CN114542077A - Vertical shaft ground curtain grouting method combining grouting holes and grout discharging holes - Google Patents
Vertical shaft ground curtain grouting method combining grouting holes and grout discharging holes Download PDFInfo
- Publication number
- CN114542077A CN114542077A CN202210349589.0A CN202210349589A CN114542077A CN 114542077 A CN114542077 A CN 114542077A CN 202210349589 A CN202210349589 A CN 202210349589A CN 114542077 A CN114542077 A CN 114542077A
- Authority
- CN
- China
- Prior art keywords
- grouting
- holes
- grout
- hole
- section
- 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.)
- Granted
Links
- 239000011440 grout Substances 0.000 title claims abstract description 61
- 238000007599 discharging Methods 0.000 title claims abstract description 35
- 238000000034 method Methods 0.000 title claims abstract description 25
- 239000002002 slurry Substances 0.000 claims abstract description 33
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 28
- 230000002093 peripheral effect Effects 0.000 claims abstract description 17
- 239000011435 rock Substances 0.000 claims description 13
- 238000005553 drilling Methods 0.000 claims description 12
- 238000009792 diffusion process Methods 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 5
- 238000011161 development Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 9
- 230000005641 tunneling Effects 0.000 abstract description 2
- 238000012795 verification Methods 0.000 abstract description 2
- 238000009412 basement excavation Methods 0.000 description 3
- 238000007569 slipcasting Methods 0.000 description 3
- 230000002159 abnormal effect Effects 0.000 description 1
- -1 and at the moment Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000002367 phosphate rock Substances 0.000 description 1
- OJMIONKXNSYLSR-UHFFFAOYSA-N phosphorous acid Chemical compound OP(O)O OJMIONKXNSYLSR-UHFFFAOYSA-N 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/10—Preparation of the ground
- E21D1/16—Preparation of the ground by petrification
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a vertical shaft ground curtain grouting method combining a grouting hole and a grout discharging hole, which comprises the following steps of: arranging N peripheral drill holes; arranging a central slurry discharge hole; constructing all grouting holes and slurry discharging holes to the same elevation; grouting is performed in sections, and grouting is performed in sequence according to the stratum; grouting is carried out in sequence and in regions by adopting a method of grouting through one grouting hole and grouting through three grouting holes; grouting in the final stage when the sum of the discharge amount of the slurry discharge holes is equal to the input slurry amount of the grouting holes; grouting is continued until the grout cannot be discharged from the grout discharge hole after the grout is solidified; sequentially grouting one by one until grouting of all areas of the grouting section is completed, and then grouting the lower section; and (5) sequentially grouting all the sections from top to bottom. The method is provided by combining theory and practice, and field verification proves that the method can effectively prevent the underground water inrush flooding, guarantee the shaft tunneling construction safety and grouting quality, save the cost and the construction period, and meet the safety construction of the vertical shaft under the condition of complex hydrology.
Description
Technical Field
The invention relates to a grouting method, in particular to a vertical shaft ground curtain grouting method combining a grouting hole and a grout discharging hole.
Background
The engineering geological problem mainly faced by shaft excavation and excavation is that the underground water burst of fault fracture zone, karst and rock stratum fracture affects the excavation. When the positions of the shafts to be built of the main shaft and the auxiliary shaft are developed with tectonic fracture confined water and karst water, when a deep permeable fracture is excavated in the shaft, the water pressure is high, the water yield is high, and because the integrity of the water-containing karst fracture and surrounding rock is seriously damaged, the groundwater runoff is smooth, water inrush accidents are easy to happen, and the production safety of the mine is greatly threatened. In addition, rock mass crushing can cause abnormal loosening of rock strata, large well wall deformation, large water volume, high water pressure and difficult supporting.
Disclosure of Invention
In order to solve the technical problems, the invention provides a vertical shaft ground curtain grouting method which is simple to operate, safe and reliable and combines a grouting hole and a grout discharging hole.
