CN214363448U - High-pressure rotary spraying pile foundation structure - Google Patents

Abstract

The utility model relates to a high pressure spouts pile foundation structure soon belongs to engineering construction field, and it includes the pile body of vertical setting, the pile body includes outer stake and core pile, it is protruding to be provided with a plurality of blockings along the length direction interval on the periphery wall of outer stake, the one end that the ground surface was kept away from to the pile body is provided with the club-footed foot, the diameter that the club-footed foot is greater than the maximum diameter of pile body, be provided with in the core pile with the same steel reinforcement cage of core pile extending direction. This application has the effect of reinforcing high pressure jet grouting pile foundation uplift resistance.

Description

High-pressure rotary spraying pile foundation structure

Technical Field

The application relates to the field of engineering foundation bearing piles, in particular to a high-pressure jet grouting pile foundation structure.

Background

The existing domestic and foreign high-pressure jet grouting pile sprays grout out from a nozzle in a jet grouting mode to impact and destroy a foundation, and simultaneously, the grout and a soil body are stirred, mixed and solidified into a uniform cylindrical reinforcing body through rotation and lifting movement of a grouting pipe.

Particularly, at sea or in regions with high annual wind power levels, the construction damage caused by insufficient uplift resistance of the engineering foundation piles needs to be prevented.

SUMMERY OF THE UTILITY MODEL

In order to prevent because of the uplift resistance of engineering foundation pile is not enough, and lead to the building to be blown askew by wind-force, damage even, this application provides a high pressure jet grouting pile foundation structure.

The application provides a boring machine adopts following technical scheme:

the utility model provides a high pressure spouts pile foundation structure soon, includes the pile shaft of vertical setting, the pile shaft includes outer stake and core pile, it is protruding to be provided with a plurality of archs that block along the length direction interval on the periphery wall of outer stake, the one end that the ground surface was kept away from to the pile shaft is provided with the club-footed foot, the diameter of club-footed foot is greater than the maximum diameter of pile shaft, be provided with in the core pile with the same steel reinforcement cage of core pile extending direction.

Through adopting above-mentioned technical scheme, in blocking protruding inserting the soil layer on the pile shaft perisporium, the area of contact of pile shaft and soil layer has been increased, can increase the lateral resistance of pile shaft, increase the withdrawal resistance of pile shaft promptly, the one end of keeping away from the ground surface with the pile shaft is called the pile shaft bottom, set up club-footed pile foot bottom the pile shaft, because club-footed pile foot's diameter ratio pile shaft diameter will be big, treat concrete pile shaft solidification back, the more decurrent soil layer of ground receives the pressure just more big, just also be difficult to become flexible more, through the huge resistance of soil layer to club-footed pile foot near the pile shaft bottom, further enlarged the withdrawal resistance of pile shaft, the bearing capacity of high pressure jet grouting pile foundation can be improved in the setting of steel reinforcement cage, also can prevent that the pile shaft from the middle fracture from the extrusion force, high pressure jet grouting pile foundation withdrawal resistance after the fracture can worsen.

Optionally, the height of the pedestal pile foot is greater than the maximum diameter of the pile body.

By adopting the technical scheme, the larger the height of the pedestal pile foot is, the larger the contact area of the soil layer and the pedestal pile foot is, the larger the generated friction resistance to the pedestal pile foot is, and the uplift resistance of the pile body can be enhanced.

Optionally, the pile body is cast in situ concrete.

By adopting the technical scheme, the cast-in-place concrete is adopted, the cement paste can be sprayed into the soil layer and mixed with the soil body through the high-pressure rotating nozzle, the continuous lapped cement reinforcing body is formed, the occupied area of construction is reduced, and raw materials are saved.

Optionally, the reinforcement cage includes an extension rib extending along the length direction and a spiral stirrup spirally disposed on the extension rib.

