CN116816389A - Tunnel water-rich karst collapse cavity treatment method - Google Patents
Tunnel water-rich karst collapse cavity treatment method Download PDFInfo
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- CN116816389A CN116816389A CN202310863637.2A CN202310863637A CN116816389A CN 116816389 A CN116816389 A CN 116816389A CN 202310863637 A CN202310863637 A CN 202310863637A CN 116816389 A CN116816389 A CN 116816389A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 74
- 238000000034 method Methods 0.000 title claims abstract description 23
- 238000010276 construction Methods 0.000 claims abstract description 16
- 239000002002 slurry Substances 0.000 claims abstract description 11
- 238000012544 monitoring process Methods 0.000 claims abstract description 8
- 239000011435 rock Substances 0.000 claims abstract description 6
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 4
- 239000003657 drainage water Substances 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 28
- 239000010959 steel Substances 0.000 claims description 28
- 239000004567 concrete Substances 0.000 claims description 18
- 239000000463 material Substances 0.000 claims description 11
- FGUUSXIOTUKUDN-IBGZPJMESA-N C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 Chemical compound C1(=CC=CC=C1)N1C2=C(NC([C@H](C1)NC=1OC(=NN=1)C1=CC=CC=C1)=O)C=CC=C2 FGUUSXIOTUKUDN-IBGZPJMESA-N 0.000 claims description 9
- 239000006260 foam Substances 0.000 claims description 9
- 239000011440 grout Substances 0.000 claims description 9
- 239000004746 geotextile Substances 0.000 claims description 7
- 239000002893 slag Substances 0.000 claims description 7
- 238000003780 insertion Methods 0.000 claims description 6
- 230000037431 insertion Effects 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 5
- 239000007924 injection Substances 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 5
- 239000000853 adhesive Substances 0.000 claims description 4
- 239000002131 composite material Substances 0.000 claims description 4
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 229920000642 polymer Polymers 0.000 claims description 4
- 230000000903 blocking effect Effects 0.000 claims description 3
- 239000003673 groundwater Substances 0.000 claims description 3
- 229920001903 high density polyethylene Polymers 0.000 claims description 3
- 239000004700 high-density polyethylene Substances 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000004090 dissolution Methods 0.000 claims description 2
- 238000003672 processing method Methods 0.000 claims 5
- 238000005507 spraying Methods 0.000 abstract description 2
- 238000009412 basement excavation Methods 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000005266 casting Methods 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 239000000945 filler Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000009172 bursting Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000012634 fragment Substances 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Classifications
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the field of tunnel construction methods, in particular to a tunnel water-rich karst collapse cavity treatment method which is simple to operate, fast in progress, low in cost and high in safety, and comprises the following treatment steps: a. rapidly spraying a plugging agent to seal the cavity collapse surface; b. advanced geological forecast; c. drainage water treatment; d. constructing a slurry stopping wall; e. grouting and water plugging of advanced curtain: according to the water inflow, water pressure and other conditions, comprehensively determining the arrangement of grouting holes, wherein the grouting mode adopts forward type sectional grouting; f. cavity collapse treatment in the hole; g. monitoring and measuring, namely after the collapse cavity treatment of karst is completed, monitoring and measuring and observing the karst cave section, analyzing the change condition of surrounding rock of the section of the karst cave section, and judging the effectiveness of karst cave treatment measures. The method for treating the water-rich karst collapse cavity is simple in operation, fast in progress, low in cost and high in safety, and is particularly suitable for treating the water-rich karst collapse cavity of the tunnel.
Description
Technical Field
The invention relates to the field of tunnel construction methods, in particular to a tunnel water-rich karst collapse cavity treatment method.
Background
Karst areas have complex geological conditions, and long highway tunnel engineering is built in karst development areas, so that karst holes with different sizes and shapes can be met. If the construction process is improperly processed, engineering disasters such as collapse, mud bursting, water flushing, instability of the tunnel body and the like are extremely easy to cause threat to tunnel construction and operation safety. When a large-scale water-rich karst crushing belt is required to be treated in the tunnel excavation process, the adopted filler is mostly soft plastic soil, raw rock-containing weathered fragments are adopted, the filler is in a sliding outflow state after tunnel excavation, obvious water flow is sprayed or overflows, the possibility of breaking through karst disasters is high in construction, the conventional grouting is adopted for sealing karst cave treatment, the stability of a collapse cavity and a tunnel face is difficult to ensure, and the safety, quality and progress of tunnel construction are difficult to ensure.