The technical scheme for solving the problems is as follows: a vertical shaft ground curtain grouting method combining a grouting hole and a grout discharging hole comprises the following steps:
a. taking a vertical shaft design geographic coordinate as a center, and arranging N peripheral drill holes around the radius R, wherein N/2 of the peripheral drill holes are grouting holes, N/2 of the peripheral drill holes are slurry discharge holes, and the grouting holes and the slurry discharge ports are alternately arranged; the straight-line distance between the peripheral adjacent grouting holes and the slurry discharge holes is R, and R and R are both smaller than the slurry diffusion radius;
b. taking the designed geographic coordinates of the vertical shaft as a center, and arranging a grout discharging hole at the center point;
c. before grouting, constructing all grouting holes and slurry discharging holes to the same elevation;
d. grouting is carried out in sections, and grouting is carried out in sequence according to the actual engineering situation and the stratum;
e. dividing each grouting section into N/2 areas to perform grouting in sequence, wherein the grouting is performed by adopting a peripheral grouting hole and performing grouting by areas in sequence by using a method of discharging the grout from two adjacent grout discharging holes and a central grout discharging hole;
f. when the total amount of the grout discharging holes is equal to the grout input amount of the grouting holes, the grouting is considered to reach the standard of stopping grouting, namely final grouting is carried out, and the residual grout of the grout discharging holes is pumped out;
g. after the grout is solidified, continuing grouting into the grouting holes, and if the grout cannot be discharged from the grout discharge holes, considering that grouting in the area is finished, thereby achieving the effect; if the grout is discharged from the grout discharge hole, continuing grouting until the grout cannot be discharged from the grout discharge hole, and at the moment, considering that grouting in the area is finished;
h. after grouting of one area of the grouting section is completed, sequentially grouting one by one until grouting of all areas of the grouting section is completed, and then grouting the lower section;
i. and (5) sequentially grouting all the sections from top to bottom.
In the step a, the diameter of the opening is not less than 110mm, the final hole is not less than 76mm, clear water is drilled, flushing liquid is not used, the direction and the skewness are measured every 60-100 m when the drill hole enters the bedrock, and the allowable deflection range is not more than 1% of the hole depth.
Above-mentioned vertical ground curtain slip casting method that injected hole and mud drainage hole combined, in step c, construct all drilling to same elevation before the slip casting, the sleeve pipe is fixed the pipe with cement behind the complete basement rock face in drill way down, creeps into 5m ~20m post slip casting and handles the rock cap section, and the full hole carries out the hydrogeology and compiles, and the accurate hole site coordinate that marks, hole depth, aperture, trades a layer elevation, records the fault conditions of rock stratum description, karst development position, filler state, coring rate, deviational rate, lower sleeve pipe position and drilling in-process.
In the step d, the height of each grouting section is not more than 80m, the grouting pressure of each grouting section curtain is 2.5 times of the depth water pressure, and a water injection test is carried out before grouting for each grouting section; the curtain grouting uses cement with the mark number not lower than Po42.5 ordinary portland cement.
The invention has the beneficial effects that: the method is provided by combining theory and practice, and field verification proves that the method can effectively prevent the underground water inrush flooding, guarantee the shaft tunneling construction safety and grouting quality, save the cost and the construction period, meet the safety construction of the vertical shaft under the condition of complex hydrology, has important practical significance for mine construction, and has wide application prospect.
Drawings
FIG. 1 is a flow chart of the present invention.
Fig. 2 is a schematic view of the drilling of the present invention.
Fig. 3 is a plan view of a drilling arrangement according to an embodiment of the invention.
FIG. 4 is a schematic diagram of dynamic grouting according to an embodiment of the present invention.
Detailed Description
The invention is further described below with reference to the figures and examples.
As shown in fig. 1, a vertical shaft ground curtain grouting method combining a grouting hole and a grout discharging hole comprises the following steps:
a. taking a vertical shaft design geographic coordinate as a center, and arranging N peripheral drill holes around the radius R, wherein N/2 of the peripheral drill holes are grouting holes, N/2 of the peripheral drill holes are slurry discharge holes, and the grouting holes and the slurry discharge ports are alternately arranged; the straight-line distance between the peripherally adjacent grouting holes and the grout discharging holes is R, and R and R are both smaller than the diffusion radius of the grout, as shown in figure 2.
b. A grout outlet 11 is arranged at the central point by taking the shaft design geographical coordinates as the center.
c. And before grouting, constructing all grouting holes and slurry discharging holes to the same elevation.
d. And grouting is performed in sections, and grouting is performed in sequence according to the actual engineering situation and the stratum.
e. And dividing each grouting section into N/2 areas to perform grouting in sequence, wherein the grouting is performed by adopting a method of grouting through one peripheral grouting hole and discharging the grout through two adjacent grout discharging holes and a central grout discharging hole in sequence and in areas.
f. And when the total amount of the slurry discharged from the slurry discharge holes is equal to the slurry input amount of the grouting holes, the grouting standard is considered to be met, namely final grouting is carried out, and the residual slurry in the slurry discharge holes is pumped out.
g. After the grout is solidified, continuing grouting into the grouting holes, and if the grout cannot be discharged from the grout discharge holes, considering that grouting in the area is finished, thereby achieving the effect; and if the grout discharging hole still discharges the grout, continuing grouting until the grout discharging hole cannot discharge the grout, and at the moment, finishing grouting in the area.
h. And after the grouting of one area of the grouting section is finished, sequentially grouting one by one until the grouting of all areas of the grouting section is finished, and then grouting the lower section.
i. And (5) sequentially grouting all the sections from top to bottom.
