CN118087587A - Bearing platform prefabricated structure and construction method - Google Patents

Abstract

The invention discloses a bearing platform prefabrication structure and a construction method, wherein the bearing platform prefabrication structure comprises a plurality of independent bearing platform units, two adjacent bearing platform units can be fixedly connected, each bearing platform unit is a concrete precast square body with a through hole, and a bottom reinforcement cage, an outer arched reinforcement cage, an inner arched reinforcement cage and a middle reinforcement cage of each bearing platform unit are all buried in the bearing platform units through concrete pouring; each bearing platform unit is correspondingly nested with one foundation pile, and the vault of the foundation pile is poured and leveled by the concrete poured by the two inner arch reinforcement cages and the middle reinforcement cage, so that a through hole is formed between the upper surface poured by the middle reinforcement cage and the bottom surface poured by the outer arch reinforcement cage; and a through hole is formed between the bottom surface of the pouring of the inner arch reinforcement cage and the upper surface of the pouring of the bottom reinforcement cage. The bearing platform structure can greatly reduce the construction time through prefabrication production, and the spliced bearing platform has the advantages of strong overall compressive resistance, good stability and the like, and has popularization prospect and practical value.

Description

Bearing platform prefabricated structure and construction method

Technical Field

The invention relates to the technical field of bridge engineering. More particularly, the invention relates to a prefabricated structure of a bearing platform and a construction method.

Background

The bearing platform is a reinforced concrete platform which is arranged at the top of the pile foundation and is used for connecting the pile tops to form a pile foundation for supporting and distributing the load transmitted by the pier shaft, and several piles, even more than ten piles are connected together to provide supporting force for the superstructure.

Under the prefabrication and assembly trend of land bridges, the prior art discloses prefabrication bearing platforms and piers (bulletin No. CN 110230319A), which record that the bearing platforms are prefabricated into a plurality of independent bearing platform units, and the weight of each independent bearing platform unit in a blocking manner is reduced, so that the small hoisting equipment is convenient to hoist. However, each independent bearing platform in the blocking mode is required to have stronger strength, is formed by casting concrete, still has larger weight and still has larger difficulty in site construction and transportation.

Disclosure of Invention

The invention aims to provide a bearing platform prefabricated structure and a construction method, which are produced in a large scale and standardized way in a prefabrication factory through prefabricated bearing platform units, so that the site construction time is greatly reduced. And the design of the inner arch structure, the outer arch structure and the through holes inside the prefabricated bearing platform units is beneficial to reducing the overall temperature difference, promoting the rigidity of the structure, and the spliced bearing platform has the advantages of strong overall pressure resistance, good stability, high bearing capacity, light weight of the prefabricated bearing platform, convenience in site construction, transportation, material saving and the like, and has popularization prospect and practical value.

To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a table prefabricated structure comprising: the concrete precast concrete pile comprises a plurality of independent pile cap units, wherein two adjacent pile cap units can be fixedly connected, each pile cap unit is a concrete precast square body with a through hole, and each pile cap unit comprises:

A bottom reinforcement cage which is flatly embedded in the whole lower part of the bearing platform unit;

the outer arched reinforcement cage is of an arched reinforcement connection structure, spans over the bottom reinforcement cage, and two ends of the outer arched reinforcement cage are connected with the bottom reinforcement cage;

The two inner arch reinforcement cages are arc-shaped reinforcement connection structures, are arranged inside the outer arch reinforcement cage and are respectively positioned at the inner sides of two arch feet of the outer arch reinforcement cage, and arc surfaces inscribed in the inner arch reinforcement cage and the outer arch reinforcement cage are overlapped with and fixedly connected with the arc surfaces of the outer arch reinforcement cage; the two inner arch reinforcement cages respectively span over the two ends of the bottom reinforcement cage, and the two ends of the inner arch reinforcement cage are connected with the bottom reinforcement cage;

the middle reinforcement cage is fixedly arranged between the vaults of the two inner arch reinforcement cages;

The connecting groove is used for being connected with the foundation pile in a nested mode, is positioned in the central position of the lower portion of the bearing platform unit, is positioned between arch feet of the two inner arch reinforcement cages and below the middle reinforcement cage, the periphery of the bottom reinforcement cage and the periphery of the connecting groove are surrounded, grouting inlets and outlets communicated with the outside are arranged on the connecting groove, and the height of the connecting groove is 1/3-1/2 of that of the bearing platform unit;

