CN114810128A - Construction method of multi-arch tunnel supporting structure without middle pilot tunnel - Google Patents
Construction method of multi-arch tunnel supporting structure without middle pilot tunnel Download PDFInfo
- Publication number
- CN114810128A CN114810128A CN202210492958.1A CN202210492958A CN114810128A CN 114810128 A CN114810128 A CN 114810128A CN 202210492958 A CN202210492958 A CN 202210492958A CN 114810128 A CN114810128 A CN 114810128A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- arch
- chamber
- primary support
- excavating
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 34
- 238000000034 method Methods 0.000 claims abstract description 26
- 239000002689 soil Substances 0.000 claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 20
- 239000010959 steel Substances 0.000 claims abstract description 20
- 238000009412 basement excavation Methods 0.000 claims abstract description 15
- 239000006260 foam Substances 0.000 claims abstract description 7
- 239000000463 material Substances 0.000 claims abstract description 6
- 230000008569 process Effects 0.000 claims abstract description 6
- 238000013016 damping Methods 0.000 claims abstract description 5
- 230000008719 thickening Effects 0.000 claims abstract description 5
- 239000011435 rock Substances 0.000 claims description 4
- 239000011359 shock absorbing material Substances 0.000 claims 1
- 238000012986 modification Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 4
- 238000005336 cracking Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method of a multi-arch tunnel supporting structure without a middle pilot tunnel, wherein a left chamber is a deep-buried chamber, a right chamber is a shallow-buried chamber, the left chamber is excavated first, and then the right chamber is excavated; a method for excavating the left-side pilot hole in a three-step annular mode to reserve core soil is adopted; when the left tunnel is excavated to the lower step of the right tunnel, excavating a groove at the arch foot position at the right lower part of the left antecedent tunnel, paving an EVA foam damping material at one side close to the right chamber, extending the I-steel of the primary support into the groove, and backfilling concrete; grouting the arch springing groove at the enlarged position by adopting a small guide pipe to reinforce the strength of the foundation; thickening the primary support and the connecting plate at the arch waist part of the multi-arch area of the preceding tunnel, and reducing the influence on the second lining of the preceding tunnel in the construction process of the backward tunnel; a three-step annular excavation reserved core soil method is adopted for the rear tunnel on the right side; the right rear-row hole primary support steel arch is lapped on the primary support steel arch of the front hole; the advance support adopts a small advance conduit to reinforce the stratum.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of a multi-arch tunnel supporting structure without a central pilot tunnel.
Background
The multi-arch tunnel is often difficult to select lines on line, especially is used in a large amount in bridge and tunnel connection sections, and has the advantages of reducing engineering investment, saving occupied area and the like, and the composite curved-middle-wall multi-arch tunnel is the most adopted multi-arch tunnel structure form at present, but is low in construction efficiency and complex in structural stress state conversion. The multi-arch tunnel without the middle pilot tunnel inherits all the advantages of the traditional multi-arch tunnel, has the advantages of small occupied area, natural environment protection, smooth line shape and the like, and better overcomes some defects of the traditional multi-arch tunnel. In addition, the continuous arch tunnel without the center guide has simple process, short construction period and low cost, and is widely adopted in tunnel design and construction. The traditional construction method of the continuous tunnel without the middle guide arch is only to simply lap the primary support steel arches together, so that the continuous tunnel is easily subjected to terrain bias by the design, the continuous tunnel in operation and construction is damaged by lining cracking and the like, and particularly a great amount of longitudinal and oblique cracks appear in the secondary lining of the front tunnel.
Disclosure of Invention
Therefore, the invention provides a construction method of a supporting structure of a multi-arch tunnel without a middle pilot tunnel, which aims to solve the problems in the prior art.
In order to achieve the above purpose, the invention provides the following technical scheme:
according to a first aspect of the invention, a construction method of a supporting structure of a multi-arch tunnel without a central pilot tunnel comprises the following steps:
step S100, dividing the multi-arch tunnel into a left chamber and a right chamber, wherein the left chamber is a deep chamber, the right chamber is a shallow chamber, and the excavating mode is that the left chamber is excavated firstly and then the right chamber is excavated, the left chamber is a left advanced tunnel, and the right chamber is a right advanced tunnel;
s200, adopting a three-step annular excavation method for reserving core soil for the left-side pilot tunnel;
step S300, when a step below a right hole is excavated, excavating a groove at the arch foot position at the right lower side of the left antecedent hole, wherein the groove is close to one side of the backward hole, laying EVA foam damping material at one side close to the right chamber, extending the I-steel of the primary support into the groove, and backfilling concrete;
s400, grouting the enlarged position of the arch springing groove by using a small guide pipe to reinforce the strength of the foundation;
s500, thickening a primary support and a connecting plate at the arch waist part of the multi-arch area of the preceding tunnel to reduce the influence on a second lining of the preceding tunnel in the construction process of the subsequent tunnel;
s600, adopting a three-step annular excavation method for reserving core soil for the rear tunnel at the right side;
s700, lapping a primary support steel arch frame of the rear-going hole on the right side on a primary support steel arch frame of the front-going hole, and connecting by adopting a connecting plate;
and S800, adopting the small advanced guide pipes to reinforce the stratum in advance support, and solving the problems of poor surrounding rock and serious soil pressure bias.
