CN110821513A - Construction method for performing advanced grouting and supporting on tunnel local collapse - Google Patents
Construction method for performing advanced grouting and supporting on tunnel local collapse Download PDFInfo
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- CN110821513A CN110821513A CN201911015134.XA CN201911015134A CN110821513A CN 110821513 A CN110821513 A CN 110821513A CN 201911015134 A CN201911015134 A CN 201911015134A CN 110821513 A CN110821513 A CN 110821513A
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 230000008093 supporting effect Effects 0.000 title claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 63
- 239000010959 steel Substances 0.000 claims abstract description 63
- 241001669679 Eleotris Species 0.000 claims abstract description 10
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 9
- 238000000034 method Methods 0.000 claims abstract description 7
- 230000009545 invasion Effects 0.000 claims abstract description 4
- 230000002787 reinforcement Effects 0.000 claims description 15
- 239000004567 concrete Substances 0.000 claims description 9
- 239000011440 grout Substances 0.000 claims description 8
- 238000005507 spraying Methods 0.000 claims description 6
- 238000003825 pressing Methods 0.000 claims description 2
- 239000011435 rock Substances 0.000 abstract description 19
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- 229910052760 oxygen Inorganic materials 0.000 description 1
- 239000001301 oxygen Substances 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 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
- E21D11/003—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
- E21D11/006—Lining anchored in the rock
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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
- E21D11/15—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
- 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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- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method for carrying out advanced grouting and supporting on local collapse of a tunnel, which relates to the technical field of tunnel construction, and is characterized in that on the basis of back pressure backfill, sleeper piles are adopted to further support the parts with the fastest primary support deformation, the biggest primary support deformation and the most unstable primary support deformation, so that the whole steel arch truss can be prevented from collapsing from an arch part and driving the steel frame at the left side of a line, which is stable at present, to be damaged together, and the collapse range and the strength are controlled; grouting and reinforcing the surrounding rock of the deformation section, achieving the purposes of controlling deformation and ensuring safe replacement of the deformation invasion limiting steel frame and realizing better supporting effect; the butterfly-shaped arch is used, the actual situation of the on-site surrounding rock is well matched, the support of the unstable surrounding rock of the unilateral deformation section is strengthened, and the support strength can be ensured to meet the on-site requirement; by adopting advanced support measures, the integrity and self-stability of the surrounding rock in front are improved, and the construction safety is ensured; different from the traditional full-ring arch center replacing mode, the method has low cost, strong adaptability and strong popularization.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method for performing advanced grouting and supporting on local collapse of a tunnel.
Background
In the morning of a certain high-speed rail and a certain double-track tunnel on 8 months and a certain day in 2019, the deformation rate of primary support on the right side of D1K469+ 390- +405 section lines is suddenly increased through monitoring and measuring, and the deformation amount exceeds an early warning value. And immediately starting an emergency plan on site, suspending the tunnel face construction, evacuating personnel, equipment and materials, and carrying out back pressure backfilling on the deformation section by using the ballast to prevent the primary support deformation from being enlarged and prevent emergency treatment measures of range enlargement, wherein the backfilling height is about 3m away from the vault. Then, a sleeper pile is erected from D1K469+400 to D1K469+405 where the deformation amount is largest to support the primary support.
In the afternoon of the next day, the right side of the line at the D1K469+400 is protruded from the primary support connecting plate, a steel frame is cut off, concrete is sprayed to peel off blocks, small blocky crushed stones suddenly appear to slide, surrounding rocks are carbon shales, joint development is achieved, the rock mass is broken and wet, the cavity collapse depth is about 4m, and the sliding process is basically stable after being continued for about 10 minutes. The collapsed body is funnel-shaped, the bottom is long and about 6m, the height is about 3m, and the estimated collapsed body is about 28m3. After the collapsed body is stable, the initial expansion of the D1K469+ 390- +405 sections is found to have the conditions of cracking, chipping and the like through inspection.
