CN214499089U - Supporting structure with hole in weak stratum shallow-buried large-section tunnel - Google Patents
Supporting structure with hole in weak stratum shallow-buried large-section tunnel Download PDFInfo
- Publication number
- CN214499089U CN214499089U CN202120802082.7U CN202120802082U CN214499089U CN 214499089 U CN214499089 U CN 214499089U CN 202120802082 U CN202120802082 U CN 202120802082U CN 214499089 U CN214499089 U CN 214499089U
- Authority
- CN
- China
- Prior art keywords
- hole
- tunnel
- supporting structure
- shallow
- weak stratum
- 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.)
- Expired - Fee Related
Links
Images
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The utility model discloses a shallow supporting construction who buries big section tunnel hole in weak stratum has a hole, its technical scheme is: pre-reinforcing the soil body of the upper step in the tunnel, and constructing a forepoling shed pre-support after the soil body is stably reinforced; excavating a lower step, and drilling small guide pipes on soil below an inverted arch for grouting to the lower step to reinforce the foundation; and after the primary support of the lower step is closed, the excavation support of the upper step is carried out after the lower step has no settlement until the tunnel excavation is closed. The utility model discloses a supporting construction of formation such as sleeve valve pipe, leading pipe canopy, little pipe, the whole ground settlement in tunnel that has significantly reduced.
Description
Technical Field
The utility model relates to a tunnel construction technical field especially relates to a shallow supporting construction who buries big section tunnel hole in weak stratum has a hole.
Background
With the development of cities, ground roads have not been able to meet the increasing traffic of vehicles, but only underground roads have been constructed for relief. How to build an underground road on a main traffic road is an urgent problem to be solved, and particularly in an area with poor geological conditions, such as an area where the underground road passes through a stratum, the underground road mainly comprises miscellaneous filling soil and collapsible loess, the range of a tunnel body, the earth covering at the top of the tunnel and the soil layers below the bottom of the tunnel are all unfavorable geology.
The inventor finds that the following problems exist during the primary support construction of the tunnel:
1. the tunnel roof earthing stratum is relatively poor, especially the tunnel excavation vault within the scope soil body breakage, the self-stability is relatively poor. When the tunnel is excavated to an upper step, if the soil body at the top of the tunnel is not pre-reinforced in advance, the soil body is extremely collapsed in the excavation process, an excavation outline can not be formed, and the excavation condition is not met.
2. The tunnel ground is within the range of the urban main road, and the condition of pre-reinforcing on the ground is not allowed.
3. The tunnel inverted arch is on the weak foundation, the foundation bearing capacity is insufficient, and obvious settlement can be generated after the tunnel primary support inverted arch construction is completed. Eventually the settling effect will be transferred to the surface, causing significant settling of the surface.
SUMMERY OF THE UTILITY MODEL
Not enough to prior art existence, the utility model aims at providing a shallow supporting construction who buries big section tunnel hole in weak stratum has a hole, through the supporting construction of formation such as sleeve valve pipe, leading pipe canopy, little pipe, the whole ground settlement in tunnel that has significantly reduced.
In order to achieve the above purpose, the present invention is realized by the following technical solution:
an embodiment of the utility model provides a weak stratum shallowly buries supporting construction who has a hole in big section tunnel hole, include:
sleeve valve pipes are uniformly arranged in the area between the tunnel face contour line and the grouting reinforcement outer contour line;
an advanced pipe shed is arranged at the boundary of the upper step and the lower step of the tunnel body;
the middle arch frame is fixed between the arch bottom of the inverted arch and the advanced pipe shed; two ends of the inverted arch are respectively fixedly connected with the upper end of the middle arch frame, and the transverse arch frame is positioned below the advanced pipe shed;
the bottom surface of the lower step is uniformly provided with small conduits for grouting the substrate.
As a further implementation mode, the advanced pipe shed is horizontally arranged and is provided with a plurality of sections.
