CN110616709A - Triple-pipe three-high-pressure jet grouting pile construction method - Google Patents
Triple-pipe three-high-pressure jet grouting pile construction method Download PDFInfo
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- CN110616709A CN110616709A CN201810639493.1A CN201810639493A CN110616709A CN 110616709 A CN110616709 A CN 110616709A CN 201810639493 A CN201810639493 A CN 201810639493A CN 110616709 A CN110616709 A CN 110616709A
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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
Abstract
The invention relates to a construction method of a triple-pipe three-high-pressure jet grouting pile, which belongs to the field of constructional engineering and comprises the following steps: firstly, measuring and setting-out positioning: measuring and releasing a construction axis according to a designed construction drawing; secondly, guiding the drill rig to be in place: arranging a drilling machine on the designed pile position, and aligning a drill bit of the drilling machine to the center of the pile position; thirdly, drilling a protecting wall to form holes: drilling by a drilling machine to form a hole, and protecting the wall by using slurry until the depth of the hole reaches the designed elevation; fourthly, a grout outlet, a water outlet and a gas outlet are respectively formed in the bottom end of the grouting rotary spraying pipe, the pressure value of wind sprayed out of the gas outlet is between 1.6 and 2.2MPa, the water outlet is located above the grout outlet and the gas outlet, and when grouting is carried out on the grouting pipe, the water outlet in the grouting rotary spraying pipe is used for washing and reaming the drilled hole; fifthly, washing; and sixthly, moving the machine tool. The invention can leave a larger gap between the grouting pipe and the hole wall, thereby facilitating the pressure release in the hole; the high pressure water pressure is reduced.
Description
Technical Field
The invention relates to the field of constructional engineering, in particular to a construction method of a triple-pipe three-high-pressure jet grouting pile.
Background
The high-pressure rotary jet pile belongs to the field of high-pressure jet grouting method. On the basis of static pressure grouting, the high-pressure water jet cutting technology is adopted to develop the high-pressure water jet cutting technology. The double high-pressure rotary spraying method utilizes the energy of the movement of the ultrahigh-pressure spraying fluid to destroy the foundation structure, and forms a large-diameter reinforced body by mixing and stirring disturbed soil particles and hardening materials. The technology has the advantages of wide application, convenient construction, simple process, quick effect of foundation reinforcement, good durability, short construction period and the like, and has the advantages of wide material source, low price, low noise, no pollution, no public nuisance, no production safety and the like.
With the development of underground engineering in the depth direction, ultra-deep underground engineering is more and more, and engineering requirements also present diversified trends. The conventional high-pressure jet grouting pile has a series of defects of low working efficiency, small pile forming diameter, large soil squeezing effect and the like, so that the requirement of ultra-deep underground engineering is difficult to meet.
Disclosure of Invention
The invention aims to provide a construction method of a triple-pipe three-high-pressure jet grouting pile, which has the advantage of increasing the diameter of the pile, thereby meeting the requirement of the jet grouting pile in ultra-deep underground engineering.
The technical purpose of the invention is realized by the following technical scheme:
a construction method of a triple-pipe three-high pressure jet grouting pile is characterized by comprising the following steps: the method comprises the following steps:
firstly, measuring and setting-out positioning: measuring and releasing a construction axis according to a designed construction drawing;
secondly, guiding the drill rig to be in place: arranging a drilling machine on the designed pile position, and aligning a drill bit of the drilling machine to the center of the pile position; meanwhile, the drilling machine is horizontally adjusted, so that the axis of a drill rod of the drilling machine is vertically aligned with the center position of a drill hole;
thirdly, drilling a protecting wall to form holes: drilling by a drilling machine to form a hole, and protecting the wall by using slurry until the hole depth reaches the designed hole depth elevation, wherein the hole diameter is larger than the outer diameter of the jet grouting pipe;
fourthly, intubation rotary spraying operation: the bottom end of the grouting rotary spray pipe is respectively provided with a grout outlet, a water outlet and a gas outlet, wherein the grout outlet and the gas outlet are positioned on the same horizontal plane, the water outlet is positioned above the grout outlet and the gas outlet, the grouting pipe is inserted into a preset depth, an air compressor is started, a high-pressure water pump is started after the air compressor runs normally, air and water are conveyed into the hole, the pressure value of the air is 1.6-2.2 MPa, a high-pressure mud pump is started for grouting, the grouting pipe is lifted after grout flows out of the grout outlet, and grouting is performed by spraying from bottom to top; when the jet grouting pipe performs grouting, a water outlet on the jet grouting pipe performs washing and reaming on the drilled hole, so that the aperture of the drilled hole is enlarged, and a space is reserved between the jet grouting pipe and the hole wall;
step five, washing: washing the injection grouting pipe and the machine tool equipment with clear water;
sixthly, moving the machine tool: and transferring the washed injection grouting pipe and the machine tool equipment to the next hole site, and spraying the next hole site.
By adopting the technical scheme, high-pressure air is increased during the intubation jet grouting operation, so that the high-pressure air pushes cement slurry, the cement slurry is pushed towards the inner wall direction of the drilled hole, the depth of the cement slurry extending into the inner wall of the drilled hole is deepened, the diameter of the finally formed jet grouting pile is increased, and the requirement on the diameter of the jet grouting pile in ultra-deep engineering is met.
The invention is further configured to: in the second step, in the drilling and wall protecting hole forming, the diameter of the orifice of the formed hole does not exceed the outer diameter of the jet grouting pipe by 10cm, and the caliber of the bottom end of the hole is larger than the outer diameter of the jet grouting pipe by 2 cm.
By adopting the technical scheme, a large gap is reserved between the injection grouting pipe and the hole wall, so that the pressure in the hole is released conveniently, the high-pressure water pressure is reduced, the water-cement ratio of slurry is increased, and the lifting speed of the grouting pipe is increased.
The invention is further configured to: and in the fourth step, the intubation rotary spraying operation adopts a hole jumping construction mode with 2-3 holes at intervals.
By adopting the technical scheme, the pressure generated in the construction process of the jet grouting pile can be released from the surrounding pile holes, so that the influence on nearby structures is reduced.
The invention is further configured to: and fourthly, the inserting pipe rotary spraying operation is carried out, when deep rotary spraying is carried out, the rotating and lifting are carried out after the guniting, and the sitting spraying time is provided at the pile end.
By adopting the technical scheme, the sitting spraying time is set to ensure the quality of the pile end.
The invention is further configured to: and fourthly, the intermediate pipe rotary spraying operation is implemented by measuring various parameters such as pressure, flow and slurry leakage during rotary spraying, and recording item by item according to requirements.
Through adopting above-mentioned technical scheme, make things convenient for constructor to monitor the intubate and spout the operation soon to ensure that the construction can normally go on, meet unusual can the very first time discovery and in time take measures to solve.
The invention is further configured to: and fourthly, the elevation of the nearby ground and underground pipelines is performed in advance in the pipe inserting rotary spraying operation before the rotary spraying, the elevation is detected in the rotary spraying process, when the variation value of the elevation is changed to be larger than 10mm up and down, the construction is suspended, and the construction is performed after the pressure parameters are adjusted according to actual conditions.
By adopting the technical scheme, the elevation is set, so that the influence on surrounding building structures in the construction process can be reflected, and the large damage to surrounding buildings in the construction process is avoided.
The invention is further configured to: fourthly, in the inserting pipe rotary spraying operation, under the condition that the slurry outflow amount exceeds 20 percent or the slurry does not flow, if the soil layer has larger gaps, the proper amount of accelerating agent is added into the slurry; when the slurry outflow is too large, the injection pressure is increased, the aperture of the nozzle is properly reduced, the lifting and rotating speed is accelerated, and the slurry injection amount is adjusted.
By adopting the technical scheme, the setting accelerator is added, so that the setting time of the cement paste is shortened.
The invention is further configured to: fourthly, after the pipe inserting rotary spraying operation is completed, if the top of the consolidation body is concave, chiseling off the top of the consolidation body after the rotary spraying pile construction is completed, and filling the concave position with concrete or directly injecting grout into the rotary spraying holes again; or drilling for 0.5-1 m in the top 0.5-1 m of the consolidated body after the rotary spraying is finished, and grouting and re-spraying once again in the in-situ lifting rod.
By adopting the technical scheme, the concave part on the top of the consolidation body is repaired, so that the strength of the consolidation body structure is ensured.
The invention is further configured to: and in the fourth step of the plug pipe rotary spraying operation, the cement paste is filtered by a screen before being sprayed, and the filtering mesh of the screen is smaller than half of the diameter of a nozzle on the spray head.
Through adopting above-mentioned technical scheme, through filtering grout in advance to avoid having great granule in the grout, thereby plug up the nozzle on the shower nozzle.
The invention is further configured to: in the fourth step, when the intubation jet grouting operation meets the sudden rise of grouting pressure, the machine is stopped for inspection, and pressure is relieved firstly; if the nozzle is blocked, the drill rod is lifted and dredged by a copper needle; and loosening the joint for dredging other blockages, and performing rotary spraying after the blockage disappears.
Through adopting above-mentioned technical scheme, when the nozzle blockked up, dredge to the nozzle through the copper to ensure the nozzle with the grout blowout, when taking place to block up between the injection slip casting pipe, loosen the joint and dredge, thereby ensure the normal clear of construction.
In conclusion, the invention has the following beneficial effects:
1. the cement slurry is pushed by high-pressure air, so that the direction of the inner wall of the cement slurry phase drilling hole is pushed, the depth of the cement slurry extending into the inner wall of the drilling hole is deepened, the diameter of the finally formed rotary jet pile is increased, and the requirement for the diameter of the rotary jet pile in ultra-deep engineering is met
2. By adopting the slurry retaining wall, the static pressure of the slurry on the wall of the tank and the mud skin formed by the slurry on the wall of the tank can effectively prevent the tank and the wall of the tank from collapsing;
3. the diameter of the hole is increased through the washing reaming, so that a larger distance is reserved between the hole wall and the injection grouting pipe, the pressure in the hole is conveniently released, and the soil squeezing effect is reduced;
4. the machine tool equipment and the injection grouting pipe which are moved to the next hole site are prevented from being blocked by cement slurry by washing the injection grouting pipe and the machine tool equipment;
5. through the hole jumping construction, the pressure generated in the construction process of the jet grouting pile can be released from the surrounding pile holes, so that the influence on nearby structures is reduced;
6. by setting the elevation, the influence on surrounding building structures in the construction process can be reflected, and the large damage to surrounding buildings in the construction process is avoided;
7. through filtering grout in advance to avoid there being great granule in the grout, thereby plug up the nozzle on the shower nozzle.
Drawings
FIG. 1 is a schematic diagram of a triple-tube triple-high pressure jet grouting pile according to an embodiment of the invention;
fig. 2 is a flow chart of a triple-pipe three-high-pressure jet grouting pile construction process according to an embodiment of the invention.
In the figure, 1, a drilling machine; 2. triple-pipe three-high-pressure rotary spraying trolley; 3. a slurry pump; 4. an air compressor; 5. a mortar mixer; 6. a jet grouting pipe; 61. a pulp outlet; 62. a water outlet; 63. an air outlet; 7. a high pressure water pump; 8. a water tank; 9. a cement bin; 10. a pulp barrel; 11. a gas meter; 12. and (5) solidifying the body.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings. In which like parts are designated by like reference numerals. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "bottom" and "top," "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
The embodiment of the invention relates to a construction method of a triple-pipe three-high-pressure jet grouting pile, which is described in detail as follows.
As shown in figure 1, the main equipment related to the method comprises a drilling machine 1 with the model of 300, a triple-pipe three-high-pressure rotary spraying trolley 2 with the model of PH-5A, a high-pressure slurry pump 3, an air compressor 4, a mortar stirrer 5, a jet grouting pipe 6, a high-pressure water pump 7, a water tank 8, a cement bin 9, a slurry barrel 10 and a gas meter 11, wherein the water tank 8 is communicated with the cement bin 9 and the mortar stirrer 5 so as to be used for preparing cement slurry. The mortar prepared in the mortar mixer 5 is transferred to the mortar bucket 10 and stored for later use. During the rotary spraying, the high-pressure slurry pump 3 pumps the mixture into the triple-pipe three-high-pressure rotary spraying trolley 2, and the mixture is injected into a drill hole through the multi-section injection grouting pipe 6 to form a solidified body 12.
The air compressor 4 is communicated with the triple-pipe three-high-pressure rotary spraying trolley 2 through a pipeline, and a gas meter 11 is arranged on the pipeline between the air compressor 4 and the triple-pipe three-high-pressure rotary spraying trolley 2 and used for detecting air pressure. The high-pressure water pump 7 is communicated with the triple-pipe three-high-pressure rotary spraying trolley 2 through a high-pressure water pipe.
As shown in fig. 1 and 2, the method includes the following steps:
firstly, measuring and setting-out positioning: the construction axis is measured and paid out according to the designed construction drawing, wherein the allowable deviation of the axis is 10 mm.
Secondly, guiding the drill rig to be in place: drilling to the designed depth by using a 300-type drilling machine 1. The drilling machine 1 is arranged on a designed pile position, a drill bit of the drilling machine 1 is aligned to the center of the pile position, and meanwhile, the drilling machine 1 is horizontally adjusted, so that the axis of a drill rod of the drilling machine 1 is vertically aligned to the center of a drilled hole. Wherein the allowable deviation of the central axis of the drill rod of the drilling machine 1 aligned with the hole position is not more than 5 cm. The drilling machine 1 is in place, the base is guaranteed to be flat and stable, the stand column is aligned with the hole position, and the hole forming quality and the hole forming depth are guaranteed.
And (4) drilling the aperture, wherein the diameter of the orifice does not exceed the outer diameter of the jet grouting pipe 6 by 10cm, and the aperture of the bottom end of the hole is larger than the outer diameter of the jet grouting pipe 6 by 2 cm.
Thirdly, drilling a protecting wall to form holes: drilling a hole by a drilling machine 1, and protecting the wall by using slurry until the depth of the hole reaches the designed elevation; the diameter of the hole opening of the drilled hole is larger than the outer diameter of the injection grouting pipe 6, and the drilling depth is 0.5-1.0 m larger than the designed open injection depth; the slope of the final pore is no greater than 0.5%.
Fourthly, intubation rotary spraying operation: the drilling around the pile is completed before the pipe inserting rotary spraying operation, and the pressure generated in the pipe inserting rotary spraying operation can be released from the later drilling position, so that the influence on the accessory structure is reduced. When the intubation jet grouting operation is carried out, a hole jumping construction mode with 2-3 holes at intervals is adopted.
The bottom end of the grouting rotary spray pipe 6 is respectively provided with a grout outlet 61, a water outlet 62 and a gas outlet 63, wherein the grout outlet 61 and the gas outlet 63 are positioned on the same horizontal plane, and the water outlet 62 is positioned above the grout outlet 61 and the gas outlet 63.
When the jet grouting pile is constructed, the air compressor 4 is started in an idle state, the high-pressure water pump 7 is started after the air compressor 4 operates normally, and meanwhile air and water are supplied into the hole, so that the air volume and the pumping pressure are gradually increased to specified values. And (3) starting the high-pressure slurry pump 3 after the wind and the water are smooth, and grouting after the pumping pressure is normal. After the cement slurry flows out of the slurry outlet 61, the injection grouting pipe 6 is lifted, and injection grouting is performed from bottom to top.
High-pressure water is provided by the high-pressure water pump 7, and high-pressure water is sprayed out by the water spray nozzle on the rotary spraying grouting pipe 6 to clean the drilled hole, so that the aperture of the drilled hole is enlarged, and a larger space is reserved between the spraying grouting pipe 6 and the hole wall by enlarging the diameter of the drilled hole, thereby facilitating the release of the pressure in the hole.
And when cement slurry is sprayed, 63 blows out high-pressure air, wherein the pressure value of the high-pressure air is 1.6-2.2 MPa. Water and cement slurry in the drill hole are pushed by high-pressure air, so that the cement slurry is pushed towards the inner direction of the side wall of the drill hole, the depth of the cement slurry extending into the inner part of the side wall of the drill hole is deepened, and the diameter of a final pile is increased.
When deep rotary spraying is carried out, the pile is firstly sprayed with the slurry and then rotated and lifted, and the sitting spraying time is provided at the pile end so as to ensure the quality of the pile end. When a section of the jet grouting pipe 6 needs to be dismantled in jet grouting, lifting and rotation are stopped, slurry feeding is stopped simultaneously, air quantity and water quantity are gradually reduced, and finally the machine is stopped. The hole end of the grouting is in lap joint with the front section when the grouting is continuously injected after the disassembly is finished, so that the solidification body is prevented from disjointing.
During the rotary spraying, various parameters such as pressure, flow and slurry bleeding need to be measured, and the parameters are recorded item by item according to requirements. If the slurry amount is more than 20% of the grouting amount or no slurry is discharged at all, the rotary spraying is continued after the reason is found out and corresponding measures are taken.
The elevation of the nearby ground and underground pipelines is carried out in advance before the rotary spraying, the elevation is detected in the rotary spraying process, when the change value of the elevation changes by more than 10mm up and down, the construction is suspended, and the construction is carried out after the pressure parameters are adjusted according to actual conditions.
When the slurry is prepared, the water-cement ratio is strictly controlled according to the design and cannot be changed randomly. During the rotary spraying process, the mud should be prevented from settling and the concentration should be reduced. No wet or out-of-date cement must be used. When the slurry is conveyed to a slurry suction barrel after being stirred, a screen is required to filter, and the filtering screen hole on the screen is smaller than the diameter 1/2 of the nozzle.
At the beginning, high-pressure water is sent first, then cement paste and compressed air are sent, and in general, the compressed air can be sent for 30s later. And (3) rotating and spraying at the bottom of the pile for 1min, and then rotating, lifting and spraying at the same time.
The rotation and the lifting of the drill rod are required to be continuous without interruption, and the drill rod is kept to have the overlapping length of 10-20 cm when the long drill rod is disassembled or the rotary spraying is continued, so that the pile breakage is avoided.
In the rotary spraying process, if the rotary spraying is interrupted due to the mechanical failure, the rotary spraying is performed again after the rotary spraying is performed again until the designed elevation of the pile bottom is reached.
After the grouting material is sprayed to the height of the pile, the grout pipe is quickly pulled out, and the pipeline is washed by clear water to prevent solidification and blockage. The construction interval time of two adjacent piles is not less than 48h, and the distance between two adjacent piles is not less than 4-6 m.
After the high-pressure jet grouting of each hole is finished, the cement paste in the hole can quickly generate water precipitation, and grouting is timely filled into the hole until the hole is full and the grout surface at the hole opening is not sunk any more. After the final spraying, filling and grouting are very important works, the quality of the project is directly influenced by the good and poor recharging, and the filling and recharging work must be done well.
And inserting the slurry conveying pipe into the hole 2m below the slurry surface, and filling and grouting the slurry used in grouting. The filling and grouting needs to be repeated for many times, and the recharging standard is that the grout surface of the hole opening is not sunk any more until the grout is full. When the consolidation body 12 has a higher strength requirement, grouting and slurry return are strictly forbidden for filling and recharging. When the consolidated body 12 only has a seepage-resistant requirement, grouting and back grouting can be used for filling and recharging. The recharge time, frequency, grouting amount, cement consumption and recharge quality should be recorded.
Quality control measures:
1. when the intubation tube is in rotary spraying operation, the grouting pressure rises suddenly. Stopping the machine for inspection, firstly relieving pressure, if the nozzle is blocked, lifting the drill rod, and dredging by using a copper needle; and loosening the joint for dredging other blockages, and performing rotary spraying after the blockage disappears.
2. When the slurry is blown out or excessively blown out during the intubation rotary spraying operation, the specific reason needs to be found out for treatment. Under the condition that the slurry outflow amount exceeds 20 percent or the slurry does not flow, if the soil layer has larger gaps, a proper amount of accelerating agent is added into the slurry to shorten the solidification time; the slurry outflow is too large, the injection pressure is improved, the aperture of the nozzle is properly reduced, the lifting and rotating speed is accelerated, and the grouting amount is adjusted.
3. When the intubation tube is rotated and sprayed, the top of the consolidation body 12 is concave. After the construction of the rotary jet pile is finished, chiseling off the top of the consolidation body 12, filling the recess with concrete or directly injecting grout into the rotary jet hole again; or drilling for 0.5-1 m in the top 0.5-1 m of the consolidated body 12 after the rotary spraying is finished, and grouting and re-spraying once again for reinforcement at the in-situ lifting rod.
Parameter determination:
the cement is PO42.5 grade ordinary portland cement, and the cement mixing amount is 30-40%. In the powdery clay and clay layers, the water pressure is controlled to be about 35Mpa, the slurry pressure is controlled to be about 35Mpa, the air pressure is controlled to be about 1.6-2.2 Mpa, the lifting speed is 8cm/min, and the rotating speed is 12 r/min; the water-cement ratio is 1:1, the 28-day unconfined compressive strength qu of the reinforced soil body is more than or equal to 1.0MPa, and the permeability coefficient is less than or equal to 1.0 x 10-7cm/s。
Step five, washing: after the injection construction is finished, the injection grouting pipe 6 and other equipment are washed clean by clear water to prevent coagulation and blockage. The cement slurry can not remain in the pipe or the machine, and the slurry is generally changed into clear water to be sprayed on the ground so as to completely remove the slurry in the slurry pump 3, the injection grouting pipe 6 and the high-pressure hose.
