1. A construction method for improving bearing capacity of a cast-in-place pile is characterized by comprising the following steps: the method comprises the following steps:

s1, forming a pile hole (200) on the reference surface (100) by using the pile hole (200) as the pile hole (200);

s2, optimizing the pile hole (200), and optimizing the bottom of the pile hole (200) to make the area of the bottom of the pile hole (200) larger than the area of the opening of the pile hole (200);

s3, placing the reinforcement cage (300), and inserting one end of the reinforcement cage (300) into the pile hole (200) to enable the bottom of the reinforcement cage (300) to be abutted against the bottom of the pile hole (200);

and S4, pouring concrete, and pouring the concrete into the pile hole (200) so that the concrete fills the pile hole (200).

2. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 1, characterized in that: in the step S2, after the optimization processing of the pile hole (200) is completed, a section of the pile hole (200) near the bottom of the pile hole is in a circular truncated cone shape.

3. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 2, characterized in that: in the step S2, after the end of the pile hole (200) close to the bottom thereof is optimized into a circular truncated cone shape, the bottom of the pile hole (200) is continuously optimized, so that the bottom of the pile hole (200) is a spherical surface.

4. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 1, characterized in that: in the step S3, after one end of the reinforcement cage (300) is inserted into the pile hole (200), the glass fiber tube (400) is coaxially disposed inside the reinforcement cage (300), and in the step S4, concrete is poured outside the glass fiber tube (400).

5. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 4, wherein the construction method comprises the following steps: both ends of the glass fiber tube (400) are provided with sealing plugs (410), and one end of each sealing plug (410) is inserted into the glass fiber tube (400).

6. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 3, characterized in that: the reinforcement cage (300) used in the step S3 includes a plurality of support reinforcements (310) and a plurality of first reinforcement rings (320), the plurality of first reinforcement rings (320) are coaxially arranged at intervals, the plurality of support reinforcements (310) are sequentially arranged at intervals along the circumferential direction of the first reinforcement rings (320), the plurality of support reinforcements (310) are all fixedly connected to the first reinforcement rings (320), and the same ends of the plurality of support reinforcements (310) are all bent towards the direction away from the central axis of the first reinforcement rings (320).

7. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 6, wherein the construction method comprises the following steps: the plurality of support reinforcing steel bars (310) are provided with second reinforcing steel bar rings (311), the second reinforcing steel bar rings (311) are positioned at the bent positions of the plurality of support reinforcing steel bars (310), and the second reinforcing steel bar rings (311) are fixedly connected with the plurality of support reinforcing steel bars (310).

8. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 6, wherein the construction method comprises the following steps: and a third steel bar ring (312) is arranged among the plurality of supporting steel bars (310), the third steel bar ring (312) is positioned at the tail end of the bending section of the supporting steel bars (310), and the third steel bar ring (312) is fixedly connected with the supporting steel bars (310).

9. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 8, characterized in that: the quantity of support reinforcement (310) is the even number, the bottom of third reinforcing bar ring (312) sets up many coupling bar (321), many coupling bar (321) crooked setting, one coupling bar (321) correspond two support reinforcement (310) settings, the one end of coupling bar (321) and a support reinforcement (310) fixed connection who corresponds, the other end and another support reinforcement (310) fixed connection who corresponds of coupling bar (321).

10. The construction method for improving the bearing capacity of the cast-in-place pile according to claim 6, wherein the construction method comprises the following steps: every the kink of support reinforcing bar (310) all is provided with reinforcing bar (322), the one end and the support reinforcing bar (310) fixed connection of reinforcing bar (322), the other end slope setting of the central axis department of first reinforcing bar ring (320) of reinforcing bar (322), many one end that supporting bar (310) was kept away from to reinforcing bar (322) is in the central axis department of first reinforcing bar ring (320) and is assembled and fixed connection together.

Background

With the rapid development of Chinese economy, the Chinese infrastructure is also rapidly developed, and the most application in the infrastructure is the cast-in-place pile. The cast-in-place pile is a pile formed by forming a hole in place and pouring concrete or reinforced concrete.

In the related art, for example, chinese patent publication No. CN110106875A discloses a method for constructing a cast-in-place pile structure for improving the bearing capacity of a pile foundation in a arid region, which includes the following steps: s1: driving a pile hole, wherein the depth of the pile hole is 0.5-2m higher than the designed elevation; s2: primary hole cleaning; s3: inserting a reinforcement cage; s4: secondary hole cleaning; s5: pouring concrete into the pile hole; s6: injecting cement slurry into the grouting pipe at high pressure; s7: and breaking the pile head. According to the construction method, water and cement paste are poured into the concrete pile column by using the grouting pipe in the process of forming the concrete pile column, so that water absorbed by soil of the concrete pile column and the shrinkage caused by water absorption are supplemented.

In view of the above-mentioned related technologies, the inventor believes that when the bored concrete pile poured by the above-mentioned construction method bears a large gravity, the bottom of the pile hole bears a large pressure, so that the bored concrete pile is settled, and further, the defect of poor bearing capacity of the bored concrete pile exists.

Disclosure of Invention

In order to solve the problem of poor bearing capacity of a cast-in-place pile, the application provides a construction method for improving the bearing capacity of the cast-in-place pile.

The construction method for improving the bearing capacity of the cast-in-place pile adopts the following technical scheme:

a construction method for improving bearing capacity of a cast-in-place pile comprises the following steps:

s1, pile holes are drilled, and pile holes are drilled on the reference surface;

s2, optimizing the pile hole, and optimizing the bottom of the pile hole to make the area of the bottom of the pile hole larger than the area of the opening of the pile hole;

s3, placing a reinforcement cage, inserting one end of the reinforcement cage into the pile hole, and enabling the bottom of the reinforcement cage to abut against the bottom of the pile hole;

and S4, pouring concrete, and pouring the concrete into the pile hole, so that the pile hole is filled with the concrete.

By adopting the technical scheme, when the cast-in-place pile is constructed, the pile hole is firstly formed on the reference surface, so that the forming direction of the pile hole is parallel to the plumb direction; then optimizing the bottom of the pile hole, so that the area of the bottom of the pile hole is larger than that of the opening of the pile hole; then placing a reinforcement cage into the pile hole, so that one end of the reinforcement cage is inserted into the pile hole, and meanwhile, one end part of the reinforcement cage is abutted against the bottom of the pile hole; then to the concrete of pouring into in the stake hole, the concrete is full with the stake hole filling, waits for the concrete to solidify the shaping in the stake hole, and the concrete forms the bored concrete pile after solidifying the shaping in the stake hole, when the bored concrete pile receives great gravity, because the area of stake hole bottom is greater than the area of stake hole mouth department, so the pressure that the stake hole bottom receives reduces to reduce the condition emergence that the bored concrete pile subsides, and then reach the effect that improves the bored concrete pile bearing capacity.

Optionally, in step S2, after the optimization processing of the pile hole is completed, a section of the pile hole near the bottom of the pile hole is in a circular truncated cone shape.

By adopting the technical scheme, after the bottom of the pile hole is processed, the section of the pile hole close to the bottom of the pile hole is in a round table shape, so that the pressure of soil and stones below the reference surface on the cast-in-place pile is reduced, the possibility of settlement of the cast-in-place pile is reduced, and the bearing capacity of the cast-in-place pile is increased.

Optionally, in step S2, after the end of the pile hole close to the bottom of the pile hole is optimized to be circular truncated cone, the bottom of the pile hole is continuously optimized, so that the bottom of the pile hole is a spherical surface.

