CN114151100A - Method for reinforcing collapsed body of large-span tunnel - Google Patents
Method for reinforcing collapsed body of large-span tunnel Download PDFInfo
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- CN114151100A CN114151100A CN202111359643.1A CN202111359643A CN114151100A CN 114151100 A CN114151100 A CN 114151100A CN 202111359643 A CN202111359643 A CN 202111359643A CN 114151100 A CN114151100 A CN 114151100A
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- 238000000034 method Methods 0.000 title claims abstract description 26
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 27
- 239000010959 steel Substances 0.000 claims abstract description 27
- 238000010276 construction Methods 0.000 claims abstract description 23
- 230000002787 reinforcement Effects 0.000 claims abstract description 18
- 239000002689 soil Substances 0.000 claims description 14
- 238000009412 basement excavation Methods 0.000 claims description 13
- 239000004568 cement Substances 0.000 claims description 7
- 230000005484 gravity Effects 0.000 claims description 4
- 238000009826 distribution Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 claims description 2
- 239000002243 precursor Substances 0.000 claims description 2
- 239000000463 material Substances 0.000 abstract description 2
- 238000011158 quantitative evaluation Methods 0.000 abstract description 2
- 239000011440 grout Substances 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 1
- 238000005034 decoration Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000012360 testing method Methods 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
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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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a method for reinforcing a collapsed body of a long-span tunnel; the method comprises the following steps of 1, evaluating the state of a collapsed body; determining the collapsed body range: dividing the risk of potential body collapse; reinforcing the collapsed body; adopting different collapsed body reinforcement parameters to determine reinforcement parameters aiming at different risk levels; and (3) reinforcement construction: the steel arch frame and the long foot locking anchor rod are integrated and connected with a cross arm steel frame; grouting in advance in the annular pipe shed in the collapsed area; grouting small guide pipes around the holes; grouting and reinforcing the collapsed area: grouting and reinforcing a collapsed area behind the tunnel face, and grouting small ducts; grouting and reinforcing the collapsed area in front of the tunnel face. The method realizes quantitative evaluation of the collapsed body of the tunnel, determines the collapsed body range and the collapse risk, provides a theoretical basis for collapsed body treatment in construction, and is more targeted in the face of different collapsed body reinforcement in tunnel construction. Different collapse body reinforcement parameters are adopted according to different risk levels, and materials are saved to the maximum extent on the premise of ensuring safety.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for reinforcing a collapsed body in a tunnel in the tunnel construction process, and specifically relates to a method for reinforcing a collapsed body of a long-span tunnel.
Background
Geological problems are the first problems in the tunnel construction process, mountain tunnels are relatively high in geological complexity, geological survey data are often difficult to describe the detail characteristics of geology along the tunnel, local stratum variability brings huge challenges to tunnel construction for geologically complex regions, meanwhile, as the demand of traffic construction development is gradually increased, large-span tunnels are increased in new projects, on one hand, the large-span tunnels are large in excavation span and area, and high in stratum reinforcement requirement, and meanwhile, due to the fact that the relative scale of the large-span tunnels and geologic bodies is reduced, the probability of occurrence of geological mutation (variation) bodies (such as soft rock large deformation, mud outburst and hard rock broken belt lamps) in the excavation process is increased, and construction difficulty is large, on the other hand, the geological characteristics revealed in the excavation process are relatively more, and potential geological mutants can be timely and accurately discovered through geological survey in the strengthening construction process, especially potential collapse during construction. At present, the construction of mountain tunnels mostly adopts a 'new Austrian method', primary support is carried out by spraying concrete, anchor rods, reinforcing mesh, steel arch frames and the like, and secondary lining is adopted as safety storage and decoration. However, most of the supporting parameters and methods are only suitable for supporting the small-span tunnel and the conventional surrounding rock conditions (without considering geological mutants), and a new construction method is needed for reinforcing the potential collapsed body under the large-span tunnel.
Disclosure of Invention
The invention aims to make up the defects of the prior art and provides a collapsed body reinforcing method suitable for a large-span tunnel.
