CN111962516A - Grouting construction process for jet grouting pile for reinforcing underground excavation shaft - Google Patents
Grouting construction process for jet grouting pile for reinforcing underground excavation shaft Download PDFInfo
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- CN111962516A CN111962516A CN202010804674.2A CN202010804674A CN111962516A CN 111962516 A CN111962516 A CN 111962516A CN 202010804674 A CN202010804674 A CN 202010804674A CN 111962516 A CN111962516 A CN 111962516A
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- grouting
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (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 provides a grouting construction process for a jet grouting pile for reinforcing a subsurface excavated shaft, and relates to the field of grouting processes for jet grouting piles. The rotary jet grouting pile grouting construction process for reinforcing the underground excavated shaft comprises the following steps of: s1, positioning a drilling machine: the drilling machine is required to be horizontally arranged on the firm and solid ground beside the drilling hole in the construction site, and the drill rod of the drilling machine is aligned to the center of the hole site; s2, drilling and tube placing: firstly, trial spraying is carried out on the grouting pipe, the spraying conditions of high-pressure water and compressed air of the grouting pipe and whether sealing rings of all parts are closed are checked, then a drilling machine is started, a drill rod starts to drill downwards, the grouting pipe is inserted downwards while drilling, and the inner end of the grouting pipe of the box is conveyed with low-pressure water to be punched and sprayed down in the pipe discharging process. The invention provides a grouting construction process for a jet grouting pile for reinforcing a subsurface excavated shaft, which solves the problems that the grouting pipe of the existing jet grouting pile is easy to block and the bottom of the jet grouting pile is incompletely formed, accelerates the construction speed and reduces the construction cost.
Description
Technical Field
The invention relates to the field of grouting processes for jet grouting piles, in particular to a grouting construction process for jet grouting piles for reinforcing underground excavated shafts.
Background
The vertical shaft is a well-shaped pipeline with an upright hole wall, and is actually a collapsing funnel. The plane outline is square, long strip or irregular round. The well wall is steep and nearly vertical. The vertical shaft is widely applied to water taking, water diversion, ventilation and air exhaust, slag sliding and air supply of water conservancy and hydropower engineering, and the vertical shaft construction has the characteristics of small occupied area, less interference on peripheral construction and the like. However, the construction space of the vertical shaft is small, the construction period is long, the climbing and the side-facing operation are multiple, and the passage is inconvenient, so that the safety risk of the vertical shaft construction is prominent. The shafts may be classified according to their diameter, cross-sectional shape, depth, etc.
The jet grouting pile is characterized in that a jet grouting pipe and a nozzle drill are arranged at a designed elevation at the bottom of the pile by using a drilling machine, prepared grout in advance is sprayed out from a nozzle at the edge of the grouting pipe at a high speed after obtaining huge energy through a high-pressure generating device to form a stream with highly concentrated energy, a soil body is directly damaged, in the spraying process, a drill rod is lifted while rotating, so that the grout and the soil body are fully stirred and mixed, and a columnar solidification body with a certain diameter is formed in the soil, so that the foundation is reinforced. The construction is generally divided into two working flows, namely drilling first and spraying second, then drilling and spraying, and then lifting and stirring to ensure the proportion and quality of the soil slurry of each meter.
At present when carrying out the jet grouting stake slip casting, at the in-process of slip casting pipe down, the slip casting pipe is blockked up by earth easily to influence the slip casting effect, the bottom lateral wall can lead to the shaping incomplete because injection pressure is not enough during the slip casting moreover, so need make the improvement.
Disclosure of Invention
Technical problem to be solved
Aiming at the defects of the prior art, the invention provides a grouting construction process of a jet grouting pile for reinforcing a subsurface excavated shaft, and solves the problems that the grouting pipe of the existing jet grouting pile is easy to block and the bottom of the jet grouting pile is incompletely formed.
(II) technical scheme
In order to achieve the purpose, the invention is realized by the following technical scheme: a jet grouting pile grouting construction process for reinforcing a subsurface excavated shaft comprises the following steps:
s1, positioning a drilling machine: the drilling machine is required to be horizontally arranged on the firm and solid ground beside the drilling hole in the construction site, and the drill rod of the drilling machine is aligned to the center of the hole site;
s2, drilling and tube placing: firstly, trial spraying is carried out on a grouting pipe, the spraying conditions of high-pressure water and compressed air of the grouting pipe and whether sealing rings of all parts are closed are checked, then a drilling machine is started, a drill rod starts to drill downwards, the grouting pipe is inserted downwards while drilling, and the inner end of a grouting pipe of a box is conveyed with low-pressure water to be punched and sprayed downwards in the pipe discharging process until a grouting spray head is lowered to a preset position;
s3, test tube: when the grouting pipe is placed into the soil layer for a preset depth, using clear water for pressure test, if the grouting equipment and the high-pressure pipeline are safe and normal, starting stirring to prepare cement paste, and determining a cement paste material according to a construction stratum;
s4, high-pressure grouting operation: after cement paste is manufactured, high-pressure grouting is started, when the grouting is started, high-pressure water is firstly sent into a grouting pipe, then cement paste and compressed air are sent, during grouting, the grouting is performed for 1min while rotating the bottom of the pile, after preset injection pressure and injection amount are reached, the grouting is performed while rotating, sectional lifting and injection are performed, and the high-pressure grouting is continuously performed from bottom to top;
s5, grouting ending and pipe drawing: stopping spraying the slurry immediately when the slurry overflows from bottom to top to the designed height or the ground, pulling out the slurry spraying pipe, filling the slurry into the grouting hole after the slurry spraying is finished, and removing the surplus slurry;
s6, after guniting is finished, inserting 10.8m long I-steel with the size of 20a into the center of the jet grouting pile in time according to the position required by a design drawing, vertically and slowly pressing the I-steel to the designed depth at a constant speed by adopting a loader, or pressing the I-steel in sections by adopting a welding mode according to the situation, and backfilling and reinforcing the I-steel and the locking ring by adopting mortar;
s7, cleaning grouting equipment: and after the spraying is finished, immediately cleaning the high-pressure pump, the slurry conveying pipeline, the grouting pipe and the spray head, and moving the equipment to the next pile position after the cleaning is finished.
Preferably, in the step S2, the water pressure of the low pressure water is 0.1 to 2 MPa.
Preferably, the deviation between the alignment of the drill rod of the drilling machine and the drill hole in the step S1 is not more than 5 mm.
Preferably, the overlap length of the segmental lifting of the grouting pipe in the step S4 is not less than 100 mm.
Preferably, the compressed air may be fed 30 seconds later than the cement slurry in the step S4.
(III) advantageous effects
The invention provides a grouting construction process for a jet grouting pile for reinforcing a subsurface excavated shaft. The method has the following beneficial effects:
in the process, the grouting pipe is inserted downwards along with a drill rod of a drilling machine, and low-pressure water is introduced into the grouting pipe in the downward insertion process of the grouting pipe, so that the grouting pipe cannot be blocked by soil generated in drilling.
In the process, the rotary spraying pile is firstly rotated and sprayed for 1min at the bottom of the pile during grouting, and then the rotary spraying pile is rotated, lifted in sections and sprayed simultaneously after the preset spraying pressure and spraying amount are reached, so that the condition of incomplete forming caused by insufficient spraying pressure on the side wall close to the lower end of the rotary spraying pile can be avoided.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example (b):
the embodiment of the invention provides a grouting construction process for a jet grouting pile for reinforcing a subsurface excavated shaft, which comprises the following steps of:
s1, positioning a drilling machine: the drilling machine is required to be horizontally arranged on the firm and solid ground beside the drilling hole in the construction site, and the drill rod of the drilling machine is aligned to the center of the hole site;
s2, drilling and tube placing: firstly, trial spraying is carried out on a grouting pipe, the spraying conditions of high-pressure water and compressed air of the grouting pipe and whether sealing rings of all parts are closed are checked, then a drilling machine is started, a drill rod starts to drill downwards, the grouting pipe is inserted downwards while drilling, and the inner end of the grouting pipe of a box is used for conveying low-pressure water with the water pressure of 1MPa to flush holes and spray the holes until a grouting spray head is lowered to a preset position in the pipe lowering process, so that the nozzles are prevented from being blocked by mud and sand outside the pipe, and the smooth pipe lowering is ensured;
s3, test tube: when the grouting pipe is placed into the soil layer for a preset depth, using clear water for pressure test, and if the grouting equipment and the high-pressure pipeline are safe and normal, starting stirring to prepare cement paste, wherein the cement paste material adopts common silicate cement, and the water cement ratio of the cement paste is 1: 1;
s4, high-pressure grouting operation: the method comprises the steps of starting high-pressure grouting after cement slurry is manufactured, firstly sending high-pressure water into a grouting pipe, then sending cement slurry and compressed air when the grouting is started, wherein the compressed air can be sent for 30s later, firstly, rotating and spraying for 1min at the bottom of a pile during grouting, and then, rotating, lifting in sections and spraying while spraying when the preset spraying pressure and spraying amount are reached, the high-pressure spraying is continuously carried out from bottom to top, and the overlapping length of the sectional lifting of the grouting pipe is not less than 100 mm;
s5, grouting ending and pipe drawing: when the guniting is carried out from bottom to top to the designed height or the ground has the phenomenon of grout overflow, the guniting is stopped immediately, the guniting pipe is pulled out, the guniting is finished, the grout is filled into the grouting hole, the surplus grout is removed, the pipe is pulled out in time, the hole cannot be reserved for a long time, otherwise, the grout is difficult to pull out after solidification;
s6, after guniting is finished, inserting 10.8m long I-steel with the size of 20a into the center of the jet grouting pile in time according to the position required by a design drawing, vertically and slowly pressing the I-steel to the designed depth at a constant speed by adopting a loader, or pressing the I-steel in sections by adopting a welding mode according to the situation, and backfilling and reinforcing the I-steel and the locking ring by adopting mortar;
s7, cleaning grouting equipment: and after the spraying is finished, immediately cleaning the high-pressure pump, the slurry conveying pipeline, the grouting pipe and the spray head, and moving the equipment to the next pile position after the cleaning is finished.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (5)
1. The utility model provides a spout stake slip casting construction technology soon for secret excavation shaft is consolidated which characterized in that: the method comprises the following steps:
s1, positioning a drilling machine: the drilling machine is required to be horizontally arranged on the firm and solid ground beside the drilling hole in the construction site, and the drill rod of the drilling machine is aligned to the center of the hole site;
s2, drilling and tube placing: firstly, trial spraying is carried out on a grouting pipe, the spraying conditions of high-pressure water and compressed air of the grouting pipe and whether sealing rings of all parts are closed are checked, then a drilling machine is started, a drill rod starts to drill downwards, the grouting pipe is inserted downwards while drilling, and the inner end of a grouting pipe of a box is conveyed with low-pressure water to be punched and sprayed downwards in the pipe discharging process until a grouting spray head is lowered to a preset position;
s3, test tube: when the grouting pipe is placed into the soil layer for a preset depth, using clear water for pressure test, if the grouting equipment and the high-pressure pipeline are safe and normal, starting stirring to prepare cement paste, and determining a cement paste material according to a construction stratum;
s4, high-pressure grouting operation: after cement paste is manufactured, high-pressure grouting is started, when the grouting is started, high-pressure water is firstly sent into a grouting pipe, then cement paste and compressed air are sent, during grouting, the grouting is performed for 1min while rotating the bottom of the pile, after preset injection pressure and injection amount are reached, the grouting is performed while rotating, sectional lifting and injection are performed, and the high-pressure grouting is continuously performed from bottom to top;
s5, grouting ending and pipe drawing: stopping spraying the slurry immediately when the slurry overflows from bottom to top to the designed height or the ground, pulling out the slurry spraying pipe, filling the slurry into the grouting hole after the slurry spraying is finished, and removing the surplus slurry;
s6, after guniting is finished, inserting 10.8m long I-steel with the size of 20a into the center of the jet grouting pile in time according to the position required by a design drawing, vertically and slowly pressing the I-steel to the designed depth at a constant speed by adopting a loader, or pressing the I-steel in sections by adopting a welding mode according to the situation, and backfilling and reinforcing the I-steel and the locking ring by adopting mortar;
s7, cleaning grouting equipment: and after the spraying is finished, immediately cleaning the high-pressure pump, the slurry conveying pipeline, the grouting pipe and the spray head, and moving the equipment to the next pile position after the cleaning is finished.
