CN111485914B - Rock pillar construction method in replacement of high-ground-stress soft rock large-deformation ultra-small clear distance tunnel - Google Patents
Rock pillar construction method in replacement of high-ground-stress soft rock large-deformation ultra-small clear distance tunnel Download PDFInfo
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- CN111485914B CN111485914B CN202010285406.4A CN202010285406A CN111485914B CN 111485914 B CN111485914 B CN 111485914B CN 202010285406 A CN202010285406 A CN 202010285406A CN 111485914 B CN111485914 B CN 111485914B
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- 239000011435 rock Substances 0.000 title claims abstract description 101
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 67
- 239000010959 steel Substances 0.000 claims abstract description 67
- 239000004567 concrete Substances 0.000 claims abstract description 37
- 230000008439 repair process Effects 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims description 23
- 239000011372 high-strength concrete Substances 0.000 claims description 13
- 238000005507 spraying Methods 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 230000008569 process Effects 0.000 description 14
- 238000010586 diagram Methods 0.000 description 5
- 230000007704 transition Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
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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
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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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
- E21D11/14—Lining predominantly with metal
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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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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Abstract
The invention discloses a rock pillar construction method in replacement of a high-ground-stress soft rock large-deformation ultra-small-clear-distance parallel tunnel, which comprises the following steps of S1: excavating a first divided tunnel step; s2: excavating an upper step and a middle step of the second sub-tunnel; s3: a prestressed steel pipe is penetrated into the side wall of the first sublevel tunnel in the direction of the second sublevel tunnel, one end of the prestressed steel pipe is fixed and locked with the first primary support, the other end of the prestressed steel pipe is fixed and locked with the second primary support of the second sublevel tunnel, and concrete is pressed into the prestressed steel pipe at the step side wall in the second sublevel tunnel; s4: excavating a second sub-tunnel lower step; s5: penetrate the prestressing force steel pipe in the direction that first branch was repaiied tunnel lower step side wall position was repaiied the tunnel to the second, the one end and the first fixed of propping up of prestressing force steel pipe, the other end of prestressing force steel pipe and the second of second divide the tunnel to prop up fixedly and lock, the second divides to repair the concrete of impressing in the tunnel invert position prestressing force steel pipe end. The construction method can effectively realize the function of replacing the medium rock pillar structure, and is convenient and quick to operate.
Description
Technical Field
The invention relates to the field of railway tunnels, in particular to a rock pillar construction method in replacement of a high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
Background
Railway engineering can be divided into single-track railways and double-track railways according to the number of the main tracks, and the plane arrangement of the double-track railways in the tunnel is usually combined and repaired into one double-track tunnel arrangement, and is also divided into two single-track tunnels. However, for various reasons, it is sometimes necessary to change from one double-wire tunnel to two single-wire tunnels in the tunnel, and it is necessary to set a combined repair span and a separate repair small-clearance section in the tunnel. At present, in a railway tunnel under construction or put into operation, a section with good surrounding rock geological conditions is generally selected as a combined and separated repair transition section, and the complicated stress of an ultra-small clear distance tunnel structure in the construction process is mainly considered, the mutual influence is large in the construction of a left line and a right line, and the stress of the structure needs to be converted for many times to form a complicated three-dimensional stress state. If the tunnel surrounding rock is hard and complete, the good self-bearing capacity of the tunnel surrounding rock can share more surrounding rock load, the supporting structure is stable, and the construction difficulty and the construction risk are relatively low.
However, with the continuous development of railway construction in China, the planning of a railway network is continuous and perfect, more and more tunnels are built in complex and difficult mountain areas, and various complex geological problems occur in the construction process, wherein the situation of large deformation of high ground stress soft rock frequently occurs. Due to the restriction of various factors such as large curve radius, complex topographic and geological conditions and the like on a line extending line, the tunnel joint and separate repair transition section has to be arranged in a high-ground-stress soft rock large-deformation tunnel.