The existing conventional treatment scheme is as follows: firstly, I-shaped steel transverse supports are adopted for reinforcing each steel frame at a deformation section, and longitudinal connection is carried out on the transverse supports, and because the width of the double-line tunnel is large, vertical supports are required to be arranged at the positions 1/3 and 2/3; grouting and reinforcing the deformed side arch part and the side wall, wherein the grout adopts common cement single-liquid grout; after the reinforcement measures are finished, constructing a phi 108 large pipe shed; finally, removing transverse supports of the I-shaped steel, deformed steel frames and intrusion-limited sprayed concrete at intervals, and re-erecting the I-shaped steel frames of the original model and hanging a net for spraying protection; and (3) applying a circulating 1m thick concrete arch protection every 3m of the ruler until the steel frame in the deformation range is completely removed and the primary support of the section is applied again, and finishing the treatment of the deformation section.
The existing treatment scheme mainly has the following defects:
⑴ after transverse supporting by I-steel, the supporting force is too conservative, and the cross brace divides the space completely, which seriously affects the operation of the subsequent grouting reinforcement and other processes.
⑵, the construction of a large pipe shed and an arch protection takes too long, the large pipe shed needs to be additionally constructed with a pipe shed workshop, the arch protection needs to be expanded and dug by nearly 1m compared with the original design section and erecting and reinforcing templates to pour concrete, so that the guiding principle of 'quick reinforcement, quick passing and quick closing' of collapse treatment is not facilitated, the tunnel section is enlarged, a stress model changes and stress concentration is easy to generate, the risk of instability of surrounding rocks is increased, and the supporting measures are too conservative and the stability condition of the surrounding rocks is not specifically analyzed by combining with the actual situation of a site.
⑶ the slip casting adopts the single liquid grout of ordinary cement to solidify and possess certain intensity the time longer, does not conform to the basic principle of current quick treatment, and the thick liquid if do not solidify for a long time, can cause more destruction to the broken country rock behind the first back-supporting to aggravate the unstability.
Disclosure of Invention
In order to solve the technical problems, the invention provides a construction method for performing advanced grouting and supporting on local collapse of a tunnel, solves the problems of single-side primary support deformation and local collapse caused by weak surrounding rocks of a high-speed railway double-track tunnel, and adopts effective measures to safely and effectively treat a single-side primary support deformation section and a collapse section.
In order to achieve the purpose, the invention provides the following scheme:
the invention provides a construction method for performing advanced grouting and supporting on tunnel local collapse, which comprises the following steps of:
firstly, backfilling and back-pressing a deformation section; carrying out back pressure backfill on the deformation section;
secondly, grouting and reinforcing the deformation section; carrying out radial grouting reinforcement on the primary support deformation limit invasion section;
thirdly, constructing a middle pipe shed; constructing a group of middle pipe sheds on two sides of the deformation section in opposite directions at the same time and grouting for reinforcement;
fourthly, dismantling the steel arch centering with larger deformation and limit intrusion, and installing the butterfly arch centering;
fifthly, constructing the advanced small conduit; and (3) constructing a small advanced guide pipe in the range of 120 degrees of the arch part and grouting for reinforcement every two steel arches are replaced.
Optionally, the method is characterized in that in the first step, the deformed section is subjected to back-pressure backfill by using the hole rakes, and during backfill, the deformed section is subjected to layered filling, the thickness of the layer is controlled to be not more than 1 meter, and the deformed section is compacted layer by layer.
Optionally, in the first step, the backfill range extends 5 meters from the finish mileage of the deformation section to the tunnel face direction so as to facilitate construction operation, the backfill height is 3 meters away from the vault, the top length of the backfill part is 15 meters, and the slope rate of the slope way is suitable for on-site mechanical construction.
Optionally, in the first step, after back pressure backfilling, a sleeper pile is arranged at the position with the maximum deformation to support the primary support.
Optionally, after the collapse part is stable, the collapsed body and the sleeper pile are sealed into a whole by spraying concrete, so that the collapse range is prevented from being expanded.
Optionally, cement-water glass double-liquid slurry is adopted to carry out grouting reinforcement on the collapsed body.
Optionally, in the third step, a plurality of grouting holes are formed in the steel pipe used for the middle pipe shed.
Optionally, grouting is performed in the steel pipe used for the middle pipe shed.