Further, step S200 specifically includes:
step S201, excavating an upper step arc guide pit on the left side of a right tunnel, and performing primary support on an upper step on the right side of the right tunnel;
s202, excavating core soil of an upper step of the right tunnel;
s203, excavating a step in the right tunnel, and performing primary support on the step in the right tunnel;
step S204, excavating a lower step of the right tunnel, and performing primary support on the lower step of the right tunnel and an inverted arch;
s205, pouring a left hole inverted arch secondary lining and filling an inverted arch;
and S206, paving a waterproof layer and pouring a secondary lining of the arch wall of the left cave.
Further, the depth of the groove in step S300 is 100cm, and the width is 50cm to 80 cm.
Further, the thickness of the EVA foam cushioning material in step S300 is 10 cm.
Further, the I-steel of the preliminary bracing in the step S300 extends to the position of 100cm in the groove.
Further, the type of the concrete in step S300 is C50 concrete.
Further, the small catheter gauge in step S400 is Φ 42 × 4; the length is 3 meters, and the distribution distance is 80cm multiplied by 80 cm.
Further, step S600 specifically includes:
s601, excavating an arc pilot tunnel of an upper step of the right tunnel, and performing primary support on the upper step of the right tunnel;
step S602, excavating core soil of an upper step of the right tunnel, and temporarily inverting the upper step of the right tunnel;
s603, excavating a step in the right tunnel, and performing primary support on the step in the right tunnel;
s604, excavating a lower step of the right tunnel, and performing primary support on the lower step of the right tunnel and an inverted arch;
step S605, dismantling the temporary inverted arch of the left hole in sections, pouring a secondary lining of the inverted arch of the left hole, and filling the inverted arch;
and S606, paving a waterproof layer and pouring a secondary lining of the arch wall of the left cave.
Further, the length L of the leading small catheter in step S800 is 3.5m or 2.5m, and the distribution interval is 100cm × 60 cm.
The invention has the following advantages: by using the method, the problems of secondary lining cracking and water seepage of the first tunnel after the tunnel construction is finished can be effectively solved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary, and that other embodiments can be derived from the drawings provided by those of ordinary skill in the art without inventive effort.
The structures, ratios, sizes, and the like shown in the present specification are only used for matching with the contents disclosed in the specification, so as to be understood and read by those skilled in the art, and are not used to limit the conditions that the present invention can be implemented, so that the present invention has no technical significance, and any structural modifications, changes in the ratio relationship, or adjustments of the sizes, without affecting the effects and the achievable by the present invention, should still fall within the range that the technical contents disclosed in the present invention can cover.
Fig. 1 is a structural diagram of a multi-arch tunnel without a pilot tunnel according to a construction method of a multi-arch tunnel supporting structure without a pilot tunnel according to some embodiments of the present invention.
Fig. 2 is a left-side preliminary tunnel supporting and excavating view of a construction method of a multi-arch tunnel supporting structure without a pilot tunnel according to some embodiments of the present invention.
Fig. 3 is a diagram of a left forepoling steel arch of a supporting structure of a multi-arch tunnel without a pilot tunnel according to some embodiments of the invention.
Fig. 4 is a construction diagram of preliminary supporting and excavation of a back-row tunnel according to a construction method of a supporting structure of a multi-arch tunnel without a pilot tunnel according to some embodiments of the present invention.
Fig. 5 is a drawing of setting up a steel arch for preliminary supporting of a back row tunnel in a construction method of a multi-arch tunnel supporting structure without a pilot tunnel according to some embodiments of the present invention.
Fig. 6 is a schematic view illustrating a step S300 of a construction method of a multi-arch tunnel supporting structure without a central pilot tunnel according to some embodiments of the present invention.
Fig. 7 is a schematic view of preliminary supporting of a pilot tunnel in a construction method of a multi-arch tunnel supporting structure without a pilot tunnel according to some embodiments of the present invention.