The high-ground-stress soft rock large-deformation tunnel is large in processing difficulty and high in construction risk, and when the combined and separated repair transition section ultra-small clear distance tunnel is arranged in the high-ground-stress soft rock large-deformation section, the stress of the two tunnel structures is very complex. In the construction of the ultra-small clear distance tunnel with the clear distance smaller than 5m, the medium rock pillar is a rock mass located in the middle of the ultra-small clear distance tunnel, and has an extremely important effect on keeping the two tunnels stable. In the construction process of the ultra-small clear distance tunnel in the high ground stress soft rock large deformation section, the middle rock pillar is subjected to stress concentration and secondary stress field superposition and cannot be self-stabilized, and the tunnel collapse accident is easily caused.
Disclosure of Invention
The invention aims to: the method for replacing the medium-sized rock pillar in the high-ground-stress soft-rock large-deformation ultra-small clear distance tunnel aims at solving the problems that in the construction process of the ultra-small clear distance tunnel in the high-ground-stress soft-rock large-deformation section, the medium-sized rock pillar cannot be self-stabilized due to stress concentration and secondary stress field superposition, and collapse accidents of the tunnel are easily caused in the prior art.
In order to achieve the purpose, the invention adopts the technical scheme that:
the rock pillar construction method in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance parallel tunnel comprises the following steps:
s1: excavating a first subsection tunnel step, constructing a first primary support and spraying concrete;
s2: excavating an upper step and a middle step of the second sub-tunnel, constructing a first upper support and a first middle support of the tunnel and spraying concrete;
s3: a prestressed steel pipe is penetrated into the side wall of the first sublevel tunnel in the direction of the second sublevel tunnel, one end of the prestressed steel pipe is fixed and locked with the first primary support, the other end of the prestressed steel pipe is fixed and locked with the second primary support of the second sublevel tunnel, and concrete is pressed into the prestressed steel pipe at the step side wall in the second sublevel tunnel;
s4: excavating a lower step of a second sub-tunnel, constructing a first lower support and spraying concrete;
s5: penetrate the prestressing force steel pipe in the direction that first branch was repaiied tunnel lower step side wall position was repaiied the tunnel to the second, the one end and the first fixed of propping up of prestressing force steel pipe, the other end of prestressing force steel pipe and the second of second divide the tunnel to prop up fixedly and lock, the second divides to repair the concrete of impressing in the tunnel invert position prestressing force steel pipe end.
By the method, the prestressed steel pipe and the concrete are sequentially arranged in the tunnel, the purpose of replacing the middle rock pillar is achieved, the structural strength of the middle rock pillar is high, the stress performance is good, the middle rock pillar and the first and second sub-tunnel can bear the surrounding rock pressure of the high-ground-stress soft rock large-deformation section together, the function of replacing the middle rock pillar structure can be effectively achieved by the construction method, the safety and the stability of the supporting structure of the first and second sub-tunnels in the construction process and the operation process are guaranteed, and the operation is convenient and rapid.
As a preferable embodiment of the present invention, in step S1, the upper step of the first divided tunnel is excavated, the first upper primary support is constructed, and concrete is sprayed.
As a preferred scheme of the invention, after the upper step of the first repaired tunnel is excavated, the middle step of the first repaired tunnel is excavated, the first middle primary support is constructed, and concrete is sprayed.
As a preferred scheme of the invention, after the step in the first repaired tunnel is excavated, the lower step of the first repaired tunnel is excavated, the first lower primary support is constructed, and concrete is sprayed.
As a preferable scheme of the invention, in the step S2, after 10-20m, an upper step and a middle step of the second divided tunnel are excavated, and concrete is sprayed on the first upper support and the first middle support of the second constructed tunnel.
In a preferred embodiment of the present invention, in step S3, a hole is drilled in the first repaired tunnel sidewall in the direction of the second repaired tunnel, and a prestressed steel pipe is inserted into the hole.
In a preferred embodiment of the present invention, in step S5, a hole is drilled in the side wall of the lower step of the first divided tunnel to the side surface of the second divided tunnel, and a prestressed steel pipe is inserted into the hole.
