CN115434709A - Construction method of tunnel-crossing bedding section collapse body - Google Patents
Construction method of tunnel-crossing bedding section collapse body Download PDFInfo
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- CN115434709A CN115434709A CN202110605404.3A CN202110605404A CN115434709A CN 115434709 A CN115434709 A CN 115434709A CN 202110605404 A CN202110605404 A CN 202110605404A CN 115434709 A CN115434709 A CN 115434709A
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- 238000010276 construction Methods 0.000 title claims abstract description 18
- 239000004567 concrete Substances 0.000 claims abstract description 53
- 238000000034 method Methods 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 17
- 238000006073 displacement reaction Methods 0.000 claims abstract description 13
- 238000007789 sealing Methods 0.000 claims abstract description 12
- 238000005086 pumping Methods 0.000 claims abstract description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 45
- 239000010959 steel Substances 0.000 claims description 45
- 238000009412 basement excavation Methods 0.000 claims description 23
- 239000011435 rock Substances 0.000 claims description 21
- 239000002689 soil Substances 0.000 claims description 17
- 230000002787 reinforcement Effects 0.000 claims description 12
- 238000012544 monitoring process Methods 0.000 claims description 8
- 239000004575 stone Substances 0.000 claims description 7
- 239000007788 liquid Substances 0.000 claims description 6
- 239000002245 particle Substances 0.000 claims description 3
- 239000011378 shotcrete Substances 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000003466 welding Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 238000005065 mining Methods 0.000 abstract description 2
- 230000002159 abnormal effect Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
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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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- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F11/00—Rescue devices or other safety devices, e.g. safety chambers or escape ways
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
- E21F15/08—Filling-up hydraulically or pneumatically
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to the field of methods or devices for filling fillings into underground mining areas, in particular to a construction method for a collapsed body of a bedding section of a cross tunnel. A construction method for a collapse cavity of a bedding section of a tunnel comprises the following steps: step one, checking; the method is characterized in that: also comprises the following steps: step two, draining water; pumping concrete; step four, sealing the collapse cavity; step five, reinforcing the pipe shed; step six, reinforcing concrete; step seven, supporting and reinforcing; step eight, limiting the displacement; step nine, closed loop; step ten, sealing the two liners. The invention has good protection effect, safety and reliability.
Description
Technical Field
The invention relates to the field of a method or a device for filling fillers into an underground mining area, in particular to a construction method for a collapse body of a bedding section of a tunnel.
Background
Tunnel engineering belongs to underground works, and the engineering risk is high, and the degree of difficulty coefficient is big, and the geological conditions is complicated changeable, and various unpredictable geological structures influence whole work progress huge, in case handle the mistake to the collapse, not only can additionally increase engineering cost, still can make the time limit for a project receive the delay to the risk that the bedding section secondary collapsed is very big, if handle the mistake, then can make constructor's the security of the lives and property receive the threat.
At present, in the case of collapse in bedding sections, the traditional method is to backfill a collapsed cavity by using a sand bag or a stone slab, then fill the cavity with pumped concrete, neglect the filling of the collapsed cavity and cause the collapse to be not compact, and simultaneously, the possibility of displacement of the filled concrete block caused by the gushing of loose soil around the filled concrete block still exists in the arch changing process; even in order to rush the construction progress, the construction measures of collapse prevention are carefully considered, the construction measures are not satisfactory in the aspects of excavation, blasting, supporting and measuring, hidden dangers are directly left for the engineering quality, the characteristic that the lateral force ratio of the bedding section is large is ignored, the surrounding rock is easily in the unstable state, and the risk of secondary safety accidents is increased.
Disclosure of Invention
The invention provides a tunnel construction method with good protection effect, safety and reliability in order to overcome the defects of the prior art, and discloses a construction method for a collapse cavity of a bedding section of a tunnel.
