CN113152412A - Foundation pit slope karst seepage-proofing reinforcing treatment method - Google Patents
Foundation pit slope karst seepage-proofing reinforcing treatment method Download PDFInfo
- Publication number
- CN113152412A CN113152412A CN202110483470.8A CN202110483470A CN113152412A CN 113152412 A CN113152412 A CN 113152412A CN 202110483470 A CN202110483470 A CN 202110483470A CN 113152412 A CN113152412 A CN 113152412A
- Authority
- CN
- China
- Prior art keywords
- grouting
- karst
- hole
- foundation pit
- drilling
- 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
- 238000000034 method Methods 0.000 title claims abstract description 33
- 230000003014 reinforcing effect Effects 0.000 title claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 54
- 238000010276 construction Methods 0.000 claims abstract description 34
- 239000004568 cement Substances 0.000 claims abstract description 15
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 9
- 235000019994 cava Nutrition 0.000 claims abstract description 8
- 230000002265 prevention Effects 0.000 claims abstract description 6
- 230000002787 reinforcement Effects 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims description 47
- 238000007689 inspection Methods 0.000 claims description 15
- 230000002262 irrigation Effects 0.000 claims description 9
- 238000003973 irrigation Methods 0.000 claims description 9
- 239000011435 rock Substances 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- 238000003825 pressing Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 5
- 230000035699 permeability Effects 0.000 claims description 4
- 238000001514 detection method Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000005406 washing Methods 0.000 claims description 3
- 239000004927 clay Substances 0.000 description 5
- 239000000463 material Substances 0.000 description 4
- 239000002245 particle Substances 0.000 description 4
- 235000019353 potassium silicate Nutrition 0.000 description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 4
- 239000000654 additive Substances 0.000 description 3
- 230000000996 additive effect Effects 0.000 description 3
- 239000003795 chemical substances by application Substances 0.000 description 3
- 239000011398 Portland cement Substances 0.000 description 2
- 230000002378 acidificating effect Effects 0.000 description 2
- 239000003607 modifier Substances 0.000 description 2
- 238000004537 pulping Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 239000011505 plaster Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02C—SHIP-LIFTING DEVICES OR MECHANISMS
- E02C1/00—Locks or dry-docks; Shaft locks, i.e. locks of which one front side is formed by a solid wall with an opening in the lower part through which the ships pass
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/30—Flood prevention; Flood or storm water management, e.g. using flood barriers
Abstract
A foundation pit side slope karst seepage prevention reinforcement treatment method comprises the steps of treating karst seepage water parts of a foundation pit side slope through curtain grouting, and grouting non-karst development parts by adopting cement paste; filling the semi-half filled and non-filled large karst caves and the karst caves below the underground water level by fine aggregate concrete or mortar, and then grouting from top to bottom in sections; and (4) grouting the karst development area above the underground water level and the full-filling karst cave by adopting paste. By adopting the method, the disastrous water inrush risk of the side slope of the foundation pit can be effectively blocked, the method is used as a flood prevention project, aims at reducing the water inrush of the foundation pit and reducing the foundation pit risk in the flood season, can ensure short construction period, and does not influence the overall construction progress of a lock chamber.
Description
Technical Field
The invention relates to the technical field of gate protection chamber slope construction, in particular to a karst seepage-proofing reinforcing treatment method for a foundation pit slope.
Background
In the ship lock foundation pit construction process, along with the water delivery corridor and the excavation of the water collecting wells on the left and right banks, the water collecting wells can cause large water burst, so that the foundation pit displacement is large, and under the condition, the risk of catastrophic karst water burst is very likely to exist. In order to avoid the foundation pit from disastrous karst water inrush to cause foundation pit flooding and ensure the safety of engineering construction, the emergency rescue of the karst water inrush of the foundation pit and the comprehensive treatment of the karst water seepage of the right bank are required.
