CN113685191A - Method for treating collapse of carbonaceous slates in water during tunnel excavation - Google Patents
Method for treating collapse of carbonaceous slates in water during tunnel excavation Download PDFInfo
- Publication number
- CN113685191A CN113685191A CN202111053562.9A CN202111053562A CN113685191A CN 113685191 A CN113685191 A CN 113685191A CN 202111053562 A CN202111053562 A CN 202111053562A CN 113685191 A CN113685191 A CN 113685191A
- Authority
- CN
- China
- Prior art keywords
- grouting
- collapse
- construction
- monitoring
- water
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 32
- 238000009412 basement excavation Methods 0.000 title claims abstract description 19
- 238000010276 construction Methods 0.000 claims abstract description 40
- 238000012544 monitoring process Methods 0.000 claims abstract description 39
- 239000011435 rock Substances 0.000 claims abstract description 33
- 238000005553 drilling Methods 0.000 claims description 30
- 229910000831 Steel Inorganic materials 0.000 claims description 26
- 239000010959 steel Substances 0.000 claims description 26
- 239000002002 slurry Substances 0.000 claims description 17
- 230000002787 reinforcement Effects 0.000 claims description 9
- 239000010454 slate Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 6
- 239000012530 fluid Substances 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 5
- 238000009825 accumulation Methods 0.000 claims description 4
- 230000009194 climbing Effects 0.000 claims description 4
- 238000007596 consolidation process Methods 0.000 claims description 4
- 238000012937 correction Methods 0.000 claims description 4
- 238000013461 design Methods 0.000 claims description 4
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 239000012466 permeate Substances 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 4
- 238000004080 punching Methods 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000010865 sewage Substances 0.000 claims description 4
- 239000010802 sludge Substances 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 239000002699 waste material Substances 0.000 claims description 4
- 239000004567 concrete Substances 0.000 abstract description 3
- 239000000463 material Substances 0.000 description 5
- 239000011378 shotcrete Substances 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Images
Classifications
-
- 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
-
- 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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Soil Sciences (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of tunnel excavation, in particular to a method for treating collapse of carbonaceous slates when encountering water during tunnel excavation. The specific construction method comprises the following steps: back pressure backfill, pipe shed construction, water seepage treatment, grouting for arranging and grouting floral tubes, monitoring section deformation and excavating. The plateau carbonaceous plate rock water-encountering section collapse treatment method has the advantages of safe and reliable construction process, cost saving, high construction efficiency and guaranteed engineering construction quality, and lays a good foundation for subsequent concrete pouring construction. The vault of the collapse section is supported by the pipe shed construction, so that safety hazards caused by falling rocks to the collapse construction are avoided; the grouting pipe shed and the grouting guide pipe stabilize surrounding rocks at the periphery, so that collapse treatment is safer; and vault grouting holes are reserved to ensure that vault grouting is full, so that vault surrounding rock is more stable.
Description
Technical Field
The invention relates to the technical field of tunnel excavation, in particular to a method for treating collapse of carbonaceous slates when encountering water during tunnel excavation.
Background
In the excavation process of the tunnel in the alpine region, the water seepage condition occurs in local regions, plateau slates soften and deteriorate after meeting water in the water seepage section to form carbon slates, the density of the rocks is high, the water seepage is stored between the upper slate and the lower slate and is not easy to flow out, the contact of the two layers of slates is lubricated, and collapse is very easy to cause. Aiming at the rapid treatment after tunnel collapse, the construction method of carrying out back pressure backfill on the collapse section and constructing the pipe shed in the tunnel is adopted by combining the construction characteristics of the project, so that the construction progress is accelerated under the conditions of safety and quality.
Disclosure of Invention
Based on the technical problems, the construction method for carrying out back-pressure backfill on the collapse section and constructing the pipe shed in the tunnel is adopted by combining the engineering construction characteristics of the plateau area aiming at the rapid treatment after the tunnel collapse, so that the construction progress is accelerated under the conditions of safety and quality. Aims to provide a method for treating collapse of carbonaceous slates when encountering water during tunnel excavation.
