CN114016536A - Method for building large-volume concrete bearing platform - Google Patents
Method for building large-volume concrete bearing platform Download PDFInfo
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- CN114016536A CN114016536A CN202210002322.4A CN202210002322A CN114016536A CN 114016536 A CN114016536 A CN 114016536A CN 202210002322 A CN202210002322 A CN 202210002322A CN 114016536 A CN114016536 A CN 114016536A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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Abstract
The invention provides a method for building a large-volume concrete bearing platform, which belongs to the technical field of bearing platform building and comprises the following steps: and constructing a plurality of pile foundations at corresponding positions according to the measurement result. The reinforcing plate and the plurality of reinforcing steel bars form a bearing platform reinforcing cage. And excavating a pile cap foundation pit in a plurality of pile foundation areas, breaking pile heads of the plurality of pile foundations and chiseling reinforcing steel bar heads. And hoisting the bearing platform steel reinforcement cage above the steel reinforcement head, fixedly connecting the connecting ribs between the bearing platform steel reinforcement cage and the steel reinforcement head, and positioning the bearing platform steel reinforcement cage above the steel reinforcement head through a plurality of connecting ribs. And erecting a template at the outer sides of the bearing platform steel reinforcement cage and the plurality of connecting ribs, and pouring concrete into the template to form a bearing platform after the concrete is cured. According to the construction method of the large-volume concrete bearing platform, the manufacturing process of the bearing platform reinforcement cage is changed, so that the construction of the bearing platform reinforcement cage and the excavation of the bearing platform foundation pit are independently carried out, the construction period and the cost are greatly shortened, and the construction efficiency of the whole bearing platform is improved.
Description
Technical Field
The invention belongs to the technical field of bearing platform construction, and particularly relates to a method for constructing a large-volume concrete bearing platform.
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 tops of the pile foundations, the bearing platform is a bearing structure formed by connecting a plurality of piles, even more than ten piles together in a foundation connection mode, and the bearing platform is generally used for projects such as ports, wharfs, ocean projects and bridges.
In the process of building the bearing platform, firstly, a plurality of pile foundations need to be constructed, a bearing platform foundation pit is excavated after the pile foundations are finished, a bearing platform base plate is manufactured after the foundation pit is processed, then a bearing platform reinforcement cage is assembled on the bearing platform base plate, a bearing platform template is erected after the bearing platform reinforcement cage is assembled, pouring operation is carried out in the bearing platform template, and the bearing platform is obtained after the poured concrete is cured.
The existing bearing platform construction method is linear construction operation, and bearing platform reinforcement cage assembly and installation can be carried out only after the excavation of a bearing platform foundation pit is completed, but due to the reasons that materials are not on site and the like, the bearing platform reinforcement cage assembly cannot be directly carried out after the construction of a bearing platform base plate is completed, the bearing platform reinforcement cage needs to be fixed manually on site, the whole process is time-consuming and labor-consuming, and the construction period of the whole project is long.
Disclosure of Invention
The invention aims to provide a method for building a large-volume concrete bearing platform, and aims to solve the problems that the assembly of a bearing platform reinforcement cage is time-consuming and labor-consuming, and the assembly can be carried out only after the excavation of a bearing platform foundation pit is finished and the construction of a bearing platform base plate is finished.
In order to achieve the purpose, the invention adopts the technical scheme that: provided is a mass concrete cap construction method, including:
carrying out on-site measurement, and constructing a plurality of pile foundations at corresponding positions according to measurement results;
binding and fixing a plurality of steel bars on a reinforcing plate, wherein the reinforcing plate and the plurality of steel bars form a bearing platform steel bar cage;
excavating a pile cap foundation pit in the plurality of pile foundation areas, breaking pile heads of the plurality of pile foundations and chiseling reinforcing steel bar heads;
hoisting the bearing platform steel reinforcement cage above the steel reinforcement head, fixing connecting ribs between the bearing platform steel reinforcement cage and the steel reinforcement head, and positioning the bearing platform steel reinforcement cage above the steel reinforcement head through a plurality of connecting ribs;
and erecting formworks on the outer sides of the bearing platform steel reinforcement cage and the plurality of connecting ribs, pouring concrete into the formworks, and forming a bearing platform after the concrete is cured.
In one possible implementation, the binding and fixing of the plurality of reinforcing bars on the reinforcing plate includes:
and enabling a plurality of vertical steel bars to penetrate through the reinforcing plate at intervals and be fixed on the reinforcing plate, fixing reinforcing mesh at two ends of each vertical steel bar, and enabling the two reinforcing mesh, the reinforcing plate and the plurality of vertical steel bars to form the bearing platform steel reinforcement cage.
In a possible implementation manner, the reinforcing plate is provided with a positioning hole in insertion fit with the vertical steel bar, and the reinforcing plate is provided with a plurality of slurry passing holes for concrete to flow through.
In one possible implementation, a plurality of reinforcing ribs are vertically fixed to the top and bottom surfaces of the reinforcing plate.
In a possible implementation, after the breaking the pile heads of the plurality of pile foundations and chiseling the pile heads, the method further includes:
the overhead crotch that sets up of reinforcing bar the overhead extension muscle of fixing of reinforcing bar, the extension muscle is used for running through the cushion cap steel reinforcement cage is fixed on the cushion cap steel reinforcement cage.
In one possible implementation, the fixing the tie bar between the cap cage and the tendon head includes:
and fixing the two ends of the connecting rib on the hook and the bearing platform reinforcement cage respectively, and enabling the connecting rib to be obliquely arranged from the hook to the outer side far away from the corresponding pile foundation.
In one possible implementation, after the fixing of the tie bar between the cap cage and the bar head, the method further includes:
a plurality of anchor rods are obliquely and downwards constructed on the side wall of the bearing platform foundation pit, and the top ends of the anchor rods are fixed with the bearing platform steel reinforcement cage.
In one possible implementation, the erecting the formwork outside the bearing platform reinforcement cage and the plurality of connecting bars includes:
and erecting inclined formworks outside the connecting ribs of the same pile foundation according to the shape surrounded by the connecting ribs.
In a possible implementation manner, after the erection of the inclined formwork outside the plurality of the connecting ribs of the same pile foundation, the method further includes:
and erecting a protection plate along the outer sides of the pile heads, pouring filling mortar in the protection plate to ensure that the upper surface of the filling mortar is not higher than the inclined formwork, and forming a filling layer after the filling mortar is cured.
In one possible implementation manner, after the forming of the filling layer after the curing of the filling mortar, the method further includes:
and arranging vertical templates along the circumferential direction of the filling layer, pouring concrete into the inclined templates and the vertical templates, and forming the bearing platform.
The method for building the large-volume concrete bearing platform has the beneficial effects that: compared with the prior art, the large-volume concrete bearing platform construction method provided by the invention has the advantages that a plurality of pile foundations are constructed according to the measurement result. And binding and fixing a plurality of reinforcing steel bars on the reinforcing plate, excavating a bearing platform foundation pit and breaking pile heads of a plurality of pile foundations. And hoisting the bearing platform steel reinforcement cage, connecting the bearing platform steel reinforcement cage with steel reinforcement heads on the pile foundation through a plurality of connecting ribs, and finally erecting a template and pouring concrete into the template to form the bearing platform.
Can produce the cushion cap steel reinforcement cage before excavating the cushion cap foundation ditch, cushion cap steel reinforcement cage does not accomplish in the cushion cap foundation ditch, can locate the top of reinforcing bar head with the cushion cap steel reinforcement cage through the mode of lifting by crane after the cushion cap foundation ditch is accomplished. And not only be convenient for the fixed of reinforcing bar through fixed a plurality of reinforcing bars on the reinforcing plate to can improve final cushion cap steel reinforcement cage's structural stability. In this application, through the preparation flow that changes cushion cap steel reinforcement cage for cushion cap steel reinforcement cage is built and is independently gone on with the excavation of cushion cap foundation ditch, thereby very big reduction time limit for a project and cost, improved the efficiency of construction of whole cushion cap.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed for the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
Fig. 1 is a flowchart of a method for constructing a mass concrete cap according to an embodiment of the present invention.
Detailed Description
In order to make the technical problems, technical solutions and advantageous effects to be solved by the present invention more clearly apparent, the present invention is further described in 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.
Referring to fig. 1, a method for constructing a mass concrete cap according to the present invention will now be described. The method for constructing the large-volume concrete bearing platform comprises the following steps:
and carrying out on-site measurement, and constructing a plurality of pile foundations at corresponding positions according to measurement results.
And binding and fixing a plurality of steel bars on the reinforcing plate, wherein the reinforcing plate and the plurality of steel bars form a bearing platform steel bar cage.
And excavating a pile cap foundation pit in a plurality of pile foundation areas, breaking pile heads of the plurality of pile foundations and chiseling reinforcing steel bar heads.
And hoisting the bearing platform steel reinforcement cage above the steel reinforcement head, fixedly connecting the connecting ribs between the bearing platform steel reinforcement cage and the steel reinforcement head, and positioning the bearing platform steel reinforcement cage above the steel reinforcement head through a plurality of connecting ribs.
And erecting a template at the outer sides of the bearing platform steel reinforcement cage and the plurality of connecting ribs, and pouring concrete into the template to form a bearing platform after the concrete is cured.
The method for building the large-volume concrete bearing platform has the beneficial effects that: compared with the prior art, the large-volume concrete bearing platform construction method provided by the invention has the advantages that a plurality of pile foundations are constructed according to the measurement result. And binding and fixing a plurality of reinforcing steel bars on the reinforcing plate, excavating a bearing platform foundation pit and breaking pile heads of a plurality of pile foundations. And hoisting the bearing platform steel reinforcement cage, connecting the bearing platform steel reinforcement cage with steel reinforcement heads on the pile foundation through a plurality of connecting ribs, and finally erecting a template and pouring concrete into the template to form the bearing platform.
Can produce the cushion cap steel reinforcement cage before excavating the cushion cap foundation ditch, cushion cap steel reinforcement cage does not accomplish in the cushion cap foundation ditch, can locate the top of reinforcing bar head with the cushion cap steel reinforcement cage through the mode of lifting by crane after the cushion cap foundation ditch is accomplished. And not only be convenient for the fixed of reinforcing bar through fixed a plurality of reinforcing bars on the reinforcing plate to can improve final cushion cap steel reinforcement cage's structural stability. In this application, through the preparation flow that changes cushion cap steel reinforcement cage for cushion cap steel reinforcement cage is built and is independently gone on with the excavation of cushion cap foundation ditch, thereby very big reduction time limit for a project and cost, improved the efficiency of construction of whole cushion cap.
The traditional method comprises the following steps: and after the drilling machine enters a field and is in place, drilling at a pile position, carrying out primary hole cleaning, then hoisting a reinforcement cage or installing a guide pipe, pouring or spraying concrete from the guide pipe after secondary hole cleaning, and obtaining the pile foundation after the concrete is solidified. And breaking pile heads after the piles are qualified, and pouring bearing platform cushion layer concrete. And binding a bearing platform and a ground beam steel bar on the cushion concrete, and accurately binding the column pre-embedded steel bars together. And installing and reinforcing the bearing platform and the ground beam side mold, pouring concrete of the bearing platform and the ground beam, curing the concrete, and removing the mold after the concrete is solidified to form the bearing platform and the ground beam.
According to the method, after the foundation pit of the bearing platform is excavated, the steel bars of the bearing platform are bound in the foundation pit of the bearing platform, the steel bars required to be bound are large in number due to the large size of the bearing platform, and most of the steel bars are bound and fixed manually due to the effective operation space. In the method, the concrete can be poured only after the reinforcement of the bearing platform is bound, namely the construction of the bearing platform can be linearly carried out step by step according to the specification, so that the whole construction period is longer, and the construction period is delayed due to insufficient materials or inexistence of the materials among working sections.
Before the excavation of the bearing platform foundation pit or before the on-site measurement, the bearing platform steel reinforcement cage can be bound according to the design requirement, so that the bearing platform steel reinforcement cage can be hoisted after the pile head of the pile foundation pit is broken, and compared with the existing bearing platform construction method, the time for fixing the bearing platform steel reinforcement cage on the site is shortened, and the flow required by construction is shortened.
In some embodiments of the method of constructing a mass concrete cap provided herein, the binding and securing a plurality of reinforcing bars on the reinforcing plate comprises:
and a plurality of vertical steel bars penetrate through the reinforcing plate at intervals and are fixed on the reinforcing plate, steel bar meshes are respectively fixed at two ends of each vertical steel bar, and the two steel bar meshes, the reinforcing plate and the vertical steel bars form a bearing platform steel bar cage.
Because the bearing platform steel reinforcement cage needs to be bound at the outer side of the bearing platform foundation pit and lifted after the binding of the bearing platform steel reinforcement cage is finished, the bearing platform steel reinforcement cage needs to be guaranteed to have certain structural strength and can resist certain impact. Therefore, the reinforcing plate with the corresponding specification is cut out according to the structural size of the bearing platform, a plurality of vertical reinforcing steel bars penetrate through the reinforcing plate, the two ends of each vertical reinforcing steel bar are located on the outer side of the reinforcing plate, the end portions of the vertical reinforcing steel bars located on the same side of the reinforcing plate are located in the same plane, and then reinforcing mesh is bound and fixed at the end portions of the vertical reinforcing steel bars. The reinforcing mesh is formed by fixing transverse reinforcing steel bars and longitudinal reinforcing steel bars, and the transverse reinforcing steel bars and the vertical reinforcing steel bars are vertically welded and fixed, so that a plurality of vertical reinforcing steel bars are required to be arranged transversely and longitudinally.
After the vertical steel bars are fixed on the reinforcing plate and the vertical steel bars are fixed with the two reinforcing mesh nets respectively, in order to further improve the structural strength of the pile cap steel reinforcement cage, the reinforcing mesh nets can be arranged along the circumferential direction of the pile cap steel reinforcement cage, the upper side edge and the lower side edge of each reinforcing mesh are fixed with the two reinforcing mesh nets respectively, and the middle parts of the reinforcing mesh are fixed with the reinforcing plate.
In some embodiments of the method for constructing the large-volume concrete bearing platform provided by the application, the reinforcing plate is provided with a positioning hole which is in plug-in fit with the vertical steel bar, and the reinforcing plate is provided with a plurality of slurry passing holes for concrete circulation. In order to facilitate the connection of the vertical steel bars and the reinforcing plate and simultaneously ensure the reliability and stability of the connection of the vertical steel bars and the reinforcing plate, a plurality of positioning holes are arranged on the reinforcing plate at intervals in advance and are arranged according to a certain mode. A plurality of vertical reinforcing bars run through corresponding locating hole, and in order to guarantee that vertical reinforcing bar and reinforcing plate are connected reliably, carry out welded fastening with vertical reinforcing bar and reinforcing plate.
Because the reinforcing bar net needs to be fixed at the tip of vertical reinforcing bar, consequently need guarantee that the distance of a plurality of vertical reinforcing bar tip and reinforcing plate is the same, in order to realize above-mentioned effect, the relevant position cover at vertical reinforcing bar is equipped with the limiting plate, when the limiting plate supported and leaned on the reinforcing plate, can guarantee that the distance of the both ends of vertical reinforcing bar apart from the reinforcing plate is the same. And in order to improve the stability of the connection between the vertical steel bars and the concrete, the ends of the vertical steel bars need to be bent before fixing the mesh reinforcement.
