CN114351688A - Pile side grouting and pile end extrusion grouting system for cast-in-place pile and construction method thereof - Google Patents
Pile side grouting and pile end extrusion grouting system for cast-in-place pile and construction method thereof Download PDFInfo
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Abstract
The invention relates to a system for side grouting of a cast-in-place pile and pile end extrusion grouting and a construction method thereof, and the system comprises a pile side grouting device and a pile end extrusion grouting device, wherein the pile side grouting device is arranged on the outer side surface of a reinforcement cage of the cast-in-place pile; the upper end surface of the pile end extrusion grouting device is fixedly connected with the bottom end of the reinforcement cage, the lower end surface of the pile end extrusion grouting device is abutted against pile bottom sediment in the sinking process of the reinforcement cage, and the pile bottom sediment is compacted by axially pushing downwards through the pile end extrusion grouting device; the pile side grouting device forms a pile side grouting sealing section on the outer side of the reinforcement cage after grouting, and high-pressure grouting is carried out on the pile end of the cast-in-place pile and the pile side range below the pile side grouting sealing section through the pile end extrusion grouting device, and a grouting reinforcement layer is formed on the bottom surface and the side surface of the pile; the invention has the advantages of simple construction process, capability of quantitatively and controllably controlling the flow direction and the diffusion range of the grout injected at the pile end and the pile side position, great improvement of the single-pile bearing capacity of the cast-in-place pile and reduction of the settlement of the foundation pile.
Description
Technical Field
The invention belongs to the technical field of pile foundation engineering, and particularly relates to a system for side sealing and pile end extrusion grouting of a cast-in-place pile and a construction method thereof.
Background
The cast-in-place reinforced concrete pile has the advantages of simple and efficient construction, low cost and the like, and is widely applied to foundations of various infrastructures such as high-rise buildings, traffic engineering, municipal engineering and the like. However, in the construction process of the cast-in-place pile, the hole cleaning quality is often difficult to ensure, and sediment soil deficiency with a certain thickness is always inevitably formed at the bottom of the pile, so that the problems of reduced bearing capacity of a single pile of the cast-in-place pile, overlarge sedimentation amount and the like are caused, and more engineering quality and safety problems are caused.
In order to solve the technical problem of pile end sediment, the traditional cast-in-place pile construction generally adopts a post-grouting technology, which comprises pile end post-grouting, pile side post-grouting and pile end and pile side combined post-grouting. However, the traditional post grouting technology has poor quality controllability, and can not effectively control the flow direction and the slurry diffusion range of injected slurry, so that the reliability of the improvement of the bearing capacity of the foundation pile is lower, and the discreteness is larger. Therefore, in order to solve the technical problems of reduced bearing capacity and excessive sedimentation caused by sediment at the bottom of the cast-in-place pile, the conventional post grouting technology needs to be further improved and developed.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, provides a pile side sealing and pile end extruding grouting system for a cast-in-place pile and a construction method thereof for a post grouting technology of a reinforced concrete cast-in-place pile, has simple construction process, can quantitatively and reliably control the flow direction and the diffusion range of grout injected at the pile end and the pile side position, and further can greatly improve the single-pile bearing capacity of the cast-in-place pile and reduce the settlement of a foundation pile.
The invention aims to complete the technical scheme that the system for side sealing and pile end extrusion grouting of the cast-in-place pile comprises a pile side sealing device and a pile end extrusion grouting device, wherein the pile side sealing device is arranged on the outer side surface of a reinforcement cage of the cast-in-place pile and is fixedly connected with the reinforcement cage; the upper end surface of the pile end extrusion grouting device is fixedly connected with the bottom end of the reinforcement cage, the lower end surface of the pile end extrusion grouting device is abutted against pile bottom sediment in the process of sinking the reinforcement cage, and the pile bottom sediment is compacted by axially pushing downwards through an extrusion assembly of the pile end extrusion grouting device; the pile side grouting device is used for forming a pile side grouting sealing section outside the reinforcement cage after grouting, and performing high-pressure grouting on the pile end of a cast-in-place pile and the pile side range below the pile side grouting sealing section through a grouting component of the pile end extrusion grouting device, and forming a grouting enhancement layer on the bottom surface and the side surface of the pile.
