CN112593946B - Small-clear-distance multi-hole undercut tunnel proximity construction method - Google Patents
Small-clear-distance multi-hole undercut tunnel proximity construction method Download PDFInfo
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- CN112593946B CN112593946B CN202011487119.8A CN202011487119A CN112593946B CN 112593946 B CN112593946 B CN 112593946B CN 202011487119 A CN202011487119 A CN 202011487119A CN 112593946 B CN112593946 B CN 112593946B
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 238000009412 basement excavation Methods 0.000 claims abstract description 46
- 239000002689 soil Substances 0.000 claims abstract description 44
- 230000002787 reinforcement Effects 0.000 claims abstract description 36
- 238000005507 spraying Methods 0.000 claims abstract description 6
- 238000000034 method Methods 0.000 claims description 29
- 230000003014 reinforcing effect Effects 0.000 claims description 21
- 239000002002 slurry Substances 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 5
- 239000010410 layer Substances 0.000 description 11
- 229910000831 Steel Inorganic materials 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 125000004122 cyclic group Chemical group 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 239000002356 single layer Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002285 radioactive effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
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- 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
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- 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
-
- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- 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
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
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- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The application relates to a small-clearance multi-hole undercut tunnel proximity construction method, which comprises the following steps: deep hole grouting reinforcement is carried out on the underground excavation tunnel within the range of one grouting cycle length interval; adopting a cross-hole construction mode to excavate earthwork of each excavated tunnel with the range of the grouting circulation length interval after finishing reinforcement; soil body reinforcement treatment is carried out on adjacent small-clear-distance multi-hole undercut tunnels; performing primary support on the small-clear-distance multi-hole undercut tunnel after soil reinforcement is completed; spraying concrete to the undercut tunnel with the primary support to form a primary lining protection structure; setting an overlapping area (9) near the tail end of the previous grouting circulation length interval, calculating the next grouting circulation length interval by taking the front end of the overlapping area as a reference, and then sequentially completing primary lining protection structures of all tunnels; and after the primary lining protection is stable, performing secondary lining construction. The application can effectively control vault subsidence and earth surface subsidence, thereby ensuring construction safety and soil stability.
Description
Technical Field
The application relates to the technical field, in particular to a small-clear-distance multi-hole undercut tunnel proximity construction method.
Background
In the existing tunnel construction of China, more results are achieved for the practice and theoretical analysis of double-hole parallel small-clear-distance tunnel engineering, however, the small-clear-distance four-hole parallel tunnel is not seen in the engineering practice, and the problem in the tunnel design construction is still solved.
Aiming at ultra-small clear distance four-hole parallel tunnels, as the clear distance between excavated soil holes is too small (the clear distance between tunnels is less than 2 m), if sequential construction is adopted, the stability of adjacent soil holes is easily affected, the construction risk is high, and the construction is slow.
Therefore, when the ultra-small clear distance four-line or even more parallel subway tunnels are subjected to underground excavation construction, the study on how to improve grouting reinforcement effect, optimize construction steps, ensure construction quality and construction safety and other problems is very necessary.
Disclosure of Invention
The application aims to solve the technical problems in the prior art and provides a small-clearance multi-hole undercut tunnel proximity construction method, which can effectively control vault settlement and earth surface settlement, thereby ensuring the stability of the small-clearance tunnel proximity surrounding rock in the construction process.
The aim of the application is realized by the following technical scheme:
the application provides a small-clearance multi-hole undercut tunnel proximity construction method, which comprises the following steps:
step S10, deep hole grouting reinforcement is carried out on the undercut tunnel within a grouting cycle length interval range;
s20, performing earth excavation on the underground excavation tunnel within the range of each grouting cycle length interval after deep hole grouting reinforcement is completed by adopting a cross-hole construction mode;
s30, performing soil reinforcement treatment on adjacent small-clear-distance multi-hole undercut tunnels;
s40, performing primary support on the small-clear-distance multi-hole undercut tunnel after soil reinforcement is completed; spraying concrete to the undercut tunnel with the primary support to form a primary lining protection structure;
step S50, setting an overlapping area near the tail end of the previous grouting circulation length interval, calculating the next grouting circulation length interval by taking the front end of the overlapping area as a reference, and completing the primary lining protection structure of all tunnels according to steps S10-40;
and S60, after the primary lining protection structure is stable, performing secondary lining construction.