If the reinforcing plate is only provided with the locating hole, the concrete is difficult to flow to the bottom surface of concrete from the top surface of reinforcing plate when concrete pouring, in order to guarantee the filling of concrete, consequently has seted up a plurality of thick liquid holes of crossing on the reinforcing plate, and the internal diameter of crossing the thick liquid hole is great, makes things convenient for the flow of concrete. It should be noted in particular that the reinforcing plate is made of steel, so as to ensure sufficient structural strength.
In some embodiments of the method of constructing a mass concrete cap provided herein, a plurality of reinforcing bars are vertically fixed to the top and bottom surfaces of the reinforcing plate. Before vertical reinforcing bar is not connected, the reinforcing plate is straight steel sheet, this very big reduction the power of being connected between reinforcing plate and the concrete, its final result has reduced whole cushion cap and has resisted the ability of assaulting, in order to solve above-mentioned problem, is fixed with a plurality of strengthening ribs on the reinforcing plate perpendicularly, and strengthening rib welded fastening is on the reinforcing plate, and the strengthening rib can extend to the cushion cap that forms in concrete placement back reinforcing rib to the relative stability of reinforcing plate and cushion cap has been improved.
In some embodiments of the method for constructing a large-volume concrete cap provided by the present application, after the pile heads of the plurality of pile foundations are broken and the steel bar heads are chiseled out, the method further comprises:
the steel bar head is provided with a hook, the steel bar head is fixedly provided with an elongated rib, and the elongated rib is used for penetrating through the bearing platform steel bar cage and is fixed on the bearing platform steel bar cage.
Because the pile cap steel reinforcement cage has certain height, the length of pile foundation pile head steel reinforcement head is short and is not enough to guarantee effective connection with the pile cap steel reinforcement cage. In order to solve the problems, after the pile head is broken, the lengthened rib is welded on the steel bar head and is welded and fixed on the steel bar head. When the bearing platform steel reinforcement cage is hoisted, the plurality of lengthened ribs penetrate through the bearing platform steel reinforcement cage. The lengthened rib and the bearing platform steel reinforcement cage are welded and fixed through tools such as a long welding gun, and therefore the bearing platform steel reinforcement cage and the lengthened ribs are integrated.
In some embodiments of the method for constructing a mass concrete cap provided by the present application, the fixing of the tie-bars between the cap cage and the tendon head comprises:
and fixing two ends of the connecting rib on the hook and the bearing platform reinforcement cage respectively, and enabling the connecting rib to be obliquely arranged from the hook to the outer side far away from the corresponding pile foundation.
When the same vertical setting of extension muscle, the effort that the cushion cap received can be used in on a plurality of pile foundations, because the area of pile foundation and cushion cap contact is less, this just leads to part cushion cap to be in unsettled state, has reduced the stability of cushion cap. For this reason, to add the slope of long muscle setting in this application, a plurality of long muscle on the same pile foundation form loudspeaker forms, can form the loudspeaker form concrete component that the cross section upwards progressively enlarges after the pouring concrete to the area of contact with the cushion cap has been improved.
In some embodiments of the method for constructing a mass concrete cap provided by the present application, after fixing the tie bars between the cap cage and the tendon heads, the method further comprises:
a plurality of anchor rods are obliquely and downwards constructed on the side wall of the bearing platform foundation pit, and the top ends of the anchor rods are fixed with the bearing platform steel reinforcement cage.
The equal vertical setting of a plurality of pile foundations, this ability that just leads to the cushion cap to bear transverse force is relatively weak, for this reason inclines to bore into a plurality of stock down on the lateral wall of cushion cap foundation ditch, and a plurality of stock can be followed the circumference setting of cushion cap steel reinforcement cage, and the slope can avoid the influence of building construction in the future to building on every side as far as possible downwards, through being connected stock top and cushion cap steel reinforcement cage for stock and final cushion cap become unified structure.