The invention achieves the purpose by the following technical scheme:
a construction method for a collapse cavity of a bedding section of a tunnel comprises the following steps: step one, checking: checking the danger of the tunnel collapse cavity, measuring the position and the size of the collapse cavity to accurately master the range and the condition of the collapse cavity, and establishing a site basis for the subsequent treatment of the collapse cavity; the method is characterized in that: also comprises the following steps:
step two, draining water: draining accumulated water at the collapse cavity out of the tunnel to prevent surrounding rocks of the tunnel from being further scoured and softened and avoid secondary collapse;
step three, pumping concrete: after the collapse cavity is determined to be stable, at least two concrete conveying pipes and gas conveying pipes are pre-buried, the height of each gas conveying pipe is higher than that of each concrete conveying pipe, the collapse cavity is backfilled closely by using muck, then concrete is pumped into the collapse cavity through the concrete conveying pipes, air in the collapse cavity is discharged through the gas conveying pipes, and a steel escape channel is arranged at the collapse cavity to ensure the safety of constructors;
step four, sealing the collapse cavity: sealing the collapse cavity by using 20cm of C20 sprayed concrete;
step five, reinforcing the pipe shed: because the bedding lateral force is large, the surrounding rock is not easy to stabilize and secondary collapse is easily caused, the excavation surface is taken as a reference, two rows of radial guide pipes with the length of 5m, the outer diameter of 108mm and the wall thickness of 6mm are adopted at the primary support part at the rear part of the excavation surface for reinforcement, then an annular pipe shed (3) with the length of 21m is constructed at the excavation surface position of the collapse cavity, and the guide pipes with the outer diameter of 108mm and the wall thickness of 6mm are used for reinforcement, so that the safety of the treatment of the collapse cavity is ensured;
step six, concrete reinforcement: pumping concrete is adopted to reinforce the front and the rear of the excavation surface, so that the original cracks or loose soil particles form a whole, the stability of loosening and crushing surrounding rocks is improved, the surrounding rocks obtain certain self-supporting capacity, and the surrounding rocks are stressed together with the pipe shed (3) to prevent the bedding rock mass from further collapsing;
step seven, supporting and reinforcing: the density of temporary supporting and permanent supporting steel arches which are possibly deformed in front of and behind the excavation face is increased, the temporary supporting and permanent supporting steel arches are both made of I-shaped steel, the support of the I-shaped steel to surrounding rocks is strengthened, the strength of primary supporting is improved, and the support is prevented from deforming and shifting;
step eight, limiting displacement: a guide pipe with the length of 9m, the outer diameter of 108mm and the wall thickness of 6mm is used as a locking anchor pipe to reinforce a completed primary support section, so that rigid body displacement of a permanent support steel arch is limited, and the stability of primary support of a tunnel is ensured;
step nine, closed loop: performing closed-loop construction on an inverted arch of the reinforcement section after the radial pipe shed locking feet are reinforced, and filling rubble concrete in time after the inverted arch pouring is finished so as to further stabilize the stability of primary support of the constructed section;
step ten, sealing the second liner: after the inverted arch pouring follow-up is completed, the two linings are constructed in a sealing mode in time according to the monitoring and measuring data, and the integral stability of the tunnel is ensured.
The construction method of the collapse cavity of the bedding section of the tunnel is characterized by comprising the following steps:
monitoring and measuring the collapse cavity, wherein the monitoring and measuring frequency is one to three times per day, and the operation and personnel evacuation are stopped when the tunnel vault subsides, the ground surface subsides and the like are found to be abnormal; filling the collapse cavity with stone slab concrete;
fifthly, as the soil body of the collapse section is broken and loosened, even if the cavity is filled with concrete in the early stage, the collapse cavity is still not compact; the lateral pressure of the cavity structure is large, the local stress is concentrated, and the deformation and displacement of the arch frame are easily caused; meanwhile, in the arch changing process, the possibility of displacement of the filled concrete block caused by the gushing of loose soil around the filled concrete block still exists, five pipe sheds (3) are adopted to penetrate the pumped concrete block filled in the previous collapse cavity, and then grouting reinforcement is carried out; the pumping concrete blocks in the cavity and front and rear soil bodies are compactly consolidated to form a whole, so that the loose soil bodies above a collapsed cavity are prevented from gushing out and the concrete blocks slide in the subsequent treatment process, the risk of treating a collapsed area is reduced, a pipe shed (3) adopts a steel flower pipe with a grouting hole, the outer diameter of which is 108mm multiplied by the wall thickness of which is 6mm, the length of the steel flower pipe is 21m, the angle of the steel flower pipe is 5-7 degrees, the steel flower pipe is obliquely upward, the grouting liquid adopts 1;
arranging a circumferential guide pipe behind the excavation surface, adopting a steel perforated pipe with grouting holes, the outer diameter of which is 108mm multiplied by the wall thickness of which is 6mm, the length of the steel perforated pipe is 5m, the inclination angle of the steel perforated pipe is 15 degrees, grouting is carried out in the guide pipe, the grouting liquid adopts 1;
step seven, determining the encryption distance of the primary support steel arch according to the stress analysis result of the on-site collapse cavity, and processing and constructing the primary support steel arch according to the original design drawing except for longitudinal distance adjustment;
step eight, welding I-steel at the position of the exposed locking port of the conduit and a preliminary bracing steel arch frame at a longitudinal distance of 1.5m, wherein each section of the locking anchor pipe for reinforcing the preliminary bracing section is four, namely, each arch waist and each arch foot are respectively provided with one steel; grouting by using 1.