More preferably, the step S10 includes:
in an open excavation section of a multi-line excavated tunnel soil hole, facing a soil facing surface of the tunnel in the underground excavation section, arranging a reinforcing mesh at the front end of the open excavation section, and spraying concrete to form a closed tunnel face reinforcing layer;
facing the tunnel face reinforcing layer, radially opening a plurality of grouting holes in an inclined outward direction of a tunnel soil layer in a subsurface region, so that an extension area of the grouting holes covers a range between a tunnel reinforcing fit inner edge line and a reinforcing fit outer edge line;
and grouting along the grouting holes by using the adjusted slurry with a certain proportion and grouting pressure.
More preferably, the tunnel reinforcement fitting inner side line is a first set distance from the inside of the excavation contour line, and the tunnel reinforcement fitting outer side line is a second set distance from the outside of the excavation contour line.
More preferably, the grouting holes on the face reinforcing layer are arranged in a quincuncial shape when seen from the cross section of the tunnel in the underground excavation region.
More preferably, the step 20 includes:
for a plurality of holes with the serial numbers of n, n+1, n+2 from one side, wherein n is a natural number, firstly excavating an underground tunnel of an nth hole positioned at the side, and then excavating an underground tunnel of an n+2 hole across one hole by taking the current nth hole as a reference; then excavating an n+1th hole underground tunnel between the n hole and the n+2th hole, and excavating an n+4th hole underground tunnel by taking the current n+1th hole as a reference and crossing one hole; then the (n+6) th hole is excavated across one hole by taking the current (n+4) th hole as a reference, and the like, and the excavation is sequentially carried out according to the construction sequence of the across holes.
More preferably, the step S30 includes:
for the undercut tunnel at the side, adding a plurality of radial small ducts to soil far away from the side of the undercut tunnel, wherein the radial small ducts extend to adjacent undercut tunnels in a radial manner; cement slurry is poured into the small radial guide pipe to strengthen soil;
or alternatively, the process may be performed,
for the hole undercut tunnel positioned in the middle position, a plurality of radial small guide pipes are additionally arranged on soil bodies at the left side and the right side of the undercut tunnel, and the radial small guide pipes extend to adjacent undercut tunnels in a radial mode; and cement slurry is poured into the small radial guide pipes to strengthen the soil body.
More preferably, the excavation is performed by adopting a step method construction mode when the underground excavation tunnel chamber is excavated.
More preferably, the process of excavating by adopting a step method construction mode when excavating the underground excavation tunnel chamber comprises the following steps:
every excavation tunnel chamber with a circulation step distance, step-shaped core soil is reserved in the middle of the excavation tunnel chamber, and a pressure relief groove is reserved in front of the core soil.
More preferably, the step length of the core soil is controlled to be a set length, and the transverse and longitudinal gradient values are not less than a set gradient value threshold value.
As can be seen from the technical scheme of the application, the application has the following technical effects:
according to the method, by means of deep hole grouting reinforcement measures, adoption of a cross-hole construction procedure, radial grouting reinforcement measures and the like for a small-clear-distance multi-hole undercut tunnel, vault settlement and earth surface settlement can be effectively controlled, and therefore construction safety and soil stability can be guaranteed.
Drawings
FIG. 1 is a construction flow diagram of the present application;
FIG. 2-1 is a longitudinal section view of a grouting reinforced underground excavation section tunnel of the present application;
FIG. 2-2 is a schematic plan view of the grouting reinforcement arrangement of view A-A of FIG. 2-1 in accordance with the present application;
FIG. 3 is a schematic diagram of the excavation sequence of an undercut tunnel when the cross-hole construction mode is adopted in the application;
FIG. 4 is a cross-sectional view of an undercut tunnel constructed in a stepped manner in accordance with the present application;
FIG. 5 is a schematic cross-sectional view of a small clear-distance multi-hole undercut tunnel reinforced with radial small-conduit grouting in accordance with the present application.
