CN112878318A - Pocket type body expanding device and construction process applying same - Google Patents
Pocket type body expanding device and construction process applying same Download PDFInfo
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- CN112878318A CN112878318A CN201911209720.8A CN201911209720A CN112878318A CN 112878318 A CN112878318 A CN 112878318A CN 201911209720 A CN201911209720 A CN 201911209720A CN 112878318 A CN112878318 A CN 112878318A
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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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
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
Abstract
The invention discloses a pocket type body expanding device, which comprises: the novel steel bar expansion device comprises a hammer head, an expansion body framework, a grouting bag, a hoop barrel and a steel bar, wherein the hoop barrel is sleeved on the steel bar, the expansion body framework and the grouting bag are arranged below the hoop barrel, the lower end of the steel bar is connected with the hammer head through threads, the expansion body framework is formed into a cage shape through steel bar binding, threads are arranged at two ends of the expansion body framework, the expansion body framework is connected with the hoop barrel and the hammer head through threads respectively, the grouting bag is coated on the outer side of the expansion body framework, the grouting bag is fixed with the hoop barrel and the hammer head in a sealing mode, and a connecting sleeve is arranged between the steel bar. The invention also discloses a construction process applying the pocket type body expanding device, which mainly comprises the following steps: hanging pile, centering, forming pile and conveying pile, drilling hole, jet grouting and reaming, grouting, recovering reinforcing bar rod piece, backfilling pile hole and the like. Through the mode, the problem of insufficient bearing capacity in the existing precast pile construction can be solved.
Description
Technical Field
The invention relates to the field of buildings, in particular to a pocket type body expanding device and a construction process applying the pocket type body expanding device.
Background
Pile foundations, as a widely used deep foundation form, are mainly classified into reinforced concrete piles and steel pipe piles, and reinforced concrete piles are mainly classified into cast-in-place piles and precast piles. At present, with the development progress of the real estate market becoming faster and faster, the construction period of the pile foundation is pressed again by one, so that under the same conditions, most of the engineering piles are precast piles, mainly because the precast piles have the advantages of stable and reliable quality, low manufacturing cost, short construction period, simple construction process and the like, and the cast-in-place piles are complex in construction process and inferior in reliability to the precast piles.
Problems are also encountered in precast pile construction:
firstly, as the geological survey report is only indirect hole selection, the whole condition of a soil body cannot be displayed, the pile foundation parameters of certain site parts are possibly too high, and if a design unit carries out pile foundation design by using the parameters, the bearing capacity of a single pile is easy to cause deficiency;
secondly, the bearing layer has larger fluctuation, and the fluctuation of the bearing layer is not checked due to unreasonable investigation means or overlarge sampling distance, so that although the design requirement adopts double control, a construction unit is difficult to grasp, the design depth is often controlled to be reached, the hammering penetration degree or the oil pressure value cannot be reached, the bearing capacity of a single pile is insufficient, or the hammering penetration degree or the oil pressure value reaches, and the design depth cannot be reached;
and thirdly, pile arrangement is excessive and dense, pile pressing speed is too high, construction sequence is improper, soil squeezing effect is aggravated, serious pile floating phenomenon is caused, and bearing capacity of a pile foundation is greatly influenced.
In order to solve the above problems, the following methods are mainly adopted in the current engineering:
firstly, requiring an investigation unit to increase the investment of manpower, mechanical equipment and the like, and expanding the investigation range and density;
secondly, controlling the construction speed and the construction sequence, and arranging stress release holes and release belts at the periphery of the site to reduce the influence of the soil squeezing effect;
and thirdly, improving the bearing capacity of the pile foundation by adopting a conventional pile end post-grouting method.
However, the conventional treatment measures at present have the following problems:
firstly, the exploration unit increases the investment of manpower and material resources, and the exploration range and density are enlarged, which can lead to the increase of the investment in the early stage of the project, and the exploration time can be increased, thus affecting the progress of the project;
secondly, under the condition that the construction period of a pile foundation is very short, the construction period is easily delayed by slowing down the pile pressing speed, and in addition, the construction cost is increased due to the arrangement of the stress release holes;
thirdly, the existing precast pile end post-grouting technology is not mature at present, and problems such as grouting pipe blockage and slurry leakage exist in practical application.
Disclosure of Invention
The invention mainly solves the technical problem of providing a pocket type expansion device and a construction process applying the pocket type expansion device, and can solve the problem of insufficient bearing capacity in the existing precast pile construction.
In order to solve the technical problems, the invention adopts a technical scheme that: provided is a pocket type expander device, comprising: the novel steel bar expansion device comprises a hammer head, an expansion body framework, a grouting bag, a hoop barrel and a steel bar, wherein the hoop barrel is sleeved on the steel bar, the expansion body framework and the grouting bag are arranged below the hoop barrel, the lower end of the steel bar is connected with the hammer head through threads, the expansion body framework is formed into a cage shape through steel bar binding, threads are arranged at two ends of the expansion body framework, the expansion body framework is connected with the hoop barrel and the hammer head through threads respectively, the grouting bag is coated on the outer side of the expansion body framework, the grouting bag is fixed with the hoop barrel and the hammer head in a sealing mode, and a connecting sleeve is arranged between the steel bar.
Preferably, the reinforcing bar rod piece is in threaded connection with the connecting sleeve, and the connecting sleeve and the hoop barrel are fixedly connected through an integrated structure or a split structure.
Preferably, the hoop barrel is provided with an exhaust hole for connecting an external exhaust pipe.
Preferably, the hoop barrel is provided with a grouting hole for connecting an external grouting pipe.
In order to solve the technical problem, the invention adopts another technical scheme that: the utility model provides a pocket type expands manufacturing process of body device, expand the body skeleton and become the cage by reinforcement, cage body diameter is according to the internal diameter control of the different models of tubular pile, the slip casting bag adopts the geotechnological cloth preparation that elasticity is good, intensity is high, corrosion resistance, wraps up in expanding body skeleton outside, will expand the both ends of body skeleton respectively with hoop section of thick bamboo, tup threaded connection, the both ends of slip casting bag are twisted hoop section of thick bamboo and conical head respectively with expanding the body skeleton together, pass hoop section of thick bamboo and connecting sleeve with the bar member, threaded hole on its bottom and the tup is connected, insert the slip casting pipe in the slip casting hole of hoop section of thick bamboo department, insert the blast pipe in the blast hole of hoop section of thick bamboo department.
In order to solve the technical problem, the invention adopts another technical scheme that: the construction process applying the pocket type body expanding device comprises the following steps:
firstly, a static pressure pile machine and a precast pile are put into place, the precast pile is hoisted, when single-point hoisting is adopted, a hoisting point is located at 0.3L, when two-point hoisting is adopted, the hoisting point is located at 0.5L and 0.25L, wherein L is the pile length;
secondly, after the pile is hung in place, the precast pile starts to be centered, the clamp is loosened after the pile is aligned with the pile position guide positioner, the precast pile is inserted into the soil, two theodolites are crossed into 90 degrees at the visual position to observe the verticality of the pile, the verticality is ensured to be within 0.5 percent L, a commander instructs a host driver to repeatedly adjust the pile until the verticality meets the requirement, and then the pile sinking is started to be 1.5 m;
after the precast pile is driven, the high-pressure jet grouting pile machine enters a field, a drilling machine is in place, the drilling machine is stably installed on a driven hole site of the precast pile, the drilling machine is required to be placed and kept horizontal, the axis of a drilling rod is aligned to the central line of the pipe pile, the inclination of the drilling rod is not more than 1.5 degrees, grouting equipment and a pipeline system of the jet grouting pile machine are checked, a sealing ring of the pipeline system is required to be good, sundries cannot be contained in each channel and each nozzle, and the pipeline is kept smooth and the pressure is normal;
fourthly, preparing the slurry of the rotary jet grouting pile: stirring the slurry must be carried out after the trial run of various machines and tools is normal, and the slurry should be continuously stirred in the slurry making process to prevent the slurry from precipitating;
fifthly, drilling construction: carefully measuring and recording the actual hole position, hole depth and stratum change condition in the drilling process, stopping drilling downwards after the drilling depth meets the design requirement, and keeping the drill rod rotating and high-pressure water injection;
sixthly, grouting and reaming: after the drilling depth meets the design requirement, carrying out rotary spraying reaming, and spraying grouting from bottom to top, wherein the drilling speed is increased by 15-20 r/min, the air pressure of an air compressor is controlled to be not less than 0.7MPa, the flow pressure of cement slurry is greater than 25MPa, the rotary spraying speed is controlled to be 10-25 cm/min, and the flow rate of cement slurry is greater than 30L/min;
seventhly, after the grouting preparation work is finished, the body expanding device is placed to a specified position, and then grouting work is carried out;
and eighthly, after the steel bar rod piece is recovered, pile hole backfilling is carried out by adopting plain fill, and the construction of the process is completed.
Preferably, in the sixth step, the cement doping amount of the rotary spraying slurry is 20-30%, the height and the width of the high-pressure rotary spraying pile to be arranged can be adjusted according to the pile end bearing layer and the diameter of the pile, and the diameter of the high-pressure rotary spraying pile is not less than 2 times of the diameter of the precast pile.
Preferably, the pocket type expanding device and the cement mortar manufacturing and configuring work can be synchronously carried out in the rotary jetting and chambering process of the high-pressure rotary jetting pile, and the stirring is continuously carried out in the process of preparing the cement mortar for grouting the expanding structure, so that the slurry is prevented from precipitating
Preferably, the pocket type body expanding device can also adopt a prefabricated type.
Preferably, after the injection operation is finished, the grouting pipe of the rotary jet pile machine is pulled out, and the grouting pump and the grouting pipeline are immediately cleaned by clear water to prevent solidification and blockage; when the grouting is continuously carried out, the cleaning can be carried out at the last time.
The invention has the beneficial effects that: the prefabricated pile constructed by the process has a pocket type expansion structure formed at the end part, the practical application shows that the bearing capacity of the pocket type expansion pile is obviously improved, the specific improvement mode is divided into direct improvement and indirect improvement, and the direct improvement is represented by that the diameter of a pocket expansion head is much larger than the pile diameter of a common prefabricated pile on one hand, so that the vertical contact area of the pile end and a bearing layer is greatly improved, and the bearing capacity of the pile end can be directly and greatly improved; the indirect improvement is represented by combining the high-pressure jet grouting pile with the pocket enlarged head, indirectly increasing the pile length of the precast pile, enlarging the contact area of the precast pile and the pile side soil, namely improving the pile side frictional resistance; in addition, the part of the enlarged part of the whole pile end, which is more than the diameter of the precast pile, is also under the pressure action of the upper soil, and the part can effectively reduce the floating pile phenomenon, thereby indirectly improving the bearing capacity of the pile foundation.
Drawings
FIG. 1 is a schematic structural diagram of a preferred embodiment of a pocket-type augmentation system of the present invention;
FIG. 2 is a schematic diagram of a step-by-step pile-lifting process;
FIG. 3 is a schematic structural diagram of a centering process in step two;
FIG. 4 is a schematic structural diagram of pile forming and pile feeding flow in step two;
FIG. 5 is a schematic structural diagram of a drilling process in step five;
FIG. 6 is a schematic structural diagram of a six-step guniting reaming process;
FIG. 7 is a schematic structural view of a post-grouting reaming condition;
FIG. 8 is a schematic view of the structure of the means for placing the expanded body during the seventh step;
FIG. 9 is a schematic structural diagram of a grouting process in step seven;
fig. 10 is a schematic structural view of the bar member recovered in step eight;
the parts in the drawings are numbered as follows: 1. the device comprises a hammer head, 2, a grouting bag, 3, an expansion framework, 4, a hoop barrel, 5, a steel bar rod piece, 6, a connecting sleeve, 7, an exhaust pipe, 8, a grouting pipe, 9, a high-pressure rotary jet grouting pile, 10, cement mortar, 11 and plain filling soil.
Detailed Description
The following detailed description of the preferred embodiments of the present invention, taken in conjunction with the accompanying drawings, will make the advantages and features of the invention easier to understand by those skilled in the art, and thus will clearly and clearly define the scope of the invention.
Referring to fig. 1, an embodiment 1 of the present invention includes: a pocket type augmentation device comprising: the pipe pile expanding device comprises a hammer 1, an expanding framework 3, a grouting bag 2, a hoop barrel 4 and a steel bar rod 5, wherein the hoop barrel 4 is sleeved on the outer side of the steel bar rod 5, the expanding framework 3 and the grouting bag 2 are arranged below the hoop barrel 4, the lower end of the steel bar rod 5 is in threaded connection with the hammer 1, the expanding framework 3 is bound by steel bars into a cage shape, the diameter of the cage body is controlled according to the inner diameters of different types of pipe piles, the grouting bag 2 is coated on the outer side of the expanding framework 3, the grouting bag 2 is fixed with the hoop barrel 4 and the hammer 1 in a sealing manner, a connecting sleeve 6 is arranged between the steel bar rod 5 and the hoop barrel 4 for guiding, the steel bar rod 5 is in threaded connection with the connecting sleeve 6, an integrated structure is adopted between the connecting sleeve 6 and the hoop barrel 4, an exhaust hole is formed in the hoop barrel 4, the exhaust hole is connected with an exhaust pipe 7, a grouting, the grouting holes are connected with grouting pipes 8, and the grouting pipes 8 can be made of PE materials.
The two ends of the expanding body framework 3 are provided with threads, the lower end face of the hoop barrel 4 and the upper end face of the hammer head 1 are correspondingly provided with threaded holes, the expanding body framework 3 is connected with the hoop barrel 4 and the hammer head 1 through threads, the grouting bag 2 is coated on the outer side of the expanding body framework 3, and the two ends of the grouting bag 2 and the expanding body framework 3 are screwed into the hoop barrel 4 and the cone head 1 respectively.
The embodiment 1 of the invention also discloses a manufacturing process of the pocket type body expanding device, the body expanding framework 3 is bound into a cage by reinforcing steel bars, the diameter of the cage is controlled according to the inner diameters of different types of tubular piles, the grouting bag 2 is made of geotextile with good elasticity, high strength and corrosion resistance and is wrapped outside the body expanding framework 3, two ends of the body expanding framework 3 are respectively in threaded connection with the hoop barrel 4 and the hammer head 1, two ends of the grouting bag 2 and the body expanding framework 3 are respectively screwed into the hoop barrel 4 and the cone head 1, a reinforcing steel bar rod 5 penetrates through the hoop barrel 4 and the connecting sleeve 6, the bottom of the reinforcing steel bar rod is connected with a threaded hole on the hammer head 1, the grouting pipe 8 is inserted into the grouting hole at the hoop barrel 4, and the exhaust pipe 7 is inserted into the exhaust hole at the hoop barrel 4.
The embodiment 1 of the invention also discloses a construction process applying the pocket type body expanding device, which comprises the following steps:
firstly, as shown in fig. 2, the static pressure pile machine and the precast pile are put into place, and the precast pile is hoisted, wherein when single-point hoisting is adopted, the hoisting point is located at 0.3L, and when two-point hoisting is adopted, the hoisting point is located at 0.5L and 0.25L, wherein L is the pile length;
secondly, as shown in fig. 3 and 4, after the hanging pile is in place, the precast pile starts to be centered, the clamp is loosened after the pile position guide positioner is aligned, the precast pile is inserted into the soil, the perpendicularity of the pile is observed by using two theodolites to cross at 90 degrees at the perspective position, the perpendicularity is ensured to be within 0.5 percent L, and a commander instructs a driver of a host computer to repeatedly adjust the pile for many times until the perpendicularity meets the requirement, and then the pile sinking is started to be 1.5 m. When abnormal phenomena are found, the pile position is immediately checked by using polar coordinates, if deviation occurs, the precast pile is pulled out, the hole is filled by using hard materials to prevent the pile from deviating, and the pile position is replaced again; otherwise, pile sinking and pile feeding (pile feeder is needed to be adopted to feed piles when the designed pile top elevation is below the natural ground) are continued until the precast pile reaches the designed elevation, and then the construction of the next precast pile is carried out;
after the prefabricated pile is driven, the high-pressure jet grouting pile machine enters a field, a drilling machine is in place, the drilling machine is stably installed on a driven hole position of the prefabricated pile, the axis of a drill rod is vertically aligned with the central line of the pipe pile, the drilling machine is required to be placed and kept horizontal, the drill rod is kept vertical, the included angle between the inclination angle of the drill rod and the vertical direction is not more than 1.5 degrees, grouting equipment and a pipeline system of the jet grouting pile machine are checked, a sealing ring of the pipeline system is required to be good, sundries cannot be contained in each channel and each nozzle, and the pipeline is kept;
fourthly, preparing the slurry of the rotary jet grouting pile: stirring the slurry must be carried out after the trial run of various machines and tools is normal, and the slurry should be continuously stirred in the slurry making process to prevent the slurry from precipitating;
fifthly, as shown in figure 5, drilling construction: carefully measuring and recording the actual hole position, hole depth and stratum change condition in the drilling process, stopping drilling downwards after the drilling depth meets the design requirement, and keeping the drill rod rotating and high-pressure water injection;
sixthly, as shown in figure 6, grouting and reaming: after the drilling depth reaches the design requirement, carrying out rotary spraying reaming, and spraying grouting from bottom to top, wherein the drilling speed is increased by 20r/min, the air pressure of an air compressor is controlled to be not less than 0.7MPa, the flow pressure of cement slurry is greater than 25MPa, the rotary spraying lifting speed is controlled to be 15cm/min, and the flow rate of the cement slurry is greater than 30L/min;
seventhly, as shown in fig. 8 and 9, after the grouting preparation work is finished, the body expanding device is lowered to a specified position, and then grouting work is carried out;
eighthly, as shown in figure 10, after the steel bar rod piece is recovered, pile holes are backfilled by adopting plain filling soil, and the construction of the process is completed.
In the invention, the cement doping amount of the rotary spraying slurry is 30%, the height and the width of the high-pressure rotary spraying pile to be arranged can be adjusted according to the size of the pile end bearing layer and the pile diameter, and the pile diameter of the high-pressure rotary spraying pile is not less than 2 times of the pile diameter of the precast pile.
And sixthly, when abnormal conditions such as sudden pressure drop, sudden pressure rise or slurry overflow occur in the high-pressure jet grouting process, finding out the cause and taking measures in time.
And seventhly, controlling the grouting amount according to a field test, stopping grouting and rapidly removing the steel bar rod after the preset grouting amount is reached, so that the steel bar rod is prevented from being difficult to remove and recover due to hardening of cement mortar permeating into the pipe diameter of the precast pile.
After the jet operation is finished, the grouting pipe of the rotary jet pile driver is pulled out, and the grouting pump and the grouting pipeline need to be cleaned by clear water immediately to prevent solidification and blockage. When the slurry is continuously injected, the cleaning can be carried out at the last time;
in the process of the rotary-spraying and reaming of the high-pressure rotary-spraying pile, the pocket type expanding device and cement mortar are synchronously manufactured and configured, and the cement mortar for grouting of the expanding structure is continuously stirred in the process of preparing the cement mortar so as to prevent the slurry from precipitating;
