CN114622568A - Construction method of pile top structure with foundation pit supporting and retaining functions and basement anti-floating function - Google Patents
Construction method of pile top structure with foundation pit supporting and retaining functions and basement anti-floating function Download PDFInfo
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- CN114622568A CN114622568A CN202210055079.2A CN202210055079A CN114622568A CN 114622568 A CN114622568 A CN 114622568A CN 202210055079 A CN202210055079 A CN 202210055079A CN 114622568 A CN114622568 A CN 114622568A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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Abstract
The invention relates to the technical field of pile top structure construction, and discloses a construction method of a pile top structure with a foundation pit support and a basement anti-floating function, which comprises the following construction steps: 1) constructing a cast-in-place pile; 2) forming a chiseling area on the inner side part of the exposed section of the cast-in-place pile; 3) inserting the horizontal planting bars, wherein the horizontal planting bars penetrate through the chiseling area; 4) binding a fore shaft beam reinforcing steel bar and a supporting beam reinforcing steel bar, welding the fore shaft beam reinforcing steel bar with the anchoring reinforcing steel bar in the chiseled-out area, and welding the end part of the supporting beam reinforcing steel bar with the horizontal embedded reinforcing steel bar to form a fore shaft beam and a top supporting beam; 5) the retaining wall is abutted against the free face of the exposed section of the cast-in-place pile; 6) downward excavation of a foundation pit, and construction of a lower-layer supporting beam; 7) constructing a basement at the bottom of the foundation pit upwards, and abutting an outer wall of the basement against the fore shaft beam from bottom to top; utilize retaining wall to prop up the retaining soil body temporarily, guarantee that the foundation ditch can not landslide, when the basement receives groundwater buoyancy to float, the anti safety of floating of basement has been guaranteed to the fore shaft roof beam.
Description
Technical Field
The invention relates to the technical field of pile top structure construction, in particular to a construction method of a pile top structure with a foundation pit supporting and blocking function and basement anti-floating function.
Background
Generally, in a common foundation pit project, in order to save manufacturing cost, a support pile and an inner support are arranged for supporting after a proper slope is placed on the upper portion of a foundation pit, however, in the foundation pit project adjacent to a building, because a slope placing space is not provided, and meanwhile, in order to protect the building, the deformation of the building such as settlement and inclination caused by excavation of the foundation pit is avoided, a pile top is usually arranged on the ground, so that the construction has the defect that because the pile top is positioned on the ground and a slope placing section is not provided, the length of the support pile above the pit bottom of the foundation pit is increased, and because the length of the support pile is longer, more layers of inner supports are often required to be arranged, and the safety of the foundation pit and the pit top building can be ensured. The pile top is arranged on the ground, on one hand, the construction cost is increased due to the arrangement of more inner supports, and on the other hand, the construction period is finally increased due to the fact that the inner supports are installed in a layering mode in the layered excavation of the foundation pit.
People sometimes reduce one or more layers of inner supports in order to reduce construction cost and accelerate construction period, but the position of a locking beam at the top of the support pile needs to be lowered. Therefore, one-layer inner support or multiple-layer inner support is reduced, but the bottom of the locking notch beam needs to be excavated during the construction of the locking notch beam and the inner support of the pile top, so that the earth side slope on the upper part of the locking notch beam of the pile top is in a non-support state. The non-support exposed state can be finished after the construction of the fore shaft beam and the reinforced concrete retaining wall on the upper part of the fore shaft beam is finished and medium coarse sand is backfilled behind the wall after the maintenance of the retaining wall meets the age requirement. Therefore, the side slope above the pile top is always in a non-support state from the beginning of excavation of the pile top to the construction of the locking beam, maintenance of the locking beam, construction of the retaining wall of the pile top, maintenance of the retaining wall, backfill of the retaining wall after construction and the like, and landslide and collapse are easy to occur, so that the pit top building is deformed.