The invention provides a method for treating collapse of carbonaceous slates when encountering water during tunnel excavation, which comprises the following specific steps:
step 1, back pressure backfill: the method comprises the following steps of carrying out back-pressure backfill on a collapse section by using waste slag generated in the excavation of a tunnel cave depot through mechanical equipment, and repeatedly compacting a backfill part to avoid potential safety hazards caused by secondary collapse sections of the collapse section to site construction;
step 2, pipe shed construction: adopting phi 108 hot-rolled seamless steel pipes, wherein the length is 12m, the external insertion angle is 1-5 degrees, the circumferential distance is 30cm, grouting reinforcement is carried out on the advanced pipe shed, the number of joints in the same longitudinal cross section of the tunnel is not more than 50%, the joints of adjacent steel pipes are staggered by 1m, and the pipe shed is constructed by adopting a drilling method; the axial direction of a drill rod is strictly controlled during drilling, a scaffold is reliably erected, a drilling machine is firmly fixed, a drilling deflection degree is measured by adopting an inclinometer during drilling, and if the deflection degree exceeds the design requirement, correction is timely carried out; when the pipe shed is connected, the joint is made of a steel pipe hoop, the screw thread is fully arranged on the joint, the length of the screw thread is not less than 150mm, and the joint is staggered on the cross section;
and step 3, water seepage treatment: adopting a phi 108 hot-rolled seamless steel pipe with the length of 20m, punching holes at the periphery of the seamless steel pipe, then inserting the seamless steel pipe into a rock body from a water seepage point, draining accumulated water in the rock body into a water accumulation pit in a tunnel, and pumping and draining the accumulated water to a sewage treatment system outside the tunnel by using a sludge pump;
step 4, setting and grouting a grouting floral tube: drilling phi 42 grouting floral tubes with the length of 6.0m and the interval of 1m multiplied by 1m in a quincunx arrangement at the arch part of the collapse section, and performing consolidation grouting on the surrounding rock; drilling grout holes on the pipe wall of the grouting perforated pipe, wherein the hole diameter is 8mm, the longitudinal distance is 150mm, and the grouting perforated pipe is arranged in a quincunx manner; during grouting, double-fluid slurry is adopted, so that the slurry can fully permeate into surrounding rock cracks;
step 5, monitoring and excavating the deformation of the section: monitoring the deformation monitoring frequency of the primary support near the tunnel face, wherein the monitoring comprises settlement and convergence monitoring, a blue card TS60 total station is adopted for monitoring, the embedding distance of monitoring marks is 2 m/row, 7 points are arranged in each row, and the monitoring frequency is 3 h/time; performing tunnel deformation analysis according to the monitoring data, if the grouting pressure is overlarge in the grouting process, increasing the dead weight of the rock mass at the part, causing deformation and collapse of the part, and reinforcing the collapsed section; and (5) excavating construction by adopting a method of climbing up and down steps and reserving core soil according to the rock condition after the reinforcement is finished.
Further, in the step 2, when the pipe shed is grouted and reinforced, the grouting pressure is 1.0-2.0 MPa, and the ratio of water to cement in the slurry is 0.8: 1-1: 1.
Further, in step 5, when the blue card TS60 total station performs monitoring, the accuracy is 0.5 second.
Compared with the prior art, the invention has the following beneficial effects:
the plateau carbonaceous plate rock water-encountering section collapse treatment method has the advantages of safe and reliable construction process, cost saving, high construction efficiency and guaranteed engineering construction quality, and lays a good foundation for subsequent concrete pouring construction. The vault of the collapse section is supported by the pipe shed construction, so that safety hazards caused by falling rocks to the collapse construction are avoided; the grouting pipe shed and the grouting guide pipe stabilize surrounding rocks at the periphery, so that collapse treatment is safer; and vault grouting holes are reserved to ensure that vault grouting is full, so that vault surrounding rock is more stable.
Drawings
FIG. 1 is a flow chart of the construction method of the present invention.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the following embodiments, and it should be understood 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.