compared with the conventional technology, the invention has the following advantages:
1. the construction technology of the high-pressure jet grouting pile is mature, and a section of high-pressure jet grouting pile with proper size and regular shape can be arranged at a preset position, so that the soil body in the pile end area is loosened to facilitate grouting construction; on the other hand, after the prefabricated pile is hardened, the bearing capacity of a single prefabricated pile can be obviously improved by combining the pocket enlarged head;
2. the bearing capacity of the pile foundation brought by the pocket expanded head is improved, so that the selection of the precast pile bearing layer is more flexible, the bearing capacity requirement can be met by selecting shorter precast piles, and the engineering economic benefit is obviously improved;
3. the high-pressure jet grouting pile has higher construction speed, can keep up with the construction speed of the precast pile when in quick construction requirement, can disturb and reshape the soil body at the pile end, relieves the soil squeezing benefit to a certain extent, is favorable for completing the precast pile according to the period under the condition of not generating construction quality hidden trouble, and improves the construction efficiency;
4. grouting construction is carried out at the pile end to form a cement mortar pocket type expansion head, so that on one hand, the contact surface between the pile end and the bearing layer is improved, and an expanded pile is formed; on the other hand, the expanding structure also has a good limiting effect on the floating of the pile body, and is beneficial to inhibiting the floating pile phenomenon;
5. the pocket type body expanding device comprises a conical head, a body expanding framework, a grouting bag, a hoop barrel, a connecting sleeve, a steel bar and the like, wherein the grouting bag is wrapped outside the body expanding framework and is sealed and fixed by the conical head and the hoop barrel, and an opening of a grouting pipe and an opening of an exhaust pipe are reserved on the hoop barrel, so that the blocking phenomenon in the installation process of the grouting pipe can be effectively avoided, meanwhile, the sealed bag can also avoid the problem of grouting on the pile side in the grouting process, and a more regular body expanding structure can be formed;
6. the whole construction process is mature in technology, simple to operate, high in construction efficiency and good in economic benefit.
The above description is only an embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes performed by the present specification and drawings, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (10)
1. A pocket type body expanding device is characterized by comprising: the novel steel bar expansion device comprises a hammer head, an expansion body framework, a grouting bag, a hoop barrel and a steel bar, wherein the hoop barrel is sleeved on the steel bar, the expansion body framework and the grouting bag are arranged below the hoop barrel, the lower end of the steel bar is connected with the hammer head through threads, the expansion body framework is formed into a cage shape through steel bar binding, threads are arranged at two ends of the expansion body framework, the expansion body framework is connected with the hoop barrel and the hammer head through threads respectively, the grouting bag is coated on the outer side of the expansion body framework, the grouting bag is fixed with the hoop barrel and the hammer head in a sealing mode, and a connecting sleeve is arranged between the steel bar.
2. The pocket type body expanding device according to claim 1, wherein the reinforcing bar member is in threaded connection with the connecting sleeve, and the connecting sleeve is fixedly connected with the hoop barrel by adopting an integrated structure or a split structure.
3. The pocket type body expanding device according to claim 2, wherein an air vent hole is formed at the hoop barrel for connecting an external exhaust pipe.
4. The pocket type body expanding device according to claim 2, wherein a grouting hole is formed at the hoop barrel for connecting an external grouting pipe.
5. A manufacturing process for manufacturing the pocket type body expanding device according to any one of claims 1 to 4, wherein the body expanding framework is bound by steel bars to form a cage, the diameter of the cage is controlled according to the inner diameters of different types of tubular piles, the grouting bag is made of geotextile with good elasticity, high strength and corrosion resistance and wraps the outside of the body expanding framework, two ends of the body expanding framework are respectively in threaded connection with the hoop barrel and the hammer head, two ends of the grouting bag are respectively screwed into the hoop barrel and the cone head together with the body expanding framework, a steel bar rod piece penetrates through the hoop barrel and the connecting sleeve, the bottom of the steel bar rod piece is connected with a threaded hole in the hammer head, a grouting pipe is inserted into a grouting hole in the hoop barrel, and an exhaust pipe is inserted into an exhaust hole in the hoop barrel.
