CN110835913A - Preparation method and preparation structure of fluid mud solidified pile with coupling effect of pre-consolidation, pre-stress and reinforcement - Google Patents
Preparation method and preparation structure of fluid mud solidified pile with coupling effect of pre-consolidation, pre-stress and reinforcement Download PDFInfo
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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
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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
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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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
- E02D5/42—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds by making use of pressure liquid or pressure gas for compacting the concrete
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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
- E02D5/72—Pile shoes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0051—Including fibers
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0085—Geotextiles
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Abstract
The invention relates to a preparation method and a preparation structure of a fluid mud solidified pile with the functions of pre-consolidation, prestress and reinforcement coupling.
Description
Technical Field
The invention relates to a preparation method and a preparation structure of a fluid mud solidified pile with a pre-consolidation-prestress-reinforcement coupling effect, and belongs to the field of fluid mud resource utilization.
Background
In addition, along with the increasing construction of cities, a large amount of waste mud is inevitably generated in projects such as underground continuous walls, bored piles, trenchless horizontal directional drilling, mud-water balanced type pipe jacking projects, mud-water pressurized type shield projects and the like. Both the river channel dredged mud and the engineering waste mud belong to the category of fluid mud because the water content of the sludge is extremely high and the sludge is generally in a fluid state. It should be pointed out that, because the fluid mud has the characteristics of high water content, almost zero intensity and the like, the fluid mud can not be directly used for engineering construction, belongs to waste, and how to dispose the waste fluid mud is a difficult problem which needs to be solved urgently in the engineering field. The fluid mud is treated and then used as a filling material, and is a main method for recycling the fluid mud at present. At present, the fluid mud treatment is mainly divided into two methods of consolidation and solidification; the consolidation is to utilize the positive pressure or negative pressure, discharge the water in the mud of flow state fast, achieve the goal of reducing the mud volume of flow state, improve the mud intensity of flow state; the solidification is to apply a solidified material to the fluid mud to generate a cementing substance under the action of the solidified material, thereby achieving the purpose of improving the strength of the fluid mud. Compared with the prior art, the solidification cost is low, but the treatment time is long, the effect is poor, the solidification technology is an effective fluid mud treatment technology, and the solidification technology has the advantage of high treatment efficiency, but the strength of the solidified fluid mud is influenced by the water content, and under the same mixing amount of the solidifying agent, the higher the water content is, the lower the strength of the solidified fluid mud is, and if the solidification strength is improved, the mixing amount of the solidifying agent needs to be increased, so that the cost is improved.
At present, after the fluid mud is subjected to flow solidification treatment (the flow solidification treatment is to ensure that newly stirred solidified fluid mud is in a flowing state after a curing agent is added), the solidified fluid mud is generally injected underground by adopting a pumping construction method to form a solidified pile, namely a fluid mud solidified pile, after the fluid mud is subjected to the flow solidification treatment, the curing agent is added under the condition of higher water content to achieve the purpose of enabling the fluid mud to have certain fluidity; obviously, the fluid mud solidified pile not only solves the problem of disposal of the waste fluid mud, but also reinforces the engineering foundation, and has higher application prospect; the operation of injecting the solidified fluid mud into the ground to form the solidified pile can refer to concrete pile grouting in the field of buildings, and as the application with the application number of 201821065607.8, the concrete pile bottom grouting device for the super fluid concrete pile bottom is disclosed, which comprises a reinforcement cage consisting of a plurality of groups of ring beams and longitudinal beams, wherein the longitudinal beams are fixed on the ring beams, and grouting pipes are parallel to the longitudinal beams and are fixed on the ring beams; the length below the grouting pipe exceeds 200-300 mm of the lower end of the ring beam; a conical part is arranged below the grouting pipe, and the maximum diameter of the conical part is larger than the outer diameter of the grouting pipe; a plurality of outflow ports are arranged on the pipe wall of the grouting pipe between the upper part of the conical part and the ring beam; a supporting pipe which is obliquely upward is arranged at the fixing position of the grouting pipe and the lower ring beam, and two ends of the supporting pipe are fixed on the ring beam; however, compared with the characteristic that cement slurry can be rapidly cured, the fluid mud curing pile technology has the defect that the curing pile technology is difficult to overcome, mainly in order to keep certain fluidity of the cured fluid mud, the curing treatment needs to be carried out under the condition of high water content, and the curing agent cannot be added too high (the higher the mixing amount of the curing agent is, the poorer the fluidity of the cured fluid mud is, the pumping construction cannot be carried out).