The invention has the beneficial effects that: by adopting the technical scheme, compared with the prior art, the method has the following advantages:
1. the invention can quantitatively control the compaction of the mixture of the pile end concrete and the sediment through the pile end extrusion device, greatly improve the strength of the soil body at the pile end, thereby reasonably controlling the bearing capacity improvement degree and the sedimentation amount of the foundation pile;
2. the cement slurry grouting of the pile side sealing grouting bag can be quantitatively and accurately controlled, the pile diameter of the position can be enlarged after the pile side grouting is finished, the pile side resistance of the cast-in-place pile is improved, and the single-pile bearing capacity of the cast-in-place pile is further improved;
3. after the pile side grouting bag completes grouting and is condensed, the pile end extrusion device carries out pile end sediment compaction, pile end high-pressure grouting slurry can fill a transverse crack of the pile end and extrude and fill a pile side soil body downward of the pile side grouting bag, the distribution space and the diffusion path of pressure grouting are effectively controlled, full pile periphery grouting stone bodies are formed, and the single pile bearing capacity of the cast-in-place pile is greatly improved;
4. the invention is suitable for various types of cast-in-place piles, including cast-in-place bored piles, punched cast-in-place piles, rammed and expanded cast-in-place piles, rotary excavating piles and the like, and is also suitable for end-bearing piles, friction end-bearing piles or end-bearing friction piles with various lengths.
Preferably, the pile side grouting device comprises a grouting bag, a pile side vertical grouting pipe and a pile side high-pressure grouting pump located on the ground surface, the grouting bag is arranged on the outer side of the reinforcement cage in a surrounding manner, the pile side vertical grouting pipe and the reinforcement cage are bound and fixed, the upper end of the pile side vertical grouting pipe penetrates through the ground and is connected with the grout outlet end of the pile side high-pressure grouting pump through a grout inlet, the lower end of the pile side vertical grouting pipe extends into the inner cavity of the grouting bag and is communicated with the inner cavity of the grouting bag through the grout outlet, and the joint of the pile side vertical grouting pipe and the grouting bag is fixedly and hermetically connected; therefore, after the grouting bag is filled with grout, the pile diameter at the position can be enlarged, the pile side space below the grouting bag is blocked, and a controllable upward grouting channel and a controllable diffusion path are provided for subsequent grouting at the pile end.
Preferably, the edge of the grouting bag is provided with a fixing buckle, the upper end and the lower end of the grouting bag are fixed with a reinforcement cage through the fixing buckle, and the grouting bag is bound around the outer diameter of the reinforcement cage through a transverse locking belt; through setting up the fixed buckle the slip casting bag of being convenient for and steel reinforcement cage fixed to through horizontal locking band, further promote the firmness after slip casting bag and steel reinforcement cage's the fixing.
Preferably, the length between the upper end and the lower end of the grouting bag is 1 m-12 m, the appearance of the grouting bag is circular cylinder type or reel type, after high-pressure grouting, the outer diameter of the circular grouting bag is 200 mm-500 mm larger than that of a grouting pile, and the distance from the bottom of the grouting bag to the pile end is 5 m-20 m; therefore, the grouting bag can extrude the soil body on the side of the pile after being filled with cement paste to form a pile body plugging section, and a grouting space is formed for subsequent pile end extrusion grouting.
Preferably, the grouting bag is a closed bag and is formed by sewing an outer layer cloth and an inner layer cloth, and the outer layer cloth and the inner layer cloth are both geotextiles; is convenient for processing and forming.
Preferably, the pile end extrusion grouting device comprises a pile end extrusion device, an annular grouting pipe, a pile end vertical grouting pipe and a pile end high-pressure grouting pump located on the ground surface, the pile end vertical grouting pipe and the reinforcement cage are bound together, the upper end of the pile end vertical grouting pipe penetrates through the ground and is connected with the outlet end of the pile end high-pressure grouting pump through a grout inlet, the lower end of the pile end vertical grouting pipe is connected with the annular grouting pipe through a grout outlet, and the annular grouting pipe is arranged around the bottom of the pile end extrusion device; therefore, after the sediment at the pile end is compacted, high-pressure grouting can be carried out through the annular grouting pipe to fill the horizontal crack jacked by the pile end, and the slurry returns upwards along the pile side.
Preferably, the side wall of the annular grouting pipe is provided with a plurality of grouting holes which are uniformly distributed along the periphery, the grouting holes face the side wall of the pile hole, and the outer sides of the grouting holes are sleeved with rubber sleeves to form one-way valves; therefore, concrete mortar can be prevented from entering the grouting holes when concrete is poured, and the annular grouting pipe can be guaranteed to smoothly strut the rubber sleeve to realize unidirectional grouting when high-pressure grouting is carried out.