Disclosure of Invention
The invention aims to solve the technical problem of providing a foundation pit side slope karst seepage-proofing reinforcing treatment method, which can effectively block the disastrous water inrush risk of the foundation pit side slope, is used as flood prevention engineering, aims to reduce the water inrush risk of the foundation pit and the foundation pit risk in the flood season, can ensure short construction period, and does not influence the overall construction progress of a lock chamber.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a foundation pit side slope karst seepage prevention reinforcement treatment method is characterized in that a foundation pit side slope karst seepage water part is treated through curtain grouting, and the method specifically comprises the following steps:
grouting non-karst development parts with cement paste;
filling the semi-half filled and non-filled large karst caves and the karst caves below the underground water level by fine aggregate concrete or mortar, and then grouting from top to bottom in sections;
and (4) grouting the karst development area above the underground water level and the full-filling karst cave by adopting paste.
In a preferred embodiment, the method specifically comprises the following steps:
1) construction preparation;
2) drilling and lofting;
3) constructing a pilot hole;
4) detecting a geophysical prospecting;
5) sequentially arranging and constructing curtain grouting holes;
6) and (5) constructing an inspection hole.
In a preferred scheme, the construction method of the pilot hole specifically comprises the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) drilling the grouting section to a position of at least 2m below the rock surface;
5) casting the orifice pipe in an embedding way;
6) drilling a first section and coring;
7) washing holes and performing a pressurized water test;
8) drilling core and water pressing tests to a designed elevation from top to bottom in sections;
9) detecting a geophysical prospecting;
10) the pilot hole is also used as a curtain grouting hole and is grouted to the surface of the bedrock in a segmented manner from bottom to top;
11) finishing grouting of the final hole section;
12) and (6) sealing the holes.
In a preferred embodiment, in step 4), the physical detection is performed through a pilot hole.
In a preferable scheme, in the step 5), the single-hole construction of the curtain grouting hole specifically comprises the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) drilling the grouting section to a position of at least 2m below the rock surface;
5) cast-in of orifice pipe
6) Taking 5m as a section, performing segmented drilling and grouting;
7) drilling to a bottom elevation;
8) and finishing grouting the final hole section.
In a preferred embodiment, in step 6), the construction of the inspection hole specifically includes the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) casting the orifice pipe in an embedding way;
5) drilling a first section and coring;
6) drilling and coring from top to bottom in sections, and carrying out a pressurized water test to a grouting elevation;
7) grouting to a bedrock surface from bottom to top in a segmented manner;
8) finishing grouting of the final hole section;
9) and (6) sealing the holes.
In the preferable scheme, after the pilot hole enters a height of-15 m, a water pressing test is carried out every 5.0-6 m of the pilot hole, and the pilot hole can be finished when the water permeability is not more than 10 Lu.
In a preferred scheme, the final hole depth of the curtain grouting hole is determined according to the depth of a pilot hole.
In the preferred scheme, the construction of the pilot hole, the curtain grouting hole and the inspection hole comprises the installation of an orifice pipe, the orifice pipe is made of a hard pipe, the height of the exposed construction surface is 10cm, the length of the orifice pipe penetrating into the complete bedrock surface is not less than 2.0m, the orifice pipe is filled with 0.5:1 thick cement slurry after the installation is finished so as to realize the pre-embedding of the orifice pipe, and the next construction is carried out after the cement slurry is solidified for 48 hours.
In the preferable scheme, in the construction process of the inspection hole, measure holes are added in the large cavity type and the main water flow channel direction, the measure holes are reamed on the original inspection hole, the diameter of the final drilled measure hole is not less than 150mm, and fine aggregate concrete is adopted for backfilling and plugging.
By adopting the method, non-karst development parts are poured through cement paste, the fine aggregate concrete or mortar is poured into a semi-filled and non-filled large karst cave and a karst cave below the underground water level, and a karst development area above the underground water level and a full-filled karst cave are poured through plaster, so that the problem of foundation pit flooding caused by catastrophic karst water gushing in a lock chamber is effectively solved, and the engineering construction safety is guaranteed.
