CN114622569B - Pile top structure with foundation pit supporting and retaining functions and basement anti-floating function - Google Patents

Abstract

The invention relates to the technical field of pile top structure construction, and discloses a pile top structure with both foundation pit support and anti-floating basement, including a plurality of cast-in-situ piles, the upper part of which has exposed sections, and the exposed sections form chiseled areas, and horizontal planting bars are inserted in the exposed sections; lock beams are arranged on the chiseled areas, and the lock beams have lock beam steel bars welded with anchor reinforcement bars, and the outer sides of the lock beams form external protrusions; There is a retaining wall reinforcement in the retaining wall, the lower end of the retaining wall reinforcement is placed inside the lock beam, and the anchor reinforcement extends to the inside of the retaining wall; there is a basement in the foundation pit, and the outer wall of the basement touches the lock beam from bottom to top, and the retaining wall is used to temporarily support the retaining soil body to ensure that the foundation pit will not slide or collapse. sex.

Description

Pile top structure with foundation pit retaining and basement anti-floating

technical field

The patent of the present invention relates to the technical field of pile top structure construction, in particular, it relates to a pile top structure with foundation pit support and basement anti-floating.

Background technique

Generally, in ordinary foundation pit engineering, in order to save cost, the upper part of the foundation pit is properly sloped and then set up with supporting piles and internal supports for support. However, in the foundation pit engineering adjacent to the building, because there is no space for grading, and at the same time, in order to protect the building and avoid the deformation of the building due to the excavation of the foundation pit, the pile top is usually set on the ground. Setting more layers of internal support can ensure the safety of foundation pit and pit roof buildings. Setting the pile top on the ground, on the one hand, increases the project cost due to the installation of more internal supports, and on the other hand, due to the layered excavation of the foundation pit and the installation of internal supports layer by layer, the construction period is finally increased.

In order to reduce the project cost and speed up the construction period, people sometimes reduce one or more layers of internal support, but this requires the position of the locking beam at the top of the support pile to be lowered. In this way, although one layer of inner support or multi-layer inner support is reduced, during the construction of the pile top lock beam and the inner support, it is necessary to excavate to the bottom of the lock beam, so that the earthwork slope on the top of the pile top lock beam is in an unsupported state. This unsupported and exposed state needs to be completed after the construction of the lock beam and the reinforced concrete retaining wall above it is completed, and after the retaining wall is maintained to meet the age requirements, the wall can be backfilled with medium-coarse sand. In this way, during the period from the excavation of the pile top to the construction of the lock beam, the maintenance of the lock beam, the construction of the pile top retaining wall, the maintenance of the retaining wall, and the backfilling after the retaining wall, the slope above the pile top is always in an unsupported state, and landslides and collapses are prone to occur, resulting in deformation of the building on the pit roof.

In order to ensure the stability of the foundation pit above the pile top during the period of backfilling from the excavation of the foundation pit to the pile top wall, the current common practice is to install temporary support with steel sheet piles, and construct according to the following procedures:

1) First construct the support piles and water-stop piles on the ground. The top of the piles is located at a certain depth below the ground, and some empty piles are reserved on the upper part. After the construction is completed, the empty piles are partially backfilled with medium-coarse sand;

2) Insert and drive a row of steel sheet piles on the outside of the support piles close to the support piles for temporary support;

3) Then start to excavate downwards, excavate to the pile head, chisel off the laitance to the bottom of the lock beam, expose the anchoring steel bars, and then construct the lock beam and the first inner support beam;

4) For the reinforced concrete retaining wall on the upper part of the locking beam, after the maintenance reaches the design strength, remove the temporary steel sheet pile behind the wall, and backfill the hole left by the steel sheet pile with medium coarse sand;

5) Layer-by-layer excavation and construction of supporting beams until the bottom of the pit.

Although the technology in the existing technologies solves the problem of temporary support of the foundation pit above the top of the pile, the steel plate piles need to be removed due to the need to insert the steel plate piles. At the same time, the empty sand left after the empty cave left after the steel plate pile is removed. The soil of the side wall is still relatively loose, and the long -term foundation pit solid settlement effect can easily lead to the deformation of the soil and cause the pits or deformation.

The pile top structure formed by the existing construction technology has the defects of troublesome construction and instability.

Contents of the invention

The purpose of the present invention is to provide a pile top structure with foundation pit support and basement anti-floating, aiming to solve the problems of troublesome construction and unstable pile top structure in the prior art.