Through adopting above-mentioned technical scheme, the spiral stirrup will extend the muscle and connect and constitute overall structure, has both played reinforced (rfd) effect, has also increased the area of contact of steel reinforcement cage with the concrete for the steel reinforcement cage is pulled by huge adhesive resistance after inserting the concrete, thereby has improved the resistance to plucking of pile shaft.

Optionally, one end of the reinforcement cage inserted into the direction of the pedestal pile foot is set to be conical to form a reinforcement cage insertion head.

Through adopting above-mentioned technical scheme, the steel reinforcement cage of taper is convenient for insert cast in situ concrete, is difficult to the card and hangs the pile wall, reduces the steel reinforcement cage and inserts the resistance that the end received, is convenient for insert the steel reinforcement cage downwards fast to the in-process of steel reinforcement cage inserting cast in situ concrete, the cast in situ concrete just becomes dry, extravagant material influences the engineering progress.

Optionally, a plurality of stiffening stirrups are arranged on the steel reinforcement cage insertion head in parallel.

By adopting the technical scheme, the insertion end of the reinforcement cage needs to have larger bearing capacity and larger longitudinal rigidity, so that the reinforcement cage cannot deform in the process of inserting concrete, otherwise, the reinforcement cage has the possibility of being incapable of inserting concrete.

Optionally, a plurality of auxiliary core piles are uniformly arranged on the periphery of the reinforcement cage.

Through adopting above-mentioned technical scheme, the intensity of reinforcing pile body structure for the pile body is difficult to the fracture, also makes the concrete of steel reinforcement cage perisporium drag each other, reduces the extrusion force that the steel reinforcement cage received, reduces the probability that the steel reinforcement cage warp.

Optionally, the cross-sectional shape of the reinforcement cage is circular or regular polygon.

By adopting the technical scheme, uniform mutual supporting force can be obtained inside the reinforcement cage; and after the cast-in-place concrete is placed into the reinforcement cage, the concrete has uniform extrusion force on the side wall of the reinforcement cage, so that the stability of the high-pressure rotary spraying pile foundation structure is improved.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the uplift resistance of the high-pressure rotary spraying pile foundation structure is enhanced;

2. the materials are reasonably utilized, the project progress is accelerated, and the construction time is saved.

Drawings

Fig. 1 is a schematic structural view of a section of a high-pressure jet grouting pile structure along a vertical direction according to an embodiment of the application.

Fig. 2 is a schematic structural view of a horizontal cross section of a high-pressure jet grouting pile structure according to an embodiment of the application.

Fig. 3 is a schematic structural view of a horizontal cross section of a high-pressure jet grouting pile structure according to another embodiment of the present application.

Description of reference numerals: 1. a pile body; 11. outer piles; 12. core piles; 2. a blocking projection; 3. expanding a bottom pile foot; 4. a reinforcement cage; 41. stretching the ribs; 42. a spiral stirrup; 43. an insertion head; 44. a stiffening stirrup; 5. and (5) assisting the core pile.

Detailed Description

The present application is described in further detail below with reference to figures 1-3.

The embodiment of the application discloses high pressure jet grouting pile foundation structure.

Referring to fig. 1, a high pressure jet grouting pile foundation structure, including the pile body 1 of vertical setting, be provided with a plurality of archs 2 that block along the length direction interval on the pile body 1 periphery wall, the one end that pile body 1 kept away from the ground surface is provided with club-footed footing 3, the rig forms into the ground hole to the rotatory advance in ground, utilize the thick liquid that sets up the high pressure jet grouting nozzle on the drill bit to cut the soil body, and cool off the drill bit, reduce the resistance that the drill bit continues drilling downwards, above-mentioned thick liquid has formed cement soil with the soil body misce bene that is cut, this cement soil has constituted the outer pile 11 of pile body 1, this outer pile 11 is at the in-process one shot forming of drill bit spiral drilling to design depth.