Detailed Description
The present invention is described in terms of particular embodiments, other advantages and features of the invention will become apparent to those skilled in the art from the following disclosure, and it is to be understood that the described embodiments are merely exemplary of the invention and that it is not intended to limit the invention to the particular embodiments disclosed. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1 to 7, in an embodiment of a first aspect of the present invention, a construction method for a supporting structure of a multiple-arch tunnel without a central pilot tunnel includes the following steps:
step S100, dividing the multi-arch tunnel into a left chamber and a right chamber, wherein the left chamber is a deep chamber, the right chamber is a shallow chamber, and the excavating mode is that the left chamber is excavated firstly and then the right chamber is excavated, the left chamber is a left advanced tunnel, and the right chamber is a right advanced tunnel;
s200, adopting a three-step annular excavation method for reserving core soil for the left-side pilot tunnel;
step S300, when a step below a right hole is excavated, excavating a groove at the arch foot position at the right lower side of the left antecedent hole, wherein the groove is close to one side of the backward hole, laying EVA foam damping material at one side close to the right chamber, extending the I-steel of the primary support into the groove, and backfilling concrete;
s400, grouting the enlarged position of the arch springing groove by using a small guide pipe to reinforce the strength of the foundation;
s500, thickening a primary support and a connecting plate at the arch waist part of the multi-arch area of the preceding tunnel to reduce the influence on a second lining of the preceding tunnel in the construction process of the subsequent tunnel;
s600, adopting a three-step annular excavation method for reserving core soil for the rear tunnel at the right side;
s700, lapping a primary support steel arch frame of the rear-going hole on the right side on a primary support steel arch frame of the front-going hole, and connecting by adopting a connecting plate;
and S800, adopting the small advanced guide pipes to reinforce the stratum in advance support, and solving the problems of poor surrounding rock and serious soil pressure bias.
The technical effects achieved by the above embodiment are as follows: by using the method, the problems of secondary lining cracking and water seepage of the first tunnel after the tunnel construction is finished can be effectively solved.
Specifically, the method comprises the following steps:
s100, the multi-arch tunnel generally belongs to a shallow buried underground excavation tunnel, and the tunnel is greatly biased by terrain; the multi-arch tunnel is divided into a left chamber and a right chamber, wherein the left chamber is a chamber with deeper burial depth, and the right chamber is a chamber with shallower burial depth; the excavation mode is that the left chamber is excavated firstly, and then the right chamber is excavated; see fig. 1.
Step S200, adopting a three-step annular excavation method for reserving core soil for the left-side pilot tunnel, wherein the specific method is as follows, and is shown in figure 2: in the figure, Greek letters (I, II, III and the like) represent excavation sequences, and Arabic numerals (1, 2, 3 and the like) represent lining support sequences; during tunnel construction, one frame with poor geology and shallow buried depth is constructed firstly; firstly constructing a right hole with shallow buried depth in the tunnel; in the figure, "B" represents the tunnel excavation span.
The construction steps are as follows:
i, excavating an upper step arc guide pit on the left side of a right tunnel; 1. and (5) performing primary support on the upper step on the right side of the right hole.
And II, excavating the core soil of the upper step of the right tunnel.
III, excavating steps in the right tunnel; 2. and (5) primary support of a step in the right hole.
IV, excavating a lower step of the right tunnel; 3. and (5) carrying out primary support on a lower step of the right hole and an inverted arch.
4. And (4) pouring a left hole inverted arch secondary lining and filling the inverted arch.
5. Laying a waterproof layer and pouring a secondary lining of the arch wall of the left tunnel.
Step S300, adopting a three-step annular excavation reserved core soil method for the left-side pilot tunnel, and excavating a groove with the depth of 100cm and the width of 50cm-80cm at the position of an arch springing at the lower right side of the left-side pilot tunnel and at the side close to the backward tunnel when the left-side pilot tunnel excavated to the step IV is excavated on the lower step of the right tunnel; laying an EVA foam damping material with the thickness of 10cm at one side close to the right chamber; the I-steel of the primary support extends for 100cm into the groove, and C50 concrete is backfilled; the tunnel is supported in the early stage of the pilot tunnel, the middle part of the tunnel plays a role in supporting, and the pressure on the side of the pilot tunnel is transmitted to the bottom of the tunnel, as shown in figure 3.
And S400, grouting small pipes of phi 42 multiplied by 4 at the arch springing groove expansion positions, wherein the length of the small pipes is 3 meters, the distance between the small pipes is 80cm multiplied by 80cm, and reinforcing the foundation strength, which is shown in figure 4.
And S500, thickening the primary support and the connecting plate at the arch waist part of the multi-arch area of the antecedent tunnel to reduce the influence on the second lining of the antecedent tunnel in the construction process of the backward tunnel.