The bottom reinforcement cage, the outer arched reinforcement cage, the inner arched reinforcement cage and the middle reinforcement cage are all buried in the bearing platform unit through concrete pouring; each bearing platform unit is correspondingly nested with one foundation pile, and the concrete poured by the two inner arch reinforcement cages and the middle reinforcement cage pours the vault of the foundation pile to be flush, so that a through hole is formed between the upper surface poured by the middle reinforcement cage and the bottom surface poured by the outer arch reinforcement cage; and a through hole is formed between the bottom surface of the pouring of the inner arch reinforcement cage and the upper surface of the pouring of the bottom reinforcement cage.

Preferably, the specific structure that two adjacent bearing platform units can be fixedly connected is: the connection surface of the bearing platform unit is provided with a groove with a notch larger than the bottom of the groove, and a duct is arranged from the upper surface of the bearing platform unit to the side wall of the groove, and can communicate the groove with the outside through the duct.

Preferably, the groove is in a quadrangular frustum pyramid shape, and the connecting surface of the bearing platform unit and the groove bottom of the groove are both provided with outwards extending reinforcing steel bars.

Preferably, the lower part of the non-connecting surface of the bearing platform unit is provided with a reserved ring, the reserved rings of the spliced bearing platform unit can be sequentially connected to the periphery to form an outer ring surrounding the whole bearing platform, the ring-shaped reinforcement cage is used for installing, the lower part of the spliced whole bearing platform is surrounded, and the ring-shaped reinforcement beam is formed by pouring.

The invention also provides a construction method of the bearing platform prefabricated structure, which adopts the bearing platform prefabricated structure and comprises the following steps:

1) Setting the extending height of foundation piles to be equal in height in an environment surrounded by the cofferdam and the back cover concrete layer, hoisting and lowering the bearing platform unit according to set dimensions by using hoisting equipment, sleeving connecting grooves of the bearing platform unit with corresponding foundation piles, enabling the extending height of the foundation piles to be 2-3cm smaller than the height of the connecting grooves, enabling the outer diameter of the foundation piles to be 3-4cm smaller than the inner diameter of the connecting grooves, sleeving the foundation piles by the bearing platform unit, and flatly propping against the back cover concrete layer; a 40-50cm wet joint is reserved between two adjacent bearing platform units, and the through holes of all bearing platform units spliced into the whole bearing platform are oriented in the same direction or parallel;

2) A wet joint vertical formwork between two adjacent bearing platform units is planted with steel bars in the pore canal, and meanwhile, an annular steel bar cage is installed on an outer ring surrounding the whole bearing platform, the lower part of the spliced whole bearing platform is surrounded, and the formwork is erected around the annular steel bar cage;

3) Through the grout access & exit on the spread groove, closely knit connection with pile foundation and spread groove grout, pour concrete to wet joint and annular steel reinforcement cage simultaneously, form and pour closely knit wet joint and reinforcement roof beam, maintenance is to stipulating intensity, then the form removal can.

Preferably, in step 2), further comprising: a plurality of telescopic cylinders are horizontally arranged on the inner side of the cofferdam so as to push the vertically arranged templates to horizontally move, thereby realizing the control of the distance between the templates and the bearing platform unit and the supporting function of the templates.

Preferably, when the two layers of bearing platforms with the bearing platform unit height need to be spliced, the method further comprises:

The method comprises the steps that the side wall reinforcement cages with the height 50cm lower than the height of the whole bearing platform are placed at arch feet on two sides of the whole bearing platform, the side wall reinforcement cages are fixedly connected with annular reinforcement cages of each layer, the height of a template installed on the side wall reinforcement cages is flush with the height of the whole bearing platform, the side wall reinforcement cages are located between the side wall of the whole bearing platform and the template, and then casting is carried out.

The invention at least comprises the following beneficial effects:

the bearing platform unit cast by the invention can be produced in a large scale and standardized way in a prefabrication factory, and can be quickly spliced and formed when being transported to a construction site, so that the efficiency is improved.