As a preferable scheme of the invention, the drilling position is a position where the inner diameter of the tunnel is larger than the length of the prestressed steel pipe.
In a preferred embodiment of the present invention, the concrete is high-strength concrete. Through the structure, the high-strength concrete has high strength and good stress performance, and can improve the stability and safety of the rock pillar structure in replacement.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
the prestressed steel pipe and the concrete are sequentially arranged in the tunnel, the purpose of replacing the middle rock pillar is achieved, the structural strength of the middle rock pillar is high, the stress performance is good, the middle rock pillar and the first sub-repair tunnel and the second sub-repair tunnel can bear the surrounding rock pressure of a high-ground-stress soft rock large-deformation section together, the function of replacing the middle rock pillar structure can be effectively achieved through the construction method, the safety and the stability of the supporting structure of the first sub-repair tunnel and the second sub-repair tunnel in the construction process and in the operation are guaranteed, and the operation is convenient and rapid.
Drawings
FIG. 1 is a schematic plan view of a rock pillar system in the replacement of a high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
FIG. 2 is a schematic construction diagram of a rock pillar system in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
FIG. 3 is a schematic construction diagram of a rock pillar system in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
FIG. 4 is a schematic construction diagram of a rock pillar system in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
FIG. 5 is a schematic construction diagram of a rock pillar system in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
FIG. 6 is a schematic construction diagram of a rock pillar system in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel.
Icon: 1-tunnel repair span; 2, respectively repairing the tunnel; 3-first dividing and repairing the tunnel; 31-first repairing the core soil on the upper part of the tunnel; 31-first upper primary branch; 32-first middle primary branch; 33-first lower primary branch; 4-replacement of the medium pillar structure; 41-prestressed steel pipes; 42-concrete; 43-a fastener; 5-second tunnel maintenance; 51-second upper primary branch; 52-second middle primary branch; 53-second lower primary branch.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further 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.
Examples
As shown in fig. 1 and 6, the present embodiment provides a rock pillar structure 4 for replacing a high-ground-stress soft rock large-deformation ultra-small-clear-distance tunnel, which comprises prestressed connectors, concrete 42 and fasteners 43.
The ultra-small clear distance tunnel comprises a tunnel combined repair long span 1 and a sub-repair tunnel 2, and a rock pillar structure 4 is fixedly arranged in the sub-repair tunnel 2 in replacement.
The number of the prestressed connecting pieces is a plurality, and specifically, the prestressed connecting pieces are prestressed steel pipes 41; prestressed steel pipe 41 intensity is high, and the atress ability is good, can improve the security and the stability of rock pillar structure 4 in the replacement, and a plurality of prestressed steel pipe 41 sets up along vertical direction contact in rows. The prestress can exert pressure on the connecting piece in advance before bearing external load, and the pressure exerted in advance can fully or partially offset the tensile stress caused by the external load when bearing the external load, so that the rock pillar structure 4 in replacement is prevented from being damaged, and the safety and the stability of the rock pillar structure 4 in replacement are improved.
Concrete 42 is poured into the plurality of prestressed steel pipes 41, and specifically, the concrete 42 is high-strength concrete. The high-strength concrete has high strength and good stress performance, can improve the stability and the safety of the rock pillar structure 4 in replacement, achieves the purpose of replacing the rock pillar 4 by using the prestressed steel pipe 41 and the concrete 42, avoids the conditions of stress concentration and incapability of self-stabilization in the construction process of the ultra-small clear distance tunnel in the high-ground-stress soft-rock large-deformation zone, and ensures the safety and the stability of the construction process of the ultra-small clear distance tunnel in the high-ground-stress soft-rock large-deformation zone.
The fasteners 43 comprise steel tie plates and bolts by which the rock pillar structure 4 is fixedly arranged in the replacement.
The embodiment also provides a rock pillar system in the replacement of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel, including the above replacement of the rock pillar structure 4 and the sub-repair tunnel 2, the sub-repair tunnel 2 includes a first sub-repair tunnel 3 and a second sub-repair tunnel 5, and the replacement of the rock pillar structure 4 is fixedly arranged between the first sub-repair tunnel 3 and the second sub-repair tunnel 5.