The present invention is achieved in this way. The pile top structure with both foundation pit support and basement anti-floating includes a plurality of cast-in-place piles surrounding the periphery of the foundation pit at intervals. The tops of the cast-in-place piles are located on the ground; the upper part of the cast-in-place piles has an exposed section, and the exposed section is formed with a chiseled area toward the inner side of the foundation pit. There is a lock beam, the lock beam reinforcement is arranged along the periphery of the foundation pit, and abuts against the bottom of the chiseled area; the lock beam has a lock beam steel bar, and the lock beam steel bar is welded with the anchoring steel bar; the outer part of the lock beam expands toward the inside of the foundation pit to form an outer protrusion located outside the chiseled area; the exposed section has a free surface facing the chiseled area; There is a retaining wall reinforcement in the retaining wall, the lower end of the retaining wall reinforcement is placed inside the lock beam, the upper end of the retaining wall reinforcement extends upward, and the anchor reinforcement extends to the inside of the retaining wall; a basement is provided in the foundation pit, and the outer wall of the basement is against the lock beam from bottom to top, and is anchored and connected with the outer protrusion of the lock beam.

Further, the outer wall of the basement is provided with outer wall reinforcement, and the outer wall reinforcement extends out of the top of the outer wall of the basement; the outer wall reinforcement is bent upward from the bottom of the lock beam, surrounds the outer circumference of the lock beam, and is bound and anchored with the lock beam.

Further, the external wall steel bars are enclosed and surrounded by the outer periphery of the lock beam.

Further, the basement includes a substructure below the lock beam and a superstructure at the top of the lower structure; the outer periphery of the lower structure forms the outer wall, and the outer wall deviates from the outer circumference of the upper structure and is arranged toward the lock beam; there is a space between the lock beam and the outer periphery of the superstructure; a filling body is embedded in the space, and a spacer bar is embedded in the spacer. The lower bend extends, surrounds the outer circumference of the lock beam, and is tied and anchored with the lock beam.

Further, the reinforcing bars of the retaining wall are provided with a plurality of inserts, the inner ends of the inserts are placed inside the retaining wall, and the outer ends of the inserts extend out of the retaining wall to form embedded sections, which are embedded in the side walls of the foundation pit.

Further, the embedded section has an upwardly arranged upper end surface and a downwardly arranged lower end surface, along the extension direction toward the side wall of the foundation pit, the upper end surface of the embedded section is arranged inclined downward, and the lower end surface of the embedded section is arranged inclined downward.

Further, the angle at which the lower end of the embedded section slopes downward is smaller than the angle at which the upper end of the embedded section slopes downward.

Further, the inner end of the embedded section is provided with a positioning groove, and connecting steel bars are wound between a plurality of the inserts, and the connecting steel bars are embedded in the positioning grooves of the embedded section, and the connecting steel bars form a network structure between the multiple inserting blocks; the connecting steel bars are attached between the free surface of the exposed section and the outer surface of the retaining wall.

Further, the upper end surface of the embedded section is provided with a barb, the lower end of the barb is connected to the upper end surface of the embedded section, the upper end of the barb extends obliquely away from the side wall of the foundation pit, and there is an inverted space between the upper end of the barb and the upper end surface of the embedded section.

Further, water-stop piles are arranged between the cast-in-situ piles, and the side parts of the water-stop piles are inlaid and connected with the side parts of adjacent cast-in-situ piles as a whole.

Compared with the prior art, the pile top structure provided by the present invention has both foundation pit support and basement anti-floating. The chiseled area excavated by cast-in-place piles is used to form a temporary retaining wall for construction to ensure that the foundation pit will not slide and collapse. At the same time, the anchor reinforcement in the chiseled area extends to the inside of the retaining wall, and the retaining wall is in contact with the empty surface of the cast-in-place pile. The beams are cut off, and the lock beams are retained, which are anchored to the outer wall of the basement. When the basement is buoyed by the buoyancy of the groundwater, the lock beams will give a large counter force to the basement outer walls, ensuring the safety of the basement against floating.