When the drill bit drills to the depth range of the bottom expanding footing, the high-pressure rotary spraying nozzle increases power to cut soil, so that the diameter of the depth range of the bottom expanding pile foot 3 is larger than the maximum diameter of the pile body 1, the soil layer can provide downward pressure for the surface of the bottom expanding pile foot 3 connected with the pile body 1, the larger the diameter of the bottom expanding pile foot 3 is, the larger the pressure intensity borne by the bottom expanding pile foot 3 is, and the larger the pulling resistance is after the pile body 1 is connected with the bottom expanding pile foot 3; the height of the pedestal pile foot 3 is larger than the maximum diameter of the pile body 1, the larger the height of the pedestal pile foot 3 is, the larger the contact area between the soil layer and the pedestal pile foot 3 is, the larger the generated frictional resistance to the pedestal pile foot 3 is, and the pulling resistance of the pile body 1 can be enhanced.

When the drill bit drills to the designed depth, concrete is poured in under pressure, the drill bit is lifted at the same time, grout is supplied to the outer pile 11 formed by the cement soil in the lifting process of the drill bit, the lifting speed of the drill bit is matched with the pumping quantity of the concrete and the pumping pressure, the drill bit is prevented from being lifted too fast, the cement soil slides down due to lack of support, a pot hole is easily formed in the pile body 1, stress concentration is easily caused at the position of the pot hole, the pile body 1 is easily broken, the drill bit is taken out, the concrete is poured in the outer pile 11 under pressure, the core pile 12 is formed, the cement soil outer pile 11 and the concrete core pile 12 are formed in one-step in the construction process, the pile body 1 is made in a cast-in-place concrete mode, raw materials are saved, and the construction occupied area and the construction time are also reduced.

Stop protruding 2 and set up in 11 perisporium of outer pile and insert in the soil layer, the area of contact of pile shaft 1 with the soil layer has been increased, the lateral resistance of pile shaft 1 has been increased promptly, the uplift resistance of pile shaft 1 has also been increased, the one end of keeping away from the ground surface with pile shaft 1 is called pile shaft 1 bottom, set up club-footed pile foot 3 in pile shaft 1 bottom, because club-footed pile foot 3's diameter ratio pile shaft 1 diameter will be big, treat concrete pile shaft 1 solidification back, the more downward soil layer of ground receives the pressure just more big, also be difficult to become flexible more, through the resistance to club-footed pile foot 3 of soil layer near pile shaft 1 bottom, the bearing capacity of high pressure jet grouting pile foundation can be improved in the setting of steel reinforcement cage 4, also can prevent that pile shaft 1 from receiving from middle fracture, high pressure jet grouting pile foundation uplift resistance after the fracture can worsen, further enlarged uplift resistance of pile shaft 1.

Be provided with in core pile 12 with the same steel reinforcement cage 4 of 1 extending direction of pile body, steel reinforcement cage 4 includes extension muscle 41 and the spiral stirrup 42 of spiral setting on extension muscle 41 that extends along length direction, spiral stirrup 42 will extend muscle 41 and connect and constitute overall structure, both played reinforced effect, the area of contact of steel reinforcement cage 4 with the concrete has also been increased, it is dragged by huge bonding resistance after making steel reinforcement cage 4 insert the concrete, thereby the resistance to plucking of pile body 1 has been improved.

Referring to fig. 2 and 3, in order to obtain uniform mutual supporting force inside the reinforcement cage 4, the cross section of the reinforcement cage 4 is set to be circular or regular polygon, and after the reinforcement cage 4 is placed into cast-in-place concrete, the concrete has uniform extrusion force on the side wall of the reinforcement cage 4, so that the stability of the high-pressure rotary spraying pile foundation structure is improved.

Referring to fig. 1, steel reinforcement cage 4 sets to the taper to 3 orientation male ends of club-footed pile foot, form steel reinforcement cage 4 male head 43, the phenomenon is hung to the card difficult to appear, can reduce the resistance that steel reinforcement cage 4 inserted the end and received, be convenient for insert steel reinforcement cage 4 downwards fast, in order to avoid steel reinforcement cage 4 at the in-process of inserting core stake 12, cast in situ concrete is dry up just, steel reinforcement cage 4 does not reach preset position, then the construction of this department is not up to standard, need to be under construction again, extravagant material, influence the engineering progress.