Secondly, the design of the inner arch structure, the outer arch structure and the through holes inside the prefabricated bearing platform unit is beneficial to reducing the overall temperature difference, promoting the rigidity of the structure, and the spliced bearing platform has the advantages of strong overall pressure resistance, good stability, high bearing capacity, light weight of the prefabricated bearing platform, convenience for site construction, transportation, material saving and the like, and has popularization prospect and practical value.

Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.

Drawings

FIG. 1 is a schematic structural view of an implementation form of a platform unit of the platform prefabricated structure of the present invention;

FIG. 2 is a schematic structural diagram of an implementation form of splicing two cap units of the cap prefabricated structure of the present invention;

FIG. 3 is a schematic structural diagram of another implementation form of splicing two platform units of the prefabricated structure of the platform according to the present invention;

FIG. 4 is a schematic structural diagram of an implementation form of the prefabricated construction of the bearing platform according to the present invention;

Fig. 5 is a schematic structural diagram of an implementation form of the prefabricated structure construction of the bearing platform.

Wherein, concrete 1; an outer arched reinforcement cage 2; an inner arch reinforcement cage 3; a connecting groove 4; a bearing platform unit 5; a foundation pile 6; a wet joint 7; a reserved loop 8; a back cover concrete layer 9; reinforcing the beam 10; a template 11; a telescopic cylinder 12; a cofferdam 13; a through hole 14; a middle reinforcement cage 15; a bottom reinforcement cage 16; a duct 17; a groove 18; a sidewall reinforcement cage 19.

Detailed Description

The present invention is described in further detail below with reference to the drawings and detailed description so as to enable those skilled in the art to practice the invention by referring to the description.

It will be understood that terms, such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or groups thereof.

The experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the structures and components are all commercially available unless otherwise specified; in the description of the present invention, it should be noted that, unless explicitly stated and limited otherwise, the terms "mounted," "connected," and "disposed" are to be construed broadly, and may be fixedly connected, disposed, or detachably connected, disposed, or integrally connected, disposed, for example. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art. The terms "transverse," "longitudinal," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used for convenience in describing and simplifying the description of the present invention based on the orientation or positional relationship shown in the drawings, and do not denote or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be construed as limiting the present invention.

As shown in fig. 1 to 5, the present invention provides a prefabricated structure of a bearing platform, which includes a plurality of independent bearing platform units, and two adjacent bearing platform units can be fixedly connected, the bearing platform units are square bodies with through holes 14 for precast concrete, and the bearing platform unit 5 includes:

A bottom reinforcement cage 16 which is flatly buried in the entire lower portion of the table unit;

the outer arched reinforcement cage 2 is an arched reinforcement connection structure, is buried in the bearing platform unit, spans over the bottom reinforcement cage 16, and two ends of the outer arched reinforcement cage 2 are connected with the bottom reinforcement cage 16;

The two inner arch reinforcement cages 3 are arc-shaped reinforcement connection structures, the two inner arch reinforcement cages 3 are arranged inside the outer arch reinforcement cage 2 and are respectively positioned at the inner sides of two arch feet of the outer arch reinforcement cage 2, and the arc surfaces of the inner arch reinforcement cage 3 and the outer arch reinforcement cage 2 are overlapped with the arc surfaces of the outer arch reinforcement cage 2 and are fixedly connected through reinforcement bars; the two inner arch reinforcement cages 3 are buried in the bearing platform unit and respectively span over the two ends of the bottom reinforcement cage 16, and the two ends of the inner arch reinforcement cages 3 are connected with the bottom reinforcement cage 16;

the middle reinforcement cage 15 is fixedly arranged between the vaults of the two inner arch reinforcement cages 3 and is buried in the bearing platform unit;

The connecting groove 4 is used for being connected with the foundation pile 6 in a nested manner, the connecting groove 4 is positioned at the central position of the lower part of the bearing platform unit and positioned between the arch feet of the two inner arch reinforcement cages 3 and below the middle reinforcement cage 15, the bottom reinforcement cage 16 surrounds the periphery of the connecting groove 4, the connecting groove 4 is provided with a grouting inlet and outlet communicated with the outside, and the height of the connecting groove 4 is 1/3-1/2 of the height of the bearing platform unit;

The bottom reinforcement cage 16, the outer arched reinforcement cage 2, the inner arched reinforcement cage 3 and the middle reinforcement cage 15 are all embedded in the bearing platform unit through concrete 1 pouring; each bearing platform unit is correspondingly nested with one foundation pile 6, and the concrete poured by the two inner arch reinforcement cages 3 and the middle reinforcement cage 15 pours the vaults of the foundation piles to be flush, so that a through hole 14 is formed between the upper surface poured by the middle reinforcement cage 15 and the bottom surface poured by the outer arch reinforcement cage 2; a through hole 14 is formed between the bottom surface of the inner arch reinforcement cage 3 and the upper surface of the bottom reinforcement cage 16.

The bearing platform prefabricated structure is composed of a plurality of bearing platform units, the bearing platform units are internally tangent and fixed on the inner sides of the outer arched reinforcement cages 2 through the two inner arched reinforcement cages 3, a middle reinforcement cage 15 is fixedly arranged between the vaults of the two inner arched reinforcement cages 3, the connecting groove 4 is arranged between the inner arched reinforcement cages 3 and below the middle reinforcement cage 15, and is surrounded by the bottom reinforcement cage 16, and the structure rigidity is integrally cast. Under the load effect, the bearing platform transmits the external force born by the bearing platform to the bottom and the middle parts of the foundation pile and the bearing platform unit through the axial force of the inner arch structure and the outer arch structure, and the bottom and the middle parts of the bearing platform unit are correspondingly transmitted to the foundation pile and the bottom sealing concrete layer, so that the axial force, the shearing force and the bending moment of the pile top are uniformly distributed, and the bearing capacity and the stability of the structure are improved. The through holes 14 formed by the prefabricated structure can reduce the weight of the prefabricated bearing platform, facilitate site construction, transportation and save materials, and have higher popularization prospect and practical value.

On the basis of the implementation form, the specific structure capable of being fixedly connected between two adjacent bearing platform units is as follows: the connection face of cushion cap unit is provided with the recess 18 that the notch is greater than the tank bottom, is provided with duct 17 from cushion cap unit upper surface to recess 18 lateral wall, can be with recess 18 and outside intercommunication through duct 17, is favorable to pouring concrete between the cushion cap unit like this and connects, is favorable to the concrete to fill up recess 18, makes the concatenation inseparable firm, can also implant the reinforcing bar that the diameter is more than five times less than duct 17 internal diameter in duct 17 and lets in recess 18, pours into the wet joint 7 of formation an organic whole and further improves the connection effect.

On the basis of the realization form, the groove 18 is in a quadrangular frustum shape, and the connecting surface of the bearing platform unit and the bottom of the groove 18 are both provided with outwardly extending reinforcing steel bars, so that pouring and connection stability are facilitated, and the diameter of the reinforcing steel bars can be 8mm.

On the basis of the realization mode, the reserved ring channels 8 are arranged at the lower parts of the non-connecting surfaces of the bearing platform units, the reserved ring channels 8 of the spliced bearing platform units can be sequentially connected to the periphery to form an outer ring surrounding the whole bearing platform, the annular reinforcement cage is used for installing, the lower parts of the spliced whole bearing platform are surrounded, the annular reinforcement beam 10 is formed by pouring, the overall stability is improved, and the arched bending moment load advantage is exerted.

The reserved loop 8 of the bearing platform unit can be set to be 10cm in depth and 10cm in width, so that the annular reinforcement cage is embedded and integrally cast and formed, and the strength is improved. The bearing platform unit can be arranged to be 1m or 2m in height, 2m or 4m in length and 2m or 4m in width or prefabricated according to special construction requirements.