Step S600, adopting a three-step annular excavation method for reserving core soil for the rear tunnel at the right side, wherein the method is as follows, and is shown in figure 4:
v, excavating an upper step arc guide pit of the right tunnel; 6. and (5) carrying out primary support on the right hole and the upper step.
VI, excavating core soil of an upper step of the right tunnel; 7. and (5) temporarily inverting the upper step of the right hole.
Excavating a step in the VII and right tunnel; 8. and (5) primary support of a step in the right hole.
VIII, excavating a lower step of the right tunnel; 9. and (5) carrying out primary support on a lower step of the right hole and an inverted arch.
10. And (3) dismantling the temporary inverted arch of the left hole in a segmented manner, pouring a secondary lining of the inverted arch of the left hole, and filling the inverted arch.
11. Laying a waterproof layer and pouring a secondary lining of the arch wall of the left tunnel.
And S700, overlapping the right-side backward-tunnel primary support steel arch on the forward-tunnel primary support steel arch by adopting a connecting plate for connection, wherein the connection mode is shown in the step S400 and is shown in the figure 5.
Step S800, the advance support is carried out by reinforcing the stratum by adopting a phi 42 advance small conduit L which is 3.5m and 2.5m at a distance of 100cm multiplied by 60cm, so that the problems of poor surrounding rock and serious soil pressure bias are solved.
Although the invention has been described in detail above with reference to a general description and specific examples, it will be apparent to one skilled in the art that modifications or improvements may be made thereto based on the invention. Accordingly, such modifications and improvements are intended to be within the scope of the invention as claimed.
In the present specification, the terms "upper", "lower", "left", "right", "middle", and the like are used for clarity of description, and are not intended to limit the scope of the present invention, and changes or modifications in the relative relationship may be made without substantial changes in the technical content.
Claims (9)
1. A construction method of a supporting structure of a multi-arch tunnel without a middle pilot tunnel is characterized by comprising the following steps:
step S100, dividing the multi-arch tunnel into a left chamber and a right chamber, wherein the left chamber is a deep chamber, the right chamber is a shallow chamber, and the excavating mode is that the left chamber is excavated firstly and then the right chamber is excavated, the left chamber is a left advanced tunnel, and the right chamber is a right advanced tunnel;
s200, adopting a three-step annular excavation method for reserving core soil for the left-side pilot tunnel;
step S300, when a step below a right hole is excavated, excavating a groove at the arch foot position at the right lower side of the left antecedent hole, wherein the groove is close to one side of the backward hole, laying EVA foam damping material at one side close to the right chamber, extending the I-steel of the primary support into the groove, and backfilling concrete;
s400, grouting the enlarged position of the arch springing groove by using a small guide pipe to reinforce the strength of the foundation;
s500, thickening a primary support and a connecting plate at the arch waist part of the multi-arch area of the preceding tunnel to reduce the influence on a second lining of the preceding tunnel in the construction process of the subsequent tunnel;
s600, adopting a three-step annular excavation method for reserving core soil for the rear tunnel at the right side;
s700, lapping a primary support steel arch frame of the rear-going hole on the right side on a primary support steel arch frame of the front-going hole, and connecting by adopting a connecting plate;
in the step S800, the advance support adopts the small advanced guide pipe to reinforce the stratum, so that the problems of poor surrounding rock and serious soil pressure bias are solved.
2. The construction method of the supporting structure of the multi-arch tunnel without the center pilot tunnel according to claim 1, wherein the step S200 specifically includes:
step S201, excavating an upper step arc guide pit on the left side of a right tunnel, and performing primary support on an upper step on the right side of the right tunnel;
s202, excavating core soil of an upper step of the right tunnel;
s203, excavating a step in the right tunnel, and performing primary support on the step in the right tunnel;
step S204, excavating a lower step of the right tunnel, and performing primary support on the lower step of the right tunnel and an inverted arch;
s205, pouring a left hole inverted arch secondary lining and filling an inverted arch;
and S206, paving a waterproof layer and pouring a secondary lining of the arch wall of the left cave.
3. The method for constructing a supporting structure of a multi-arch tunnel without a central pilot tunnel according to claim 1, wherein the depth of the groove in the step S300 is 100cm, and the width is 50cm to 80 cm.
4. The method for constructing a supporting structure of a multi-arch tunnel without a central pilot tunnel according to claim 3, wherein the EVA foam shock-absorbing material of the step S300 has a thickness of 10 cm.
