CN115262564A - Improved deepwater grouting construction method - Google Patents
Improved deepwater grouting construction method Download PDFInfo
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- CN115262564A CN115262564A CN202210827696.XA CN202210827696A CN115262564A CN 115262564 A CN115262564 A CN 115262564A CN 202210827696 A CN202210827696 A CN 202210827696A CN 115262564 A CN115262564 A CN 115262564A
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- grouting
- pipe
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- return pipe
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Revetment (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses an improved deepwater grouting construction method, which comprises the following steps: a guide pit with a cross-sectional area smaller than that of the drilled well is arranged at the bottom of the well wall; the grouting pipe and the slurry return pipe synchronously extend into the well wall, the axes of the grouting pipe and the slurry return pipe are kept parallel to the horizontal line, the bottom of the air pocket cover is ensured to horizontally enter water, and air is further contained in the air pocket cover to form air pockets; until the air pocket cover and the guide pit are matched with each other to form a closed space; cement slurry is injected into the inner side of the guide pit through the grouting pipe, and the discharge end of the grouting pipe is positioned at the air cavity position in the injection process, so that the air cavity is utilized to reduce the injection pressure; the air of cavity inboard is discharged earlier to the wall of a well outside in the initial stage grout, compares in drainage, and exhaust pressure is little and along with the air discharge goes back intraductal side pressure reduction of thick liquid, and later the air is discharged completely, and water can be because of the intraductal side pressure reduction of thick liquid back and attract to the inboard of thick liquid back pipe until discharging.
Description
Technical Field
The invention belongs to the technical field of hydraulic engineering, and particularly relates to an improved deepwater grouting construction method.
Background
The deep water grouting is different from the conventional grouting, the grouting water pressure under deep water is high, and the high water pressure brings two problems, namely, the grouting pressure needs to be increased, otherwise, the grouting operation cannot be successfully completed, the grouting operation needs to be performed while water is discharged upwards, and the discharged water is convenient for observing the condition of slurry return; however, due to the fact that the pressure under deep water is high, grouting difficulty and drainage difficulty are increased, and therefore an improved deep water grouting construction method is provided.
Disclosure of Invention
The invention aims to provide an improved deepwater grouting construction method to solve the problems in the background technology.
In order to achieve the purpose, the invention adopts the following technical scheme: an improved deep water grouting construction method comprises the following steps:
A. a guide pit with a cross-sectional area smaller than that of the drilled well is arranged at the bottom of the well wall;
B. the grouting pipe and the slurry return pipe synchronously extend into the well wall, the axes of the grouting pipe and the slurry return pipe are kept parallel to the horizontal line, namely the axes of the grouting pipe and the slurry return pipe are parallel to the axis of the well wall, the bottom of the air pocket cover is ensured to horizontally enter water, and air is further contained in the air pocket cover to form an air pocket;
C. until the air pocket cover and the guide pit are matched with each other to form a closed space;
D. cement slurry is injected into the inner side of the guide pit through the grouting pipe, and the discharge end of the grouting pipe is positioned at the air cavity position in the injection process, so that the air cavity is utilized to reduce the injection pressure;
E. when slurry is accumulated at the bottom of the guide pit, air inside the cavity is discharged through the slurry return pipe, continuous grouting is kept, and water is sucked upwards by reducing pressure through air discharge in the slurry return pipe;
F. after the guide pit is filled with the slurry, the positioning pin for positioning the slurry return pipe is drawn out, so that the slurry return pipe always keeps a state parallel to the axis of the slurry injection pipe and gradually rises;
G. and finishing the grouting work until the grout is returned.
Further, the initial air discharge stage is connected to the side ports by suction pumps for sucking out air and water inside the cavitation cover simultaneously with the initial grouting.
Further, when air and water are pumped out by the suction pump, the top end of the slurry return pipe needs to be sealed by a sealing cover.
Furthermore, the rising speed of the slurry return pipe is consistent with that of the slurry for grouting the well wall, and a certain distance is reserved between the bottom end of the cavitation cover and the slurry, so that water in the well wall can enter and be discharged through the bottom end of the slurry return pipe.
Further, the lifting between the slurry return pipe and the slurry injection pipe is realized by adding a pulley.
Further, the pulley rolls and installs the outer wall at the inner wall of slurry return pipe or slip casting pipe, and the surface of pulley conflicts the inner wall of slurry return pipe or the outer wall of slip casting pipe, and is the annular in the outside of slip casting pipe and evenly arranges.
Further, the cross section of the edge of the pulley is triangular.
Furthermore, the inner side of the grouting pipe is provided with a one-way valve which can only feed downwards, so that air is prevented from being discharged through the grouting pipe.
