CN210264724U - Broken stratum extra-small clear distance urban tunnel supporting structure - Google Patents
Broken stratum extra-small clear distance urban tunnel supporting structure Download PDFInfo
- Publication number
- CN210264724U CN210264724U CN201920978231.8U CN201920978231U CN210264724U CN 210264724 U CN210264724 U CN 210264724U CN 201920978231 U CN201920978231 U CN 201920978231U CN 210264724 U CN210264724 U CN 210264724U
- Authority
- CN
- China
- Prior art keywords
- tunnel
- backward
- glass fiber
- rock pillar
- foreward
- 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
Abstract
The utility model is suitable for a tunnel engineering technical field provides a broken stratum surpasses smallly clear apart from urban tunnel supporting construction. The supporting structure comprises a foreward tunnel, a backward tunnel, a hollow grouting glass fiber anchor rod, a middle rock pillar, a foreward tunnel primary support, a foreward tunnel secondary lining, a backward tunnel primary support and a backward tunnel secondary lining; the foreward tunnel and the backward tunnel are excavated step by step, hollow grouting glass fiber anchor rods are constructed in the direction of the middle rock pillar through the foreward tunnel pilot tunnel, the middle rock pillar and part of rock and soil body to be excavated are pre-reinforced, and favorable conditions are created for the subsequent construction of the tunnel. The utility model discloses an adopt cavity slip casting glass fiber stock centering rock pillar and treat that excavation part ground body consolidates in advance, the rock pillar district section adopts the job practice of job-hopping method to be under construction in the adjacent well rock pillar district section of back-row tunnel, solves when building super little clear distance city tunnel in broken stratum to the problem that the surrounding environment influences greatly, well rock pillar is unstable, the construction risk is high, creates good direct and indirect economic benefits.
Description
Technical Field
The utility model belongs to the technical field of tunnel engineering, especially, relate to a broken stratum surpasses clean apart from urban tunnel supporting construction for a short time.
Background
Due to the limitation of land, small clear distance tunnels built in cities are increasingly increased, the clear distance of the tunnels is also increasingly smaller, and even ultra-small clear distance tunnels with medium rock pillars of only 2-3m appear. The urban small-clear-distance tunnel generally has the characteristics of small earth covering thickness, poor surrounding rock grade and the like, generally has more earth surface buildings (structures), has high environmental protection requirement, is difficult to meet the protection requirement of the earth surface buildings (structures) by adopting the conventional mountain tunnel supporting measures and construction process, needs to dismantle or change the surrounding buildings (structures), has high cost and influences the tunnel construction period, has large influence on the surrounding environment, and has poor direct and indirect economic benefits.
SUMMERY OF THE UTILITY MODEL
The embodiment of the utility model provides a technical problem that will solve provides a broken stratum extra-small clear distance urban tunnel supporting construction, demolishs or moves and changes peripheral building when aiming at solving among the prior art and building extra-small clear distance urban tunnel in broken stratum, influences the problem that causes economic benefits difference greatly to the surrounding environment.
The embodiment of the utility model is realized in such a way, and provides a broken stratum ultra-small clear distance urban tunnel supporting structure which is characterized by comprising an advance tunnel, a backward tunnel, a hollow grouting glass fiber anchor rod, a middle rock pillar, an advance tunnel primary support, an advance tunnel secondary lining, a backward tunnel primary support and a backward tunnel secondary lining; the foreward tunnel and the backward tunnel are distributed on two sides of the middle rock pillar, the hollow grouting glass fiber anchor rod is applied to the middle rock pillar direction through the foreward tunnel guide hole to pre-reinforce the middle rock pillar and surrounding rocks nearby, and the hollow grouting glass fiber anchor rod is perpendicular to the axes of the foreward tunnel and the backward tunnel.