Preferably, the pile end extrusion device comprises one or more extrusion units and two fixing plates, wherein the centers of the fixing plates are provided with through holes, the cross sections of the fixing plates are annular, and the extrusion units are positioned between the two fixing plates which are vertically distributed and fixedly connected with the fixing plates; the vertical hydraulic pipe connected with the outlet end of the ground hydraulic pump is flexibly and hermetically connected with one or more extrusion units, and when the ground hydraulic pump pressurizes the extrusion units through the vertical hydraulic pipe, the fixing plate positioned below extrudes pile end sediments downwards along the axial direction of the cast-in-place pile so that the pile end of the cast-in-place pile generates a transverse crack space; therefore, the pile end grouting slurry can effectively fill and compact the pile end sediment along the controllable grouting channel and the diffusion path, and simultaneously return slurry upwards to extrude the soil body on the pile side, and complete grouting body at the pile end and the pile side is formed.
Preferably, the pressing unit is a pressure box with a flexible folding type or a jack.
A construction method for the system for grouting pile side sealing slurry and pile end extrusion grouting according to any one of the above items is adopted, and the construction method comprises the following steps:
s1, fixedly connecting the pile side grouting device and the pile end extrusion grouting device to the side face and the bottom end of the reinforcement cage respectively, and stably hoisting the welded reinforcement cage into the pile hole;
s2, inserting a concrete guide pipe, and pouring pile body concrete into the pile hole to form a cylindrical reinforced concrete cast-in-place pile;
s3, after the cast-in-place pile is poured for 12-24 hours, plugging the one-way valve on the annular grouting pipe by using clear water so as to break the pile body concrete near the one-way valve;
s4, after the cast-in-place pile is maintained for 1-3 days, starting a pile side high-pressure grouting pump, injecting cement slurry into a grouting bag positioned on the pile side through a pile side vertical grouting pipe, wherein a grouting amount control method is adopted in the injection process, so that the grouting bag is completely opened, and the soil body on the pile side is fully compacted and compacted;
s5, compacting the concrete and sediment mixture at the bottom of the pile by the extrusion unit of the pile end extrusion device along the axial direction of the cast-in-place pile, and forming a transverse crack space at the bottom pile section of the cast-in-place pile;
s6, starting a pile-end high-pressure grouting pump, injecting high-pressure cement slurry into an annular grouting pipe, injecting the high-pressure cement slurry outwards through a one-way valve to fill a transverse crack space, adopting a combined control method of grouting amount and grouting pressure in the injection process, returning the injected cement slurry upwards along the pile side under the action of high pressure, and further compacting the soil body on the pile side by squeezing the high-pressure cement slurry due to the existence of a pile side grouting section and filling the pile side space below the pile side grouting section;
s7, after the steps of pile side sealing and pile end extrusion grouting are completed for 15 days, the pile side and the pile bottom form a complete and compact grouting concretion body, and the mixture of the pile bottom concrete and the sediment is compacted through extrusion to form a complete cast-in-place pile.
The construction method has the following effects: the construction process is simple, the flow direction and the diffusion range of the grout injected at the pile end and the pile side position can be quantitatively and controllably controlled, and further the single-pile bearing capacity of the cast-in-place pile can be greatly improved and the settlement of the foundation pile can be reduced.
Drawings
Fig. 1 is a schematic structural diagram of a pile side grouting and pile end extrusion grouting system of the invention.
Fig. 2 is a schematic structural diagram of the pile side grouting device of the invention.
Fig. 3 is a schematic structural diagram of the pile end extrusion grouting device of the invention.
Fig. 4 is a schematic view of the construction of the grouting bladder of the present invention.
Fig. 5 is a schematic view of the structure of the roll type grouting bag of the present invention.
Fig. 6 is a schematic diagram of a cylindrical grouting bladder of the present invention.
Fig. 7 is a schematic view of the structure of a single pressing unit of the present invention on a fixing plate.
Fig. 8 is a schematic view of the sectional structure a-a of fig. 7.
Fig. 9 is a schematic view of a plurality of pressing units of the present invention on a fixing plate.
Fig. 10 is a schematic view of a sectional structure B-B of fig. 9.
FIG. 11 is a schematic view of the one-way valve structure on the annular grouting pipe of the present invention.