Optionally, in the fourth step, after the grouting reinforcement in the second step and the third step, the monitoring measurement data is analyzed, after the convergence deformation is stable, the arch center is replaced, and the replacing sequence is performed from a small mileage to a tunnel face one by one.
Optionally, in the fourth step, the butterfly arch is an arc-shaped steel arch with the same curvature as that of the steel arch, and the middle of the butterfly arch is bulged along the axial direction; the butterfly-shaped arch frames are arranged between the steel arch frames, the upper ends and the lower ends of the butterfly-shaped arch frames are fixedly connected with the same steel arch frame, and the middle parts of the butterfly-shaped arch frames are connected with the adjacent butterfly-shaped arch frames.
Compared with the prior art, the invention has the following technical effects:
⑴ on the basis of back pressure backfilling, the part with the fastest, the biggest and the most unstable primary support deformation is further supported by the sleeper pile, which can prevent the whole collapse of the steel arch from the arch and the damage of the steel frame at the left side of the line, which is stable at present, thereby controlling the collapse range and strength.
⑵, grouting and reinforcing the surrounding rock of the deformation section, controlling deformation and ensuring safe replacement of the deformation limit-invasion steel frame, and acting together with steel arch support and advance support as part of the whole primary support system to realize better support effect.
⑶, a butterfly arch is used, the actual conditions of the field surrounding rock, namely line right instability and line left stability, are well matched, the support of the unstable surrounding rock of the unilateral deformation section is strengthened, and the support strength can be ensured to meet the field requirement.
⑷ adopts the advance support measure of 'middle pipe shed + small pipe', improves the integrity and self-stability of the surrounding rock in front, and ensures the construction safety.
⑸ under the anhydrous condition, the grouting slurry adopts fast-hardening micro-expansion sulphoaluminate cement single slurry, which has good adaptability and reinforcing effect on carbonaceous shale geology.
⑹ has good control and restraint effect on the deformation of the single-side weak broken surrounding rock, and has simple and convenient measures and quick construction progress.
⑺ the principle of the invention is simple, and is easy to understand, master and effectively implement.
⑻ is different from the traditional mode of replacing the arch center by a full ring, only replaces the half side, and has low cost, strong adaptability and strong generalization.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a schematic diagram of emergency measures after deformation of a primary support of a tunnel according to the present invention;
FIG. 2 is a schematic side view of the emergency measure of the present invention after deformation of the primary support of the tunnel;
FIG. 3 is a schematic diagram of the primary support of the tunnel according to the present invention after partial collapse;
FIG. 4 is a schematic side view of the primary support of the tunnel after partial collapse according to the present invention;
FIG. 5 is a schematic top view of the primary support of the tunnel according to the present invention after partial collapse;
FIG. 6 is a schematic diagram illustrating the effect of the present invention after tunnel collapse treatment;
FIG. 7 is a schematic side view of the effect of the present invention after tunnel collapse treatment;
FIG. 8 is a schematic view of the installation of the butterfly arch of the present invention;
fig. 9 is a schematic view of the butterfly arch of the present invention.
Description of reference numerals: 1. lining the end heads; 2. an inverted arch filling surface; 3. backfilling the ballast; 4. surrounding rocks are not excavated; 5. a palm surface; 6. a ramp; 7. a sleeper stack; 8. a collapsed body; 9. a primary support deformation section; 10. a collapsed section; 11. a steel arch frame; 12. a butterfly arch; 13. a middle pipe shed; 14. a small catheter; 15. a unit steel arch frame; 16. b, a unit steel arch frame; 17. c, a unit steel arch frame; 18. d, a unit steel arch frame; 20. a type II connecting steel plate; 21. i type connecting steel plate.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The first embodiment is as follows:
as shown in fig. 1 to 9, the present embodiment provides a construction method for performing advanced grouting and supporting on a local collapse of a tunnel, which mainly includes the following steps:
⑴ back-filling back pressure at the deformation stage.
①, carrying out back pressure backfill on the deformation section by using the ballast, when backfilling, carrying out layered filling, controlling the layer thickness to be not more than 1m, and carrying out rolling compaction layer by using a loader and an excavator, wherein the backfilling range extends from the end mileage D1K469+405 of the deformation section to the palm surface 5 side by 5m to D1K469+410 so as to facilitate construction operation, the backfilling height is about 3m away from the vault, the top length of the platform is 15m, and the slope rate of the slope ramp way is 6 so as to be suitable for on-site mechanical construction.