Furthermore, a plurality of hollow grouting glass fiber anchor rods are arranged in the rock-soil body of the middle rock column, the advancing tunnel and the backward tunnel in a quincunx manner, wherein the rock-soil body is adjacent to the side block of the middle rock column.
Furthermore, the hollow grouting glass fiber anchor rod extends into the tunnel excavation outline part and is excavated synchronously along with the tunnel excavation.
Compared with the prior art, the embodiment of the utility model, beneficial effect lies in: the utility model discloses an adopt cavity slip casting glass fiber stock centering rock pillar and preceding tunnel, the country rock of rock pillar in the adjacent well rock pillar of back-row tunnel consolidates in advance, the rock-soil body of rock pillar in the adjacent tunnel of back-row tunnel is excavated, it is big to the surrounding environment influence when constructing super little clear distance city tunnel in broken stratum, well rock pillar is unstable, the problem that the construction risk is high, reduce the influence of building (structure) to peripheral table in the tunnel implementation process, create good directness and indirect economic benefits, the operation is simple, the construction degree of difficulty is low, the implementability is high, can shorten construction period, and the popularization and application value is possessed.
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 present invention;
FIG. 2 is a schematic plane view of the construction of the ultra-small clear distance urban tunnel supporting structure for the broken stratum provided by the embodiment of the utility model;
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in 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, the embodiment of the present invention provides a supporting structure for an ultra-small clear distance urban tunnel in a broken stratum. The ultra-small clear distance urban tunnel supporting structure for the broken stratum comprises a foreward tunnel 1, a backward tunnel 2, a hollow grouting glass fiber anchor rod 3, a middle rock pillar 4, a foreward tunnel primary support 5, a foreward tunnel secondary lining 6, a backward tunnel primary support 7 and a backward tunnel secondary lining 8, wherein the advancing tunnel 1 and the backward tunnel 2 are distributed at two sides of the medium rock pillar 4, the advancing tunnel 1 and the backward tunnel 2 are excavated step by step, a plurality of hollow grouting glass fiber anchor rods 3 are applied to the direction of the middle rock pillar 4 through the pilot tunnel 1 to pre-reinforce the middle rock pillar 4 and surrounding rocks nearby, thereby creating favorable conditions for the subsequent construction of the tunnel, and the hollow grouting glass fiber anchor rod 3 is vertical to the axes of the advancing tunnel 1 and the backward tunnel 2, the hollow grouting glass fiber anchor rod 3 is used as a reinforcing structure of the middle rock pillar 4 and surrounding rocks nearby the middle rock pillar 4, and the stability of the middle rock pillar 4 and the surrounding rocks nearby the middle rock pillar is enhanced.
In the above embodiment, the hollow grouting glass fiber anchors 3 are disposed in the rock-soil bodies of the side blocks of the middle rock pillar 4, the foreward tunnel 1 and the backward tunnel 2 adjacent to the middle rock pillar 4 in a quincunx manner. The advancing tunnel 1 and the trailing tunnel 2 are symmetrical to each other about the middle rock support 4.
The utility model also provides a foretell broken stratum ultra-small clear distance city tunnel supporting construction's construction method, construction method includes following step:
a. excavating an upper step block 11 of a pilot tunnel at the side of the pilot tunnel 1 far away from the middle rock pillar 4, constructing a primary support 5 and a temporary support structure of the pilot tunnel within the range of the upper step block 11, and arranging a temporary inverted arch at the bottom of the upper step block 11, so that the primary support 5, the temporary support structure and the temporary inverted arch within the range of the upper step block 11 are closed into a ring.
b. And (3) applying a hollow grouting glass fiber anchor rod 3 from the upper step block 11 to the middle rock pillar 4, and grouting.
c. Excavating a lower step block 12 of the pilot tunnel 1 far away from the side guide tunnel of the middle rock pillar 4, constructing a pilot tunnel primary support 5 and a temporary support structure within the range of the lower step block 12, and sealing the pilot tunnel primary support 5 and the temporary support structure within the range of the lower step block 12 into a ring.