Fig. 12 is a schematic structural diagram of a grouting reinforcement layer formed by a pile side grouting and pile end extrusion grouting system according to the invention.
The reference numbers in the drawings are respectively: 1. pile side grout sealing device; 2. pile end extrusion grouting device; 3. a transverse locking band; 4. a pile end extrusion device; 5. grouting a capsular bag; 6. pile end vertical grouting pipes; 7. an annular grouting pipe; 8; pile end high pressure grouting pump; 9. outer layer cloth; 10. inner cloth; 11. filling piles; 12. pile side high pressure grouting pump; 13. a reinforcement cage; 14. pile side vertical grouting pipes; 15. fixing the buckle; 16. grouting holes; 17. a rubber sleeve; 18. a one-way valve; 19. a pressing unit; 20. a fixing plate; 21. grouting the enhancement layer; 22. grouting a stone body; 23. a pile side grout sealing section; 24. a vertical hydraulic tube.
Detailed Description
The invention will be described in detail below with reference to the following drawings: as shown in the attached drawings 1 to 12, the pile side grouting device comprises a pile side grouting device 1 and a pile end extrusion grouting device 2, wherein the pile side grouting device 1 is arranged on the outer side surface of a reinforcement cage 13 of a cast-in-place pile 11 and is fixedly connected with the reinforcement cage 13; the upper end surface of the pile end extrusion grouting device 2 is fixedly connected with the bottom end of the reinforcement cage 13, the lower end surface of the pile end extrusion grouting device 2 is abutted against pile bottom sediment in the sinking process of the reinforcement cage 13, and the pile bottom sediment is compacted by axially pushing downwards through an extrusion assembly of the pile end extrusion grouting device 2; the pile side grouting device 1 forms a pile side grouting sealing section 23 on the outer side of the reinforcement cage 13 after grouting, and high-pressure grouting is performed on the pile end of the cast-in-place pile 11 and the pile side range below the pile side grouting sealing section through a grouting component of the pile end extrusion grouting device 2, and a grouting reinforcement layer 21 is formed on the pile bottom surface and the pile side surface; the pile end extrusion grouting device is used for effectively compacting the sediment at the bottom of the pile, high-pressure grouting is carried out at the pile end to fill the jacked crack space, high-pressure grout returns upwards along the pile side, and full grouting concretion bodies are formed at the pile side and the pile end of the pile side grout sealing section, so that the aims of improving the bearing capacity of a single cast-in-place pile and reducing the engineering cost are fulfilled.
The pile side grouting device 1 comprises a grouting bag 5, a pile side vertical grouting pipe 14 and a pile side high-pressure grouting pump 12 located on the ground surface, wherein the grouting bag 5 is distributed on the outer side of a reinforcement cage 13 in a surrounding manner, the pile side vertical grouting pipe 14 and the reinforcement cage 13 are bound and fixed, the upper end of the pile side vertical grouting pipe 14 penetrates to the ground and is connected with the grout outlet end of the pile side high-pressure grouting pump 12 through a grout inlet, the lower end of the pile side vertical grouting pipe 14 extends into the inner cavity of the grouting bag 5 and is communicated with the inner cavity of the grouting bag 5 through the grout outlet, and the joint of the pile side vertical grouting pipe 14 and the grouting bag 5 is fixedly sealed and connected; this ensures the sealing of the grouting sack 5 and prevents concrete mortar from entering the grouting sack 5 when the cast-in-place pile 11 is poured with concrete.
The edge of the grouting bag 5 is provided with a fixing buckle 15, the upper end and the lower end of the grouting bag 5 are fixed with the reinforcement cage 13 through the fixing buckle 15, and the grouting bag 5 is bound around the outer diameter of the reinforcement cage 13 through the transverse locking belt 3.
The length between the upper end and the lower end of the grouting bag 5 is 1 m-12 m, the appearance of the grouting bag 5 is circular cylinder type or reel type, after high-pressure grouting, the outer diameter of the circular grouting bag 5 is 200 mm-500 mm larger than the outer diameter of the cast-in-place pile 11, and the distance from the bottom of the grouting bag 5 to the pile end is 5 m-20 m.
The grouting bag 5 is a closed bag and is formed by sewing an outer layer cloth 9 and an inner layer cloth 10, and the outer layer cloth 9 and the inner layer cloth 10 are both geotextile.