In order to ensure the stability of a foundation pit above a pile top during backfilling from the excavation of the foundation pit to a pile top wall, the conventional method is to adopt a mode of driving and establishing a temporary support of a steel sheet pile and construct the foundation pit according to the following procedures:
1) firstly, constructing a support pile and a water stop pile on the ground, wherein the pile top is positioned at a certain depth below the ground, a part of hollow piles are reserved at the upper part, and coarse sand in the part of the hollow piles is backfilled after the construction is finished;
2) inserting and driving a row of steel sheet piles to be close to the support piles outside the support piles for temporary support;
3) then, downward excavation is started, the pile head is excavated, floating slurry is chiseled to the bottom of the fore shaft beam, the anchoring reinforcing steel bars are exposed, and then the fore shaft beam and the first inner supporting beam are constructed;
4) constructing a reinforced concrete retaining wall on the upper part of the fore shaft, removing the temporary steel sheet pile after the wall is maintained to reach the designed strength, and backfilling coarse sand in the hole left by the removed steel sheet pile;
5) and excavating in layers and constructing the supporting beam to the bottom of the pit.
Although the problem of temporary support of foundation pit above pile top has been solved to a certain extent to the technology among the prior art, nevertheless owing to need insert and beat the steel sheet pile, and the later stage still needs pull out the steel sheet pile, the hole that leaves the soil body after pulling out the steel sheet pile adopts well coarse sand backfill simultaneously, therefore the construction is troublesome, construction period is longer, and adopt well coarse sand backfill, can not guarantee to backfill closely knit, lead to the foundation pit top lateral wall soil body still loose, long-term foundation pit consolidation settlement effect leads to the soil body to warp very easily and then causes the pit top building to subside or warp.
Disclosure of Invention
The invention aims to provide a construction method of a pile top structure with a foundation pit support and a basement anti-floating function, and aims to solve the problems that in the prior art, the pile top structure is troublesome to construct, long in construction period and unstable.
The invention discloses a construction method of a pile top structure with a foundation pit support and a basement anti-floating function, which comprises the following construction steps:
1) constructing a plurality of filling piles arranged around the periphery of the foundation pit at intervals on the ground around the periphery of the foundation pit adjacent to the building, wherein the top of each filling pile is positioned on the ground;
2) excavating a foundation pit downwards from the ground until the position of a fore shaft beam to be constructed, wherein the cast-in-place pile is provided with an exposed section in the excavation process, chiseling concrete of the exposed section of the cast-in-place pile, which faces the inner side part of the foundation pit, to form a chiseled area, and anchoring steel bars in the cast-in-place pile are exposed in the chiseled area;
3) adjusting the anchoring steel bars in the chiseled-off area to be vertical, horizontally drilling holes in the exposed section of the cast-in-place pile to form a horizontal hole, inserting horizontal embedded bars into the horizontal drilled holes, and enabling the horizontal embedded bars to penetrate through the chiseled-off area and extend into the foundation pit;
4) binding a fore shaft beam reinforcing steel bar, welding the fore shaft beam reinforcing steel bar with an anchoring reinforcing steel bar in a chiseled-off area, arranging the fore shaft beam reinforcing steel bar along the periphery of the foundation pit, and abutting against the bottom of the chiseled-off area; binding supporting beam reinforcing steel bars, wherein the supporting beam reinforcing steel bars span the foundation pit, and the end parts of the supporting beam reinforcing steel bars are welded with the horizontal embedded steel bars; pouring concrete on the outside formworks of the fore shaft beam reinforcing steel bars and the supporting beam reinforcing steel bars to form a fore shaft beam and a top supporting beam, wherein the outer side part of the fore shaft beam is expanded towards the inside of the foundation pit to form an outer protruding part positioned on the outer side of the chiseled area;
5) the exposed section of the cast-in-place pile is provided with a blank facing surface facing the chiseled area; binding retaining wall reinforcing steel bars which are vertically arranged in the chiseling area, wherein the lower ends of the retaining wall reinforcing steel bars are arranged in the fore shaft beam, the upper ends of the retaining wall reinforcing steel bars extend upwards, a formwork is cast outside the retaining wall reinforcing steel bars to form a retaining wall, the retaining wall abuts against the free face of the exposed section of the cast-in-place pile, and the anchoring reinforcing steel bars extend into the retaining wall;
6) downwards excavating a foundation pit, and constructing a lower layer support beam until the lower layer support beam is excavated to the bottom of the foundation pit;
7) and constructing a basement upwards at the bottom of the foundation pit, sequentially cutting off a lower-layer supporting beam and a top supporting beam, wherein the outer wall of the basement is abutted against the fore shaft beam from bottom to top and is connected with the outward protruding part of the fore shaft beam in an anchoring manner.