d. And (3) constructing a hollow grouting glass fiber anchor rod 3 from the lower step block 12 to the direction of the middle rock pillar 4, and grouting.
e. Excavating a leading block 13 on the side of the leading tunnel 1 adjacent to the middle rock pillar 4, synchronously excavating a hollow grouting glass fiber anchor rod 3 in the range of the leading block 13, and constructing a leading tunnel primary support 5 in the range of the leading block 13, so that the leading tunnel primary support 5 in the leading tunnel 1 is sealed into a ring.
f. And (4) dismantling the temporary supporting structure in the advanced tunnel 1 and constructing a second liner 6 of the advanced tunnel.
g. Excavating an upper step block 21 of a guide tunnel at the side of the backward tunnel 2 far away from the middle rock pillar 4, constructing a backward tunnel primary support 7 and a temporary supporting structure within the range of the upper step block 21, and arranging a temporary inverted arch at the bottom of the upper step block 21, so that the backward tunnel primary support 7, the temporary supporting structure and the temporary inverted arch within the range of the upper step block 21 are sealed into a ring.
h. Excavating the backward tunnel 2 far away from the lower step block 22 of the side guide tunnel of the middle rock pillar 4, constructing a backward tunnel primary support 7 and a temporary support structure within the range of the lower step block 22, and sealing the backward tunnel primary support 7 and the temporary support structure within the range of the lower step block 22 into a ring.
i. Excavating a backward block 23 on the side of the backward tunnel 2 adjacent to the middle rock pillar 4, synchronously excavating a hollow grouting glass fiber anchor rod 3 in the range of the backward block 23, constructing a backward tunnel primary support 7 in the range of the backward block 23, and sealing the backward tunnel primary support 7 in the backward tunnel 2 into a ring.
j. And (4) dismantling the temporary supporting structure of the backward tunnel and constructing a second lining 8 of the backward tunnel.
In the above embodiment, in step i, the backward block 23 adjacent to the middle rock pillar side of the backward tunnel 2 is divided into a plurality of blocks which are sequentially arranged, a first block of the plurality of blocks is firstly excavated according to the arrangement direction of the blocks, the hollow grouting glass fiber anchor rods 3 within the range of the first block are synchronously excavated, and the backward tunnel primary support 7 within the range of the first block is constructed, so that the backward tunnel primary support 7 is closed into a ring within the range of the first block; then, jumping grooves according to the arrangement direction of the blocks, excavating a third block in the plurality of blocks, synchronously excavating a hollow grouting glass fiber anchor rod 3 in the range of the third block, and constructing a backward tunnel primary support 7 in the range of the third block, so that the backward tunnel primary support 7 is closed into a ring in the range of the third block; then, excavating a second block in the plurality of blocks according to the arrangement direction of the blocks, then performing groove skipping excavation on a fifth block in the blocks 23, excavating a fourth block in the blocks 23, performing groove skipping excavation according to the excavation sequence, synchronously excavating the hollow grouting glass fiber anchor rods 3 in the range of the blocks after one block is excavated, and constructing the primary supports 7 of the backward tunnel in the range of the blocks, so that the primary supports 7 of the backward tunnel are closed to form a ring in the range of the blocks. The length of each block in the excavation blocks 23 is 3-5m, and the length of the reserved soil body of the jumping groove is 3-5 m.