In order to prevent the reinforcement cage 4 from deforming in the process of inserting concrete, a plurality of stiffening stirrups 44 are arranged on the insertion head 43 of the reinforcement cage 4 in parallel, so that the insertion end of the reinforcement cage 4 has large bearing capacity and large longitudinal rigidity, and the possibility that the reinforcement cage 4 cannot be inserted into the concrete is avoided.

In order to strengthen the strength of the structure of the pile body 1, a plurality of auxiliary core piles 5 are uniformly arranged on the periphery of the reinforcement cage 4, so that the pile body 1 is not easy to break by transverse force, the concrete on the peripheral wall of the reinforcement cage 4 is mutually pulled, the extrusion force on the reinforcement cage 4 is reduced, and the deformation probability of the reinforcement cage 4 is reduced.

The implementation principle of the high-pressure jet grouting pile foundation structure in the embodiment of the application is as follows: the method comprises the steps of forming a pile foundation hole by rotating a drill bit vertically downwards into a foundation, cutting a soil body by spraying grout through a high-pressure rotary spraying nozzle on the drill bit, adjusting the power of the high-pressure rotary spraying nozzle to enable the grout to be uniformly mixed with the cut soil body to form a cement outer pile 11, a blocking bulge 2 and a bottom-expanded pile foot 3, starting to press and pour concrete when the drill bit drills to a designed depth, simultaneously lifting the drill bit, replenishing grout for the cement formed outer pile 11 in the process of lifting the drill bit, and pressing and pouring the concrete into the outer pile 11 after the drill bit is taken out to form a core pile 12, wherein the cement outer pile 11 and the concrete core pile 12 are all formed at one time in the construction process, a reinforcement cage 4 in the same extending direction as a pile body 1 is arranged in the core pile 12, and an insertion head 43 of the reinforcement cage 4 is arranged in a conical shape, so that the reinforcement cage 4 is completely inserted into the concrete core pile 12 before the concrete core pile 12 is dried.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims (8)

1. The utility model provides a high pressure jet grouting pile foundation structure which characterized in that: pile body (1) including vertical setting, pile body (1) is including outer stake (11) and core pile (12), be provided with a plurality of protruding (2) that block along the length direction interval on the periphery wall of outer stake (11), the one end that the ground surface was kept away from in pile body (1) is provided with club-footed stake foot (3), the diameter of club-footed stake foot (3) is greater than the maximum diameter of pile body (1), be provided with in core pile (12) with the same steel reinforcement cage (4) of core pile (12) extending direction.

2. The high-pressure jet grouting pile foundation structure of claim 1, wherein: the height of the pedestal pile foot (3) is larger than the maximum diameter of the pile body (1).

3. The high-pressure jet grouting pile foundation structure of claim 1, wherein: the pile body (1) is cast-in-place concrete.

4. The high-pressure jet grouting pile foundation structure of claim 1, wherein: the reinforcement cage (4) comprises an extension rib (41) extending along the length direction and a spiral stirrup (42) spirally arranged on the extension rib (41).

5. The high-pressure jet grouting pile foundation structure of claim 1, wherein: one end, inserted towards the direction of the pedestal pile foot (3), of the reinforcement cage (4) is set to be conical, and an insertion head (43) of the reinforcement cage (4) is formed.

6. The high-pressure jet grouting pile foundation structure of claim 4, wherein: and a plurality of stiffening stirrups (44) are arranged on the insertion head (43) of the reinforcement cage (4) in parallel.

7. The high-pressure jet grouting pile foundation structure of claim 1, wherein: and a plurality of auxiliary core piles (5) are uniformly arranged on the periphery of the reinforcement cage (4).

8. The high-pressure jet grouting pile foundation structure of claim 1, wherein: the cross section of the reinforcement cage (4) is circular or regular polygon.

Images