Furthermore, outer wall reinforcing steel bars are arranged in the outer wall of the basement and extend out of the top of the outer wall of the basement; and in the construction step 7), the outer wall steel bars are bent upwards and extend from the bottom of the fore shaft beam, surround the periphery of the fore shaft beam and are bound and anchored with the fore shaft beam.
Further, the outer wall steel bars are closely surrounded on the periphery of the fore shaft beam.
Further, the basement includes a substructure below the fore shaft and a superstructure on top of the substructure; the outer periphery of the substructure forms the outer wall, the outer wall being offset from the outer periphery of the superstructure and disposed toward the fore-aft beam; a space is provided between the fore shaft beam and the periphery of the superstructure; in the construction step 7), spacing steel bars are bound in the spacing, the lower parts of the spacing steel bars are welded with the outer wall steel bars, and the upper parts of the spacing steel bars are bent downwards from the top of the fore shaft beam, extend around the periphery of the fore shaft beam and are bound and anchored with the fore shaft beam; and pouring concrete in the interval to form a filling body embedded in the interval.
Furthermore, a plurality of inserting blocks are arranged on the retaining wall reinforcing steel bars, the inner ends of the inserting blocks are arranged inside the retaining wall, the outer ends of the inserting blocks extend out of the retaining wall to form embedding sections, and the embedding sections are embedded into the side wall of the foundation pit.
Further, the embedding section has an upper end face arranged upward and a lower end face arranged downward, the upper end face of the embedding section is arranged obliquely downward in the extending direction toward the side wall of the foundation pit, and the lower end face of the embedding section is arranged obliquely downward.
Further, the angle at which the lower end surface of the embedded section is inclined downward is smaller than the angle at which the upper end surface of the embedded section is inclined downward.
Further, the inner end part of the embedding section is provided with a positioning groove, in the construction step 5), a connecting steel bar is wound among the plurality of inserting blocks, the connecting steel bar is embedded in the positioning groove of the embedding section, and the connecting steel bar forms a net structure among the plurality of inserting blocks; after the retaining wall is poured, the connecting reinforcing steel bars are attached between the free face of the exposed section and the outer side face of the retaining wall.
Furthermore, the up end of embedding section is provided with the back-pull thorn, the lower extreme of back-pull thorn is connected the up end of embedding section, the upper end of back-pull thorn deviates from the lateral wall slope extension of foundation ditch, just the back-pull interval has between the upper end of back-pull thorn and the up end of embedding section.
Further, in the construction step 1), constructing a plurality of water stopping piles arranged at intervals around the periphery of the foundation pit on the ground adjacent to the building, wherein the top of the filling pile is positioned on the ground; the side part of the water stop pile and the side part of the adjacent cast-in-place pile are connected into a whole in an embedded mode.
Compared with the prior art, the construction method of the pile top structure with the foundation pit retaining and the basement anti-floating functions, provided by the invention, is characterized in that a retaining wall temporary retaining soil body is formed by utilizing a chiseled area chiseled by the cast-in-place pile, so that the foundation pit is prevented from landslide and collapse, meanwhile, anchoring reinforcing steel bars in the chiseled area extend into the retaining wall, the retaining wall is abutted against the blank surface of the cast-in-place pile, and the retaining wall and the cast-in-place pile form a stable retaining structure; when the ascending basement of successive layer, cut off top supporting beam and lower floor's supporting beam, remain the fore shaft roof beam, the fore shaft roof beam is connected with the outer wall anchor of basement, receives groundwater buoyancy when floating when the basement, and the fore shaft roof beam gives the great counter-force of basement outer wall, has guaranteed the anti safety of floating of basement.
Drawings
FIG. 1 is a schematic flow chart of a construction method of a pile top structure with a foundation pit retaining structure and a basement anti-floating function, provided by the invention;
FIG. 2 is a sectional view of a cast-in-place pile constructed around a foundation pit according to the present invention;
fig. 3 is a sectional view of a cut-away section formed in an exposed section of a cast-in-place pile according to the present invention;
FIG. 4 is a schematic cross-sectional view of the present invention providing a locking collar beam, a top support beam and a retaining wall;
FIG. 5 is a sectional view of the present invention for excavating a foundation pit and constructing a basement;
FIG. 6 is a schematic cross-sectional view of the cast-in-place pile, retaining wall, fore shaft and top support beam connection provided by the present invention;
fig. 7 is a schematic view of the rebar connections between the exposed section of the cast-in-place pile, the retaining wall, the fore-shaft beams, and the top support beams provided by the present invention;
FIG. 8 is a schematic view of the present invention providing a connection of a catcher beam to an exterior wall of a basement;
FIG. 9 is a schematic front view of the wrapping of the reinforcing bars of the exterior wall with the fore shaft provided by the present invention;
FIG. 10 is a schematic front view of the present invention providing spacer bars wrapped around the fore shaft;
fig. 11 is a schematic front view of an insert block according to the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-11, preferred embodiments of the present invention are shown.
The construction method of the pile top structure with the foundation pit retaining and the basement anti-floating function comprises the following construction steps:
1) constructing a plurality of filling piles 100 which are arranged at intervals around the periphery of a foundation pit on the ground at the periphery of the foundation pit adjacent to a building, wherein the tops of the filling piles 100 are positioned on the ground;
drilling holes by a drilling machine to form cast-in-place pile holes, installing a reinforcement cage, pouring concrete to the designed pile top position, and then continuously excavating after the maintenance of the cast-in-place pile 100 reaches the designed strength;
2) excavating a foundation pit from the ground downwards until the position of a fore shaft beam 200 to be constructed, wherein in the excavation process, the cast-in-place pile 100 is provided with an exposed section 101, namely, in the process of excavating the foundation pit, the top part of the cast-in-place pile 100 is exposed along with the excavation of a soil body to form the exposed section 101;
chiseling concrete of an exposed section 101 of a cast-in-place pile 100 towards the inner side of a foundation pit to form a chiseled area 102, wherein anchoring steel bars 103 inside the cast-in-place pile 100 are exposed in the chiseled area 102; the portion of the exposed section 101 of the cast-in-place pile 100 is cut out of concrete, but the anchoring bars 103 in the cut-out portion remain;
3) adjusting the anchoring steel bars 103 of the chiseled area 102 to be vertical, horizontally drilling holes in the exposed section 101 of the cast-in-place pile 100 to form horizontal holes, inserting horizontal embedded bars 104 into the horizontal holes, and enabling the horizontal embedded bars 104 to penetrate through the chiseled area 102 and extend into the foundation pit;
4) binding a fore shaft beam reinforcing steel bar, welding the fore shaft beam reinforcing steel bar with the anchoring reinforcing steel bar 103 in the chiseled-out area 102, and connecting the fore shaft beam reinforcing steel bar and the anchoring reinforcing steel bar 103 into a whole; the fore shaft beam reinforcing steel bars are arranged along the periphery of the foundation pit and abut against the bottom of the chiseling-out area 102; binding supporting beam reinforcing steel bars, wherein the supporting beam reinforcing steel bars cross the foundation pit, and the end parts of the supporting beam reinforcing steel bars are welded with the horizontal embedded steel bars 104; pouring concrete on the outside formwork of the fore shaft beam reinforcing steel bars and the supporting beam reinforcing steel bars to form a fore shaft beam 200 and a top supporting beam 201, wherein the outer side part of the fore shaft beam 200 is expanded towards the inside of the foundation pit to form an outer protrusion part positioned outside the chiseled area 102;
5) the exposed section 101 of the cast-in-place pile 100 has a free face facing towards the chiseled area 102; the vertical retaining wall reinforcing bars of arranging are ligatured in chiseling out regional 102, and inside the fore shaft 200 was arranged in to the lower extreme of retaining wall reinforcing bars, the upper end of retaining wall reinforcing bars extended up, at the outside formwork concreting of retaining wall reinforcing bars, formed retaining wall 300, retaining wall 300 butt is at the face free face of the section 101 that shows of bored concrete pile 100, and anchor reinforcing bars 103 extends to inside the retaining wall 300.