Referring to fig. 2, in the above step i, the area 23 on the side of the middle pillar adjacent to the backward tunnel 2 is divided into seven areas, which are the first area 231, the second area 232, the third area 233, the fourth area 234, the fifth area 235, the sixth area 236 and the seventh area 237 arranged in sequence, and each area has a length of 3-5m, and the specific process of the step i is as follows:
firstly, excavating a first block 231 in the backward block 23 according to the arrangement sequence direction of the blocks, then synchronously excavating a hollow grouting glass fiber anchor rod 3 within the range of the first block 231, constructing a backward tunnel primary support 7 within the range of the first block 231, and sealing the backward tunnel primary support 7 into a ring within the range of the first block 231; then, a groove is jumped again to excavate a third block 233 in the backward block 23, the hollow grouting glass fiber anchor rods 3 in the range of the third block 233 are synchronously excavated, a backward tunnel primary support 7 in the range of the third block 233 is constructed, the backward tunnel primary support 7 is closed to form a ring in the range of the third block 233, then a second block 232 is excavated, the hollow grouting glass fiber anchor rods 3 in the range of the second block 232 are synchronously excavated, the backward tunnel primary support 7 in the range of the second block 232 is constructed, and the backward tunnel primary support 7 is closed to form a ring in the range of the second block 232; then, jumping the groove to excavate a fifth block 235, synchronously excavating the hollow grouting glass fiber anchor rods 3 within the range of the fifth block 235, constructing a backward tunnel primary support 7 within the range of the fifth block 235, enabling the backward tunnel primary support 7 to be closed into a ring within the range of the fifth block 235, excavating a fourth block 234, synchronously excavating the hollow grouting glass fiber anchor rods 3 within the range of the fourth block 234, constructing a backward tunnel primary support 7 within the range of the fourth block 234, and enabling the backward tunnel primary support 7 to be closed into a ring within the range of the fourth block 234; then, a 7 th block 237 is dug by jumping the groove, the hollow grouting glass fiber anchor rods 3 within the seventh block 237 are synchronously dug out, a backward tunnel primary support 7 within the seventh block 237 is constructed, the backward tunnel primary support 7 is closed to form a ring within the seventh block 237, then, a sixth block 236 is dug out, the hollow grouting glass fiber anchor rods 3 within the sixth block 236 are synchronously dug out, a backward tunnel primary support 7 within the sixth block 236 is constructed, and the backward tunnel primary support 7 is closed to form a ring within the sixth block 236; thus, the excavation of the following row block 23 is completed. In the construction process, after one block is excavated every time, the hollow grouting glass fiber anchor rods 3 in the range of the block are synchronously excavated, and the backward tunnel primary support 7 in the range of the block is constructed, so that the backward tunnel primary support 7 is closed into a ring in the range of the block. To sum up, the utility model discloses an adopt 3 centering rock pillars 4 of cavity slip casting glass fiber stock and tunnel 1 in advance, the country rock of rock supporter 4 is consolidated in the 2 neighbouring neighborhoods of back-row tunnel in advance, adopt and jump the groove method to excavate the 2 neighbouring back-row blocks 23 of well rock supporter 4 of back-row tunnel, it is big to all ring edge borders influence when constructing super little clear distance urban tunnel in broken stratum to solve, well rock pillars are unstable, the problem that the construction risk is high, reduce the influence to peripheral table building (structure) in the tunnel implementation process, the security of reinforcing construction, good direct and indirect economic benefits has been created, the operation is simple, the construction degree of difficulty is low, the implementability is high, can shorten construction period, and popularization and application value has.
The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.
Claims (3)
1. A broken stratum ultra-small clear distance urban tunnel supporting structure is characterized by comprising a leading tunnel, a trailing tunnel, a hollow grouting glass fiber anchor rod, a middle rock pillar, a leading tunnel primary support, a leading tunnel secondary lining, a trailing tunnel primary support and a trailing tunnel secondary lining; the foreward tunnel and the backward tunnel are distributed on two sides of the middle rock pillar, the hollow grouting glass fiber anchor rod is applied to the middle rock pillar direction through the foreward tunnel guide hole to pre-reinforce the middle rock pillar and surrounding rocks nearby, and the hollow grouting glass fiber anchor rod is perpendicular to the axes of the foreward tunnel and the backward tunnel.
