surrounding rocks is enhanced.
In the above embodiment, the hollow grouting glass fiber anchors 3 are arranged in the rock-soil body of the middle rock column 4 and the block adjacent to the side of the middle rock column 4 in the leading tunnel 1 and the trailing tunnel 2 in a quincuncial manner. The leading tunnel 1 and the trailing tunnel 2 are symmetrical to each other about the rock supporting body 4.
The invention also provides a construction method of the urban tunnel supporting structure with the ultra-small clear distance of the broken stratum, which comprises the following steps:
a. The prior tunnel 1 is excavated far away from the upper step block 11 of the side pilot tunnel of the middle rock pillar 4, a prior tunnel primary support 5 and a temporary support structure within the range of the upper step block 11 are arranged, and a temporary inverted arch is arranged at the bottom of the upper step block 11, so that the prior tunnel primary support 5, the temporary support structure and the temporary inverted arch within the range of the upper step block 11 are sealed into a ring.
B. A hollow grouting glass fiber anchor rod 3 is applied from the upper step block 11 to the middle rock column 4, and grouting is carried out.
C. the prior tunnel 1 is excavated far away from the side pilot tunnel lower step block 12 of the middle rock pillar 4, and a prior tunnel primary support 5 and a temporary support structure in the range of the lower step block 12 are arranged, so that the prior tunnel primary support 5 and the temporary support structure in the range of the lower step block 12 are sealed into a ring.
D. a hollow grouting glass fiber anchor rod 3 is applied from the lower step block 12 to the middle rock column 4, and grouting is carried out.
E. the prior tunnel 1 is excavated to be adjacent to the prior block 13 at the side of the middle rock column 4, the hollow grouting glass fiber anchor rod 3 in the range of the prior block 13 is excavated synchronously, and the prior tunnel primary support 5 in the range of the prior block 13 is made, so that the prior tunnel primary support 5 in the prior tunnel 1 is sealed into a ring.
F. And removing the temporary support structure in the prior tunnel 1 and applying the temporary support structure to the prior tunnel secondary lining 6.
G. The backward tunnel 2 is excavated away from the upper step block 21 of the side pilot tunnel of the middle rock pillar 4, a backward tunnel primary support 7 and a temporary support structure within the range of the upper step block 21 are arranged, and a temporary inverted arch is arranged at the bottom of the upper step block 21, so that the backward tunnel primary support 7, the temporary support structure and the temporary inverted arch within the range of the upper step block 21 are sealed into a ring.
H. The backward tunnel 2 is excavated away from the lower step block 22 of the side pilot tunnel of the middle rock pillar 4, and a backward tunnel primary support 7 and a temporary support structure in the range of the lower step block 22 are arranged, so that the backward tunnel primary support 7 and the temporary support structure in the range of the lower step block 22 are sealed into a ring.
I. And excavating a backward tunnel 2 adjacent to a backward block 23 on the side of the middle rock pillar 4, synchronously excavating a hollow grouting glass fiber anchor rod 3 within the range of the backward block 23, and constructing a backward tunnel primary support 7 within the range of the backward block 23 to enable the backward tunnel primary support 7 in the backward tunnel 2 to be closed into a ring.
J. and (5) removing the temporary support structure of the backward tunnel, and performing secondary lining 8 of the backward tunnel.
In the above embodiment, in step i, the backward tunnel 2 is divided into a plurality of blocks sequentially arranged adjacent to the backward block 23 on the middle rock pillar side, a first block of the plurality of blocks is excavated according to the arrangement direction of the blocks, the hollow grouting glass fiber anchor rod 3 in the range of the first block is synchronously excavated, and the backward tunnel primary support 7 in the range of the first block is constructed, so that the backward tunnel primary support 7 is sealed into a ring in the range of the first block; then, digging a third block in a plurality of blocks by jumping grooves according to the arrangement direction of the blocks, synchronously digging hollow grouting glass fiber anchors 3 in the range of the third block, and applying the hollow grouting glass fiber anchors 3 in the range of the third block as primary supports 7 of the backward tunnels in the range of the third block, so that the primary supports 7 of the backward tunnels are sealed into a ring in the range of the third block; then, excavating a second block in a plurality of blocks according to the arrangement direction of the blocks, then excavating a fifth block in the blocks 23 by jumping, then excavating a fourth block in the blocks 23 by jumping, excavating according to the excavating sequence, after each time of excavating one block, synchronously excavating hollow grouting glass fiber anchor rods 3 in the range of the block, and applying the hollow grouting glass fiber anchor rods 3 as the primary branches 7 of the rear tunnel in the range of the block, so that the primary branches 7 of the rear tunnel are sealed into rings in the range of the block. The length of each block in the excavation block 23 is 3-5m, and the length of the soil body reserved in the jump groove is 3-5m.