Test one

According to the structure of the bearing platform unit, shown in fig. 3, taking the height of the bearing platform unit of 2m, the length of 4m and the width of 4m as examples, the outer arched reinforcement cage 2 and the inner arched reinforcement cage are double layers, the height between the two layers is 100mm, the grid size is 200mm multiplied by 200mm, the interval between the two layers is 200mm, the reinforcement diameter is 8mm, the net span of the through hole 14 formed by the inner arched reinforcement cage 3 is 0.8m, the net sagittal height is 0.08m, the net span of the through hole 14 formed by the outer arched reinforcement cage 2 is 2.5m, and the net sagittal height is 0.25m; the bottom reinforcement cage 16 and the middle reinforcement cage 15 are double-layered, the height between the two layers is 400mm, the grid size is 200mm multiplied by 200mm, and the diameter of the reinforcement is 8mm; the thickness of the bottom of the bearing platform unit is 0.8m; the notch size of the quadrangular frustum pyramid-shaped groove 18 is 150mm multiplied by 150mm, the groove bottom is 100mm multiplied by 100mm, 150mm is arranged between the notch and the groove bottom, and the inner diameter of the pore canal 17 is 80mm; the height of the connecting groove 4 is 0.8m, and the inner diameter is 1.5m; the depth of the reserved ring path 8 is 10cm, and the width is 10cm; pouring and conventional curing are carried out according to the concrete mixing ratio of the table 1, the obtained product is sampled, 16 areas on the surface of the bearing platform are evenly obtained by a rebound method under the 28-day age, and the estimated value of the compressive strength of the concrete is more than 40 megapascals (MPa), so that the requirement of the C40 strength grade is met. The obtained product samples are used for calculating the maximum temperature difference and the maximum temperature stress of the bearing platform unit according to the mass concrete construction standard GB 50496-2018, and the maximum temperature difference and the maximum temperature stress are shown in Table 2.

Test II

Taking the height of a bearing platform unit as 2m, the length of the bearing platform unit as 4m and the width of the bearing platform unit as an example, the steel reinforcement cage is a square steel reinforcement cage buried in the bearing platform unit, the grid size is 200mm multiplied by 200mm, the diameter of the steel reinforcement is 8mm, the height of the steel reinforcement cage is 1.5m, the length of the steel reinforcement cage is 3.5m, the width of the steel reinforcement cage is 3.5m, the size of a notch of the rectangular frustum-shaped groove 18 is 150mm multiplied by 150mm, the bottom of the groove is 100mm multiplied by 100mm, 150mm is arranged between the notch and the bottom of the groove, and the inner diameter of a pore canal 17 is 80mm; the height of the connecting groove 4 is 0.8m, and the inner diameter is 1.5m; the depth of the reserved ring path 8 is 10cm, and the width is 10cm; pouring and conventional curing are carried out according to the concrete mixing ratio of the table 1, the obtained product is sampled, 16 areas on the surface of the bearing platform are evenly obtained by a rebound method under the 28-day age, and the estimated compressive strength value of the concrete is also more than 40 megapascals (MPa), so that the requirement of the C40 strength grade is met. The obtained product samples are used for calculating the maximum temperature difference and the maximum temperature stress of the bearing platform unit according to the mass concrete construction standard GB 50496-2018, and the maximum temperature difference and the maximum temperature stress are shown in Table 2.

Table 1: concrete mixing ratio

Table 2: maximum temperature difference and temperature stress of bearing platform unit

As can be seen from the results of Table 2, the maximum temperature difference between the inner surface and the outer surface of the bearing platform unit is 10.1 ℃, the temperature difference is small, the temperature stress is small, the bearing platform structure is stable, the bearing capacity, the rigidity and the durability are improved, and the bearing platform unit is superior to the conventional square bearing platform unit structure.

Test three

As shown in the schematic diagram of fig. 4, a prefabricated product of a first bearing platform unit is formed by splicing a layer of 4 bearing platform units as a whole bearing platform (the size is about 8.4m×8.4m×2 m), the cross section of an annular steel reinforcement cage is a square with the size of 40cm×40cm, the length of the annular steel reinforcement cage is determined according to the surrounding length, the grid size is 200mm×200mm, the diameter of the steel reinforcement is 8mm, and the steps are as follows:

1) In an environment surrounded by the cofferdam 13 and the back cover concrete layer 9, setting the extending height of the foundation pile 6 to be equal in height, hoisting and lowering the bearing platform unit according to set dimensions by using hoisting equipment, enabling the connecting groove 4 of the bearing platform unit to be sleeved with the corresponding foundation pile 6, enabling the height of the foundation pile 6 extending out of the back cover concrete layer 9 to be 2-3cm smaller than the height of the connecting groove 4, enabling the outer diameter of the foundation pile 6 to be 3-4cm smaller than the inner diameter of the connecting groove 4, enabling the bearing platform unit to be sleeved with the foundation pile 6 and flatly propped against the back cover concrete layer 9; a 40cm wet joint is reserved between two adjacent bearing platform units, and through holes 14 of all bearing platform units spliced into the whole bearing platform are oriented in the same direction or parallel, so that sand and soil drainage during backfilling is facilitated, and the sand and soil are filled or partially left on the ground to reduce air flow or water flow impact;