The invention has the following beneficial effects:
according to the traditional method for treating collapse of the tunnel bedding section, a collapsed cavity is backfilled by using sand bags or stones, then pumping concrete into the cavity is filled, the filling of the collapsed cavity is neglected, the collapse cavity is not compact, the possibility of displacement of filled concrete blocks caused by the fact that loose soil body around the filled concrete blocks gushes out still exists in the arch changing process, and the condition that the pressure of the bedding collapse side is large cannot be treated. The invention can recover certain self-bearing capacity of surrounding rock, and cooperate with the large conduit and the pipe shed to bear force together, thereby preventing the support behind the tunnel from collapsing in the treatment process and having good effect.
The method comprises the steps of grouting and reinforcing the rear part of the excavation surface by adopting the radial large guide pipes, penetrating the pumped concrete blocks filled in the cavity in front of the excavation surface by adopting the square pipe shed in front of the excavation surface, and grouting and reinforcing to ensure that the pumped fine stone concrete blocks in the cavity are compactly and fixedly integrated with the front and rear soil bodies to form a double-insurance structure, so that the loose soil body above the collapse cavity is prevented from being gushed out and the concrete blocks are prevented from sliding in the subsequent treatment process, the risk of treating the collapse area is reduced, the secondary collapse accident in the process of treating the vault collapse of the tunnel bedding section is avoided, and the collapse treatment process is safer.
Drawings
Figure 1 is a schematic diagram of the position and form of the collapsed cavity of the present invention,
figure 2 is a schematic view of the excavation face and the circumferential pipe shed of the collapse cavity in the invention,
fig. 3 is a schematic view of the collapsed cavity of the present invention reinforced in elevation with locking legs and anchor tubes.
Detailed Description
The invention is further illustrated by the following specific examples.
Example 1
A construction method for a collapse cavity of a bedding section of a tunnel comprises the following steps:
step one, checking: as shown in fig. 1: dangerous situations of the collapse cavity 2 of the tunnel 1 are checked, the position and the size of the collapse cavity 2 are measured, the range and the condition of the collapse cavity 2 are accurately mastered, and a field basis is established for the subsequent treatment of the collapse cavity 2;
step two, draining water: draining accumulated water in the collapse cavity 2 out of the tunnel 1 to prevent surrounding rocks of the tunnel 1 from being further washed and softened and avoid secondary collapse;
step three, pumping concrete: after the collapse cavity 2 is determined to be stable, at least two concrete conveying pipes and air conveying pipes are pre-buried, the height of each air conveying pipe is higher than that of each concrete conveying pipe, the collapse cavity 2 is backfilled closely by using muck nearby, then concrete 22 is pumped to the collapse cavity 2 through the concrete conveying pipes, air in the collapse cavity 2 is discharged through the air conveying pipes, and a steel escape channel is arranged at the collapse cavity 2 to ensure the safety of constructors;
monitoring and measuring the collapse cavity 2, wherein the monitoring and measuring frequency is one to three times per day, and the operation and personnel evacuation are stopped when the tunnel vault subsides, the ground surface subsides and the like are found to be abnormal; filling the collapse cavity 2 with stone concrete;
step four, sealing the collapse cavity: sealing the collapse cavity 2 by using 20cm of C20 sprayed concrete;
step five, reinforcing the pipe shed: as shown in fig. 2: because the bedding lateral force is large, the surrounding rock is not stable easily, and secondary collapse is easily caused, the excavation surface 21 is taken as a reference, two rows of radial guide pipes with the length of 5m, the outer diameter of 108mm and the wall thickness of 6mm are adopted at the primary support part at the rear part of the excavation surface for reinforcement, then an annular pipe shed 3 with the length of 21m is constructed at the excavation surface position of the collapse cavity 2, and the guide pipes with the outer diameter of 108mm and the wall thickness of 6mm are used for reinforcement, so that the safety of the treatment of the collapse cavity 2 is ensured;