Sixthly, moving the machine tool: and transferring the washed injection grouting pipe 6 and the machine tool equipment to the next hole site, and repeating the steps to perform grouting on the drill hole of the next pile site.
The present embodiment is only for explaining the present invention, and it is not limited to the present invention, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present invention.
Claims (10)
1. A construction method of a triple-pipe three-high pressure jet grouting pile is characterized by comprising the following steps: the method comprises the following steps:
firstly, measuring and setting-out positioning: measuring and releasing a construction axis according to a designed construction drawing;
secondly, guiding the drill rig to be in place: arranging the drilling machine (1) on a designed pile position, and aligning a drill bit of the drilling machine (1) to the center of the pile position; meanwhile, the drilling machine (1) is horizontally adjusted, so that the axis of a drill rod of the drilling machine (1) is vertically aligned with the center position of a drilled hole;
thirdly, drilling a protecting wall to form holes: drilling by a drilling machine (1) to form a hole, and protecting the wall by using slurry until the hole depth reaches the designed elevation of the hole depth, wherein the hole diameter is larger than the outer diameter of the jet grouting pipe (6);
fourthly, intubation rotary spraying operation: the bottom end of the grouting rotary spray pipe (6) is respectively provided with a grout outlet (61), a water outlet (62) and a gas outlet (63), wherein the grout outlet (61) and the gas outlet (63) are positioned on the same horizontal plane, the water outlet (62) is positioned above the grout outlet (61) and the gas outlet (63), the injection grouting pipe (6) is inserted into a preset depth, an air compressor (4) is started, a high-pressure water pump (7) is started after the air compressor (4) operates normally, air and water are conveyed into a hole, the pressure value of the air is 1.6-2.2 MPa, a high-pressure slurry pump (3) is started for grouting, and when cement slurry flows out of the grout outlet (61), the injection grouting pipe (6) is lifted, and grouting is injected from bottom to top; when the jet grouting pipe (6) performs grouting, a water outlet (62) on the jet grouting pipe (6) performs washing reaming on the drilled hole, so that the aperture of the drilled hole is enlarged, and a space is reserved between the jet grouting pipe (6) and the hole wall;
step five, washing: washing the injection grouting pipe (6) and the machine tool equipment with clean water;
sixthly, moving the machine tool: and transferring the washed injection grouting pipe (6) and the machine tool equipment to the next hole site, and spraying the next hole site.
2. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 1, characterized in that: in the second step of drilling and forming the hole by the protective wall, the diameter of the hole opening of the formed hole does not exceed the pipe outer diameter of the jet grouting pipe (6) by 10cm, and the caliber of the bottom end of the hole is larger than the outer diameter of the jet grouting pipe (6) by 2 cm.
3. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 1, characterized in that: and in the fourth step, the intubation rotary spraying operation adopts a hole jumping construction mode with 2-3 holes at intervals.
4. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 3, characterized in that: and in the fourth step, when the inserting pipe rotary spraying operation is carried out on deep rotary spraying, the inserting pipe rotary spraying operation firstly sprays the slurry and then rotates and lifts, and the sitting spraying time is provided for the pile end.
5. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 4, characterized in that: and in the fourth step, the measurement work of various parameters such as pressure, flow, slurry bleeding and the like is well carried out during the rotary spraying of the plug pipe rotary spraying operation, and the parameters are recorded item by item according to requirements.
6. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 5, characterized in that: and in the fourth step, the elevation of the adjacent ground and underground pipelines is performed in advance in the plug-in rotary spraying operation before the rotary spraying, the elevation is detected in the rotary spraying process, when the variation value of the elevation varies by more than 10mm, the construction is suspended, and the construction is performed after the pressure parameters are adjusted according to actual conditions.
7. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 6, characterized in that: in the fourth step, the plug pipe rotary spraying operation is carried out under the condition that the slurry outflow amount exceeds 20 percent or the slurry does not flow, if the soil layer has larger gaps, the proper amount of accelerating agent is added in the slurry; when the slurry outflow is too large, the injection pressure is increased, the aperture of the nozzle is properly reduced, the lifting and rotating speed is accelerated, and the slurry injection amount is adjusted.
8. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 7, characterized in that: after the operation of the rotary jet of the insert pipe in the fourth step is finished, if the top of the consolidation body (12) is concave, chiseling off the top of the consolidation body (12) after the construction of the rotary jet pile is finished, filling the concave position with concrete or directly injecting grout into the rotary jet hole again; or drilling for 0.5-1 m in the top 0.5-1 m of the consolidated body (12) after the rotary spraying is finished, and grouting and re-spraying once again by the in-situ lifting rod.
9. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 8, characterized in that: and in the fourth step, in the inserted pipe rotary spraying operation, the cement paste is filtered by a screen before being sprayed, and the filtering mesh of the screen is smaller than half of the diameter of a nozzle on the spray head.
10. The triple-pipe three-high-pressure jet grouting pile construction method according to claim 9, characterized in that: stopping the machine for inspection when the grouting pressure suddenly rises in the intubation jet grouting operation in the fourth step, and firstly releasing the pressure; if the nozzle is blocked, the drill rod is lifted and dredged by a copper needle; and loosening the joint for dredging other blockages, and performing rotary spraying after the blockage disappears.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111270672A (en) * | 2020-01-21 | 2020-06-12 | 中电建十一局工程有限公司 | High-pressure jet grouting pile construction method for water-rich round gravel stratum |
| CN111608690A (en) * | 2020-05-29 | 2020-09-01 | 中铁二十局集团第五工程有限公司 | Triple-pipe high-pressure jet grouting pile construction method suitable for water-rich sand layer |
| CN112921976A (en) * | 2021-04-13 | 2021-06-08 | 中国十九冶集团有限公司 | High-pressure jet grouting pile construction method for road foundation |
| CN113089655A (en) * | 2021-04-08 | 2021-07-09 | 启东建筑集团有限公司 | Construction method in three-pipe rotary spraying pile pit in flowing water environment |
| CN113818503A (en) * | 2021-09-07 | 2021-12-21 | 深圳宏业基岩土科技股份有限公司 | Cast-in-place pile socketed section defect repairing construction method |
| CN114352189A (en) * | 2022-01-07 | 2022-04-15 | 中铁二十局集团第六工程有限公司 | Construction method of jet grouting pile |
| CN115369862A (en) * | 2022-09-22 | 2022-11-22 | 建基集团地下空间河湖整治研发中心有限公司 | High-pressure rotary spraying construction method and construction device |
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| CN111270672A (en) * | 2020-01-21 | 2020-06-12 | 中电建十一局工程有限公司 | High-pressure jet grouting pile construction method for water-rich round gravel stratum |
| CN111608690A (en) * | 2020-05-29 | 2020-09-01 | 中铁二十局集团第五工程有限公司 | Triple-pipe high-pressure jet grouting pile construction method suitable for water-rich sand layer |
| CN111608690B (en) * | 2020-05-29 | 2021-07-13 | 中铁二十局集团第五工程有限公司 | Triple-pipe high-pressure jet grouting pile construction method suitable for water-rich sand layer |
| CN113089655A (en) * | 2021-04-08 | 2021-07-09 | 启东建筑集团有限公司 | Construction method in three-pipe rotary spraying pile pit in flowing water environment |
| CN112921976A (en) * | 2021-04-13 | 2021-06-08 | 中国十九冶集团有限公司 | High-pressure jet grouting pile construction method for road foundation |
| CN113818503A (en) * | 2021-09-07 | 2021-12-21 | 深圳宏业基岩土科技股份有限公司 | Cast-in-place pile socketed section defect repairing construction method |
| CN114352189A (en) * | 2022-01-07 | 2022-04-15 | 中铁二十局集团第六工程有限公司 | Construction method of jet grouting pile |
| CN114352189B (en) * | 2022-01-07 | 2024-03-15 | 中铁二十局集团第六工程有限公司 | Construction method of jet grouting pile |
| CN115369862A (en) * | 2022-09-22 | 2022-11-22 | 建基集团地下空间河湖整治研发中心有限公司 | High-pressure rotary spraying construction method and construction device |
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