2) The method comprises the steps of (1) implanting reinforcing steel bars with the diameter of 10mm into a wet joint vertical formwork 11 between two adjacent bearing platform units, and simultaneously, installing an annular reinforcing steel bar cage on an outer ring surrounding the whole bearing platform, surrounding the lower part of the spliced whole bearing platform and vertically erecting the formwork around the annular reinforcing steel bar cage; wherein, a plurality of telescopic cylinders 12 are horizontally arranged on the inner side of the cofferdam 13 to push the vertically arranged templates 11 to horizontally move, thereby realizing the control of the distance between the templates and the bearing platform unit and the supporting function of the templates.

3) Through the grout access & exit on the spread groove 4, closely knit the connection with the pile foundation with the spread groove 4 grout, pour concrete to wet joint and annular steel reinforcement cage according to the concrete mix ratio of table 1 simultaneously, form and pour closely knit wet joint and reinforcement roof beam 10, maintenance is to stipulating intensity, then the form removal can. And uniformly taking 16 areas on the surface of the bearing platform by a rebound method under the 28-day age of the whole bearing platform, wherein the estimated compressive strength value of the concrete measured by the 16 areas on the surface of the bearing platform is also more than 40 megapascals (MPa), and the requirement of the C40 strength grade is met. The obtained whole bearing platform calculates the maximum temperature difference and the maximum temperature stress of the whole bearing platform according to the mass concrete construction standard GB 50496-2018, and the maximum temperature difference and the maximum temperature stress are shown in Table 3.

Table 3: maximum temperature difference and temperature stress of whole bearing platform

Test four

Referring to the schematic diagram of fig. 5 (only showing the schematic diagram of splicing 2 bearing platform units in each layer), the prefabricated product of the bearing platform unit of test one is spliced with two layers of 32 bearing platform units as the whole bearing platform (the size is about 17.2m×17.2m×4.4 m), the cross section of the annular reinforcement cage is a square of 40cm×40cm, the length is determined according to the surrounding length, the grid size is 200mm×200mm, and the diameter of the reinforcement is 8mm; the cross section of the side wall reinforcement cage 19 is square with the height of 80cm multiplied by 80cm, the height of the side wall reinforcement cage is determined by referring to the height of the whole bearing platform, the grid size is 200mm multiplied by 200mm, the diameter of the reinforcement is 8mm, and the steps are as follows:

1) In an environment surrounded by a cofferdam 13 and a back cover concrete layer 9, setting the extending height of a foundation pile 6 to be equal in height, hoisting and lowering a bearing platform unit according to a set size by hoisting equipment, splicing a first layer, sleeving a connecting groove 4 of the bearing platform unit of the first layer with a corresponding foundation pile 6, enabling the height of the foundation pile 6 extending out of the back cover concrete layer 9 to be 2-3cm smaller than the height of the connecting groove 4, enabling the outer diameter of the foundation pile 6 to be 3-4cm smaller than the inner diameter of the connecting groove 4, sleeving the foundation pile 6 by the bearing platform unit, and flatly propping against the back cover concrete layer 9; a 40cm wet joint is reserved between two adjacent bearing platform units; then, the second layer is correspondingly overlapped and spliced, a 40cm wet joint is reserved between the upper and lower adjacent bearing platform units, and the through holes 14 of all bearing platform units spliced into the whole bearing platform are oriented the same or parallel, so that sand and soil drainage and filling during backfilling are facilitated, or part of sand and soil is reserved on the ground to reduce airflow or water flow impact;

2) The method comprises the steps of connecting an upper layer pore canal 17 and a lower layer pore canal 17 to a wet joint vertical template between two adjacent bearing platform units, implanting steel bars with the diameter of 10mm into the pore canal 17 for series connection, installing annular steel bar cages on outer rings around the whole bearing platform respectively at the same time, surrounding the lower part of each spliced bearing platform, and vertically connecting templates around the annular steel bar cages;