As a further implementation mode, the adjacent sections of the advanced pipe sheds are connected through screw threads.
As a further implementation mode, one end of the advancing pipe shed is provided with a grout stopping wall, and sleeve valve pipes are arranged along the surface of the grout stopping wall in a quincunx shape.
As a further implementation mode, the longitudinal and transverse spacing between adjacent sleeve valve tubes is set to be 0.5-1 m.
As a further implementation mode, the grout stopping wall is made of concrete sprayed by grid arch frames and hanging nets.
As a further implementation, the small ducts are uniformly arranged in the vertical direction.
As a further implementation mode, the grouting reinforcement outer contour line and the tunnel face contour line are arranged concentrically.
As a further implementation mode, the vertical distance between the grouting reinforcement outer contour line and the tunnel face contour line is 3.5-5.5 m.
As a further implementation, the lead canopy is horizontally arranged.
Above-mentioned the utility model discloses an embodiment's beneficial effect as follows:
(1) one or more embodiments of the utility model are applied to the grout stopping wall before the sleeve valve pipe is arranged, the grid arch is arranged along the tunnel face and connected with the arch of the tunnel excavation support to form a whole; under the action of the grout stopping wall, the grouting pressure can be increased, so that grouting liquid can effectively contact with soil on the tunnel face to form a grout reinforcing body.
(2) The sleeve valve pipe grouting of one or more embodiments of the utility model can be repeated for a plurality of times, and the grouting frequency and the grouting amount are dynamically controlled according to the settlement monitoring condition; because the upper step has a larger construction space, the sleeve valve pipe is arranged with the longitudinal and transverse spacing of 0.5-1 m, and the soil body of the upper step and the tunnel arch can be effectively reinforced.
(3) One or more embodiments of the utility model utilize the effective space of excavation tunnel face, pre-reinforce the soil body of the upper step in the hole, after the reinforcement is stable, lay the forepoling shed and pre-support, excavate the lower step first, and carry out the inverted arch to the lower step and lay the vertical little pipe to the soil body, carry out the foundation reinforcement; after the lower step primary support is closed, after the sedimentation rate is stable, the upper step is excavated, and finally the whole tunnel is closed into a ring, so that the whole ground sedimentation of the tunnel is greatly reduced.
Drawings
The accompanying drawings, which form a part of the specification, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention without unduly limiting the scope of the invention.
Fig. 1 is a schematic illustration of a supporting structure according to one or more embodiments of the present invention;
fig. 2 is a side view of a supporting structure according to one or more embodiments of the present invention;
the device comprises a tunnel face contour line 1, a tunnel face contour line 2, a grouting reinforcement outer contour line 3, sleeve valve pipes 4, small pipes 5, a grout stop wall 6, an advanced pipe shed 7, an inverted arch 8, a middle arch frame 9 and a transverse arch frame.
Detailed Description
The first embodiment is as follows:
the embodiment provides a supporting structure with a hole in a large-section tunnel buried shallowly in a weak stratum, which comprises sleeve valve pipes 3, small guide pipes 4, a grout stop wall 5, an advanced pipe shed 6, an inverted arch 7, a middle arch 8 and a transverse arch 9 as shown in fig. 1 and 2; the sleeve valve pipes 3 are uniformly arranged in the area between the tunnel face contour line 1 of the tunnel body and the grouting reinforcement outer contour line 2.
Further, the sleeve valve tubes 3 are arranged in a quincunx shape in a plane arrangement, and the longitudinal and transverse intervals are set to be 0.5-1 m. The sleeve valve pipe 3 can be repeatedly grouted for a plurality of times, and the grouting frequency and the grouting amount are dynamically controlled according to the settlement monitoring condition. Because the upper step has a larger construction space, the sleeve valve pipes 3 are arranged with the longitudinal and transverse intervals set to be 0.5-1 m, and the soil body of the upper step and the tunnel arch can be effectively reinforced.