2. The underground ultra-small clear distance urban tunnel supporting structure of claim 1, wherein a plurality of said hollow grouting glass fiber anchor rods are arranged in quincunx in the rock-soil body of the side block of the middle rock column, the front tunnel and the rear tunnel adjacent to the middle rock column.
3. The broken formation ultra-small clearance urban tunnel support structure of claim 1, wherein the portion of the hollow grouted glass fiber anchor rod extending into the tunnel excavation profile is excavated synchronously with the tunnel excavation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920978231.8U CN210264724U (en) | 2019-06-25 | 2019-06-25 | Broken stratum extra-small clear distance urban tunnel supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920978231.8U CN210264724U (en) | 2019-06-25 | 2019-06-25 | Broken stratum extra-small clear distance urban tunnel supporting structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210264724U true CN210264724U (en) | 2020-04-07 |
Family
ID=70045214
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201920978231.8U Active CN210264724U (en) | 2019-06-25 | 2019-06-25 | Broken stratum extra-small clear distance urban tunnel supporting structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210264724U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110284900A (en) * | 2019-06-25 | 2019-09-27 | 深圳市综合交通设计研究院有限公司 | A kind of extra small clear distance city tunnel supporting construction of broken formation and its job-hopping construction technology |
-
2019
- 2019-06-25 CN CN201920978231.8U patent/CN210264724U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110284900A (en) * | 2019-06-25 | 2019-09-27 | 深圳市综合交通设计研究院有限公司 | A kind of extra small clear distance city tunnel supporting construction of broken formation and its job-hopping construction technology |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102733827B (en) | Tunnel arch exchanging construction method and construction structure in tunnel arch exchanging construction | |
| CN102644466B (en) | Joist arching method for constructing ultra-shallow buried large-span underground excavated subway station in rocky stratum | |
| CN105626083A (en) | Construction method for permeable ribbed multiple-arch tunnel | |
| CN101769154A (en) | Excavation supporting method for tunnel construction | |
| CN104533446A (en) | Construction method and structure of two-layer preliminary support for preventing geological disaster of large-section weak surrounding rock tunnel | |
| CN104074524B (en) | A kind of construction method of shallow embedding underpass of freeways large cross-section tunnel | |
| CN105041349A (en) | Underground excavation construction method for expanded excavation of station on basis of metro regional shield tunnel | |
| CN103628894B (en) | Method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing | |
| CN102758642A (en) | Long-span tunnel overlapping carrying arch structure for upper-soft and lower-hard stratum and construction method thereof | |
| CN103244130A (en) | Quick excavation and expanding construction method of herringbone tunnel section | |
| CN103485790A (en) | Shallow tunneling method for pipe-proof-supporting structure combined system | |
| CN102071947A (en) | Construction method for soft surrounding rock section of large-span tunnel portal | |
| CN102312672A (en) | Fast large-cross-section tunnel construction method adapting to complicated and variable geological conditions | |
| CN103089270B (en) | Excavating method suitable for large section loess tunnels | |
| CN105064397A (en) | Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation | |
| CN108266209A (en) | A kind of big ledge method in large section subway station excavates the rapid constructing method of lower part | |
| CN110924959B (en) | Construction method of water-rich weak surrounding rock tunnel penetrating fault fracture zone | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| CN110924952B (en) | Construction method for three-step seven-step normal medium rock pillar method conversion of super-large section tunnel | |
| CN103306680A (en) | Construction method for extending single-track tunnel to multi-track tunnel | |
| CN103775095A (en) | Ridge soft-foundation tunnel advance double guide tunnel and construction method thereof | |
| CN112324442B (en) | Excavation method of large-section tunnel | |
| CN110939466A (en) | Pier stud non-blasting roof cutting gob-side entry driving method | |
| CN104653188A (en) | Method for arranging large-diameter shield receiving and originating well in underground-excavated air duct | |
| CN108457670B (en) | Construction method for large-section tunnel to penetrate through upper-hard lower-soft water-rich stratum |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| 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 |