Detailed Description
Example 1:
a foundation pit side slope karst seepage prevention reinforcement treatment method is characterized in that a foundation pit side slope karst seepage water part is treated through curtain grouting, and the method specifically comprises the following steps:
grouting non-karst development parts with cement paste;
for the semi-filled and non-filled large karst caves and the karst caves below the underground water level, firstly, fine stone concrete or M7.5 mortar is adopted for filling, the slump of the mortar is controlled according to 180-fold sand with the thickness of 200mm, the holes are swept in place again after the mortar filling reaches the end standard, and the grouting is performed in sections from bottom to top;
and grouting the karst development area above the underground water level and the full-filling karst cave by adopting paste, wherein the fluidity of the paste is not more than 110 mm. The fluidity of the paste can be adjusted by the adding proportion of the additive according to the pressure and the pulp suction amount so as to meet the requirements under different conditions.
Example 2:
on the basis of the embodiment 1, the method specifically comprises the following steps:
1) construction preparation;
2) drilling and lofting;
3) constructing a pilot hole;
4) geophysical detection through pilot holes
5) Sequentially arranging and constructing curtain grouting holes;
6) and (5) constructing an inspection hole.
In the embodiment, the construction of the pilot hole, the curtain grouting hole and the inspection hole comprises the installation of the orifice pipe, the orifice pipe is made of hard pipes, the height of the exposed construction surface is 10cm, the length of the orifice pipe penetrating into the complete bedrock surface is not less than 2.0m, the orifice pipe is filled with 0.5:1 thick cement slurry after the installation is finished so as to realize the pre-embedding of the orifice pipe, and the next construction is carried out after the solidification is carried out for 48 hours.
Example 3:
the method for constructing the pilot hole in step 3) of embodiment 2 specifically includes:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) drilling the grouting section to a position of at least 2m below the rock surface;
5) casting the orifice pipe in an embedding way;
6) drilling a first section and coring;
7) washing holes and performing a pressurized water test;
8) drilling core and water pressing tests to a designed elevation from top to bottom in sections;
9) detecting a geophysical prospecting;
10) the pilot hole is also used as a curtain grouting hole and is grouted to the surface of the bedrock in a segmented manner from bottom to top;
11) finishing grouting of the final hole section;
12) and (6) sealing the holes.
In the preferable scheme, after the pilot hole enters a height of-15 m, a water pressing test is carried out every 5.0-6 m of the pilot hole, and the pilot hole can be finished when the water permeability is not more than 10 Lu.
Example 4:
the single-hole construction of the curtain grouting hole in the step 5) of the embodiment 2 specifically comprises the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) drilling the grouting section to a position of at least 2m below the rock surface;
5) cast-in of orifice pipe
6) Taking 5m as a section, performing segmented drilling and grouting;
7) drilling to a bottom elevation;
8) and finishing grouting the final hole section.
Example 5:
the construction of the inspection hole in step 6) of embodiment 2 specifically includes the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) casting the orifice pipe in an embedding way;
5) drilling a first section and coring;
6) drilling and coring from top to bottom in sections, and carrying out a pressurized water test to a grouting elevation;
7) grouting to a bedrock surface from bottom to top in a segmented manner;
8) finishing grouting of the final hole section;
9) and (6) sealing the holes.
In a preferred scheme, the final hole depth of the curtain grouting hole is determined according to the depth of a pilot hole.
In the preferable scheme, in the construction process of the inspection hole, measure holes are added in the large cavity type and the main water flow channel direction, the measure holes are reamed on the original inspection hole, the diameter of the final drilled measure hole is not less than 150mm, and fine aggregate concrete is adopted for backfilling and plugging.
Example 6:
on the basis of the embodiment 2, the pilot holes are partial I-order holes, the interval between every two adjacent pilot holes is 16.0m, and the drill holes are drilled and cored during the construction process. The drilling process of the pilot hole is recorded in detail, a single-point water pressure test is carried out every 5-6 m after the pilot hole enters the rock, if the water permeability of the last section of water pressure test is more than 10Lu (-15 m-20 m), supervision and design are informed in time, and a treatment scheme is determined on site. After the pilot hole drilling is completed, a CT geophysical prospecting test is required to be carried out in time, and grouting construction is forbidden before the CT geophysical prospecting test is completed.
Example 7:
on the basis of the embodiment 2, the construction material control specifically comprises the following steps:
(1) grouting materials: mainly comprises fine aggregate concrete, M7.5 mortar, ordinary portland cement (P.O 42.5), clay, bentonite, water glass, an additive, a modifier and the like.
(2) Fine aggregate concrete and M7.5 mortar: the slump is controlled at 180-200mm after being mixed by a mixing plant.
(3) Cement: adopting bagged P.O 42.5 ordinary portland cement; the cement for grouting must meet the quality standard, the screen allowance of the fineness passing through the 80um square hole sieve is less than 5 percent; and a cement storage shed is arranged on the grouting site, and damp and caked cement cannot be used for grouting construction.
(4) Clay: taking soil near the field, adding water into the soil through a clay pulping machine, crushing and uniformly stirring to form clay slurry.
The plasticity index is required to be more than 10, the content of clay particles (the particle size is less than 0.005mm) is not less than 20%, the content of powder particles (the particle size is 0.005-0.05 mm) is not more than 60-70%, the content of sand (0.05-0.25 mm) is not more than 8%, and the content of organic matters is not more than 2%.
(5) Water glass: the modulus of the acidic water glass (such as HS acidic water glass) is 2.8-3.4, and the concentration is preferably 35-45 Baume degrees.
(6) Water: the grouting water is directly taken from surface water, and the water quality meets the requirement of the grouting water.
(7) Additive: in the pulping process, the early strength type-structuring agent and the early coagulation type-structuring agent are added into the pulp, and the quality of the pulp meets the relevant regulations.
(8) Modifying agent: in order to make the performance of the clay cement paste material meet the controllable requirement of the paste, a modifier is required to be added so as to achieve the purposes that the paste material basically does not generate water separation and the setting time of the paste material is controllable.
Claims (10)
1. A foundation pit side slope karst seepage prevention reinforcement treatment method is characterized in that a foundation pit side slope karst seepage water part is treated through curtain grouting, and the method comprises the following steps: grouting non-karst development parts with cement paste;
filling the semi-half filled and non-filled large karst caves and the karst caves below the underground water level by fine aggregate concrete or mortar, and then grouting from top to bottom in sections;
and (4) grouting the karst development area above the underground water level and the full-filling karst cave by adopting paste.
2. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 1, characterized by comprising the following steps:
1) construction preparation;
2) drilling and lofting;
3) constructing a pilot hole;
4) detecting a geophysical prospecting;
5) sequentially arranging and constructing curtain grouting holes;
6) and (5) constructing an inspection hole.
3. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 2, wherein in the step 3), the construction method of the pilot hole specifically comprises the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) drilling the grouting section to a position of at least 2m below the rock surface;
5) casting the orifice pipe in an embedding way;
6) drilling a first section and coring;
7) washing holes and performing a pressurized water test;
8) drilling core and water pressing tests to a designed elevation from top to bottom in sections;
9) detecting a geophysical prospecting;
10) the pilot hole is also used as a curtain grouting hole and is grouted to the surface of the bedrock in a segmented manner from bottom to top;
11) finishing grouting of the final hole section;
12) and (6) sealing the holes.
4. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 2, characterized in that: in the step 4), the geophysical prospecting detection is carried out through the pilot hole.
5. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 2, wherein in the step 5), the single-hole construction of the curtain grouting hole specifically comprises the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) drilling the grouting section to a position of at least 2m below the rock surface;
5) cast-in of orifice pipe
6) Taking 5m as a section, performing segmented drilling and grouting;
7) drilling to a bottom elevation;
8) and finishing grouting the final hole section.
6. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 2, wherein in the step 6), the construction of the inspection hole specifically comprises the following steps:
1) drilling and positioning;
2) the machine tool enters the field and is fixed;
3) drilling along with the pipe at the non-irrigation section;
4) casting the orifice pipe in an embedding way;
5) drilling a first section and coring;
6) drilling and coring from top to bottom in sections, and carrying out a pressurized water test to a grouting elevation;
7) grouting to a bedrock surface from bottom to top in a segmented manner;
8) finishing grouting of the final hole section;
9) and (6) sealing the holes.
7. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 3, characterized in that: after the pilot hole enters a height of-15 m, a water pressing test is carried out every 5.0-6 m of the pilot hole, and the pilot hole can be drilled when the water permeability is not more than 10 Lu.
8. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 7, characterized in that: and the final hole depth of the curtain grouting hole is determined according to the depth of the pilot hole.
9. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 2, characterized in that: the construction of the pilot hole, the curtain grouting hole and the inspection hole comprises the installation of an orifice pipe, the orifice pipe is made of hard pipes, the height of the exposed construction surface is 10cm, the length of the orifice pipe penetrating into the complete bedrock surface is not less than 2.0m, the orifice pipe is filled with 0.5:1 thick cement slurry after the installation is finished so as to realize the pre-embedding of the orifice pipe, and the next construction is carried out after the cement slurry is solidified for 48 hours.
10. The foundation pit side slope karst seepage-proofing reinforcing treatment method according to claim 6, characterized in that: in the construction process of the inspection hole, a measure hole is added in the direction of a large cavity type and a main water flow channel, the measure hole is reamed on the original inspection hole, the diameter of the final hole of the drilled measure hole is not less than 150mm, and fine aggregate concrete is adopted for backfilling and plugging.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110483470.8A CN113152412A (en) | 2021-04-30 | 2021-04-30 | Foundation pit slope karst seepage-proofing reinforcing treatment method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110483470.8A CN113152412A (en) | 2021-04-30 | 2021-04-30 | Foundation pit slope karst seepage-proofing reinforcing treatment method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113152412A true CN113152412A (en) | 2021-07-23 |
Family
ID=76872982
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110483470.8A Pending CN113152412A (en) | 2021-04-30 | 2021-04-30 | Foundation pit slope karst seepage-proofing reinforcing treatment method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113152412A (en) |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080260473A1 (en) * | 2007-04-17 | 2008-10-23 | Smith Eric W | Underground filling and sealing method |
| CN104594370A (en) * | 2014-11-27 | 2015-05-06 | 中国电建集团贵阳勘测设计研究院有限公司 | High-pressure combined washing grouting method and structure in karst region |
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
| CN105887886A (en) * | 2016-06-16 | 2016-08-24 | 中国水利水电第十工程局有限公司 | Strong karst development stratum curtain grouting construction method |
| CN109083682A (en) * | 2018-08-28 | 2018-12-25 | 辽宁工程技术大学 | A kind of construction method of mine working antiseepage high intensity fire dam |
| CN109339068A (en) * | 2018-09-12 | 2019-02-15 | 郑楚英 | A kind of ecological slope protection plant measures method for concrete and the high steep slope of rock |
| CN111042146A (en) * | 2019-11-11 | 2020-04-21 | 中铁七局集团第二工程有限公司 | Construction method of deep foundation pit supporting anti-seepage system of coastal karst stratum |
| CN112523170A (en) * | 2020-11-25 | 2021-03-19 | 上海勘测设计研究院有限公司 | Seepage-proofing treatment method for deep-buried karst seepage channel of reservoir |
-
2021
- 2021-04-30 CN CN202110483470.8A patent/CN113152412A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20080260473A1 (en) * | 2007-04-17 | 2008-10-23 | Smith Eric W | Underground filling and sealing method |
| CN104594370A (en) * | 2014-11-27 | 2015-05-06 | 中国电建集团贵阳勘测设计研究院有限公司 | High-pressure combined washing grouting method and structure in karst region |
| CN105862722A (en) * | 2016-04-07 | 2016-08-17 | 中建交通建设集团有限公司 | Three-dimensional treatment method of subway deep foundation pit in karst intense development region |
| CN105887886A (en) * | 2016-06-16 | 2016-08-24 | 中国水利水电第十工程局有限公司 | Strong karst development stratum curtain grouting construction method |
| CN109083682A (en) * | 2018-08-28 | 2018-12-25 | 辽宁工程技术大学 | A kind of construction method of mine working antiseepage high intensity fire dam |
| CN109339068A (en) * | 2018-09-12 | 2019-02-15 | 郑楚英 | A kind of ecological slope protection plant measures method for concrete and the high steep slope of rock |
| CN111042146A (en) * | 2019-11-11 | 2020-04-21 | 中铁七局集团第二工程有限公司 | Construction method of deep foundation pit supporting anti-seepage system of coastal karst stratum |
| CN112523170A (en) * | 2020-11-25 | 2021-03-19 | 上海勘测设计研究院有限公司 | Seepage-proofing treatment method for deep-buried karst seepage channel of reservoir |
Non-Patent Citations (2)
| Title |
|---|
| 《水利水电工程施工实用手册》编委会: "《灌浆工程》", 31 December 2017, 北京：中国环境出版社, pages: 188 - 198 * |
| 国网新源控股有限公司基建部: "《国网新源控股有限公司抽水蓄能电站工程施工工艺示范手册：2019年版.土建分册》", 31 December 2019, 北京：中国水利水电出版社, pages: 181 - 183 * |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100591866C (en) | Drifting sand layer and gravel stratum water-moving double-liquid high pressure slip-casting water-blocking construction method | |
| CN102705005B (en) | Technology for plugging water bursting in mine by directional diversion grouting | |
| CN106381840B (en) | Fracture plugging grouting method under a kind of high pressure moving water state | |
| CN106988302B (en) | A kind of high inclination-angle competent bed rotary digging pile driving construction engineering method | |
| CN104453913A (en) | Vertical shaft working face ahead pre-grouting method | |
| CN206667278U (en) | Lava crack Tunnel gushing treatment constructing structure | |
| CN105484269B (en) | Foundation pit enclosure structure seepage prevention and treatment construction method under blasting condition | |
| CN111946367B (en) | Grouting reinforcement method for tunnel passing through water-rich fault | |
| CN113236117B (en) | Water control method for southwest corrosion stratum shaft by ground and underground combined grouting | |
| CN110469332B (en) | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body | |
| CN110130936B (en) | Construction method for sudden encountering untreated karst cave or crack in shield tunneling process | |
| CN112482347B (en) | Construction method of soft soil treatment reinforcing layer and soft soil treatment reinforcing layer | |
| CN110593807A (en) | Water plugging method suitable for shallow-surface large-opening-degree fractured rock mass roadway | |
| CN113374440A (en) | Rapid plugging method and construction method for water inrush channel of hidden collapse column | |
| CN107178077B (en) | karst area karst cave overburden grouting reinforcement structure and design method thereof | |
| CN107587502B (en) | Construction method for rotary drilling hole-forming pressure-grouting cement soil occlusion curtain pile | |
| CN112144559A (en) | Well construction method in high water-rich loess sandy gravel stratum transformer tube well | |
| CN102174818A (en) | Controlled impermeable leaking stoppage grout-extruding water-stopping technology of strong water permeable stratum of quaternary system | |
| CN111946355B (en) | Construction method for long-distance rock jacking pipe to penetrate through water-rich fault | |
| CN113445527A (en) | Method for treating leakage of grouting waterproof curtain in underground platform of rail transit | |
| CN112523170A (en) | Seepage-proofing treatment method for deep-buried karst seepage channel of reservoir | |
| CN108571330A (en) | A method of processing subway bottom plate rear pouring tape percolating water | |
| CN114737979B (en) | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region | |
| CN113152412A (en) | Foundation pit slope karst seepage-proofing reinforcing treatment method | |
| CN112482415B (en) | Consolidation grouting method for underground cavern under high external water pressure and flowing water condition |
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 |