② and erecting 1 sleeper pile 7 at the positions of D1K469+400 and D1K469+405 with the largest deformation respectively to support the primary support, wherein the length of the sleeper is 1.2-1.5 m, and the width is 20-30 cm.
③ D1K469+ 400- +405 sections are locally collapsed and basically stabilized, and then immediately the collapsed body 8 and the wood crib are closed into a whole by spraying concrete, so that the collapse range is prevented from being expanded, the strength of the sprayed concrete is C25, and the thickness of the sprayed concrete is 15-20 cm.
④ the crushed body is reinforced by grouting with a cement-water glass two-fluid slurry.
⑵ reinforcing by grouting in the deformation section.
Radial grouting reinforcement is carried out on the primary support deformation limit invasion section by adopting a phi 42 multiplied by 4.5m steel perforated pipe with the longitudinal length of 1m multiplied by the circumferential length of 1.2m, and grouting compaction is ensured particularly at the arch springing position and about 0.5m below the arch springing position. In an anhydrous section, the slurry is fast-hardening micro-expansion sulphoaluminate cement single-liquid slurry, the concentration is 1: 0.7-0.8, and the slurry can be obtained by field test. In a water section, the slurry adopts cement-water glass double-fluid slurry, the weight ratio of cement to water is 1:1, the volume ratio of cement slurry to water glass is 1:0.8 to 1. And the grouting pressure is 1-2 Mpa.
⑶ constructing the pipe shed.
① in order to save the construction time and ensure the whole deformation section is in the protection range of the middle pipe shed 13, the middle pipe shed 13 of the 1 group is constructed at the position D1K469+390 and the position D1K469+407 in opposite directions, the lapping length is 1m, the construction range of the middle pipe shed 13 is the left side of the upper stair line, the construction from the position D1K469+407 is mainly to consider the stability of the surrounding rock, and the position D1K469+405 is closer to the collapsed square body 8 to influence the stability of the surrounding rock, so the backward movement is 2m to ensure the stable pivot of the middle pipe shed 13.
② the pipe shed 13 is made of phi 89 seamless steel pipe with wall thickness of 6mm, length of 9m, circumferential spacing of 40cm, 22 steel pipes in each group, no grouting holes are drilled in the range of 1m at the front end of the steel pipe, the grouting holes are arranged in the other segments, the hole diameter is 8mm, the spacing is 15cm, the quincunx arrangement is adopted, the pipe tip at the front end is 20cm long, gaps are cut by oxygen welding, the pipe tip is processed, the pipe shed is welded to form a grout stopping plate at the tail end of the pipe shed, and a grout stopping tail pipe with a wire opening of phi 20mm and a length of 15cm is arranged in the middle of the grout stopping.
③, a high-pressure grouting pump is adopted for grouting of the pipe shed 13, cement paste is adopted for the grout, the concentration is 1: 0.8-1, the initial pressure of grouting is 0.5-1 Mpa, and the final pressure is 2 Mpa.
④ hole position should be accurately positioned, deviation is not more than 5cm, hole bottom deviation is not more than 1% -2% of hole depth, before grouting, high pressure wind and water should be used to blow the pipe, and the grouting sequence follows 'bottom-up-after-up', 'jumping hole grouting' and 'from thin to thick' in principle.
⑷ removing the steel arch frame with larger deformation and limit intrusion, and installing butterfly arch frame.
① after grouting reinforcement, analyzing and monitoring the measured data, after the convergence deformation is basically stable, replacing the arch center only on the right side of the line, and replacing the arch center one by one from a small mileage to the face 5 direction.
② chiseling concrete on two sides of the arch center to be replaced by an excavator with a breaking hammer, wherein the chiseling sequence of the steel arch center 11 is arch first and wall second, removing the deformed steel arch center 11, expanding and digging to the design contour line, reserving 30cm settlement, performing concrete primary spraying on the rock surface, installing the butterfly arch center 12, hanging a net, and spraying concrete to close the butterfly arch center 12, wherein the application range of the butterfly arch center 12 is that the upper step B unit steel arch center 16 and the middle step C unit steel arch center 17 are arranged.