Therefore, the existing construction process is not combined with the environmental characteristics of the water-rich karst collapse cavity of the tunnel, the adopted treatment method is long in treatment time, and the material waste is serious.
Disclosure of Invention
The technical problem to be solved by the invention is to provide the tunnel water-rich karst collapse cavity treatment method which is simple to operate, fast in progress, low in cost and high in safety.
The technical scheme adopted for solving the technical problems is as follows: the tunnel water-rich karst collapse cavity treatment method comprises the following treatment steps: a. quick injection of plugging agent seals the collapse surface: when a collapse cavity appears at the arch crown and the arch waist of the tunnel and the water yield is not large, rapidly closing the collapse cavity surface of the collapse cavity by adopting an overspeed setting plugging material; backfilling is completed by backfilling hole slag behind the tunnel face, a construction platform is arranged at the lower part of the collapse body, the height of the platform is flush with the back pressure hole slag of the impact section of the tunnel face, C30 concrete with the thickness of 20cm is sprayed after backfilling is completed, and the stability of the platform is ensured; b. advanced geological forecast: after the cavity surface of the collapse cavity is closed, adopting a geophysical prospecting method to find the shape, the range, the size, the filling materials, the groundwater and the like of the karst cave; c. drainage water treatment: a steel pipe scaffold is erected by utilizing a construction platform, a large-caliber steel pipe is installed, and the water discharged from the collapse cavity is subjected to preliminary flow returning, so that most of water burst is discharged along the flow guiding pipe; d. and (3) constructing a grout stopping wall: the slurry stopping wall is constructed on the tunnel face, so that the tunnel face is effectively sealed, and further surge condition of the tunnel face is prevented; e. grouting and water plugging of advanced curtain: according to the water inflow, water pressure and other conditions, comprehensively determining the arrangement of grouting holes, wherein the grouting mode adopts forward type sectional grouting; f. the cavity collapse treatment comprises the following steps: 1. drainage in the collapse cavity: after the collapse cavity is sealed and stable, a drain pipe is arranged, and the water outlet end of the drain pipe is provided with geotextile for preventing silt from blocking the pipe, so that water in the dissolution cavity is discharged through the annular drain pipe; 2. advanced support: setting up double rows of advanced grouting small pipes in the range of the collapse cavity, wherein the grouting small pipes adopt phi 42 seamless steel pipes, the external insertion angle of a lower row of short pipes is 10-15 degrees, and the external insertion angle of an upper row of long pipes is 20-35 degrees; 3. collapse affects the primary support reinforcement grouting of the section: erecting a steel arch on the primary support of the karst cave affected section; 4. and backfilling foam lightweight concrete in the cavity: pouring the mixed foam light concrete into the collapse cavity through a grouting small conduit, and stopping grouting by continuing lOmin when the grouting amount is gradually reduced and the grouting pressure tends to be stable, and adopting C30 concrete for hole sealing operation; 5. laying a waterproof layer: adopting a non-woven geotextile and a polymer self-adhesive waterproof coiled material composite waterproof layer to treat the outer layer of the collapse cavity; 6. and (3) performing secondary lining: the secondary lining of the collapse section of the collapse cavity adopts a reinforced concrete structure; g. monitoring and measuring, namely after the collapse cavity treatment of karst is completed, monitoring and measuring and observing the karst cave section, analyzing the change condition of surrounding rock of the section of the karst cave section, and judging the effectiveness of karst cave treatment measures.
In the step d, a temporary water collecting ditch is arranged at the water inflow position to collect scattered water which does not flow out of the flow guide pipe, and a drainage steel pipe is arranged to guide the water out of the slurry stopping wall during the concrete pouring of the slurry stopping wall. The influence of scattered water on the grout stopping wall can be reduced by leading the water out of the grout stopping wall, and the smooth pouring of the grout stopping wall is ensured.
Further, in the step f, the drain pipe is a phi 30cm HDPE double-arm corrugated drain pipe.
Further, in the step f, the length of the short guide pipes of the lower row is 3m, and the interval between the short guide pipes of the lower row is 0.5m.
Further, in the step f, the upper long guide pipes are 5m long, and the interval between the upper long guide pipes is 0.5m.
In the step f, when the steel arch is erected on the primary support of the karst cave affected section, the steel arch adopts I20, the distance is 50cm, phi 8 steel bar meshes are hung, the grid distance is 20 multiplied by 20cm, phi 22 mortar anchor rods are radially arranged, the length is 4m, and the distance is 1.2 multiplied by 1.2m, and the steel arch is arranged in a quincuncial shape.