Examples
The invention takes the phosphorite of Hubei as an example. The hydrogeological types of the mineral deposit are: the karst water-filled ore deposit mainly adopts the water filling of the karst gap, directly feeds water into the top plate, indirectly feeds water into the bottom plate, is in hydrogeological conditions and the like. It is proposed that the main shaft has a net diameter of 5.5 m. And (5) setting up a net diameter of the auxiliary vertical shaft to be 6.5 meters. The upper system lamp shade group stratum of the earthquake denier system is a main aquifer and water-stopping treatment is needed; the lower system of seismic denier system includes the steep hills, the Tuo-group stratum, the ore-bearing stratum, the south China system stratum and the like which form weak aquifers, have indirect water filling conditions and also need to be subjected to water stopping treatment. The grouting pressure of each grouting section curtain is 2.5 times of the depth water pressure, the diffusion radius is determined according to the analogy with the similar mine, the stratum in which the embodiment of the invention is located is a lamp shadow group stratum, the fracture karst is relatively developed, the permeability is relatively good, the minimum diffusion radius of the grout is 6m, and the maximum diffusion radius is 30 m.
Referring to fig. 3 and fig. 4, the grouting process is as follows:
1. and 10 peripheral drill holes are arranged around the radius 6m by taking the geographic center of the shaft design as a coordinate, wherein 1, 3, 5, 7 and 9 are grouting holes, and 2, 4, 6, 8 and 10 are grouting holes. The radius and the distance between the peripheral grouting holes and the slurry discharge holes are smaller than the minimum diffusion radius of the slurry (the diffusion radius of the slurry is obtained according to the experiment of the geological condition on the spot) 6 m. The diameter of the opening is not less than 110mm, and the diameter of the final hole is not less than 76 mm. And the drilling is carried out with clear water, and flushing liquid such as slurry and the like cannot be used. The azimuth and the skewness are measured every 60-100 m when the drill hole enters the bedrock, and the allowable deflection range is not more than 1% of the hole depth.
2. And setting a central slurry discharge hole by taking the designed geographic coordinates of the vertical shaft as the center.
3. Before the drilling machine is installed, the ground is leveled and hardened, and the error between the installation of the drilling machine and the hole position is not more than 20 cm. All boreholes were constructed to the same elevation-130 m before grouting. And (3) after the sleeve is put down to the complete bed rock surface of the hole, fixing the pipe by cement, and drilling for 5-20 m, and then grouting to treat the rock cap section. Hydrogeology is recorded in the whole hole, and hole site coordinates, hole depth, hole diameter, layer changing elevation, rock stratum description, karst development position, filling material state, coring rate, deflection rate, casing position, fault conditions in the drilling process and the like are accurately recorded.
4. Grouting is carried out in sections, and according to the condition of the aquifer of the stratum, the main aquifer is a third section (with the average thickness of 238.62 m), a second section (with the average thickness of 102.56 m) and a first section (with the average thickness of 112.96 m) of the upper-system lamp shadow group of the seismic denier system. The section height (length) should not exceed 80m (40-50 m is generally adopted), so that grouting is carried out in 9 sections, which are respectively marked with 12-20 in figure 4. The grouting pressure of the curtain of each grouting section is 2.5 times of the depth water pressure, and a water injection (pressure) test is carried out before grouting for each grouting section.
5. Since this example is surrounded by 5 grouting holes, each section is divided into five zones to be sequentially grouted. During grouting, grouting is firstly carried out in the grouting holes 1, and grouting is carried out in the adjacent grouting holes 2 and 10 and the central grouting hole 11. And when the grouting amount and the discharge amount of the slurry discharging hole are basically stable, determining that the grouting is finished, stopping grouting, and pumping the residual slurry of the slurry discharging hole. And (4) in order to detect whether the grouting reaches the standard, the grouting is continued after the grout is solidified, and if the grout cannot be discharged from the grout discharging hole, the grouting in the area is determined to be finished. If the slurry can be discharged, the above steps are repeated, and the slurry cannot be discharged as it is.