③ butterfly arch center 12 is formed by connecting 2 arch steel arch centers 11 on 2 vertical steel arch centers 11, all of which are made by bending I-shaped steel of the same type, the vertical steel arch centers 11 and joints are designed to be the same, when the upper and lower vertical sections of the arch steel arch centers 11 are 42cm long and the middle vertical section is 60 cm. long, the upper and lower vertical sections are connected with the common steel arch center 11, 2 arch steel arch centers 11 are connected through the middle vertical section, the arch centers are connected by steel plates, the joints at the upper and lower ends are I-shaped steel plates (40cm multiplied by 18cm multiplied by 16mm), the middle joint is II-shaped steel plates (60cm multiplied by 18cm multiplied by 16mm), the peripheries of the steel plates are all fully welded, or steel plates with larger thickness can be adopted according to the actual needs on site.
④ is the same as the original design, each joint of the vertical steel arch 11 is provided with 2 phi 42 multiplied by 4.5m lock pin anchor pipes, the angle level is downward 30-40 degrees, the steel arch 11 and the lock pin anchor pipes are welded firmly by U-shaped steel bars, the lock pin anchor rods are injected with single liquid cement, the water cement ratio is 1:1, the grouting pressure is not more than 1Mpa, under necessary conditions, each joint can be additionally provided with 2 lock pin anchor pipes, the upper part and the lower part of 2 groups of lock pin row joints are about 30-40 cm away from the joints.
⑤ the anchor rods of the system are constructed according to the design requirements, the arch part is a hollow grouting anchor rod, the side wall is a mortar anchor rod, the circumferential distance is 1m multiplied by the longitudinal distance is 1m, and the length is 4 m.
⑸ construction is advanced through small ducts.
From D1K469+392, small guide pipes 14 with phi 42 multiplied by 4.5m are used for grouting reinforcement in the range of 120 degrees of arch part every 2 steel arch frames 11 are replaced. The distance is 40cm, the upward inclination angle is 30 degrees, cement single liquid slurry is adopted, the water-cement ratio is 1:1, and the grouting pressure is 0.5-1 Mpa.
And taking the measures until the collapse and deformation sections are smoothly passed, and entering a normal construction procedure.
The principle and the implementation mode of the present invention are explained by applying specific examples in the present specification, and the above descriptions of the examples are only used to help understanding the method and the core idea of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.
Claims (10)
1. A construction method for performing advanced grouting and supporting on local collapse of a tunnel is characterized by comprising the following steps:
firstly, backfilling and back-pressing a deformation section; carrying out back pressure backfill on the deformation section;
secondly, grouting and reinforcing the deformation section; carrying out radial grouting reinforcement on the primary support deformation limit invasion section;
thirdly, constructing a middle pipe shed; constructing a group of middle pipe sheds on two sides of the deformation section in opposite directions at the same time and grouting for reinforcement;
fourthly, dismantling the steel arch centering with larger deformation and limit intrusion, and installing the butterfly arch centering;
fifthly, constructing the advanced small conduit; and (3) constructing a small advanced guide pipe in the range of 120 degrees of the arch part and grouting for reinforcement every two steel arches are replaced.
2. The construction method for performing advanced grouting and supporting on the local collapse of the tunnel according to claim 1, wherein in the first step, the deformed section is subjected to back pressure backfill by using the holes, and during backfill, layered filling is performed, the thickness of the layer is controlled to be not more than 1 meter, and the layer is compacted layer by layer.
3. The construction method for advance grouting and supporting partial tunnel collapse as claimed in claim 1, wherein in the first step, the backfill range extends 5 meters from the end mileage of the deformation section to the tunnel face direction for construction work, the backfill height is 3 meters from the vault, the top length of the backfill part is 15 meters, and the slope rate of the slope way is suitable for on-site mechanical construction.
4. The construction method for carrying out advanced grouting and supporting on the local collapse of the tunnel according to claim 1, wherein in the first step, after back pressure backfilling, a sleeper pile is arranged at the position with the maximum deformation to support a primary support.