6) Downwards excavating a foundation pit, and constructing a lower layer support beam until the lower layer support beam is excavated to the bottom of the foundation pit;
7) and constructing the basement 500 at the bottom of the foundation pit upwards, sequentially cutting off the lower-layer supporting beam and the top supporting beam 201, abutting the fore shaft beam 200 on the outer wall of the basement 500 from bottom to top, and anchoring and connecting the outer protruding part of the fore shaft beam 200.
According to the construction method of the pile top structure with the foundation pit retaining and the basement anti-floating functions, the chiseled area 102 chiseled by the cast-in-place pile 100 is used for construction to form a retaining wall 300 for temporarily retaining soil, so that the foundation pit is prevented from landslide and collapse, meanwhile, the anchoring steel bars 103 of the chiseled area 102 extend into the retaining wall 300, the retaining wall 300 abuts against the blank surface of the cast-in-place pile 100, and the retaining wall 300 and the cast-in-place pile 100 form a stable retaining structure; when the basement 500 is upwards constructed layer by layer, the top supporting beam 201 and the lower supporting beam are cut off, the fore shaft beam 200 is reserved, the fore shaft beam 200 is connected with the outer wall anchoring of the basement 500, when the basement 500 floats upwards under the buoyancy of underground water, the fore shaft beam 200 gives the basement 500 the larger counter force to the outer wall, and the anti-floating safety of the basement 500 is guaranteed.
The construction method of the pile top structure with the foundation pit retaining and the basement anti-floating functions integrates the foundation pit supporting structure of the part above the cast-in-place pile 100 and the basement 500 anti-floating function in the later period, and has the foundation pit supporting function of the part above the cast-in-place pile 100 and the basement 500 anti-floating function.
An outer wall steel bar 503 is arranged in the outer wall of the basement 500, and the outer wall steel bar 503 extends out of the top of the outer wall of the basement 500; in the construction step 7), the exterior wall reinforcing steel bars 503 are bent upwards from the bottom of the fore shaft beam 200, surround the periphery of the fore shaft beam 200, and are bound and anchored with the fore shaft beam 200.
Thus, the structure between the outer wall of the basement 500 and the fore shaft beam 200 is more stable and integrated, and the anti-floating safety of the basement 500 is further ensured.
The exterior wall rebar 503 is closed around the perimeter of the strike beam 200.
The basement 500 includes a substructure 502 located below the shackle beam 200 and a superstructure 501 located on top of the substructure 502; the periphery of the substructure 502 forms an outer wall that is offset from the periphery of the superstructure 501, disposed towards the shackle beam 200, with a space 203 between the shackle beam 200 and the periphery of said superstructure 501.
In the construction step 7), spacing steel bars 204 are bound in the spacing 203, the lower parts of the spacing steel bars 204 are welded with the outer wall steel bars 503, and the upper parts of the spacing steel bars 204 are bent downwards from the top of the fore shaft beam 200, are wound around the periphery of the fore shaft beam 200, and are bound and anchored with the fore shaft beam 200; concrete is poured into the space 203 to form a filler body embedded in the space 203.