Pile end extrusion grouting device 2 includes pile end extrusion device 4, annular slip casting pipe 7, the vertical slip casting pipe of pile end 6 and the pile end high pressure grouting pump 8 that is located the earth's surface, the vertical slip casting pipe of pile end 6 and steel reinforcement cage 13 are tied up together, wear ground on the upper end of the vertical slip casting pipe of pile end 6 and link to each other with the exit end of pile end high pressure grouting pump 8 through the grout inlet, the lower extreme of the vertical slip casting pipe of pile end 6 is connected with annular slip casting pipe 7 through the grout outlet, annular slip casting pipe 7 is laid around the bottom of pile end extrusion device 4, it cup joints in the outside at extrusion unit 19.
The side wall of the annular grouting pipe 7 is provided with a plurality of grouting holes 16 uniformly distributed along the periphery, the grouting holes 16 face the side wall of the pile hole, and the outer side of each grouting hole 16 is sleeved with a rubber sleeve 17 to form a one-way valve 18 (as shown in figure 11); through high-pressure grouting, grouting slurry can be sprayed to the outside of the one-way valve 18 in a one-way mode through the grouting holes 16, and high-pressure grouting of the bottom of the pile end is achieved.
The pile end extrusion device 4 comprises one or more extrusion units 19 and two fixing plates 20, wherein the centers of the fixing plates 20 are provided with through holes and the cross sections of the fixing plates are annular, the extrusion units 19 are positioned between the two fixing plates 20 which are vertically distributed and fixedly connected with the fixing plates 20, and the upper fixing plates 20 are fixedly connected with the reinforcement cage 13; the vertical hydraulic pipe 24 connected with the outlet end of the ground hydraulic pump is flexibly and hermetically connected with one or more extrusion units 19, and when the ground hydraulic pump pressurizes the extrusion units 19 through the vertical hydraulic pipe 24, the fixing plate 20 positioned below extrudes the pile end sediment mixture downwards along the axial direction of the cast-in-place pile 11, so that the pile end of the cast-in-place pile 11 generates a transverse crack space.
The extrusion unit 19 is a pressure box with a flexible folding type or a jack, and the extrusion unit 19 is in a compression state when not pressurized; as shown in fig. 7 and 8, when the pressing unit 19 is one, the pressing unit 19 used at this time is a ring-shaped pressure cell with a flexible folding type; as shown in fig. 9 and 10, when there are a plurality of pressing units 19, the pressing units 19 used in this case are pressure boxes or jacks with flexible folding type, and are equally distributed between two fixed plates 20 in a surrounding manner.
Example 1:
the present invention will be further explained with reference to the following embodiments and accompanying fig. 1 to 9, wherein the embodiment is a cast-in-situ bored pile with a length of 30m, a diameter of 600mm, and an outer diameter of 500mm for the reinforcement cage 13.
By utilizing the pile side grouting sealing and pile end extrusion grouting system of the cast-in-place pile, 1 grouting bag 5 surrounds and wraps the reinforcement cage 13, the upper end and the lower end of the grouting bag 5 are fixed with the reinforcement cage 13 through the fixing buckle 15, the pile side vertical grouting pipe 14 and the reinforcement cage 13 are bound together and penetrate the ground and are connected with the outlet end of the pile side high-pressure grouting pump 12, the lower end opening of the pile side vertical grouting pipe 14 is communicated with the inner cavity of the grouting bag 5, and the joint seam is connected in a sealing manner.
In the embodiment, 1 steel pipe is selected as the pile side vertical grouting pipe 14, the longitudinal length of the grouting bag 5 along the pile is 6m, the outer diameter is 800mm and is 200mm larger than the pile diameter, and the distance from the bottom of the grouting bag 5 to the pile end is 10 m.
In this embodiment, the grouting bag 5 is a reel, the outer layer cloth 9 and the inner layer cloth 10 are the same in size, the outer layer cloth 9 is sewn with fixing buckles 15 which are uniformly distributed along the periphery, the fixing buckles 15 are hollow iron rings, the outer layer cloth 9 and the inner layer cloth 10 are flatly laid up and down and sewn with four sides to ensure the sealing performance, the sewn grouting bag 5 is wrapped around the preset depth of the reinforcement cage 13, and an iron wire penetrates through the fixing buckles 15 at the wrapping seams and is fixed with the reinforcement cage 13.