Furthermore, outer contour line 2 is consolidated in slip casting and is located the face contour line 1 outside, and face contour line 1 sets up with outer contour line 2 is consolidated in slip casting concentrically. In the embodiment, the vertical distance between the tunnel face contour line 1 and the grouting reinforcement outer contour line 2 is 3.5-5.5 m. Preferably, the vertical distance is set to 5 m. In the tunnel, the effective space of the upper step is utilized to pre-reinforce the upper step and the soil body outside the contour line of the upper step in the range, and the sleeve valve pipe 3 is adopted for pre-grouting.
Further, the advanced pipe shed 6 is arranged at the boundary of the upper step and the lower step and is horizontally arranged, an inverted arch 7 is arranged on the bottom surface of the lower step, a middle arch 8 is fixedly arranged between the arch bottom of the inverted arch 7 and the advanced pipe shed 6, and two end parts of the inverted arch 7 are fixedly connected with transverse arches 9 positioned below the advanced pipe shed 6 respectively with the upper end parts of the middle arch 8. And a plurality of small guide pipes 4 used for grouting the substrate are vertically and uniformly drilled on the bottom surface of the lower step.
Before the sleeve valve pipe 3 is arranged, a grout stopping wall 5 is made, and as shown in fig. 2, the grout stopping wall 5 is positioned on one side of the advanced pipe shed 6; the grid arch frames are arranged along the tunnel face and connected with arch frames supported by tunnel excavation to form a whole. Under the action of the grout stopping wall 5, the grouting pressure can be increased, so that grouting liquid can effectively contact with soil on the tunnel face to form a grout reinforced body.
The embodiment adopts a supporting mode of firstly reinforcing the lower step and then excavating the upper step in the tunnel with the large section buried in the weak stratum, and is suitable for the fields of underground engineering such as the built core area of a city, the construction of underground roads, comprehensive pipe galleries, cable tunnels and the like.
In the tunneling construction process, if the full section of the tunnel is located in a weak stratum, constructing an upper step and then constructing a lower step according to a conventional construction sequence; the soil body of the upper step can not be effectively reinforced, and the earth surface can be settled in the excavation process. When the lower step is constructed, secondary disturbance can be caused to the upper step, and the integral settlement of the tunnel and the earth surface is caused.
In order to solve the settlement problem, an advanced pipe shed is firstly arranged in the middle of a tunnel body within the tunnel body, and the original tunnel body section is divided into an upper half section and a lower half section to form two independent tunnel body sections. The method comprises the steps of firstly carrying out advanced grouting reinforcement on an upper tunnel, excavating a lower tunnel, and simultaneously carrying out tunnel arch bottom foundation reinforcement treatment. After the upper hole grouting reinforcement effect is achieved, the upper hole is excavated and connected with the lower hole to form an integral tunnel body section; namely a method for excavating holes in the holes.
In the embodiment, an excavation mode of 'holes in the holes' is adopted, the effective space of an excavation tunnel face is utilized, the soil body of the upper step is pre-reinforced in the holes, after stabilization, an advanced pipe shed 6 is arranged for pre-supporting, the lower step is firstly excavated, and the soil body below an inverted arch 7 is arranged on the lower step, and vertical small pipes 4 are arranged for grouting to reinforce the foundation. After the lower step primary support is closed, stabilizing for a period of time, after the sedimentation rate is stable, excavating the upper step, and finally closing the whole tunnel into a ring, thereby greatly reducing the whole ground sedimentation of the tunnel.
Specifically, the construction steps of this embodiment include:
a. pre-reinforcing an upper step:
the grout stop wall 5 is firstly manufactured, C25 concrete is sprayed by adopting a grid arch frame suspended net, the thickness is 25cm, sleeve valve pipes 3 are uniformly arranged in the area of the weak stratum between the tunnel face contour line 1 and the grouting reinforcement outer contour line 2, and grouting reinforcement is carried out.