In the accompanying drawings:
the face reinforcement layer 1, grouting holes 2, reinforcement fitting inner edge lines 3, reinforcement fitting outer edge lines 4, excavation contour lines 5, core soil 6, pressure relief grooves 7, radial small guide pipes 8 and overlapping areas 9.
Detailed Description
In order to enable those skilled in the art to better understand the technical scheme of the present application, the present application will be further described in detail with reference to the accompanying drawings.
The terms of directions such as up, down, left, right, front and rear in the present document are established based on the positional relationship shown in the drawings. The drawings are different, and the corresponding positional relationship may be changed, so that the scope of protection cannot be understood.
In the present application, "mounted," "connected," "fixed," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, integrally connected, or mechanically connected. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art according to the specific circumstances.
The application provides a small-clearance multi-hole undercut tunnel proximity construction method, which comprises the implementation flow shown in the attached figure 1 and comprises the following steps:
and S101, deep hole grouting reinforcement is carried out on the undercut tunnel within a range of one grouting cycle length interval.
Firstly, as shown in fig. 2-1 and fig. 2-2, in an open cut section of a multi-line excavated tunnel soil hole, the open cut section is opposite to the earth facing surface of the tunnel in the underground excavation section, a reinforcing mesh (such as a single-layer reinforcing mesh) is arranged at the front end of the open cut section, and concrete C20 is sprayed to form a closed tunnel face reinforcing layer 1.
And a plurality of grouting holes 2 are radially formed in the inclined outward direction of the tunnel soil layer in the underground excavation region opposite to the face reinforcing layer 1, so that the extending area of the grouting holes 2 covers the range between the tunnel reinforcing fit inner side line 3 and the reinforcing fit outer side line 4. The tunnel reinforcement fitting inner edge line is a first set distance (e.g., 0.5 m) from the inside of the excavation contour line 5, and the tunnel reinforcement fitting outer edge line 4 is a second set distance (e.g., 1.5 m) from the outside of the excavation contour line 5.
Seen from the cross section of the tunnel in the underground excavation section, grouting holes 2 on the face reinforcing layer 1 are arranged in a quincuncial shape.
And grouting along the grouting holes 2 by using the adjusted slurry with a certain proportion and grouting pressure.
In order to ensure smooth and steady deep hole grouting reinforcement, before the first deep hole grouting of each undercut tunnel, the first grouting circulation length (such as 12 m) is used as a test section according to different geological soil layer conditions, and the slurry proportion, the grouting pressure and the hole distance between grouting holes are adjusted according to the test effect.
And S102, performing earth excavation on the undercut tunnel with each grouting cycle length interval range which is subjected to deep hole grouting reinforcement by adopting a cross-hole construction mode.
The underground tunnel is provided with n holes, and the serial numbers of the underground tunnel from the hole on one side are n, n+1 and n+2, wherein n is a natural number;
firstly excavating an underground tunnel of an nth hole positioned at the side, and then excavating an underground tunnel of an n+2th hole by taking the current hole (the nth hole) as a reference and crossing one hole (the n+1th hole); then excavating an n+1th hole undercut tunnel between the n-th hole and the n+2th hole, and excavating an n+4th hole undercut tunnel across one hole (n+3th hole) by taking the current hole (n+1th hole) as a reference; then the current hole (n+4 holes) is taken as a reference, the (n+5) th and the (n+6) th holes are excavated by crossing the holes, and the like, and the excavation is sequentially carried out according to the construction sequence of crossing the holes.
In the excavation process, the different hole entering depths of the (n+1) th hole and the (n+3) th hole are kept, and when the difference value of the hole entering depths of the (n+2) th hole and the (n+3) th hole is not smaller than a set depth difference threshold value, the (n+2) th hole and the (n+4) th hole are excavated between the (n+3) th hole and the (n+2) th hole, which are spanned by taking the current hole (n+2) th hole) as a reference. And so on to circularly excavate the undercut tunnels of the rest holes according to the sequence.
In the process of excavating the n+2th hole and the n+4th hole undercut tunnel, monitoring and measuring the adjacent n+1th and n+3th hole undercut tunnels in real time, and correcting the undercut construction scheme according to the monitoring result.
In order to further ensure stability of the undercut tunnel in the excavation process, a step method is adopted for construction when the undercut tunnel is excavated.