And two ends of the prestressed steel pipe 41 are fixedly connected with the first sub-repair tunnel 3 and the second sub-repair tunnel 5 through steel backing plates and bolts respectively. The steel base plate and the bolts enable the rock pillar structure 4 to be connected with the first sub-repair tunnel 3 and the second sub-repair tunnel 5 into a whole in replacement, the surrounding rock pressure of the high-ground-stress soft rock large-deformation section is jointly borne, and the safety and the stability of the construction process of the ultra-small clear distance tunnel of the high-ground-stress soft rock large-deformation section are guaranteed.
The height of the rock pillar structure 4 in the replacement is less than or equal to the clear distance between the first repair tunnel 3 and the second repair tunnel 5, so that the safety and the stability in the construction process of the ultra-small clear distance tunnel can be guaranteed, the resources and the cost can be saved, the top of the rock pillar structure 4 in the replacement is not more than the joint of the arch part of the repair tunnel 2 and the side wall, and the bottom of the rock pillar structure 4 in the replacement is not more than the side wall corner of the repair tunnel 2. Guarantee that rock pillar structure 4 has sufficient operation space in the work progress in the replacement, can be under construction smoothly, guarantee that the tunnel has sufficient height on corresponding the height to allow during the prestressing force steel pipe transversely gets into the well rock pillar along the tunnel.
First branch is repaiied tunnel 3 and is equipped with first preliminary bracing, and first preliminary bracing is strutted including first upper portion preliminary 31, first middle part preliminary 32 and first lower part preliminary 33, and first upper portion preliminary 31 sets up on first branch is repaiied tunnel 3 upper portion, and first middle part preliminary 32 sets up in first branch is repaiied tunnel 3 middle part, and first lower part preliminary 33 sets up in first branch is repaiied tunnel 3 lower part. The first primary support is used for supporting and protecting the tunnel in the construction process of the first repair tunnel 3, and the safety and the stability of the tunnel excavation face are ensured.
The outside of second branch tunnel 5 is equipped with the first support and supports, and the first support is supported including first 51, the first 52 in the middle part of second upper portion and the first 53 in the lower part of second, and the first 51 in the upper portion of second branch tunnel 5 sets up in the upper portion of second branch tunnel, and the first 52 in the middle part of second sets up in the middle part of second branch tunnel 5, and the first 53 in the lower part of second sets up in the lower part of second branch tunnel 5. The second primary support is used for supporting and protecting the tunnel in the construction process of the second sub-tunnel 5, and the safety and the stability of the tunnel excavation face are ensured.
The replaced medium-sized rock pillar system can bear the surrounding rock pressure of a high-ground-stress soft rock large-deformation section, and the safety and the stability of the ultra-small clear distance tunnel in the construction process are guaranteed.