Example 1
A method for treating collapse of carbonaceous slates when encountering water during tunnel excavation comprises the following specific steps:
step 1, back pressure backfill: the method comprises the following steps of carrying out back-pressure backfill on a collapse section by using waste slag generated in the excavation of a tunnel cave depot through mechanical equipment, and repeatedly compacting a backfill part to avoid potential safety hazards caused by secondary collapse sections of the collapse section to site construction;
step 2, pipe shed construction: adopting phi 108 hot-rolled seamless steel pipes, wherein the length is 12m, the external insertion angle is 1 DEG, the circumferential distance is 30cm, the grouting reinforcement of the advanced pipe shed is carried out, the number of joints in the same longitudinal cross section of the tunnel is not more than 50%, the joints of adjacent steel pipes are staggered by 1m, and the pipe shed is constructed by adopting a drilling method; the axial direction of a drill rod is strictly controlled during drilling, a scaffold is reliably erected, a drilling machine is firmly fixed, a drilling deflection degree is measured by adopting an inclinometer during drilling, and if the deflection degree exceeds the design requirement, correction is timely carried out; when the pipe shed is connected, the joint is made of a steel pipe hoop, the screw thread is fully arranged on the joint, the length of the screw thread is not less than 150mm, and the joint is staggered on the cross section; when the pipe shed is grouted and reinforced, the grouting pressure is 1.0MPa, and the ratio of water to cement in the grout mixture ratio is 0.8: 1.
And step 3, water seepage treatment: adopting a phi 108 hot-rolled seamless steel pipe with the length of 20m, punching holes at the periphery of the seamless steel pipe, then inserting the seamless steel pipe into a rock body from a water seepage point, draining accumulated water in the rock body into a water accumulation pit in a tunnel, and pumping and draining the accumulated water to a sewage treatment system outside the tunnel by using a sludge pump;
step 4, setting and grouting a grouting floral tube: drilling phi 42 grouting floral tubes with the length of 6.0m and the interval of 1m multiplied by 1m in a quincunx arrangement at the arch part of the collapse section, and performing consolidation grouting on the surrounding rock; drilling grout holes on the pipe wall of the grouting perforated pipe, wherein the hole diameter is 8mm, the longitudinal distance is 150mm, and the grouting perforated pipe is arranged in a quincunx manner; during grouting, double-fluid slurry is adopted, so that the slurry can fully permeate into surrounding rock cracks;
step 5, monitoring and excavating the deformation of the section: monitoring the deformation monitoring frequency of the primary support near the tunnel face, wherein the monitoring comprises settlement and convergence monitoring, a blue card TS60 total station is adopted for monitoring (the precision is 0.5 second), the embedding interval of monitoring marks is 2 m/row, 7 points are arranged in each row, and the monitoring frequency is 3 h/time; performing tunnel deformation analysis according to the monitoring data, if the grouting pressure is overlarge in the grouting process, increasing the dead weight of the rock mass at the part, causing deformation and collapse of the part, and reinforcing the collapsed section; and (5) excavating construction by adopting a method of climbing up and down steps and reserving core soil according to the rock condition after the reinforcement is finished.
Example 2
A method for treating collapse of carbonaceous slates when encountering water during tunnel excavation comprises the following specific steps:
step 1, back pressure backfill: the method comprises the following steps of carrying out back-pressure backfill on a collapse section by using waste slag generated in the excavation of a tunnel cave depot through mechanical equipment, and repeatedly compacting a backfill part to avoid potential safety hazards caused by secondary collapse sections of the collapse section to site construction;
step 2, pipe shed construction: adopting phi 108 hot-rolled seamless steel pipes, wherein the length is 12m, the external insertion angle is 5 degrees, the circumferential distance is 30cm, the grouting reinforcement of the advanced pipe shed is carried out, the number of joints in the same longitudinal cross section of the tunnel is not more than 50%, the joints of adjacent steel pipes are staggered by 1m, and the pipe shed is constructed by adopting a drilling method; the axial direction of a drill rod is strictly controlled during drilling, a scaffold is reliably erected, a drilling machine is firmly fixed, a drilling deflection degree is measured by adopting an inclinometer during drilling, and if the deflection degree exceeds the design requirement, correction is timely carried out; when the pipe shed is connected, the joint is made of a steel pipe hoop, the screw thread is fully arranged on the joint, the length of the screw thread is not less than 150mm, and the joint is staggered on the cross section; when grouting reinforcement is carried out on the pipe shed, the grouting pressure is 2.0MPa, and the ratio of water to cement in the slurry is 1: 1;
and step 3, water seepage treatment: adopting a phi 108 hot-rolled seamless steel pipe with the length of 20m, punching holes at the periphery of the seamless steel pipe, then inserting the seamless steel pipe into a rock body from a water seepage point, draining accumulated water in the rock body into a water accumulation pit in a tunnel, and pumping and draining the accumulated water to a sewage treatment system outside the tunnel by using a sludge pump;
step 4, setting and grouting a grouting floral tube: drilling phi 42 grouting floral tubes with the length of 6.0m and the interval of 1m multiplied by 1m in a quincunx arrangement at the arch part of the collapse section, and performing consolidation grouting on the surrounding rock; drilling grout holes on the pipe wall of the grouting perforated pipe, wherein the hole diameter is 8mm, the longitudinal distance is 150mm, and the grouting perforated pipe is arranged in a quincunx manner; during grouting, double-fluid slurry is adopted, so that the slurry can fully permeate into surrounding rock cracks;
step 5, monitoring and excavating the deformation of the section: monitoring the deformation monitoring frequency of the primary support near the tunnel face, wherein the monitoring comprises settlement and convergence monitoring, a blue card TS60 total station is adopted for monitoring (the precision is 0.5 second), the embedding interval of monitoring marks is 2 m/row, 7 points are arranged in each row, and the monitoring frequency is 3 h/time; performing tunnel deformation analysis according to the monitoring data, if the grouting pressure is overlarge in the grouting process, increasing the dead weight of the rock mass at the part, causing deformation and collapse of the part, and reinforcing the collapsed section; and (5) excavating construction by adopting a method of climbing up and down steps and reserving core soil according to the rock condition after the reinforcement is finished.
