CN108442378A - A kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method - Google Patents
A kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method Download PDFInfo
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- CN108442378A CN108442378A CN201710084566.0A CN201710084566A CN108442378A CN 108442378 A CN108442378 A CN 108442378A CN 201710084566 A CN201710084566 A CN 201710084566A CN 108442378 A CN108442378 A CN 108442378A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B9/00—Water-power plants; Layout, construction or equipment, methods of, or apparatus for, making same
- E02B9/02—Water-ways
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- 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
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Environmental & Geological Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering methods, on the basis of traditional grouting engineering method, for the Special Geological Condition of the diversion tunnel country rock encountered in construction, use special consolidation grouting engineering method, the various processes such as drilling in grouting engineering method, lower plasma resistance plug, hole flushing, pressure water, grouting and sealing of hole are optimized, low cost, safe and efficient construction effect are finally reached.
Description
Technical field
The present invention relates to technical field of building construction more particularly to a kind of diversion tunnel reinforced concrete lining layer section consolidation to fill
Starch engineering method.
Background technology
Grouting is to reduce a work of leakage or strengthening stratum, ground or building by blocking open Geological Defects
Journey.Usually slurries are sent to the seam of crack, fault belt or the building itself on stratum or structure foundation, split
In seam, to improve the impermeability and globality that are filled stratum or building.It is used for grouting leak-stopping reinforcement technique in the world at present
Material have two major classes type：One kind is the chemical grouting material based on high-molecular organic material；Another kind is with cement
Based on inorganic grouting material.Compared to the former, the latter's inorganic grouting material meets environmental requirement due to pollution-free；The aging time limit
It is long, at low cost, the advantages that concretion body strength is high, rapid development is achieved in recent years.
The present inventor encounters diversion tunnel in construction, and the diversion tunnel country rock is based on III class, and a small amount of II
Class, IV class and V class surrounding rock, country rock is based on sandstone, horizontal layer structure, and mudstone foundation is accompanied between rubbing, and part hole section is mud
Rock, argillaceous siltstoue, under this geological conditions, traditional grouting engineering method cannot be satisfied construction requirement, therefore it is necessary to study one
Novel consolidation grouting engineering method of the kind suitable for the geological conditions.
Invention content
Technical problems based on background technology, the present invention propose a kind of diversion tunnel reinforced concrete lining layer Duan Gu
Knot grouting engineering method.
Technical scheme is as follows：
A kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method, includes the following steps：Surveying and locating, arrangement hole position
Point bores I sequence hole of filling, bores II sequence hole of filling and inspection hole construction；
It is single hole construction wherein to bore and fill I sequence hole and II sequence hole of brill filling, and specific procedure includes：Drilling machine alignment smoothing, drilling, lower resistance
Starch plug, hole flushing, pressure water, grouting and sealing of hole.
Preferably, the drilling, includes the following steps：Drilling carries out after rockfill grouting terminates 7d, in tunnel lining
The pre-buried φ 70mmPVC pipes in position, match dedicated trolley pore-creating, bore diameter is not less than φ 38mm, and basement rock is goed deep into hole using hand air drill
3.5m；The drilling hole position and design position deviation is not greater than 10cm, and hole depth error is not greater than 20cm.
Preferably, the hole flushing, includes the following steps：Crack flushing is carried out with pressure water, until return water is peace and quiet,
Bath pressure is grouting pressure 80%, and washing time is no less than 10min.
Preferably, the pressure water, includes the following steps：Pressure water pressure testing carries out after crack is rinsed, and experiment hole count is many
In the 5% of always grouting hole count, presses water method, recorder to record a leak flow per 5min using 20min plain types, rinse pressure
Power is the 80% of grouting pressure；It rinses after clarifying 10min to return water and terminates, total washing time is no less than 30min, and it is many to gang up hole
In 2h；When it is close have the hole being in the milk when, crack flushing must not be carried out.
Preferably, the grouting, includes the following steps：Grouting is divided that sequence, encrypted principle carries out in ring by interannular, is divided to two
A order；Its I sequence hole is not complete, and II sequence hole must not trepanning；Grouting is recycled using in single hole hole, and Grout-jetting pipe is not more than away from bottom hole
0.5m, complete opening are once perfused；Pressure controls：Consolidation grouting pressure applies filling by design code pressure, under defined pressure, grouting
Hole section injection rate is not more than 0.4L/min, and continuing 30min can terminate.