In order to further ensure the stability, a temporary inverted arch can be additionally arranged in the middle of the undercut tunnel.
Taking a 4-hole undercut tunnel as shown in fig. 3 as an example, the following describes the sequence of tunneling the undercut tunnel across the hole:
as shown in fig. 3, the 4-line undercut tunnels arranged in parallel in order are numbered 1#, 2#, 3# and 4# respectively.
Firstly constructing a 1# section underground tunnel; after the excavation of the first set distance L1 is completed in the 1# hole undercut tunnel, a 3# hole cavity is constructed; after the excavation and support of the 3# hole undercut tunnel are completed by a third set distance L3, a 2# hole cavity is constructed; and after the 2# hole undercut tunnel is excavated by the second set distance L2, the 4# hole cavity is constructed. The difference between L1 and L2 is not smaller than the set depth difference, and L1 and L2 are both larger than L3.
The method adopts a cross-hole construction mode to construct the multi-hole undercut tunnel, so that the load of the hole tunnel (called as the middle hole tunnel for short) positioned in the middle position can be transferred to two sides in time, and compared with the sequential construction, the method is more beneficial to the stability of the middle hole tunnel.
In order to ensure the stability of the tunnel in the process of excavating the tunnel, a step method construction mode is adopted for excavating when a cavity of the underground excavated tunnel is excavated. The method comprises the following steps:
as shown in fig. 4, each time a circulation step is excavated, a step-shaped core soil 6 is reserved in the middle of the excavated tunnel of the hole, earthwork is excavated and cleaned up on both sides and above the core soil, and a pressure relief groove 7 is reserved in front of the core soil.
The step length is controlled to be a set length (e.g. 5 m) every time a cyclic step is excavated. The cyclic step size may be 0.5m. The cross section of the core soil of the cavity is trapezoid, the horizontal gradient value and the longitudinal gradient value can be equal or unequal, the gradient value is not smaller than a set gradient value threshold value, and the set gradient value threshold value is 1:0.5.
And step S103, performing soil reinforcement treatment on adjacent small-clear-distance multi-hole undercut tunnels.
In the process of reinforcing the small-clearance multi-hole undercut tunnel, for the undercut tunnels (1 # and 4# hole tunnels shown in fig. 5) positioned at the side, adding a plurality of radial small ducts to soil far away from the side of the undercut tunnel, wherein the plurality of radial small ducts extend to adjacent undercut tunnels in a radial manner; for the hole undercut tunnel (such as the 2# hole tunnel and the 3# hole tunnel in fig. 5) positioned at the middle position, radial small ducts 8 are additionally arranged on soil bodies at the left side and the right side of the undercut tunnel, and a plurality of radial small ducts extend to adjacent undercut tunnels in a radial manner; cement slurry is poured into the radial small guide pipe 8, so that soil reinforcement of adjacent small-clearance multi-hole undercut tunnels is realized.
The radial small guide pipes are arranged in a quincuncial shape, and the grouting pressure is 0.3-1.0 MPa; the length of the radial small conduit is 2-4 m, and can be properly adjusted according to the field condition.
And step S104, performing primary support on the small-clear-distance multi-hole undercut tunnel after soil reinforcement is completed.
And the grid steel frame is adopted to carry out primary support on the undercut tunnel after soil reinforcement is completed, and the undercut tunnel is reinforced by connecting the longitudinal ribs with the grid steel frame. The longitudinal ribs can be made of deformed steel bars, and the inner side and the outer side of the longitudinal ribs are arranged in a quincuncial manner at intervals.
The primary support grid steel frame of the undercut tunnel is firmly welded with the radial small guide pipes 8 arranged in the step S103.
And step S105, spraying concrete to the undercut tunnel with the primary support to form a primary lining protection structure.
Step S106, judging whether the construction of all the underground tunnel is completed, if so, executing step S108; if not, step S107 is performed.
Step S107, an overlapping area 9 is set near the tail end of the previous grouting cycle length section, the next grouting cycle length section is calculated by taking the front end of the overlapping area 9 as a reference, and then step S101 is returned to, namely deep hole grouting reinforcement is carried out on the undercut tunnel within the next grouting cycle length section.