Through adopting above-mentioned technical scheme, in pouring into the stake hole with the concrete, the concrete is the shaping in the stake hole, then make the bottom surface of concrete be the sphere, can further increase the area of contact at bored concrete pile and stake hole bottom of the hole on the one hand, reduce the pressure that bored concrete pile applyed for stake hole bottom, on the other hand sphere can be applyed the pressure of giving stake hole bottom of the hole to bored concrete pile and disperse, reduce the concentration of stake hole bottom stress point, reduce the subsiding of bored concrete pile, increase the bearing capacity of bored concrete pile.

Optionally, in step S3, after one end of the reinforcement cage is inserted into the pile hole, the glass fiber tube is coaxially disposed inside the reinforcement cage, and in step S4, the concrete is poured outside the glass fiber tube.

Through adopting above-mentioned technical scheme, after inserting the glass fiber pipe in the stake hole, to pouring concrete in the stake hole, make the concrete pour into between glass fiber and stake hole simultaneously, treat the concrete shaping back, the concrete solidifies together with glass fiber, through placing the glass fiber pipe in the inside of steel reinforcement cage, and pour concrete between glass fiber pipe and stake hole, can reduce the gravity of bored concrete pile self, thereby reduce the pressure that the bored concrete pile applyed to stake hole bottom, further reach the effect that increases bored concrete pile bearing capacity.

Optionally, both ends of the glass fiber tube are provided with sealing plugs, and one end of each sealing plug is inserted into the glass fiber tube.

Through adopting above-mentioned technical scheme, when inserting the glass fiber tube into the stake hole, use the sealing plug to seal the both ends mouth of glass fiber tube earlier, when reducing to pouring concrete in the stake hole, the condition that the concrete reversed scurried to in the glass fiber tube takes place, further reduces the self gravity of bored concrete pile.

Optionally, the reinforcement cage used in step S3 includes a plurality of support bars and a plurality of first reinforcement rings, and is a plurality of the first reinforcement rings are coaxially arranged at intervals, and a plurality of the support bars are arranged at intervals along the circumference of the first reinforcement rings in sequence, and a plurality of the support bars are all fixedly connected with the first reinforcement rings, and a plurality of the support bars are all bent towards the direction deviating from the central axis of the first reinforcement rings at the same end.

Through adopting above-mentioned technical scheme, when placing the stake hole with the steel reinforcement cage, insert the pile hole with the bending segment of many support bars, then make bored concrete pile shaping back, the bending segment of support bar strengthens the concrete that is close to stake hole bottom department, increases bored concrete pile's wholeness, and then stability when increasing bored concrete pile atress.

Optionally, a plurality of the support steel bars are provided with a second steel bar ring, the second steel bar ring is located at the bending position of the plurality of support steel bars, and the second steel bar ring is fixedly connected with the plurality of support steel bars.

Through adopting above-mentioned technical scheme, the department of bending at many supporting steel bars sets up the second reinforcing bar ring, can increase the connection stability between many supporting steel bars, reduces and places the steel reinforcement cage in the stake hole after, and the supporting steel bar continues the condition emergence of buckling under the effect of self gravity, and then reaches the effect that increases steel reinforcement cage rigidity.

Optionally, a third steel bar ring is arranged between the plurality of support steel bars, the third steel bar ring is located at the end of the bending section of the support steel bar, and the third steel bar ring is fixedly connected with the support steel bar.

Through adopting above-mentioned technical scheme, the buckle section end at many supporting reinforcement sets up the third reinforcing bar ring, can be so that the third reinforcing bar ring with many supporting reinforcement's terminal fixed connection together, then reduce to install the steel reinforcement cage in the stake hole after, the reinforcing bar takes place with the condition of taking place relative motion at the bottom of the stake hole under the effect of self gravity, and then increases the stability after the steel reinforcement cage is placed in the stake hole.

Optionally, the number of the supporting steel bars is an even number, the bottom of the third steel bar ring is provided with a plurality of connecting steel bars, and the connecting steel bars are arranged in a bent mode and are arranged one by one, the connecting steel bars correspond to the two supporting steel bars, one end of each connecting steel bar is fixedly connected with the corresponding supporting steel bar, and the other end of each connecting steel bar is fixedly connected with the corresponding other supporting steel bar.

Through adopting above-mentioned technical scheme, set up connecting reinforcement in many supporting reinforcement's bottom to make connecting reinforcement and supporting reinforcement's the terminal fixed connection of the section of bending together, having poured the concrete to the stake hole after, concrete and many connecting reinforcement solidify together, thereby increase the intensity of bored concrete pile bottom, reduce the circumstances that bored concrete pile bottom is stressed greatly and produces the fracture and take place.

Optionally, each of the bent portions of the support bars is provided with a reinforcing bar, one end of the reinforcing bar is fixedly connected to the support bar, the other end of the reinforcing bar is inclined towards the central axis of the first bar ring, and the ends of the reinforcing bars, which are far away from the support bars, are converged at the central axis of the first bar ring and fixedly connected together.

Through adopting above-mentioned technical scheme, during the bored concrete pile atress, the reinforcing bar carries out further dispersion to the inside power that receives of bored concrete pile, reduces the concentration of the inside atress of bored concrete pile, reduces the damage that the inside atress of bored concrete pile led to the fact bored concrete pile self, and then increases bored concrete pile's life.

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

1. the contact area between the bottom of the cast-in-place pile and the bottom of the pile hole can be increased by the steps of setting the pile hole, optimizing the pile hole, placing a reinforcement cage, pouring concrete and the like, so that the pressure applied by the cast-in-place pile to the bottom of the pile hole is reduced, the sedimentation of the cast-in-place pile when the cast-in-place pile bears larger gravity is reduced, and the effect of increasing the bearing capacity of the cast-in-place pile is further achieved;

2. the section of the pile hole close to the hole bottom is arranged into a circular truncated cone shape, so that the force applied by soil or stones below a reference surface to the bottom of the cast-in-place pile can be reduced, the pressure applied by the bottom of the cast-in-place pile to the hole bottom of the pile hole is reduced, the occurrence of sedimentation is reduced, and the effect of increasing the bearing capacity of the cast-in-place pile is achieved;

3. the bottom of the hole of the pile hole is set to be a spherical surface, so that the contact area between the bottom of the cast-in-place pile and the bottom of the hole of the pile hole can be further increased, the pressure applied to the bottom of the hole of the pile hole by the cast-in-place pile is reduced, the sedimentation of the cast-in-place pile is reduced, and the bearing capacity of the cast-in-place pile is increased.

Drawings

FIG. 1 is a schematic structural diagram of a cast-in-place pile according to an embodiment of the present disclosure;

FIG. 2 is a schematic structural diagram of a glass fiber tube in a cast-in-place pile according to an embodiment of the present application;

fig. 3 is a schematic structural diagram of a reinforcement cage in a cast-in-place pile according to an embodiment of the present application.

Description of reference numerals: 100. a reference plane; 200. pile holes; 300. a reinforcement cage; 310. supporting the reinforcing steel bars; 311. a second reinforcing ring; 312. a third reinforcing ring; 320. a first reinforcing ring; 321. connecting reinforcing steel bars; 322. reinforcing steel bars; 400. a glass fiber tube; 410. and (4) sealing the plug.

Detailed Description

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

The embodiment of the application discloses a construction method for improving bearing capacity of a cast-in-place pile.

Referring to fig. 1, a construction method for improving bearing capacity of a cast-in-place pile includes the steps of: s1, pile hole 200 is drilled, and pile hole 200 is drilled on reference surface 100 by a screw drill so that the drilling direction of pile hole 200 is parallel to the plumb direction. S2, optimizing the pile hole 200, optimizing a section of the pile hole 200 close to the hole bottom, enabling a section of the pile hole 200 close to the hole bottom to be in a circular truncated cone shape, and optimizing the hole bottom of the pile hole 200, so that the hole bottom of the pile hole 200 is in a spherical surface. The bottom of the pile hole 200 is made into a spherical surface, so that the contact area between the bottom of the cast-in-place pile and the bottom of the pile hole 200 can be increased, the pressure applied to the bottom of the pile hole 200 is reduced, and the bearing capacity of the cast-in-place pile is increased.

S3, placing the reinforcement cage 300, vertically inserting one end of the reinforcement cage 300 into the pile hole 200, enabling the reinforcement cage 300 to be coaxially arranged with the pile hole 200, leaving a gap between the reinforcement cage 300 and the pile hole 200, and enabling the bottom of the reinforcement cage 300 to abut against the bottom of the pile hole 200. Then, the glass fiber tube 400 is placed in the pile hole 200, so that the glass fiber tube 400 is located inside the reinforcement cage 300, the glass fiber tube 400 and the reinforcement cage 300 are coaxially arranged, and a gap is reserved between the glass fiber tube 400 and the reinforcement cage 300.

S4, pouring concrete into the pile hole from the gap between the glass fiber tube 400 and the pile hole 200, so that the concrete enters the pile hole 200, and so that the concrete fills the gap between the pile hole 200 and the glass fiber tube 400. After the concrete is solidified, the reinforcement cage 300 is solidified in the concrete, and the concrete and the glass fiber tube 400 are solidified together, thereby forming the cast-in-place pile. By placing the glass fiber tube 400 in the pile hole 200, the weight of the cast-in-place pile can be reduced, so that the pressure applied by the cast-in-place pile to the bottom of the pile hole 200 is reduced, and the bearing capacity of the cast-in-place pile is further increased.

Referring to fig. 1 and 2, a glass fiber tube 400 is used in step S3, both ends of the glass fiber tube 400 are provided with sealing plugs 410, one end of each sealing plug 410 is inserted into the glass fiber tube 400, and the other end of each sealing plug 410 abuts against the end of the glass fiber tube 400. After the glass fiber tube 400 is inserted into the pile hole 200, the sealing plug 410 at the bottom of the glass fiber tube 400 abuts against the reinforcement cage 300. When concrete is poured into the pile hole 200, the two ports of the glass fiber tube 400 are sealed by the sealing plug 410, so that the situation that the concrete enters the glass fiber tube 400 is reduced, and the effect of reducing the self weight of the poured pile is achieved.

Referring to fig. 1 and 3, the reinforcement cage 300 used in step S3 includes a plurality of support bars 310 and a plurality of first tendons 320, the number of the support bars 310 is even, and the plurality of first tendons 320 are coaxially spaced apart. The plurality of support bars 310 are sequentially spaced along the circumference of the first bar ring 320, and the adjacent two support bars 310 are equally spaced. Each of the support bars 310 is disposed parallel to the central axis of the first tendon ring 320, each of the support bars 310 is disposed inside the first tendon ring 320, and each of the support bars 310 is fixedly connected to a plurality of the first tendon rings 320.

The same ends of the plurality of support bars 310 are all bent away from the central axis of the first tendon ring 320. The second tendon rings 311 are disposed at the bent portions of the plurality of support bars 310, and the central axes of the second tendon rings 311 and the first tendon rings 320 are disposed in line. The second tendon ring 311 is disposed outside the plurality of support bars 310, and the plurality of support bars 310 are fixedly connected to the second tendon ring 311. The ends of the bent lengths of the plurality of support bars 310 are provided with a third tendon ring 312, and the central axis of the third tendon ring 312 is arranged in line with the central axis of the first tendon ring 320. The third tendon ring 312 is disposed outside the plurality of support bars 310, and each support bar 310 is fixedly connected to the third tendon ring 312.

The second ring reinforcement 311 and the third ring reinforcement 312 are disposed outside the plurality of support bars 310, when the bending portion of the support bars 310 is stressed, the plurality of support bars 310 compress the second ring reinforcement 311 and the third ring reinforcement 312, the second ring reinforcement 311 and the third ring reinforcement 312 apply a reverse force to the plurality of support bars 310, and then the occurrence of the situation that the support bars 310 are continuously bent under the action of their own gravity is reduced, thereby increasing the stability of the plurality of support bars 310.

A plurality of connecting bars 321 are disposed at the bottom of the third ring reinforcement 312, each connecting bar 321 has an intersection point with the central axis of the first ring reinforcement 320, and each connecting bar 321 is bent away from the first ring reinforcement 320. One connecting steel bar 321 is arranged corresponding to the two supporting steel bars 310, one end of each connecting steel bar 321 is fixedly connected with one corresponding supporting steel bar 310, and the other end of each connecting steel bar 321 is fixedly connected with the other corresponding supporting steel bar 310.

Each bend of the support bar 310 is provided with a reinforcing bar 322, one end of the reinforcing bar 322 is fixedly connected with the support bar 310, and the other end of the reinforcing bar 322 is inclined towards the direction of the central axis of the first bar ring 320. The ends of the reinforcing bars 322 far from the corresponding supporting bars 310 meet and are fixedly connected together at the central axis of the first bar ring 320, and the end of each reinforcing bar 322 far from the corresponding supporting bar 310 extends along the length direction thereof and is fixedly connected with the corresponding connecting bar 321 after being bent.

When installing steel reinforcement cage 300, arrange the one end of connecting reinforcement 321 with steel reinforcement cage 300 and insert in stake hole 200, then make connecting reinforcement 321 contradict with the hole bottom department of stake hole 200, then install glass fiber tube 400 again, then make the sealing plug 410 of glass fiber tube 400 bottom contradict with reinforcing bar 322. The connecting steel bars 321 are arranged at the bottom of the steel reinforcement cage 300, so that the strength of the bottom of the cast-in-place pile can be increased, and the occurrence of cracking caused by too large self internal force borne by the bottom of the cast-in-place pile is reduced. When the bored concrete pile bears gravity, outside power extrudees the inside of bored concrete pile, and reinforcing bar 322 disperses the power of bored concrete pile inside, and the concentrated condition of the inside atress of reduction bored concrete pile takes place, and the reduction bored concrete pile produces the condition of damaging and takes place.

The implementation principle of the construction method for improving the bearing capacity of the cast-in-place pile in the embodiment of the application is as follows: when constructing the cast-in-place pile, a spiral drilling machine is used to open a pile hole 200 on the reference surface 100, so that the opening direction of the pile hole 200 is vertically downward. Then carry out optimization to the hole bottom department of stake hole 200, make a section that stake hole 200 is close to self hole bottom earlier be round platform form, then carry out optimization to the hole bottom of stake hole 200 again, then make the hole bottom of stake hole 200 be the sphere, increase the area of contact of the pile bottom of bored concrete pile and stake hole 200 hole bottom to disperse the pressure that stake hole 200 hole bottom received, reduce the condition that the pressure that stake hole 200 hole bottom department received is concentrated and take place.

Then the reinforcement cage 300 is placed in the pile hole 200, and the end of the reinforcement cage 300 where the connecting reinforcement 321 is disposed is inserted into the pile hole 200, so that the connecting reinforcement 321 is abutted against the bottom of the pile hole 200, and simultaneously the reinforcement cage 300 and the pile hole 200 are in a coaxial state. And then placing the glass fiber tube 400 into the pile hole 200, coaxially placing the glass fiber tube 400 inside the reinforcement cage 300, and making the sealing plug 410 at the bottom of the glass fiber tube 400 abut against the reinforcing steel bar 322.

And then pouring concrete into the pile hole 200, so that the concrete enters the pile hole 200 from the gap between the glass fiber tube 400 and the pile hole 200, the reinforcement cage 300 is solidified in the concrete, the concrete and the glass fiber tube 400 are solidified together, and then the pouring of the cast-in-place pile is completed.

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.