Compared with the prior art, the invention has the beneficial effects that:
1. this design reduces the pressure of initial stage grout through the mode that utilizes the air pocket, simultaneously because the formation in air pocket, the initial stage grout can be discharged the inboard air of cavity earlier outside the wall of a well, compares in the drainage, and carminative pressure is little and reduces along with the intraductal side pressure of air discharge mud return, and later air is discharged, and water can be because the intraductal side pressure of mud return reduces and attract until discharging to the inboard of mud return.
2. The suction pump is adopted to assist the initial air exhaust and drainage, so that the pressure of pouring can be further reduced, and because a relatively closed space is formed between the cavitation cover and the guide pit, slurry can be sucked to the inner side of the guide pit after air and water are pumped out, and the success rate of deep water grouting is further increased.
3. The mode that the slurry return pipe rises is adopted, the false phenomenon that the slurry is discharged by the slurry return pipe by mistake to form the slurry return can be avoided, meanwhile, the slurry return pipe keeps a certain distance from the surface of the slurry, the slurry synchronously rises in performance, the effect of low-pressure suction on the inner side of the slurry return pipe can be kept, and the effect of continuous water discharge is realized.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention.
FIG. 1 is a schematic view of the present invention;
FIG. 2 is an enlarged view of the portion A of the present invention;
in the figure: 1. a well wall; 101. a guide pit; 2. an earth formation; 3. a grouting pipe; 4. a slurry return pipe; 401. a sealing cover; 402. positioning pins; 403. a side pipe orifice; 404. a cavitation shroud; 405. a cavity; 406. a pulley.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Example one
Referring to fig. 1 and 2, the present invention provides a technical solution: an improved deepwater grouting construction method comprises the following steps:
s1, a guide pit 101 with a cross sectional area smaller than that of a drilled well is formed at the bottom of a well wall 1;
s2, sealing the top of the slurry return pipe 4 through a sealing cover 401, wherein the sealing cover 401 is in a hollow annular shape and can be screwed and fixed with the slurry return pipe 4 and the grouting pipe 3 in a threaded mode to realize sealing, and a sealing plug is added at the end part of a side pipe opening 403 to prevent air forming an air pocket from being discharged;
s3, the grouting pipe 3 and the slurry return pipe 4 synchronously extend into the well wall 1, a one-way valve which can only feed downwards is arranged on the inner side of the grouting pipe 3, air is prevented from being discharged through the grouting pipe 3, the axial lines of the grouting pipe 3 and the slurry return pipe 4 are kept parallel to a horizontal line, namely the axial lines of the grouting pipe 3 and the slurry return pipe 4 are parallel to the axial line of the well wall 1, the bottom of the air pocket cover 404 is ensured to horizontally enter water, and air is further contained in the air pocket cover 404 to form air pockets;
s4, until the air pocket cover 404 and the guide pit 101 are matched with each other to form a closed space corresponding to the air pocket cover 404 and the guide pit 101;
s5, injecting cement slurry into the inner side of the guide pit 101 through the grouting pipe 3, and simultaneously detaching the sealing cover 401, wherein in the injection process, the lower end of the grouting pipe 3 is filled with discharge pressure reduced by using an air cavity hollow area as the discharge end of the grouting pipe 3 is positioned at an air cavity position;
s6, when slurry is accumulated at the bottom of the guide pit 101, discharging air inside the cavity 405 through the slurry return pipe 4, keeping continuous grouting, sucking water upwards by utilizing the air discharge pressure reduction in the slurry return pipe 4, and spraying the discharged water on the inner side of the well wall 1, wherein the pressure of the sprayed water does not influence the grouting because the grouting is continuously performed;
s7, after the guide pit 101 is filled, the positioning pin 402 for positioning the slurry return pipe 4 is drawn out, so that the slurry return pipe 4 is always kept parallel to the axis of the slurry injection pipe 3 and gradually ascends, the ascending speed of the slurry return pipe 4 is consistent with the ascending speed of slurry injection of the well wall 1, the distance between the bottom end of the cavitation cover 404 and the slurry is 0.5m, and water in the well wall 1 can be ensured to enter and be discharged through the bottom end of the slurry return pipe 4, and water discharged by the slurry return pipe 4 is ensured;
s8, the back-grouting pipe 4 and the grouting pipe 3 are lifted by adding the pulley 406, the pulley 406 is arranged on the inner wall of the back-grouting pipe 4 in a rolling mode, the outer wall of the grouting pipe 3 on the surface of the pulley 406 is uniformly distributed on the outer side of the grouting pipe 3 in an annular mode, and the cross section of the edge of the pulley 406 is triangular, so that rolling resistance is reduced conveniently;
and S9, finishing grouting work until the grout return pipe 4 starts to return grout.
Example two
Referring to fig. 1 and 2, the present invention provides a technical solution: an improved deepwater grouting construction method comprises the following steps:
s1, a guide pit 101 with the cross sectional area smaller than that of a drilled well is formed at the bottom of a well wall 1;
s2, sealing the top of the slurry return pipe 4 through a sealing cover 401, wherein the sealing cover 401 is in a hollow annular shape and can be screwed and fixed with the slurry return pipe 4 and the grouting pipe 3 in a threaded mode to realize sealing, and a sealing plug is added at the end part of a side pipe opening 403 to prevent air forming an air pocket from being discharged;
s3, the grouting pipe 3 and the slurry return pipe 4 synchronously extend into the well wall 1, a one-way valve which can only feed downwards is arranged on the inner side of the grouting pipe 3, air is prevented from being discharged through the grouting pipe 3, the axial lines of the grouting pipe 3 and the slurry return pipe 4 are kept parallel to a horizontal line, namely the axial lines of the grouting pipe 3 and the slurry return pipe 4 are parallel to the axial line of the well wall 1, the bottom of the air pocket cover 404 is ensured to horizontally enter water, and air is further contained in the air pocket cover 404 to form air pockets;
s4, in the stage of discharging air in the initial stage, the air is connected with a side pipe opening 403 on the side through a guide pipe through a suction pump, the sealing plug is removed before the air is discharged, the suction pump is used for sucking air and water on the inner side of an air pocket cover 404 while the air is primarily grouted, and when the air and water are sucked by the suction pump, the top end of a grout returning pipe 4 needs to be sealed by a sealing cover 401;
s5, until the air pocket cover 404 and the guide pit 101 are matched with each other to form a closed space corresponding to the air pocket cover 404 and the guide pit 101;
s6, injecting cement slurry into the inner side of the guide pit 101 through the grouting pipe 3, wherein grouting and exhausting are performed synchronously, and the lower end of the grouting pipe 3 is filled with discharge pressure reduced by utilizing an air cavity hollow area because the discharge end of the grouting pipe 3 is positioned at an air cavity position in the injection process;
s7, when slurry is accumulated at the bottom of the guide pit 101, discharging air inside the cavity 405 through the slurry return pipe 4, keeping continuous grouting, utilizing air discharge pressure reduction in the slurry return pipe 4 to suck water upwards, and spraying the discharged water on the inner side of the well wall 1, wherein the pressure of the sprayed water does not affect the grouting due to continuous grouting;
s8, after the guide pit 101 is filled, a positioning pin 402 for positioning the slurry return pipe 4 is drawn out, the suction pump is removed, meanwhile, the sealing cover 401 is detached, the sealing plug of the side pipe opening 403 is selectively installed, then the slurry return pipe 4 is enabled to always keep a state parallel to the axis of the slurry injection pipe 3 and gradually ascends, the ascending speed of the slurry return pipe 4 is consistent with the ascending speed of slurry injected into the well wall 1, the distance between the bottom end of the air pocket cover 404 and the slurry is 0.5m, it is guaranteed that water in the well wall 1 can enter and be discharged through the bottom end of the slurry return pipe 4, and water discharged from the slurry return pipe 4;
s9, the back-grouting pipe 4 and the grouting pipe 3 are lifted by adding the pulley 406, the pulley 406 is arranged on the inner wall of the back-grouting pipe 4 in a rolling mode, the outer wall of the grouting pipe 3 on the surface of the pulley 406 is uniformly distributed on the outer side of the grouting pipe 3 in an annular mode, and the cross section of the edge of the pulley 406 is triangular, so that rolling resistance is reduced conveniently;
and S10, finishing grouting work until the grout return pipe 4 starts to return grout.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be able to cover the technical scope of the present invention and the equivalent alternatives or modifications according to the technical solution and the inventive concept of the present invention within the technical scope of the present invention.
Claims (8)
1. An improved deepwater grouting construction method is characterized by comprising the following steps:
A. a guide pit (101) with the cross sectional area smaller than that of the drilled well is arranged at the bottom of the well wall (1);
B. the grouting pipe (3) and the slurry return pipe (4) synchronously extend into the well wall (1), the axes of the grouting pipe (3) and the slurry return pipe (4) are kept parallel to the horizontal line, namely the axes of the grouting pipe (3) and the slurry return pipe (4) are parallel to the axis of the well wall (1), the bottom of the air pocket cover (404) is ensured to horizontally enter water, and air is further arranged in the air pocket cover (404) to form air pockets;
C. until the cavitation cover (404) is matched with the guide pit (101) corresponding to the cavitation cover (404) and the guide pit (101) to form a closed space;
D. cement slurry is injected into the inner side of the guide pit (101) through the grouting pipe (3), and the discharge end of the grouting pipe (3) is located at the air cavity position in the injection process, so that the air cavity is utilized to reduce the injection pressure;
E. when slurry is accumulated at the bottom of the guide pit (101), air inside the cavity (405) is discharged through the slurry return pipe (4), continuous grouting is kept, and water is sucked upwards by reducing pressure through air discharge in the slurry return pipe (4);
F. after the guide pit (101) is filled, a positioning pin (402) for positioning the slurry return pipe (4) is drawn out, so that the slurry return pipe (4) is always kept parallel to the axis of the slurry injection pipe (3) and gradually ascends;
G. and finishing the grouting work until the grout returns.
2. The improved deepwater grouting construction method as claimed in claim 1, wherein the grouting construction method comprises the following steps: the initial air discharge stage is connected with the side pipe openings (403) through a suction pump and is used for sucking air and water inside the air pocket cover (404) out at the same time of initial grouting.