In order to achieve the above object, the present invention is realized by:
a method for reinforcing a collapsed body of a long-span tunnel comprises
Step 1, evaluating a collapsed state;
step 1.1, determining a collapsed body range, and acquiring collapsed body rock-soil characteristics by adopting manual observation and measurement, geological radar scanning and other auxiliary means, wherein the characteristics include but are not limited to an internal friction angle, whether underground water is contained, and the geometric characteristics and scale of a collapsed body;
step 1.1.1, the concrete process comprises the steps of extending length Lz along the longitudinal direction of the tunnel, extending length Lj along the radial direction of the tunnel, extending length Lh along the circumferential direction of the tunnel, estimating an included angle alpha between the gravity center of a collapsed body and a horizontal line, and comprehensively evaluating the condition of the collapsed body by combining a precursor phenomenon and the condition that small-range collapse has occurred;
1.2, dividing the risk of potential collapse:
step 1.2.1, risk of slumping: considering potential slip possible gravity center and angle, rock-soil parameter friction angle phi and collapse critical slip angle phi c, assuming that the slip angle of a collapsed body and peripheral rock-soil are separated into a critical state is phi c, the same critical slip angle phi c is also provided for a partial slip body of the collapsed body, and if phi c = phi, alpha is larger than phi c, the possibility of the collapse body slipping is increased, otherwise, the slip risk is reduced, and the definition is simplified: the vault range is I level; the vault spanning and the side wall are II-level; the range of the side wall is III level;
the total width Lh of the collapsed body is = d1+ d2, if d1 is less than or equal to 0, the collapsed body is located in the range of the side wall and is regarded as a class III risk, if d1 is greater than 0, the collapsed body is located on the boundary between the side wall and the vault, if 0.6Lh is greater than d1 and is greater than 0, the collapsed body is regarded as a class II risk, and if d1 is greater than or equal to 0.6Lh, the collapsed body is regarded as a class I risk;
step 1.2.2, scale risk and consequences:
recording the excavation area of the tunnel as S (unit square meter), and evaluating the risk of collapse consequence of a collapsed body by taking the excavation volume of each linear meter as a reference, wherein the volume is greater than I grade calculated by S multiplied by 1/3; the volume less than S × 1/3 and greater than S × 1/4 is counted as class II calculation, and the volume less than S × 1/4 is counted as class III calculation;
step 2, reinforcing the collapsed body
Step 2.1, adopting different collapsed body reinforcement parameters aiming at different risk levels:
step 2.1.1 determining reinforcement parameters includes:
1) grouting parameters: cement paste proportioning and grouting pressure;
2) steel bow member, hole all anchor rods, long lock foot anchor rod parameter, steel bow member interval Gd, steel bow member I-steel model Gx, the scope of doing of long lock foot anchor rod, steel cross arm: collapsed body range + front-to-back distance d;
3) advancing pipe shed parameters, namely the construction quantity Cn and the annular spacing Cd;
step 2.1.2, reinforcement construction:
1) the steel arch frame and the long foot-locking anchor rod are integrated and connected through a cross arm steel frame: erecting a steel arch frame in the range of the collapsed body distribution region, driving a long lock pin anchor rod into the steel arch frame, and welding the end part of the long lock pin anchor rod with a cross arm steel frame;
2) grouting in advance in the annular pipe shed in the collapsed area;
3) grouting small guide pipes around the holes;
4) grouting and reinforcing the collapsed area:
4.1) grouting and reinforcing a collapsed area behind the tunnel face, and grouting small guide pipes;
4.2) grouting and reinforcing the collapsed area in front of the tunnel face: advancing a large pipe shed; and following the excavation, grouting by a small guide pipe in the collapsed body range of a subsequent excavation area.
The reinforcement method has the following advantages:
1. quantitative evaluation of the collapsed body of the tunnel and determination of the collapsed body range and the collapse risk are realized, a theoretical basis is provided for collapsed body treatment in construction, and different collapsed body reinforcements are targeted in tunnel construction.
2. Different collapse body reinforcement parameters are adopted according to different risk levels, and materials are saved to the maximum extent on the premise of ensuring safety.
3. The construction elements such as the anchor rods and the pipe sheds have a fine and economic construction method for reinforcing collapsed bodies in tunnel holes, particularly the collapsed bodies in different states.