The upper end of the pile end extrusion device 4 is welded with the lower end of the reinforcement cage 13, 2 steel pipes are selected and used as the pile end vertical grouting pipes 6, the pile end vertical grouting pipes are bound with the reinforcement cage 13 and are connected with the outlet end of the pile end high-pressure grouting pump 8 penetrating the ground, the lower ends of the 2 pile end vertical grouting pipes 6 are connected with the two ends of the annular grouting pipe 7 respectively to form a grouting passage, and the annular grouting pipe 7 is arranged around the bottom of the pile end extrusion device 4.
Pile end extrusion device 4 chooses 1 integral annular extrusion unit 19 for use in this embodiment, and extrusion unit 19's upper and lower terminal surface and 2 upper and lower fixed plates 20 pass through bolted connection fixedly, and fixed plate 20 is the annular steel sheet, and the diameter is 500mm, and the center is equipped with the circular thick liquid hole that returns that the diameter is 300 mm.
In this embodiment, the annular grouting pipe 7 is uniformly and symmetrically provided with 6 grouting holes 16, the 6 grouting holes 16 face to the outside, and are all sealed by rubber sleeves 17 to form 6 check valves 18 facing to the outside.
Example 2:
example 2 is another implementation of the pile-side grouting device and the pile-end squeeze grouting device of the present invention, as shown in fig. 6, 9 and 10, this example uses the same foundation pile design parameters as example 1, and the description of the similar components as example 1 is not repeated. The difference between this embodiment and embodiment 1 is that, as shown in fig. 6, the grouting bag 5 is of a circular cylindrical shape, and the sewing manner is to sew the outer layer cloth 9 and the inner layer cloth 10 in a circular shape, and then sew the upper and lower ends of the outer layer cloth 9 and the inner layer cloth 10 to form the sealed grouting bag 5. As shown in fig. 9 and 10, the pile end extrusion device 4 in this embodiment uses 4 independent extrusion units 19 to facilitate grouting at the bottom of the pile to fill the top-open section.
A construction method for a system for side grouting of a cast-in-place pile and extrusion grouting of a pile end comprises the following steps:
s1, fixedly connecting the pile side grouting device 1 and the pile end extruding and grouting device 2 to the side face and the bottom end of the reinforcement cage 13 respectively, and stably hoisting the welded reinforcement cage 13 into a pile hole;
s2, inserting a concrete guide pipe, and pouring pile body concrete into the pile hole to form the cylindrical reinforced concrete cast-in-place pile 11;
s3, after the cast-in-place pile 11 is cast for 12-24 hours, plugging the one-way valve 18 on the annular grouting pipe 7 by using clear water to break the pile body concrete near the one-way valve 18;
s4, after the cast-in-place pile 11 is maintained for 1-3 days, the pile side high-pressure grouting pump 12 is started, cement slurry is injected into the grouting bag 5 located on the pile side through the pile side vertical grouting pipe 14, the grouting amount is controlled in the injection process, the grouting bag 5 is guaranteed to be completely unfolded, and the pile side soil body is fully compacted and compacted;
s5, compacting the concrete and sediment mixture at the bottom of the cast-in-place pile 11 axially and downwards through the extrusion unit 19 of the pile end extrusion device 4, and forming a transverse crack space at the bottom pile section of the cast-in-place pile 11;
s6, starting a pile-end high-pressure grouting pump 8, injecting high-pressure cement slurry into the annular grouting pipe 7, injecting the high-pressure cement slurry outwards through a one-way valve 18 to fill a transverse crack space, adopting a combined control method of grouting amount and grouting pressure in the injection process, returning the injected cement slurry upwards along the pile side under the action of high pressure, and further compacting the soil body on the pile side by the high-pressure cement slurry due to the existence of a pile side grouting sealing section 23 and filling the pile side space below the pile side grouting sealing section 23;
s7, after the steps of pile side sealing and pile end squeezing and grouting are completed for 15 days, the pile side and the pile bottom form a complete and compact grouting stone body 22, and the mixture of the pile bottom concrete and the sediment is compacted by squeezing to form a complete cast-in-place pile 11.
The present invention is not limited to the above embodiments, and any changes in the shape or material composition, or any changes in the structural design provided by the present invention, are all modifications of the present invention, and should be considered to be within the scope of the present invention.
