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 PDF

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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
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grouting
collapse
construction
monitoring
water
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王海涛
马文贤
于曼丽
刘飞
旦正杰
卢世鸿
韩常智
苏伟
张世安
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Sinohydro Engineering Bureau 4 Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining 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
    • E21D11/105Transport 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
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001Improving soil or rock, e.g. by freezing; Injections
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/003Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines

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  • 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

Method for treating collapse of carbonaceous slates in water during tunnel excavation
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.
CN202111053562.9A 2021-09-09 2021-09-09 Method for treating collapse of carbonaceous slates in water during tunnel excavation Pending CN113685191A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
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

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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

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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)

* Cited by examiner, † Cited by third party
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

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Application publication date: 20211123

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