Description of drawings

Fig. 1 is the cut-away schematic diagram of construction cast-in-place pile around foundation pit provided by the present invention;

Fig. 2 is a cutaway schematic diagram of forming a chiseled area at the exposed section of the cast-in-place pile provided by the present invention;

Fig. 3 is the sectional schematic view that forms lock mouth beam, top support beam and retaining wall provided by the present invention;

Fig. 4 is the sectional schematic diagram of excavating foundation pit provided by the present invention and constructing basement;

Fig. 5 is a cutaway schematic diagram of the connection of cast-in-situ piles, retaining walls, lock beams and top support beams provided by the present invention;

Fig. 6 is a schematic diagram of the reinforcement connection between the exposed section of the cast-in-place pile, the retaining wall, the lock beam and the top support beam provided by the present invention;

Fig. 7 is a schematic diagram of the connection between the locking beam provided by the present invention and the outer wall of the basement;

Fig. 8 is a schematic front view of the winding of the external wall reinforcement provided by the present invention with the locking beam;

Fig. 9 is a schematic front view of the winding of spaced steel bars and lock beams provided by the present invention;

Fig. 10 is a schematic front view of the plug provided by the present invention.

Detailed ways

In order to make the object, technical solution and advantages of the present invention clearer, the present invention will be further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described here are only used to explain the present invention, not to limit the present invention.

The implementation of the present invention will be described in detail below in conjunction with specific embodiments.

In the drawings of this embodiment, the same or similar symbols correspond to the same or similar components; in the description of the present invention, it should be understood that if the orientation or positional relationship indicated by the terms "upper", "lower", "left", "right" etc. is based on the orientation or positional relationship shown in the accompanying drawings, it is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, so the terms describing the positional relationship in the drawings are only for illustrative purposes and cannot be used. It is understood as a limitation on this patent, and those of ordinary skill in the art can understand the specific meanings of the above terms according to specific situations.

Referring to Figures 1-10, it is a preferred embodiment of the present invention.

The pile top structure with both foundation pit support and basement anti-floating includes a plurality of cast-in-place piles 100 surrounding the foundation pit at intervals. The tops of the cast-in-place piles 100 are located on the ground; the upper part of the cast-in-place piles 100 has an exposed section 101, and the exposed section 101 is formed with a chiseled area 102 toward the inner side of the foundation pit. The anchoring steel bars 103 inside the cast-in-place piles 100 extend to the chiseled area 102, and the exposed section 101 is inserted with horizontal planting bars 104 , the horizontal planting bar 104 passes through the chiseled area 102 and extends to the inside of the foundation pit.

A lock beam 200 is arranged on the chisel area 102, and the lock beam 200 is arranged along the periphery of the foundation pit, and abuts against the bottom of the chiseling area 102; the lock beam 200 has a lock beam steel bar, and the lock beam steel bar is welded with the anchoring steel bar 103; the outer side of the lock beam 200 expands toward the inside of the foundation pit, forming an outer protrusion located outside the chiseling area.

The exposed section 101 has an empty surface facing the chiseled area 102; the chiseled area 102 is provided with a retaining wall 300, and the retaining wall 300 abuts against the air surface of the exposed section 101 of the cast-in-situ pile 100; the retaining wall 300 has a retaining wall reinforcement, the lower end of the retaining wall reinforcement is placed inside the lock beam 200, the upper end of the retaining wall reinforcement extends upwards, and the anchor reinforcement 103 extends to the inside of the retaining wall 300 A basement 500 is provided in the foundation pit, and the outer wall of the basement 500 abuts against the lock beam 200 from bottom to top, and is anchored and connected with the outer protrusion of the lock beam 200 .

The above-mentioned pile top structure provided with both foundation pit support and basement anti-floating uses the excavated area 102 excavated by cast-in-place piles 100 to form a temporary retaining wall 300 in the excavated area 102 to ensure that the foundation pit will not landslide or collapse. The pile 100 forms a stable supporting structure; the lock beam 200 is anchored to the outer wall of the basement 500, and when the basement 500 is buoyantly lifted by the groundwater, the lock beam 200 gives a relatively large reaction force to the outer wall of the basement 500, ensuring the safety of the basement 500 against floating.

This embodiment also provides a construction method for the above-mentioned pile top structure with both foundation pit support and basement anti-floating, including the following construction steps:

1), constructing a plurality of cast-in-place piles 100 arranged at intervals around the periphery of the foundation pit on the ground around the foundation pit adjacent to the building, and the tops of the cast-in-situ piles 100 are located on the ground;

Drilling rigs can be used to form cast-in-situ pile holes, steel cages are installed, and concrete is poured to the designed pile top position, and then the excavation can only be continued after the cast-in-situ piles 100 are cured to reach the design strength;

2) Excavate the foundation pit from the ground until the position of the locking beam 200 to be constructed. During the excavation process, the cast-in-place pile 100 has an exposed section 101, that is to say, during the excavation of the foundation pit, with the excavation of the soil, the top part of the cast-in-place pile 100 will be exposed, forming the exposed section 101;