As shown in fig. 2, the sleeve valve pipes 3 are uniformly arranged along one side surface of the grout stop wall 5 in a quincunx shape; under the action of the grout stopping wall 5, the grouting pressure can be increased, so that grouting liquid can effectively contact with soil on the tunnel face to form a grout reinforced body.
In the embodiment, the effective space of the upper step is utilized in the tunnel to pre-reinforce the upper step and the soil body in the set range outside the contour line of the upper step, and the sleeve valve pipe 3 is adopted for pre-grouting. The sleeve valve pipe 3 can be repeatedly grouted for a plurality of times, and the grouting frequency and the grouting amount are dynamically controlled according to the settlement monitoring condition. Because the upper step has a larger construction space, the sleeve valve pipes 3 are arranged with the longitudinal and transverse intervals set to be 0.5-1 m, and the soil body of the upper step and the tunnel arch can be effectively reinforced.
b. Arranging an advanced pipe shed 6:
arranging an advanced pipe shed 6 at the boundary of an upper step and a lower step of a tunnel body in a weak stratum; the pipe advancing sheds 6 are self-advancing and are arranged in sections, and adjacent sections of the pipe advancing sheds 6 are connected through screw threads; grouting in time after the pipe shed is arranged.
Further, the pipe-advancing shed 6 is horizontally arranged, and the length of each section of the pipe-advancing shed is set according to the actual supporting requirement. In this embodiment, each segment is 2.5m in length.
c. Excavating a lower step:
an inverted arch 7 is arranged on the bottom surface of the lower step, and small guide pipes 4 are uniformly arranged on the bottom surface of the lower step vertically downwards and are grouted and reinforced; and adopting a CD method to perform left and right two-step excavation, and erecting a middle arch 8 and a transverse arch 9 which are fixedly connected with two ends of an inverted arch 7 respectively in time after the excavation.
d. Excavating an upper step:
and after the lower step is not settled, the upper step is excavated and supported until the tunnel excavation is closed.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. The utility model provides a weak stratum shallow support structure who buries big section tunnel in hole has a hole which characterized in that includes:
sleeve valve pipes are uniformly arranged in the area between the tunnel face contour line and the grouting reinforcement outer contour line;
an advanced pipe shed is arranged at the boundary of the upper step and the lower step of the tunnel body;
the middle arch frame is fixed between the arch bottom of the inverted arch and the advanced pipe shed; two ends of the inverted arch are respectively fixedly connected with the upper end of the middle arch frame, and the transverse arch frame is positioned below the advanced pipe shed;
the bottom surface of the lower step is uniformly provided with small conduits for grouting the substrate.
2. The supporting structure with a hole in a weak stratum shallow-buried large-section tunnel according to claim 1, wherein the advanced pipe shed is horizontally arranged and has multiple sections.
3. The supporting structure with the hole in the weak stratum shallow-buried large-section tunnel according to claim 2, wherein the adjacent sections of the advanced pipe sheds are connected through screw threads.
4. The supporting structure with a hole in a shallow large-section tunnel in a weak stratum according to claim 1, wherein a grout stop wall is arranged at one end of the advancing pipe shed, and sleeve valve pipes are arranged in a quincunx shape along the surface of the grout stop wall.
5. The supporting structure with the hole in the weak stratum shallow-buried large-section tunnel according to claim 4, wherein the longitudinal and transverse spacing between the adjacent sleeve valve pipes is set to be 0.5-1 m.
6. A supporting structure with a hole in a shallow-buried large-section tunnel in a weak stratum according to claim 4, wherein the grout stopping wall is made of concrete sprayed by adopting a grid arch truss hanging net.
7. A supporting structure with a hole in a shallow large-section tunnel in a weak stratum according to claim 1, wherein the small guide pipes are uniformly arranged in the vertical direction.
8. The supporting structure with the hole in the weak stratum shallow-buried large-section tunnel according to claim 1, wherein the grouting reinforcement outer contour line and the tunnel face contour line are concentrically arranged.