Disclosure of Invention
The invention provides a preparation method and a preparation structure of a fluid mud solidified pile with the functions of pre-consolidation, prestress and reinforcement coupling, wherein the fluid mud solidified pile is injected into a foundation to form a pile on the premise of keeping certain fluidity of the solidified fluid mud, and the formed fluid mud solidified pile has higher strength and meets the requirement of foundation treatment.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a preparation method of a fluid mud solidified pile with the coupling effect of pre-consolidation, pre-stress and reinforcement comprises the following steps:
the first step is as follows: installing a plurality of fiber fixing buckles on the circumferential end face of the precast pile tip, and respectively fixing one ends of a plurality of geotechnical fibers on the fiber fixing buckles;
the second step is that: the immersed tube is detachably arranged on the circumferential end face of the precast pile tip, a plurality of through fiber holes are formed in the tube wall of the immersed tube along the axial direction of the immersed tube, the other ends of the plurality of geotechnical fibers are respectively inserted from the bottom end of the immersed tube to the top end of the immersed tube, and the other ends of the geotechnical fibers extend out of the top end of the immersed tube;
the third step: pressing the whole formed by lapping the immersed tube and the precast pile tip into a foundation by using an immersed tube pile driver, extending the input end of the pump body into the hollow structure of the immersed tube, starting the pump body, conveying solidified fluid mud into the immersed tube by the input end, gradually lifting the immersed tube to the surface of the foundation by the pump body while inputting the solidified fluid mud, and separating the immersed tube from the precast pile tip;
the fourth step: after the immersed pipes are separated, the prefabricated pile tips and the geotechnical fibers fixed on the fiber fixing buckles are left in the foundation, and after the immersed pipes are completely separated from the foundation, solidified fluid mud is injected to the surface of the foundation, and the fluid mud solidified piles are formed;
the fifth step: laying geotextile on the surface of the formed fluid mud curing pile, sequentially laying a bearing plate, an elastic structure and a reaction plate on the surface of the geotextile from bottom to top, wherein the bearing plate is provided with a plurality of bearing plate holes along the circumferential surface, the reaction plate is provided with a plurality of reaction plate holes along the circumferential surface, and the other end of the geotextile extending out of the foundation sequentially penetrates through the bearing plate holes and the reaction plate holes;
and a sixth step: the other end of the geotextile fiber extending out of the reaction plate is provided with a tightening buckle which is tightened, the elastic structure applies positive pressure to the bearing plate, and the water in the solidified fluid mud is transported into the geotextile fiber and is discharged to the top of the solidified mud pile through the geotextile fiber;
the seventh step: after the fluidized mud solidified pile reaches the expected strength, filling soil on the surface of the foundation, and removing the bearing plate, the elastic structure and the reaction plate;
as a further preferred aspect of the present invention, the number of the fiber fixing buckles is the same as the number of the fiber holes, and the distance between the adjacent fiber fixing buckles is the same as the distance between the adjacent fiber holes;
as a further preferred aspect of the present invention, the number of the bearing plate holes and the number of the reaction plate holes are the same as the number of the bundles of the geofabric;
as a further preferable feature of the present invention, the elastic structure is an air bag, and an air pressure device is further disposed and is communicated with the air bag;
as a further preferable feature of the present invention, the elastic structure is a spring, and the spring is located between the bearing plate and the reaction plate;
preferably, the other ends of the plurality of geotechnical fibers are respectively inserted into the top ends of the immersed tubes from the bottom ends of the immersed tubes, and the other ends of the geotechnical fibers extend out of the top ends of the immersed tubes by 50 cm;
a preparation structure based on the preparation method comprises a sinking pipe which is of a hollow structure and is used for pouring solidified fluid mud, the bottom of the sinking pipe is connected with the circumferential end face of a prefabricated pile tip and is detachably connected with the prefabricated pile tip, and a plurality of uniformly distributed fiber holes are formed in the circumferential wall of the sinking pipe along the axial direction of the sinking pipe;
fixing a plurality of fiber fixing buckles on the circumferential end face of the precast pile tip along the circumference, wherein one ends of a plurality of geotechnical fibers are fixed on the fiber fixing buckles, and the other ends of the geotechnical fibers penetrate through the fiber holes and extend out of the top end of the immersed tube;