3. The improved deepwater grouting construction method as claimed in claim 2, wherein the grouting construction method comprises the following steps: when air and water are pumped out by the suction pump, the top end of the slurry return pipe (4) needs to be sealed by a sealing cover (401).
4. The improved deepwater grouting construction method as claimed in claim 1, wherein: the rising speed of the slurry return pipe (4) is consistent with that of grouting slurry of the well wall (1), and a certain distance is reserved between the bottom end of the cavitation cover (404) and the slurry, so that water in the well wall (1) can enter and be discharged through the bottom end of the slurry return pipe (4).
5. The improved deepwater grouting construction method as claimed in claim 1, wherein: the slurry return pipe (4) and the grouting pipe (3) are lifted by adding a pulley (406).
6. The improved deepwater grouting construction method as claimed in claim 5, wherein: the pulley (406) is arranged on the inner wall of the slurry return pipe (4) or the outer wall of the grouting pipe (3) in a rolling mode, the surface of the pulley (406) abuts against the inner wall of the slurry return pipe (4) or the outer wall of the grouting pipe (3), and the pulley is evenly distributed on the outer side of the grouting pipe (3) in an annular mode.
7. The improved deepwater grouting construction method as claimed in claim 6, wherein the grouting construction method comprises the following steps: the cross section of the edge of the pulley (406) is triangular.
8. The improved deepwater grouting construction method as claimed in claim 1, wherein the grouting construction method comprises the following steps: the inner side of the grouting pipe (3) is provided with a one-way valve which can only feed downwards, so that air is prevented from being discharged through the grouting pipe (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202210827696.XA CN115262564B (en) | 2022-07-15 | 2022-07-15 | Improved deep water grouting construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210827696.XA CN115262564B (en) | 2022-07-15 | 2022-07-15 | Improved deep water grouting construction method |
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| CN115262564A true CN115262564A (en) | 2022-11-01 |
| CN115262564B CN115262564B (en) | 2023-07-21 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2091325A (en) * | 1980-06-17 | 1982-07-28 | Mcalpine & Sons Ltd Sir Robert | Underwater grouting apparatus |
| JP2003138564A (en) * | 2001-11-01 | 2003-05-14 | Fudo Constr Co Ltd | Device for placing high-fluidity reclamation material in water |
| CN105604084A (en) * | 2016-03-02 | 2016-05-25 | 福建省水利水电勘测设计研究院 | Underwater high-pressure grouting connecting structure for offshore wind turbine foundation steel pipe pile and transition section and installation process of underwater high-pressure grouting connecting structure |
| CN210087318U (en) * | 2019-02-12 | 2020-02-18 | 辽宁省水利水电勘测设计研究院有限责任公司（原名称为辽宁省水利水电勘测设计研究院） | Underwater vertical shaft lining device |
| CN112647499A (en) * | 2021-01-12 | 2021-04-13 | 中国电建集团中南勘测设计研究院有限公司 | Deepwater ground anchor grouting method |
-
2022
- 2022-07-15 CN CN202210827696.XA patent/CN115262564B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2091325A (en) * | 1980-06-17 | 1982-07-28 | Mcalpine & Sons Ltd Sir Robert | Underwater grouting apparatus |
| JP2003138564A (en) * | 2001-11-01 | 2003-05-14 | Fudo Constr Co Ltd | Device for placing high-fluidity reclamation material in water |
| CN105604084A (en) * | 2016-03-02 | 2016-05-25 | 福建省水利水电勘测设计研究院 | Underwater high-pressure grouting connecting structure for offshore wind turbine foundation steel pipe pile and transition section and installation process of underwater high-pressure grouting connecting structure |
| CN210087318U (en) * | 2019-02-12 | 2020-02-18 | 辽宁省水利水电勘测设计研究院有限责任公司（原名称为辽宁省水利水电勘测设计研究院） | Underwater vertical shaft lining device |
| CN112647499A (en) * | 2021-01-12 | 2021-04-13 | 中国电建集团中南勘测设计研究院有限公司 | Deepwater ground anchor grouting method |
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| CN115262564B (en) | 2023-07-21 |
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