In some embodiments of the method for constructing a mass concrete cap provided by the present application, erecting a formwork outside a cap reinforcement cage and a plurality of tie bars comprises:
and erecting an inclined formwork outside the connecting ribs of the same pile foundation according to the shape surrounded by the connecting ribs.
In order to form the horn-shaped concrete member, the inclined formworks are required to be arranged on the outer sides of the plurality of lengthened ribs, and the inclined formworks are spliced to form a cavity which is internally provided with an upper opening and a lower opening and of which the top opening is larger than the bottom opening.
In some embodiments of the method for constructing a large-volume concrete cap provided by the present application, after erecting the inclined formwork outside the plurality of connecting ribs of the same pile foundation, the method further includes:
and erecting a protection plate along the outer sides of the pile heads, pouring filling mortar in the protection plate to ensure that the upper surface of the filling mortar is not higher than the inclined formwork, and forming a filling layer after the filling mortar is cured.
Concrete can pour in the angle form, but if do not set up any structure that is used for the bearing in the outside of angle form, the part region of cushion cap can be in unsettled state then, and this has just increased the load of pile foundation, and even though backfill the structural soil, because the bearing capacity of structural soil is general, can't play fine support effect. Therefore, after the inclined formwork is built, filling mortar can be poured to the outer side of the inclined formwork, the filling mortar can be coarse mortar or other filling materials with lower price, a filling layer is formed after the filling mortar is solidified, and the filling layer can be used as a cushion layer of a bearing platform in the traditional method.
In some embodiments of the method for constructing a mass concrete cap provided by the present application, after forming the filling layer after the curing of the filling mortar, the method further comprises:
and arranging vertical templates along the circumferential direction of the filling layer, and pouring concrete into the syncline templates and the vertical templates to form a bearing platform.
After the initial solidification of filling layer, can strut and erect the template, the top of erecting the template needs to be higher than the top of cushion cap steel reinforcement cage, and the top of lengthening the muscle should be located the top of cushion cap steel reinforcement cage this moment, and after concrete placement was accomplished and had solidified, it can to excise unnecessary lengthening the muscle.
The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The method for constructing the large-volume concrete bearing platform is characterized by comprising the following steps of:
carrying out on-site measurement, and constructing a plurality of pile foundations at corresponding positions according to measurement results;
binding and fixing a plurality of steel bars on a reinforcing plate, wherein the reinforcing plate and the plurality of steel bars form a bearing platform steel bar cage;
excavating a pile cap foundation pit in the plurality of pile foundation areas, breaking pile heads of the plurality of pile foundations and chiseling reinforcing steel bar heads;
hoisting the bearing platform steel reinforcement cage above the steel reinforcement head, fixing connecting ribs between the bearing platform steel reinforcement cage and the steel reinforcement head, and positioning the bearing platform steel reinforcement cage above the steel reinforcement head through a plurality of connecting ribs;
and erecting formworks on the outer sides of the bearing platform steel reinforcement cage and the plurality of connecting ribs, pouring concrete into the formworks, and forming a bearing platform after the concrete is cured.
2. The mass concrete cap construction method of claim 1, wherein said binding and fixing a plurality of reinforcing bars on the reinforcing plate comprises:
and enabling a plurality of vertical steel bars to penetrate through the reinforcing plate at intervals and be fixed on the reinforcing plate, fixing reinforcing mesh at two ends of each vertical steel bar, and enabling the two reinforcing mesh, the reinforcing plate and the plurality of vertical steel bars to form the bearing platform steel reinforcement cage.
3. The method for constructing a mass concrete cap according to claim 2, wherein the reinforcing plate is provided with positioning holes for inserting and matching with the vertical reinforcing bars, and the reinforcing plate is provided with a plurality of grout passing holes for concrete circulation.
4. The method of constructing a mass concrete cap according to claim 1, wherein a plurality of reinforcing bars are vertically fixed to the top and bottom surfaces of the reinforcing plate.