Referring to fig. 2, in the above step i, the following step i is described by taking the example of dividing the block 23 adjacent to the middle pillar side of the rear tunnel 2 into seven blocks, wherein the seven blocks are sequentially arranged as a first block 231, a second block 232, a third block 233, a fourth block 234, a fifth block 235, a sixth block 236 and a seventh block 237, each block has a length of 3-5 m, and the specific construction process of the step i is as follows:
Firstly, excavating a first block 231 in a backward block 23 according to the arrangement sequence direction of the blocks, then synchronously excavating hollow grouting glass fiber anchor rods 3 within the range of the first block 231, and applying a backward tunnel primary support 7 within the range of the first block 231 to enable the backward tunnel primary support 7 to be sealed into a ring within the range of the first block 231; then, a third block 233 in the backward block 23 is excavated by jumping over, the hollow grouting glass fiber anchor rod 3 in the range of the third block 233 is synchronously excavated, the backward tunnel primary support 7 in the range of the third block 233 is made, the backward tunnel primary support 7 is sealed into a ring in the range of the third block 233, then, a second block 232 is excavated, the hollow grouting glass fiber anchor rod 3 in the range of the second block 232 is synchronously excavated, and the backward tunnel primary support 7 in the range of the second block 232 is made, so that the backward tunnel primary support 7 is sealed into a ring in the range of the second block 232; then, a fifth block 235 is excavated by jumping over, the hollow grouting glass fiber anchor rod 3 in the range of the fifth block 235 is synchronously excavated, a primary support 7 of a backward tunnel in the range of the fifth block 235 is made, the primary support 7 of the backward tunnel is sealed into a ring in the range of the fifth block 235, then, a fourth block 234 is excavated, the hollow grouting glass fiber anchor rod 3 in the range of the fourth block 234 is synchronously excavated, and a primary support 7 of the backward tunnel in the range of the fourth block 234 is made, so that the primary support 7 of the backward tunnel is sealed into a ring in the range of the fourth block 234; then, a 7 th block 237 is excavated by jumping over, the hollow grouting glass fiber anchor rod 3 in the range of the seventh block 237 is synchronously excavated, the primary support 7 of the backward tunnel in the range of the seventh block 237 is made, the primary support 7 of the backward tunnel is sealed into a ring in the range of the seventh block 237, then, a sixth block 236 is excavated, the hollow grouting glass fiber anchor rod 3 in the range of the sixth block 236 is synchronously excavated, the primary support 7 of the backward tunnel in the range of the sixth block 236 is made, and the primary support 7 of the backward tunnel is sealed into a ring in the range of the sixth block 236; thus, the excavation of the backward block 23 is completed. In the construction process, after each time a block is excavated, the hollow grouting glass fiber anchor rod 3 in the range of the block is synchronously excavated, and the primary support 7 of the backward tunnel in the range of the block is applied, so that the primary support 7 of the backward tunnel is sealed into a ring in the range of the block.
In summary, the hollow grouting glass fiber anchor rods 3 are adopted to pre-reinforce surrounding rocks of the central rock column 4 and the preceding tunnel 1, and the following tunnel 2 is adjacent to the central rock support body 4, and the following block 23 of the following tunnel 2 adjacent to the central rock support body 4 is excavated by adopting a jump method, so that the problems of large influence on the surrounding environment, unstable middle rock column and high construction risk when an ultra-small clear-distance urban tunnel is constructed in broken stratum are solved, the influence on surrounding surface (building) structures in the tunnel implementation process is reduced, the construction safety is enhanced, good direct and indirect economic benefits are created, the operation is simple, the construction difficulty is low, the implementation is high, the construction period is shortened, and the popularization and application values are provided.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (2)
1. A jump pit construction process of a broken stratum ultra-small clear distance city tunnel supporting structure is characterized by comprising a preceding tunnel, a following tunnel, a hollow grouting glass fiber anchor rod, a middle rock pillar, a preceding tunnel primary support, a preceding tunnel secondary support, a following tunnel primary support and a following tunnel secondary support; the preceding tunnels and the trailing tunnels are distributed on two sides of the middle rock pillar, the hollow grouting glass fiber anchor rods are arranged in the middle rock pillar direction through the preceding tunnel guide holes to pre-reinforce the middle rock pillar and surrounding rocks nearby the middle rock pillar, and the hollow grouting glass fiber anchor rods are perpendicular to the axes of the preceding tunnels and the trailing tunnels; the construction process comprises the following steps:
a. excavating a preliminary tunnel far away from an upper step block of the middle rock column side pilot tunnel, constructing a preliminary support and temporary support structure of the preliminary tunnel in the range of the upper step block, and arranging a temporary inverted arch at the bottom of the preliminary tunnel, so that the preliminary support, the temporary support structure and the temporary inverted arch of the preliminary tunnel in the range of the upper step block are sealed into a ring;
b. applying a hollow grouting glass fiber anchor rod from the upper step of the leading tunnel far away from the side pilot tunnel of the middle rock column to the direction of the middle rock column, and grouting;