In this way, by binding the spacer bars 204 in the space 203, the filler embedded in the space 203 is constructed and molded, and the spacer bars 204 are welded integrally with the outer wall bars 503, and at the same time, the spacer bars 204 are bent downward to surround the outer circumference of the fore shaft 200, so that the filler is formed integrally with the fore shaft 200.
In addition, the directions of the bending of the spacer bars 204 and the bending of the outer wall bars 503 around the fore shaft 200 are opposite, and the bending can be applied to the abutment force of the fore shaft 200 from top to bottom, so that the outer wall and the filler of the basement 500 are integrated with the fore shaft 200 from top to bottom, and the three are stably connected with each other in a transition manner by using the fore shaft 200 as the middle.
The retaining wall reinforcing steel bars are provided with a plurality of inserting blocks 700, the inner ends of the inserting blocks 700 are arranged in the retaining wall 300, the outer ends of the inserting blocks 700 extend out of the retaining wall 300 to form embedded sections 706, and the embedded sections 706 are embedded in the side wall of the foundation pit. Like this, retaining wall 300 not only forms as an organic whole with bored concrete pile 100, and during the inserted block 700 embedding of retaining wall reinforcing bar was in the soil body of foundation ditch, can form retaining wall 300 and the soil body of foundation ditch integratively, and applyed outward pressure for the soil body of foundation ditch, better avoids the foundation ditch problem that landslide or collapse appear.
The insertion section 706 has an upwardly directed upper end face 704 and a downwardly directed lower end face 705, the upper end face 704 of the insertion section 706 being arranged obliquely downwards in the direction of extension towards the side wall of the foundation pit, and the lower end face 705 of the insertion section 706 being arranged obliquely downwards. Like this, whole embedding section 706 is the crooked arrangement of slope down, and when embedding section 706 inserts back in the soil body of foundation ditch, can top-down anchor the soil body, avoids the foundation ditch soil body to give retaining wall 300 extra impact force, better support foundation ditch.
The angle at which the lower end surface 705 of the embedment section 706 is inclined downwardly is less than the angle at which the upper end surface 704 of the embedment section 706 is inclined downwardly so that the lower portion of the embedment section 706 is more curved, thereby allowing the embedment section 706 to better anchor the soil.
The inner end of the embedding section 706 is provided with a positioning groove 703, in the construction step 5), connecting steel bars are wound among the plurality of inserting blocks 700, the connecting steel bars are embedded in the positioning groove 703 of the embedding section 706, and the connecting steel bars form a net structure among the plurality of inserting blocks 700; after the retaining wall 300 is poured, the connecting steel bars are attached between the free surface of the exposed section 101 and the outer side surface of the retaining wall 300.
Through the winding connection of connecting reinforcement and the constant head tank 703 of a plurality of embedding sections 706, connecting reinforcement forms network structure, thus, a plurality of embedding sections 706 then form overall structure through connecting reinforcement, and network structure's connecting reinforcement is supported and is being exposed the face empty face of section 101, strengthen a plurality of embedding sections 706 and form the whole anchor steadiness with the soil body, when local impact appears in the soil body that retaining wall 300 strutted, because a plurality of embedding sections 706 pass through connecting reinforcement and form overall structure, thereby the phenomenon that local break away from the soil body can not appear in a plurality of embedding sections 706.
The upper end face 704 of the embedding section 706 is provided with a reverse-pulling spine 701, the lower end of the reverse-pulling spine 701 is connected to the upper end face 704 of the embedding section 706, the upper end of the reverse-pulling spine 701 extends obliquely away from the side wall of the foundation pit, and a reverse-pulling interval 702 is formed between the upper end of the reverse-pulling spine 701 and the upper end face of the embedding section 706.
Thus, the embedding section 706 can be anchored more stably with the soil body by forming the reverse-pull thorn 701, the reverse-pull interval 702 is formed between the reverse-pull thorn 701 and the upper end face 704 of the embedding section 706, the soil body can be embedded into the reverse-pull interval 702, and therefore multiple embedding anchors are formed between the embedding section 706 and the soil body, and connection between the embedding section 706 and the soil body is more stable.