6. And when the grouting of the first subarea in the section reaches the standard, finishing the grouting of other 4 subareas according to the time sequence. And (5) after the grouting of the section is finished according to the steps, beginning grouting on the lower section.
7. And (5) sequentially grouting all the sections from top to bottom.
And analyzing the construction condition, grouting condition, accumulated grouting amount and slurry discharge condition of each drilling hole every day, and measuring and calculating the hole inclination condition of each drilling hole.
In conclusion, the invention has the characteristics of ensuring grouting quality, saving cost and construction period, effectively stopping water and having good social benefit and economic benefit.
Claims (4)
1. A vertical shaft ground curtain grouting method combining a grouting hole and a grout discharging hole is characterized by comprising the following steps:
a. taking a vertical shaft design geographic coordinate as a center, and arranging N peripheral drill holes around the radius R, wherein N/2 of the peripheral drill holes are grouting holes, N/2 of the peripheral drill holes are slurry discharge holes, and the grouting holes and the slurry discharge ports are alternately arranged; the straight-line distance between the peripheral adjacent grouting holes and the slurry discharge holes is R, and R and R are both smaller than the slurry diffusion radius;
b. taking the designed geographic coordinates of the vertical shaft as a center, and arranging a grout discharging hole at the center point;
c. before grouting, constructing all grouting holes and slurry discharging holes to the same elevation;
d. grouting is carried out in sections, and grouting is carried out in sequence according to the actual engineering situation and the stratum;
e. dividing each grouting section into N/2 areas to perform grouting in sequence, wherein the grouting is performed by adopting a peripheral grouting hole and performing grouting by areas in sequence by using a method of discharging the grout from two adjacent grout discharging holes and a central grout discharging hole;
f. when the total amount of the grout discharging holes is equal to the grout input amount of the grouting holes, the grouting is considered to reach the standard of stopping grouting, namely final grouting is carried out, and the residual grout of the grout discharging holes is pumped out;
g. after the grout is solidified, continuing grouting into the grouting holes, and if the grout cannot be discharged from the grout discharge holes, considering that grouting in the area is finished, thereby achieving the effect; if the grout is discharged from the grout discharge hole, continuing grouting until the grout cannot be discharged from the grout discharge hole, and at the moment, considering that grouting in the area is finished;
h. after grouting of one area of the grouting section is completed, sequentially grouting one by one until grouting of all areas of the grouting section is completed, and then grouting the lower section;
i. and (5) sequentially grouting all the sections from top to bottom.
2. The method for vertical ground curtain grouting through a grouting hole and a grout discharging hole combined according to claim 1, wherein in the step a, the diameter of an opening is not less than 110mm, the final hole is not less than 76mm, the hole is drilled by clear water without using flushing liquid, the azimuth and the skewness are measured every 60-100 m of the drilled hole entering bedrock, and the allowable deflection range is not more than 1% of the hole depth.
3. The method for vertical ground curtain grouting with the grouting holes and the grout discharging holes combined according to claim 1, wherein in the step c, all the drilled holes are constructed to the same elevation before grouting, the sleeve is fixed with cement after being drilled to the complete bed rock surface of the hole opening, a rock cap section is treated by grouting after the sleeve is drilled for 5 m-20 m, hydrogeological recording is carried out on the whole hole, hole position coordinates, hole depth, hole diameter and layer changing elevation are accurately marked, and rock stratum description, karst development position, filling material state, coring rate, skewness, casing position and fault conditions in the drilling process are recorded.