9. The supporting structure with the hole in the weak stratum shallow-buried large-section tunnel according to claim 8, wherein the vertical distance between the grouting reinforcement outer contour line and the tunnel face contour line is 3.5-5.5 m.
10. The supporting structure with the hole in the weak stratum shallow-buried large-section tunnel according to claim 1, wherein the advanced pipe shed is horizontally arranged.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120802082.7U CN214499089U (en) | 2021-04-19 | 2021-04-19 | Supporting structure with hole in weak stratum shallow-buried large-section tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120802082.7U CN214499089U (en) | 2021-04-19 | 2021-04-19 | Supporting structure with hole in weak stratum shallow-buried large-section tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214499089U true CN214499089U (en) | 2021-10-26 |
Family
ID=78203638
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120802082.7U Expired - Fee Related CN214499089U (en) | 2021-04-19 | 2021-04-19 | Supporting structure with hole in weak stratum shallow-buried large-section tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214499089U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112963177A (en) * | 2021-04-19 | 2021-06-15 | 山东建筑大学 | Supporting method and structure for weak stratum shallow-buried large-section tunnel with hole |
-
2021
- 2021-04-19 CN CN202120802082.7U patent/CN214499089U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112963177A (en) * | 2021-04-19 | 2021-06-15 | 山东建筑大学 | Supporting method and structure for weak stratum shallow-buried large-section tunnel with hole |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104863597B (en) | A kind of construction method transverse direction hole lid method in shallow buried covered excavation Large Underground space | |
| CN101769154A (en) | Excavation supporting method for tunnel construction | |
| CN110924959B (en) | Construction method of water-rich weak surrounding rock tunnel penetrating fault fracture zone | |
| CN111485901B (en) | Method for building side-span non-filling type long and narrow shallow bottom karst cave section tunnel | |
| CN108412502B (en) | A kind of deep tunnel passes through upper-soft lower-hard ground construction method | |
| CN106437726A (en) | Ground fracture crushed zone passing construction method for shallow-buried tunnel excavation | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| CN205532615U (en) | Super large section tunnel excavates structure | |
| CN106640096A (en) | Construction method for penetrating through tunnel of backfilling soil section and transition section | |
| CN102817621B (en) | Comprehensive construction method applicable to controlling arch basement sedimentation for tunnel in unfavorable geological conditions | |
| CN112963156A (en) | Composite reinforcing method and composite reinforcing structure for shallow tunnel in soil-rock composite stratum | |
| CN111810200B (en) | Shield tunnel expanding and excavating system and method based on middle upright post and inverted arch | |
| CN107905798A (en) | The method that flat top wall boring construction is carried out using central drift method | |
| CN103993885A (en) | Construction method for underground excavation tunnel side-direction hole opening supporting system | |
| CN203161244U (en) | Existing subway underground excavation running tunnel protection structure | |
| CN106930768B (en) | Tunnel Construction and application | |
| CN214499089U (en) | Supporting structure with hole in weak stratum shallow-buried large-section tunnel | |
| CN103233753A (en) | Pipe curtain shed frame method used for full-face excavation of construction of shallow-buried large-scale subsurface structure | |
| CN107339109A (en) | The construction method of existing road is worn under super Shallow tunnel with large cross-section | |
| CN212801573U (en) | Tunnel entrance side and heading slope pre-reinforcing steel pipe pile | |
| CN111594168B (en) | Pseudo-goaf-layer supporting and sinking-limiting stoping method formed by matching rock waste with rock waste | |
| CN206581945U (en) | Both wired supporting construction is worn under a kind of six pilot tunnels big cross section subway station | |
| CN112727501A (en) | Temporary supporting structure of transverse passage and construction method of transverse passage | |
| CN208473885U (en) | Tunnel Gushing section primary support structure with ribbing | |
| CN215860200U (en) | Full-section grouting excavation supporting structure of branch tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20211026 |