because the soil body of the collapse section is broken and loose, even if the cavity is filled with concrete in the early stage, the collapse cavity is still not compact; the lateral pressure of the cavity structure is large, and the local stress is concentrated, so that the arch frame is easy to deform and shift; meanwhile, in the arch changing process, the possibility of displacement of the filled concrete block caused by the gushing of loose soil around the filled concrete block still exists, five pipe sheds 3 are adopted to penetrate the pumped concrete block filled in the previous collapse cavity 2, and then grouting reinforcement is carried out; the pumping concrete blocks in the cavity and front and rear soil bodies are compactly consolidated to form a whole, so that the loose soil bodies above the collapsed cavity are prevented from gushing out and the concrete blocks slide in the subsequent treatment process, the risk of treating a collapse area is reduced, the pipe shed 3 adopts a steel flower pipe with a grouting hole, the outer diameter of which is 108mm multiplied by the wall thickness of which is 6mm, the length of the steel flower pipe is 21m, the angle of the steel flower pipe is 5-7 degrees, the grouting liquid adopts 1;
a circumferential guide pipe is arranged behind the excavation surface 21, a steel flower pipe with a grouting hole and an outer diameter of 108mm multiplied by 6mm in wall thickness is adopted, the length is 5m, the inclination angle is 15 degrees, grouting is carried out in the guide pipe, the grouting liquid adopts 1;
step six, concrete reinforcement: pumping concrete 22 is adopted to reinforce the front and the rear of the excavation surface 21, so that original cracks or loose soil particles form a whole, the stability of loose and broken surrounding rocks is improved, the surrounding rocks obtain certain self-bearing capacity, and the surrounding rocks are stressed together with the pipe shed 3 to prevent the bedding rock mass from further collapsing;
step seven, supporting and reinforcing: the density of temporary supporting and permanent supporting steel arches which are possibly deformed in front of and behind the excavation surface 21 is increased, the temporary supporting and permanent supporting steel arches are both made of I-shaped steel, the support of the I-shaped steel to surrounding rocks is strengthened, the strength of primary supporting is improved, and the deformation and displacement of the support are prevented;
the encryption distance of the primary support steel arch is determined according to the stress analysis result of the on-site collapse cavity 2, and the primary support steel arch is processed and constructed according to the original design drawing except for longitudinal distance adjustment;
step eight, limiting displacement: a guide pipe with the length of 9m, the outer diameter of 108mm and the wall thickness of 6mm is used as a locking anchor pipe 14 to reinforce a completed primary support section, so that rigid displacement of a permanent support steel arch is limited, and the stability of primary support of the tunnel 1 is ensured;
as shown in fig. 3: four locking anchor pipes 14 for reinforcing the primary support section are arranged on each section, namely, an arch waist 11 and an arch springing 12 are arranged on each side, the exposed locking position of the guide pipe is welded with the primary support steel arch frame by I-shaped steel 13 of I22b or I25b, and the longitudinal distance is 1.5m; grouting by adopting 1.
Step nine, closed loop: performing closed-loop construction on an inverted arch of the reinforcement section after the radial pipe shed locking feet are reinforced, and filling stone concrete in time after the inverted arch pouring is finished so as to further stabilize the stability of primary support of the constructed section;
step ten, sealing the second lining: after the inverted arch pouring follow-up is completed, the two linings are constructed in a sealing mode in time according to the monitoring and measuring data, and the integral stability of the tunnel is ensured.