As shown in fig. 2 to 6, the embodiment further provides a rock pillar structure in the replacement of the high-ground-stress soft rock large-deformation ultra-small-clear-distance tunnel and a construction method, and the method comprises the following steps:
s1: excavating an upper step of the first divided tunnel 3, constructing a first upper primary support 31 and spraying concrete 42;
specifically, the first upper primary support 31 is constructed in time and high-strength concrete is sprayed;
s2: excavating steps in the first repaired tunnel 3, constructing a first middle primary support 32 and spraying concrete 42;
specifically, the first middle primary support 32 is constructed in time and high-strength concrete is sprayed;
s3: excavating a lower step of the first divided tunnel 3, constructing a first lower primary support 33 and spraying concrete 42;
specifically, the first lower primary support 33 is constructed in time and high-strength concrete is sprayed;
s4: excavating an upper step and a middle step of the second sub-tunnel 5, constructing a second upper primary support 51 and a second middle primary support 52 of the tunnel, and spraying concrete 42;
specifically, the second sub-tunnel 5 lags behind the first sub-tunnel 3 by 10-20m, an upper step and a middle step of the second sub-tunnel 5 are excavated, a second upper primary support 51 and a second middle primary support 52 of the tunnel are constructed in time, and high-strength concrete is sprayed;
s5: drilling a hole in the side wall of the first repair tunnel 3, penetrating a large-diameter prestressed steel pipe 41 into the hole, fixing and locking the prestressed steel pipe 41 and the first primary support of the first repair tunnel 3, and compacting the space between the prestressed steel pipe 41 and the surrounding rock;
specifically, at the part of the side wall range of the first sub-tunnel 3 which is smaller than the clear distance, a down-the-hole drill is sequentially adopted to drill holes to the side of the second sub-tunnel 5 from top to bottom, adjacent drill holes are tightly attached, the diameter of each drill hole is 200mm, a large-diameter prestressed steel pipe 41 penetrates into each hole, the end of each prestressed steel pipe 41 is fixed with the first primary support by a circular steel plate and a bolt, and mortar is adopted between each prestressed steel pipe 41 and the surrounding rock;
s6: concrete 42 is pressed into the prestressed steel pipe at the step side wall in the second sub-tunnel 5, and the end of the prestressed steel pipe 41 is fixed and locked with the second primary support of the second sub-tunnel 5;
specifically, high-strength concrete is pressed into the end of the prestressed steel pipe 41 at the step side wall part in the second repair tunnel 5, and after the high-strength concrete reaches a certain strength, the end of the prestressed steel pipe 41 is fixed and locked with the second primary support of the second repair tunnel 5 by using a circular steel plate and a bolt;
s7: excavating a lower step of the second divided tunnel 5, constructing a second lower primary support 53 and spraying concrete 42;
specifically, the second lower primary support 53 is constructed in time and the concrete is sprayed with high strength;
s8: drilling a hole in the side wall of the step below the first sub-tunnel 3 to the side face of the second sub-tunnel 5, inserting a large-diameter prestressed steel pipe 41 into the hole, fixing the prestressed steel pipe 41 with the first primary support, and compacting the space between the prestressed steel pipe 41 and the surrounding rock;
specifically, a down-the-hole drill is adopted to drill a hole on the side of the second sub-tunnel 5 with the lower step side wall part of the first sub-tunnel 3, a large-diameter prestressed steel pipe 41 is inserted into the hole, the end of the prestressed steel pipe 41 is fixed with the first primary support by a round steel plate and a bolt, and mortar is adopted between the prestressed steel pipe 41 and the surrounding rock;
s9: concrete 42 is pressed into the end head of the prestressed steel pipe 41 at the inverted arch part of the second sub-tunnel 5, and the end head is fixed and locked with the second primary support of the second sub-tunnel 5;
specifically, high-strength concrete is pressed into the end of the prestressed steel pipe 41 at the inverted arch position of the second sub-tunnel 5, and after the high-strength concrete reaches a certain strength, the end of the prestressed steel pipe 41 is fixed and locked with the second primary support of the second sub-tunnel 5 by using a circular steel plate and a bolt.
The construction method can effectively realize the function of replacing the middle rock pillar structure 4, and is convenient and quick to operate.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (9)
1. The construction method for replacing the medium-rock pillar of the high-ground-stress soft rock large-deformation ultra-small clear distance tunnel is characterized by comprising the following steps of:
s1: excavating a step of the first divided tunnel (3), constructing a first primary support and spraying concrete;
s2: excavating an upper step and a middle step of the second divided tunnel (5), constructing a second upper primary support (51) and a second middle primary support (52) of the tunnel, and spraying concrete (42);
s3: a prestressed steel pipe (41) penetrates into the side wall of the first sub-tunnel (3) in the direction of the second sub-tunnel (5), one end of the prestressed steel pipe (41) is fixed and locked with the first primary support, the other end of the prestressed steel pipe (41) is fixed and locked with the second primary support of the second sub-tunnel (5), and concrete (42) is pressed into the prestressed steel pipe (41) at the step side wall in the second sub-tunnel (5);
s4: excavating a lower step of the second divided tunnel (5), constructing a second lower primary support (53) and spraying concrete (42);
s5: penetrating a prestressed steel pipe (41) into the lower step side wall part of the first sub-tunnel (3) in the direction of the second sub-tunnel (5), fixing one end of the prestressed steel pipe (41) with the first primary support, fixing and locking the other end of the prestressed steel pipe (41) with the second primary support of the second sub-tunnel (5), and pressing concrete (42) into the end head of the prestressed steel pipe (41) at the inverted arch part of the second sub-tunnel (5);
the prestressed steel pipes (41) are arranged in a row in a contact mode along the vertical direction.