3) The method comprises the steps that side wall reinforcement cages 19 with the height 50cm lower than the height of the whole bearing platform are placed at arch feet on two sides of the whole bearing platform, the side wall reinforcement cages 19 are fixedly connected with annular reinforcement cages of each layer, the heights of templates installed on two sides of the side wall reinforcement cages 19 are flush with the height of the whole bearing platform, and the side wall reinforcement cages 19 are located between the side wall of the whole bearing platform and the templates; wherein, a plurality of telescopic cylinders 12 are horizontally arranged on the inner side of the cofferdam 13 to push the vertically arranged templates to horizontally move, thereby realizing the control of the distance between the templates and the bearing platform unit and the supporting function of the templates.

3) Through the grout access & exit on the spread groove 4, closely knit connection with the pile foundation with the spread groove 4 grout, simultaneously to wet joint, lateral wall steel reinforcement cage 19 and annular steel reinforcement cage according to the concrete mix proportion of table 1, form and pour closely knit wet joint, consolidate post and reinforcement roof beam 10, maintenance is to stipulating intensity, then the form removal can. And uniformly taking 16 areas on the surface of the bearing platform by a rebound method under the 28-day age of the whole bearing platform, wherein the estimated compressive strength value of the concrete measured by the 16 areas on the surface of the bearing platform is also more than 40 megapascals (MPa), and the requirement of the C40 strength grade is met. The obtained whole bearing platform calculates the maximum temperature difference and the maximum temperature stress of the whole bearing platform according to the mass concrete construction standard GB 50496-2018, and the maximum temperature difference and the maximum temperature stress are shown in Table 4.

Table 4: maximum temperature difference and temperature stress of whole bearing platform

As can be seen from the results of tables 3 and 4, the prefabricated bearing platform unit of the invention is produced in a large scale and standardized manner in a prefabrication factory, and the site construction time is greatly reduced. And the design of the inner arch structure, the outer arch structure and the through holes inside the prefabricated bearing platform units is beneficial to reducing the overall temperature difference, promoting the rigidity of the structure, and the spliced bearing platform has the advantages of strong overall pressure resistance, good stability, high bearing capacity, light weight of the prefabricated bearing platform, convenience in site construction, transportation, material saving and the like, and has popularization prospect and practical value.

The number of equipment and the scale of processing described herein are intended to simplify the description of the present invention. Applications, modifications and variations of the present invention will be readily apparent to those skilled in the art.

Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown, it is well suited to various fields of use for which the invention is suited, and further modifications may be readily made by one skilled in the art, and the invention is therefore not to be limited to the particular details and examples shown and described herein, without departing from the general concepts defined by the claims and the equivalents thereof.

Claims (7)

1. The prefabricated structure of cushion cap, it includes a plurality of independent cushion cap units, and adjacent two can fixed connection between the cushion cap unit, its characterized in that, the cushion cap unit is the concrete precast square body that has the through-hole, the cushion cap unit includes:

A bottom reinforcement cage which is flatly embedded in the whole lower part of the bearing platform unit;

the outer arched reinforcement cage is of an arched reinforcement connection structure, spans over the bottom reinforcement cage, and two ends of the outer arched reinforcement cage are connected with the bottom reinforcement cage;

The two inner arch reinforcement cages are arc-shaped reinforcement connection structures, are arranged inside the outer arch reinforcement cage and are respectively positioned at the inner sides of two arch feet of the outer arch reinforcement cage, and arc surfaces inscribed in the inner arch reinforcement cage and the outer arch reinforcement cage are overlapped with and fixedly connected with the arc surfaces of the outer arch reinforcement cage; the two inner arch reinforcement cages respectively span over the two ends of the bottom reinforcement cage, and the two ends of the inner arch reinforcement cage are connected with the bottom reinforcement cage;

the middle reinforcement cage is fixedly arranged between the vaults of the two inner arch reinforcement cages;