Example 3
The construction of 'collapse of the carbonaceous slate in the water section' can effectively reduce the rework cost caused by the collapse of the primary support of the tunnel, and the analysis of the construction benefits of the collapse of the carbonaceous slate in the water section is as follows:
(1) the two processes of normal collapse treatment and collapse treatment of the carbonaceous slate when meeting water are compared and analyzed as follows:
back shoveling: 1, loader: 1, hand pneumatic drill: 6, 6 excavate, 8 people of slip casting, pipe shed, the gradual floral tube is beaten and is established 8 people. Normal collapse treatment is carried out according to the site construction condition; the planning period is 35 days, and the used materials, machines and workers are calculated as follows:
back pressure backfilling: 2 d;
manual work: 6 persons/d; total 6 × 2 × 300 ═ 3600;
mechanically: backhoe 2 × 480 — 960, loader 2 × 450 — 900;
material cost: c25 sprayed concrete 368 1582.68 582426.24, slag backfilling 482 8194
Mechanical cost: backhoe 35 × 450 × 8 126000; loader 35 × 450 × 12600; geology detecting instrument 50000
Hand pneumatic drilling: 6, 35, 220, 46200;
material cost: cement slurry 264t, double fluid slurry 135. 264 × 1100 ═ 290400; biliquid slurry 135 × 1230 × 166050; phi 108 hot-rolled seamless steel pipe 324-170-55080; phi 42 grouting floral tube 402 × 32.7 × 13145.4; i18 h-beam 0.578 h 5 h 4780 h 13814.2
Labor cost: 35 x 300 x 20 x 210000; (ii) a
The cost required by normal collapse treatment is 1502809.84 yuan;
(2) constructing a collapse section of the carbonaceous slate when encountering water: back shoveling: 1, loader: 1, hand pneumatic drill: 6, 6 excavating persons, 8 erecting persons and 6 spraying anchors. According to the field construction condition, an expanding excavation section is formed; the actual construction period is 15 days.