When deep hole grouting reinforcement is carried out on the underground excavation tunnel in the range of the next grouting cycle length interval, the method is carried out according to the step S101, a reinforcing mesh (such as a single-layer reinforcing mesh) is arranged at the front end of the overlapped area 9 and opposite to the earth facing surface of the underground excavation interval tunnel, concrete C20 is sprayed to form a closed tunnel face reinforcement layer 1, grouting holes are drilled in a radioactive mode, and the soil body of the tunnel is reinforced by grouting along the grouting holes.
And S108, after the primary lining protection is stable, performing secondary lining construction.
While the application has been disclosed in terms of preferred embodiments, the embodiments are not limiting of the application. Any equivalent changes or modifications can be made without departing from the spirit and scope of the present application, and are intended to be within the scope of the present application. The scope of the application should therefore be determined by the following claims.
Claims (8)
1. The small-clearance multi-hole undercut tunnel proximity construction method is characterized by comprising the following steps of:
step S10, deep hole grouting reinforcement is carried out on the undercut tunnel within a grouting cycle length interval: in an open excavation section of an excavated tunnel soil hole, facing the earth facing surface of the tunnel in the underground excavation section, arranging a reinforcing mesh at the front end of the open excavation section, and spraying concrete to form a closed tunnel face reinforcing layer (1); a plurality of grouting holes (2) are radially formed in the inclined outward direction of a tunnel soil layer in a subsurface region opposite to the tunnel face reinforcing layer (1), so that an extension region of each grouting hole (2) covers a range between a tunnel reinforcing fit inner edge line (3) and a reinforcing fit outer edge line (4); grouting along the grouting holes (2) by utilizing the adjusted slurry with a certain proportion and grouting pressure;
s20, performing earth excavation on the underground excavation tunnel within the range of each grouting cycle length interval after deep hole grouting reinforcement is completed by adopting a cross-hole construction mode;
s30, adding a plurality of radial small guide pipes (8) which extend to adjacent underground excavation tunnels in a radial mode, grouting, and carrying out soil reinforcement treatment on the adjacent small-clearance multi-hole underground excavation tunnels;
s40, performing primary support on the small-clear-distance multi-hole undercut tunnel after soil reinforcement is completed; spraying concrete to the undercut tunnel with the primary support to form a primary lining protection structure;
step S50, setting an overlapping area (9) near the tail end of the previous grouting circulation length interval, calculating the next grouting circulation length interval by taking the front end of the overlapping area as a reference, and then completing the primary lining protection structures of all tunnels according to the steps S10-40;
and S60, after the primary lining protection structure is stable, performing secondary lining construction.
2. The small-clear-distance multi-hole undercut tunnel proximity construction method according to claim 1, wherein the tunnel reinforcement fitting inner side line (3) is a first set distance from the inside of the excavation contour line (5), and the tunnel reinforcement fitting outer side line (4) is a second set distance from the outside of the excavation contour line (5).
3. The method for constructing the small-clear-distance multi-hole undercut tunnel in the proximity of claim 1 or 2, wherein grouting holes (2) on the face reinforcement layer (1) are arranged in a quincuncial shape as seen from the cross section of the undercut region tunnel.
4. The method for constructing a small-clearance multi-hole undercut tunnel according to claim 1, wherein the step S20 includes:
for a plurality of holes with the serial numbers of n, n+1, n+2 from one side, wherein n is a natural number, firstly excavating an underground tunnel of an nth hole positioned at the side, and then excavating an underground tunnel of an n+2 hole across one hole by taking the current nth hole as a reference; then excavating an n+1th hole underground tunnel between the n hole and the n+2th hole, and excavating an n+4th hole underground tunnel by taking the current n+1th hole as a reference and crossing one hole; then the (n+6) th hole is excavated across one hole by taking the current (n+4) th hole as a reference, and the like, and the excavation is sequentially carried out according to the construction sequence of the across holes.