5. The construction method for advance grouting and supporting local collapse of the tunnel according to claim 4, wherein after the collapse part is stabilized, the collapsed body and the sleeper pile are sealed into a whole by spraying concrete, so that the collapse range is prevented from being expanded.
6. The construction method for pre-grouting and supporting the local collapse of the tunnel according to claim 5, wherein the collapsed bodies are reinforced by grouting with cement-water glass double grout.
7. The construction method for supporting the partial collapse of the tunnel according to claim 1, wherein a plurality of grouting holes are formed at the steel pipe for the middle pipe shed in the third step.
8. The method of claim 7, wherein the steel pipe for the middle pipe shed is grouted.
9. The construction method for supporting partial collapse of a tunnel according to claim 1, wherein in the fourth step, after the grouting reinforcement in the second and third steps, the measured data is analyzed and monitored, after the convergence deformation is stabilized, the replacement of the arch is started, and the replacement sequence is performed from a short distance to a tunnel face one by one.
10. The construction method for advancing grouting and supporting partial tunnel collapse according to claim 1, wherein in the fourth step, the butterfly arch is an arc-shaped steel arch with the same curvature as that of the steel arch, and the middle part of the butterfly arch is bulged in the axial direction; the butterfly-shaped arch frames are arranged between the steel arch frames, the upper ends and the lower ends of the butterfly-shaped arch frames are fixedly connected with the same steel arch frame, and the middle parts of the butterfly-shaped arch frames are connected with the adjacent butterfly-shaped arch frames.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111472822A (en) * | 2020-05-29 | 2020-07-31 | 中铁隧道局集团有限公司 | Approximate-ellipse-shaped small-collapse-ratio treatment structure of shallow tunnel and construction method |
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| CN113685191A (en) * | 2021-09-09 | 2021-11-23 | 中国水利水电第四工程局有限公司 | Method for treating collapse of carbonaceous slates in water during tunnel excavation |
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| CN116446887A (en) * | 2023-06-20 | 2023-07-18 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
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| CN111472822A (en) * | 2020-05-29 | 2020-07-31 | 中铁隧道局集团有限公司 | Approximate-ellipse-shaped small-collapse-ratio treatment structure of shallow tunnel and construction method |
| CN111472822B (en) * | 2020-05-29 | 2022-03-29 | 中铁隧道局集团有限公司 | Approximate-ellipse-shaped small-collapse-ratio treatment structure of shallow tunnel and construction method |
| CN112627855A (en) * | 2020-12-04 | 2021-04-09 | 中铁十八局集团有限公司 | Simple construction method for treating collapse of primary support side roof of large-section tunnel |
| CN112627855B (en) * | 2020-12-04 | 2022-05-20 | 中铁十八局集团有限公司 | Simple construction method for treating collapse of primary support side top of large-section tunnel |
| CN113006825A (en) * | 2021-04-09 | 2021-06-22 | 中铁六局集团太原铁路建设有限公司 | Arch changing construction method for tunnel collapse position |
| CN113006825B (en) * | 2021-04-09 | 2022-10-21 | 中铁六局集团太原铁路建设有限公司 | Arch changing construction method for tunnel collapse position |
| CN113685191A (en) * | 2021-09-09 | 2021-11-23 | 中国水利水电第四工程局有限公司 | Method for treating collapse of carbonaceous slates in water during tunnel excavation |
| CN114922658A (en) * | 2022-06-14 | 2022-08-19 | 上海宝冶集团有限公司 | Landslide disposal and reinforcement method for vehicle-running cross channel of mountain tunnel |
| CN116446887A (en) * | 2023-06-20 | 2023-07-18 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
| CN116446887B (en) * | 2023-06-20 | 2023-09-01 | 湖南省交通规划勘察设计院有限公司 | Tunnel construction method for existing partial collapse position of primary support section |
| CN117231248A (en) * | 2023-11-14 | 2023-12-15 | 北京交通大学 | Method for disassembling and replacing damaged tunnel lining |
| CN117231248B (en) * | 2023-11-14 | 2024-01-26 | 北京交通大学 | Method for disassembling and replacing damaged tunnel lining |
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