Drawings
FIG. 1 is a schematic diagram of the relationship between the circumferential distribution of the collapsed rings and the vault and the side walls.
Fig. 2 is a schematic elevation view of a tunnel and collapsed reinforcement.
FIG. 3 is a schematic view of the flattening of the hole wall.
Detailed Description
The invention is further illustrated by the following specific examples.
The practical engineering implementation of a certain tunnel in a large mountain in China is taken as an embodiment:
as shown in fig. 1 to 3, as geological changes are found in the construction process of the hole body, the circumferential distance of the advanced small guide pipes of the left and right side wall pilot tunnels and the unexcavated part of the middle pilot tunnel in the hole body is changed from 40cm in the original design to 20cm, and the advanced small guide pipes are processed and constructed according to the original design drawing: the phi 42 small conduit (wall thickness 4 mm) support L =5.0m, the ring distance is 20cm, the longitudinal distance is 300cm, the inclination angle is 15 degrees, grouting is needed in the conduit, the grouting is designed according to the soil body in a limited consolidation range, and the diffusion radius of the grout is not less than 0.5 m;
in the above working process, the slurry is clarified:
(1) grouting parameters: and the water cement ratio of the cement paste is 1: 1; the initial pressure of the grouting pressure is 0.5Mpa, and the final pressure is 0.8 Mpa;
(2) the grouting field test is carried out before grouting, and the grouting parameters refer to the grouting parameters in the previous stage: reinforcing the completed primary support section by using a 9m long phi 108 x 6mm guide pipe as a locking anchor pipe (40 cm of the top of a hole body adopts a non-porous grout stop section), welding I22b I-steel and a primary support steel arch frame at the exposed locking position of the long guide pipe by using 4 sections (one arch waist arch foot at each side) and longitudinally spacing 1.5 m; the method comprises the following steps of 1:1 grouting with cement slurry, wherein the grouting pressure is 0.5-0.8 MPa.
In the construction process, the local collapse occurs in the hole body, so the emergency arrangement of reinforcement measures:
because the soil body of the collapse section is broken and loose, even if the cavity is filled with pumped concrete in the early stage, the collapsed 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, the possibility of displacement of the filled concrete blocks caused by the fact that loose soil mass around the filled concrete blocks gushes out still exists in the arch changing process. The scheme is that five pipe sheds penetrate through the pumped concrete blocks filled in the previous cavities, and then grouting reinforcement is carried out; the pumping concrete blocks in the cavity and the front and rear soil bodies are compactly consolidated to form a whole, so that the loose soil body above the collapsed cavity is prevented from gushing out and the concrete blocks are prevented from sliding in the subsequent treatment process, and the risk of treatment of the collapsed area is reduced. The pipe shed adopts phi 108 x 6mm steel perforated pipes with grouting holes, the length is 21m, the angle is 5-7 degrees, the grouting liquid adopts 1:1 cement grout, the grouting pressure is 0.5-0.8MPa, and the grouting amount is measured according to the evidence of a supervision unit. According to the field situation, five pipe sheds are arranged on the permanent support side of the right pit guiding vault and are uniformly distributed;
and (4) after the secondary lining is poured for 20m and the grouting of the front pipe shed at the top of the right pilot tunnel is finished, replacing the deformed steel arch frame supported at the collapse section at the right pilot tunnel of the right tunnel. According to the field situation, a large amount of collapsed loose soil bodies are left in a cavity of an original collapse section, in order to prevent the soil bodies from suddenly gushing again when a follow-up steel-changing arch frame is excavated, five steps are excavated aiming at a right pilot tunnel, the excavation height of no step is not more than 1.8m, C25 concrete is sprayed in time after excavation and is sealed, phi 42 small pipes (the wall thickness is 4 mm) are radially adopted for grouting and stabilizing the loose soil bodies, the length L =5.0m, the ring distance is 100cm, and the longitudinal distance is 50cm, and 1 is adopted: 1, grouting with cement slurry, wherein the grouting pressure is 0.5-0.8 Mpa.