4. The method for curtain grouting on the ground of a vertical shaft by combining a grouting hole and a grout outlet according to claim 1, wherein in the step d, the height of each grouting section is not more than 80m, the curtain grouting pressure of each grouting section is 2.5 times of the depth water pressure, and a water injection test is carried out before grouting for each grouting section; the curtain grouting uses cement with the mark number not lower than Po42.5 ordinary portland cement.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210349589.0A CN114542077B (en) | 2022-04-02 | 2022-04-02 | Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210349589.0A CN114542077B (en) | 2022-04-02 | 2022-04-02 | Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114542077A true CN114542077A (en) | 2022-05-27 |
| CN114542077B CN114542077B (en) | 2024-06-21 |
Family
ID=81664749
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210349589.0A Active CN114542077B (en) | 2022-04-02 | 2022-04-02 | Vertical well ground curtain grouting method combining grouting holes and slurry discharging holes |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114542077B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2258141C1 (en) * | 2004-05-25 | 2005-08-10 | Акционерная компания "АЛРОСА" (ЗАО) | Grouting method for water-bearing horizon rock during vertical pit shaft building |
| CN104532821A (en) * | 2014-10-29 | 2015-04-22 | 中铁三局集团有限公司 | Extra-large karst cave bottom treatment construction method |
| CN105862990A (en) * | 2016-03-24 | 2016-08-17 | 上海市机械施工集团有限公司 | Prefabricated assembly well wall structure and construction method thereof |
| CN109026011A (en) * | 2018-09-12 | 2018-12-18 | 北京中煤矿山工程有限公司 | Huge thickness rich water Denying Formation dolomite shaft of vertical well water-stop curtain controls grouting process |
| CN111365002A (en) * | 2020-03-30 | 2020-07-03 | 北京中煤矿山工程有限公司 | Ground pre-grouting method for small-section high wellbore in complex stratum |
-
2022
- 2022-04-02 CN CN202210349589.0A patent/CN114542077B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2258141C1 (en) * | 2004-05-25 | 2005-08-10 | Акционерная компания "АЛРОСА" (ЗАО) | Grouting method for water-bearing horizon rock during vertical pit shaft building |
| CN104532821A (en) * | 2014-10-29 | 2015-04-22 | 中铁三局集团有限公司 | Extra-large karst cave bottom treatment construction method |
| CN105862990A (en) * | 2016-03-24 | 2016-08-17 | 上海市机械施工集团有限公司 | Prefabricated assembly well wall structure and construction method thereof |
| CN109026011A (en) * | 2018-09-12 | 2018-12-18 | 北京中煤矿山工程有限公司 | Huge thickness rich water Denying Formation dolomite shaft of vertical well water-stop curtain controls grouting process |
| CN111365002A (en) * | 2020-03-30 | 2020-07-03 | 北京中煤矿山工程有限公司 | Ground pre-grouting method for small-section high wellbore in complex stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114542077B (en) | 2024-06-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103924975B (en) | A kind of for the water-retaining method in coal mining process | |
| CN102705005B (en) | Technology for plugging water bursting in mine by directional diversion grouting | |
| CN111042831A (en) | Grouting reinforcement transformation method for coal seam floor limestone confined aquifer | |
| CN101818505B (en) | Soil pressure testing method for a cutting edge of caisson | |
| CN107151956B (en) | Grouting method for reinforcement and coverage type karst embankment with pressurized return grouting | |
| LU501539B1 (en) | Pumping and drainage method for foundation pit bottom plate construction of deep foundation pit and pumping and drainage structure | |
| CN109162731B (en) | Water inrush grouting treatment method for deep mining of iron mine area | |
| CN110043312B (en) | Control method for grouting filling ground surface settlement range | |
| CN114635697B (en) | Pre-grouting treatment method for water damage of shaft well construction | |
| CN108678753B (en) | Reverse-slope tunnel construction method | |
| CN102011591A (en) | Grouting process for working surface of deep well | |
| CN108867673A (en) | A kind of underwater prevention method in the foundation pit based on the curtain that draws water | |
| CN111502697A (en) | Drilling design method for grouting and reinforcing surrounding rock of vault of tunnel under urban road | |
| CN107100206A (en) | A kind of prevention and controls of basement leakage | |
| CN110500119B (en) | Waterproof consolidation structure construction method for penetrating through debris flow accumulation body tunnel | |
| CN105155591B (en) | Underground aquatic organism expands layering water-stopping method | |
| CN114542077A (en) | Vertical shaft ground curtain grouting method combining grouting holes and grout discharging holes | |
| CN110847850B (en) | Underground high-pressure-bearing large-flow out-of-control hydrological drilling plugging system and method | |
| Morey et al. | Quality control of jet grouting on the Cairo metro | |
| CN203475453U (en) | Deeply-buried type bearing platform curtain structure of bridge | |
| CN112049105A (en) | Construction method for sealing and stopping water of tunnel diaphragm wall by water-rich sand layer mining method | |
| CN111851548A (en) | Dewatering inclined shaft in deep foundation pit and construction method thereof | |
| Paulatto et al. | Rock grouting in Copenhagen limestone–The Cityringen Experience | |
| CN220621952U (en) | Mining overburden composite curtain for improving overburden separation layer grouting effect | |
| CN215715469U (en) | Karst area earth and rockfill dam foundation processing structure |
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 | ||
| GR01 | Patent grant |