6. A construction process applying the pocket type expansion device according to any one of claims 1 to 4, characterized by comprising the following steps:
firstly, a static pressure pile machine and a precast pile are put into place, the precast pile is hoisted, when single-point hoisting is adopted, a hoisting point is located at 0.3L, when two-point hoisting is adopted, the hoisting point is located at 0.5L and 0.25L, wherein L is the pile length;
secondly, after the pile is hung in place, the precast pile starts to be centered, the clamp is loosened after the pile is aligned with the pile position guide positioner, the precast pile is inserted into the soil, two theodolites are crossed into 90 degrees at the visual position to observe the verticality of the pile, the verticality is ensured to be within 0.5 percent L, a commander instructs a host driver to repeatedly adjust the pile until the verticality meets the requirement, and then the pile sinking is started to be 1.5 m;
after the precast pile is driven, the high-pressure jet grouting pile machine enters a field, a drilling machine is in place, the drilling machine is stably installed on a driven hole site of the precast pile, the drilling machine is required to be placed and kept horizontal, the axis of a drilling rod is aligned to the central line of the pipe pile, the inclination of the drilling rod is not more than 1.5 degrees, grouting equipment and a pipeline system of the jet grouting pile machine are checked, a sealing ring of the pipeline system is required to be good, sundries cannot be contained in each channel and each nozzle, and the pipeline is kept smooth and the pressure is normal;
fourthly, preparing the slurry of the rotary jet grouting pile: stirring the slurry must be carried out after the trial run of various machines and tools is normal, and the slurry should be continuously stirred in the slurry making process to prevent the slurry from precipitating;
fifthly, drilling construction: carefully measuring and recording the actual hole position, hole depth and stratum change condition in the drilling process, stopping drilling downwards after the drilling depth meets the design requirement, and keeping the drill rod rotating and high-pressure water injection;
sixthly, grouting and reaming: after the drilling depth meets the design requirement, carrying out rotary spraying reaming, and spraying grouting from bottom to top, wherein the drilling speed is increased by 15-20 r/min, the air pressure of an air compressor is controlled to be not less than 0.7MPa, the flow pressure of cement slurry is greater than 25MPa, the rotary spraying speed is controlled to be 10-25 cm/min, and the flow rate of cement slurry is greater than 30L/min;
seventhly, after the grouting preparation work is finished, the body expanding device is placed to a specified position, and then grouting work is carried out;
and eighthly, after the steel bar rod piece is recovered, pile hole backfilling is carried out by adopting plain fill, and the construction of the process is completed.
7. The construction process according to claim 6, wherein in the sixth step, the cement mixing amount of the rotary spraying slurry is 20-30%, the height and width of the high-pressure rotary spraying pile to be constructed can be adjusted according to the pile end bearing layer and the pile diameter, and the pile diameter of the high-pressure rotary spraying pile is not less than 2 times of the pile diameter of the precast pile.
8. The construction process according to claim 6, wherein the pocket type expanding device and the cement mortar are manufactured and configured synchronously in the rotary jet reaming process of the high-pressure rotary jet grouting pile, and the cement mortar for grouting the expanding structure is prepared by continuously stirring to prevent the slurry from precipitating.
9. The construction process as claimed in claim 6, wherein the pocket-type expansion device is prefabricated.
10. The construction process according to claim 6, wherein after the injection operation is completed, the grouting pipe of the rotary jet pile driver is pulled out, and the grouting pump and the grouting pipeline are immediately cleaned by clear water to prevent solidification and blockage; when the grouting is continuously carried out, the cleaning can be carried out at the last time.
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| CN201911209720.8A CN112878318A (en) | 2019-12-01 | 2019-12-01 | Pocket type body expanding device and construction process applying same |
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| CN110130334A (en) * | 2019-05-24 | 2019-08-16 | 杭州昂创科技有限公司 | Expand body anti-float anchor rod construction method from drilling high-pressure rotary-spray pouch slip casting |
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| CN104594348A (en) * | 2015-01-27 | 2015-05-06 | 安徽同济建设集团有限责任公司 | Expanded head capsule type anchor rod and construction method thereof |
| CN105002907A (en) * | 2015-07-31 | 2015-10-28 | 新乡市嘉汇科技有限公司 | Underreamed anchor with framework |
| CN110016909A (en) * | 2019-04-26 | 2019-07-16 | 江苏长江机械化基础工程有限公司 | Hydraulic squeezed joint pouch slip casting pile body expands reinforcement bored pile construction method |
| CN110130334A (en) * | 2019-05-24 | 2019-08-16 | 杭州昂创科技有限公司 | Expand body anti-float anchor rod construction method from drilling high-pressure rotary-spray pouch slip casting |
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