Back pressure backfilling: 2 d;
manual work: 6 persons/d; total 6 × 2 × 300 ═ 3600;
mechanically: backhoe 2 × 480 — 960, loader 2 × 450 — 900;
material cost: c25 shotcrete 268 × 1582.68 ═ 424158.24, slag backfill 482 × 17 ═ 8194
Mechanical cost: backhoe 15 × 450 6750; 15 × 450 ═ 6750;
hand pneumatic drilling: 6, 15, 220, 19800;
material cost: cement slurry 264t, double fluid slurry 135. 264 × 1100 ═ 290400; biliquid slurry 135 × 1230 × 166050; phi 108 hot-rolled seamless steel pipe 324-170-55080; phi 42 grouting floral tube 402 × 32.7 × 13145.4; i18 h-beam 0.578 h 5 h 4780 h 13814.2
Labor cost: 15 × 300 × 20 ═ 90000;
the cost required by collapse processing of the carbonaceous slates when meeting water is 10914078.84 yuan;
compared with the normal treatment of the collapse section, the collapse treatment cost of the plateau carbonaceous slate section when meeting water is 1502809.84-10914078.8-411402 yuan, and the construction safety and the construction quality are ensured, and a good foundation is laid for the subsequent concrete pouring construction.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (3)
1. A method for treating collapse of carbonaceous slates when encountering water during tunnel excavation is characterized by comprising the following specific steps of:
step 1, back pressure backfill: carrying out back-pressure backfill on the collapse section by using mechanical equipment by utilizing the waste slag generated in the excavation of the tunnel cave depot, and repeatedly compacting the backfill part;
step 2, pipe shed construction: adopting phi 108 hot-rolled seamless steel pipes, wherein the length is 12m, the external insertion angle is 1-5 degrees, the circumferential distance is 30cm, grouting reinforcement is carried out on the advanced pipe shed, the number of joints in the same longitudinal cross section of the tunnel is not more than 50%, the joints of adjacent steel pipes are staggered by 1m, and the pipe shed is constructed by adopting a drilling method; the axial direction of a drill rod is strictly controlled during drilling, a scaffold is reliably erected, a drilling machine is firmly fixed, a drilling deflection degree is measured by adopting an inclinometer during drilling, and if the deflection degree exceeds the design requirement, correction is timely carried out; when the pipe shed is connected, the joint is made of a steel pipe hoop, the screw thread is fully arranged on the joint, the length of the screw thread is not less than 150mm, and the joint is staggered on the cross section;
and step 3, water seepage treatment: adopting a phi 108 hot-rolled seamless steel pipe with the length of 20m, punching holes at the periphery of the seamless steel pipe, then inserting the seamless steel pipe into a rock body from a water seepage point, draining accumulated water in the rock body into a water accumulation pit in a tunnel, and pumping and draining the accumulated water to a sewage treatment system outside the tunnel by using a sludge pump;
step 4, setting and grouting a grouting floral tube: drilling phi 42 grouting floral tubes with the length of 6.0m and the interval of 1m multiplied by 1m in a quincunx arrangement at the arch part of the collapse section, and performing consolidation grouting on the surrounding rock; drilling grout holes on the pipe wall of the grouting perforated pipe, wherein the hole diameter is 8mm, the longitudinal distance is 150mm, and the grouting perforated pipe is arranged in a quincunx manner; during grouting, double-fluid slurry is adopted, so that the slurry can fully permeate into surrounding rock cracks;
step 5, monitoring and excavating the deformation of the section: monitoring the deformation monitoring frequency of the primary support near the tunnel face, wherein the monitoring comprises settlement and convergence monitoring, a blue card TS60 total station is adopted for monitoring, the embedding distance of monitoring marks is 2 m/row, 7 points are arranged in each row, and the monitoring frequency is 3 h/time; performing tunnel deformation analysis according to the monitoring data, if the grouting pressure is overlarge in the grouting process, increasing the dead weight of the rock mass at the part, causing deformation and collapse of the part, and reinforcing the collapsed section; and (5) excavating construction by adopting a method of climbing up and down steps and reserving core soil according to the rock condition after the reinforcement is finished.
2. The method for treating the carbonaceous slate collapsing in water during tunnel excavation according to claim 1, wherein in the step 2, when the pipe shed is grouted and reinforced, the grouting pressure is 1.0-2.0 MPa, and the ratio of water to cement in the slurry is 0.8: 1-1: 1.