5. The method for constructing a small-clearance multi-hole undercut tunnel according to claim 1, wherein the step S30 includes:
for the undercut tunnel at the side, adding a plurality of radial small ducts (8) to soil mass far away from the side of the undercut tunnel, wherein the radial small ducts (8) extend to adjacent undercut tunnels in a radial mode; and cement slurry is poured into the small radial guide pipe (8) to strengthen soil;
or alternatively, the process may be performed,
for a hole undercut tunnel positioned in the middle position, a plurality of radial small guide pipes (8) are additionally arranged on soil bodies on the left side and the right side of the undercut tunnel, and the radial small guide pipes extend to adjacent undercut tunnels in a radial mode; and cement slurry is poured into the small radial guide pipes (8) to strengthen the soil body.
6. The method for constructing the small-clearance multi-hole undercut tunnel in the proximity of claim 1, wherein the method is characterized in that a step method construction mode is adopted for excavation when an undercut tunnel cavity is excavated.
7. The method for constructing the small-clearance multi-hole undercut tunnel in the proximity of claim 6, wherein the step method construction method is adopted for excavation when the undercut tunnel chamber is excavated, and the method comprises the following steps:
every excavation tunnel chamber with a circulation step length, step-shaped core soil (6) is reserved in the middle of the excavation tunnel chamber, and a pressure relief groove (7) is reserved in front of the core soil (6).
8. The method for constructing the small-clearance multi-hole undercut tunnel in the proximity of claim 7, wherein the step length of the core soil (6) is controlled to be a set length, and the horizontal and vertical gradient values are not less than a set gradient value threshold.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806217A (en) * | 2010-03-12 | 2010-08-18 | 中铁四局集团有限公司 | Tunneling method for three-line parallel small-distance shallow-buried and unsymmetrical-pressure tunnel groups |
| CN103375170A (en) * | 2013-07-26 | 2013-10-30 | 中铁六局集团石家庄铁路建设有限公司 | Underground excavation construction deformation control method for three-hole small clear distance tunnel underpass trunk railway |
| CN105863648A (en) * | 2016-04-06 | 2016-08-17 | 中铁二十三局集团第二工程有限公司 | Underground-excavation shallow-covering large-cross-section tunnel construction method |
| CN109026026A (en) * | 2018-09-07 | 2018-12-18 | 中铁十二局集团有限公司 | Under wear existing piping lane the multi-thread more arcading bored tunnel groups of big cross section construction method |
| CN109555527A (en) * | 2018-11-21 | 2019-04-02 | 中铁隧道集团二处有限公司 | A kind of five lines small spacing Shallow tunnel with large cross-section group construction method parallel |
-
2020
- 2020-12-16 CN CN202011487119.8A patent/CN112593946B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806217A (en) * | 2010-03-12 | 2010-08-18 | 中铁四局集团有限公司 | Tunneling method for three-line parallel small-distance shallow-buried and unsymmetrical-pressure tunnel groups |
| CN103375170A (en) * | 2013-07-26 | 2013-10-30 | 中铁六局集团石家庄铁路建设有限公司 | Underground excavation construction deformation control method for three-hole small clear distance tunnel underpass trunk railway |
| CN105863648A (en) * | 2016-04-06 | 2016-08-17 | 中铁二十三局集团第二工程有限公司 | Underground-excavation shallow-covering large-cross-section tunnel construction method |
| CN109026026A (en) * | 2018-09-07 | 2018-12-18 | 中铁十二局集团有限公司 | Under wear existing piping lane the multi-thread more arcading bored tunnel groups of big cross section construction method |
| CN109555527A (en) * | 2018-11-21 | 2019-04-02 | 中铁隧道集团二处有限公司 | A kind of five lines small spacing Shallow tunnel with large cross-section group construction method parallel |
Non-Patent Citations (5)
| Title |
|---|
| 三线并行小净距大跨度隧道群施工技术;李波;《西部探矿工程》;20120115;202-204 * |
| 倪守睿 ; .浅埋暗挖法施工技术与质量控制措施.工程建设与设计.2020,(第10期),208-210. * |
| 李友强,郑大榕,张辉,钟有信.超小净距三洞并行地铁区间隧道的施工技术.现代隧道技术.2004,(第05期),27-30. * |
| 李波 ; .三线并行小净距大跨度隧道群施工技术.西部探矿工程.2012,202-204. * |
| 超小净距三洞并行地铁区间隧道的施工技术;李友强等;《现代隧道技术》;20041025(第05期);27-30 * |
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