In the construction step 1), constructing a plurality of water stop piles 400 arranged around the periphery of a foundation pit at intervals on the ground adjacent to the building, wherein the top of the cast-in-place pile 100 is positioned on the ground; the side of the water stop pile 400 is connected with the side of the adjacent cast-in-place pile 100 in an embedded manner.
When need excavate near neighbouring building, before the excavation at first construct bored concrete pile 100 and the stagnant water stake 400 between bored concrete pile 100, bored concrete pile 100 generally is reinforced concrete drilling bored concrete pile 100, stagnant water stake 400 generally is the rotatory slip casting stake of spraying of high pressure, bored concrete pile 100 and stagnant water stake 400 interlock each other and make up for having concurrently and strut and stagnant water dual function's a fender pile structure, simultaneously, later stage basement 500 and fore shaft 200 anchor are in the same place, when basement 500 receives the buoyancy of groundwater and floats, the uplift force of bored concrete pile 100 itself can guarantee that basement 500 structure can not come up the deformation or destroy.
In this embodiment, in the construction step 1), after the cast-in-place piles 100 are maintained to meet the design strength requirement, the high-pressure jet grouting water-stopping piles 400 are drilled and constructed between the adjacent cast-in-place piles 100, and then excavation can be continued after the water-stopping piles 400 are maintained to reach the design strength.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The construction method of the pile top structure with the foundation pit retaining and the basement anti-floating function is characterized by comprising the following construction steps:
1) constructing a plurality of filling piles which are arranged at intervals around the periphery of a foundation pit on the ground adjacent to the periphery of the foundation pit of the building, wherein the tops of the filling piles are positioned on the ground;
2) excavating a foundation pit downwards from the ground until the position of a fore shaft beam to be constructed, wherein the cast-in-place pile is provided with an exposed section in the excavation process, chiseling concrete of the exposed section of the cast-in-place pile, which faces the inner side part of the foundation pit, to form a chiseled area, and anchoring steel bars in the cast-in-place pile are exposed in the chiseled area;
3) adjusting the anchoring steel bars in the chiseled-off area to be vertical, horizontally drilling holes in the exposed section of the cast-in-place pile to form a horizontal hole, inserting horizontal planting bars into the horizontal drilling holes, and enabling the horizontal planting bars to penetrate through the chiseled-off area and extend into the foundation pit;
4) binding a locking beam reinforcing steel bar, welding the locking beam reinforcing steel bar with an anchoring reinforcing steel bar in a chiseling-off region, arranging the locking beam reinforcing steel bar along the periphery of the foundation pit, and abutting against the bottom of the chiseling-off region; binding supporting beam reinforcing steel bars, wherein the supporting beam reinforcing steel bars span the foundation pit, and the end parts of the supporting beam reinforcing steel bars are welded with the horizontal embedded steel bars; pouring concrete on the outside formworks of the fore shaft beam reinforcing steel bars and the supporting beam reinforcing steel bars to form a fore shaft beam and a top supporting beam, wherein the outer side part of the fore shaft beam is expanded towards the inside of the foundation pit to form an outer protruding part positioned on the outer side of the chiseled area;
5) the exposed section of the cast-in-place pile is provided with a blank facing surface facing the chiseled area; binding retaining wall reinforcing steel bars which are vertically arranged in the chiseling area, wherein the lower ends of the retaining wall reinforcing steel bars are arranged in the fore shaft beam, the upper ends of the retaining wall reinforcing steel bars extend upwards, a formwork is cast outside the retaining wall reinforcing steel bars to form a retaining wall, the retaining wall abuts against the free face of the exposed section of the cast-in-place pile, and the anchoring reinforcing steel bars extend into the retaining wall;
6) downwards excavating a foundation pit, and constructing a lower layer support beam until the lower layer support beam is excavated to the bottom of the foundation pit;
7) and constructing a basement upwards at the bottom of the foundation pit, sequentially cutting off a lower-layer supporting beam and a top supporting beam, wherein the outer wall of the basement is abutted against the fore shaft beam from bottom to top and is connected with the outward protruding part of the fore shaft beam in an anchoring manner.