Claims (10)
1. The utility model provides a be used for bored concrete pile stake side to seal thick liquid and stake end extrusion slip casting system, includes stake side grout sealing device (1) and stake end extrusion slip casting device (2), its characterized in that: the pile side grout sealing device (1) is arranged on the outer side surface of a reinforcement cage (13) of the cast-in-place pile (11) and is fixedly connected with the reinforcement cage (13); the upper end face of the pile end extrusion grouting device (2) is fixedly connected with the bottom end of the reinforcement cage (13), the lower end face of the pile end extrusion grouting device (2) is abutted against pile bottom sediments in the sinking process of the reinforcement cage (13), and the pile bottom sediments are compacted by axially downwards pushing and compacting through an extrusion assembly of the pile end extrusion grouting device (2); and the pile side grouting device (1) forms a pile side grouting section (23) on the outer side of the reinforcement cage (13) after grouting, and performs high-pressure grouting on the pile end of the cast-in-place pile (11) and the pile side range below the pile side grouting section through a grouting component of the pile end extrusion grouting device (2) and forms a grouting reinforcement layer (21) on the pile bottom surface and the pile side surface.
2. The system for grouting pile side sealing and pile end extrusion grouting according to claim 1, characterized in that: pile side slip casting device (1) is including slip casting bag (5), the vertical slip casting pipe of pile side (14) and pile side high pressure grouting pump (12) that are located the earth's surface, slip casting bag (5) are laid around the formula the outside of steel reinforcement cage (13), the vertical slip casting pipe of pile side (14) with steel reinforcement cage (13) ligature is fixed, wear ground and link to each other through the grout outlet of entering thick liquid mouth and pile side high pressure grouting pump (12) on the upper end of the vertical slip casting pipe of pile side (14), the lower extreme of the vertical slip casting pipe of pile side (14) stretches into the inner chamber of slip casting bag (5) to through the grout outlet with the inner chamber of slip casting bag (5) is linked together, just the vertical slip casting pipe of pile side (14) with the handing-over department of slip casting bag (5) adopts fixed closed connection.
3. The system for grouting pile side sealing and pile end extrusion grouting according to claim 2, characterized in that: the edge of the grouting bag (5) is provided with a fixing buckle (15), the upper end and the lower end of the grouting bag (5) are fixed with a reinforcement cage (13) through the fixing buckle (15), and the grouting bag (5) is bound around the outer diameter of the reinforcement cage (13) through a transverse locking belt (3).
4. The system for grouting pile side sealing and pile end extrusion grouting according to claim 2 or 3, characterized in that: the length between the upper end and the lower end of the grouting bag (5) is 1-12 m, the appearance of the grouting bag (5) is circular cylinder type or reel type, after high-pressure grouting, the outer diameter of the circular grouting bag (5) is 200-500 mm larger than the outer diameter of a grouting pile (11), and the distance from the bottom of the grouting bag (5) to the pile end is 5-20 m.
5. The system of claim 4, wherein the system comprises: the grouting bag (5) is a closed bag and is formed by sewing outer layer cloth (9) and inner layer cloth (10), and the outer layer cloth (9) and the inner layer cloth (10) are both geotextile.
6. The system for grouting pile side sealing and pile end extrusion grouting according to claim 1, characterized in that: pile end extrusion grouting device (2) include pile end extrusion device (4), annular slip casting pipe (7), the vertical slip casting pipe of pile end (6) and pile end high pressure grouting pump (8) that are located the earth's surface, the vertical slip casting pipe of pile end (6) with steel reinforcement cage (13) are tied up together, wear ground and through advance the thick liquid mouth on the upper end of the vertical slip casting pipe of pile end (6) with the exit end of pile end high pressure grouting pump (8) links to each other, the lower extreme of the vertical slip casting pipe of pile end (6) through go out the thick liquid mouth with annular slip casting pipe (7) are connected, annular slip casting pipe (7) are laid around the bottom of pile end extrusion device (4).
7. The system of claim 6, wherein the system comprises: the side wall of the annular grouting pipe (7) is provided with a plurality of grouting holes (16) which are uniformly distributed along the periphery, the grouting holes (16) face the side wall of the pile hole, and the outer side of each grouting hole (16) is sleeved with a rubber sleeve (17) to form a one-way valve (18).
8. The system of claim 6, wherein the system comprises: the pile end extrusion device (4) comprises one or more extrusion units (19) and two fixing plates (20), wherein the centers of the fixing plates (20) are provided with through holes, the cross sections of the fixing plates are annular, and the extrusion units (19) are positioned between the two fixing plates (20) which are vertically distributed and fixedly connected with the fixing plates (20); and the vertical hydraulic pipe (24) connected with the outlet end of the ground hydraulic pump is flexibly and hermetically connected with one or more extrusion units (19), and when the ground hydraulic pump pressurizes the extrusion units (19) through the vertical hydraulic pipe (24), the fixing plate (20) positioned below extrudes the pile end sediment mixture downwards along the axial direction of the cast-in-place pile (11), so that the pile end of the cast-in-place pile (11) generates a transverse crack space.