The exposed section 101 of the cast-in-situ pile 100 is chiseled away towards the inner side of the foundation pit to form a chiseled area 102, and the anchoring steel bar 103 inside the cast-in-place pile 100 is exposed in the chiseled area 102; it is equivalent to chiseling out the concrete of the exposed section 101 of the cast-in-situ pile 100, but the anchoring steel bar 103 in the chiseled part remains;

3), adjust the anchoring reinforcement 103 in the chiseled area 102 to a vertical shape, drill horizontally at the exposed section 101 of the cast-in-situ pile 100, form a horizontal hole, insert a horizontal planting bar 104 in the horizontal borehole, and the horizontal planting bar 104 passes through the chiseled area 102, and extends to the inside of the foundation pit;

4), binding the lock beam reinforcement, the lock beam reinforcement is welded with the anchor reinforcement bar 103 in the chiseled area 102, and the lock beam reinforcement bar and the anchor reinforcement bar 103 are then connected as one; the lock beam reinforcement is arranged along the periphery of the foundation pit, and abuts against the bottom of the excavation area 102; the support beam reinforcement is bound, the support beam reinforcement spans the foundation pit, and the end of the support beam reinforcement is welded with the horizontal planting bar 104; Concrete is poured in the external formwork to form the lock beam 200 and the top support beam 201, and the outer side of the lock beam 200 expands toward the inside of the foundation pit to form an outer protrusion located on the outside of the chiseled area 102;

5), the exposed section 101 of the cast-in-place pile 100 has a free surface facing the chiseled area 102; in the chiseled area 102, the vertically arranged retaining wall reinforcement is bound, the lower end of the retaining wall reinforcement is placed inside the lock beam 200, the upper end of the retaining wall reinforcement extends upwards, and concrete is cast outside the retaining wall reinforcement to form a retaining wall 300, and the retaining wall 300 abuts against the exposed section 1 of the cast-in-place pile 100 01, the anchoring steel bar 103 extends to the interior of the retaining wall 300.

6) Excavate the foundation pit downwards, and construct the lower support beams until the bottom of the foundation pit is excavated;

7) Build the basement 500 upwards at the bottom of the foundation pit, and cut off the lower support beams and the top support beams 201 in sequence. The outer wall of the basement 500 abuts the lock beam 200 from bottom to top, and is anchored and connected with the outer protrusion of the lock beam 200.

Utilize cast-in-place pile 100 to chisel out area 102, construct and form retaining wall 300 to temporarily support retaining soil body, guarantee that foundation pit will not landslide, collapse, meanwhile, the anchoring steel bar 103 of chiseling area 102 extends to retaining wall 300 inside, retaining wall 300 abuts against the free surface of cast-in-place pile 100, retaining wall 300 and cast-in-place pile 100 form a stable supporting structure; when building basement 500 layer by layer, the top The support beams 201 and the lower support beams are cut off, and the lock beams 200 are retained. The lock beams 200 are anchored and connected to the outer wall of the basement 500. When the basement 500 is buoyed up by the buoyancy of the groundwater, the lock beams 200 give a relatively large reaction force to the outer walls of the basement 500, ensuring the anti-floating safety of the basement 500.

The pile top structure with both foundation pit support and basement anti-floating, integrates the foundation pit support structure of more than 100 piles and the later basement 500 anti-floating, and has two functions of foundation pit support of more than 100 piles and basement 500 anti-floating.

The outer wall of the basement 500 is provided with an outer wall steel bar 503, and the outer wall steel bar 503 extends out of the top of the outer wall of the basement 500;

In this way, the structure between the outer wall of the basement 500 and the lock beam 200 is more stable and integrated, further ensuring the anti-floating safety of the basement 500 .

The external wall steel bar 503 is closed and surrounds the outer periphery of the lock beam 200 .

The basement 500 includes a substructure 502 below the lock beam 200 and a superstructure 501 at the top of the substructure 502; the outer periphery of the lower structure 502 forms the above-mentioned outer wall, and the outer wall deviates from the outer periphery of the upper structure 501 and is arranged toward the locking beam 200, and there is a gap 203 between the locking beam 200 and the outer periphery of the upper structure 501.

Bind spaced steel bars 204 in the space 203, the lower part of the spaced steel bar 204 is welded with the external wall steel bar 503, and the top of the spaced steel bar 204 is bent downward from the top of the lock beam 200, and surrounds the outer circumference of the lock beam 200, and is tied and anchored with the lock beam 200; concrete is poured in the space to form a filling body embedded in the space 203.