And in the step f, pouring the mixed foam light concrete into the collapse cavity through a grouting small conduit, wherein the pouring thickness is 2m.
The beneficial effects of the invention are as follows: 1. the double-row advanced small guide pipe grouting is adopted, the large locking feet are used for reinforcing the integral connection of the steel arch centering, the cavity collapse treatment requirement is met, and long-time treatment and material waste caused by reinforcing the long pipe shed are avoided; 2. the self-compaction material is high in durability, self-compaction, high in compressibility and ductility, and adjustable in density and strength; 3. the outer layer of the collapse cavity is treated by adopting the non-woven geotextile and the polymer self-adhesive waterproof coiled material composite waterproof layer, so that the secondary water seepage of the lining structure caused by breakage and non-adhesion during the laying of the waterproof board is effectively solved. The method for treating the water-rich karst collapse cavity is simple in operation, fast in progress, low in cost and high in safety, and is particularly suitable for treating the water-rich karst collapse cavity of the tunnel.
Drawings
FIG. 1 is a schematic view of karst collapse chamber and face closure.
FIG. 2 is a schematic elevation view of full-face curtain grouting pre-grouting.
FIG. 3 is a schematic cross-sectional view of a full-face curtain grouting pre-grouting section.
FIG. 4 is a schematic illustration of a karst collapse chamber support treatment.
Fig. 5 is a schematic view of a double row arrangement of small ducts.
Marked in the figure as: vault preliminary bracing 1, collapse cavity 2, grout stop wall 3, face 4, water stop rock 41, temporary catchment 5, backfill hole slag 6, C30 concrete 7, grouting holes 8, upper stage grouting holes 81, lower stage grouting holes 82, advanced grouting water shutoff zone 9, first grouting hole ring 91, second grouting hole ring 92, third grouting hole ring 93, I20 steel arch 10, lower row short conduit 101, upper row long conduit 102, preliminary bracing 11.
Detailed Description
The invention will be further described with reference to the drawings and examples.
The tunnel water-rich karst collapse cavity treatment method shown in fig. 1 to 5 has the advantages of simple operation, fast progress, low cost and high safety due to the adoption of a mode of fast sealing the collapse cavity surface and the tunnel face, grouting for dissolving cavity, emission reduction, drainage and depressurization, and comprehensive treatment measures such as foam lightweight concrete backfilling in the collapse cavity, double-row advanced small-conduit grouting, mortar anchor rod reinforcement and the like. When encountering a large-scale water-rich karst breaking belt in the tunnel excavation process, the following treatment mode is adopted: 1. and rapidly spraying the plugging agent to seal the cavity collapse surface. (1) When collapse cavity sections appear at the arch crown and the arch waist of the tunnel and the water yield is not large, the collapse cavity surfaces are sealed by adopting the overspeed setting plugging material rapidly. (2) Hole slag backfilling is adopted behind the tunnel face, a construction platform is arranged at the lower part of the collapse body, the platform height is flush with the tunnel slag in the impact section of the tunnel face, C30 concrete with the thickness of 20cm is sprayed after backfilling is finished, and the stability of the platform is ensured. 2. Advanced geological forecast. After the cavity collapse surface is closed, the conditions of the shape, the range, the size, the filling, the groundwater and the like of the karst cave are ascertained by adopting a geophysical prospecting method. 3. Drainage water treatment: and a steel pipe scaffold is erected by utilizing a construction platform, a large-caliber steel pipe is installed, and the yielding water in the collapse cavity is subjected to preliminary flow returning, so that most of the water burst is discharged along the flow guiding pipe. (1) In order not to change the flow rule of the underground water, the treatment of the water in the dissolving cavity adopts a mutual communication mode. Through multiple geological means, the development direction of the water in the dissolving tube around the tunnel is ascertained, the dissolving tube is communicated by adding an auxiliary channel at a proper position of the side wall, and a water channel is formed, so that the total flowing trend of underground water is not changed. (2) Because the water in the dissolving pipe generally contains a large amount of silt and can be influenced by atmospheric rainfall, the auxiliary pipeline should have a larger water cross section on one hand and a certain gradient on the other hand so as to prevent the silt from accumulating. 