9. The system of claim 8, wherein the system comprises: the extrusion unit (19) is a circular pressure box with a flexible folding type or a jack.
10. A construction method using the system for grouting pile side grouting and pile end squeeze grouting according to any one of claims 1 to 9, characterized in that: the construction method comprises the following steps:
s1, fixedly connecting the pile side grouting device (1) and the pile end extruding and grouting device (2) to the side face and the bottom end of the reinforcement cage (13) respectively, and stably hoisting the welded reinforcement cage (13) into a pile hole;
s2, inserting a concrete guide pipe, and pouring pile body concrete into the pile hole to form a cylindrical reinforced concrete cast-in-place pile (11);
s3, after the cast-in-place pile (11) is cast for 12-24 hours, plugging the one-way valve (18) on the annular grouting pipe (7) by using clear water to break the pile body concrete near the one-way valve (18);
s4, after the cast-in-place pile (11) is maintained for 1-3 days, a pile side high-pressure grouting pump (12) is started, cement slurry is injected into a grouting bag (5) located on the pile side through a pile side vertical grouting pipe (14), a grouting amount control method is adopted in the injection process, the grouting bag (5) is guaranteed to be completely unfolded, and the pile side soil body is fully compacted;
s5, compacting the concrete and sediment mixture at the bottom of the pile axially and downwards along the cast-in-place pile (11) through an extrusion unit (19) of the pile end extrusion device (4), and forming a transverse crack space at the pile section at the bottom of the cast-in-place pile (11);
s6, starting a pile-end high-pressure grouting pump (8), injecting high-pressure cement slurry into an annular grouting pipe (7), injecting the high-pressure cement slurry outwards through a one-way valve (18) to fill a transverse crack space, adopting a combined control method of grouting amount and grouting pressure in the injection process, returning the injected cement slurry upwards along the pile side under the action of high pressure, and further compacting the soil body on the pile side by squeezing the high-pressure cement slurry due to the existence of a pile side grouting section (23) and filling the pile side space below the pile side grouting section (23);
s7, after the pile side sealing and pile end squeezing and grouting are finished for 15 days, the pile side and the pile bottom form a complete and compact grouting concretion body (22), and the mixture of the pile bottom concrete and the sediment is compacted by squeezing to form a complete cast-in-place pile (11).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111645979.4A CN114351688A (en) | 2021-12-30 | 2021-12-30 | Pile side grouting and pile end extrusion grouting system for cast-in-place pile and construction method thereof |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114753361A (en) * | 2022-04-29 | 2022-07-15 | 深圳市交通公用设施建设中心 | Pile foundation steel casing capable of controlling stratum deformation and construction method thereof |
| CN114991136A (en) * | 2022-06-22 | 2022-09-02 | 江苏交水建智能装备研究院有限公司 | Intelligent penetration pipe pile capable of achieving grouting at different depths and manufacturing method and using method thereof |
| CN115142409A (en) * | 2022-06-20 | 2022-10-04 | 中国建筑第八工程局有限公司 | Pile foundation pore-forming slurry leakage repairing device and construction method thereof |
| CN114753361B (en) * | 2022-04-29 | 2024-04-30 | 深圳市交通公用设施建设中心 | Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof |
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2021
- 2021-12-30 CN CN202111645979.4A patent/CN114351688A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114753361A (en) * | 2022-04-29 | 2022-07-15 | 深圳市交通公用设施建设中心 | Pile foundation steel casing capable of controlling stratum deformation and construction method thereof |
| CN114753361B (en) * | 2022-04-29 | 2024-04-30 | 深圳市交通公用设施建设中心 | Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof |
| CN115142409A (en) * | 2022-06-20 | 2022-10-04 | 中国建筑第八工程局有限公司 | Pile foundation pore-forming slurry leakage repairing device and construction method thereof |
| CN114991136A (en) * | 2022-06-22 | 2022-09-02 | 江苏交水建智能装备研究院有限公司 | Intelligent penetration pipe pile capable of achieving grouting at different depths and manufacturing method and using method thereof |
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