the method comprises the following steps that geotextile is laid at the top of a immersed tube filled with solidified flow state mud, a bearing plate, an elastic structure and a reaction plate are sequentially stacked on the surface of the geotextile from bottom to top, the bearing plate is provided with a plurality of bearing plate holes along the circumferential surface, the reaction plate is provided with a plurality of reaction plate holes along the circumferential surface, the other end of the geotextile fiber extending out of a foundation sequentially penetrates through the bearing plate holes and the reaction plate holes, and a tightening buckle is installed at the position of the geotextile fiber extending out of the reaction plate;
as a further preferred aspect of the present invention, the number of the fiber fixing buckles, the number of the fiber holes, the number of the support plate holes, and the number of the reaction plate holes are the same as the number of the bundles of the geofibers;
in a further preferred embodiment of the present invention, the elastic structure is a balloon connected to a pneumatic pressurizing device through a catheter;
as a further preferred feature of the present invention, the resilient structure is a spring disposed between the carrier plate and the reaction plate.
Through the technical scheme, compared with the prior art, the invention has the following beneficial effects:
1. the invention achieves the purpose of improving the strength of the solidified fluid mud by injecting the solidified fluid mud into the foundation and then carrying out positive pressure dehydration;
2. in the curing process of the cured fluid mud, certain stress is continuously kept in the cured fluid mud, so that the strength of the cured fluid mud is higher than that of the traditional cured fluid mud;
3. according to the solidified fluid mud, high-strength geotextile fibers are distributed in the formed fluid solidified pile, so that the strength of the fluid mud solidified pile is improved on the premise of improving the reinforcement effect.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a schematic view of the overall structure of the present invention;
FIG. 2 is a top view of the immersed tube of the present invention with fiber holes;
FIG. 3 is a schematic structural view of a precast pile tip of the present invention;
FIG. 4 is a front view of the preferred embodiment 1 of the present invention;
fig. 5 is a front view of the preferred embodiment 2 of the present invention.
In the figure: the pile comprises a pile body, a pile sinking pipe 1, a prefabricated pile tip 2, a fiber hole 3, a geotextile 4, a geotextile 5, an airbag 6, an air pressure pressurizing device 7, a spring 8, a bearing plate 9, a reaction plate 10, a tightening buckle 11 and a fiber fixing buckle 12.
Detailed Description
The present invention will now be described in further detail with reference to the accompanying drawings. These drawings are simplified schematic views illustrating only the basic structure of the present invention in a schematic manner, and thus show only the constitution related to the present invention.
Fig. 1 shows a structure which needs to be prepared in advance before the preparation of the fluid mud solidified pile, and is a sinking pipe 1 with a hollow structure inside, fig. 2 shows that a plurality of through fiber holes 3 are formed in the circumferential wall of the sinking pipe 1 along the axial direction of the sinking pipe 1, fig. 3 shows that a prefabricated pile tip 2 is also preset, the bottom of the sinking pipe 1 is connected to the surface of the prefabricated pile tip 2, and meanwhile, the sinking pipe 1 and the prefabricated pile tip 2 are detachably separated, so that the sinking pipe 1 is convenient to lift and pull for preparation;
providing a pressure application structure capable of forming a normal stress on a finally formed fluid mud solidified pile, wherein the pressure application structure can be selected in two ways, as shown in fig. 4, the pressure application structure is a first embodiment, the pressure application structure is a bearing plate 9, an air bag 6 and a reaction plate 10 which are sequentially overlapped from bottom to top, the air bag 6 is connected with an air pressure device 7, a tightening buckle 11 is arranged on the surface of the reaction plate 10, the air bag 6 is inflated, the tightening buckle 11 is tightened, an extrusion is formed between the bearing plate 9 and the reaction plate 10, the pressure is further applied to the surface of the formed fluid mud solidified pile, and the normal stress is formed in the fluid mud solidified pile;
fig. 5 shows a second embodiment, in which the pressure applying structure includes a bearing plate 9, a spring 8, and a reaction plate 10 sequentially stacked from bottom to top, a tightening buckle 11 is installed on the surface of the reaction plate 10, the tightening buckle 11 is tightened, at this time, the spring 8 located between the bearing plate 9 and the reaction plate 10 is compressed, and further, pressure is applied to the surface of the formed fluid mud solidified pile, so that a positive stress is formed inside the fluid mud solidified pile.