2. The method for constructing the pile top structure with the foundation pit retaining and the basement anti-floating functions as claimed in claim 1, wherein outer wall reinforcing steel bars are arranged in the outer wall of the basement, and the outer wall reinforcing steel bars extend out of the top of the outer wall of the basement; and in the construction step 7), the outer wall steel bars are bent upwards and extend from the bottom of the fore shaft beam, surround the periphery of the fore shaft beam and are bound and anchored with the fore shaft beam.
3. The method for constructing the pile top structure with the foundation pit retaining and the basement anti-floating functions as claimed in claim 2, wherein the outer wall steel bars are closely surrounded on the periphery of the fore shaft beam.
4. The method for constructing the pile-top structure with the foundation pit retaining and the basement anti-floating function according to claim 2, wherein the basement comprises a lower structure below the fore shaft and an upper structure on the top of the lower structure; the outer periphery of the substructure forms the outer wall, the outer wall being offset from the outer periphery of the superstructure and disposed toward the fore-aft beam; a space is provided between the fore shaft beam and the periphery of the superstructure; in the construction step 7), spacing steel bars are bound in the spacing, the lower parts of the spacing steel bars are welded with the outer wall steel bars, and the upper parts of the spacing steel bars are bent downwards from the top of the fore shaft beam, extend around the periphery of the fore shaft beam and are bound and anchored with the fore shaft beam; and pouring concrete in the interval to form a filling body embedded in the interval.
5. The method for constructing the pile top structure with the foundation pit retaining and the basement anti-floating functions as claimed in any one of claims 1 to 4, wherein a plurality of inserting blocks are arranged on the retaining wall reinforcing steel bars, the inner ends of the inserting blocks are arranged inside the retaining wall, the outer ends of the inserting blocks extend out of the retaining wall to form an embedding section, and the embedding section is embedded in the side wall of the foundation pit.
6. The method for constructing the pile top structure with the foundation pit retaining and the basement anti-floating functions as claimed in claim 5, wherein the embedded section has an upper end face arranged upward and a lower end face arranged downward, the upper end face of the embedded section is arranged obliquely downward in the extending direction of the side wall of the foundation pit, and the lower end face of the embedded section is arranged obliquely downward.
7. The method for constructing the pile top structure with the foundation pit retaining structure and the basement anti-floating function as claimed in claim 6, 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.
8. The method for constructing the pile top structure with the foundation pit support and the basement as claimed in claim 7, wherein the inner end of the embedding section is provided with a positioning groove, and in the construction step 5), a connecting steel bar is wound between the plurality of the insertion blocks, the connecting steel bar is embedded in the positioning groove of the embedding section, and the connecting steel bar forms a net structure between the plurality of insertion blocks; after the retaining wall is poured, the connecting reinforcing steel bars are attached between the free face of the exposed section and the outer side face of the retaining wall.
9. The method for constructing the pile top structure with the foundation pit retaining and the basement anti-floating functions as claimed in claim 7, wherein the upper end face of the embedded section is provided with an inverted pull thorn, the lower end of the inverted pull thorn is connected to the upper end face of the embedded section, the upper end of the inverted pull thorn extends obliquely away from the side wall of the foundation pit, and an inverted pull interval is formed between the upper end of the inverted pull thorn and the upper end face of the embedded section.
10. The method for constructing the pile-top structure with the foundation pit retaining and the basement anti-floating functions as claimed in any one of claims 1 to 4, wherein in the construction step 1), a plurality of water-stopping piles are constructed on the ground adjacent to the periphery of the foundation pit of the building at intervals around the periphery of the foundation pit, and the top of the cast-in-place pile is positioned on the ground; the side part of the water stop pile and the side part of the adjacent cast-in-place pile are connected into a whole in an embedded mode.
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