c. Excavating a descending step block of the preceding tunnel far from the side pilot tunnel of the middle rock pillar, and performing a preliminary support and temporary support structure of the preceding tunnel in the range of the descending step block to enable the preliminary support and temporary support structure of the preceding tunnel in the range of the descending step block to be sealed into a ring;
d. applying a hollow grouting glass fiber anchor rod from the preceding tunnel to the middle rock pillar direction far away from the lower step block of the middle rock pillar side pilot tunnel, and grouting;
e. excavating a preceding tunnel adjacent to a preceding block on the side of the middle rock pillar, synchronously excavating a hollow grouting glass fiber anchor rod in the range of the preceding block, and performing primary support of the preceding tunnel in the range of the preceding block excavation to enable the primary support of the preceding tunnel in the preceding tunnel to be sealed into a ring;
f. removing the temporary support structure in the preceding tunnel, and applying a second lining of the preceding tunnel;
g. Excavating a backward tunnel far away from an upper step block of the side pilot tunnel of the middle rock pillar, applying a backward tunnel primary support and temporary support structure in the range of the upper step block, and arranging a temporary inverted arch at the bottom of the backward tunnel primary support and temporary support structure in the range of the upper step block, so that the backward tunnel primary support, the temporary support structure and the temporary inverted arch in the range of the upper step block are sealed into a ring;
h. Excavating a descending step block of the backward tunnel far away from the side pilot tunnel of the middle rock pillar, and applying a preliminary support and temporary support structure of the backward tunnel in the range of the descending step block to enable the preliminary support and temporary support structure of the backward tunnel in the excavated range to be sealed into a ring;
i. Excavating a backward tunnel adjacent to the backward block on the side of the middle rock pillar, synchronously excavating a hollow grouting glass fiber anchor rod within the current excavation range, and applying a preliminary support of the backward tunnel within the excavation range of the backward block to seal the preliminary support of the backward tunnel in the backward tunnel into a ring;
dismantling a temporary support structure of the backward tunnel, and applying a second liner of the backward tunnel;
In the step i, dividing a backward block adjacent to a middle rock pillar side of a backward tunnel into a plurality of blocks which are sequentially arranged, firstly excavating a first block in the plurality of blocks according to the arrangement direction of the blocks, synchronously excavating a hollow grouting glass fiber anchor rod in the range of the first block, and applying a backward tunnel primary support in the range of the first block to enable the backward tunnel primary support to be sealed into a ring in the range of the first block;
Then, digging a third block in the blocks according to the arrangement direction of the blocks, synchronously digging hollow grouting glass fiber anchors in the range of the third block, and applying a primary support of a backward tunnel in the range of the third block to enable the primary support of the backward tunnel to be sealed into a ring in the range of the third block;
Then, excavating a second block in the blocks according to the arrangement direction of the blocks, then, excavating a fifth block in the backward blocks adjacent to the middle rock pillar side of the backward tunnel in a jumping way, excavating a fourth block in the backward blocks adjacent to the middle rock pillar side of the backward tunnel, performing jumping groove excavation according to the excavation sequence mode, after each time of excavation, synchronously excavating a hollow grouting glass fiber anchor rod in the range of the block, and performing primary support of the backward tunnel in the range of the block, so that the primary support of the backward tunnel is sealed into a ring in the range of the block.
2. The construction process for the jump pit of the urban tunnel supporting structure with the ultra-small clear distance of the broken stratum, as claimed in claim 1, is characterized in that the length of each block in the backward tunnel adjacent to the rock pillar side backward block is 3-5m, and the length of the jump pit reserved soil body is 3-5m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910556290.0A CN110284900B (en) | 2019-06-25 | Broken stratum ultra-small clear distance city tunnel supporting structure and jump groove construction process thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910556290.0A CN110284900B (en) | 2019-06-25 | Broken stratum ultra-small clear distance city tunnel supporting structure and jump groove construction process thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110284900A CN110284900A (en) | 2019-09-27 |
| CN110284900B true CN110284900B (en) | 2024-07-05 |
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Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201560780U (en) * | 2009-12-09 | 2010-08-25 | 中国水电顾问集团华东勘测设计研究院 | Ultra-small clear distance tunnel rock pillar pre-stress opposite-pull anchor rod structure |
| CN210264724U (en) * | 2019-06-25 | 2020-04-07 | 深圳市综合交通设计研究院有限公司 | Broken stratum extra-small clear distance urban tunnel supporting structure |
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201560780U (en) * | 2009-12-09 | 2010-08-25 | 中国水电顾问集团华东勘测设计研究院 | Ultra-small clear distance tunnel rock pillar pre-stress opposite-pull anchor rod structure |
| CN210264724U (en) * | 2019-06-25 | 2020-04-07 | 深圳市综合交通设计研究院有限公司 | Broken stratum extra-small clear distance urban tunnel supporting structure |
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