5. The method of constructing a mass concrete cap according to claim 1, further comprising, after said breaking the pile heads of a plurality of said pile foundations and chiseling the pile heads:
the overhead crotch that sets up of reinforcing bar the overhead extension muscle of fixing of reinforcing bar, the extension muscle is used for running through the cushion cap steel reinforcement cage is fixed on the cushion cap steel reinforcement cage.
6. The method of constructing a mass concrete cap according to claim 5, wherein said fixing the tie-bars between the cap cage and the tendon head comprises:
and fixing the two ends of the connecting rib on the hook and the bearing platform reinforcement cage respectively, and enabling the connecting rib to be obliquely arranged from the hook to the outer side far away from the corresponding pile foundation.
7. The method of constructing a mass concrete cap according to claim 1, further comprising, after fixing the tie bars between the cap cage and the tendon heads:
a plurality of anchor rods are obliquely and downwards constructed on the side wall of the bearing platform foundation pit, and the top ends of the anchor rods are fixed with the bearing platform steel reinforcement cage.
8. The method of constructing a mass concrete cap according to claim 6, wherein said erecting a formwork outside said cap reinforcement cage and said plurality of said connector bars comprises:
and erecting inclined formworks outside the connecting ribs of the same pile foundation according to the shape surrounded by the connecting ribs.
9. The method of constructing a mass concrete cap according to claim 8, further comprising, after said erecting a tilt formwork outside a plurality of said connector bars of the same pile foundation:
and erecting a protection plate along the outer sides of the pile heads, pouring filling mortar in the protection plate to ensure that the upper surface of the filling mortar is not higher than the inclined formwork, and forming a filling layer after the filling mortar is cured.
10. The mass concrete cap construction method of claim 9, further comprising, after forming a filling layer after the filling mortar is cured:
and arranging vertical templates along the circumferential direction of the filling layer, pouring concrete into the inclined templates and the vertical templates, and forming the bearing platform.
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| CN202210002322.4A CN114016536B (en) | 2022-01-05 | 2022-01-05 | Method for building large-volume concrete bearing platform |
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| CN202210002322.4A CN114016536B (en) | 2022-01-05 | 2022-01-05 | Method for building large-volume concrete bearing platform |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11140884A (en) * | 1997-09-03 | 1999-05-25 | Jun Kobayashi | Method for constructing footing beam, and support |
| CN208121795U (en) * | 2018-03-13 | 2018-11-20 | 国家电网公司 | A kind of connection structure of overhead transmission line PHC pipe pile foundation foundation pile and cushion cap |
| CN109267749A (en) * | 2018-11-02 | 2019-01-25 | 广东省水利水电第三工程局有限公司 | A kind of concrete prefabricated template construction technique applied to thick mud layer |
| CN111648228A (en) * | 2020-05-29 | 2020-09-11 | 中铁北京工程局集团第一工程有限公司 | Assembled pier and construction process thereof |
| CN111945708A (en) * | 2020-07-23 | 2020-11-17 | 中亿丰建设集团股份有限公司 | Method for reusing original precast pile in existing building demolition and reconstruction |
-
2022
- 2022-01-05 CN CN202210002322.4A patent/CN114016536B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11140884A (en) * | 1997-09-03 | 1999-05-25 | Jun Kobayashi | Method for constructing footing beam, and support |
| CN208121795U (en) * | 2018-03-13 | 2018-11-20 | 国家电网公司 | A kind of connection structure of overhead transmission line PHC pipe pile foundation foundation pile and cushion cap |
| CN109267749A (en) * | 2018-11-02 | 2019-01-25 | 广东省水利水电第三工程局有限公司 | A kind of concrete prefabricated template construction technique applied to thick mud layer |
| CN111648228A (en) * | 2020-05-29 | 2020-09-11 | 中铁北京工程局集团第一工程有限公司 | Assembled pier and construction process thereof |
| CN111945708A (en) * | 2020-07-23 | 2020-11-17 | 中亿丰建设集团股份有限公司 | Method for reusing original precast pile in existing building demolition and reconstruction |
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| CN114016536B (en) | 2022-03-29 |
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