In this way, by binding the spacer bars 204 in the spacer 203, the filling body embedded in the spacer 203 is constructed and formed, and the spacer bar 204 is welded with the external wall steel bar 503 to form an integral body.

In addition, the spacer reinforcement bars 204 and the outer wall reinforcement bars 503 bend around the lock beam 200 in opposite directions, and can exert a contact force on the lock beam 200 from above and below, so that the outer wall and filling body of the basement 500 form an integral body with the lock beam 200 from above and below, respectively, and the three are firmly connected together with the lock beam 200 as the intermediate transition.

The reinforcing bars of the retaining wall are provided with a plurality of inserting blocks, the inner ends of the inserting blocks are placed inside the retaining wall 300, and the outer ends of the inserting blocks extend out of the retaining wall 300 to form an embedded section 706, which is embedded in the side wall of the foundation pit. In this way, the retaining wall 300 is not only integrated with the cast-in-situ pile 100, but also the inserts of the reinforcing bars of the retaining wall are embedded in the soil of the foundation pit, so that the retaining wall 300 and the soil of the foundation pit can be integrated, and the soil of the foundation pit is exerted outward pressure, so as to better avoid landslides or landslides in the foundation pit.

The embedded section 706 has an upwardly arranged upper end surface 704 and a downwardly arranged lower end surface 705. Along the extension direction toward the side wall of the foundation pit, the upper end surface 704 of the embedded section 706 is arranged inclined downward, and the lower end surface 705 of the embedded section 706 is arranged inclined downward. In this way, the entire embedding section 706 is inclined and bent downward. When the embedding section 706 is inserted into the soil of the foundation pit, it can anchor the soil from top to bottom, avoiding the extra impact force of the foundation pit soil on the retaining wall 300 and better supporting the foundation pit.

The angle at which the lower end surface 705 of the embedded section 706 inclines downward is smaller than the angle at which the upper end surface 704 of the embedded section 706 inclines downward. In this way, the embedded section 706 enables the embedded section 706 to better anchor the soil.

The inner end of the embedded section 706 is provided with a positioning groove 703, and the connecting steel bar is wound between multiple inserts. The connecting steel bar is embedded in the positioning groove 703 of the embedded section 706, and the connecting steel bar forms a network structure between the multiple inserting blocks;

Through the winding connection between the connecting steel bars and the positioning grooves 703 of the multiple embedded sections 706, the connecting steel bars form a network structure. In this way, the multiple embedded sections 706 form an integral structure through the connecting steel bars, and the connecting steel bars of the network structure are abutted against the air surface of the exposed section 101 to enhance the anchoring stability of the whole and the soil formed by the multiple embedded sections 706. The embedding section 706 will not be partially detached from the soil.

The upper end surface of the embedded section 706 is provided with an inverted thorn 701, the lower end of the inverted thorn 701 is connected to the upper end surface 704 of the embedded section 706, and the upper end of the inverted thorn 701 extends obliquely away from the side wall of the foundation pit, and there is an inverted interval 702 between the upper end of the inverted thorn 701 and the upper end surface 704 of the embedded section 706.

In this way, by forming the inverted thorns 701, the embedded section 706 can be more firmly anchored to the soil, and there is an inverted interval 702 between the inverted thorns 701 and the upper end surface of the embedded section 706, and the soil will be embedded in the inverted interval 702. In this way, multiple embedded anchors are formed between the embedded section 706 and the soil, making the connection between the embedded section 706 and the soil more stable.

On the ground around the foundation pit adjacent to the building, a plurality of water-stop piles 400 arranged at intervals around the periphery of the foundation pit are constructed. The tops of the cast-in-place piles 100 are located on the ground;

When excavation is required near the adjacent buildings, the water-stop pile 400 between the cast-in-place pile 100 and the cast-in-place pile 100 is constructed first before excavation. The cast-in-place pile 100 is generally a reinforced concrete bored pile 100, and the water-stop pile 400 is generally a high-pressure rotary jet grouting pile. Together, when the basement 500 floats up under the buoyancy of the groundwater, the pullout resistance of the cast-in-place pile 100 can ensure that the structure of the basement 500 will not be deformed or damaged.

In this embodiment, after the cast-in-situ piles 100 are cured to meet the design strength requirements, the high-pressure rotary jetting water-stop piles 400 are drilled between adjacent cast-in-place piles 100, and then the excavation can be continued after the water-stop piles 400 are maintained to reach the design strength.