To the preferable position of geological conditions, grouting in parallel can be used, hole count in parallel is no more than 3 holes.
Preferably, grout coordinate ratio when grouting is as follows：The ratio of mud that is in the milk uses 3 under normal circumstances：1、2：1、1：1、0.8：
1、0.6：1、0.5：1 waits 6 than grade, opens gray scale 3 of pouring water：1；The consolidation grouting pressure value is 0.4-0.6Mpa.
Preferably, the sealing of hole, includes the following steps：After grouting, using complete opening Grout-jetting pipe, it is pressed directly into
0.5：1 underflow replaces thin pulp in hole；After 3 days, laitance and sewage in cleaning hole carry out artificial with cement mortar or cement
Hole；Screen slurry measure is taken or using mechanical mud jacking sealing of hole in the hole for encountering water burst（After return pipe returns out underflow, Grout-jetting pipe is taken down,
Aperture cycle mud jacking sealing of hole 30min terminates, and pressure is the hole maximum grouting pressure）.
It is the processing method of special circumstances in construction below：
It needs to move hole in construction to be more than 20cm, need to agree to through management, and shifting hole is carried out according to the requirement of management；Drilling is met to scrap
When, hole depth and coating or Concrete Thick report management will be scrapped, and hole position is redefined by supervision requirement.
If mutually gone here and there with other holes in packer permeability test, blocked with stopper or port lid to ganging up hole, when grouting with string
Through-hole and filling or blocking gang up hole and carry out single hole grouting, then carry out cleaning bottom of hole, hole flushing post-grouting to being ganged up hole；If being in the milk
Grout leaking, use and filling occur in the process or blocks to gang up hole progress single hole grouting and wait coagulating, is then swept to being ganged up hole
Hole, hole flushing, pressure water, grouting treatment.
In filling process, finds grout, spillage, filleting, surface closure, low pressure, underflow, limit should be taken as the case may be
The methods of stream, limitation, intermittent grouting are handled.
Such as aperture water burst, water leakage situation（Sidelights water burst leak flow value）And cause grouting can not at the end of, according to tool
Body situation carries out underflow perfusion or adds appropriate accelerator in slurries, and waits coagulating after filling.
Hole flushing and pressure water are met without return water no pressure（Water can not be pressed directly to be in the milk）Or grouting without overfall when, in water and
It is added in slurries after appropriate potassium permanganate to tours such as neighbouring cavern, exposed basement rock, leak spillage point is carried out at closure
Reason.
Grouting works must be carried out continuously, if interrupting should be handled for some reason by following principle：
1, shorten the break period as far as possible, restore grouting as early as possible.
2, the break period is more than 30min, hole flushing should be in the milk again.Break period it is long should again after cleaning bottom of hole to foramen primum depth again
Carry out hole flushing grouting.
When 3, restoring to be in the milk, start the slurry filling that should use the maximum ratio of mud, if midge amount is with interrupting preceding close, i.e.,
The ratio of mud before interrupting can be used；If midge amount reduces more before relatively interrupting, slurries should enriching step by step.
4, after restoring grouting, there are many reduction before relatively being interrupted such as midge amount, and stop midge within the extremely short time, then it is assumed that
The grout compartment is unqualified, and cleaning bottom of hole is answered to be in the milk.
The invention has the beneficial effects that：The present invention is on the basis of traditional grouting engineering method, for what is encountered in construction
The Special Geological Condition of diversion tunnel country rock uses special consolidation grouting engineering method, to grouting engineering method in drill, lower plasma resistance
The various processes such as plug, hole flushing, pressure water, grouting and sealing of hole optimize, and are finally reached low cost, safe and efficient construction effect.
Specific implementation mode
Embodiment：
By taking water channeling type power station as an example, which is made of the present invention head pivot, diversion system, powerhouse complex, and power station installation is held
Measure 3*82mw.Diversion tunnel is located at riverbank, and overall length about 11.12km, lining cutting is armored concrete, divides full lining section and bottom plate lining cutting
Section.Diversion tunnel country rock is based on III class, and a small amount of II class, IV class and V class surrounding rock, country rock is based on sandstone, horizontal layer knot
Structure, accompanies mudstone foundation between rubbing, part hole section is mud stone, argillaceous siltstoue.
The diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method of the present invention, includes the following steps：Surveying and locating, cloth
Hole site is set, I sequence hole of filling is bored, bores II sequence hole of filling and inspection hole construction；
It is single hole construction wherein to bore and fill I sequence hole and II sequence hole of brill filling, and specific procedure includes：Drilling machine alignment smoothing, drilling, lower resistance
Starch plug, hole flushing, pressure water, grouting and sealing of hole.
The drilling, includes the following steps：Drilling carries out after rockfill grouting terminates 7d, pre-buried at tunnel lining position
φ 70mmPVC pipes match dedicated trolley pore-creating using hand air drill, and bore diameter is not less than φ 38mm, and basement rock 3.5m is goed deep into hole；It is described
Drilling hole position and design position deviation be not greater than 10cm, hole depth error is not greater than 20cm.
The hole flushing, includes the following steps：Crack flushing is carried out with pressure water, until return water is peace and quiet, bath pressure
Power is grouting pressure 80%, and washing time is no less than 10min.
The pressure water, includes the following steps：Pressure water pressure testing carries out after crack is rinsed, the no less than total grouting of experiment hole count
The 5% of hole count presses water method, recorder to record a leak flow per 5min using 20min plain types, and flushing pressure is grouting
The 80% of pressure；It rinses after clarifying 10min to return water and terminates, total washing time is no less than 30min, gangs up hole and is no less than 2h；Work as phase
When closely having the hole being in the milk, crack flushing must not be carried out.
The grouting, includes the following steps：Grouting is divided that sequence, encrypted principle carries out in ring by interannular, is divided to two order；
Its I sequence hole is not complete, and II sequence hole must not trepanning；Grouting is recycled using in single hole hole, and Grout-jetting pipe is not more than 0.5m, complete opening one away from bottom hole
Secondary perfusion；Pressure controls：Consolidation grouting pressure applies filling by design code pressure, and under defined pressure, be in the milk hole section injection rate
No more than 0.4L/min, continuing 30min can terminate.
To the preferable position of geological conditions, grouting in parallel can be used, hole count in parallel is no more than 3 holes.
Grout coordinate ratio when grouting is as follows：The ratio of mud that is in the milk uses 3 under normal circumstances：1、2：1、1：1、0.8：1、0.6：1、
0.5：1 waits 6 than grade, opens gray scale 3 of pouring water：1；The consolidation grouting pressure value is 0.4-0.6Mpa.
The sealing of hole, includes the following steps：After grouting, using complete opening Grout-jetting pipe, it is pressed directly into 0.5：1 it is dense
Slurry replaces thin pulp in hole；After 3 days, laitance and sewage in cleaning hole carry out artificial sealing of hole with cement mortar or cement；It encounters and gushes
Screen slurry measure is taken or using mechanical mud jacking sealing of hole in the hole of water（After return pipe returns out underflow, Grout-jetting pipe, aperture cycle are taken down
Mud jacking sealing of hole 30min terminates, and pressure is the hole maximum grouting pressure）.
Quality examination：
After element project consolidation grouting, supervising engineer is reported and submitted to audit after grouting data is conscientiously aggregated,
And the position specified by supervising engineer and method check unit consolidation grouting construction quality, to the inspection hole after inspection
Grouting and sealing of hole are carried out as required.Inspection hole matches synthetic diamond core bit pore-creating using geology slewing drilling machine, and aperture is not less than φ
38mm, depth are 2 meters.The quantity of inspection hole is 5% or so of consolidation grouting hole sum.
The method that the quality examination of consolidation grouting uses packer permeability test, packer permeability test inspection is after grouting terminates 3-7 days
It carries out.The quantity in packer permeability test hole is 5% or so of consolidation grouting hole sum.Packer permeability test is evenly distributed in arch using single-point
Face.
The criterion of acceptability of consolidation grouting packer permeability test inspection：Permeability rate is not more than 3Lu.The qualification rate of packer permeability test hole section is answered
Not less than 80%, unqualified hole section not super defined above 50% is ungratified, will carry out benefit slurry, until meeting acceptance criteria and being
Only.
It is the processing method of special circumstances in construction below：
It needs to move hole in construction to be more than 20cm, need to agree to through management, and shifting hole is carried out according to the requirement of management；Drilling is met to scrap
When, hole depth and coating or Concrete Thick report management will be scrapped, and hole position is redefined by supervision requirement.
If mutually gone here and there with other holes in packer permeability test, blocked with stopper or port lid to ganging up hole, when grouting with string
Through-hole and filling or blocking gang up hole and carry out single hole grouting, then carry out cleaning bottom of hole, hole flushing post-grouting to being ganged up hole；If being in the milk
Grout leaking, use and filling occur in the process or blocks to gang up hole progress single hole grouting and wait coagulating, is then swept to being ganged up hole
Hole, hole flushing, pressure water, grouting treatment.