Example 1:
the invention provides a preparation method of a fluid mud solidified pile with the functions of preconsolidation, prestress and reinforcement coupling, which comprises the following steps:
the first step is as follows: ten fiber fixing buckles 12 are arranged on the circumferential end face of the precast pile tip 2, and one ends of ten bundles of geotechnical fibers 4 are respectively fixed on the fiber fixing buckles 12;
the second step is that: a plurality of through fiber holes 3 are formed in the pipe wall of the immersed pipe 1 along the axial direction, the number of the fiber holes 3 is the same as the bundle number of the geotechnical fibers 4, the number is also ten, the geotechnical fibers 4 are inserted from the bottom of the immersed pipe 1 to the top of the immersed pipe 1, the fiber holes 3 are filled, and finally the geotechnical fibers extend out of the top of the immersed pipe 1 by about 50 cm;
the third step: pressing the whole formed by the precast pile tip 2 and the immersed tube 1 into a foundation through an immersed tube 1 pile driver, wherein the input end of the pump body extends into the hollow structure of the immersed tube 1, starting the pump body, the input end conveys solidified fluid mud into the immersed tube 1, the pump body gradually lifts the immersed tube 1 while inputting the solidified fluid mud, the immersed tube 1 is separated from the precast pile tip 2, and the precast pile tip 2 is buried in the foundation;
the fourth step: after the immersed tube 1 is separated from the prefabricated pile tip 2, the prefabricated pile tip 2 and the geotechnical fiber 4 fixed on the fiber fixing buckle 12 are in the foundation, and after the immersed tube 1 is completely separated from the foundation, the solidified fluid mud is injected to the surface of the foundation, and then the solidified fluid mud pile is formed;
the fifth step: laying geotextile 5 on the surface of the formed fluid mud solidified pile, wherein a pressure applying structure and the surface of the fluid mud solidified pile are isolated by laying the geotextile 5, a bearing plate 9, an air bag 6 and a reaction plate 10 are sequentially laid on the surface of the geotextile 5 from bottom to top, a bearing plate hole is formed in the bearing plate 9 along the circumferential surface, a reaction plate hole is formed in the reaction plate 10 along the circumferential surface, the number of the bearing plate hole and the reaction plate hole is the same as that of the fiber holes 3, and the other end of the geotextile fiber 4 extending out of the foundation sequentially penetrates through the bearing plate hole and the reaction plate hole;
and a sixth step: the other end of the geotechnical fiber 4 extending out of the reaction plate 10 is provided with a tightening buckle 11, an air bag 6 is connected with an air pressure pressurizing device 7, the air bag 6 is inflated, the tightening buckle 11 is tightened, the air bag 6 is squeezed between a pressure plate and a bearing plate 9, positive pressure is applied to the bearing plate 9, positive stress is generated in the solidified pile of the fluid mud, at the moment, a curing agent in the solidified fluid mud does not completely act, water in the solidified fluid mud can be transported into the geotechnical fiber 4 under the action of the positive stress and is discharged to the pile top through the geotechnical fiber 4, at the moment, the solidified fluid mud is solidified and becomes more compact, the geotechnical fiber 4 plays a good reinforcement role in the solidified pile of the fluid mud, and the compression strength and the tensile strength of the solidified pile of the fluid mud are;
the seventh step: when the fluid mud solidified pile reaches the expected strength, the period is generally 28 days, after the quality of the fluid mud solidified pile is detected, soil is filled into the foundation, the fluid mud solidified pile needs to be continuously pressurized at the moment, the pressurizing time is determined by the subsequent procedures, generally more than 28 days, the tightening buckle 11 is loosened, the air pressure pressurizing equipment 7 is removed, and the bearing plate 9, the air bag 6 and the reaction plate 10 are dismantled.
In the above example 1, a control process is required for applying pressure to the solidified fluid mud, because the solidified fluid mud is gradually increased in strength with time, when the applied pressure is smaller than the yield strength of the solidified fluid mud, the solidified mud cannot be consolidated and drained, when the applied pressure is greater than the yield strength of the solidified fluid mud, that is, greater than the shear strength of the solidified fluid mud, the solidified soil is crushed, therefore, the solidified fluid mud needs to be subjected to air pressure loading with gradually increased embedding strength, from small to large, the specific air pressure loading adopts a graded loading mode, the load is increased by one step every 24 hours, the yield strength of the solidified fluid mud at the age is consistent with that when the load of the step is applied, and because the yield strength of the solidified fluid mud is related to factors such as the blending amount of the solidifying agent, the soil property of the fluid mud, the initial water content and the like, at present, no unified prediction formula exists, so that the yield strength of each stage can be obtained through a compression test.
Example 2:
the invention provides a preparation method of a fluid mud solidified pile with the functions of preconsolidation, prestress and reinforcement coupling, which comprises the following steps:
the first step is as follows: ten fiber fixing buckles 12 are arranged on the circumferential end face of the precast pile tip 2, and one ends of ten bundles of geotechnical fibers 4 are respectively fixed on the fiber fixing buckles 12;
the second step is that: a plurality of through fiber holes 3 are formed in the pipe wall of the immersed pipe 1 along the axial direction, the number of the fiber holes 3 is the same as the bundle number of the geotechnical fibers 4, the number is also ten, the geotechnical fibers 4 are inserted from the bottom of the immersed pipe 1 to the top of the immersed pipe 1, the fiber holes 3 are filled, and finally the geotechnical fibers extend out of the top of the immersed pipe 1 by about 50 cm;
the third step: pressing the whole formed by the precast pile tip 2 and the immersed tube 1 into a foundation through an immersed tube 1 pile driver, wherein the input end of the pump body extends into the hollow structure of the immersed tube 1, starting the pump body, the input end conveys solidified fluid mud into the immersed tube 1, the pump body gradually lifts the immersed tube 1 while inputting the solidified fluid mud, the immersed tube 1 is separated from the precast pile tip 2, and the precast pile tip 2 is buried in the foundation;
the fourth step: after the immersed tube 1 is separated from the prefabricated pile tip 2, the prefabricated pile tip 2 and the geotechnical fiber 4 fixed on the fiber fixing buckle 12 are in the foundation, and after the immersed tube 1 is completely separated from the foundation, the solidified fluid mud is injected to the surface of the foundation, and then the solidified fluid mud pile is formed;
the fifth step: laying geotextile 5 on the surface of the formed fluid mud solidified pile, wherein a pressure applying structure and the surface of the fluid mud solidified pile are isolated by laying the geotextile 5, a bearing plate 9, a spring 8 and a reaction plate 10 are sequentially laid on the surface of the geotextile 5 from bottom to top, a bearing plate hole is formed in the bearing plate 9 along the circumferential surface, a reaction plate hole is formed in the reaction plate 10 along the circumferential surface, the number of the bearing plate hole and the number of the reaction plate hole are the same as that of the fiber holes 3, and the other end of the geotextile fiber 4 extending out of the foundation sequentially penetrates through the bearing plate hole and the reaction plate hole;
and a sixth step: the other end of the geotechnical fiber 4 extending out of the reaction plate 10 is provided with a tightening buckle 11, the tightening buckle 11 is compressed, the spring 8 is compressed between the pressure plate and the bearing plate 9, forward pressure is applied to the bearing plate 9, and normal stress is generated in the fluid mud solidified pile, at the moment, a curing agent in the solidified fluid mud does not completely act, water in the solidified fluid mud can be moved into the geotechnical fiber 4 under the action of the forward pressure and is discharged to the pile top through the geotechnical fiber 4, at the moment, the solidified fluid mud is solidified and becomes more compact, the geotechnical fiber 4 plays a good reinforcement role in the fluid mud solidified pile, and the compression strength and the tensile strength of the fluid mud solidified pile are improved;
the seventh step: when the fluid mud solidified pile reaches the expected strength, the period is generally 28 days, after the quality of the fluid mud solidified pile is detected, soil is filled into the foundation, the fluid mud solidified pile needs to be continuously pressurized at the moment, the pressurizing time is determined by the subsequent procedures, generally more than 28 days, the tightening buckle 11 is loosened, and the bearing plate 9, the air bag 6 and the reaction plate 10 are detached.