Claims (2)
1. A construction method for a collapse cavity of a bedding section of a tunnel comprises the following steps: step one, checking: the dangerous situation of the collapse cavity (2) of the tunnel (1) is checked, the position and the size of the collapse cavity (2) are measured, the range and the condition of the collapse cavity (2) are accurately mastered, and a site basis is established for the subsequent treatment of the collapse cavity (2); the method is characterized in that: also comprises the following steps:
step two, draining water: draining accumulated water at the collapse cavity (2) out of the tunnel (1) to prevent surrounding rocks of the tunnel (1) from being further scoured and softened and avoid secondary collapse;
step three, pumping concrete: after the collapse cavity (2) is determined to be stable, at least two concrete conveying pipes and air conveying pipes are pre-buried, the height of each air conveying pipe is higher than that of each concrete conveying pipe, the collapse cavity (2) is backfilled by using muck nearby and compacted, then concrete (22) is pumped to the collapse cavity (2) through the concrete conveying pipes, air in the collapse cavity (2) is discharged through the air conveying pipes, and a steel escape channel is arranged at the collapse cavity (2) to ensure the safety of constructors;
step four, closing the collapse cavity: sealing the collapse cavity (2) by using 20cm of C20 sprayed concrete;
step five, reinforcing the pipe shed: reinforcing the primary support part at the rear of the excavation surface by adopting two rows of radial guide pipes with the length of 5m, the outer diameter of 108mm and the wall thickness of 6mm by taking the excavation surface (21) as a reference, constructing a circumferential pipe shed (3) with the length of 21m at the excavation surface position of the collapse cavity (2), and reinforcing by using the guide pipes with the outer diameter of 108mm and the wall thickness of 6mm to ensure the processing safety of the collapse cavity (2);
step six, concrete reinforcement: pumping concrete (22) is adopted to reinforce the front and the rear of the excavation surface (21), so that original cracks or loose soil particles form a whole, the stability of the loose and broken surrounding rock is improved, the surrounding rock obtains certain self-bearing capacity, and the forward rock mass is prevented from further collapsing by cooperating with the common stress of the pipe shed (3);
step seven, supporting and reinforcing: the density of temporary support and permanent support steel arches in front of and behind the excavation face (21) is increased, the temporary support and the permanent support steel arches are both made of I-steel, the support of the I-steel to surrounding rock is strengthened, the strength of primary support is improved, and the support is prevented from deforming and shifting;
step eight, limiting displacement: a guide pipe with the length of 9m, the outer diameter of 108mm and the wall thickness of 6mm is used as a locking anchor pipe to reinforce a completed primary support section, so that the rigid displacement of a permanent support steel arch is limited, and the stability of primary support of the tunnel (1) is ensured;
step nine, closed loop: performing closed-loop construction on an inverted arch of the reinforcement section after the radial pipe shed locking feet are reinforced, and filling rubble concrete in time after the inverted arch pouring is finished so as to further stabilize the stability of primary support of the constructed section;
step ten, sealing the second lining: after the inverted arch pouring follow-up is completed, the two linings are constructed in a closed mode in time according to the monitoring and measuring data, and the integral stability of the tunnel is guaranteed.