2. The jet grouting pile grouting construction process for underground excavation shaft reinforcement according to claim 1, characterized in that: and in the step S2, the water pressure of the low-pressure water is 0.1-2 MPa.
3. The jet grouting pile grouting construction process for underground excavation shaft reinforcement according to claim 1, characterized in that: the deviation between the alignment of the drill rod and the drill hole of the drilling machine in the step S1 is not more than 5 mm.
4. The jet grouting pile grouting construction process for underground excavation shaft reinforcement according to claim 1, characterized in that: the overlap length of the segmental lifting of the grouting pipe in the step S4 is not less than 100 mm.
5. The jet grouting pile grouting construction process for underground excavation shaft reinforcement according to claim 1, characterized in that: the compressed air may be fed 30 seconds later than the cement slurry in the step S4.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010804674.2A CN111962516A (en) | 2020-08-12 | 2020-08-12 | Grouting construction process for jet grouting pile for reinforcing underground excavation shaft |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010804674.2A CN111962516A (en) | 2020-08-12 | 2020-08-12 | Grouting construction process for jet grouting pile for reinforcing underground excavation shaft |
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| CN111962516A true CN111962516A (en) | 2020-11-20 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202010804674.2A Pending CN111962516A (en) | 2020-08-12 | 2020-08-12 | Grouting construction process for jet grouting pile for reinforcing underground excavation shaft |
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| CN (1) | CN111962516A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115434306A (en) * | 2022-09-28 | 2022-12-06 | 山西冶金岩土工程勘察有限公司 | High-rotation jet grouting pile construction process |
| CN117514197A (en) * | 2023-12-11 | 2024-02-06 | 济南中优城市发展投资集团有限公司 | Reinforcement device for jet grouting and reinforcement method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104929114A (en) * | 2015-06-24 | 2015-09-23 | 江苏省建筑科学研究院有限公司 | High pressure jet grouting pile waterproof curtain construction device and method |
| US9593457B2 (en) * | 2014-08-04 | 2017-03-14 | Vac-Tron Equipment, Llc | Method and system to manufacture native soil flowable fill |
| CN107366282A (en) * | 2017-07-11 | 2017-11-21 | 北京市政建设集团有限责任公司 | A kind of tunnel arch foot partial high pressure rotary churning pile reinforcement technique |
| CN108894247A (en) * | 2018-07-25 | 2018-11-27 | 佳琳 | A kind of Metro Connection Passage periphery soil body subsidence pressure circle spray reinforcement structure and construction method |
-
2020
- 2020-08-12 CN CN202010804674.2A patent/CN111962516A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US9593457B2 (en) * | 2014-08-04 | 2017-03-14 | Vac-Tron Equipment, Llc | Method and system to manufacture native soil flowable fill |
| CN104929114A (en) * | 2015-06-24 | 2015-09-23 | 江苏省建筑科学研究院有限公司 | High pressure jet grouting pile waterproof curtain construction device and method |
| CN107366282A (en) * | 2017-07-11 | 2017-11-21 | 北京市政建设集团有限责任公司 | A kind of tunnel arch foot partial high pressure rotary churning pile reinforcement technique |
| CN108894247A (en) * | 2018-07-25 | 2018-11-27 | 佳琳 | A kind of Metro Connection Passage periphery soil body subsidence pressure circle spray reinforcement structure and construction method |
Non-Patent Citations (1)
| Title |
|---|
| 张准: "施工竖井采用高压旋喷墙截水施工技术 ", 《铁道建筑》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115434306A (en) * | 2022-09-28 | 2022-12-06 | 山西冶金岩土工程勘察有限公司 | High-rotation jet grouting pile construction process |
| CN117514197A (en) * | 2023-12-11 | 2024-02-06 | 济南中优城市发展投资集团有限公司 | Reinforcement device for jet grouting and reinforcement method thereof |
| CN117514197B (en) * | 2023-12-11 | 2024-04-02 | 济南中优城市发展投资集团有限公司 | Reinforcement device for jet grouting and reinforcement method thereof |
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Application publication date: 20201120 |
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