In the embodiment 2, the aim of applying load to the fluid mud solidified pile is fulfilled by adjusting the compression state of the spring; obtaining the deformation of the spring under different loads according to the relationship between the spring force and the compression amount; that is, when a load is applied, the compression amount of the spring may be adjusted to a predetermined compression amount.
The same loading mode is the same as that in the embodiment 1, a graded loading mode is adopted, the load is increased by one grade every 24 hours, and the yield strength of the solidified fluid mud at the age is consistent with that of the solidified fluid mud when the load of each grade is applied; because the yield strength of the solidified fluid mud is related to factors such as the mixing amount of a curing agent, the soil property of the fluid mud, the initial water content and the like, a unified prediction formula does not exist at present, and the yield strength of each level can be obtained through a compression test.
In the embodiment 1 and the embodiment 2, the pressure structure is used for pressurizing the fluid mud curing pile to generate the forward stress in the fluid mud curing pile, and researches show that under the action of the forward stress, water in the cured fluid mud can be discharged to the pile top of the fluid mud curing pile, and the strength of the cured fluid mud is far higher than that of the cured fluid mud in a non-stress state, so that the purpose of improving the strength of the cured fluid mud is achieved; the pressure structure is always pressurized, so that the inside of the fluid mud solidified pile always keeps certain stress, and the obtained solidified fluid mud has higher strength than the traditional solidified fluid mud;
the geotextile fiber 4 is embedded, has good tensile strength, plays a good reinforcement role in the fluid mud solidified pile, improves the compression resistance and the compression resistance of the fluid mud solidified pile, and finally greatly improves the strength of the fluid mud solidified pile.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The meaning of "and/or" as used herein is intended to include both the individual components or both.
The term "connected" as used herein may mean either a direct connection between components or an indirect connection between components via other components.
In light of the foregoing description of the preferred embodiment of the present invention, many modifications and variations will be apparent to those skilled in the art without departing from the spirit and scope of the invention. The technical scope of the present invention is not limited to the content of the specification, and must be determined according to the scope of the claims.
Claims (10)
1. A preparation method of a fluid mud solidified pile with the coupling effect of pre-consolidation, pre-stress and reinforcement is characterized by comprising the following steps: the method comprises the following steps:
the first step is as follows: installing a plurality of fiber fixing buckles on the circumferential end face of the precast pile tip, and respectively fixing one ends of a plurality of geotechnical fibers on the fiber fixing buckles;
the second step is that: the immersed tube is detachably arranged on the circumferential end face of the precast pile tip, a plurality of through fiber holes are formed in the tube wall of the immersed tube along the axial direction of the immersed tube, the other ends of the plurality of geotechnical fibers are respectively inserted from the bottom end of the immersed tube to the top end of the immersed tube, and the other ends of the geotechnical fibers extend out of the top end of the immersed tube;
the third step: pressing the whole formed by lapping the immersed tube and the precast pile tip into a foundation by using an immersed tube pile driver, extending the input end of the pump body into the hollow structure of the immersed tube, starting the pump body, conveying solidified fluid mud into the immersed tube by the input end, gradually lifting the immersed tube to the surface of the foundation by the pump body while inputting the solidified fluid mud, and separating the immersed tube from the precast pile tip;
the fourth step: after the immersed pipes are separated, the prefabricated pile tips and the geotechnical fibers fixed on the fiber fixing buckles are left in the foundation, and after the immersed pipes are completely separated from the foundation, solidified fluid mud is injected to the surface of the foundation, and the fluid mud solidified piles are formed;
the fifth step: laying geotextile on the surface of the formed fluid mud curing pile, sequentially laying a bearing plate, an elastic structure and a reaction plate on the surface of the geotextile from bottom to top, wherein the bearing plate is provided with a plurality of bearing plate holes along the circumferential surface, the reaction plate is provided with a plurality of reaction plate holes along the circumferential surface, and the other end of the geotextile extending out of the foundation sequentially penetrates through the bearing plate holes and the reaction plate holes;
and a sixth step: the other end of the geotextile fiber extending out of the reaction plate is provided with a tightening buckle which is tightened, the elastic structure applies positive pressure to the bearing plate, and the water in the solidified fluid mud is transported into the geotextile fiber and is discharged to the top of the solidified mud pile through the geotextile fiber;
the seventh step: and after the fluid mud solidified pile reaches the expected strength, filling soil on the surface of the foundation, and removing the bearing plate, the elastic structure and the reaction plate.