In filling process, finds grout, spillage, filleting, surface closure, low pressure, underflow, limit should be taken as the case may be
The methods of stream, limitation, intermittent grouting are handled.
Such as aperture water burst, water leakage situation（Sidelights water burst leak flow value）And cause grouting can not at the end of, according to tool
Body situation carries out underflow perfusion or adds appropriate accelerator in slurries, and waits coagulating after filling.
Hole flushing and pressure water are met without return water no pressure（Water can not be pressed directly to be in the milk）Or grouting without overfall when, in water and
It is added in slurries after appropriate potassium permanganate to tours such as neighbouring cavern, exposed basement rock, leak spillage point is carried out at closure
Reason.
Grouting works must be carried out continuously, if interrupting should be handled for some reason by following principle：
1, shorten the break period as far as possible, restore grouting as early as possible；
2, the break period is more than 30min, hole flushing should be in the milk again.Break period is long to carry out again after cleaning bottom of hole to foramen primum depth again
Hole flushing is in the milk；
When 3, restoring to be in the milk, start the slurry filling that should use the maximum ratio of mud, if midge amount is with interrupting preceding close, you can adopt
With the ratio of mud before interruption；If midge amount reduces more before relatively interrupting, slurries should enriching step by step；
4, after restoring grouting, there are many reduction before relatively being interrupted such as midge amount, and stop midge within the extremely short time, then it is assumed that the filling
It is unqualified to starch section, cleaning bottom of hole is answered to be in the milk.
The foregoing is only a preferred embodiment of the present invention, but scope of protection of the present invention is not limited thereto,
Any one skilled in the art in the technical scope disclosed by the present invention, according to the technique and scheme of the present invention and its
Inventive concept is subject to equivalent substitution or change, should be covered by the protection scope of the present invention.
Claims (8)
1. a kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method, which is characterized in that include the following steps：Measurement is put
Sample, hole arranged site bore I sequence hole of filling, bore II sequence hole of filling and inspection hole construction；
It is single hole construction wherein to bore and fill I sequence hole and II sequence hole of brill filling, and specific procedure includes：Drilling machine alignment smoothing, drilling, lower resistance
Starch plug, hole flushing, pressure water, grouting and sealing of hole.
2. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as described in claim 1, which is characterized in that described
Drilling, includes the following steps：Drilling carries out after rockfill grouting terminates 7d, in the pre-buried φ 70mmPVC pipes in tunnel lining position, adopts
Match dedicated trolley pore-creating with hand air drill, bore diameter is not less than φ 38mm, and basement rock 3.5m is goed deep into hole；The drilling hole position with set
Meter position deviation is not greater than 10cm, and hole depth error is not greater than 20cm.
3. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as described in claim 1, which is characterized in that described
Hole flushing includes the following steps：Crack flushing is carried out with pressure water, until return water is peace and quiet, bath pressure is grouting pressure
80%, washing time is no less than 10min.
4. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as described in claim 1, which is characterized in that described
Water is pressed, is included the following steps：Pressure water pressure testing carries out after crack is rinsed, and experiment hole count is no less than the 5% of total grouting hole count, uses
20min plain types press water method, recorder to record a leak flow per 5min, and flushing pressure is the 80% of grouting pressure；It rinses
Terminate after clarifying 10min to return water, total washing time is no less than 30min, gangs up hole and is no less than 2h；When it is close have be in the milk
Kong Shi must not carry out crack flushing.
5. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as described in claim 1, which is characterized in that described
Grouting, includes the following steps：Grouting is divided that sequence, encrypted principle carries out in ring by interannular, is divided to two order；Its I sequence hole is not complete, and II
It sequence hole must not trepanning；Grouting is recycled using in single hole hole, and Grout-jetting pipe is not more than 0.5m away from bottom hole, and complete opening is once perfused；Pressure control
System：Consolidation grouting pressure applies filling by design code pressure, and under defined pressure, grouting hole section injection rate is not more than 0.4L/
Min, continuing 30min can terminate.
6. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as claimed in claim 5, which is characterized in that when grouting
Grout coordinate ratio it is as follows：The ratio of mud that is in the milk uses 3 under normal circumstances：1、2：1、1：1、0.8：1、0.6：1、0.5：1 equal 6 ratios
Grade, opens gray scale 3 of pouring water：1；The consolidation grouting pressure value is 0.4-0.6Mpa.
7. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as described in claim 1, which is characterized in that described
Sealing of hole includes the following steps：After grouting, using complete opening Grout-jetting pipe, it is pressed directly into 0.5：1 underflow is replaced dilute in hole
Slurry；After 3 days, laitance and sewage in cleaning hole carry out artificial sealing of hole with cement mortar or cement；Screen is taken in the hole for encountering water burst
Slurry measure uses mechanical mud jacking sealing of hole.
8. diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method as described in claim 1, which is characterized in that grouting work
Work must be carried out continuously, if interrupting should be handled for some reason by following principle：
A, shorten the break period as far as possible, restore grouting as early as possible；
B, the break period is more than 30min, hole flushing should be in the milk again；Break period is long to carry out again after cleaning bottom of hole to foramen primum depth again
Hole flushing is in the milk；
When C, restoring to be in the milk, start the slurry filling that should use the maximum ratio of mud, if midge amount is with interrupting preceding close, you can adopt
With the ratio of mud before interruption；If midge amount reduces more before relatively interrupting, slurries should enriching step by step；
D, after restoring grouting, there are many reduction before relatively being interrupted such as midge amount, and stop midge within the extremely short time, then it is assumed that the filling
It is unqualified to starch section, cleaning bottom of hole is answered to be in the milk.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710084566.0A CN108442378A (en) | 2017-02-16 | 2017-02-16 | A kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method |
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| CN201710084566.0A CN108442378A (en) | 2017-02-16 | 2017-02-16 | A kind of diversion tunnel reinforced concrete lining layer section consolidation grouting engineering method |
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ID=63190752
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109491416A (en) * | 2018-10-16 | 2019-03-19 | 中国三峡建设管理有限公司 | A kind of filling stage boost control method |
| CN110173280A (en) * | 2019-07-06 | 2019-08-27 | 中铁二十五局集团第五工程有限公司 | Injection slurry and its methods for making and using same suitable for the backfill of diversion tunnel secondary lining |
| CN111441775A (en) * | 2019-11-12 | 2020-07-24 | 中国水利水电科学研究院 | Rapid grouting arching reinforcement method before excavation of tunnel in stratum with poor groutability and difficult self-stability |
| CN111519626A (en) * | 2020-04-30 | 2020-08-11 | 中国水电基础局有限公司 | Sleeve valve pipe reverse grouting method suitable for deep covering layer permanent curtain |
| CN111964544A (en) * | 2020-07-03 | 2020-11-20 | 中国水利水电第九工程局有限公司 | Blasting construction process for diversion tunnel strong-water-seepage rock plug |
-
2017
- 2017-02-16 CN CN201710084566.0A patent/CN108442378A/en active Pending
Non-Patent Citations (1)
| Title |
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| 青藤古瓦: "《https://wenku.***.com/view/bb9e51eef90f76c661371a6d.html》", 6 August 2013 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109491416A (en) * | 2018-10-16 | 2019-03-19 | 中国三峡建设管理有限公司 | A kind of filling stage boost control method |
| CN109491416B (en) * | 2018-10-16 | 2020-05-05 | 中国三峡建设管理有限公司 | Grouting stage boosting control method |
| CN110173280A (en) * | 2019-07-06 | 2019-08-27 | 中铁二十五局集团第五工程有限公司 | Injection slurry and its methods for making and using same suitable for the backfill of diversion tunnel secondary lining |
| CN110173280B (en) * | 2019-07-06 | 2021-04-30 | 中铁二十五局集团第五工程有限公司 | Grouting liquid suitable for diversion tunnel secondary lining backfill and preparation and application methods thereof |
| CN111441775A (en) * | 2019-11-12 | 2020-07-24 | 中国水利水电科学研究院 | Rapid grouting arching reinforcement method before excavation of tunnel in stratum with poor groutability and difficult self-stability |
| CN111519626A (en) * | 2020-04-30 | 2020-08-11 | 中国水电基础局有限公司 | Sleeve valve pipe reverse grouting method suitable for deep covering layer permanent curtain |
| CN111964544A (en) * | 2020-07-03 | 2020-11-20 | 中国水利水电第九工程局有限公司 | Blasting construction process for diversion tunnel strong-water-seepage rock plug |
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Application publication date: 20180824 |