The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. Any modifications, equivalent replacements and improvements made within the spirit and principles of the present invention shall be included within the protection scope of the present invention.

Claims (3)

1. The pile top structure with foundation pit supporting and retaining functions and basement anti-floating functions is characterized by comprising a plurality of filling piles which are arranged around the periphery of a foundation pit at intervals, wherein the tops of the filling piles are positioned on the ground; the upper part of the cast-in-place pile is provided with an exposure section, a chiseling area is formed at the exposure section towards the inner side part of the foundation pit, the anchoring steel bars inside the cast-in-place pile extend into the chiseling area, the exposure section is inserted with horizontal steel bar planting, and the horizontal steel bar planting passes through the chiseling area and extends into the foundation pit; the chiseling area is provided with locking beams which are arranged along the periphery of the foundation pit and are abutted to the bottom of the chiseling area; the locking port beam is internally provided with a locking port beam steel bar, and the locking port beam steel bar is welded with the anchoring steel bar; the outer side part of the locking port beam expands outwards towards the interior of the foundation pit to form an outer protruding part positioned at the outer side of the chiseled-out area; the exposed section has a free face facing the chiseled area; a retaining wall is arranged in the chiseling area and is abutted against the free surface of the exposed section of the cast-in-place pile; the retaining wall is internally provided with retaining wall steel bars, the lower ends of the retaining wall steel bars are arranged in the locking port beams, the upper ends of the retaining wall steel bars extend upwards, and the anchoring steel bars extend into the retaining wall; the foundation pit is internally provided with a basement, and the outer wall of the basement is abutted against the locking port beam from bottom to top and is connected with the outer protruding part of the locking port beam in an anchoring manner;

an outer wall reinforcing steel bar is arranged in the outer wall of the basement, and extends out of the top of the outer wall of the basement; the outer wall reinforcing steel bars are bent upwards from the bottom of the fore shaft beam, encircle the periphery of the fore shaft beam and are bound and anchored with the fore shaft beam;

the basement comprises a lower structure positioned below the fore shaft beam and an upper structure positioned at the top of the lower structure; the outer periphery of the lower structure forms the outer wall, and the outer wall deviates from the outer periphery of the upper structure and is arranged towards the fore shaft beam; a space is arranged between the fore shaft beam and the periphery of the upper structure; a filling body is embedded in the space, a spacing steel bar is arranged in the filling body, the lower part of the spacing steel bar is welded with the outer wall steel bar, the upper part of the spacing steel bar is bent downwards from the top of the fore shaft beam, surrounds the periphery of the fore shaft beam and is bound and anchored with the fore shaft beam;

the outer wall steel bars are enclosed and encircle the periphery of the locking port beam; the direction of the bending surrounding locking beams of the spacing steel bars and the outer wall steel bars is opposite;

the retaining wall reinforcing steel bar is provided with a plurality of inserting blocks, the inner ends of the inserting blocks are arranged in the retaining wall, the outer ends of the inserting blocks extend out of the retaining wall to form embedded sections, and the embedded sections are embedded into the side walls of the foundation pit;

the inner end part of the embedded section is provided with a positioning groove, connecting steel bars are wound among the plurality of inserting blocks, the connecting steel bars are embedded into the positioning groove of the embedded section, and a net-shaped structure is formed among the plurality of inserting blocks by the connecting steel bars; the connecting steel bars are attached between the free surface of the exposed section and the outer side surface of the retaining wall;

the embedded section is provided with an upper end face which is arranged upwards and a lower end face which is arranged downwards, the upper end face of the embedded section is arranged downwards in an inclined manner along the extending direction towards the side wall of the foundation pit, and the lower end face of the embedded section is arranged downwards in an inclined manner;

the upper end face of embedding section is provided with the back and draws thorn, the lower extreme of back draws thorn is connected the up end of embedding section, the upper end of back draws thorn deviates from the lateral wall slope extension of foundation ditch, just have the back and draw the interval between the upper end of back drawing thorn and the up end of embedding section.

2. The pile top structure with foundation pit support and basement anti-floating as claimed in claim 1, wherein the angle of downward inclination of the lower end surface of the embedded section is smaller than the angle of downward inclination of the upper end surface of the embedded section.

3. The pile top structure with foundation pit support and basement anti-floating functions as claimed in claim 1, wherein water stop piles are arranged between the filling piles, and the side parts of the water stop piles are connected with the side parts of the adjacent filling piles in an inlaid mode.