2. The method for preparing the fluid mud solidified pile with the pre-consolidation-prestress-reinforcement coupling effect according to claim 1, wherein the method comprises the following steps: the number of the fiber fixing buckles is the same as that of the fiber holes, and the distance between the adjacent fiber fixing buckles is the same as that between the adjacent fiber holes.
3. The method for preparing the fluid mud solidified pile with the pre-consolidation-prestress-reinforcement coupling effect according to claim 2, characterized by comprising the following steps: the number of the bearing plate holes and the number of the reaction plate holes are the same as the number of the geotechnical fibers.
4. The method for preparing the fluid mud solidified pile with the pre-consolidation-prestress-reinforcement coupling effect according to claim 1, wherein the method comprises the following steps: the elastic structure is an air bag, and an air pressure pressurizing device is also arranged and communicated with the air bag.
5. The method for preparing the fluid mud solidified pile with the pre-consolidation-prestress-reinforcement coupling effect according to claim 1, wherein the method comprises the following steps: the elastic structure is a spring, and the spring is located between the bearing plate and the reaction plate.
6. The method for preparing the fluid mud solidified pile with the pre-consolidation-prestress-reinforcement coupling effect according to claim 1, wherein the method comprises the following steps: the other ends of the plurality of geotechnical fibers are respectively inserted into the top end of the immersed tube from the bottom end of the immersed tube, and the other ends of the geotechnical fibers extend out of the top end of the immersed tube by 50 cm.
7. A preparation structure based on the preparation method is characterized in that: the device comprises a sinking pipe which is of a hollow structure and is used for pouring solidified fluid mud, the bottom of the sinking pipe is connected with the circumferential end face of a prefabricated pile tip, the sinking pipe and the prefabricated pile tip are detachably connected, and a plurality of uniformly distributed fiber holes are formed in the circumferential wall of the sinking pipe along the axial direction of the sinking pipe;
fixing a plurality of fiber fixing buckles on the circumferential end face of the precast pile tip along the circumference, wherein one ends of a plurality of geotechnical fibers are fixed on the fiber fixing buckles, and the other ends of the geotechnical fibers penetrate through the fiber holes and extend out of the top end of the immersed tube;
geotechnological cloth is laid at the immersed tube top that is full of solidification flow state mud in inside, and the surface of geotechnological cloth is laid loading board, elastic structure and reaction plate by supreme stack in order down, and a plurality of bearing plate holes are seted up along the circumferential surface to the loading board, and a plurality of reaction plate holes are seted up along the circumferential surface to the reaction plate, and the other end that geotechnological fibre stretches out the ground passes bearing plate hole, reaction plate hole in order, stretches out the position installation of reaction plate at geotechnological fibre and tightens up the.
8. The fabrication structure of claim 7, wherein: the number of the fiber fixing buckles, the number of the fiber holes, the number of the bearing plate holes and the number of the reaction plate holes are the same as the number of the geotechnical fiber bundles.
9. The fabrication structure of claim 7, wherein: the elastic structure is a balloon which is connected with a pneumatic pressurizing device through a conduit.
10. The fabrication structure of claim 7, wherein: the elastic structure is a spring, and is arranged between the bearing plate and the reaction plate.
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