3. The method for treating water collapse of carbonaceous slates during tunnel excavation according to claim 1, wherein in the step 5, the accuracy is 0.5 seconds when the total station of blue card TS60 is used for monitoring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111053562.9A CN113685191A (en) | 2021-09-09 | 2021-09-09 | Method for treating collapse of carbonaceous slates in water during tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111053562.9A CN113685191A (en) | 2021-09-09 | 2021-09-09 | Method for treating collapse of carbonaceous slates in water during tunnel excavation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113685191A true CN113685191A (en) | 2021-11-23 |
Family
ID=78586165
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111053562.9A Pending CN113685191A (en) | 2021-09-09 | 2021-09-09 | Method for treating collapse of carbonaceous slates in water during tunnel excavation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113685191A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117365376A (en) * | 2023-12-06 | 2024-01-09 | 中国电建集团西北勘测设计研究院有限公司 | Method for preventing hole collapse and drill sticking in pipe shed drilling construction |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2005882C1 (en) * | 1990-11-11 | 1994-01-15 | Штумпф Генрих Георгиевич | Method for reconditioning and supporting of workings caved with enclosing rocks |
| CN108678776A (en) * | 2018-03-29 | 2018-10-19 | 中交路桥北方工程有限公司 | Sandy clay geology tunnel treatment of roof collapse method |
| 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 |
| CN110821513A (en) * | 2019-10-24 | 2020-02-21 | 中铁十八局集团有限公司 | Construction method for performing advanced grouting and supporting on tunnel local collapse |
| 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 |
| CN113187512A (en) * | 2021-04-27 | 2021-07-30 | 中铁建云南交通建设管理有限公司 | Grouting and drainage construction method for large-scale water burst and mud outburst of karst tunnel |
| CN113236259A (en) * | 2021-06-02 | 2021-08-10 | 崔旭雄 | Special construction process for excavation and supporting of combined tunnel |
-
2021
- 2021-09-09 CN CN202111053562.9A patent/CN113685191A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2005882C1 (en) * | 1990-11-11 | 1994-01-15 | Штумпф Генрих Георгиевич | Method for reconditioning and supporting of workings caved with enclosing rocks |
| CN108678776A (en) * | 2018-03-29 | 2018-10-19 | 中交路桥北方工程有限公司 | Sandy clay geology tunnel treatment of roof collapse method |
| 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 |
| CN110821513A (en) * | 2019-10-24 | 2020-02-21 | 中铁十八局集团有限公司 | Construction method for performing advanced grouting and supporting on tunnel local collapse |
| 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 |
| CN113187512A (en) * | 2021-04-27 | 2021-07-30 | 中铁建云南交通建设管理有限公司 | Grouting and drainage construction method for large-scale water burst and mud outburst of karst tunnel |
| CN113236259A (en) * | 2021-06-02 | 2021-08-10 | 崔旭雄 | Special construction process for excavation and supporting of combined tunnel |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117365376A (en) * | 2023-12-06 | 2024-01-09 | 中国电建集团西北勘测设计研究院有限公司 | Method for preventing hole collapse and drill sticking in pipe shed drilling construction |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101614125B (en) | Construction method of V-level surrounding rock tunnel | |
| CN110056369B (en) | Construction method for entrance and exit hole of tunnel | |
| JP7257086B2 (en) | Comprehensive Construction Method for Low Overburden Sections of Tunnels | |
| CN113153308B (en) | Construction method for collapse section of double-arch tunnel | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| CN108842819A (en) | A kind of urban track traffic cable run method for tunnel construction | |
| CN112228082A (en) | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe | |
| CN105442605A (en) | Construction method for drawing out prestress high concrete (PHC) pile and reusing PHC pile for retaining in deep excavation | |
| CN111734425A (en) | Construction method of underground excavation tunnel for downwards passing through airport terminal building | |
| CN112761166A (en) | Construction method for shallow foundation pit of combined support of piles and pre-grouting steel pipes based on SMW (soil mixing wall) construction method | |
| CN112922635A (en) | Hydraulic tunnel excavation supporting structure and construction method | |
| CN206721870U (en) | A kind of long auger guncreting pile steel reinforcement cage | |
| CN115539048A (en) | Construction method for shallow-buried bias tunnel portal | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN112855225B (en) | Soft rock tunnel supporting construction method with high safety | |
| CN113685191A (en) | Method for treating collapse of carbonaceous slates in water during tunnel excavation | |
| CN113216215A (en) | Deep groove support reverse construction method in complex environment | |
| CN117489367A (en) | Tunnel collapse treatment reinforcing structure and method under bad geological conditions of hydropower station | |
| CN113431097A (en) | Protection structure of shallow foundation building next to deep foundation pit engineering and construction method | |
| CN111779004A (en) | Construction process for fast supporting high slope of broken rock by strong unloading | |
| CN111456021A (en) | Construction method for reversely making enclosure structure by utilizing RJP piles | |
| CN114541408B (en) | Front upper part wind-containing well structure of underground station end well and underpass construction method thereof | |
| CN115306428A (en) | Safe and rapid construction method suitable for tunnel secondary lining of double-side-wall pit guiding method | |
| CN215057408U (en) | Reinforcing device for intersection of inclined shaft and main tunnel of highway tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20211123 |
|
| RJ01 | Rejection of invention patent application after publication |