2. The method for constructing a medium-bedded pillar in a high-ground-stress soft-rock large-deformation ultra-small-clear-distance tunnel according to claim 1, wherein in step S1, the upper step of the first tunnel (3) is excavated, the first upper primary support (31) is constructed, and concrete (42) is sprayed.
3. The construction method of the medium rock pillar in the replacement of the high-ground-stress soft-rock large-deformation ultra-small-clear-distance tunnel according to the claim 2 is characterized in that after the upper step of the first repair tunnel (3) is excavated, the middle step of the first repair tunnel (3) is excavated, the first middle primary support (32) is constructed, and concrete (42) is sprayed.
4. The construction method of the rock pillar in the replacement of the high-ground-stress soft-rock large-deformation ultra-small-clear-distance tunnel according to the claim 3, characterized in that after the step in the first repair tunnel (3) is excavated, the lower step of the first repair tunnel (3) is excavated, the first lower primary support (33) is constructed, and concrete (42) is sprayed.
5. The method for constructing the medium-sized rock pillar in the replacement of the high-ground-stress soft-rock large-deformation ultra-small-clear-distance tunnel according to the claim 1, wherein the step S2 is implemented by lagging 10-20m, excavating the upper step and the middle step of the second repair tunnel (5), constructing the second upper primary support (51) and the second middle primary support (52) of the tunnel and spraying concrete (42).
6. The method for constructing a rock pillar in a high-geostress soft rock large-deformation ultra-small-clear-distance tunnel replacement as claimed in claim 1, wherein in the step S3, a hole is drilled in the side wall of the first sub-tunnel (3) towards the direction of the second sub-tunnel (5), and a prestressed steel pipe (41) is penetrated in the hole.
7. The method as claimed in claim 1, wherein in step S5, a hole is drilled in the lower step side wall of the first sub-tunnel (3) to the side of the second sub-tunnel (5), and a prestressed steel pipe (41) is inserted into the hole.
8. The method for constructing a rock pillar in a high-geostress soft rock large-deformation ultra-small-clear-distance tunnel replacement as claimed in claim 7, wherein the drilling position is a position where the inner diameter of the tunnel is larger than the length of the prestressed steel pipe (41).
9. The method for constructing a rock pillar in replacement of a high-ground-stress soft-rock large-deformation ultra-small-clear-distance tunnel according to claim 1, wherein the concrete (42) is high-strength concrete.
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| CN104153800A (en) * | 2014-08-14 | 2014-11-19 | 中铁第一勘察设计院集团有限公司 | Complex geological small-clear-distance parallel tunnel cross anchor rod reinforcing system and construction method thereof |
| KR101685088B1 (en) * | 2016-07-07 | 2016-12-20 | 함정아 | Construction method for tunneling |
| CN109184700A (en) * | 2018-08-29 | 2019-01-11 | 中交二公局萌兴工程有限公司 | The construction method of rock is pressed from both sides during a kind of weak surrounding rock small-clear-distance tunnel is stable |
| CN208918561U (en) * | 2018-09-13 | 2019-05-31 | 中国建筑土木建设有限公司 | A kind of small interval overlapping tunnel folder rock ruggedized construction |
| CN110424982A (en) * | 2019-07-02 | 2019-11-08 | 中国建筑第八工程局有限公司 | The reinforcement means of proximity lamination tunnel folder rock |
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