4. And (3) constructing a grout stopping wall: and a slurry stopping wall is arranged on the tunnel face, so that the tunnel face is effectively sealed, and further surge condition of the tunnel face is prevented. The grout stopping wall can be constructed in two sections: the first casting step plays a role in flow returning, and the second casting step plays a role in water shutoff; in order to facilitate construction, a temporary water collecting ditch can be arranged at a water gushing position to collect scattered water which does not flow out of the guide pipe, and a drainage steel pipe is arranged to guide the water out of the slurry stopping wall when the slurry stopping wall is concreted. 5. The advanced curtain grouting is used for plugging water, the grouting hole arrangement is comprehensively determined according to the water inflow, water pressure and other conditions, and the forward type sectional grouting is adopted in the grouting mode. The full-face (curtain) advanced pre-grouting construction technology comprises the following steps: (1) Before each cycle of advanced pre-grouting, a 100cm thick grout stopping wall is required to be arranged. (2) The hole forming grouting adopts forward type sectional grouting, after the sleeve is installed, grouting is started after each drill reaches 5-7 meters, and drilling grouting is started at the next stage after the grouting meets the design requirement. And a sleeve plunger mode is adopted during grouting, and meanwhile, a long grouting pipe is required to be inserted into a preset position especially for deep holes exceeding 20 meters, so that the grouting effect and the grouting efficiency at the bottom of the hole are improved. (3) The method adopts the measures of repeated injection, alternation of thin pulp and thick pulp, and combination of pressure control and injection pulp quantity control, and the grouting pressure is gradually increased from low to high. The initial grouting pressure is recommended to adopt 1.2 times of hydrostatic pressure, and the grouting time is flexibly adjusted according to the injection rate of the slurry. (4) After each cycle grouting is completed and the excavation construction is completed, about 6 meters is reserved to serve as a grouting and stopping section at the lower stage. 6. And (3) cavity collapse treatment in a hole: (1) collapse of the drainage in the cavity. After the cavity is closed and stable, a phi 30cm HDPE double-arm corrugated drain pipe (the water outlet end is provided with geotextile to prevent silt from blocking the pipe) is arranged, and water in the solution cavity is discharged through the annular drain pipe. (2) The method comprises the steps of advanced support, setting up double rows of advanced grouting small guide pipes in the cavity collapse range, wherein the grouting small guide pipes are phi 42 seamless steel pipes, the length of a lower row of short guide pipes is 3m, the external insertion angle is 10-15 degrees, the length of an upper row of long guide pipes is 5m, the external insertion angle is 20-35 degrees, and the circumferential spacing is 0.5m. (3) The method comprises the steps of reinforcing and grouting a collapse influence section primary support, and erecting steel arches on the karst cave influence section primary support, wherein the steel arches are I20, and the distance between the steel arches is 50cm. And phi 8 steel bar meshes are hung, the grid spacing is 20cm, phi 22 mortar anchor rods are radially arranged, the length is 4m, the spacing is 1.2 multiplied by 1.2m, and the quincuncial arrangement is realized. (4) And filling foam lightweight concrete in the cavity, and pouring the mixed foam lightweight concrete into the cavity through a grouting pipe, wherein the pouring thickness is 2m. And stopping grouting by continuously carrying out the lOmin when the grouting amount gradually decreases and the grouting pressure tends to be stable, and adopting C30 concrete to carry out hole sealing operation. (5) paving a waterproof layer: and processing the outer layer of the collapse cavity by adopting a composite waterproof layer of the non-woven geotextile and the high polymer self-adhesive waterproof coiled material. (6) performing secondary lining: the secondary lining of the collapse section adopts a reinforced concrete structure. 7. Monitoring and measuring, namely after karst collapse cavity treatment is completed, monitoring, measuring and observing the karst cave section, analyzing the change condition of surrounding rock of the cross section of the karst cave section, and judging the effectiveness of karst cave treatment measures.
Claims (7)
1. The tunnel water-rich karst collapse cavity treatment method is characterized by comprising the following treatment steps:
a. quick injection of plugging agent seals the collapse surface: when a collapse cavity (2) appears at the arch top and the arch waist of the tunnel and the water yield is not large, rapidly closing the collapse cavity surface of the collapse cavity (2) by adopting an overspeed setting plugging material; backfilling is completed by adopting backfill hole slag (6) behind the tunnel face (4), a construction platform is arranged at the lower part of the collapse body, the platform height is flush with the back pressure hole slag of the impact section of the tunnel face (4), and C30 concrete (7) with the thickness of 20cm is sprayed after backfill is completed, so that the stability of the platform is ensured;
b. advanced geological forecast: after the cavity surface of the collapse cavity (2) is closed, adopting a geophysical prospecting method to ascertain the shape, range, size, filling, groundwater and the like of the karst cave;
c. drainage water treatment: a steel pipe scaffold is erected by utilizing a construction platform, a large-caliber steel pipe is installed, and the water discharged from the collapse cavity is subjected to preliminary flow returning, so that most of water burst is discharged along the flow guiding pipe;
d. and (3) constructing a grout stopping wall: the slurry stopping wall (3) is constructed on the tunnel face (4), the tunnel face (4) is effectively sealed, and further surge conditions of the tunnel face (4) are prevented;
e. grouting and water plugging of advanced curtain: according to the water inflow, water pressure and other conditions, comprehensively determining the arrangement of grouting holes, wherein the grouting mode adopts forward type sectional grouting;
f. the cavity collapse treatment comprises the following steps:
1. drainage in the collapse cavity: after the collapse cavity is sealed and stable, a drain pipe is arranged, and the water outlet end of the drain pipe is provided with geotextile for preventing silt from blocking the pipe, so that water in the dissolution cavity is discharged through the annular drain pipe;
2. advanced support: setting up double rows of advanced grouting small pipes in the range of the collapse cavity (2), wherein the grouting small pipes adopt phi 42 seamless steel pipes, the external insertion angle of a lower row of short pipes (101) is 10-15 degrees, and the external insertion angle of an upper row of long pipes (102) is 20-35 degrees;
3. collapse affects the primary support reinforcement grouting of the section: erecting a steel arch on an initial support (11) of a karst cave influence section;
4. and backfilling foam lightweight concrete in the cavity: pouring the mixed foam light concrete into the collapse cavity (2) through a grouting small conduit, and stopping grouting by continuing lOmin when the grouting amount is gradually reduced and the grouting pressure tends to be stable, and adopting C30 concrete for hole sealing operation;
5. laying a waterproof layer: adopting a non-woven geotextile and a polymer self-adhesive waterproof coiled material composite waterproof layer to treat the outer layer of the collapse cavity (2);
6. and (3) performing secondary lining: the secondary lining of the collapse section of the collapse cavity (2) adopts a reinforced concrete structure;
g. monitoring and measuring, namely after the karst collapse cavity (2) is processed, monitoring and measuring and observing the karst cave section, analyzing the change condition of the surrounding rock of the karst cave section, and judging the effectiveness of karst cave treatment measures.
2. The method for treating the water-rich karst collapse of the tunnel according to claim 1, wherein the method comprises the following steps: in the step d, a temporary water collecting ditch (5) is arranged at a water gushing position to collect scattered water which does not flow out of the flow guide pipe, and a flow guide steel pipe is arranged to guide the water out of the slurry stopping wall (3) while the concrete of the slurry stopping wall (3) is poured.
3. The tunnel water-rich karst collapse cavity processing method according to claim 1 or 2, characterized in that: in step f, the drain pipe is a phi 30cm HDPE double-arm corrugated drain pipe.
4. The tunnel water-rich karst collapse cavity processing method according to claim 1 or 2, characterized in that: in step f, the lower short guide pipes (101) are 3m long, and the interval between the lower short guide pipes (101) is 0.5m.
5. The tunnel water-rich karst collapse cavity processing method according to claim 1 or 2, characterized in that: in step f, the upper long guide pipes (102) are 5m long, and the interval between the upper long guide pipes (102) is 0.5m.
6. The tunnel water-rich karst collapse cavity processing method according to claim 1 or 2, characterized in that: in the step f, when a steel arch is erected on the primary support (11) of the karst cave affected section, the steel arch adopts I20, the distance is 50cm, phi 8 steel bar meshes are hung, the grid distance is 20 multiplied by 20cm, phi 22 mortar anchor rods are radially arranged, the length is 4m, and the distance is 1.2 multiplied by 1.2m, and the steel arch is arranged in a quincuncial shape.
7. The tunnel water-rich karst collapse cavity processing method according to claim 1 or 2, characterized in that: and f, pouring the mixed foam light concrete into the collapse cavity (2) through a grouting small conduit, wherein the pouring thickness is 2m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310863637.2A CN116816389A (en) | 2023-07-14 | 2023-07-14 | Tunnel water-rich karst collapse cavity treatment method |
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| CN202310863637.2A CN116816389A (en) | 2023-07-14 | 2023-07-14 | Tunnel water-rich karst collapse cavity treatment method |
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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 |
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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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