5. The method for constructing a supporting structure of a multi-arch tunnel without a central pilot tunnel according to claim 4, wherein the I-steel of the preliminary support in the step S300 is extended to a position 100cm inside the trench.
6. The construction method of a supporting structure of a multi-arch tunnel without a central pilot tunnel according to claim 5, wherein the type of concrete in the step S300 is C50 concrete.
7. The construction method of a supporting structure of a multi-arch tunnel without a central pilot tunnel according to claim 1, wherein the small duct size in step S400 is Φ 42 x 4; the length is 3 meters, and the distribution distance is 80cm multiplied by 80 cm.
8. The construction method of the supporting structure of the multi-arch tunnel without the center pilot tunnel according to claim 1, wherein the step S600 specifically includes:
s601, excavating an arc pilot tunnel of an upper step of the right tunnel, and performing primary support on the upper step of the right tunnel;
step S602, excavating core soil of an upper step of the right tunnel, and temporarily inverting the upper step of the right tunnel;
step S603, excavating a step in the right tunnel, and performing primary support on the step in the right tunnel;
s604, excavating a lower step of the right tunnel, and performing primary support on the lower step of the right tunnel and an inverted arch;
step S605, dismantling the temporary inverted arch of the left hole in sections, pouring a secondary lining of the inverted arch of the left hole, and filling the inverted arch;
and S606, paving a waterproof layer and pouring a secondary lining of the arch wall of the left cave.
9. The method as claimed in claim 1, wherein the length L of the advanced small duct in step S800 is 3.5m or 2.5m, and the distribution distance is 100cm x 60 cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210492958.1A CN114810128A (en) | 2022-05-07 | 2022-05-07 | Construction method of multi-arch tunnel supporting structure without middle pilot tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210492958.1A CN114810128A (en) | 2022-05-07 | 2022-05-07 | Construction method of multi-arch tunnel supporting structure without middle pilot tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114810128A true CN114810128A (en) | 2022-07-29 |
Family
ID=82511204
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210492958.1A Pending CN114810128A (en) | 2022-05-07 | 2022-05-07 | Construction method of multi-arch tunnel supporting structure without middle pilot tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114810128A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
-
2022
- 2022-05-07 CN CN202210492958.1A patent/CN114810128A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
| CN117780362B (en) * | 2024-02-27 | 2024-04-30 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108643935A (en) | The construction method in tunnel under rich water shallow embedding geology | |
| CN103015456B (en) | Rapid pit-in-pit form erecting method in foundation slab of buried concrete structure | |
| CN108457656A (en) | A kind of unearthed method for tunnel construction | |
| CN102606168B (en) | Construction method for preventing settlement and deformation of shallow-buried-excavation tunnel in excavation | |
| CN103256052A (en) | Construction method for integral straight middle wall type double-arch tunnel | |
| CN102536273A (en) | 26-meter large-span space one-step forming construction method | |
| CN107503754A (en) | A kind of construction method of VI grade of country rock rich water Shallow tunnel with large cross-section | |
| CN210598987U (en) | Subway station based on single-layer four-guide-hole and middle-guide-hole inner pile foundation | |
| US11566390B2 (en) | Construction method of reclaiming land from the sea based on basement utilization | |
| CN204780933U (en) | Shoring of trench landing stage system | |
| CN112983478A (en) | Shallow-buried underground tunnel foundation pit construction method under protection of cover plate | |
| JP4132442B2 (en) | Tunnel construction method | |
| CN114810128A (en) | Construction method of multi-arch tunnel supporting structure without middle pilot tunnel | |
| CN114352292A (en) | Shallow-buried bias-pressure multi-arch tunnel construction method for weathering phyllite stratum | |
| CN117489367A (en) | Tunnel collapse treatment reinforcing structure and method under bad geological conditions of hydropower station | |
| CN111779022A (en) | Novel structure of underground comprehensive pipe gallery in anti-settling and anti-inclining soft soil foundation and construction method thereof | |
| CN206035497U (en) | Small -size tubular pile of weak basement in tunnel system of consolidating | |
| CN108005673A (en) | A kind of buried Central drain excavation method in tunnel of reserved foundation back-pressure soil | |
| CN104763437A (en) | Strong permeable stratum tunnel excavation method | |
| CN211523179U (en) | Subway station faces integration envelope forever | |
| CN110792440B (en) | Construction method of water-rich loess tunnel penetrating through loess towards valley | |
| CN112962694A (en) | Underpinning construction method for bridge pile foundation in mine tunnel | |
| CN202228089U (en) | Connecting passage and pump station structure based on shield tunnels | |
| CN219261048U (en) | Working well | |
| CN105089060A (en) | Foundation pit support system using atmospheric pressure as support force |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |