CN113818443A - Grouting method after drilling of rock-entering underground diaphragm wall - Google Patents
Grouting method after drilling of rock-entering underground diaphragm wall Download PDFInfo
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- CN113818443A CN113818443A CN202111249405.5A CN202111249405A CN113818443A CN 113818443 A CN113818443 A CN 113818443A CN 202111249405 A CN202111249405 A CN 202111249405A CN 113818443 A CN113818443 A CN 113818443A
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- rock
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- 238000005553 drilling Methods 0.000 title claims abstract description 49
- 238000000034 method Methods 0.000 title claims abstract description 37
- 239000004568 cement Substances 0.000 claims abstract description 46
- 239000002002 slurry Substances 0.000 claims abstract description 39
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 27
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 239000013049 sediment Substances 0.000 claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 13
- 239000010959 steel Substances 0.000 claims abstract description 13
- 239000011435 rock Substances 0.000 claims abstract description 9
- 238000005406 washing Methods 0.000 claims abstract description 9
- 230000000149 penetrating effect Effects 0.000 claims abstract description 4
- 238000003466 welding Methods 0.000 claims abstract description 4
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injection Substances 0.000 claims description 7
- 239000011440 grout Substances 0.000 claims description 6
- 238000004537 pulping Methods 0.000 claims description 5
- 229910003460 diamond Inorganic materials 0.000 claims description 4
- 239000010432 diamond Substances 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 238000005352 clarification Methods 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 238000007711 solidification Methods 0.000 claims description 3
- 230000008023 solidification Effects 0.000 claims description 3
- 239000013505 freshwater Substances 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 3
- 238000001514 detection method Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
Images
Classifications
-
- 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
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a drilling and post-grouting process for an underground diaphragm wall entering rock, which comprises the following steps of S1: welding a plurality of grouting pipes on a reinforcement cage framework, arranging the reinforcement cage framework below until the bottoms of the grouting pipes reach the elevation positions of the bottoms of the grouting pipes; s2: injecting water into the grouting pipe; s3: drilling through the bottom steel plate of the corresponding grouting pipe and penetrating through the bottom of the diaphragm wall by 30-50 cm; s4: after drilling, washing sediments in the drill hole by using a large amount of water; s5: slowly injecting cement slurry into the replacement pipe, and completely replacing clean water in the pipe to the pipe opening; s6: connecting the grouting pipe with a pressurizing pipeline of a grouting pump; s7: injecting cement slurry into a drill hole in the wall bottom through a grouting pipe in a manner of pressurizing the cement slurry through a grouting pump; s8: stopping grouting; s9: after grouting, replacing cement paste in the drilling section by adopting thick paste; the invention solves the problems that the existing post-grouting process can not reinforce the softened rock stratum and the concrete of the wall body is damaged by the fresh water plug.
Description
Technical Field
The invention relates to the field of underground diaphragm wall bottom post-grouting construction, in particular to a rock-entering underground diaphragm wall drilling post-grouting method.
Background
Along with the development of urban underground space, the requirements on the bearing capacity and impermeability of the underground diaphragm wall of the enclosure structure are higher and higher, and the bearing capacity and impermeability of the foundation can be effectively improved through the wall bottom post-grouting process.
The specific process at present is as follows: cement grout with a proper water-cement ratio is injected into the grouting pipe under a certain pressure, and the cement grout permeates and diffuses to the surrounding soil body and is solidified with the wall bottom and the soil body surrounding the wall bottom through chemical reaction to form compact cement soil, so that the effect of improving the bearing capacity of the wall bottom of the diaphragm wall is achieved, and the non-uniform settlement of the diaphragm wall can be effectively prevented.
However, the existing wall bottom post-grouting process has two problems, namely, a grouting pipe can only be installed 10-20 cm above the bottom of a hole, and cannot reinforce a rock stratum softened by slurry, and the process needs to adopt clear water to open plugs after pouring is completed for 24 hours, so that a wall body can be damaged.
Disclosure of Invention
The invention aims to overcome the defects and provide a method for grouting after drilling the underground diaphragm wall into rock, which solves the problem that the existing grouting process can not reinforce the softened rock stratum and the problem that concrete of a wall body is damaged by the opening of clear water.
In order to solve the technical problems, the invention adopts the technical scheme that: a grouting process after drilling a rock-entering underground diaphragm wall comprises the following steps:
s1: welding a plurality of grouting pipes on a reinforcement cage framework, arranging the reinforcement cage framework below until the bottoms of the grouting pipes reach the elevation positions of the bottoms of the grouting pipes;
s2: injecting water into the grouting pipe, and covering a plastic cover for protection after solidification;
s3: pouring groove section concrete at the bottom of the diaphragm wall, and after the groove section concrete reaches the designed strength, drilling through the bottom opening steel plate of the corresponding grouting pipe and penetrating through the bottom of the diaphragm wall by 30-50 cm;
s4: after drilling is finished, washing sediments in the drill hole by using a large amount of water, and stopping washing after backwater clarification;
s5: after the flushing is finished, arranging a replacement pipe downwards to the bottom of the drilled hole, slowly injecting cement slurry into the replacement pipe, completely replacing clear water in the pipe to a pipe opening, and taking out the replacement pipe;
s6: connecting the grouting pipe with a pressurizing pipeline of a grouting pump;
s7: injecting the cement paste prepared by the pulping station into a drill hole in the wall bottom through a grouting pipe in a manner of pressurizing by a grouting pump;
s8: stopping grouting after a single grouting pipe meets specified conditions;
s9: after grouting is finished, in order to ensure the quality of the wall body, thick slurry is adopted to replace cement slurry in the drilling section, and after replacement is finished, the sealing state of a grouting pipe is kept for 10min, so that the quality of the wall body is ensured.
Preferably, in step S1, the bottom of the grouting pipe is welded with a bottom steel plate plug of 2mm, the bottom of the grouting pipe is flush with the bottom of the steel bar cage framework, and the top of the grouting pipe is 10-20 cm higher than the ground.
Preferably, in the step S3, the drilling is performed by a reverse circulation rotary drilling method of a geological drilling rig, and the drilling rig uses a diamond drill bit to drill 1m below the installation depth of the bottom of the grouting pipe, wherein the drilling includes 50cm of wall concrete and 50cm of bedrock.
Preferably, in step S4, the sediment in the hole is washed with a large amount of water, and the sediment at the bottom of the hole is controlled not to be larger than 10 cm.
Preferably, in step S5, a water-cement ratio of 0.8:1, replacing clear water in the hole with cement paste.
Preferably, in step S6, the grouting pipe and the pressure line of the grouting pump are welded by using flanges, so as to form a closed state of the orifice.
Preferably, in step S7, the cement slurry water cement ratio is 0.8:1 and 0.5: 1, two ratio grades, wherein the cement slurry of 0.8:1 is open-pressure slurry, and when the injection amount of the slurry reaches more than 300L and the grouting pressure and the injection rate are not changed or are not changed remarkably, the cement slurry is changed into the open-pressure slurry of 0.5: 1 cement grout pouring.
Preferably, in the step S8, the single grouting pipe may stop grouting when one of the following conditions is satisfied in principle:
a. carrying out bottom grouting until the grouting amount reaches 0.5 m;
b. the grouting amount reaches more than 80 percent, and the grouting pressure reaches 2 MPa;
c. when the grouting pressure is >2MPa and lasts for 3 minutes.
Preferably, in step S9, a water-cement ratio of 0.5: the thick slurry of 1 replaces the original cement slurry, and the wall quality is ensured.
The invention has the beneficial effects that:
(1) the grouting pipe can be used as an acoustic testing pipe, so that the detection accuracy is improved, and the detection cost is saved;
(2) the problem that the softened and damaged rock stratum cannot be reinforced by the traditional post grouting process is solved;
(3) the integral water stopping effect of the underground continuous wall and the bonding force between the underground continuous wall and the bedrock are improved;
(4) the improved process avoids the damage of the concrete of the wall body caused by opening the plug with clear water.
Drawings
FIG. 1 is a plan view of a grout pipe;
FIG. 2 is a schematic view of a borehole depth;
FIG. 3 is a schematic illustration of grouting;
fig. 4 is a schematic view of a grouting reinforcement area.
In the figure, a grouting pipe 1, a reinforcement cage framework 2, a bottom opening steel plate 3, a grouting pump 4, a pressurizing pipeline 5, a pulping station 6, a flange 7, a sediment area 8 and a wall bottom bedrock area 9.
Detailed Description
The invention is described in further detail below with reference to the figures and specific embodiments.
As shown in fig. 1 to 4, a grouting process after drilling a rock-entering underground diaphragm wall comprises the following steps:
s1: welding a plurality of grouting pipes 1 on a reinforcement cage framework 2, and arranging the reinforcement cage framework 2 downwards until the bottoms of the grouting pipes 1 reach the bottom elevation position of the grouting pipes;
s2: injecting water into the grouting pipe 1, and covering a plastic cover for protection after solidification;
s3: pouring groove section concrete at the bottom of the continuous wall, and after the groove section concrete reaches the designed strength, drilling through the bottom opening steel plate 3 of the corresponding grouting pipe 1 and penetrating through the bottom of the diaphragm wall by 30-50 cm;
s4: after drilling is finished, washing sediments in the drill hole by using a large amount of water, and stopping washing after backwater clarification;
s5: after the flushing is finished, arranging a replacement pipe downwards to the bottom of the drilled hole, slowly injecting cement slurry into the replacement pipe, completely replacing clear water in the pipe to a pipe opening, and taking out the replacement pipe;
s6: connecting the grouting pipe 1 with a pressurizing pipeline 5 of a grouting pump 4;
s7: injecting the cement paste prepared in the pulping station 6 into a drilled hole in the wall bottom through the grouting pipe 1 in a manner of pressurizing by the grouting pump 4;
s8: stopping grouting after the single grouting pipe 1 meets specified conditions;
s9: after grouting is finished, in order to ensure the quality of the wall body, thick slurry is adopted to replace cement slurry in the drilling section, and after replacement is finished, the sealing state of a grouting pipe is kept for 10min, so that the quality of the wall body is ensured.
In step S1, the bottom of the grouting pipe 1 is welded with a bottom opening steel plate 3 plug of 2mm, the bottom of the grouting pipe 1 is flush with the bottom of the reinforcement cage framework 2, and the top of the grouting pipe 1 is 10-20 cm higher than the ground.
In the step S3, the drilling is performed by a reverse circulation rotary drilling method of a geological drilling machine, the drilling machine adopts a diamond drill bit, and the drilling is performed on the bottom of the grouting pipe 1 below the installation depth by 1m, wherein the drilling comprises 50cm of wall concrete and 50cm of bedrock.
In step S4, the sediment in the hole is washed by a large amount of water, and the sediment at the bottom of the hole is controlled not to be larger than 10 cm.
In step S5, a water-cement ratio of 0.8:1, replacing clear water in the hole with cement paste.
In step S6, the grouting pipe 1 and the pressure line 5 of the grouting pump 4 are welded together using the flange 7, and the orifice is closed.
In step S7, the cement slurry water-cement ratio is 0.8:1 and 0.5: 1, two ratio grades, wherein the cement slurry of 0.8:1 is open-pressure slurry, and when the injection amount of the slurry reaches more than 300L and the grouting pressure and the injection rate are not changed or are not changed remarkably, the cement slurry is changed into the open-pressure slurry of 0.5: 1 cement grout pouring.
In step S8, the grouting can be stopped when a single grouting pipe satisfies one of the following conditions in principle:
a. carrying out bottom grouting until the grouting amount reaches 0.5 m;
b. the grouting amount reaches more than 80 percent, and the grouting pressure reaches 2 MPa;
c. when the grouting pressure is >2MPa and lasts for 3 minutes.
In step S9, a water-cement ratio of 0.5: the thick slurry of 1 replaces the original cement slurry, and the wall quality is ensured.
Example 1: referring to fig. 1, grouting pipes 1 are uniformly arranged on a reinforcement cage framework 2, the distance between the grouting pipes 1 on each side is not more than 1.5m, the grouting pipes 1 are made of steel pipes with the diameter of phi 108 multiplied by 5mm, steel plates 3 with the thickness of 2mm and thick bottom openings are welded on the bottom openings to prevent concrete from being poured in, the bottoms of the grouting pipes 1 reach the bottom elevation position of the grouting pipes (as shown in fig. 2) along with the reinforcement cage framework 2 and the bottom elevation position of the wall bottom is 0.5m away from the bottoms of the grouting pipes 1. After the grouting pipe 1 is arranged below the reinforcement cage framework 2, the grouting pipe 1 is injected with water and protected by a plastic sealing cover. And pouring the groove section concrete at the bottom of the continuous wall, constructing three grouting pipes 1 which are close to the outer side of the foundation pit firstly after the groove section concrete reaches the designed strength, and constructing two grouting pipes 1 which are close to the inner side of the foundation pit secondly. And drilling the grouting pipe 1 by adopting a reverse circulation rotary drilling method of a geological drilling machine. The hole diameter of the drill hole is phi 76mm, the drill bit is a diamond drill bit or a hard alloy drill bit, the drill hole position starts from the bottom opening steel plate 3 of the corresponding grouting pipe 1, the drill hole is drilled for 0.5m to reach the elevation position of the wall bottom, then the drill hole is continuously drilled for 0.5m downwards to reach the elevation position of the drill hole bottom, and the drill hole penetrates through the bottom of the diaphragm wall for 50cm, and the specific drill hole depth is shown in figure 2. And after drilling is finished, washing rock powder and the hole wall in the hole by adopting a method of punching with large amount of water until backwater is clarified. Controlling the thickness of sediment at the bottom of the hole not to exceed 10 cm. After the washing is finished, the replacement pipe is arranged to the bottom of the hole, and the water-cement ratio is 0.8 in the slow injection of the interior of the pipe: 1, slurry is carried out, clean water in the grouting pipe is completely replaced to an orifice, and the replacement pipe is taken out.
After all the slurry is in the grouting pipe 1, the grouting pipe 1 and the pressurizing pipeline 5 of the grouting pump 4 are welded by adopting a flange 7 to form an orifice closed state, the grouting pump 4 and the pulping station 6 are connected, and pressurized grouting is carried out in the grouting pipe 1. According to the depth of the diaphragm wall and the underground water level, the grouting pressure value of the single-pipe wall bottom is assumed to be 1.0-1.5 MPa. The grouting amount of the underground continuous wall post-grouting consists of a sediment area 8, a wall bottom bedrock area 9 and a wall side area 3, and grouting can be stopped when one single grouting pipe meets one of the following conditions in principle by considering that the rock strata and the sediment thickness have local difference:
a. carrying out bottom grouting until the grouting amount reaches 0.5 m;
b. the grouting amount reaches more than 80 percent, and the grouting pressure reaches 2 MPa.
c. When the grouting pressure is >2MPa and lasts for 3 minutes.
After the grouting work of the grouting section reaches the end condition, in order to ensure the quality of the wall body, the grouting section adopts the following steps of 0.5: 1, replacing cement paste in the hole section, keeping the closed state of the grouting pipe after replacement is finished, and keeping for 10min to ensure the wall quality.
The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and features in the embodiments and examples in the present application may be arbitrarily combined with each other without conflict. The protection scope of the present invention is defined by the claims, and includes equivalents of technical features of the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.
Claims (9)
1. A grouting process after drilling of an underground diaphragm wall entering rock is characterized in that: it comprises the following steps:
s1: welding a plurality of grouting pipes (1) on a reinforcement cage framework (2), and arranging the reinforcement cage framework (2) downwards until the bottoms of the grouting pipes (1) reach the bottom elevation position of the grouting pipes;
s2: injecting water into the grouting pipe (1), and covering a plastic cover for protection after solidification;
s3: pouring groove section concrete at the bottom of the continuous wall, and after the groove section concrete reaches the designed strength, drilling through a bottom opening steel plate (3) of a corresponding grouting pipe (1) and penetrating through the bottom of the diaphragm wall by 30-50 cm;
s4: after drilling is finished, washing sediments in the drill hole by using a large amount of water, and stopping washing after backwater clarification;
s5: after the flushing is finished, arranging a replacement pipe downwards to the bottom of the drilled hole, slowly injecting cement slurry into the replacement pipe, completely replacing clear water in the pipe to a pipe opening, and taking out the replacement pipe;
s6: connecting the grouting pipe (1) with a pressurizing pipeline (5) of a grouting pump (4);
s7: cement paste prepared by a pulping station (6) is injected into a drill hole in the wall bottom through a grouting pipe (1) in a pressurizing mode of a grouting pump (4);
s8: stopping grouting after a single grouting pipe (1) meets specified conditions;
s9: after grouting is finished, in order to ensure the quality of the wall body, thick slurry is adopted to replace cement slurry in the drilling section, and after replacement is finished, the sealing state of a grouting pipe is kept for 10min, so that the quality of the wall body is ensured.
2. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in the step S1, a bottom opening steel plate (3) of 2mm is welded at the bottom of the grouting pipe (1) for plugging, the bottom of the grouting pipe (1) is flush with the bottom of the steel reinforcement cage framework (2), and the top of the grouting pipe (1) is 10-20 cm higher than the ground.
3. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in the step S3, the drilling is performed by a reverse circulation rotary drilling method of a geological drilling machine, the drilling machine adopts a diamond drill bit, and the drilling is performed below 1m of the installation depth of the bottom of the grouting pipe (1), wherein the drilling comprises 50cm of wall concrete and 50cm of bedrock.
4. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in step S4, the sediment in the hole is washed by a large amount of water, and the sediment at the bottom of the hole is controlled not to be larger than 10 cm.
5. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in step S5, a water-cement ratio of 0.8:1, replacing clear water in the hole with cement paste.
6. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in step S6, the grouting pipe (1) and the pressure line (5) of the grouting pump (4) are welded together using the flange (7) to form a closed orifice.
7. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in step S7, the cement slurry water-cement ratio is 0.8:1 and 0.5: 1, two ratio grades, wherein the cement slurry of 0.8:1 is open-pressure slurry, and when the injection amount of the slurry reaches more than 300L and the grouting pressure and the injection rate are not changed or are not changed remarkably, the cement slurry is changed into the open-pressure slurry of 0.5: 1 cement grout pouring.
8. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in step S8, the grouting can be stopped when a single grouting pipe satisfies one of the following conditions in principle:
a. carrying out bottom grouting until the grouting amount reaches 0.5 m;
b. the grouting amount reaches more than 80 percent, and the grouting pressure reaches 2 MPa;
c. when the grouting pressure is >2MPa and lasts for 3 minutes.
9. The drilling and post-grouting process for the rock-entering underground diaphragm wall as claimed in claim 1, wherein the grouting process comprises the following steps: in step S9, a water-cement ratio of 0.5: the thick slurry of 1 replaces the original cement slurry, and the wall quality is ensured.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111249405.5A CN113818443A (en) | 2021-10-26 | 2021-10-26 | Grouting method after drilling of rock-entering underground diaphragm wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111249405.5A CN113818443A (en) | 2021-10-26 | 2021-10-26 | Grouting method after drilling of rock-entering underground diaphragm wall |
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| CN113818443A true CN113818443A (en) | 2021-12-21 |
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| CN202111249405.5A Pending CN113818443A (en) | 2021-10-26 | 2021-10-26 | Grouting method after drilling of rock-entering underground diaphragm wall |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103184737A (en) * | 2011-12-28 | 2013-07-03 | 上海市基础工程有限公司 | Grouting machine for post grouting under embedded rock geological condition |
| CN206570813U (en) * | 2017-02-27 | 2017-10-20 | 龙元建设集团股份有限公司 | Diaphram wall toe of wall grouting behind shaft or drift lining constructing device |
| CN107687171A (en) * | 2017-09-15 | 2018-02-13 | 中建三局第建设工程有限责任公司 | Diaphram wall double pump post-grouting device and construction method |
| CN110700266A (en) * | 2019-10-11 | 2020-01-17 | 重庆建工建筑产业技术研究院有限公司 | Underground continuous wall toe post-grouting construction method |
| US20200157756A1 (en) * | 2018-11-16 | 2020-05-21 | Horst K. Aschenbroich | Hollow rebar for post-grouting the base of reinforced concrete drilled shafts |
| CN111424669A (en) * | 2020-03-27 | 2020-07-17 | 上海长凯岩土工程有限公司 | Pile end grouting process and device of quick and recyclable grouting device |
| CN213682108U (en) * | 2020-11-09 | 2021-07-13 | 上海长凯岩土工程有限公司 | Multifunctional simple post-grouting structure |
-
2021
- 2021-10-26 CN CN202111249405.5A patent/CN113818443A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103184737A (en) * | 2011-12-28 | 2013-07-03 | 上海市基础工程有限公司 | Grouting machine for post grouting under embedded rock geological condition |
| CN206570813U (en) * | 2017-02-27 | 2017-10-20 | 龙元建设集团股份有限公司 | Diaphram wall toe of wall grouting behind shaft or drift lining constructing device |
| CN107687171A (en) * | 2017-09-15 | 2018-02-13 | 中建三局第建设工程有限责任公司 | Diaphram wall double pump post-grouting device and construction method |
| US20200157756A1 (en) * | 2018-11-16 | 2020-05-21 | Horst K. Aschenbroich | Hollow rebar for post-grouting the base of reinforced concrete drilled shafts |
| CN110700266A (en) * | 2019-10-11 | 2020-01-17 | 重庆建工建筑产业技术研究院有限公司 | Underground continuous wall toe post-grouting construction method |
| CN111424669A (en) * | 2020-03-27 | 2020-07-17 | 上海长凯岩土工程有限公司 | Pile end grouting process and device of quick and recyclable grouting device |
| CN213682108U (en) * | 2020-11-09 | 2021-07-13 | 上海长凯岩土工程有限公司 | Multifunctional simple post-grouting structure |
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Application publication date: 20211221 |