2. The construction method of the collapse cavity of the bedding section of the cross tunnel according to claim 1, which is characterized in that:
monitoring and measuring the collapse cavity (2) at the frequency of one to three times per day, and stopping operation and evacuating personnel when the vault of the tunnel sinks and the ground surface sinks; filling the collapse cavity (2) with stone concrete;
fifthly, penetrating the pumped concrete blocks filled in the previous collapse cavity (2) by adopting five pipe sheds (3), and then grouting and reinforcing; the pumping concrete blocks in the cavity and front and rear soil bodies are compactly consolidated to form a whole, so that the loose soil bodies above a collapsed cavity are prevented from gushing out and the concrete blocks slide in the subsequent treatment process, the risk of treating a collapsed area is reduced, a pipe shed (3) adopts a steel flower pipe with a grouting hole, the outer diameter of which is 108mm multiplied by the wall thickness of which is 6mm, the length of the steel flower pipe is 21m, the angle of the steel flower pipe is 5-7 degrees, the steel flower pipe is obliquely upward, the grouting liquid adopts 1;
a circumferential guide pipe is arranged behind the excavation surface (21), a steel flower pipe with a grouting hole and an outer diameter of 108mm multiplied by 6mm in wall thickness is adopted, the length is 5m, the inclination angle is 15 degrees, grouting is carried out in the guide pipe, the grouting liquid adopts 1;
step eight, welding I-shaped steel (13) and a primary support steel arch at the exposed locking port position of the guide pipe by four locking anchor pipes for reinforcing the primary support section on each section, namely, one each arch waist (11) and one each arch foot (12), wherein the longitudinal distance is 1.5m; grouting by adopting 1.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117780392A (en) * | 2024-02-26 | 2024-03-29 | 中国建筑第六工程局有限公司 | Airbag grouting treatment method for collapse of underground tunneling hole |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US2172030A (en) * | 1936-06-06 | 1939-09-05 | Moran Thomas Whitley | Tunnel lining |
| KR200406506Y1 (en) * | 2005-11-07 | 2006-01-23 | 주식회사 하이콘엔지니어링 | Wide Tunnel Structure using 1-Arch Tunnel Structure |
| RU2011129832A (en) * | 2011-07-19 | 2013-01-27 | Леван Васильевич Гоглидзе | TUNNEL CONSTRUCTION METHOD |
| WO2016095630A1 (en) * | 2014-12-15 | 2016-06-23 | 中铁第四勘察设计院集团有限公司 | Method for constructing extra-large variable cross section tunnel |
| CN108979644A (en) * | 2018-08-07 | 2018-12-11 | 中电建路桥集团有限公司 | A kind of rich water tunnel solution cavity collapses processing and tunnel excavation construction method |
| CN109854255A (en) * | 2018-11-30 | 2019-06-07 | 中国电建集团成都勘测设计研究院有限公司 | The processing method of type landslide is not restrained in tunnel |
| CN112228082A (en) * | 2020-10-29 | 2021-01-15 | 中铁一局集团有限公司 | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe |
-
2021
- 2021-06-01 CN CN202110605404.3A patent/CN115434709B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US2172030A (en) * | 1936-06-06 | 1939-09-05 | Moran Thomas Whitley | Tunnel lining |
| KR200406506Y1 (en) * | 2005-11-07 | 2006-01-23 | 주식회사 하이콘엔지니어링 | Wide Tunnel Structure using 1-Arch Tunnel Structure |
| RU2011129832A (en) * | 2011-07-19 | 2013-01-27 | Леван Васильевич Гоглидзе | TUNNEL CONSTRUCTION METHOD |
| WO2016095630A1 (en) * | 2014-12-15 | 2016-06-23 | 中铁第四勘察设计院集团有限公司 | Method for constructing extra-large variable cross section tunnel |
| CN108979644A (en) * | 2018-08-07 | 2018-12-11 | 中电建路桥集团有限公司 | A kind of rich water tunnel solution cavity collapses processing and tunnel excavation construction method |
| CN109854255A (en) * | 2018-11-30 | 2019-06-07 | 中国电建集团成都勘测设计研究院有限公司 | The processing method of type landslide is not restrained in tunnel |
| CN112228082A (en) * | 2020-10-29 | 2021-01-15 | 中铁一局集团有限公司 | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe |
Non-Patent Citations (2)
| Title |
|---|
| 杨玢;: "某大断面隧道穿越F_1断层坍塌处治技术", 筑路机械与施工机械化, no. 04, 10 April 2020 (2020-04-10) * |
| 贾常志;: "青藏铁路西格二线尕布沟隧道进口塌方处理施工技术", 国防交通工程与技术, no. 03, 20 May 2009 (2009-05-20) * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117780392A (en) * | 2024-02-26 | 2024-03-29 | 中国建筑第六工程局有限公司 | Airbag grouting treatment method for collapse of underground tunneling hole |
| CN117780392B (en) * | 2024-02-26 | 2024-05-17 | 中国建筑第六工程局有限公司 | Airbag grouting treatment method for collapse of underground tunneling hole |
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