The connecting groove is used for being connected with the foundation pile in a nested mode, is positioned in the central position of the lower portion of the bearing platform unit, is positioned between arch feet of the two inner arch reinforcement cages and below the middle reinforcement cage, the periphery of the bottom reinforcement cage and the periphery of the connecting groove are surrounded, grouting inlets and outlets communicated with the outside are arranged on the connecting groove, and the height of the connecting groove is 1/3-1/2 of that of the bearing platform unit;

The bottom reinforcement cage, the outer arched reinforcement cage, the inner arched reinforcement cage and the middle reinforcement cage are all buried in the bearing platform unit through concrete pouring; each bearing platform unit is correspondingly nested with one foundation pile, and the concrete poured by the two inner arch reinforcement cages and the middle reinforcement cage pours the vault of the foundation pile to be flush, so that a through hole is formed between the upper surface poured by the middle reinforcement cage and the bottom surface poured by the outer arch reinforcement cage; and a through hole is formed between the bottom surface of the pouring of the inner arch reinforcement cage and the upper surface of the pouring of the bottom reinforcement cage.

2. The prefabricated structure of a platform according to claim 1, wherein the specific structure capable of being fixedly connected between two adjacent platform units is as follows: the connection surface of the bearing platform unit is provided with a groove with a notch larger than the bottom of the groove, and a duct is arranged from the upper surface of the bearing platform unit to the side wall of the groove, and can communicate the groove with the outside through the duct.

3. The prefabricated structure of a bearing platform according to claim 2, wherein the grooves are in a quadrangular frustum shape, and the connecting surface of the bearing platform unit and the groove bottoms of the grooves are provided with outwards extending reinforcing bars.

4. A prefabricated structure of a bearing platform according to claim 3, wherein a reserved ring is arranged at the lower part of the non-connecting surface of the bearing platform unit, the reserved rings of the spliced bearing platform units can be sequentially connected at the periphery to form an outer ring surrounding the whole bearing platform, the prefabricated structure is used for installing an annular reinforcement cage, surrounding the lower part of the spliced whole bearing platform, and casting to form an annular reinforcement beam.

5. Construction method of a prefabricated structure of a platform, characterized in that it uses the prefabricated structure of a platform according to any one of claims 1-4, comprising the steps of:

1) Setting the extending height of foundation piles to be equal in height in an environment surrounded by the cofferdam and the back cover concrete layer, hoisting and lowering the bearing platform unit according to set dimensions by using hoisting equipment, sleeving connecting grooves of the bearing platform unit with corresponding foundation piles, enabling the extending height of the foundation piles to be 2-3cm smaller than the height of the connecting grooves, enabling the outer diameter of the foundation piles to be 3-4cm smaller than the inner diameter of the connecting grooves, sleeving the foundation piles by the bearing platform unit, and flatly propping against the back cover concrete layer; a 40-50cm wet joint is reserved between two adjacent bearing platform units, and the through holes of all bearing platform units spliced into the whole bearing platform are oriented in the same direction or parallel;

2) A wet joint vertical formwork between two adjacent bearing platform units is planted with steel bars in the pore canal, and meanwhile, an annular steel bar cage is installed on an outer ring surrounding the whole bearing platform, the lower part of the spliced whole bearing platform is surrounded, and the formwork is erected around the annular steel bar cage;

3) Through the grout access & exit on the spread groove, closely knit connection with pile foundation and spread groove grout, pour concrete to wet joint and annular steel reinforcement cage simultaneously, form and pour closely knit wet joint and reinforcement roof beam, maintenance is to stipulating intensity, then the form removal can.

6. The construction method according to claim 5, wherein in step 2), further comprising: and a plurality of telescopic cylinders are horizontally arranged on the inner side of the cofferdam so as to push the vertically arranged templates to horizontally move.

7. The construction method according to claim 6, wherein when the two layers of the bearing platforms of the bearing platform unit height are to be spliced, the construction method further comprises:

The method comprises the steps that the side wall reinforcement cages with the height 50cm lower than the height of the whole bearing platform are placed at arch feet on two sides of the whole bearing platform, the side wall reinforcement cages are fixedly connected with annular reinforcement cages of each layer, the height of a template installed on the side wall reinforcement cages is flush with the height of the whole bearing platform, the side wall reinforcement cages are located between the side wall of the whole bearing platform and the template, and then casting is carried out.