Claims (1)
1. A method for reinforcing a collapsed body of a long-span tunnel is characterized by comprising the following steps: comprises that
Step 1, evaluating a collapsed state;
step 1.1, determining a collapsed body range, and acquiring collapsed body rock-soil characteristics by adopting manual observation and measurement, geological radar scanning and other auxiliary means, wherein the characteristics include but are not limited to an internal friction angle, whether underground water is contained, and the geometric characteristics and scale of a collapsed body;
step 1.1.1, the concrete process comprises the steps of extending length Lz along the longitudinal direction of the tunnel, extending length Lj along the radial direction of the tunnel, extending length Lh along the circumferential direction of the tunnel, estimating an included angle alpha between the gravity center of a collapsed body and a horizontal line, and comprehensively evaluating the condition of the collapsed body by combining a precursor phenomenon and the condition that small-range collapse has occurred;
1.2, dividing the risk of potential collapse:
step 1.2.1, risk of slumping: considering potential slip possible gravity center and angle, rock-soil parameter friction angle phi and collapse critical slip angle phi c, assuming that the slip angle of a collapsed body and peripheral rock-soil are separated into a critical state is phi c, the same critical slip angle phi c is also provided for a partial slip body of the collapsed body, and if phi c = phi, alpha is larger than phi c, the possibility of the collapse body slipping is increased, otherwise, the slip risk is reduced, and the definition is simplified: the vault range is I level; the vault spanning and the side wall are II-level; the range of the side wall is III level;
the total width Lh of the collapsed body is = d1+ d2, if d1 is less than or equal to 0, the collapsed body is located in the range of the side wall and is regarded as a class III risk, if d1 is greater than 0, the collapsed body is located on the boundary between the side wall and the vault, if 0.6Lh is greater than d1 and is greater than 0, the collapsed body is regarded as a class II risk, and if d1 is greater than or equal to 0.6Lh, the collapsed body is regarded as a class I risk;
step 1.2.2, scale risk and consequences:
recording the excavation area of the tunnel as S (unit square meter), and evaluating the risk of collapse consequence of a collapsed body by taking the excavation volume of each linear meter as a reference, wherein the volume is greater than I grade calculated by S multiplied by 1/3; the volume less than S × 1/3 and greater than S × 1/4 is counted as class II calculation, and the volume less than S × 1/4 is counted as class III calculation;
step 2, reinforcing the collapsed body
Step 2.1, adopting different collapsed body reinforcement parameters aiming at different risk levels:
step 2.1.1 determining reinforcement parameters includes:
1) grouting parameters: cement paste proportioning and grouting pressure;
2) steel bow member, hole all anchor rods, long lock foot anchor rod parameter, steel bow member interval Gd, steel bow member I-steel model Gx, the scope of doing of long lock foot anchor rod, steel cross arm: collapsed body range + front-to-back distance d;
3) advancing pipe shed parameters, namely the construction quantity Cn and the annular spacing Cd;
step 2.1.2, reinforcement construction:
1) the steel arch frame and the long foot-locking anchor rod are integrated and connected through a cross arm steel frame: erecting a steel arch frame in the range of the collapsed body distribution region, driving a long lock pin anchor rod into the steel arch frame, and welding the end part of the long lock pin anchor rod with a cross arm steel frame;
2) grouting in advance in the annular pipe shed in the collapsed area;
3) grouting small guide pipes around the holes;
4) grouting and reinforcing the collapsed area:
4.1) grouting and reinforcing a collapsed area behind the tunnel face, and grouting small guide pipes;
4.2) grouting and reinforcing the collapsed area in front of the tunnel face: advancing a large pipe shed; and following the excavation, grouting by a small guide pipe in the collapsed body range of a subsequent excavation area.
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| CN202111359643.1A CN114151100B (en) | 2021-11-17 | 2021-11-17 | Reinforcing method for collapsed body of large-span tunnel |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| 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 |
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2021
- 2021-11-17 CN CN202111359643.1A patent/CN114151100B/en active Active
Patent Citations (6)
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| CN107194049A (en) * | 2017-05-09 | 2017-09-22 | 山东大学 | A kind of multi objective Grade system of tunnels and underground engineering rockfall risk |
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| Title |
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| 曹忠明;: "隧道塌方段管棚与预注浆施工技术", 公路交通科技(应用技术版), no. 06 * |
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